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09 SWPPP STORMWATER POLLUTION PREVENTION PLAN Prime Arrow Stone Quarry Road Queensbury, NY 12804 February 22th, 2024 DRAFT OWNER: Nick Chiaravalle 1 Sunset Drive Queensbury, NY 12804 CONTRACTOR: To be determined PREPARED BY: Studio A Landscape Architecture + Engineering, D.P.C. 74 Warren Street Saratoga Springs, NY 12866 TABLE OF CONTENTS_______________________________ DESCRIPTION OF EXISTING SITE…………………………………………………………….……………..………p. 1 DESCRIPTION OF EXISTING SOILS …………………………………………………………………………………p. 1 DESCRIPTION OF PROPOSED DEVELOPMENT ……………………………………………….…..…………p. 1 CONSTRUCTION PHASING ………………………………………………………………………….………………..p. 2 POLLUTION PREVENTION MEASURES …………………………………………….……………………..…….p. 2 SEDIMENTATION AND EROSION CONTROL ……………………………………………….…………………p. 3 PERMANENT STORMWATER CONTROLS …………………………………………………….….………..….p. 3 SITE INSPECTIONS DURING CONTRUCTION …………………………………………………….………… p. 7 MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM ………………………………………..p. 7 RETENTION OF RECORDS …………………………………………………………………………………………… p. 8 APPENDICIES A PROJECT LOCATION MAP B USDA SOIL SURVEY C SUBCATCHMENT PLANS D STORMWATER CALCULATIONS E SOIL RESTORATION REQUIREMENTS F STORMWATER CONTROL FACILITY MAINTENANCE AGREEMENT (SAMPLE INCLUDED, SIGNED IN FINAL SWPPP) G O&M MANUAL (DRAFT INCLUDED) H EAF MAPPER SUMMARY REPORT I FINAL NOI (DRAFT INCLUDED, SIGNED IN FINAL SWPPP) J NYSDEC ACKNOWLEDGEMENT LETTER (TO BE INCLUDED IN FINAL SWPPP) K CONTRACTOR CERTIFICATION STATEMENTS (TO BE INCLUDED IN FINAL SWPPP) L TRAINED CONTRACTOR CARDS (TO BE INCLUDED IN FINAL SWPPP) 1 DESCRIPTION OF EXISTING SITE The project site is located on Stone Quarry Road in Queensbury, NY 12804, (Tax Map ID 303.12-2- 9.3). The site is approximately 9.05 acres and is zoned Commercial Light Industrial (CLI) in accordance with the Town of Queensbury Zoning Ordinance. The existing site is undeveloped and has no impervious surfaces. The cover on the existing site is brush with a wooded area along the east and west property lines. The majority of the site drains to the south at slopes ranging from 1.5% to 5%. The parcels to the east of the project site are developed with residences, and the remaining adjacent parcels are undeveloped. No threatened or endangered species of plants or animals are located within the project site. DESCRIPTION OF EXISTING SOILS The United States Department of Agriculture (USDA) Soil Survey obtained from the Natural Resource Conservation Service website indicates the surficial soil on the property to be 100% Shaker Fine Sandy Loam (Sh). The Sh series is identified by the USDA as hydrologic soil group (HSG) “C/D”. These soils have a moderately high runoff potential when drained, and a high runoff potential when soil is saturated. These soils typically consist of fine sandy loam transitioning to silty clay deeper on the soil profile. A total of 3 test pits were excavated at the project site, within the existing Sh soil series on March 3, 2021. The test pits indicated an initial layer of topsoil and organics to a depth of 3” below ground surface (bgs). A layer of Medium Brown Silty-Clayey Loam was observed at depths ranging from 3”- 39” bgs. This soil layer transitions to gray clay. Mottling was observed in one fo the test pits at 12” bgs, and groundwater was observed at depths ranging from 28” – 39” bgs. Bedrock was encounted in each of the test pits at depths ranging from 14” – 48” bgs. DESCRIPTION OF PROPOSED DEVELOPMENT Proposed site development includes the construction of an industrial building, an access road connecting to a parking lot, municipal water and sewer connections, and stormwater management practices. Pervious surfaces and stormwater management areas will be planted with grass, meadow, flowering seed mixes, and native plant and tree species. Anticipated disturbance areas, pervious and impervious areas are as follows: Disturbance Area ±175,755ft2 Impervious (existing/proposed) ±0 ft2 /±64,904 ft2 Pervious (existing/proposed) ±394,218 ft2 / ±329,314 ft2 2 CONSTRUCTION PHASING All proposed demolition and development are anticipated to be completed in 1 phases, during the spring of 2024 through the spring of 2025. Installation of silt fences shall be in accordance with the construction drawings prior to any disturbance of the existing ground surface. Immediately following the installation of silt fence, a stabilized construction entrance consisting of crushed stone and geotextile stabilization fabric will be installed as shown on the construction drawings. No land disturbance at any phase of construction shall proceed prior to the installation and establishment of required E&SC measures indicated on the construction drawings. The infiltration system shall be protected from heavy construction equipment traffic. All upstream construction shall be completed and stabilized before connection to the downstream infiltration facilities. A dense and vigorous vegetative cover shall be established over the contributing pervious drainage areas before runoff can be accepted into the facilities. POLLUTION PREVENTION MEASURES Any litter on site, including construction debris, will be picked up each day and disposed of into solid waste containers. The contractor shall provide an approved secondary containment system for all fuel and petroleum temporarily stored on site. During the placement of concrete for the building foundation, measures will be taken to ensure that fresh concrete does not enter any defined drainage paths and a concrete washout area will be provided by the contractor in accordance with the construction drawings. Topsoil and imported fill materials will be stockpiled in the protected areas indicated on the construction drawings. SEDIMENTATION AND EROSION CONTROL Prior to commencing any land clearing, the silt fence will be installed in accordance with the construction drawings and in accordance with the New York State Stormwater Management Design Manual, May 2022 and the New York Standards and Specifications for Erosion and Sediment Control. A stabilized temporary construction entrance at the location indicated on the construction drawings will be required for all construction traffic entering and leaving the site. The contractor is required to maintain all erosion and sediment control measures throughout the construction period. All exposed surfaces not covered with paving, structures, and similar finished surfaces will be covered with topsoil and seeded within 10-days following substantial completion of construction to establish a turf covering or will be landscaped in accordance with the construction drawings. The areas receiving seed will be mulched to minimize erosions. Silt fences shall be installed downslope of the newly seeded areas. The silt fences shall be maintained and replaced as required during the course of construction until a well-established vegetative cover is established. PERMANENT STORMWATER CONTROLS Permanent stormwater controls for the proposed development will include the construction of stormwater runoff reduction and structural standard management practices (SMP) designed to meet water quality reduction and treatment goals. Permanent storm water controls include a 3 gravel wetland and a bioretention basin, and a conveyance system consisting of catch basins, vegetated swales, and storm culverts. Green infrastructure (GI) practices, sized in accordance with the New York State Department of Environmental Conservation Stormwater Management Design Manual, were applied under the proposed stormwater management system to provide a total Runoff Reduction Volume (RRv) greater than or equal to the WQv generated from the proposed development. The applied GI technique is a pretreatment practice provided for each SMP. The peak runoff discharge passing through the stormwater system for the channel protection volume (Cpv: 1 year 24-hour storm event), overbank flood (Qp:10-year storm event) and extreme storm ((Qf)h: 100-year storm event) will be attenuated to less than or equal to the pre- development flow rates at design points common to both the pre- and post-development conditions. Based on the soil hydrologic groups in the proposed construction areas, the following curve numbers were assumed for the hydrologic analyses: Land Cover Type Curve Number >75% Grass Cover, Good, HSG D CN 80 Brush, Good, HSG D CN 73 Pavement CN 98 Roof CN 98 Side Walk CN 98 Woods, Fair, HSG D CN 79 The site was divided into 5 subcatchment areas based on the flow direction of runoff generated from the proposed residences, paved areas, landscaped areas, and undisturbed areas. Subcatchment land cover and runoff control descriptions are provided in Table 1. 4 Table 1. Subcatchment Area Descriptions Subcatchment Landcover Stormwater Control Measures 1S Undisturbed Land Runoff will follow existing drainage patterns to Design Point #1. 2S Hardscape, building roof, landscaped areas Runoff will be conveyed via overland flow to a series of strategically placed catch basins. Runoff will then be conveyed via storm pipes to sediment forebay 1FB-A. Runoff will outlet the forebay via stone-lined broad crested weir to gravel wetland 1P. Excess runoff will outlet the wetland via broad crested weir or outlet device to Design Point #2. 3S Hardscape, building roof, landscaped areas. Runoff is conveyed via overland flow to vegetated swales or a pea gravel strip that discharge to bioretention basin 2P. Excess runoff outlets the basin via a outlet device or a broad crested weir to the gravel wetland, ultimately discharging to Design Point #2. 4S Undisturbed land, Hardscape, building roof, landscaped areas. Runoff will be conveyed via overland flow to a series of strategically placed catch basins. Runoff will then be conveyed via storm pipes to sediment forebay 1FB-B. Runoff will outlet the forebay via stone-lined broad crested weir to gravel wetland 1P. Excess runoff will outlet the wetland via broad crested weir or outlet device to Design Point #2. 5S Undisturbed Land Runoff will follow existing drainage patterns to Design Point #2. Notes: 1.Refer to the Construction Drawings for stormwater management practice locations and details. 2. Stormwater management control measures shall be in accordance with New York State Stormwater Management Design Manual, May 2022. Design storm events were assumed to be customized storm curves based upon Extreme Precipitation Data in New York & New England available through a joint collaboration between the Northeast Regional Climate Center and Natural Resources Conservation Service for Type II, 24-hour 1-year, 10-year, and 100-year storm events. Rainfall magnitudes for the storm events were determined as follows: 2.20 inches, 3.66 inches, and 6.12 inches. The runoff rates were modeled using HydroCAD version 10.0 software which calculates runoff based on the modified SCS TR-20 method. The runoff volume for the 1-year storm, and the peak runoff discharge passing through the proposed stormwater management system will be attenuated to be less than or equal to the pre-development flow rates for the 10-year, and 100-year 24-hour storm at established discharge design points. Peak off-site discharge rates for the 24-hour 10-year, and 100-year storm, as well as the volume for the 1-year storm are summarized in the following table: 5 Table 2. Peak Off-site Discharge Volume and Rates Location 1-year Storm Peak Discharge (ft3/s) 10-year Storm Peak Discharge (ft3/s) 50-year Storm Peak Discharge (ft3/s) 100-year Storm Peak Discharge (ft3/s) Pre Post Pre Post Pre Post Pre Post Design Point # 1 1.3 1.2 4.7 3.9 9.2 7.4 11.8 9.5 Design Point # 2 2.4 1.1 8.2 5.7 15.7 12.7 20.2 16.1 In accordance with section 4.6 of the Stormwater Design Manual, the Channel Protection Volume Requirements are waived as the 1-yr peak runoff discharge is less than 2.0 cfs. Water Quality volumes (WQv) were established in accordance with the New York State Department of Environmental Conservation Stormwater Management Design Manual, January 2022, with a 90% recurrence interval storm event rainfall magnitude assumed to be 1.20-inches based on site locality. The following table summarizes the RRv and treated WQv values of the Green Infrastructure Practices and Standard Management Practices used to pre-treat a RRv min.= 1,233 cubic feet and a WQv = 7,812 cubic feet.: Table 4. Green Infrastructure and Standard Management Practice Summary Subcatchment Green Infrastructure/SMP Provided RRv Provided (ft3) WQv Treated (ft3) 3S Bioretention Basin 1,409 0 2S Gravel Wetland 0 11,718 RRv total = 1,409 ft3 ≥ Min. RRv; RRv + WQvtreated = 13,127 ft3 ≥ WQv SITE INSPECTIONS DURING CONSTRUCTION A qualified inspector as defined in Appendix A of the New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-20-001 shall conduct construction inspections in accordance with Part IV.C of GP-0-20-001. MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM The broad crested weirs, catch basins, culverts, and wetland outlet structure should be checked for the accumulation of debris that may constrict runoff from flowing freely at the outlet invert elevations. In addition to the maintenance of the stormwater practices described, the lawns and landscaped areas shall be maintained in good condition to prevent erosion. Any deteriorated areas of lawn shall be re-seeded, and a stable turf reestablished. Additionally, the property owner shall provide arrangements for the future maintenance of the post-construction stormwater control measures in accordance with the Sample Stormwater Control Facility Maintenance Agreement (Appendix F) and the Operation and Maintenance Manual (Appendix G) to be recorded in the office of the County Clerk or its terms shall be incorporated into covenants appearing in the deed, declarations of covenants and restrictions or other such documents to ensure that record notice of its terms is provided to future owners of the site. 6 RETENTION OF RECORDS The contractor shall maintain at the project site a copy of this Storm Water Pollution Prevention Plan (SWPPP). In addition, the contractor shall maintain a site logbook which will contain all storm water and erosion control inspection reports to be prepared by the qualified professional. A current copy of the construction drawings shall also be kept in the logbook with comments that may have been added by the qualified inspector. SWPPP Report Prepared by: Matthew E. Huntington, PE Principal For Studio A | Landscape Architecture + Engineering 7 APPENDIX A PROJECT LOCATION PROJECT LOCATION Q U E E N S B U R Y A V E 32 STON E QU A R R Y RD DIX AVE 32 D E E R R U N DR I V E 8 APPENDIX B USDA SOIL SURVEY United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Warren County, New York, and Washington County, New York Natural Resources Conservation Service November 27, 2023 Preface Soil 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 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................12 Map Unit Descriptions........................................................................................12 Warren County, New York...............................................................................14 En—Elnora loamy fine sand........................................................................14 FrC—Farmington loam, very rocky, 3 to 15 percent slopes........................15 Sh—Shaker fine sandy loam.......................................................................16 Washington County, New York........................................................................18 Cs—Cosad fine sandy loam........................................................................18 FCC—Farmington-Rock outcrop association, nearly level through moderately steep..................................................................................19 References............................................................................................................21 4 How Soil Surveys Are Made Soil 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 Map The 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 Report Soil Map 47 9 7 3 2 0 47 9 7 3 7 0 47 9 7 4 2 0 47 9 7 4 7 0 47 9 7 5 2 0 47 9 7 5 7 0 47 9 7 6 2 0 47 9 7 6 7 0 47 9 7 7 2 0 47 9 7 3 2 0 47 9 7 3 7 0 47 9 7 4 2 0 47 9 7 4 7 0 47 9 7 5 2 0 47 9 7 5 7 0 47 9 7 6 2 0 47 9 7 6 7 0 47 9 7 7 2 0 613420 613470 613520 613570 613620 613670 613720 613420 613470 613520 613570 613620 613670 613720 43° 19' 26'' N 73 ° 3 6 ' 4 ' ' W 43° 19' 26'' N 73 ° 3 5 ' 5 0 ' ' W 43° 19' 11'' N 73 ° 3 6 ' 4 ' ' W 43° 19' 11'' N 73 ° 3 5 ' 5 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,120 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 scales ranging from 1:15,800 to 1:20,000. 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: Warren County, New York Survey Area Data: Version 23, Sep 6, 2023 Soil Survey Area: Washington County, New York Survey Area Data: Version 23, Sep 6, 2023 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Custom Soil Resource Report 10 MAP LEGEND MAP INFORMATION Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2022—Oct 22, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background 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 Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI En Elnora loamy fine sand 0.1 0.5% FrC Farmington loam, very rocky, 3 to 15 percent slopes 2.2 10.7% Sh Shaker fine sandy loam 16.4 78.0% Subtotals for Soil Survey Area 18.7 89.2% Totals for Area of Interest 21.0 100.0% Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Cs Cosad fine sandy loam 2.2 10.4% FCC Farmington-Rock outcrop association, nearly level through moderately steep 0.1 0.4% Subtotals for Soil Survey Area 2.3 10.8% Totals for Area of Interest 21.0 100.0% 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 Custom Soil Resource Report 12 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. 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 Warren County, New York En—Elnora loamy fine sand Map Unit Setting National map unit symbol: 9xwg Elevation: 280 to 1,440 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Elnora and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elnora Setting Landform:Deltas, beach ridges Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Convex Parent material:Sandy glaciofluvial, eolian, or deltaic deposits Typical profile H1 - 0 to 10 inches: loamy fine sand H2 - 10 to 28 inches: loamy fine sand H3 - 28 to 60 inches: fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:About 18 to 24 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: A/D Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Oakville Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 14 Wareham Percent of map unit:3 percent Hydric soil rating: No Wareham Percent of map unit:2 percent Landform:Depressions Hydric soil rating: Yes FrC—Farmington loam, very rocky, 3 to 15 percent slopes Map Unit Setting National map unit symbol: 9xwj Elevation: 100 to 900 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: Not prime farmland Map Unit Composition Farmington and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Farmington Setting Landform:Benches, till plains, ridges Landform position (two-dimensional):Shoulder Landform position (three-dimensional):Crest Down-slope shape:Convex Across-slope shape:Convex Parent material:Loamy till or congeliturbate derived from limestone, dolomite, shale, and sandstone, and in many places mixed with wind and water deposits Typical profile H1 - 0 to 8 inches: loam H2 - 8 to 13 inches: loam H3 - 13 to 17 inches: bedrock Properties and qualities Slope:3 to 15 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low (0.00 to 0.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:1 percent Custom Soil Resource Report 15 Available water supply, 0 to 60 inches: Very low (about 1.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: D Ecological site: F144AY035MA - Shallow Semi-Rich Well Drained Till Uplands Hydric soil rating: No Minor Components Elnora Percent of map unit:4 percent Hydric soil rating: No Galway Percent of map unit:4 percent Hydric soil rating: No Oakville Percent of map unit:4 percent Hydric soil rating: No Unnamed soils Percent of map unit:3 percent Hydric soil rating: Yes Sh—Shaker fine sandy loam Map Unit Setting National map unit symbol: 9xy1 Elevation: 300 to 840 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: Prime farmland if drained Map Unit Composition Shaker and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Shaker Setting Landform:Depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Loamy over clayey glaciolacustrine or glaciomarine deposits Custom Soil Resource Report 16 Typical profile H1 - 0 to 10 inches: fine sandy loam H2 - 10 to 36 inches: sandy loam H3 - 36 to 60 inches: silty clay Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 36 inches to strongly contrasting textural stratification Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:1 percent Available water supply, 0 to 60 inches: Low (about 5.7 inches) Interpretive groups Land capability classification (irrigated): None specified Hydrologic Soil Group: C/D Ecological site: F144AY019NH - Wet Lake Plain Hydric soil rating: Yes Minor Components Raynham Percent of map unit:4 percent Landform:Depressions Hydric soil rating: Yes Elmridge Percent of map unit:4 percent Hydric soil rating: No Unnamed soils Percent of map unit:2 percent Hydric soil rating: No Custom Soil Resource Report 17 Washington County, New York Cs—Cosad fine sandy loam Map Unit Setting National map unit symbol: 9xz0 Elevation: 200 to 800 feet Mean annual precipitation: 35 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 175 days Farmland classification: Prime farmland if drained Map Unit Composition Cosad and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cosad Setting Landform:Lake plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Parent material:Sandy glaciofluvial or deltaic deposits over clayey glaciolacustrine deposits Typical profile H1 - 0 to 9 inches: fine sandy loam H2 - 9 to 30 inches: loamy fine sand H3 - 30 to 60 inches: clay Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:20 to 34 inches to strongly contrasting textural stratification Drainage class:Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 6 to 18 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:15 percent Available water supply, 0 to 60 inches: Very low (about 2.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Ecological site: F101XY006NY - Moist Outwash Hydric soil rating: No Custom Soil Resource Report 18 Minor Components Claverack Percent of map unit:8 percent Hydric soil rating: No Rhinebeck Percent of map unit:5 percent Hydric soil rating: No Madalin Percent of map unit:4 percent Landform:Depressions Hydric soil rating: Yes Oakville Percent of map unit:2 percent Hydric soil rating: No Wallington Percent of map unit:1 percent Hydric soil rating: No FCC—Farmington-Rock outcrop association, nearly level through moderately steep Map Unit Setting National map unit symbol: 9xz2 Elevation: 100 to 900 feet Mean annual precipitation: 35 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 175 days Farmland classification: Not prime farmland Map Unit Composition Farmington and similar soils:50 percent Rock outcrop:20 percent Minor components:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Farmington Setting Landform:Till plains, ridges, benches Landform position (two-dimensional):Shoulder Landform position (three-dimensional):Crest Down-slope shape:Convex Across-slope shape:Convex Parent material:Loamy till or congeliturbate derived from limestone, dolomite, shale, and sandstone, and in many places mixed with wind and water deposits Custom Soil Resource Report 19 Typical profile H1 - 0 to 6 inches: loam H2 - 6 to 18 inches: loam H3 - 18 to 22 inches: unweathered bedrock Properties and qualities Slope:3 to 15 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low (0.00 to 0.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:1 percent Available water supply, 0 to 60 inches: Very low (about 2.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: D Ecological site: F142XB010NY - Shallow Rich Till Upland Hydric soil rating: No Description of Rock Outcrop Properties and qualities Slope:3 to 15 percent Depth to restrictive feature:0 inches to lithic bedrock Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydric soil rating: Unranked Minor Components Amenia Percent of map unit:8 percent Hydric soil rating: No Pittsfield Percent of map unit:8 percent Hydric soil rating: No Vergennes Percent of map unit:7 percent Hydric soil rating: No Kingsbury Percent of map unit:7 percent Hydric soil rating: No Custom Soil Resource Report 20 References American 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 21 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 22 9 APPENDIX C SUBCATCHMENT PLANS Area 394006.3 Sq. Feet 9.05 Acres T TVEE E WV WV 14" Maple 12" Poplar 12" Maple 16" Tree 14" Twin Maple Inv.=316.42' Inv.=316.81' Rim=321.28' NE Cor Rim=318 . 4 2 ' NE Cor Rim=31 8 . 2 2 ' 320 320 3 1 5 3 1 5 31 0 310 3 1 0 3 0 5 305 Elev.=322.95' B.M. Bolt at arrow Lot 8 Lot 9 Lot 7 WLF A-3 WLF A-4 WLF A-2 WLF B-2 WLF B-3 WLF B-1 Rim=318.36' 31 0 315 316 3 1 6 316 31 7 31 7 31 1 311 3 1 2 312 31 2 313 313 3 1 4 3 1 4 309 30 9 309 30 8 308 307 3 0 7 30 6 306 SUBCATCHMENT LINE LEGEND TIME OF CONCENTRATION PATH SUBCATCHMENT ID4S POND ID1P SA V E D A T E : 2/ 2 1 / 2 0 2 4 3 : 4 4 P M FI L E N A M E : Z: \ P r o j e c t s \ 2 0 2 3 P r o j e c t s \ 2 3 0 7 2 - P r i m e A r r o w \ D W G \ 0 3 S H E E T S \ 2 3 0 7 2 _ S T O R M W A T E R . d w g PL O T T E D B Y : CL O U G H M A N DE S I G N B Y : DR A W N B Y : CH E C K E D B Y : ## # # ## # # ## # # SW-1 1 2 DRAWING NO. PROJECT NO. PROJECT DRAWING TITLE DATE: REVISIONS DATE DESCRIPTION IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, ARCHITECT, LANDSCAPE ARCHITECT, OR LAND SURVEYOR, TO ALTER ANY ITEM IN ANY WAY. IF AN ITEM BEARING THE STAMP OF A LICENSED PROFESSIONAL IS ALTERED, THE ALTERING LICENSED PROFESSIONAL SHALL STAMP THE DOCUMENT AND INCLUDE THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERNATION, AND SPECIFIC DESCRIPTION OF THE ALTERATION. 2/22/2024 23072 PRIME ARROW NICK CHIARAVALLE 1 SUNSET DRIVE QUEENSBURY, NY 12804 DRAWINGS NOT FOR CONSTRUCTION DWG OF 11 PREPARED FOR 74 Warren Street, Suite 1 Saratoga Springs, NY12866 518.450.4030 TRUST| QUALITY COLLABORATION | INNOVATION north 1/23/24 SITE PLAN REVIEW 2/9/24 SITE PLAN REVIEW PRE CONSTRUCTION SUBCATCHMENT MAP on 24" x 36" sheet 20 40 80040 1 inch = 40 feet GRAPHIC SCALE DESIGN POINT #1 Q10-YR - 4.7 CFS Q50-YR- 9.2 CFS Q100-YR - 11.8 CFS DESIGN POINT #2 Q10-YR - 8.2 CFS Q50-YR- 15.7 CFS Q100-YR - 20.2 CFS 1S 2S T TVEE E WV WV Inv.=316.42' Inv.=316.81' Rim=321.28' NE Cor Rim=318 . 4 2 ' NE Cor Rim=31 8 . 2 2 ' 320 320 3 1 5 3 1 5 31 0 310 3 1 0 3 0 5 305 Elev.=322.95' B.M. Bolt at arrow WLF A-3 WLF A-4 WLF A-2 WLF B-2 WLF B-3 WLF B-1 Rim=318.36' 31 0 315 316 3 1 6 316 31 7 31 7 31 1 311 3 1 2 312 31 2 313 313 3 1 4 3 1 4 309 30 9 309 30 8 308 307 3 0 7 30 6 306 31031 0 315 31 5 31 5 315 3 2 0 320 3 1 0 3 1 5 31 5 315 313312311 313 312 31 1 312 311 3 1 3 3 1 2 3 1 1 316 316 316 316 3 1 6 314 3 1 7 3 1 8 3 1 9 3 1 6 319 318 31 7 313 31 2 31 1 308 3 0 9 3 1 4 3 1 3 3 1 2 31 6 3 1 7 3 1 8 3 1 9 31 6 316 31 4 31 3 31 2 311 314 313 313 31 3 3 1 1 312 313 SUBCATCHMENT LINE LEGEND TIME OF CONCENTRATION PATH SUBCATCHMENT ID4S POND ID1P SA V E D A T E : 5/ 9 / 2 0 2 4 3 : 5 8 P M FI L E N A M E : Z: \ P r o j e c t s \ 2 0 2 3 P r o j e c t s \ 2 3 0 7 2 - P r i m e A r r o w \ D W G \ 0 3 S H E E T S \ 2 3 0 7 2 _ S T O R M W A T E R . d w g PL O T T E D B Y : CL O U G H M A N DE S I G N B Y : DR A W N B Y : CH E C K E D B Y : ## # # ## # # ## # # SW-1 1 2 DRAWING NO. PROJECT NO. PROJECT DRAWING TITLE DATE: REVISIONS DATE DESCRIPTION IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, ARCHITECT, LANDSCAPE ARCHITECT, OR LAND SURVEYOR, TO ALTER ANY ITEM IN ANY WAY. IF AN ITEM BEARING THE STAMP OF A LICENSED PROFESSIONAL IS ALTERED, THE ALTERING LICENSED PROFESSIONAL SHALL STAMP THE DOCUMENT AND INCLUDE THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERNATION, AND SPECIFIC DESCRIPTION OF THE ALTERATION. 5/7/2024 23072 PRIME ARROW NICK CHIARAVALLE 1 SUNSET DRIVE QUEENSBURY, NY 12804 DRAWINGS NOT FOR CONSTRUCTION DWG OF 12 PREPARED FOR 74 Warren Street, Suite 1 Saratoga Springs, NY12866 518.450.4030 TRUST| QUALITY COLLABORATION | INNOVATION north 5/7/24 SITE PLAN REVIEW PRE CONSTRUCTION SUBCATCHMENT MAP on 24" x 36" sheet 20 40 80040 1 inch = 40 feet GRAPHIC SCALE DESIGN POINT #1 Q10-YR - 3.9 CFS Q50-YR- 7.4 CFS Q100-YR - 9.5 CFS DESIGN POINT #2 Q10-YR - 5.7 CFS Q50-YR- 12.7 CFS Q100-YR - 16.1 CFS 1S 1FB-A 1FB-B 1P 1P 2S 3S 4S 2S 5S 4S 2P 10 APPENDIX D STORMWATER CALCULATIONS 11 PRE-CONSTRUCTION 1S 2S Routing Diagram for 23072-PRE Prepared by {enter your company name here}, Printed 2/21/2024 HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1-yr Rainfall=2.20"23072-PRE Printed 2/21/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 1.3 cfs @ 12.13 hrs, Volume= 0.115 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.20" Area (sf) CN Description 114,686 73 Brush, Good, HSG D 19,463 79 Woods, Fair, HSG D 134,149 74 Weighted Average 134,149 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 4.2 225 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 141 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.4 419 Total Summary for Subcatchment 2S: Runoff = 2.4 cfs @ 12.21 hrs, Volume= 0.240 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.20" Area (sf) CN Description 170,265 73 Brush, Good, HSG D 89,645 79 Woods, Fair, HSG D 259,910 75 Weighted Average 259,910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 13.6 720 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.1 773 Total Type II 24-hr 10-yr Rainfall=3.66"23072-PRE Printed 2/21/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 4.7 cfs @ 12.12 hrs, Volume= 0.347 af, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 114,686 73 Brush, Good, HSG D 19,463 79 Woods, Fair, HSG D 134,149 74 Weighted Average 134,149 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 4.2 225 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 141 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.4 419 Total Summary for Subcatchment 2S: Runoff = 8.2 cfs @ 12.18 hrs, Volume= 0.704 af, Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 170,265 73 Brush, Good, HSG D 89,645 79 Woods, Fair, HSG D 259,910 75 Weighted Average 259,910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 13.6 720 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.1 773 Total Type II 24-hr 50-yr Rainfall=5.24"23072-PRE Printed 2/21/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 9.2 cfs @ 12.12 hrs, Volume= 0.656 af, Depth= 2.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.24" Area (sf) CN Description 114,686 73 Brush, Good, HSG D 19,463 79 Woods, Fair, HSG D 134,149 74 Weighted Average 134,149 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 4.2 225 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 141 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.4 419 Total Summary for Subcatchment 2S: Runoff = 15.7 cfs @ 12.18 hrs, Volume= 1.315 af, Depth= 2.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.24" Area (sf) CN Description 170,265 73 Brush, Good, HSG D 89,645 79 Woods, Fair, HSG D 259,910 75 Weighted Average 259,910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 13.6 720 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.1 773 Total Type II 24-hr 100-yr Rainfall=6.12"23072-PRE Printed 2/21/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 11.8 cfs @ 12.11 hrs, Volume= 0.843 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.12" Area (sf) CN Description 114,686 73 Brush, Good, HSG D 19,463 79 Woods, Fair, HSG D 134,149 74 Weighted Average 134,149 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 4.2 225 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 141 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.4 419 Total Summary for Subcatchment 2S: Runoff = 20.2 cfs @ 12.18 hrs, Volume= 1.683 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.12" Area (sf) CN Description 170,265 73 Brush, Good, HSG D 89,645 79 Woods, Fair, HSG D 259,910 75 Weighted Average 259,910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 13.6 720 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.1 773 Total Table of Contents23072-PRE Printed 2/21/2024Prepared by {enter your company name here} HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 1-yr Event 2 Subcat 1S: 3 Subcat 2S: 10-yr Event 3 Subcat 1S: 4 Subcat 2S: 50-yr Event 4 Subcat 1S: 5 Subcat 2S: 100-yr Event 5 Subcat 1S: 6 Subcat 2S: 12 POST-CONSTRUCTION 1S Design Point #12S 3S 4S 5S 1FB-A FB 1FB-B FB 1P Wetland 2P Bioretention Basin DP2 Design Point #2 Routing Diagram for 23072-POST Prepared by {enter your company name here}, Printed 5/9/2024 HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Design Point #1 Runoff = 1.2 cfs @ 12.12 hrs, Volume= 4,071 cf, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.20" Area (sf) CN Description 71,186 73 Brush, Good, HSG D 19,463 79 Woods, Fair, HSG D 10,466 80 >75% Grass cover, Good, HSG D 101,115 75 Weighted Average 101,115 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 2.9 153 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 141 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.1 347 Total Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 2.3 cfs @ 11.93 hrs, Volume= 4,104 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.20" Area (sf) CN Description 16,190 80 >75% Grass cover, Good, HSG D * 13,236 98 Pavement * 7,521 98 Roof * 970 98 Side Walk 11,172 73 Brush, Good, HSG D 49,089 86 Weighted Average 27,362 55.74% Pervious Area 21,727 44.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 100 0.0500 1.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 0.2 37 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 80 0.0050 3.31 10.40 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.020 Corrugated PE, corrugated interior 0.5 106 0.0050 3.31 10.40 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.020 Corrugated PE, corrugated interior 2.0 323 Total Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 2.5 cfs @ 12.01 hrs, Volume= 5,822 cf, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.20" Area (sf) CN Description 5,560 73 Brush, Good, HSG D 21,364 80 >75% Grass cover, Good, HSG D * 16,452 98 Pavement * 15,042 98 Roof 58,418 89 Weighted Average 26,924 46.09% Pervious Area 31,494 53.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 41 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 1.3 171 0.0050 2.24 13.43 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=1.00' Z= 3.0 '/' Top.W=9.00' n= 0.035 Earth, dense weeds 9.1 212 Total Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 1.5 cfs @ 12.16 hrs, Volume= 5,458 cf, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.20" Area (sf) CN Description 17,609 73 Brush, Good, HSG D 44,986 79 Woods, Fair, HSG D 20,982 80 >75% Grass cover, Good, HSG D * 4,081 98 Pavement * 7,521 98 Roof * 0 98 Side Walk 95,179 80 Weighted Average 83,577 87.81% Pervious Area 11,602 12.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 25 0.0100 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.56" 6.6 197 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.8 91 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 38 0.0400 7.73 13.66 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 0.8 130 0.0050 2.73 4.83 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 1.5 247 0.0050 2.73 4.83 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 21.3 728 Total Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 1.1 cfs @ 12.13 hrs, Volume= 3,915 cf, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.20" Area (sf) CN Description 51,074 73 Brush, Good, HSG D 39,183 79 Woods, Fair, HSG D 90,257 76 Weighted Average 90,257 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 38 0.0240 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.56" 4.5 210 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.9 255 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.7 503 Total Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1FB-A: FB Inflow Area = 49,089 sf, 44.26% Impervious, Inflow Depth = 1.00" for 1-yr event Inflow = 2.3 cfs @ 11.93 hrs, Volume= 4,104 cf Outflow = 2.3 cfs @ 11.93 hrs, Volume= 4,104 cf, Atten= 2%, Lag= 0.5 min Primary = 2.3 cfs @ 11.93 hrs, Volume= 4,104 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Starting Elev= 312.50' Surf.Area= 492 sf Storage= 543 cf Peak Elev= 312.70' @ 11.93 hrs Surf.Area= 555 sf Storage= 650 cf (107 cf above start) Plug-Flow detention time= 87.4 min calculated for 3,561 cf (87% of inflow) Center-of-Mass det. time= 1.4 min ( 834.4 - 833.0 ) Volume Invert Avail.Storage Storage Description #1 309.50' 1,195 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 3 0 0 310.00 21 6 6 311.00 134 78 84 312.00 359 247 330 312.50 492 213 543 313.00 645 284 827 313.50 828 368 1,195 Device Routing Invert Outlet Devices #1 Primary 312.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.3 cfs @ 11.93 hrs HW=312.70' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.3 cfs @ 1.13 fps) Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1FB-B: FB Inflow Area = 95,179 sf, 12.19% Impervious, Inflow Depth = 0.69" for 1-yr event Inflow = 1.5 cfs @ 12.16 hrs, Volume= 5,458 cf Outflow = 1.5 cfs @ 12.18 hrs, Volume= 5,458 cf, Atten= 1%, Lag= 1.2 min Primary = 1.5 cfs @ 12.18 hrs, Volume= 5,458 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Starting Elev= 312.50' Surf.Area= 540 sf Storage= 645 cf Peak Elev= 312.73' @ 12.18 hrs Surf.Area= 617 sf Storage= 779 cf (134 cf above start) Plug-Flow detention time= 82.5 min calculated for 4,811 cf (88% of inflow) Center-of-Mass det. time= 2.5 min ( 877.7 - 875.1 ) Volume Invert Avail.Storage Storage Description #1 309.50' 1,371 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 9 0 0 310.00 45 14 14 311.00 175 110 124 312.00 399 287 411 312.50 540 235 645 313.00 705 311 957 313.50 953 415 1,371 Device Routing Invert Outlet Devices #1 Primary 312.50'5.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.5 cfs @ 12.18 hrs HW=312.73' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.5 cfs @ 1.29 fps) Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Inflow Area = 144,268 sf, 23.10% Impervious, Inflow Depth = 0.85" for 1-yr event Inflow = 2.7 cfs @ 11.94 hrs, Volume= 10,172 cf Outflow = 0.2 cfs @ 13.57 hrs, Volume= 5,626 cf, Atten= 91%, Lag= 98.0 min Primary = 0.2 cfs @ 13.57 hrs, Volume= 5,626 cf Secondary = 0.0 cfs @ 0.01 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 310.32' @ 13.57 hrs Surf.Area= 5,677 sf Storage= 5,257 cf Plug-Flow detention time= 342.7 min calculated for 5,626 cf (55% of inflow) Center-of-Mass det. time= 194.0 min ( 1,073.7 - 879.6 ) Volume Invert Avail.Storage Storage Description #1 308.00' 15,107 cf Cell 1 (Prismatic) Listed below (Recalc) #2 308.00' 10,836 cf Cell 2 (Prismatic) Listed below (Recalc) 25,943 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 308.00 3,438 0.0 0 0 310.33 3,438 40.0 3,204 3,204 311.00 3,438 20.0 461 3,665 312.00 4,328 100.0 3,883 7,548 312.50 4,795 100.0 2,281 9,829 313.00 5,275 100.0 2,518 12,346 313.50 5,770 100.0 2,761 15,107 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 308.00 2,239 0.0 0 0 310.33 2,239 40.0 2,087 2,087 311.00 2,239 20.0 300 2,387 312.00 3,130 100.0 2,685 5,071 312.50 3,598 100.0 1,682 6,753 313.00 4,079 100.0 1,919 8,673 313.50 4,574 100.0 2,163 10,836 Device Routing Invert Outlet Devices #1 Primary 310.00'12.0" Round Culvert L= 22.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 310.00' / 309.67' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 313.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 308.17'6.0" Round collector pipe L= 68.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 308.17' / 308.17' S= 0.0000 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #4 Secondary 312.50'2.0' long x 6.0' breadth Broad-Crested Rectangular Weir Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #5 Device 1 311.25'3.0" Vert. low flow orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.2 cfs @ 13.57 hrs HW=310.32' (Free Discharge) 1=Culvert (Passes 0.2 cfs of 0.3 cfs potential flow) 2=Orifice/Grate ( Controls 0.0 cfs) 3=collector pipe (Outlet Controls 0.2 cfs @ 1.18 fps) 5=low flow orifice ( Controls 0.0 cfs) Secondary OutFlow Max=0.0 cfs @ 0.01 hrs HW=308.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.0 cfs) Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Bioretention Basin Inflow Area = 58,418 sf, 53.91% Impervious, Inflow Depth = 1.20" for 1-yr event Inflow = 2.5 cfs @ 12.01 hrs, Volume= 5,822 cf Outflow = 0.0 cfs @ 18.23 hrs, Volume= 2,280 cf, Atten= 98%, Lag= 373.5 min Primary = 0.0 cfs @ 18.23 hrs, Volume= 1,670 cf Secondary = 0.0 cfs @ 18.23 hrs, Volume= 610 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 313.55' @ 18.23 hrs Surf.Area= 4,379 sf Storage= 4,654 cf Plug-Flow detention time= 869.5 min calculated for 2,280 cf (39% of inflow) Center-of-Mass det. time= 745.7 min ( 1,572.3 - 826.7 ) Volume Invert Avail.Storage Storage Description #1 309.50' 6,889 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 309.50 2,935 0.0 0 0 310.50 2,935 40.0 1,174 1,174 313.00 2,935 20.0 1,468 2,642 314.00 5,560 100.0 4,248 6,889 Device Routing Invert Outlet Devices #1 Primary 309.50'12.0" Round Culvert L= 66.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 309.50' / 308.51' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 313.70'36.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 309.50'6.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 309.50' / 309.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #4 Device 3 309.50'0.500 in/hr Exfiltration over Surface area above 309.50' Excluded Surface area = 2,935 sf #5 Primary 313.70'20.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #6 Secondary 312.00'12.0" Round Culvert L= 25.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 312.00' / 311.50' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #7 Device 6 313.50'36.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=0.0 cfs @ 18.23 hrs HW=313.55' (Free Discharge) 1=Culvert (Passes 0.0 cfs of 4.9 cfs potential flow) 2=Orifice/Grate ( Controls 0.0 cfs) 3=Culvert (Passes 0.0 cfs of 0.9 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.0 cfs) 5=Broad-Crested Rectangular Weir ( Controls 0.0 cfs) Secondary OutFlow Max=0.0 cfs @ 18.23 hrs HW=313.55' (Free Discharge) 6=Culvert (Passes 0.0 cfs of 3.1 cfs potential flow) 7=Orifice/Grate (Orifice Controls 0.0 cfs @ 0.76 fps) Type II 24-hr 1-yr Rainfall=2.20"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond DP2: Design Point #2 Inflow Area = 292,943 sf, 22.13% Impervious, Inflow Depth > 0.46" for 1-yr event Inflow = 1.1 cfs @ 12.13 hrs, Volume= 11,211 cf Primary = 1.1 cfs @ 12.13 hrs, Volume= 11,211 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Design Point #1 Runoff = 3.9 cfs @ 12.10 hrs, Volume= 11,934 cf, Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 71,186 73 Brush, Good, HSG D 19,463 79 Woods, Fair, HSG D 10,466 80 >75% Grass cover, Good, HSG D 101,115 75 Weighted Average 101,115 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 2.9 153 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 141 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.1 347 Total Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 5.1 cfs @ 11.92 hrs, Volume= 9,166 cf, Depth= 2.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 16,190 80 >75% Grass cover, Good, HSG D * 13,236 98 Pavement * 7,521 98 Roof * 970 98 Side Walk 11,172 73 Brush, Good, HSG D 49,089 86 Weighted Average 27,362 55.74% Pervious Area 21,727 44.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 100 0.0500 1.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 0.2 37 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 80 0.0050 3.31 10.40 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.020 Corrugated PE, corrugated interior 0.5 106 0.0050 3.31 10.40 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.020 Corrugated PE, corrugated interior 2.0 323 Total Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 5.2 cfs @ 12.00 hrs, Volume= 12,197 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 5,560 73 Brush, Good, HSG D 21,364 80 >75% Grass cover, Good, HSG D * 16,452 98 Pavement * 15,042 98 Roof 58,418 89 Weighted Average 26,924 46.09% Pervious Area 31,494 53.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 41 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 1.3 171 0.0050 2.24 13.43 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=1.00' Z= 3.0 '/' Top.W=9.00' n= 0.035 Earth, dense weeds 9.1 212 Total Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 4.1 cfs @ 12.14 hrs, Volume= 13,993 cf, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 17,609 73 Brush, Good, HSG D 44,986 79 Woods, Fair, HSG D 20,982 80 >75% Grass cover, Good, HSG D * 4,081 98 Pavement * 7,521 98 Roof * 0 98 Side Walk 95,179 80 Weighted Average 83,577 87.81% Pervious Area 11,602 12.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 25 0.0100 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.56" 6.6 197 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.8 91 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 38 0.0400 7.73 13.66 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 0.8 130 0.0050 2.73 4.83 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 1.5 247 0.0050 2.73 4.83 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 21.3 728 Total Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 3.5 cfs @ 12.12 hrs, Volume= 11,151 cf, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 51,074 73 Brush, Good, HSG D 39,183 79 Woods, Fair, HSG D 90,257 76 Weighted Average 90,257 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 38 0.0240 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.56" 4.5 210 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.9 255 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.7 503 Total Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1FB-A: FB Inflow Area = 49,089 sf, 44.26% Impervious, Inflow Depth = 2.24" for 10-yr event Inflow = 5.1 cfs @ 11.92 hrs, Volume= 9,166 cf Outflow = 5.0 cfs @ 11.93 hrs, Volume= 9,166 cf, Atten= 1%, Lag= 0.4 min Primary = 5.0 cfs @ 11.93 hrs, Volume= 9,166 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Starting Elev= 312.50' Surf.Area= 492 sf Storage= 543 cf Peak Elev= 312.84' @ 11.93 hrs Surf.Area= 596 sf Storage= 728 cf (185 cf above start) Plug-Flow detention time= 47.9 min calculated for 8,623 cf (94% of inflow) Center-of-Mass det. time= 1.2 min ( 811.3 - 810.0 ) Volume Invert Avail.Storage Storage Description #1 309.50' 1,195 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 3 0 0 310.00 21 6 6 311.00 134 78 84 312.00 359 247 330 312.50 492 213 543 313.00 645 284 827 313.50 828 368 1,195 Device Routing Invert Outlet Devices #1 Primary 312.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.0 cfs @ 11.93 hrs HW=312.84' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 5.0 cfs @ 1.48 fps) Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1FB-B: FB Inflow Area = 95,179 sf, 12.19% Impervious, Inflow Depth = 1.76" for 10-yr event Inflow = 4.1 cfs @ 12.14 hrs, Volume= 13,993 cf Outflow = 4.1 cfs @ 12.16 hrs, Volume= 13,993 cf, Atten= 1%, Lag= 0.9 min Primary = 4.1 cfs @ 12.16 hrs, Volume= 13,993 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Starting Elev= 312.50' Surf.Area= 540 sf Storage= 645 cf Peak Elev= 312.95' @ 12.16 hrs Surf.Area= 689 sf Storage= 923 cf (278 cf above start) Plug-Flow detention time= 37.0 min calculated for 13,345 cf (95% of inflow) Center-of-Mass det. time= 2.1 min ( 849.1 - 847.0 ) Volume Invert Avail.Storage Storage Description #1 309.50' 1,371 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 9 0 0 310.00 45 14 14 311.00 175 110 124 312.00 399 287 411 312.50 540 235 645 313.00 705 311 957 313.50 953 415 1,371 Device Routing Invert Outlet Devices #1 Primary 312.50'5.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=4.1 cfs @ 12.16 hrs HW=312.95' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.1 cfs @ 1.81 fps) Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Inflow Area = 144,268 sf, 23.10% Impervious, Inflow Depth = 2.37" for 10-yr event Inflow = 6.5 cfs @ 11.94 hrs, Volume= 28,495 cf Outflow = 0.8 cfs @ 13.42 hrs, Volume= 23,949 cf, Atten= 88%, Lag= 88.8 min Primary = 0.8 cfs @ 13.42 hrs, Volume= 23,949 cf Secondary = 0.0 cfs @ 0.01 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 312.12' @ 13.42 hrs Surf.Area= 7,679 sf Storage= 13,514 cf Plug-Flow detention time= 241.1 min calculated for 23,944 cf (84% of inflow) Center-of-Mass det. time= 167.4 min ( 1,020.7 - 853.2 ) Volume Invert Avail.Storage Storage Description #1 308.00' 15,107 cf Cell 1 (Prismatic) Listed below (Recalc) #2 308.00' 10,836 cf Cell 2 (Prismatic) Listed below (Recalc) 25,943 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 308.00 3,438 0.0 0 0 310.33 3,438 40.0 3,204 3,204 311.00 3,438 20.0 461 3,665 312.00 4,328 100.0 3,883 7,548 312.50 4,795 100.0 2,281 9,829 313.00 5,275 100.0 2,518 12,346 313.50 5,770 100.0 2,761 15,107 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 308.00 2,239 0.0 0 0 310.33 2,239 40.0 2,087 2,087 311.00 2,239 20.0 300 2,387 312.00 3,130 100.0 2,685 5,071 312.50 3,598 100.0 1,682 6,753 313.00 4,079 100.0 1,919 8,673 313.50 4,574 100.0 2,163 10,836 Device Routing Invert Outlet Devices #1 Primary 310.00'12.0" Round Culvert L= 22.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 310.00' / 309.67' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 313.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 308.17'6.0" Round collector pipe L= 68.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 308.17' / 308.17' S= 0.0000 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #4 Secondary 312.50'2.0' long x 6.0' breadth Broad-Crested Rectangular Weir Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 22HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #5 Device 1 311.25'3.0" Vert. low flow orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.8 cfs @ 13.42 hrs HW=312.12' (Free Discharge) 1=Culvert (Passes 0.8 cfs of 3.8 cfs potential flow) 2=Orifice/Grate ( Controls 0.0 cfs) 3=collector pipe (Outlet Controls 0.6 cfs @ 3.05 fps) 5=low flow orifice (Orifice Controls 0.2 cfs @ 4.15 fps) Secondary OutFlow Max=0.0 cfs @ 0.01 hrs HW=308.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.0 cfs) Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Bioretention Basin Inflow Area = 58,418 sf, 53.91% Impervious, Inflow Depth = 2.51" for 10-yr event Inflow = 5.2 cfs @ 12.00 hrs, Volume= 12,197 cf Outflow = 2.5 cfs @ 12.12 hrs, Volume= 8,635 cf, Atten= 53%, Lag= 7.0 min Primary = 1.7 cfs @ 12.12 hrs, Volume= 3,299 cf Secondary = 0.7 cfs @ 12.12 hrs, Volume= 5,336 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 313.80' @ 12.12 hrs Surf.Area= 5,044 sf Storage= 5,847 cf Plug-Flow detention time= 344.3 min calculated for 8,633 cf (71% of inflow) Center-of-Mass det. time= 247.6 min ( 1,053.2 - 805.6 ) Volume Invert Avail.Storage Storage Description #1 309.50' 6,889 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 309.50 2,935 0.0 0 0 310.50 2,935 40.0 1,174 1,174 313.00 2,935 20.0 1,468 2,642 314.00 5,560 100.0 4,248 6,889 Device Routing Invert Outlet Devices #1 Primary 309.50'12.0" Round Culvert L= 66.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 309.50' / 308.51' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 313.70'36.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 309.50'6.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 309.50' / 309.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #4 Device 3 309.50'0.500 in/hr Exfiltration over Surface area above 309.50' Excluded Surface area = 2,935 sf #5 Primary 313.70'20.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #6 Secondary 312.00'12.0" Round Culvert L= 25.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 312.00' / 311.50' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #7 Device 6 313.50'36.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 24HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=1.7 cfs @ 12.12 hrs HW=313.80' (Free Discharge) 1=Culvert (Passes 0.1 cfs of 5.0 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.1 cfs @ 1.09 fps) 3=Culvert (Passes 0.0 cfs of 1.0 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.0 cfs) 5=Broad-Crested Rectangular Weir (Weir Controls 1.6 cfs @ 0.76 fps) Secondary OutFlow Max=0.7 cfs @ 12.12 hrs HW=313.80' (Free Discharge) 6=Culvert (Passes 0.7 cfs of 3.4 cfs potential flow) 7=Orifice/Grate (Orifice Controls 0.7 cfs @ 1.88 fps) Type II 24-hr 10-yr Rainfall=3.66"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 25HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond DP2: Design Point #2 Inflow Area = 292,943 sf, 22.13% Impervious, Inflow Depth > 1.57" for 10-yr event Inflow = 5.7 cfs @ 12.12 hrs, Volume= 38,399 cf Primary = 5.7 cfs @ 12.12 hrs, Volume= 38,399 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 26HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Design Point #1 Runoff = 7.4 cfs @ 12.10 hrs, Volume= 22,290 cf, Depth= 2.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.24" Area (sf) CN Description 71,186 73 Brush, Good, HSG D 19,463 79 Woods, Fair, HSG D 10,466 80 >75% Grass cover, Good, HSG D 101,115 75 Weighted Average 101,115 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 2.9 153 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 141 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.1 347 Total Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 8.1 cfs @ 11.92 hrs, Volume= 15,101 cf, Depth= 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.24" Area (sf) CN Description 16,190 80 >75% Grass cover, Good, HSG D * 13,236 98 Pavement * 7,521 98 Roof * 970 98 Side Walk 11,172 73 Brush, Good, HSG D 49,089 86 Weighted Average 27,362 55.74% Pervious Area 21,727 44.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 100 0.0500 1.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 0.2 37 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 80 0.0050 3.31 10.40 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.020 Corrugated PE, corrugated interior 0.5 106 0.0050 3.31 10.40 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.020 Corrugated PE, corrugated interior 2.0 323 Total Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 28HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 8.1 cfs @ 12.00 hrs, Volume= 19,483 cf, Depth= 4.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.24" Area (sf) CN Description 5,560 73 Brush, Good, HSG D 21,364 80 >75% Grass cover, Good, HSG D * 16,452 98 Pavement * 15,042 98 Roof 58,418 89 Weighted Average 26,924 46.09% Pervious Area 31,494 53.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 41 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 1.3 171 0.0050 2.24 13.43 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=1.00' Z= 3.0 '/' Top.W=9.00' n= 0.035 Earth, dense weeds 9.1 212 Total Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 29HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 7.3 cfs @ 12.14 hrs, Volume= 24,614 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.24" Area (sf) CN Description 17,609 73 Brush, Good, HSG D 44,986 79 Woods, Fair, HSG D 20,982 80 >75% Grass cover, Good, HSG D * 4,081 98 Pavement * 7,521 98 Roof * 0 98 Side Walk 95,179 80 Weighted Average 83,577 87.81% Pervious Area 11,602 12.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 25 0.0100 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.56" 6.6 197 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.8 91 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 38 0.0400 7.73 13.66 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 0.8 130 0.0050 2.73 4.83 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 1.5 247 0.0050 2.73 4.83 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 21.3 728 Total Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 30HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 6.6 cfs @ 12.11 hrs, Volume= 20,568 cf, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.24" Area (sf) CN Description 51,074 73 Brush, Good, HSG D 39,183 79 Woods, Fair, HSG D 90,257 76 Weighted Average 90,257 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 38 0.0240 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.56" 4.5 210 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.9 255 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.7 503 Total Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 31HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1FB-A: FB Inflow Area = 49,089 sf, 44.26% Impervious, Inflow Depth = 3.69" for 50-yr event Inflow = 8.1 cfs @ 11.92 hrs, Volume= 15,101 cf Outflow = 8.1 cfs @ 11.93 hrs, Volume= 15,101 cf, Atten= 1%, Lag= 0.3 min Primary = 8.1 cfs @ 11.93 hrs, Volume= 15,101 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Starting Elev= 312.50' Surf.Area= 492 sf Storage= 543 cf Peak Elev= 312.96' @ 11.93 hrs Surf.Area= 632 sf Storage= 800 cf (257 cf above start) Plug-Flow detention time= 33.8 min calculated for 14,559 cf (96% of inflow) Center-of-Mass det. time= 1.1 min ( 797.0 - 795.9 ) Volume Invert Avail.Storage Storage Description #1 309.50' 1,195 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 3 0 0 310.00 21 6 6 311.00 134 78 84 312.00 359 247 330 312.50 492 213 543 313.00 645 284 827 313.50 828 368 1,195 Device Routing Invert Outlet Devices #1 Primary 312.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.0 cfs @ 11.93 hrs HW=312.96' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 8.0 cfs @ 1.76 fps) Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 32HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1FB-B: FB Inflow Area = 95,179 sf, 12.19% Impervious, Inflow Depth = 3.10" for 50-yr event Inflow = 7.3 cfs @ 12.14 hrs, Volume= 24,614 cf Outflow = 7.2 cfs @ 12.15 hrs, Volume= 24,614 cf, Atten= 1%, Lag= 0.8 min Primary = 7.2 cfs @ 12.15 hrs, Volume= 24,614 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Starting Elev= 312.50' Surf.Area= 540 sf Storage= 645 cf Peak Elev= 313.16' @ 12.15 hrs Surf.Area= 786 sf Storage= 1,078 cf (433 cf above start) Plug-Flow detention time= 24.4 min calculated for 23,964 cf (97% of inflow) Center-of-Mass det. time= 1.8 min ( 832.7 - 830.9 ) Volume Invert Avail.Storage Storage Description #1 309.50' 1,371 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 9 0 0 310.00 45 14 14 311.00 175 110 124 312.00 399 287 411 312.50 540 235 645 313.00 705 311 957 313.50 953 415 1,371 Device Routing Invert Outlet Devices #1 Primary 312.50'5.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=7.2 cfs @ 12.15 hrs HW=313.16' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 7.2 cfs @ 2.18 fps) Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 33HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Inflow Area = 144,268 sf, 23.10% Impervious, Inflow Depth = 3.98" for 50-yr event Inflow = 11.7 cfs @ 11.94 hrs, Volume= 47,853 cf Outflow = 3.1 cfs @ 12.53 hrs, Volume= 43,306 cf, Atten= 74%, Lag= 35.2 min Primary = 1.1 cfs @ 12.53 hrs, Volume= 35,472 cf Secondary = 2.0 cfs @ 12.53 hrs, Volume= 7,834 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 313.02' @ 12.53 hrs Surf.Area= 9,391 sf Storage= 21,193 cf Plug-Flow detention time= 221.1 min calculated for 43,297 cf (90% of inflow) Center-of-Mass det. time= 171.3 min ( 1,010.5 - 839.2 ) Volume Invert Avail.Storage Storage Description #1 308.00' 15,107 cf Cell 1 (Prismatic) Listed below (Recalc) #2 308.00' 10,836 cf Cell 2 (Prismatic) Listed below (Recalc) 25,943 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 308.00 3,438 0.0 0 0 310.33 3,438 40.0 3,204 3,204 311.00 3,438 20.0 461 3,665 312.00 4,328 100.0 3,883 7,548 312.50 4,795 100.0 2,281 9,829 313.00 5,275 100.0 2,518 12,346 313.50 5,770 100.0 2,761 15,107 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 308.00 2,239 0.0 0 0 310.33 2,239 40.0 2,087 2,087 311.00 2,239 20.0 300 2,387 312.00 3,130 100.0 2,685 5,071 312.50 3,598 100.0 1,682 6,753 313.00 4,079 100.0 1,919 8,673 313.50 4,574 100.0 2,163 10,836 Device Routing Invert Outlet Devices #1 Primary 310.00'12.0" Round Culvert L= 22.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 310.00' / 309.67' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 313.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 308.17'6.0" Round collector pipe L= 68.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 308.17' / 308.17' S= 0.0000 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #4 Secondary 312.50'2.0' long x 6.0' breadth Broad-Crested Rectangular Weir Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 34HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #5 Device 1 311.25'3.0" Vert. low flow orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.1 cfs @ 12.53 hrs HW=313.02' (Free Discharge) 1=Culvert (Passes 1.1 cfs of 4.7 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.1 cfs @ 0.45 fps) 3=collector pipe (Outlet Controls 0.7 cfs @ 3.65 fps) 5=low flow orifice (Orifice Controls 0.3 cfs @ 6.17 fps) Secondary OutFlow Max=2.0 cfs @ 12.53 hrs HW=313.02' (Free Discharge) 4=Broad-Crested Rectangular Weir (Weir Controls 2.0 cfs @ 1.89 fps) Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 35HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Bioretention Basin Inflow Area = 58,418 sf, 53.91% Impervious, Inflow Depth = 4.00" for 50-yr event Inflow = 8.1 cfs @ 12.00 hrs, Volume= 19,483 cf Outflow = 7.6 cfs @ 12.04 hrs, Volume= 15,908 cf, Atten= 7%, Lag= 2.0 min Primary = 6.1 cfs @ 12.04 hrs, Volume= 7,770 cf Secondary = 1.5 cfs @ 12.04 hrs, Volume= 8,138 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 313.94' @ 12.04 hrs Surf.Area= 5,398 sf Storage= 6,551 cf Plug-Flow detention time= 228.0 min calculated for 15,908 cf (82% of inflow) Center-of-Mass det. time= 151.4 min ( 943.8 - 792.4 ) Volume Invert Avail.Storage Storage Description #1 309.50' 6,889 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 309.50 2,935 0.0 0 0 310.50 2,935 40.0 1,174 1,174 313.00 2,935 20.0 1,468 2,642 314.00 5,560 100.0 4,248 6,889 Device Routing Invert Outlet Devices #1 Primary 309.50'12.0" Round Culvert L= 66.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 309.50' / 308.51' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 313.70'36.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 309.50'6.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 309.50' / 309.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #4 Device 3 309.50'0.500 in/hr Exfiltration over Surface area above 309.50' Excluded Surface area = 2,935 sf #5 Primary 313.70'20.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #6 Secondary 312.00'12.0" Round Culvert L= 25.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 312.00' / 311.50' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #7 Device 6 313.50'36.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 36HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=6.0 cfs @ 12.04 hrs HW=313.94' (Free Discharge) 1=Culvert (Passes 0.5 cfs of 5.1 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.4 cfs @ 1.66 fps) 3=Culvert (Passes 0.0 cfs of 1.0 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.0 cfs) 5=Broad-Crested Rectangular Weir (Weir Controls 5.6 cfs @ 1.17 fps) Secondary OutFlow Max=1.4 cfs @ 12.04 hrs HW=313.94' (Free Discharge) 6=Culvert (Passes 1.4 cfs of 3.6 cfs potential flow) 7=Orifice/Grate (Orifice Controls 1.4 cfs @ 2.25 fps) Type II 24-hr 50-yr Rainfall=5.24"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 37HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond DP2: Design Point #2 Inflow Area = 292,943 sf, 22.13% Impervious, Inflow Depth > 2.93" for 50-yr event Inflow = 12.7 cfs @ 12.06 hrs, Volume= 71,644 cf Primary = 12.7 cfs @ 12.06 hrs, Volume= 71,644 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 38HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Design Point #1 Runoff = 9.5 cfs @ 12.10 hrs, Volume= 28,519 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.12" Area (sf) CN Description 71,186 73 Brush, Good, HSG D 19,463 79 Woods, Fair, HSG D 10,466 80 >75% Grass cover, Good, HSG D 101,115 75 Weighted Average 101,115 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 53 0.0160 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 2.9 153 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 141 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.1 347 Total Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 39HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 9.8 cfs @ 11.92 hrs, Volume= 18,505 cf, Depth= 4.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.12" Area (sf) CN Description 16,190 80 >75% Grass cover, Good, HSG D * 13,236 98 Pavement * 7,521 98 Roof * 970 98 Side Walk 11,172 73 Brush, Good, HSG D 49,089 86 Weighted Average 27,362 55.74% Pervious Area 21,727 44.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 100 0.0500 1.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 0.2 37 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 80 0.0050 3.31 10.40 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.020 Corrugated PE, corrugated interior 0.5 106 0.0050 3.31 10.40 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.020 Corrugated PE, corrugated interior 2.0 323 Total Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 40HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 9.7 cfs @ 12.00 hrs, Volume= 23,619 cf, Depth= 4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.12" Area (sf) CN Description 5,560 73 Brush, Good, HSG D 21,364 80 >75% Grass cover, Good, HSG D * 16,452 98 Pavement * 15,042 98 Roof 58,418 89 Weighted Average 26,924 46.09% Pervious Area 31,494 53.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 41 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.56" 1.3 171 0.0050 2.24 13.43 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=1.00' Z= 3.0 '/' Top.W=9.00' n= 0.035 Earth, dense weeds 9.1 212 Total Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 41HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 9.1 cfs @ 12.14 hrs, Volume= 30,852 cf, Depth= 3.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.12" Area (sf) CN Description 17,609 73 Brush, Good, HSG D 44,986 79 Woods, Fair, HSG D 20,982 80 >75% Grass cover, Good, HSG D * 4,081 98 Pavement * 7,521 98 Roof * 0 98 Side Walk 95,179 80 Weighted Average 83,577 87.81% Pervious Area 11,602 12.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 25 0.0100 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.56" 6.6 197 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.8 91 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 38 0.0400 7.73 13.66 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 0.8 130 0.0050 2.73 4.83 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 1.5 247 0.0050 2.73 4.83 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.020 Corrugated PE, corrugated interior 21.3 728 Total Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 42HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 8.4 cfs @ 12.11 hrs, Volume= 26,204 cf, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=6.12" Area (sf) CN Description 51,074 73 Brush, Good, HSG D 39,183 79 Woods, Fair, HSG D 90,257 76 Weighted Average 90,257 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 38 0.0240 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.56" 4.5 210 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.9 255 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.7 503 Total Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 43HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1FB-A: FB Inflow Area = 49,089 sf, 44.26% Impervious, Inflow Depth = 4.52" for 100-yr event Inflow = 9.8 cfs @ 11.92 hrs, Volume= 18,505 cf Outflow = 9.8 cfs @ 11.93 hrs, Volume= 18,505 cf, Atten= 1%, Lag= 0.3 min Primary = 9.8 cfs @ 11.93 hrs, Volume= 18,505 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Starting Elev= 312.50' Surf.Area= 492 sf Storage= 543 cf Peak Elev= 313.01' @ 11.93 hrs Surf.Area= 650 sf Storage= 837 cf (294 cf above start) Plug-Flow detention time= 29.3 min calculated for 17,958 cf (97% of inflow) Center-of-Mass det. time= 1.1 min ( 791.2 - 790.1 ) Volume Invert Avail.Storage Storage Description #1 309.50' 1,195 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 3 0 0 310.00 21 6 6 311.00 134 78 84 312.00 359 247 330 312.50 492 213 543 313.00 645 284 827 313.50 828 368 1,195 Device Routing Invert Outlet Devices #1 Primary 312.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=9.7 cfs @ 11.93 hrs HW=313.01' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 9.7 cfs @ 1.89 fps) Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 44HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1FB-B: FB Inflow Area = 95,179 sf, 12.19% Impervious, Inflow Depth = 3.89" for 100-yr event Inflow = 9.1 cfs @ 12.14 hrs, Volume= 30,852 cf Outflow = 9.1 cfs @ 12.15 hrs, Volume= 30,852 cf, Atten= 1%, Lag= 0.7 min Primary = 9.1 cfs @ 12.15 hrs, Volume= 30,852 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Starting Elev= 312.50' Surf.Area= 540 sf Storage= 645 cf Peak Elev= 313.28' @ 12.15 hrs Surf.Area= 842 sf Storage= 1,170 cf (525 cf above start) Plug-Flow detention time= 20.8 min calculated for 30,206 cf (98% of inflow) Center-of-Mass det. time= 1.7 min ( 826.2 - 824.4 ) Volume Invert Avail.Storage Storage Description #1 309.50' 1,371 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 309.50 9 0 0 310.00 45 14 14 311.00 175 110 124 312.00 399 287 411 312.50 540 235 645 313.00 705 311 957 313.50 953 415 1,371 Device Routing Invert Outlet Devices #1 Primary 312.50'5.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=9.1 cfs @ 12.15 hrs HW=313.28' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 9.1 cfs @ 2.33 fps) Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 45HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Inflow Area = 144,268 sf, 23.10% Impervious, Inflow Depth = 4.90" for 100-yr event Inflow = 14.6 cfs @ 11.94 hrs, Volume= 58,962 cf Outflow = 7.1 cfs @ 12.32 hrs, Volume= 54,415 cf, Atten= 51%, Lag= 23.1 min Primary = 3.8 cfs @ 12.32 hrs, Volume= 41,894 cf Secondary = 3.3 cfs @ 12.32 hrs, Volume= 12,521 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 313.22' @ 12.32 hrs Surf.Area= 9,796 sf Storage= 23,158 cf Plug-Flow detention time= 196.9 min calculated for 54,404 cf (92% of inflow) Center-of-Mass det. time= 154.8 min ( 988.2 - 833.4 ) Volume Invert Avail.Storage Storage Description #1 308.00' 15,107 cf Cell 1 (Prismatic) Listed below (Recalc) #2 308.00' 10,836 cf Cell 2 (Prismatic) Listed below (Recalc) 25,943 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 308.00 3,438 0.0 0 0 310.33 3,438 40.0 3,204 3,204 311.00 3,438 20.0 461 3,665 312.00 4,328 100.0 3,883 7,548 312.50 4,795 100.0 2,281 9,829 313.00 5,275 100.0 2,518 12,346 313.50 5,770 100.0 2,761 15,107 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 308.00 2,239 0.0 0 0 310.33 2,239 40.0 2,087 2,087 311.00 2,239 20.0 300 2,387 312.00 3,130 100.0 2,685 5,071 312.50 3,598 100.0 1,682 6,753 313.00 4,079 100.0 1,919 8,673 313.50 4,574 100.0 2,163 10,836 Device Routing Invert Outlet Devices #1 Primary 310.00'12.0" Round Culvert L= 22.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 310.00' / 309.67' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 313.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 308.17'6.0" Round collector pipe L= 68.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 308.17' / 308.17' S= 0.0000 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #4 Secondary 312.50'2.0' long x 6.0' breadth Broad-Crested Rectangular Weir Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 46HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #5 Device 1 311.25'3.0" Vert. low flow orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.8 cfs @ 12.32 hrs HW=313.22' (Free Discharge) 1=Culvert (Passes 3.8 cfs of 4.9 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.8 cfs @ 1.55 fps) 3=collector pipe (Outlet Controls 0.7 cfs @ 3.77 fps) 5=low flow orifice (Orifice Controls 0.3 cfs @ 6.55 fps) Secondary OutFlow Max=3.3 cfs @ 12.32 hrs HW=313.22' (Free Discharge) 4=Broad-Crested Rectangular Weir (Weir Controls 3.3 cfs @ 2.29 fps) Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 47HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Bioretention Basin Inflow Area = 58,418 sf, 53.91% Impervious, Inflow Depth = 4.85" for 100-yr event Inflow = 9.7 cfs @ 12.00 hrs, Volume= 23,619 cf Outflow = 9.3 cfs @ 12.03 hrs, Volume= 20,038 cf, Atten= 4%, Lag= 1.6 min Primary = 7.6 cfs @ 12.03 hrs, Volume= 10,432 cf Secondary = 1.7 cfs @ 12.03 hrs, Volume= 9,606 cf Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 313.97' @ 12.03 hrs Surf.Area= 5,493 sf Storage= 6,748 cf Plug-Flow detention time= 196.7 min calculated for 20,038 cf (85% of inflow) Center-of-Mass det. time= 128.4 min ( 915.5 - 787.1 ) Volume Invert Avail.Storage Storage Description #1 309.50' 6,889 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 309.50 2,935 0.0 0 0 310.50 2,935 40.0 1,174 1,174 313.00 2,935 20.0 1,468 2,642 314.00 5,560 100.0 4,248 6,889 Device Routing Invert Outlet Devices #1 Primary 309.50'12.0" Round Culvert L= 66.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 309.50' / 308.51' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 313.70'36.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 309.50'6.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 309.50' / 309.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #4 Device 3 309.50'0.500 in/hr Exfiltration over Surface area above 309.50' Excluded Surface area = 2,935 sf #5 Primary 313.70'20.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #6 Secondary 312.00'12.0" Round Culvert L= 25.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 312.00' / 311.50' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #7 Device 6 313.50'36.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 48HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=7.6 cfs @ 12.03 hrs HW=313.97' (Free Discharge) 1=Culvert (Passes 0.6 cfs of 5.1 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.6 cfs @ 1.78 fps) 3=Culvert (Passes 0.0 cfs of 1.0 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.0 cfs) 5=Broad-Crested Rectangular Weir (Weir Controls 7.0 cfs @ 1.27 fps) Secondary OutFlow Max=1.7 cfs @ 12.03 hrs HW=313.97' (Free Discharge) 6=Culvert (Passes 1.7 cfs of 3.6 cfs potential flow) 7=Orifice/Grate (Orifice Controls 1.7 cfs @ 2.35 fps) Type II 24-hr 100-yr Rainfall=6.12"23072-POST Printed 5/9/2024Prepared by {enter your company name here} Page 49HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond DP2: Design Point #2 Inflow Area = 292,943 sf, 22.13% Impervious, Inflow Depth > 3.73" for 100-yr event Inflow = 16.1 cfs @ 12.07 hrs, Volume= 91,051 cf Primary = 16.1 cfs @ 12.07 hrs, Volume= 91,051 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre-feet) = [(P)(Rv)(A)] /12 Design Point:1 P= 1.20 inch Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 )Description 1 2.32 0.00 0% 0.05 505 2 3.32 0.77 23% 0.26 3,742 2S+4S 3 1.34 0.72 54% 0.53 3,115 Bioretention 4 5 2.07 0.00 0% 0.05 451 6 7 8 9 10 Subtotal (1-30)9.05 1.49 16% 0.20 7,812 Subtotal 1 Total 9.05 1.49 16% 0.20 7,812 Initial WQv Total Contributing Area Contributing Impervious Area (Acre) (Acre) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Area (Acres) Impervious Area (Acres) Percent Impervious % Runoff Coefficient Rv WQv (ft 3 ) 9.05 1.49 16% 0.20 7,812 0.00 0.00 9.05 1.49 16% 0.20 7,812 0.00 9.05 1.49 16% 0.20 7,812 0 Technique minimum 10,000 sfConservation of Natural Areas WQv reduced by Area Reduction techniques Adjusted WQv after Area Reduction and Rooftop Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area Reductions Identify Runoff Reduction Techniques By Area Breakdown of Subcatchments Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to 150 feet Up to 100 sf directly connected impervious area may be subtracted per treeTree Planting Filter Strips Total Notes Runoff Reduction Techiques/Standard SMPs Total Contributing Area Total Contributing Impervious Area WQv Reduced (RRv) WQv Treated (acres) (acres) cf cf Conservation of Natural Areas RR-1 0.00 0.00 Sheetflow to Riparian Buffers/Filter Strips RR-2 0.00 0.00 Tree Planting/Tree Pit RR-3 0.00 0.00 Disconnection of Rooftop Runoff RR-4 0.00 Vegetated Swale RR-5 0.00 0.00 0 Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 0 Rain Barrel/Cistern RR-8 0.00 0.00 0 Porous Pavement RR-9 0.00 0.00 0 Green Roof (Intensive & Extensive) RR-10 0.00 0.00 0 Infiltration Trench I-1 0.00 0.00 0 0 Infiltration Basin I-2 0.00 0.00 0 0 Dry Well I-3 0.00 0.00 0 0 Underground Infiltration System I-4 Bioretention & Infiltration Bioretention F-5 1.34 0.72 1409 0 Dry swale O-1 0.00 0.00 0 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 Wet Extended Detention (P-3) P-3 Multiple Pond system (P-4) P-4 Pocket Pond (p-5) P-5 Surface Sand filter (F-1) F-1 Underground Sand filter (F-2) F-2 Perimeter Sand Filter (F-3) F-3 Organic Filter (F-4 F-4 Shallow Wetland (W-1) W-1 Extended Detention Wetland (W-2 W-2 Pond/Wetland System (W-3) W-3 Gravel Wetland (W-5) W-4 3.32 0.77 11718.000 Wet Swale (O-2) O-2 →0.00 0.00 0 →0.00 0.00 0 →1.34 0.72 1409 0 →3.32 0.77 11718 →4.66 1.49 1,409 11,718 Impervious Cover √ okay Totals by Volume Reduction Totals by Standard SMP w/RRV Totals by Standard SMP Totals ( Area + Volume + all SMPs) Runoff Reduction Volume and Treated volumes St a n d a r d S M P s w/ R R v C a p a c i t y St a n d a r d S M P s A r e a / V o l u m e R e d u c t i o n Totals by Area Reduction Minimum RRv Soil Group Acres S A 55% B 40% C 30% D 9.05 20% Total Area 9.05 S =0.20 Impervious = 1.49 acre Precipitation 1.2 in Rv 0.95 Minimum RRv 1,233 ft3 0.03 af Enter the Soils Data for the site Calculate the Minimum RRv NOI QUESTIONS # cf af 28 7812 0.179 30 1409 0.032 31 32 1233 0.028 32a 33a 11718 0.269 34 13127 0.301 34 13127 0.301 35 36 Cpv 37 Qp 37 Qf Are Quantity Control requirements met? Channel Protection Apply Peak Flow Attenuation Overbank Extreme Flood Control Reported Value Yes No Yes Minimum RRv NOI Question Sum of Volume Reduced & Treated Total WQv Treated Total RRV Provided Total Water Quality Volume (WQv) Required Is Sum RRv Provided and WQv Provided ≥WQv Required? Sum of Volume Reduced and Treated Is RRv Provided ≥ Minimum RRv Required? Is RRv Provided ≥WQv Required? Bioretention Worksheet Af WQv df hf tf Design Point:1 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 3 1.34 0.72 0.54 0.53 3114.54 1.20 Bioretention 54% 0.53 3,115 ft 3 D in/hour Yes Units Notes ft 3 df ft 2.5-4 ft k ft/day hf ft 6 inches max. tf days Af ft 2 8.5 ft 345.4 ft 2935.9 ft 2 3523 ft 3 Yes 1,409 1,409 ft 3 0 ft 3 1,705 ft 3 OK Actual Volume Provided Is the Bioretention contributing flow to another practice?Select Practice 2595 Value Enter Average Height of Ponding Enter Hydraulic Conductivity Enter Depth of Soil Media Filter Area Determine Actual Bio-Retention Area 2 Filter Width Filter Length Volume Directed This volume is directed another practice (For use on HSG C or D Soils with underdrains) Soil Information Sizing √Check to be sure Area provided ≥ Af RRv RRv applied Volume Treated Enter Site Data For Drainage Area to be Treated by Practice Calculate the Minimum Filter Area Enter the portion of the WQv that is not reduced for all practices routed to this practice. WQv Enter Filter Time 3,115 2.5 0.5 0.5 Required Filter Area Af=WQv*(df)/[k*(hf+df)(tf)] This is the portion of the WQv that is not reduced in the practice. This is 40% of the storage provided or WQv whichever is less. Determine Runoff Reduction Required Surface Area (ft2) Water Quality Volume (ft3) Depth of the Soil Medium (feet) The hydraulic conductivity [ft/day], can be varied depending on the properties of the soil media. Some reported conductivity values are: Sand - 3.5 ft/day (City of Austin 1988); Peat - 2.0 ft/day (Galli 1990); Leaf Compost - 8.7 ft/day (Claytor and Schueler, 1996); Bioretention Soil (0.5 ft/day (Claytor & Schueler, 1996) Average height of water above the planter bedThe Design Time to Filter the Treatment Volume Through the Filter Media (days) k Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops Okay Soil Infiltration Rate Using Underdrains? Soil Group 13 APPENDIX E SOIL RESTORATION REQUIREMENTS Soil Restoration Requirements Type of Soil Disturbance Soil Restoration Requirement Comments/Examples No soil disturbance Restoration not permitted Preservation of Natural Features Minimal soil disturbance Restoration not required Clearing and grubbing Areas where topsoil is stripped only - no change in grade HSG A &B HSG C&D Protect area from any ongoing construction activities.apply 6 inches of topsoil Aerate* and apply 6 inches of topsoil Areas of cut or fill HSG A &B HSG C & D Aerate and apply 6 inches of topsoil Apply full Soil Restoration ** Heavy traffic areas on site (especially in a zone 5-25 feet around buildings but not within a 5 foot perimeter around foundation walls) Apply full Soil Restoration (de- compaction and compost enhancement) Areas where Runoff Reduction and/or Infiltration practices are applied Restoration not required, but may be applied to enhance the reduction specified for appropriate practices. Keep construction equipment from crossing these areas. To protect newly installed practice from any ongoing construction activities construct a single phase operation fence area Redevelopment projects Soil Restoration is required on redevelopment projects in areas where existing impervious area will be converted to pervious area. *Aeration includes the use of machines such as tractor-drawn implements with coulters making a narrow slit in the soil, a roller with many spikes making indentations in the soil, or prongs which function like a mini-subsoiler. ** Per “Deep Ripping and De-compaction, DEC 2008”. New York State DEPARTMENT OF ENVIRONMENTAL CONSERVA TION Division of Wa ter Deep-Ripping and Decompaction April 2008 New York State Department of Environmental Conservation Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture & Markets) Alternative Stormwater Management Deep‐Ripping and Decompaction Description The two-phase practice of 1) “Deep Ripping;” and 2) “Decompaction” (deep subsoiling), of the soil material as a step in the cleanup and restoration/landscaping of a construction site, helps mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the substantial increase in the bulk density of the soil material. Deep Ripping and Decompaction are key factors which help in restoring soil pore space and permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land grading, the ongoing movement of construction equipment and the transport of building materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing of layers (horizons) of soil materials, compression of those materials and diminished soil porosity which, if left unchecked, severely impairs the soil’s water holding capacity and vertical drainage (rainfall infiltration), from the surface downward. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration of a project. Soil in very moist to wet condition when compacted, will have severely reduced permeability. Figure 1 displays the early stage of the deep-ripping phase (Note that all topsoil was stripped prior to construction access, and it remains stockpiled until the next phase – decompaction – is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of several series of incrementally deepening passes through the construction access corridor's densely compressed subsoil material. Figure 2 illustrates the approximate volumetric composition of a loam surface soil when conditions are good for plant growth, with adequate natural pore space for fluctuating moisture conditions. Fig. 1. A typical deep ripping phase of this practice, during the first in a series of progressively deeper “rips” through severely compressed subsoil. Fig. 2. About 50% of the volume of undisturbed loam surface soil is pore space, when soil is in good condition for plant growth. Brady, 2002. 1 Recommended Application of Practice Fig. 3. Construction site with significant compaction of the deep basal till subsoil extends 24 inches below this exposed cut- and-fill work surface. The objective of Deep Ripping and Decompaction is to effectively fracture (vertically and laterallly) through the thickness of the physically compressed subsoil material (see Figure 3), restoring soil porosity and permeability and aiding infiltration to help reduce runoff. Together with topsoil stripping, the “two-phase” practice of Deep Ripping and Decompaction first became established as a “best management practice” through ongoing success on commercial farmlands affected by heavy utility construction right-of-way projects (transmission pipelines and large power lines). Soil permeability, soil drainage and cropland productivity were restored. For broader construction application, the two-phase practice of Deep Ripping and Decompaction is best adapted to areas impacted with significant soil compaction, on contiguous open portions of large construction sites and inside long, open construction corridors used as temporary access over the duration of construction. Each mitigation area should have minimal above-and-below-ground obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting implements. Conversely, the complete two-phase practice is not recommended in congested or obstructed areas due to the limitations on tractor and implement movement. Benefits Aggressive “deep ripping” through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by “decompaction,” i.e.: “sub-soiling,” through the restored topsoil layer down into the subsoil, offers the following benefits: • Increases the project (larger size) area’s direct surface infiltration of rainfall by providing the open site’s mitigated soil condition and lowers the demand on concentrated runoff control structures • Enhances direct groundwater recharge through greater dispersion across and through a broader surface than afforded by some runoff-control structural measures • Decreases runoff volume generated and provides hydrologic source control • May be planned for application in feasible open locations either alone or in 2 conjunction with plans for structural practices (e.g., subsurface drain line or infiltration basin) serving the same or contiguous areas • Promotes successful long-term revegetation by restoring soil permeability, drainage and water holding capacity for healthy (rather than restricted) root-system development of trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. Feasibility/Limitations The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: the original (undisturbed) soil’s hydrologic characteristics; the general slope; local weather/timing (soil moisture) for implementation; the space-related freedom of equipment/implement maneuverability (noted above in Recommended Application of Practice), and by the proper selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include: Soil In the undisturbed condition, each identified soil type comprising a site is grouped into one of four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a range of characteristics including soil texture, drainage capability when thoroughly wet, and depth to water table. The natural rates of infiltration and transmission of soil-water through the undisturbed soil layers for Group A is “high” with a low runoff potential while soils in Group B are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, depending somewhat on slope. Soils in Group C have slow rates of infiltration and transmission of soil-water and a moderately high runoff potential influenced by soil texture and slope; while soils in Group D have exceptionally slow rates of infiltration and transmission of soil- water, and high runoff potential. In Figure 4, the profile displays the undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate of infiltration through the subsoil. The slow rate of infiltration begins immediately below the topsoil horizon (30 cm), due to the limited amount of macro pores, e.g.: natural subsoil fractures, worm holes and root channels. Infiltration after the construction-induced mixing and compression of such subsoil material is virtually absent; but can be restored back to this natural level with the two-phase practice of deep ripping and decompaction, followed by the permanent establishment of an appropriate, deep taproot Fig. 4. Profile (in centimeters) displaying the infiltration test result of the natural undisturbed horizons of a soil in Hydrologic Soil Group C. 3 lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction- induced mixing and compression of such subsoil material can be notably rehabilitated with the Deep Ripping and Decompaction practice, which prepares the site for the appropriate long-term lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. needed for all rehabilitated soils. Generally, soils in Hydrologic Soil Groups A and B, which respectively may include deep, well- drained, sandy-gravelly materials or deep, moderately well-drained basal till materials, are among the easier ones to restore permeability and infiltration, by deep ripping and decompaction. Among the many different soils in Hydrologic Soil Group C are those unique glacial tills having a natural fragipan zone, beginning about 12 to 18 inches (30 – 45cm), below surface. Although soils in Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and fostering infiltration to a level equal to that of pre-disturbance. Soils in Hydrologic Soil Group D typically have a permanent high water table close to the surface, influenced by a clay or other highly impervious layer of material. In many locations with clay subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added impact on infiltration; and structural runoff control practices rather than Deep Ripping and Decompaction should be considered. The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the analyzed subsoil horizons’ materials referred to in the county soil survey) should always be taken into account. Sites made up with significant quantities of large rocks, or having a very shallow depth to bedrock, are not conducive to deep ripping and decompation (subsoiling); and other measures may be more practical. Slope The two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most practical on flat, gentle and moderate slopes. In some situations, such as but not limited to temporary construction access corridors, inclusion areas that are moderately steep along a project’s otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited instances of moderate steepness on other projects, however, the post-construction land use and the relative alignment of the potential ripping and decompaction work in relation to the lay of the slope should be reviewed for safety and practicality. In broad construction areas predominated by moderately steep or steep slopes, the practice is generally not used. Local Weather/Timing/Soil Moisture Effective fracturing of compressed subsoil material from the exposed work surface, laterally and vertically down through the affected zone is achieved only when the soil material is moderately dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 4 subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in either a “plastic” or “liquid” state of soil consistency. Pulling the respective implements legs through the soil when it is overly moist only results in the “slicing and smearing” of the material or added “squeezing and compression” instead of the necessary fracturing. Ample drying time is needed for a “rippable” soil condition not merely in the material close to the surface, but throughout the material located down to the bottom of the physically compressed zone of the subsoil. The “poor man’s Atterberg field test” for soil plasticity is a simple “hand-roll” method used for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep ripping of subsoil; respreading of topsoil in a friable state; and final decompaction (deep subsoiling). Using a sample of soil material obtained from the planned bottom depth of ripping, e.g.: 20 - 24 inches below exposed subsoil surface, the sample is hand rolled between the palms down to a 1/8-inch diameter thread. (Use the same test for stored topsoil material before respreading on the site.) If the respective soil sample crumbles apart in segments no greater than 3/8 of an inch long, by the time it is rolled down to 1/8 inch diameter, it is low enough in moisture for deep ripping (or topsoil replacement), and decompaction. Conversely, as shown in Figure 5, if the rolled sample stretches out in increments greater than 3/8 of an inch long before crumbling, it is in a “plastic” state of soil consistency and is too wet for subsoil ripping (as well as topsoil replacement) and final decompaction. Design Guidance Beyond the above-noted site factors, a vital requirement for the effective Deep Ripping and Decompaction (deep subsoiling), is implementing the practice in its distinct, two-phase process: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively fracturing it before the protected topsoil is reapplied on the site (see Figure 12); and 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half of the affected subsoil (Figure 13). The second phase, “decompaction,” mitigates the partial recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep ripping and decompacting the site, all construction activity, including construction equipment and material storage, site cleanup and trafficking (Figure 14), should be finished; and the site closed off to further disturbance. Likewise, once the practice is underway and the area’s soil permeability and Fig. 5. Augered from a depth of 19 inches below the surface of the replaced topsoil, this subsoil sample was hand rolled to a 1/8-inch diameter. The test shows the soil at this site stretches out too far without crumbling; it indicates the material is in a plastic state of consistence, too wet for final decompaction (deep subsoiling) at this time. 5 rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes is maintained. The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting the practice at the appropriate speed, depth and pattern(s) of movement. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground cover, with deep rooting to help maintain the restored soil structure, should be developed in advance. This may require the assistance of an agronomist or landscape horticulturist. Implements Avoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only “scarify” the uppermost surface portion of the mass of compacted subsoil material. The term “chisel plow” is commonly but incorrectly applied to a broad range of implements. While a few may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable and used for only lighter land-fitting (see Figure 6). Fig. 6. A light duty chisel implement, not adequate for either the deep ripping or decompaction (deep subsoiling) phase. Fig. 7. One of several variations of an agricultural ripper. This unit has long, rugged shanks mounted on a steel V-frame for deep, aggressive fracturing through Phase 1. Use a “heavy duty” agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: the lateral and vertical fracturing of the mass of exposed and compressed subsoil, down and through, to the bottom of impact, prior to the replacement of the topsoil layer. (Any oversize rocks which are uplifted to the subsoil surface during the deep ripping phase are picked and removed.) Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the angled-leg variety of deep subsoiler (shown in Figures 8 and 13). It minimizes the inversion of the subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously ripped subsoil layer and all of the topsoil layer by delivering a momentary, wave-like “lifting and shattering” action up through the soil layers as it is pulled. 6 Pulling-Power of Equipment Use the following rule of thumb for tractor horsepower (hp) whenever deep ripping and decompacting a significantly impacted site: For both types of implement, have at least 40 hp of tractor pull available for each mounted shank/ leg. Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the deep subsoiler is applied from the beginning. The operating speed for pulling both types of implement should not exceed 2 to 3 mph. At this slow and managed rate of operating speed, maximum functional performance is sustained by the tractor and the implement performing the soil fracturing. Referring to Figure 8, the implement is the 6-leg version of the deep angled-leg subsoiler. Its two outside legs are “chained up” so that only four legs will be engaged (at the maximum depth), requiring no less than 160 hp, (rather than 240 hp) of pull. The 4-wheel drive, articulated-frame tractor in Figure 8 is 174 hp. It will be decompacting this unobstructed, former construction access area simultaneously through 11 inches of replaced topsoil and the upper 12 inches of the previously deep-ripped subsoil. In constricted areas of Phase 1) Deep Ripping, a medium-size tractor with adequate hp, such as the one in Figure 9 pulling a 3-shank deep ripper, may be more maneuverable. Some industrial-grade variations of ripping implements are attached to power graders and bulldozers. Although highly durable, they are generally not recommended. Typically, the shanks or “teeth” of these rippers are too short and stout; and they are mounted too far apart to achieve the well-distributed type of lateral and vertical fracturing of the soil materials necessary to restore soil permeability and infiltration. In addition, the power graders and bulldozers, as pullers, are far less maneuverable for turns and patterns than the tractor. Fig. 8. A deep, angled-leg subsoiler, ideal for Phase 2 decompaction of after the topsoil layer is graded on top of the ripped subsoil. Fig. 9. This medium tractor is pulling a 3 shank deep ripper. The severely compacted construction access corridor is narrow, and the 120 hp tractor is more maneuverable for Phase 1 deep ripping (subsoil fracturing), here. 7 Depth and Patterns of Movement As previously noted both Phase 1 Deep Ripping through significantly compressed, exposed subsoil and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need to be performed at maximum capable depth of each implement. With an implement’s guide wheels attached, some have a “normal” maximum operating depth of 18 inches, while others may go deeper. In many situations, however, the tractor/implement operator must first remove the guide wheels and other non essential elements from the implement. This adapts the ripper or the deep subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or legs, fracture the soil material 20-to-24 inches deep. There may be construction sites where the depth of the exposed subsoil’s compression is moderate, e.g.: 12 inches, rather than deep. This can be verified by using a ¾ inch cone penetrometer and a shovel to test the subsoil for its level of compaction, incrementally, every three inches of increasing depth. Once the full thickness of the subsoil’s compacted zone is finally “pieced” and there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of compaction is determined. This is repeated at several representative locations of the construction site. If the thickness of the site’s subsoil compaction is verified as, for example, ten inches, then the Phase 1 Deep Ripping can be correspondingly reduced to the implement’s minimum operable depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full operating depth. Fig. 11. A repeat run of the 3-shank ripper along the same patterned pass area as Fig. 9; here, incrementally reaching 18 of the needed 22 inches of subsoil fracture. Fig. 10. An early pass with a 3-shank deep ripper penetrating only 8 inches into this worksite’s severely compressed subsoil. Typically, three separate series (patterns) are used for both the Phase 1 Deep Ripping and the Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the full depth of Decompation (subsoiling), from the beginning. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive 8 pass of the implement’s legs or shanks evenly staggered between those from the previous pass. This compensates for the shank or leg-spacing on the implement, e.g., with 24-to-30 inches between each shank or leg. The staggered return pass ensures lateral and vertical fracturing actuated every 12 to 15 inches across the densely compressed soil mass. Large, Unobstructed Areas For larger easy areas, use the standard patterns of movement: ● The first series (pattern) of passes is applied lengthwise, parallel with the longest spread of the site; gradually progressing across the site’s width, with each successive pass. ● The second series runs obliquely, crossing the first series at an angle of about 45 degrees. ● The third series runs at right angle (or 90 degrees), to the first series to complete the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series may be optional, depending on how thoroughly the first two series loosen the material and eliminate large chunks/blocks of material as verified by tests with a ¾- inch cone penetrometer.) Fig. 12. Moderately dry topsoil is being replaced on the affected site now that Phase 1 deep ripping of the compressed subsoil is complete. Fig. 13. The same deep, angled-leg subsoiler shown in Fig. 7 is engaged at maximum depth for Phase 2, decompaction (deep soiling), of the replaced topsoil and the upper subsoil materials. Corridors In long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. ● First, apply the same initial lengthwise, parallel series of passes described above. 9 ● A second series of passes makes a broad “S” shaped pattern of rips, continually and gradually alternating the “S” curves between opposite edges inside the compacted corridor. ● The third and final series again uses the broad, alternating S pattern, but it is “flip-flopped” to continually cross the previous S pattern along the corridor’s centerline. This final series of the S pattern curves back along the edge areas skipped by the second series. Maintenance and Cost Once the two-phase practice of Deep Ripping and Decompation is completed, two items are essential for maintaining a site’s soil porosity and permeability for infiltration. They are: planting and maintaining the appropriate ground cover with deep roots to maintain the soil structure (see Figure 15); and keeping the site free of traffic or other weight loads. Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the proper seeding ratio of one or more perennial species with a deep taproot system and the proper amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final practice of landscaping, i.e: surface tillage, seeding/planting/fertilizing and culti-packing or mulching is applied. The "maintenance" of an effectively deep-ripped and decompacted area is generally limited to the successful perennial (long-term) landscape ground cover; as long as no weight-bearing force of soil compaction is applied. Fig. 15. The same site as Fig. 14 after deep ripping of the exposed subsoil, topsoil replacement, decompaction through the topsoil and upper subsoil and final surface tillage and revegetation to maintain soil permeability and infiltration. Fig. 14. The severely compacted soil of a temporary construction yard used daily by heavy equipment for four months; shown before deep ripping, topsoil replacement, and decompaction. 10 The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic subsoiling of farmland.The cost of deep ripping and decompacting (deep subsoiling), will vary according to the depth and severity of soil-material compression and the relative amount of tractor and implement time that is required. In some instances, depending on open maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In other situations of more severe compaction and - or less maneuverability, as little as one acre may be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) Decompaction should be completed in 2/3 to 3/4 of the time required for Phase 1. Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net cost is $900 per acre. If the Phase 2) Decompacting or deep subsoiling takes 3/4 the time as Phase 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these figures do not include the cost of the separate practice of topsoil stripping and replacement). Due to the many variables, it must be recognized that cost will be determined by the specific conditions or constraints of the site and the availability of proper equipment. 11 Resources Publications: ● American Society of Agricultural Engineers. 1971. Compaction of Agricultural Soils. ASAE. ● Brady, N.C., and R.R. Weil. 2002. The Nature and Properties of Soils. 13th ed. Pearson Education, Inc. ● Baver, L.D. 1948. Soil Physics. John Wiley & Sons. ● Carpachi, N. 1987 (1995 fifth printing). Excavation and Grading Handbook, Revised. 2nd ed. Craftsman Book Company ● Ellis, B. (Editor). 1997. Safe & Easy Lawn Care: The Complete Guide to Organic Low Maintenance Lawn. Houghton Mifflin. ● Harpstead, M.I., T.J. Sauer, and W.F. Bennett. 2001. Soil Science Simplified. 4th ed. Iowa State University Press. ● Magdoff, F., and H. van Es. 2000. Building Soils for Better Crops. 2nd ed. Sustainable Agricultural Networks ● McCarthy, D.F. 1993. Essentials of Soil Mechanics and Foundations, Basic Geotechnics 4th ed. Regents/Prentice Hall. ● Plaster, E.J. 1992. Soil Science & Management. 3rd ed. Delmar Publishers. ● Union Gas Limited, Ontario, Canada. 1984. Rehabilitation of Agricultural Lands, Dawn‐Kerwood Loop Pipeline; Technical Report. Ecological Services for Planning, Ltd.; Robinson, Merritt & Devries, Ltd. and Smith, Hoffman Associates, Ltd. ● US Department of Agriculture in cooperation with Cornell University Agricultural Experiment Station. Various years. Soil Survey of (various names) County, New York. USDA. Internet Access: ● Examples of implements: V‐Rippers. Access by internet search of John Deere Ag ‐New Equipment for 915 (larger‐frame model) V‐ Rippe; and, for 913 (smaller‐frame model) V‐Ripper. Deep, angled‐leg subsoiler. Access by internet search of: Bigham Brothers Shear Bolt Paratill‐Subsoiler. http://salesmanual.deere.com/sales/salesmanual/en_NA/primary_tillage/2008/feature/rippers/915v_pattern_frame.html?sbu=a g&link=prodcat Last visited March 08. ● Soils data of USDA Natural Resources Conservation Service. NRCS Web Soil Survey. http://websoilsurvey.nrcs.usda.gov/app/ and USDA‐NRCS Official Soil Series Descriptions; View by Name. http://ortho.ftw.nrcs.usda.gov/cgi‐bin/osd/osdname.cgi . Last visited Jan. 08. ● Soil penetrometer information. Access by internet searches of: Diagnosing Soil Compaction using a Penetrometer (soil compaction tester), PSU Extension; as well as Dickey‐john Soil Compaction Tester. http://www.dickey-johnproducts.com/pdf/SoilCompactionTest.pdf and http://cropsoil.psu.edu/Extension/Facts/uc178pdf Last visited Sept. 07 12 14 APPENDIX F STORMWATER CONTROL FACILITY MAINTENANCE AGREEMENT STORMWATER MANAGEMENT AND EROSION AND SEDIMENT CONTROL 148 Attachment 5 Town of Lake George Schedule E Sample Stormwater Control Facility Maintenance Agreement 148 Attachment 5:1 10 - 01 - 2017 TOWN OF LAKE GEORGE CODE 148 Attachment 5:2 10 - 01 - 2017 15 APPENDIX G O&M MANUAL Page 1 of 8 BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Bare soil, erosion of the ground (rills washing out the dirt)  Seed and mulch areas of bare soil to establish vegetation.  Fill in erosion areas with soil, compact, and seed and straw to establish vegetation.  If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  Other: Bioretention Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 8 BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths.  Piles of grass clippings, mulch, dirt, salt, or other materials  Remove or cover piles of grass clippings, mulch, dirt, etc.  Other:  Open containers of oil, grease, paint, or other substances  Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous.  Other: Page 3 of 8 BR Inlets Stand in the Bioretention cell itself and look for all the places where water flows in. Often there will be multiple points of inflow to the practice. Problem (Check if Present) Follow-Up Actions  Inlets collect grit and debris or grass/weeds. Some water may not be getting into the Bioretention cell. The objective is to have a clear pathway for water to flow into the cell.  Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots.  Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in.  Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets.  For pipes and ditches, remove sediment and debris that is partial ly blocking the pipe or ditch opening where it enters the Bioretention cell.  Dispose of all material properly where it will not re-enter the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Bioretention cell.  Some or all of the inlets are eroding so that rills, gullies, and other erosion is present, or there is bare dirt that is washing into the Bioretention cell.  For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone.  In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor.  Other:  Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets, and it looks like there is too much water that is concentrating at these points. The inlet design may have to be modified. Page 4 of 8 BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Mulch (if used) needs to be replaced or replenished. The mulch layer had decomposed or is less than 1-inch thick.  Add new mulch to a total depth (including any existing mulch that is left) of 2 to 3 inches. The mulch should be shredded hardwood mulch that is less likely to float away during rainstorms.  Avoid adding too much mulch so that inlets are obstructed or certain areas become higher than the rest of the Bioretention surface.  Other:  Minor areas of sediment, grit, trash, or other debris are accumulating on the bottom.  Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Bioretention cell .  If removing the material creates a hole or low area, fill with soil mix that matches original mix and cover with mulch so that the Bioretention surface area is as flat as possible.  Remove trash, vegetative debris, and other undesirable materials.  Other:  Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2 - inches deep and covers 25% or more of the Bioretention surface.  Kick-Out to Level 2 Inspection: The Bioretention cell is too densely vegetated to assess sediment accumulation or ponding ; see BR-4, Vegetation. Page 5 of 8 BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows across the Bioretention surface or on the slopes, or sinkholes are forming in certain areas.  Source: Stormwater Maintenance, LLC.  Try filling the eroded areas with clean topsoil or sand, and cover with mulch.  If the problem recurs, you may have to use stone (e.g., river cobble) to fill in problem areas.  If the erosion is on a side slope, fill with clay that can be compacted and seed and mulch the area.  Other:  Kick-Out to Level 2 Inspection: The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the Bioretention cell.  Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.  The bottom of the Bioretention cell is not flat, and the water pools at one end, along an edge, or in certain pockets. The whole bottom is not uniformly covered with water. See design plan to verify that bioretention surface is intended to be flat. Check during or immediately after a rainstorm.  If the problem is minor (just small, isolated areas are not covered with water), try raking the surface OR adding mulch to low spots to create a more level surface. You may need to remove and replace plantings in order to properly even off the surface.  Check the surface with a string and bubble level to get the surface as flat as possible.  Other:  Kick-Out to Level 2 Inspection: Ponding water is isolated to less than half of the Bioretention surface area, and there seem to be elevation differences of more than a couple of inches across the surface. Page 6 of 8 BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Water stands on the surface more than 72 hours after a rainstorm and /or wetland-type vegetation is present. The Bioretention cell does not appear to be draining properly.  Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  Vegetation requires regular maintenance—pulling weeds, removing dead and diseased plants, replacing mulch around plants, adding plants to fill in areas that are not well vegetated, etc.  If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling.  If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water.  Even vegetation that is intended to be present can become large, overgrown, and/or crowd out surrounding plants. Prune and thin accordingly.  If weeds or invasive plants have overtaken the whole Bioretention cell , bush-hog the entire area before seedheads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above.  Re-plant with species that are aesthetically pleasing and seem to be doing well in the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: You are unsure of the original planting design, or the vegetation maintenance task is beyond your capabilities of time, expertise, or resources. If you are unsure of the health of the vegetation (e.g. salt damage, invasives, which plants are undesirable) or the appropriate season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging. Page 7 of 8 BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated.  The original plants are likely not suited for the actual conditions within the Bioretention cell . If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season.  Other:  Kick-Out to Level 2 Inspection: For all but small practices (e.g., rain gardens), this task will likely require a landscape design professional or horticulturalist. BR Outlets Examine outlets that release water out of the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Erosion at outlet  Add stone to reduce the impact from the water flowing out of the outlet pipe or weir during storms.  Other:  Kick-Out to Level 2 Inspection: Rills have formed and erosion problem becomes more severe.  Outlet obstructed with mulch, sediment, debris, trash, etc.  Remove the debris and dispose of it where it cannot re-enter the Bioretention cell .  Other:  Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools. Page 8 of 8 Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 4 Bioretention Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 4 Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Water Stands on Surface for More than 72 Hours after Storm  Condition 1: Small pockets of standing water Use a soil probe or auger to examine the soil profile. If isolated areas have accumulated grit, fines, or vegetative debris or have bad soil media, try scraping off top 3 inches of media and replacing with clean material. Also check to see that surface is level and water is not ponding selectively in certain areas.  Condition 2: Standing water is widespread or covers entire surface Requires diagnosis and resolution of problem:  Clogged underdrain?  Filter fabric between soil media and underdrain stone?  Need to install underdrain if not present?  Too much sediment/grit washing in from drainage area?  Too much ponding depth?  Improper soil media?  Soil media is clogged and problem is not evident from Level 2 inspection.  Level 2 inspection identifies problem, but it cannot be resolved easily or is associated with the original design of the practice.  Level 3 inspection necessary Observed Condition: Vegetation is sparse or out of control  Condition 1: Original design planting plan seems good but has not been maintained, so there are many invasives and/or dead plants Will require some horticultural experience to restore vegetation to intended condition by weeding, pruning, removing plants, and adding new plants.  Condition 2: Original design planting plan is unknown or cannot be actualized A landscape architect or horticulturalist will be needed to redo the planting plan. Will likely require analysis of soil pH, moisture, organic content, sun/shade, and other conditions to make sure plants match conditions. Plan should include invasive plant management and maintenance plan to include mulching, watering, disease intervention, periodic thinning/pruning, etc.  Vegetation deviates significantly from original planting plan; Bioretention has been neglected and suffered from deferred maintenance.  Owner/responsible party does not know how to maintain the practice.  Level 3 inspection necessary Observed Condition: Bioretention does not conform to original design plan in surface area or storage  Condition 1: Level 2 Inspection reveals that practice is too small based on design dimension, does not have adequate storage (e.g., ponding depth) based on the plan, and/or does not treat the drainage area runoff as indicated on the plan Small areas of deviation can be corrected by the property owner or responsible party, but it is likely that a Qualified Professional will have to revisit the design and attempt a redesign that meets original objectives or that can be resubmitted to the municipality for approval.  More than a 25% departure from the approved plan in surface area, storage, or drainage area; sometimes less than this threshold at the discretion of the Level 2 inspector.  Level 3 inspection necessary Page 3 of 4 Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Severe erosion of filter bed, inlets, or around outlets  Condition 1: Erosion at inlets The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a more non-erosive lining and/or to extend the lining further down to where inlet slopes meet the Bioretention surface. If problem persists, analysis by a Qualified Professional is warranted.  Condition 2: Erosion of Bioretention filter bed This is often caused by “preferential flow paths” through and along the Bioretention surface. The source of flow should be analyzed and methods employed to dissipate energy and disperse the flow (e.g., check dams, rock splash pads).  Condition 3: Erosion on side slopes Again, the issue is likely linked with unanticipated flow paths down the side slopes (probably overland flow that concentrates as it hits the edge of the slope). For small or isolated areas, try filling, compacting, and re -establishing healthy ground cover vegetation. If the problem is more widespread, further analysis is required to determine how to redirect the flow.  Erosion (rills, gullies) is more than 12 inches deep at inlets or the filter bed or more than 3 inches deep on side slopes.  If the issue is not caused by moving water but some sort of subsurface defect. This may manifest as a sinkhole or linear depression and be associated with problems with the underdrain stone or pipe or underlying soil.  Level 3 inspection necessary Observed Condition: Significant sediment accumulation, indicating an uncontrolled source of sediment  Condition 1: Isolated areas of sediment accumulation, generally less than 3-inches deep Sediment source may be from a one-time or isolated event. Remove accumulated sediment and top 2 to 3 inches of Bioretention soil media; replace with clean material. Check drainage area for any ongoing sources of sediment.  Condition 2: Majority of the surface is caked with “hard pan” (thin layer of clogging material) or accumulated sediment that is 3-inches deep or more This can be caused by an improper construction sequence (drainage area not fully stabilized prior to installation of Bioretention soil media) or another chronic source of sediment in the drainage area. Augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long as the problem does not recur.  More than 2 inches of accumulated sediment cover 25% or more of the Bioretention surface area.  “Hard pan” of thin, crusty layer covers majority of Bioretention surface area and seems to be impeding flow of water down through the soil media.  New sources of sediment seem to be accumulating with each significant rainfall event.  Level 3 inspection necessary Page 4 of 4 Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 7 PW Drainage Area Look for areas that are uphill from the pond. Problem (Check if Present) Follow-Up Actions  Bare soil, erosion of the ground (rills washing out the dirt)  Seed and straw areas of bare soil to establish vegetation.  Fill in eroded areas with soil, compact, seed and mulch with straw to establish vegetation.  Other: Pond and Wetland Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 7  Bare soil, erosion of the ground (rills washing out the dirt)  Kick-Out to Level 2 Inspection: If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  If large areas of soil have been eroded or larger channels are forming, this may require rerouting of flow paths or use of an erosion-control seed mat or blanket to reestablish acceptable ground cover or anchor sod where it is practical.  Piles of grass clippings, mulch, dirt, salt, or other materials  Remove or cover piles of grass clippings, mulch, dirt, etc.  Remove excessive vegetation or woody debris that can block drainage systems.  Other:  Open containers of oil, grease, paint, or other substances exposed to rain in the drainage area  Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous.  Other: Pond Inlets Look for all areas where water flows into the pond during storms. Note that there may be multiple points of inflow and types of structures (e.g., pipes, open ditches, etc.). Problem (Check if Present) Follow-Up Actions  Inlets are buried, covered or filled with silt, debris, or trash, or blocked by excessive vegetation.  If the problem can be remedied with hand tools and done in a safe manner, remove vegetation, trash, woody debris, etc. from blocking inlet structures.  Other:  Kick-Out to Level 2 or 3 Inspection: If the amount of material is too large to handle OR there are ANY safety concerns about working in standing water, soft sediment, etc., the work will likely have to be performed by a qualified contractor. Page 3 of 7 Pond Inlets Look for all areas where water flows into the pond during storms. Note that there may be multiple points of inflow and types of structures (e.g., pipes, open ditches, etc.). Problem (Check if Present) Follow-Up Actions  Inlets are buried, covered or filled with silt, debris, or trash, or blocked by excessive vegetation.  Kick-Out to Level 2 or 3 Inspection: If the amount of material is too large to handle OR there are ANY safety concerns about working in standing water, soft sediment, etc., the work will likely have to be performed by a qualified contractor.  Inlets are broken, and, with pieces of pipe or concrete falling into the pond, there is erosion around the inlet, there is open space under the pipe, or there is erosion where the inlet meets the pond  Kick-Out to Level 2 Inspection: These types of structural or erosion problems are more serious and will require a qualified contractor to repair. PW Pond Area and Embankments Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Problem (Check if Present) Follow-Up Actions  The pretreatment area(s) or forebay(s) are filled with sediment, trash, vegetation, or other debris.  If the problem can be remedied with hand tools and done in a safe manner, use a flat shovel or other equipment to remove small amounts of sediment.  Remove trash and excessive vegetation from forebays if this can be done in a safe manner.  Other: Page 4 of 7 PW Pond Area and Embankments Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Problem (Check if Present) Follow-Up Actions  The pretreatment area(s) or forebay(s) are filled with sediment, trash, vegetation, or other debris.  Kick-Out to Level 2 Inspection: Large amounts of sediment or debris will have to be removed by a qualified contractor. ANY condition that poses a safety concern for working in standing water or soft sediments should be referred to a Level 2 Inspection or qualified contractor.  The pond area itself has accumulated sediment, trash, debris, or excessive vegetation that is choking the flow of the water, OR the pond area is covered with algae or aquatic plants.  Level 1 includes handling only small amounts of material that can be removed by hand, or with rakes or other hand tools. Do not attempt any repair that poses a safety issue.  Other:  Kick-Out to Level 2 Inspection: Most cases will call for a Level 2 Inspection and/or a qualified contractor.  You are not sure what type and amount of vegetation is supposed to be in the pond.  The algae or aquatic plants should be identified so that proper control techniques can be applied.  The side slopes of the pond are unstable, eroding, and have areas of bare dirt.  If there are only minor areas, try filling in small rills or gullies with topsoil, compacting, and seeding and mulching all bare dirt areas with an appropriate seed. Alternatively, try using herbaceous plugs to get vegetation established in tricky areas, such as steep slopes.  Other:  Kick-Out to Level 2 Inspection: Erosion and many bare dirt areas on steep side slopes will require a Level 2 Inspection and repair by a qualified contractor. Page 5 of 7 PW Pond Area and Embankments Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Problem (Check if Present) Follow-Up Actions  The riser structure is clogged with trash, debris, sediment, vegetation, etc., OR is open, unlocked, or has a steep drop and poses a safety concern. The pond level may have dropped below its “normal” level.  If you can safely access the riser on foot or with a small boat, clear minor amounts of debris and remove it from the pond area for safe disposal.  Other:  Kick-Out to Level 2 Inspection: The riser cannot be accessed safely, the amount of debris is substantial, or the riser seems to be completely clogged and the water level has risen too high.  There are safety issues with the riser and concern about access to pipes, drops, or any other life safety concern.  The riser is leaning, broken, settling or slumping, corroded, eroded or any other structural problem.  The dam/embankment is slumping, sinking, settling, eroding, or has medium or large trees growing on it.  If there are small isolated areas, try to fix them by adding clean material (clay and topsoil) and seeding and mulching.  Periodically mow embankments to enable inspection of the banks and to minimize establishment of woody vegetation.  Remove any woody vegetation that has already established on embankments.  Other:  Kick-Out to Level 2 Inspection: Most of these situations will require a Level 2 Inspection or evaluation and repair by a qualified contractor. Seepage through the dam or problems with the pipe through the dam can be a serious issue that should be addressed to avoid possible dam failure. Page 6 of 7 PW Pond Area and Embankments Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Problem (Check if Present) Follow-Up Actions  The emergency spillway or outfall (if it exists) has  Erosion, settlement, or loss of material. Rock- lined spillways have excessive debris or vegetation.  Clear light debris and vegetation.  Other:  Kick-Out to Level 2 Inspection: Displacement of rock lining, excessive vegetation and erosion/settlement may warrant review and decision by Level 2 Inspector to check against original plan.  Any uncertainty about the integrity of the emergency spillway should be referred to a Level 2 Inspector.  Erosion or settlement such that design has been compromised should be reviewed by an engineer. PW Pond Outlet Examine the outlet of the pipe on the downstream side of the dam/embankment where it empties into a stream, channel, or drainage system. Problem (Check if Present) Follow-Up Actions  The pond outlet is clogged with sediment, trash, debris, vegetation, or is eroding, caving in, slumping, or falling apart.  If there is a minor blockage, remove the debris or vegetation to allow free flow of water.  Remove any accumulated trash at the outlet.  Outlet:  Kick-Out to Level 2 Inspection:  If the area at the outlet cannot be easily accessed or if the blockage is substantial, a Level 2 Inspection is warranted.  Erosion at and downstream of the outfall should be evaluated by a qualified professional.  Any structural problems, such as broken pipes, structures falling into the stream, or holes or tunnels around the outfall pipe, should be evaluated by a Level 2 Inspector and will require repair by a qualified contractor.  The pool of water at the outlet pipe is discolored, has an odor, or has excessive algae or vegetative growth. Page 7 of 7 Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 4 Pond and Wetland Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 4 Level 2 Inspection: PONDS and WETLANDS Recommended Repairs and Required Skills Triggers for Level 3 Inspection Observed Condition: Bare Soil or Erosion in the Drainage Area  Condition 1: Extensive problem spots, but no channels or rills forming Reseed problem areas. If problem persists or grass does not take, consider hiring a landscape contractor.  Condition 2: Problem is extensive, and rills/channels are beginning to form May be necessary to divert or redirect water that is causing the erosion problem. If it appears that simple regrading— such as installing a berm or leveling a low spot–will fix the problem, make repairs and ensure that the problem is repaired after the next storm.  Large rills or gullies are forming in the drainage area.  An attempt to regrade the drainage area has been unsuccessful.  Fixing the problem would require major regrading (i.e., redirecting more than a 100-square-foot area.  It is not clear why the problem is occurring.  Level 3 inspection necessary Observed Condition: Manholes or Inlet Pipe Buried or Covered with Vegetation  Condition 1: Nearest manhole and inlet pipe not found Consult as-built drawings to get to closest suspected location and use metal detector to search for metal manhole cover. If unsuccessful, identify nearest drain inlets and approximate pipe direction to locate next manhole.  Condition 2: Manhole located and inspected Never enter a manhole, except by following confined-space entry protocols. If outlet pipe is not visible or greater than 25% full of sediment/debris or trash, it will typically require a qualified contractor to flush, clean and clear blockages.  Condition 3: Inlet pipe not found at pond Clear vegetation and brush that may be covering the inlet pipe. Buried inlet pipes may be found through use of a metal probe.  Condition 4: Inlet pipe buried in sediment or blocked by vegetation Once located, the pipe path can be cleared of vegetation with brush hook or other brush tools. Light digging may clear sediment from the end of the pipe.  To locate buried manholes and lost storm lines, it is sometimes necessary to hire a pipeline inspection contractor with televising equipment or ground-penetrating radar and enter at the closest upstream access point.  Locating a buried inlet pipe may require wading in the edge of the pond and using a metal probe and brush axe to find and expose the pipe.  If other than light digging is necessary to remove accumulated sediment, a contractor with heavy equipment may be required.  Level 3 inspection necessary Page 3 of 4 Level 2 Inspection: PONDS and WETLANDS Recommended Repairs and Required Skills Triggers for Level 3 Inspection Observed Condition: Pipe or Headwall Settlement, Erosion, Corrosion or Failure  Condition 1: Pipe or headwall settlement or failure Severe sinkholes, settlement or corrosion should be kicked out to Level 3 Inspection.  Condition 2: Flow not confined to pipe and visible outside pipe wall With flashlight, observe the inside of the pipe and note its condition. Take photographs. Look for sinkholes developing that indicate pipe failure beneath the surface. Kick out to Level 3 inspection.  Where blockages are visible, a decision is needed on whether to clear them or leave in place. If a third of the pipe is full of sediment, it should be removed by a contractor with pipe- cleaning equipment.  Corrosion of inlet pipes that allows flow around the pipe exterior is a structural concern because it can lead to settlement, sinkholes and undermining pond embankment. Evidence of this type of failure may require specialized pipe-inspection equipment and investigation by an engineer.  Level 3 inspection necessary Observed Condition: Pond Conditions  Condition 1: Pond pre-treatment zone is full of sediment or not constructed as shown on as-built drawings.  Condition 2: Excessive buildup of sediment or overgrowth If the pre-treatment area or pond pool is overgrown or filled with sediment so that the original design is compromised, corrective measures are required. If plants have died, then replanting is necessary. If none of the original design exists due to alteration or sediment, kick out to Level 3 inspection.  It may require inspection by an engineer to determine next steps for clearing, replanting or reconstruction.  Erosion or settlement such that design has been compromised should be reviewed by an engineer. Recurring erosion may require redesign and/or regrading to direct flow away from eroding area.  If sediment has filled more than 50% of the pond’s capacity, dredging is likely needed and should be evaluated by a qualified contractor.  Removal or control of excessive algae or aquatic plants can be assessed by a qualified pond maintenance company.  Level 3 inspection necessary Page 4 of 4 Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: 16 APPENDIX H EAF MAPPER SUMMARY REPORT EAF Mapper Summary Report Friday, November 3, 2023 3:32 PM Disclaimer: The EAF Mapper is a screening tool intended to assist project sponsors and reviewing agencies in preparing an environmental assessment form (EAF). Not all questions asked in the EAF are answered by the EAF Mapper. Additional information on any EAF question can be obtained by consulting the EAF Workbooks. Although the EAF Mapper provides the most up-to-date digital data available to DEC, you may also need to contact local or other data sources in order to obtain data not provided by the Mapper. Digital data is not a substitute for agency determinations. Part 1 / Question 7 [Critical Environmental Area] No Part 1 / Question 12a [National or State Register of Historic Places or State Eligible Sites] No Part 1 / Question 12b [Archeological Sites]Yes Part 1 / Question 13a [Wetlands or Other Regulated Waterbodies] Yes - Digital mapping information on local and federal wetlands and waterbodies is known to be incomplete. Refer to EAF Workbook. Part 1 / Question 15 [Threatened or Endangered Animal] No Part 1 / Question 16 [100 Year Flood Plain]Digital mapping data are not available or are incomplete. Refer to EAF Workbook. Part 1 / Question 20 [Remediation Site]No 1Short Environmental Assessment Form - EAF Mapper Summary Report 17 APPENDIX I DRAFT NOI 18 APPENDIX J NYSDEC ACKNOWLEDGEMENT LETTER (NOT INCLUDED IN DRAFT SWPPP) 19 APPENDIX K CONTRACTOR CERTIFICATION STATEMENTS (NOT INCLUDED IN DRAFT SWPPP) 20 APPENDIX L TRAINED CONTRACTOR CARDS (NOT INCLUDED IN DRAFT SWPPP)