Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
20240590 400 Louden Site Plan Unitarian Universalist Congregation SWPPP 2024 11 07
STORMWATER POLLUTION PREVENTION PLAN UUCSS New Church Campus 440Louden Road Saratoga Springs, NY 12866 Nov. 8th, 2024 DRAFT OWNER: The Unitarian Universalist Congregation Of Saratoga Springs (UUCSS) 624 N Broadway Saratoga Springs, NY 12866 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 1 DESCRIPTION OF EXISTING SITE The project site is located at 400 Louden Road in Saratoga Springs, NY 12866, (Tax Map ID 154.-2- 41.4). The site is approximately 5.01 acres and is zoned Rural Residential (RR) in accordance with the City of Saratoga Springs Zoning Ordinance. The existing site is undeveloped and has no impervious surfaces. The cover on the existing site is wood and brush. Most of the site drains to the south at slopes ranging from 1.5% to 5%. The parcel to the east of the project site is undeveloped, and the parcel to the west is developed as a single residential site. 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 75% Winsor loamy sand 3-8 % slopes (WnB) and 25% Winsor Loamy Sand 8-15% slopes (WnC). The WnB series is identified by the USDA as hydrologic soil group (HSG) “A”. This soil is described as excessively drained, and runoff is negligible. The WnC series is also identified by the USDA as hydrologic soil group (HSG) “A”. This soil is also described as excessively drained, and runoff is negligible. A total of 3 test pits were excavated at the project site, within the existing WnB soil series on June 7, 2024. The test pits indicated an initial layer of topsoil and organics to a depth ranging between 5”to 7” below ground surface (bgs). A layer of Dark Brown Well Graded Sand was observed at depths ranging from 5”- 19” bgs. This soil layer transitions to Medium Brown Well Graded Sand ranging in depths of 13” to 60” bgs. Groundwater was observed at depths 36” bgs in all text pits. DESCRIPTION OF PROPOSED DEVELOPMENT Proposed site development includes the construction of a church building, an access road connecting to a parking lot, municipal sewer connections, a private on-site potable water well 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 ±81,021ft2 Impervious (existing/proposed) ±0 ft2 /±31,406 ft2 Pervious (existing/proposed) ±80,457 ft2 / ±49,051 ft2 2 CONSTRUCTION PHASING All proposed demolition and development are anticipated to be completed in 1 phase, during the fall of 2024 through the spring of 2025. Installation of silt fences shall be in accordance with the construction drawings prior to any disturbance to 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 erosion. Silt fences shall be installed downslope of the newly seeded areas. The silt fences shall be maintained and replaced as required during 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 three 3 infiltration basins, and a conveyance system consisting of catch basins, vegetated swales, and storm culverts. 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 fully discharge to groundwater on the site. In accordance with the NYSDEC FAQ About Permit Requirements of the SPDES General Permit it is our understanding that SPDES Permit GP-0-20-001 coverage for the project will not be required. The supporting hydraulic and hydrologic calculations are included in Appendix D. 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 Sidewalk CN 98 Woods, Good, HSG D CN 30 The site was divided into 3 sub catchment areas based on the flow direction of runoff generated from the proposed church, paved areas, landscaped areas, and undisturbed areas. Subcatchment land cover and runoff control descriptions are provided in Table 1. Table 1. Subcatchment Area Descriptions Subcatchment Landcover Stormwater Control Measures 1S Hardscape and landscaped areas Runoff will be conveyed via overland flow to a strategically placed Infiltration Basin 1P. Excess runoff will outlet the wetland via broad crested weir or outlet device and catch basin to Design Point #2. 2S Hardscape, church roof, landscaped areas Runoff will be conveyed via overland flow to an infiltration basin 2P. 3S Hardscape, shed roof, landscaped areas. Runoff is conveyed via overland flow and discharges to a Infiltration Basin 3P. Excess runoff outlets the basin via a catch basin or a broad crested weir to the infiltration basin 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 4 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: Table 2. Peak Off-site Discharge Volume and Rates Location 1-year Storm Peak Discharge (ft3/s) 10-year Storm Peak Discharge (ft3/s) 100-year Storm Peak Discharge (ft3/s) Pre Post Pre Post Pre Post Design Point # 1 0.00 0.00 0.00 0.00 0.00 0.00 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 and is fully infiltrated on the site. SITE INSPECTIONS DURING CONSTRUCTION Sie inspections will occur on a periodic basis by 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. MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM The catch basins, culverts, and basin outlet structures 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. 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 a 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. 5 SWPPP Report Prepared by: Matthew E. Huntington, PE Principal For Studio A | Landscape Architecture + Engineering 6 APPENDIX A PROJECT LOCATION PROJECT LOCATIONBOG MEADOW RUNWILTON MALL ROADLOUDEN ROAD 7 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 Saratoga County, New York Natural Resources Conservation Service July 22, 2024 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 (UUCSS)................................................................................................9 Legend................................................................................................................10 Map Unit Legend (UUCSS)................................................................................11 Map Unit Descriptions (UUCSS).........................................................................11 Saratoga County, New York............................................................................13 WnB—Windsor loamy sand, 3 to 8 percent slopes.....................................13 WnC—Windsor loamy sand, 8 to 15 percent slopes...................................14 References............................................................................................................16 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 (UUCSS)47723804772410477244047724704772500477253047725604772590477262047726504772380477241047724404772470477250047725304772560477259047726204772650602860 602890 602920 602950 602980 603010 603040 603070 602860 602890 602920 602950 602980 603010 603040 603070 43° 5' 58'' N 73° 44' 9'' W43° 5' 58'' N73° 44' 0'' W43° 5' 49'' N 73° 44' 9'' W43° 5' 49'' N 73° 44' 0'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,400 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. 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: Saratoga County, New York Survey Area Data: Version 23, Sep 6, 2023 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 10 Map Unit Legend (UUCSS) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI WnB Windsor loamy sand, 3 to 8 percent slopes 3.8 75.2% WnC Windsor loamy sand, 8 to 15 percent slopes 1.2 24.8% Totals for Area of Interest 5.0 100.0% Map Unit Descriptions (UUCSS) The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 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 12 Saratoga County, New York WnB—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Hinckley Percent of map unit:10 percent Landform:Eskers Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:F144AY027MA - Moist Sandy Outwash Hydric soil rating: No WnC—Windsor loamy sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2svkq Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Windsor and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:— error in exists on — Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope, riser Down-slope shape:Convex Across-slope shape:Convex, linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material Ap - 1 to 11 inches: loamy sand Custom Soil Resource Report 14 Bw - 11 to 31 inches: loamy sand C - 31 to 65 inches: sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley Percent of map unit:10 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Backslope, shoulder, summit Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield Percent of map unit:5 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 15 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 16 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 17 8 APPENDIX C SUBCATCHMENT PLANS >>>>>>>>>>>>SAVE DATE: 11/8/2024 8:02 AMFILE NAME: Z:\Projects\2023 Projects\23034 - Unitarian Universalist Congregation\Engineering\SW-1 STORMWATER.dwgPLOTTED BY:JGOLLERDESIGN BY:DRAWN BY:CHECKED BY:############EXISTING STORMWATER SW-1 1 DESIGN POINT #1 Q1-YR - 0.0 CFS Q10-YR- 0.0 CFS Q100-YR - 0.00 CFS 1S 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. 11/08/2024 23034 UUCSS NEW CHURCH CAMPUS THE UNITARIAN UNIVERSALIST CONGREGATION OF SARATOGA SPRINGS (UUCSS) DRAWINGS NOT FOR CONSTRUCTION DWG OF 10 PREPARED FOR 74 Warren Street, Suite 1 Saratoga Springs, NY12866 518.450.4030 TRUST| QUALITY COLLABORATION | INNOVATION 10/10/23 SPECIAL USE APPLICATION on 24" x 36" sheet 15 30 60030 1 inch = 30 feet GRAPHIC SCALEnorth DIG SAFE NOTE: THIS PLAN SET WAS DRAFTED WITHOUT THE BENEFIT OF "DIG SAFE" MARKINGS. UTILITIES SHOWN ARE NOT WARRANTED TO BE EXACT OR COMPLETE. THE CONTRACTOR SHALL CONTACT "DIG SAFE" AT 811 BEFORE COMMENCING ANY WORK AND SHALL PRESERVE EXISTING UTILITIES WHICH ARE NOT SPECIFIED TO BE REMOVED IN THIS PLAN SET. MAP INFORMATION: BASE MAP INFORMATION OBTAINED FROM "SURVEY OF LANDS OF LOT 4 FOR WADE D. AND BRIENNE NEWMAN" IN THE CITY OF SARATOGA SPRINGS AND TOWN OF WILTON, SARATOGA COUNTY, NY. MAP CREATED BY CORNER POST LAND SURVEYING, PLLC AND DATED JANUARY 31, 2023. 11/08/24 SUBMISSION FOR SITE PLAN REVIEW 2 PROPOSED BLDG >> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >> >>>> > >>>>>>> > >>> > >>>>>> > > >>>>>>>>>>>>>>>>>>>>>>>>>> > > > > >>>>>>>>>SAVE DATE: 11/8/2024 8:02 AMFILE NAME: Z:\Projects\2023 Projects\23034 - Unitarian Universalist Congregation\Engineering\SW-1 STORMWATER.dwgPLOTTED BY:JGOLLERDESIGN BY:DRAWN BY:CHECKED BY:############PROPOSED STORMWATER SW-2 2 DESIGN POINT #1 1-YR - 0.0 CFS Q10-YR- 0.0 CFS Q100-YR - 0.0 CFS 1S 2S 3S 1P 2P 3P 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. 11/08/2024 23034 UUCSS NEW CHURCH CAMPUS THE UNITARIAN UNIVERSALIST CONGREGATION OF SARATOGA SPRINGS (UUCSS) DRAWINGS NOT FOR CONSTRUCTION DWG OF 10 PREPARED FOR 74 Warren Street, Suite 1 Saratoga Springs, NY12866 518.450.4030 TRUST| QUALITY COLLABORATION | INNOVATION 10/10/23 SPECIAL USE APPLICATION on 24" x 36" sheet 15 30 60030 1 inch = 30 feet GRAPHIC SCALEnorth DIG SAFE NOTE: THIS PLAN SET WAS DRAFTED WITHOUT THE BENEFIT OF "DIG SAFE" MARKINGS. UTILITIES SHOWN ARE NOT WARRANTED TO BE EXACT OR COMPLETE. THE CONTRACTOR SHALL CONTACT "DIG SAFE" AT 811 BEFORE COMMENCING ANY WORK AND SHALL PRESERVE EXISTING UTILITIES WHICH ARE NOT SPECIFIED TO BE REMOVED IN THIS PLAN SET. MAP INFORMATION: BASE MAP INFORMATION OBTAINED FROM "SURVEY OF LANDS OF LOT 4 FOR WADE D. AND BRIENNE NEWMAN" IN THE CITY OF SARATOGA SPRINGS AND TOWN OF WILTON, SARATOGA COUNTY, NY. MAP CREATED BY CORNER POST LAND SURVEYING, PLLC AND DATED JANUARY 31, 2023. 11/08/24 SUBMISSION FOR SITE PLAN REVIEW 2 9 APPENDIX D STORMWATER CALCULATIONS 10 PRE-CONSTRUCTION 1S 2P Exist Low Point 3P Off-site Discharge Routing Diagram for 23034_Pre Prepared by {enter your company name here}, Printed 11/7/2024 HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1-yr Rainfall=2.25"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, Depth= 0.00" 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=2.25" Area (ac) CN Description 1.920 30 Woods, Good, HSG A 0.100 98 Paved roads w/curbs & sewers, HSG A 2.020 33 Weighted Average 1.920 95.05% Pervious Area 0.100 4.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.1 100 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.62" 7.7 399 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 42.8 499 Total Type II 24-hr 1-yr Rainfall=2.25"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist Low Point Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 286.00' @ 0.01 hrs Surf.Area= 3,600 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 286.00' 15,924 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 286.00 3,600 0 0 287.00 28,248 15,924 15,924 Device Routing Invert Outlet Devices #1 Discarded 286.00'26.000 in/hr Exfiltration over Surface area #2 Primary 286.50'100.0' 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 Discarded OutFlow Max=0.00 cfs @ 0.01 hrs HW=286.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 2.17 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=286.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1-yr Rainfall=2.25"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Off-site Discharge Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, 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=3.75"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, Depth= 0.00" 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 10-yr Rainfall=3.75" Area (ac) CN Description 1.920 30 Woods, Good, HSG A 0.100 98 Paved roads w/curbs & sewers, HSG A 2.020 33 Weighted Average 1.920 95.05% Pervious Area 0.100 4.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.1 100 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.62" 7.7 399 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 42.8 499 Total Type II 24-hr 10-yr Rainfall=3.75"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist Low Point Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 286.00' @ 0.01 hrs Surf.Area= 3,600 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 286.00' 15,924 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 286.00 3,600 0 0 287.00 28,248 15,924 15,924 Device Routing Invert Outlet Devices #1 Discarded 286.00'26.000 in/hr Exfiltration over Surface area #2 Primary 286.50'100.0' 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 Discarded OutFlow Max=0.00 cfs @ 0.01 hrs HW=286.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 2.17 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=286.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.75"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Off-site Discharge Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, 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=6.32"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.06 cfs @ 13.36 hrs, Volume= 0.038 af, Depth= 0.23" 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=6.32" Area (ac) CN Description 1.920 30 Woods, Good, HSG A 0.100 98 Paved roads w/curbs & sewers, HSG A 2.020 33 Weighted Average 1.920 95.05% Pervious Area 0.100 4.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.1 100 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.62" 7.7 399 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 42.8 499 Total Type II 24-hr 100-yr Rainfall=6.32"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist Low Point Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.23" for 100-yr event Inflow = 0.06 cfs @ 13.36 hrs, Volume= 0.038 af Outflow = 0.06 cfs @ 13.37 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.3 min Discarded = 0.06 cfs @ 13.37 hrs, Volume= 0.038 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 286.00' @ 13.37 hrs Surf.Area= 3,606 sf Storage= 1 cf Plug-Flow detention time= 0.3 min calculated for 0.038 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 1,060.9 - 1,060.6 ) Volume Invert Avail.Storage Storage Description #1 286.00' 15,924 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 286.00 3,600 0 0 287.00 28,248 15,924 15,924 Device Routing Invert Outlet Devices #1 Discarded 286.00'26.000 in/hr Exfiltration over Surface area #2 Primary 286.50'100.0' 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 Discarded OutFlow Max=2.17 cfs @ 13.37 hrs HW=286.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=286.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=6.32"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Off-site Discharge Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, 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 200-yr Rainfall=7.40"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.22 cfs @ 12.70 hrs, Volume= 0.079 af, Depth= 0.47" 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 200-yr Rainfall=7.40" Area (ac) CN Description 1.920 30 Woods, Good, HSG A 0.100 98 Paved roads w/curbs & sewers, HSG A 2.020 33 Weighted Average 1.920 95.05% Pervious Area 0.100 4.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.1 100 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.62" 7.7 399 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 42.8 499 Total Type II 24-hr 200-yr Rainfall=7.40"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist Low Point Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.47" for 200-yr event Inflow = 0.22 cfs @ 12.70 hrs, Volume= 0.079 af Outflow = 0.22 cfs @ 12.70 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.2 min Discarded = 0.22 cfs @ 12.70 hrs, Volume= 0.079 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 286.00' @ 12.70 hrs Surf.Area= 3,623 sf Storage= 3 cf Plug-Flow detention time= 0.3 min calculated for 0.079 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 1,008.2 - 1,008.0 ) Volume Invert Avail.Storage Storage Description #1 286.00' 15,924 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 286.00 3,600 0 0 287.00 28,248 15,924 15,924 Device Routing Invert Outlet Devices #1 Discarded 286.00'26.000 in/hr Exfiltration over Surface area #2 Primary 286.50'100.0' 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 Discarded OutFlow Max=2.18 cfs @ 12.70 hrs HW=286.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.18 cfs) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=286.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 200-yr Rainfall=7.40"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Off-site Discharge Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.00" for 200-yr event Inflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, 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 500-yr Rainfall=9.13"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.76 cfs @ 12.55 hrs, Volume= 0.170 af, Depth= 1.01" 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 500-yr Rainfall=9.13" Area (ac) CN Description 1.920 30 Woods, Good, HSG A 0.100 98 Paved roads w/curbs & sewers, HSG A 2.020 33 Weighted Average 1.920 95.05% Pervious Area 0.100 4.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.1 100 0.0300 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.62" 7.7 399 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 42.8 499 Total Type II 24-hr 500-yr Rainfall=9.13"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist Low Point Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 1.01" for 500-yr event Inflow = 0.76 cfs @ 12.55 hrs, Volume= 0.170 af Outflow = 0.76 cfs @ 12.56 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.3 min Discarded = 0.76 cfs @ 12.56 hrs, Volume= 0.170 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 286.00' @ 12.56 hrs Surf.Area= 3,681 sf Storage= 12 cf Plug-Flow detention time= 0.3 min calculated for 0.170 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 963.9 - 963.6 ) Volume Invert Avail.Storage Storage Description #1 286.00' 15,924 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 286.00 3,600 0 0 287.00 28,248 15,924 15,924 Device Routing Invert Outlet Devices #1 Discarded 286.00'26.000 in/hr Exfiltration over Surface area #2 Primary 286.50'100.0' 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 Discarded OutFlow Max=2.22 cfs @ 12.56 hrs HW=286.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=286.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 500-yr Rainfall=9.13"23034_Pre Printed 11/7/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Off-site Discharge Inflow Area = 2.020 ac, 4.95% Impervious, Inflow Depth = 0.00" for 500-yr event Inflow = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs 11 POST-CONSTRUCTION 1S 2S 3S 1P RG1 2P RG2 3P RG3 Routing Diagram for 23034_Post Prepared by {enter your company name here}, Printed 11/7/2024 HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1-yr Rainfall=2.25"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.67 cfs @ 11.95 hrs, Volume= 0.028 af, Depth= 0.87" 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=2.25" Area (sf) CN Description 5,423 93 Paved roads w/open ditches, 50% imp, HSG D 9,955 80 >75% Grass cover, Good, HSG D 1,641 73 Brush, Good, HSG D 17,019 83 Weighted Average 14,308 84.07% Pervious Area 2,712 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 200 0.0200 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 1.2 159 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.5 359 Total Type II 24-hr 1-yr Rainfall=2.25"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 1.19 cfs @ 11.93 hrs, Volume= 0.048 af, Depth= 0.93" 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=2.25" Area (sf) CN Description 3,671 93 Paved roads w/open ditches, 50% imp, HSG D 4,566 98 Roofs, HSG D 16,117 80 >75% Grass cover, Good, HSG D 3,019 73 Brush, Good, HSG D 27,373 84 Weighted Average 20,972 76.61% Pervious Area 6,402 23.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 137 0.0100 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 0.3 99 0.0150 6.02 4.73 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 2.6 236 Total Type II 24-hr 1-yr Rainfall=2.25"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 2.01 cfs @ 11.96 hrs, Volume= 0.092 af, Depth= 1.31" 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=2.25" Area (ac) CN Description 0.440 98 Paved parking, HSG D 0.370 80 >75% Grass cover, Good, HSG D * 0.020 98 Roofs, Gazebo & Shed 0.010 73 Brush, Good, HSG D 0.840 90 Weighted Average 0.380 45.24% Pervious Area 0.460 54.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 237 0.0200 1.48 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 1.9 115 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 47 0.0150 3.61 2.84 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 0.3 55 0.0150 3.61 2.84 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 5.1 454 Total Type II 24-hr 1-yr Rainfall=2.25"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: RG1 Inflow Area = 0.391 ac, 15.93% Impervious, Inflow Depth = 0.87" for 1-yr event Inflow = 0.67 cfs @ 11.95 hrs, Volume= 0.028 af Outflow = 0.35 cfs @ 12.02 hrs, Volume= 0.028 af, Atten= 48%, Lag= 4.3 min Discarded = 0.35 cfs @ 12.02 hrs, Volume= 0.028 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 292.28' @ 12.02 hrs Surf.Area= 584 sf Storage= 148 cf Plug-Flow detention time= 2.3 min calculated for 0.028 af (100% of inflow) Center-of-Mass det. time= 2.3 min ( 847.6 - 845.3 ) Volume Invert Avail.Storage Storage Description #1 292.00' 3,373 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 292.00 476 0 0 293.00 864 670 670 294.00 1,333 1,099 1,769 295.00 1,875 1,604 3,373 Device Routing Invert Outlet Devices #1 Primary 292.00'12.0" Round Culvert L= 180.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 292.00' / 285.52' S= 0.0360 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 294.50'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 292.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.35 cfs @ 12.02 hrs HW=292.28' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=292.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 1-yr Rainfall=2.25"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: RG2 Inflow Area = 1.859 ac, 36.00% Impervious, Inflow Depth = 0.31" for 1-yr event Inflow = 1.19 cfs @ 11.93 hrs, Volume= 0.048 af Outflow = 0.66 cfs @ 12.00 hrs, Volume= 0.048 af, Atten= 45%, Lag= 3.9 min Discarded = 0.66 cfs @ 12.00 hrs, Volume= 0.048 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 283.21' @ 12.00 hrs Surf.Area= 1,091 sf Storage= 216 cf Plug-Flow detention time= 1.8 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 842.3 - 840.5 ) Volume Invert Avail.Storage Storage Description #1 283.00' 7,766 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 283.00 1,005 0 0 284.00 1,424 1,215 1,215 285.00 1,899 1,662 2,876 286.00 2,431 2,165 5,041 287.00 3,019 2,725 7,766 Device Routing Invert Outlet Devices #1 Discarded 283.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.66 cfs @ 12.00 hrs HW=283.21' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.66 cfs) Type II 24-hr 1-yr Rainfall=2.25"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: RG3 Inflow Area = 0.840 ac, 54.76% Impervious, Inflow Depth = 1.31" for 1-yr event Inflow = 2.01 cfs @ 11.96 hrs, Volume= 0.092 af Outflow = 0.59 cfs @ 12.08 hrs, Volume= 0.092 af, Atten= 70%, Lag= 7.0 min Discarded = 0.59 cfs @ 12.08 hrs, Volume= 0.092 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 286.61' @ 12.08 hrs Surf.Area= 985 sf Storage= 1,056 cf Plug-Flow detention time= 11.6 min calculated for 0.092 af (100% of inflow) Center-of-Mass det. time= 11.6 min ( 828.9 - 817.3 ) Volume Invert Avail.Storage Storage Description #1 285.00' 2,876 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 285.00 351 0 0 286.00 725 538 538 287.00 1,155 940 1,478 288.00 1,641 1,398 2,876 Device Routing Invert Outlet Devices #1 Primary 285.60'18.0" Round Culvert L= 60.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 285.60' / 284.70' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 286.90'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 285.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.59 cfs @ 12.08 hrs HW=286.61' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.59 cfs) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=285.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.75"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 1.57 cfs @ 11.94 hrs, Volume= 0.067 af, Depth= 2.07" 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=3.75" Area (sf) CN Description 5,423 93 Paved roads w/open ditches, 50% imp, HSG D 9,955 80 >75% Grass cover, Good, HSG D 1,641 73 Brush, Good, HSG D 17,019 83 Weighted Average 14,308 84.07% Pervious Area 2,712 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 200 0.0200 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 1.2 159 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.5 359 Total Type II 24-hr 10-yr Rainfall=3.75"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 2.70 cfs @ 11.93 hrs, Volume= 0.113 af, Depth= 2.15" 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=3.75" Area (sf) CN Description 3,671 93 Paved roads w/open ditches, 50% imp, HSG D 4,566 98 Roofs, HSG D 16,117 80 >75% Grass cover, Good, HSG D 3,019 73 Brush, Good, HSG D 27,373 84 Weighted Average 20,972 76.61% Pervious Area 6,402 23.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 137 0.0100 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 0.3 99 0.0150 6.02 4.73 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 2.6 236 Total Type II 24-hr 10-yr Rainfall=3.75"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 3.96 cfs @ 11.96 hrs, Volume= 0.188 af, Depth= 2.68" 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=3.75" Area (ac) CN Description 0.440 98 Paved parking, HSG D 0.370 80 >75% Grass cover, Good, HSG D * 0.020 98 Roofs, Gazebo & Shed 0.010 73 Brush, Good, HSG D 0.840 90 Weighted Average 0.380 45.24% Pervious Area 0.460 54.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 237 0.0200 1.48 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 1.9 115 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 47 0.0150 3.61 2.84 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 0.3 55 0.0150 3.61 2.84 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 5.1 454 Total Type II 24-hr 10-yr Rainfall=3.75"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: RG1 Inflow Area = 0.391 ac, 15.93% Impervious, Inflow Depth = 2.07" for 10-yr event Inflow = 1.57 cfs @ 11.94 hrs, Volume= 0.067 af Outflow = 0.52 cfs @ 12.04 hrs, Volume= 0.067 af, Atten= 67%, Lag= 5.8 min Discarded = 0.52 cfs @ 12.04 hrs, Volume= 0.067 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 292.99' @ 12.04 hrs Surf.Area= 860 sf Storage= 662 cf Plug-Flow detention time= 7.2 min calculated for 0.067 af (100% of inflow) Center-of-Mass det. time= 7.2 min ( 827.5 - 820.2 ) Volume Invert Avail.Storage Storage Description #1 292.00' 3,373 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 292.00 476 0 0 293.00 864 670 670 294.00 1,333 1,099 1,769 295.00 1,875 1,604 3,373 Device Routing Invert Outlet Devices #1 Primary 292.00'12.0" Round Culvert L= 180.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 292.00' / 285.52' S= 0.0360 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 294.50'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 292.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.52 cfs @ 12.04 hrs HW=292.99' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.52 cfs) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=292.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.75"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: RG2 Inflow Area = 1.859 ac, 36.00% Impervious, Inflow Depth = 0.91" for 10-yr event Inflow = 4.72 cfs @ 11.97 hrs, Volume= 0.141 af Outflow = 1.01 cfs @ 12.10 hrs, Volume= 0.141 af, Atten= 79%, Lag= 7.5 min Discarded = 1.01 cfs @ 12.10 hrs, Volume= 0.141 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 284.54' @ 12.10 hrs Surf.Area= 1,679 sf Storage= 2,049 cf Plug-Flow detention time= 12.9 min calculated for 0.141 af (100% of inflow) Center-of-Mass det. time= 12.9 min ( 810.2 - 797.2 ) Volume Invert Avail.Storage Storage Description #1 283.00' 7,766 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 283.00 1,005 0 0 284.00 1,424 1,215 1,215 285.00 1,899 1,662 2,876 286.00 2,431 2,165 5,041 287.00 3,019 2,725 7,766 Device Routing Invert Outlet Devices #1 Discarded 283.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.01 cfs @ 12.10 hrs HW=284.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.01 cfs) Type II 24-hr 10-yr Rainfall=3.75"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: RG3 Inflow Area = 0.840 ac, 54.76% Impervious, Inflow Depth = 2.68" for 10-yr event Inflow = 3.96 cfs @ 11.96 hrs, Volume= 0.188 af Outflow = 3.57 cfs @ 11.99 hrs, Volume= 0.188 af, Atten= 10%, Lag= 2.0 min Discarded = 0.74 cfs @ 11.99 hrs, Volume= 0.160 af Primary = 2.83 cfs @ 11.99 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 287.17' @ 11.99 hrs Surf.Area= 1,236 sf Storage= 1,677 cf Plug-Flow detention time= 11.9 min calculated for 0.188 af (100% of inflow) Center-of-Mass det. time= 11.9 min ( 808.8 - 797.0 ) Volume Invert Avail.Storage Storage Description #1 285.00' 2,876 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 285.00 351 0 0 286.00 725 538 538 287.00 1,155 940 1,478 288.00 1,641 1,398 2,876 Device Routing Invert Outlet Devices #1 Primary 285.60'18.0" Round Culvert L= 60.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 285.60' / 284.70' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 286.90'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 285.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.74 cfs @ 11.99 hrs HW=287.17' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.74 cfs) Primary OutFlow Max=2.82 cfs @ 11.99 hrs HW=287.17' (Free Discharge) 1=Culvert (Passes 2.82 cfs of 6.07 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.82 cfs @ 1.69 fps) Type II 24-hr 100-yr Rainfall=6.32"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 3.20 cfs @ 11.94 hrs, Volume= 0.143 af, Depth= 4.39" 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=6.32" Area (sf) CN Description 5,423 93 Paved roads w/open ditches, 50% imp, HSG D 9,955 80 >75% Grass cover, Good, HSG D 1,641 73 Brush, Good, HSG D 17,019 83 Weighted Average 14,308 84.07% Pervious Area 2,712 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 200 0.0200 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 1.2 159 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.5 359 Total Type II 24-hr 100-yr Rainfall=6.32"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 5.40 cfs @ 11.93 hrs, Volume= 0.235 af, Depth= 4.50" 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=6.32" Area (sf) CN Description 3,671 93 Paved roads w/open ditches, 50% imp, HSG D 4,566 98 Roofs, HSG D 16,117 80 >75% Grass cover, Good, HSG D 3,019 73 Brush, Good, HSG D 27,373 84 Weighted Average 20,972 76.61% Pervious Area 6,402 23.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 137 0.0100 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 0.3 99 0.0150 6.02 4.73 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 2.6 236 Total Type II 24-hr 100-yr Rainfall=6.32"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 7.29 cfs @ 11.96 hrs, Volume= 0.361 af, Depth= 5.16" 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=6.32" Area (ac) CN Description 0.440 98 Paved parking, HSG D 0.370 80 >75% Grass cover, Good, HSG D * 0.020 98 Roofs, Gazebo & Shed 0.010 73 Brush, Good, HSG D 0.840 90 Weighted Average 0.380 45.24% Pervious Area 0.460 54.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 237 0.0200 1.48 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.62" 1.9 115 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 47 0.0150 3.61 2.84 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 0.3 55 0.0150 3.61 2.84 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.020 Corrugated PE, corrugated interior 5.1 454 Total Type II 24-hr 100-yr Rainfall=6.32"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: RG1 Inflow Area = 0.391 ac, 15.93% Impervious, Inflow Depth = 4.39" for 100-yr event Inflow = 3.20 cfs @ 11.94 hrs, Volume= 0.143 af Outflow = 0.81 cfs @ 12.05 hrs, Volume= 0.143 af, Atten= 75%, Lag= 6.6 min Discarded = 0.81 cfs @ 12.05 hrs, Volume= 0.143 af Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 294.02' @ 12.05 hrs Surf.Area= 1,345 sf Storage= 1,798 cf Plug-Flow detention time= 14.9 min calculated for 0.143 af (100% of inflow) Center-of-Mass det. time= 14.9 min ( 813.7 - 798.8 ) Volume Invert Avail.Storage Storage Description #1 292.00' 3,373 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 292.00 476 0 0 293.00 864 670 670 294.00 1,333 1,099 1,769 295.00 1,875 1,604 3,373 Device Routing Invert Outlet Devices #1 Primary 292.00'12.0" Round Culvert L= 180.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 292.00' / 285.52' S= 0.0360 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 294.50'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 292.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.81 cfs @ 12.05 hrs HW=294.02' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.81 cfs) Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=292.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=6.32"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: RG2 Inflow Area = 1.859 ac, 36.00% Impervious, Inflow Depth = 2.20" for 100-yr event Inflow = 11.08 cfs @ 11.95 hrs, Volume= 0.341 af Outflow = 1.70 cfs @ 12.12 hrs, Volume= 0.341 af, Atten= 85%, Lag= 10.5 min Discarded = 1.70 cfs @ 12.12 hrs, Volume= 0.341 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 286.68' @ 12.12 hrs Surf.Area= 2,832 sf Storage= 6,837 cf Plug-Flow detention time= 33.2 min calculated for 0.341 af (100% of inflow) Center-of-Mass det. time= 33.2 min ( 804.9 - 771.7 ) Volume Invert Avail.Storage Storage Description #1 283.00' 7,766 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 283.00 1,005 0 0 284.00 1,424 1,215 1,215 285.00 1,899 1,662 2,876 286.00 2,431 2,165 5,041 287.00 3,019 2,725 7,766 Device Routing Invert Outlet Devices #1 Discarded 283.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.70 cfs @ 12.12 hrs HW=286.68' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.70 cfs) Type II 24-hr 100-yr Rainfall=6.32"23034_Post Printed 11/7/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.10-4b s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: RG3 Inflow Area = 0.840 ac, 54.76% Impervious, Inflow Depth = 5.16" for 100-yr event Inflow = 7.29 cfs @ 11.96 hrs, Volume= 0.361 af Outflow = 7.11 cfs @ 11.97 hrs, Volume= 0.361 af, Atten= 2%, Lag= 0.9 min Discarded = 0.80 cfs @ 11.97 hrs, Volume= 0.256 af Primary = 6.32 cfs @ 11.97 hrs, Volume= 0.105 af Routing by Stor-Ind method, Time Span= 0.01-48.00 hrs, dt= 0.01 hrs Peak Elev= 287.36' @ 11.97 hrs Surf.Area= 1,328 sf Storage= 1,919 cf Plug-Flow detention time= 10.1 min calculated for 0.361 af (100% of inflow) Center-of-Mass det. time= 10.1 min ( 789.0 - 778.9 ) Volume Invert Avail.Storage Storage Description #1 285.00' 2,876 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 285.00 351 0 0 286.00 725 538 538 287.00 1,155 940 1,478 288.00 1,641 1,398 2,876 Device Routing Invert Outlet Devices #1 Primary 285.60'18.0" Round Culvert L= 60.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 285.60' / 284.70' S= 0.0150 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 286.90'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 285.00'26.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.80 cfs @ 11.97 hrs HW=287.35' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.80 cfs) Primary OutFlow Max=6.30 cfs @ 11.97 hrs HW=287.35' (Free Discharge) 1=Culvert (Passes 6.30 cfs of 6.73 cfs potential flow) 2=Orifice/Grate (Weir Controls 6.30 cfs @ 2.20 fps) 12 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 13 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 14 APPENDIX G O&M MANUAL Page 1 of 7 IN Drainage Area Look for both pervious and impervious areas that are uphill from the Infiltration cell. 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 erosion areas with soil, compact, and seed and straw to get vegetation established. 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: Infiltration 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 IN Drainage Area Look for both pervious and impervious areas that are uphill from the Infiltration 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. For Dry Wells: Leaves, sticks, or other debris in gutters and downspouts Remove all debris by hand. Other: 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 7 IN Inlets Look for all the places where water flows into the Infiltration practice. Problem (Check if Present) Follow-Up Actions Inlets are collecting grit and debris or grass/weeds are growing. Some water may not be getting into the Infiltration practice. 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 partially blocking the pipe or ditch opening where it enters the Infiltration practice. Dispose of all material properly in an area where it will not re-enter the practice. 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 Infiltration practice. 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 Infiltration practice. 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 7 IN Infiltration Area Examine the surface of the infiltration area and the observation well. Note: The following Problem and Follow -Up Actions apply to infiltration practice pretreatment areas also. Problem (Check if Present) Follow-Up Actions For grass-covered Infiltration practices: grass has grown very tall, Photo credit: Stormwater Maintenance, LLC Mow infiltration area at least twice per year. Other: For grass-covered Infiltration practices: sparse vegetation cover or bare spots Add topsoil (as needed), grass seed, straw, and water during the growing season to re-establish consistent grass coverage. Other: Kick-Out to Level 2 Inspection: Sparse vegetation cover can be a sign that the infiltration area is not infiltrating at the proper rate and water is standing too long after a storm. The surface may be saturated or squishy, and the conditions do not enable grass to grow. This situation should be evaluated by a Level 2 Inspection and likely corrected by a qualified contractor. Minor areas of sediment, grit, trash, or other debris are accumulating on the surface. 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 Infiltration practice. If removing the material creates a hole or low area, rake the surface smooth and level. Remove trash, 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 surface of the Infiltration area. Page 5 of 7 IN Infiltration Area Examine the surface of the infiltration area and the observation well. Note: The following Problem and Follow -Up Actions apply to infiltration practice pretreatment areas also. Problem (Check if Present) Follow-Up Actions There is erosion on the surface; water seems to be carving out rills as it flows across the surface of the Infiltration area or sinkholes are forming in certain areas. For minor areas of erosion, try filling the eroded areas with clean topsoil, sand, or stone (whatever the existing cover is). If the problem recurs, you may have to use larger stone (e.g., river cobble) to fill in problem areas. 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 infiltration area. 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. Observation well is damaged or cap is missing Kick-Out to Level 2 Inspection: Requires replacing pipes or caps. Page 6 of 7 IN Infiltration Area Examine the surface of the infiltration area and the observation well. Note: The following Problem and Follow -Up Actions apply to infiltration practice pretreatment areas also. Problem (Check if Present) Follow-Up Actions Water still visible in the observation well more than 72 hours after a rain storm. The Infiltration practice 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. IN Outlets Locate and inspect all outlets. Problem (Check if Present) Follow-Up Actions Outlet obstructed with sediment, debris, trash, etc. Remove the debris and dispose of it where it cannot re-enter the infiltration area. Other: Kick-Out to Level 2 Inspection: Outlet is completely obstructed; there is too much material to remove by hand or with simple hand tools. Rills or gullies are forming at outlet. For minor rills, fill in with soil, compact, and seed and straw to establish vegetation. Other: Kick-Out to Level 2 Inspection: Rills are more than 2" to 3" deep and require more than just hand raking and re-seeding. 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 3 Infiltration 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 3 Level 2 Inspection: INFILTRATION 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 For infiltration basins with soil, use a soil probe or auger to examine the soil profile. For gravel infiltration trenches or basins, use a shovel to dig into the gravel layer where the problem is occurring. If isolated areas have accumulated grit, fine silt, or vegetative debris or have bad soil or clogged gravel, try removing and replacing with clean material. If the practice is supposed to have grass cover, it will likely be necessary to replant once the problem is resolved. Condition 2: Standing water is widespread or covers entire surface Look in the observation well (if it exists) and use a tape measure to estimate the depth of water standing in the soil or gravel. Requires diagnosis and resolution of problem: Too much sediment/grit washing in from drainage area? Too much ponding depth? Improper infiltration media? Underlying soil not suitable for infiltration? As above, the resolution will likely require replanting and re-establishment of good grass cover if this is part of the design. Infiltration media is clogged and problem cannot be diagnosed from Level 2 inspection. Level 2 inspection identifies problem, but it cannot be resolved easily or it is associated with the original design of the practice. Level 3 Inspection necessary Observed Condition: Severe erosion of infiltration 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 less erosive lining and/or extending the lining further down to where inlet slopes meet the infiltration surface. If problem persists, analysis by a Qualified Professional is warranted. Condition 2: Erosion of infiltration bed This is often caused by “preferential flow paths” along the 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). Erosion (rills, gullies) is more than 12 inches deep The issue is not caused by moving water but some sort of subsurface defect, which may manifest as a sinkhole or linear depression and be associated with problems with the underlying stone or soil. Level 3 Inspection necessary Page 3 of 3 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: 15 APPENDIX H EAF MAPPER SUMMARY REPORT EAF Mapper Summary Report Tuesday, July 30, 2024 9:18 AM 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]No Part 1 / Question 13a [Wetlands or Other Regulated Waterbodies] No Part 1 / Question 15 [Threatened or Endangered Animal] Yes Part 1 / Question 15 [Threatened or Endangered Animal - Name] Karner Blue, Frosted Elfin 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