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HomeMy WebLinkAbout20220087 126 West Area Variance Stormwater Pollution Prevention Plan STORMWATER POLLUTION PREVENTION PLAN For Mixed Use Development 126 West Avenue City of Saratoga Springs Saratoga County State of New York Appli� B&D Properties, LLC 2603 Guilderland Avenue Schenectady, NY 12304 Prepared B� Ingalls &Associates, LLP 2603 Guilderland Avenue Schenectady, NY 12306 Phone: (518) 393-7725 Fax: (518) 393-2324 in alls g Prepared: October 18, 2021 Revised: January 17, 2022 TABLE OF CONTENTS Section Page Number I. PROJECT BACKGROUND INFORMATION.............................................................................1 II. PRE VS. POST-DEVELOPMENT COMPARISON...................................................................1 111. EROSION &SEDIMENT CONTROL..........................................................................................2 IV. WATER QUALITY AND QUANTITY CONTROL PLAN.......................................................5 V. SUMMARY........................................................................................................................................6 LIST OFAPPENDICIES APPENDIX A SITE LOCATION AND SOIL MAP APPENDIX B DRAINAGE ANALYSIS APPENDIX C NoTicE oF INTENT APPENDIX D EROSION&.SEDIMENT CONTROL PLAN APPENDIX E GREEN INFRASTRUCTURE WORKSHEETS APPENDIX F SAMPLE INSPECTION FORM APPENDIX G SUPPORTING DOCUMENTATION APPENDIX H NOTICE OF TERMINATION I. PROJECT BACKGROUND INFORMATION The proposed project consists of the construction of a mixed use building containing four (4) townhouses, office space, and a third-floor apartment unit, located at 126 West Avenue, in the City of Saratoga Springs, County of Saratoga, State of New York. The 0.5-acre project site is identified as Tax/Map parcel #165.72-1-22.1. The residential units and office space will be serviced by a new connection to municipal water and sewer on Grand Avenue. The 0.5± acre area of disturbance is associated with the construction of the mixed- use building, driveway,parking lot,utility connections, and stormwater management practices. Since soil disturbance associated with the proposed development is more than 0.1 acres, the project requires the preparation of a Stormwater Pollution Prevention Plan (SWPPP) in accordance with the City of Saratoga Springs Code. The project also meets the applicability of Chapter 9 of the New York State Stormwater Design Manual to be considered a redevelopment activity. Site Characteristics The 0.5± acre property contains an existing single-family residence. Impervious area associated with the existing house and driveway totals 8,337± SF. The Saratoga County Soils Map (Appendix A) shows the soils within the area of development to be Windsor loamy sand (WnB) 3 to 8 percent slopes. The site flows towards two (2) analysis points, A and B. Analysis Point A is located at an existing catch basin on the south side of the site, along Grand Avenue. Analysis Point B is located on the northern property line. The project site consists of primarily grass lawn, with a split-level residential structure and paved impervious areas. II. PRE VS. POST-DEVELOPMENT COMPARISON Per City of Saratoga Code, the runoff rates for pre and post development conditions were analyzed. As the table below demonstrates the proposed development will not negatively alter hydrology of the site. The peak flow rates for the post development conditions are equal to or less than the existing, predevelopment conditions of the property. Pre vs.Post-Develo ment Runoff Rate Com arison Analysis 1-YR CPV-ED 10-YR Qp 100-YR Qr Point Pre Post Pre Post Pre Post A O.00cs O.00cs 0.37cs 0.22cs 2.14cs 1.35cs B O.00cs O.00cs 0.03cs 0.01 cs 0.33cs 0.10cs Sources of water pollution during construction typically include erosion, siltation, and debris transport from excavated site areas, accidental spillage or leakage of motor fuels,lubrication oils,and other fluids from construction equipment,and other SWPPP F' <. ;rs� � 1 potential releases of construction related debris. In post construction, typical pollution sources include leakage of motor fuel or lubricating oils onto pavement, sediment-laden runoff from paved areas after deicing procedures, and runoff from landscaped areas that may contain fertilizers and other landscape maintenance chemicals. Stormwater quality and erosion control during construction will utilize temporary measures including installation of silt fencing, vegetation protection barriers, and if needed, stone check dams to minimize soil erosion and water pollution. As described in the site characteristics,stormwater runoff produced from the project site drains to Analysis Points A and B located to the south and north of the project site, respectively. This drainage pattern will be maintained after construction. Any minor increase in runoff associated with the construction of the mixed-use building, parking lot, and driveway will be negligible and mitigated through the use of porous pavement within the parking stalls, and a dry well and vegetated filter strip for rooftop runoff. These features will attenuate stormwater flows such that post development discharge rates will be equal or less than predevelopments conditions. These practices also provide water quality treatment in accordance with by NYSDEC GP-0-20-001. III. EROSION & SEDIMENT CONTROL I. Temporary Controls during Construction During the project's construction phase the site will be the most susceptible to erosion and sedimentation. To prevent erosion during the construction phase, the following temporary erosion control measures will be used. • Silt fencing will be placed around proposed toe of slopes. • Tracking pads (Stabilized Construction Entrances) shall be constructed at site entrance. • Silt fence shall be constructed around all temporary stockpiles of fill, topsoil, and excavated overburden. Silt fence shall be maintained in good condition until such time as said stockpiles are removed and stockpiling areas are brought to final grade and permanently stabilized. • Seeding/mulch shall be used to stabilize inactive areas of topsoil and fill that is to remain stockpiled on-site for periods greater than 14 days. Prior to the seeding operation,the stockpiled material shall be graded as needed and feasible to permit the use of conventional equipment for seedbed preparation, seeding, mulch application and mulch anchoring. • If applicable, all disturbed slopes greater than 3:1 shall receive biodegradable rolled fabric to protect slopes from erosion. • Water trucks will be used for dust control on roadways. • Site debris and rubbish shall be properly disposed of daily. SWPPP F' <. ;rs� � 2 • Stockpiled construction materials shall be covered, contained, and elevated. • The contractor shall avoid the use of toxic products and materials to the maximum extent. • Spill control supplies and Material Safety Data Sheets (MSDS) shall be stocked and maintained in readily accessible locations. All temporary controls must be functioning and left in-place until the entire contributing area treated by the practice reaches final stabilization. All Erosion & Sediment Control practices shall be installed and maintained in accordance with"NYS Standards for Erosion &Sediment Control" (2016-Blue Book). SiteAssessmentand Inspections All erosion and sediment control measures shall be routinely inspected by the owner or his representative to ensure control measures are functioning properly at all times. At a minimum, routine inspections should take place after all heavy storm events. Erosion control devices shall be cleaned and repaired as necessary to insure proper operation. Per the City of Saratoga Springs Stormwater ordinance, the owner/operator shall maintain a record of all project documents including the SWPPP and any inspection reports the duration of the project. Stabilization The operator shall initiate stabilization measures as soon as practical in portions of the site where construction activities have temporarily or permanently ceased,but in no case more than 14 days after the construction activity in the portion of the site has temporarily or permanently been ceased. The soil stabilization measures selected shall be in conformance with the most currentversion of the technical standard,"New York Standards and Specifications for Erosion and Sediment Control." This requirement does not apply when construction activity is temporarily or permanently ceased due to snow cover or frozen ground conditions. In this case stabilization measures shall be initiated as soon as practicable. WinterStabilization The following measures shall apply for construction activities involved with land disturbance and exposure between November 15th and April 1St. • Ensure adequate storage is provided for cleared snow and control of inelt water in a manner not affecting ongoing construction activities. • Enlarge and stabilize access points for snow management and stockpiling. Snow management activities must not destroy or degrade installed erosion and sediment control practices. SWPPP F� K: ;� s� � 3 • A minimum 25-foot buffer shall be maintained from all perimeter controls such as silt fence. Mark silt fence with tall stakes that are visible above the snowpack. • Sediment barriers must be installed at all appropriate perimeter and sensitive locations. As applicable silt fence and other practices requiring earth disturbance shall be installed before the ground freezes. • Soil stockpiles must be protected by the use of established vegetation, anchored straw mulch,rolled stabilization matting, or other durable covering. A barrier must be installed at least 15 feet from the toe of the stockpile to prevent soil migration and to capture loose soil. • In areas where soil disturbance activity has temporarily or permanently ceased,the application of soil stabilization measures should be initiated by the end of the next business day and completed within three (3) days. Rolled erosion control blankets must be used on all slopes 3 horizontal to 1 vertical or steeper. • If straw mulch alone is used for temporary stabilization, it shall be applied at double the standard rate of 2 tons per acre,making the application rate 4 tons per acre. Other manufactured mulches should be applied at double the manufacturer's recommended rate. • To ensure adequate stabilization of disturbed soil in advance of a melt event, areas of disturbed soil should be stabilized at the end of each work day unless: o work will resume within 24 hours in the same area and no precipitation is forecast or; o the work is in disturbed areas that collect and retain runoff, such as open utility trenches, foundation excavations, or water management areas. Main ten an ce The owner/operator shall inspect the integrity and function of all temporary erosion control measures to ensure they are being maintained in effective operating condition at all times. To assure proper function, siltation barriers shall be maintained in good condition and reinforced, extended, repaired, re-seeded and protected from further erosion. All accumulated sediment shall be removed and contained in appropriate spoil areas.Water shall be applied to newly seeded areas as needed until grass cover is well established. Sedimentation control measures shall be monitored to ensure proper functionality. The following items shall be routinely inspected by the owner. • Silt fencing shall be inspected regularly for undermining and deterioration. • Seeded/mulched areas shall be inspected regularly to see that a good stand is maintained without erosion.Areas shall be repaired as necessary. • The construction entrance(s) shall be maintained in a condition, which will prevent tracking or flowing of sediment onto public R.O.W. All sediment SWPPP F' <. ;rs� �4 spilled, dropped, washed or tracked onto public R.O.W. must be removed immediately. • The site shall be visually inspected for residues, stains or traces of pollutants on paved surfaces and around structures or valves. • Erosion control devices must be cleaned when sediment reaches 50%. IV. WATER QUALITY AND QUANTITY CONTROL PLAN In accordance with the City of Saratoga Springs regulations, appropriate Stormwater Quality (WQv) and Quantity Controls are provided for the post-construction condition. Analysis Criteria Both the hydrologic and hydraulic drainage analyses for this project were based on accepted methodologies presented in the New York State Stormwater Management Design Manual. WQv is based on the 90th percentile one-year event (1.15"). Stream Channel Protection Volume (CPv) was determined using the one-year rainfall event (2.20"). Overbank Flood Control (Qp) and Extreme Flood Control (Qf� were determined using the 10 (3.75") and 100-year (6.50") events, respectively. Required storage volumes were calculated by examining the pre- and post- construction conditions using the TR-55 methodology, applied with HydroCAD software to compute runoff quantities and rates. Pond routing is completed using TR- 20 methodology to determine resultant water surface elevations. As described in Section III above, stormwater runoff from the area of development discharges to two analysis points, A and B. Increased runoff from new impervious areas include building rooftops, paved driveways, and sidewalks. Appendix B of this report contains the calculations, drainage area sizes and configurations for the pre and post-development runoff. All runoff from impervious surfaces will be treated for water quality prior to discharging from the site. Stormwater management systems used for this site include porous pavement, a dry well, and filter strips. Water Quality In accordance with the New York State Stormwater Design Manual and conditions of GP-0-20-001, Water Quality Volumes are reduced by the application of approved Green Infrastructure Practices and SMP's with runoff reduction capacity. The proposed redevelopment will result in an increase of impervious cover.As defined in Chapter 9 of the New York State Stormwater Design Manual preexisting impervious area must be provided a minimum of 25%WQv or a total of 151 ft3. Under Chapter 4 of the NYSSWDM the new impervious area must be provided 100%WQv. In addition, at a minimum all new impervious area must also meet the minimum runoff reduction SWPPP F' <. ;rs� � 5 volume (RRv) requirements in accordance with Chapter 5 of the NYSSWDM. RRv treatment is provided through the use of porous pavement, a dry well, and filter strips.All Water Quality practices have been designed to treat their calculated water quality volume as well as safely conveying the 10-yr storm event. See Appendix E for calculations and sizing of stormwater treatment practices. Below is a summary of the green practices applied for runoff reduction: Porous Pavement - The use of porous pavement within the parking stalls provides adequate quality and quantity treatment for all paved surfaces. Dry Well-The development will incorporate a dry well for rooftop runoff.Applicable pretreatment techniques will be applied prior to infiltration. Filter Strip - Remaining rooftop runoff will be treated through the use of vegetated filter strips. In accordance with the NYS DEC Design Manual requirement for runoff reduction requirements a discussion of other potential green infrastructure practices is provided below. The table below provides a summary of the acceptable Green Infrastructure Techniques that have been discounted: Techni ue Reason Discounted Rain Gardens Not used-Limited s ace on-site Storm Planters Not used-Limited s ace on-site Rain Tanks-Cistern Not used-Maintenance and costs are hi h Green Roof Not used-Does not match surroundin architecture Dr Swale Not used-Limited s ace on-site Water Quantity Quantity control for the project will be provided through temporary storage within the proposed porous pavement and drywell, including the Overbank Flood Control (Qp) and Extreme Flood Control (Qf) rainfall events. V. SUMMARY The stormwater management system will prevent flooding, nutrient loading, and erosion that may result from development while at the same time maintaining the current hydrologic conditions of the site. Based upon the attached conditions, plans and summaries the proposed stormwater controls, as designed, will function adequately and not adversely impact adjacent or downstream properties.In addition, the guidelines set by the NYSDEC Stormwater Design Manual relative to redevelopment sites have been met. SWPPP F� K: ;rs� � 6 APPENDIX A SITE LOCATION AND SOIL MAP SWPPP Pa � � �A g ,r y �� ��/ aeraioga .��• � � — ���1 �� l i � ,. � �U Q� l ` � � $ more Co� ge . �� ���' . \� � � •o .� � -.— n .'�•.� �' �.� • '�BO ND� �S `�J.. .� •� � � ���> � � o pAD �North� —�L CITY � ��Side i !� •,. 'DE � 39l 0�, i 63 376�F' 3e � -�k . . . �p r � Q � � v Q; , � .A� ; % ° Q 0e� � ��`4 .� . 3a Golf Course , � •� � ,r ' � � i� C� � � P � . 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ONLY COPIES MADE FROM THE 126 WEST AVE ORIGINAL OF THIS DRAWING CITY OF SARATOGA SPRINGS BEARING AN ORIGINAL INKED oR EMBOSSED SEAL AND ingalls&associates, LLP COUNTY OF SARATOGA STATE OF NEW YORK SIGNATURE SHALL BE CONSIDERED engineering,environmental,surveying pq�: CHECKED BY:DFI TO BE VALID TRUE COPIES. 2603GUILDERLANDAVENUE OCTOBER 13, 2021 JOB NO.19-146 SCALE: �� = 2.000� � COpyTight 2015-IngallS& SCHENECTADY,N.Y.12306 DAVID F. INGALLS JR., P.E. PHONE(518)393-7725 DRAWN BY: JCH Associates,LLP-All rights reserved N.Y.S. LIC. N0. 064993 FAX(518)393-2324 CADD FILE: 19-146 DF.dwg SHEET 1 OF 1 �JSp/� United States A product ofthe National Custom Soil Resource = Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for n I ��� States Department of IV Agriculture and other S a rato g a Federal agencies, State Natural agencies including the Resources Agricultural Experiment �O u ���' ��� Conservation Stations, and local Service participants Yo rk - -_ � ' w . � � � . � ��.. � > _ 4.,'\t_ '.. . . ��4r'" . ' ' K � ' x� � .�.. �� � �� d ��..�'�-,��' �9.- - • , , �;���'i1, � �1�, ; ' e . i r � ,. � . �qd"�. T II�I . - " � .. L M j � � ��I �� . _ " � ..1: �II�� �, . �a. �' "'� . _ ' ���� lil�� y � �T ��w �. �, :�� T' , �� _ - - - ' •tl: . , .��� .�.�'�J� ..�,i � ..;¢ A.e����� r - ' — � � _ _ I f 'li� ��� ���� � � • �, �� • ' �'��� _ ` . _ -� '��.� � ; '���$.`�, ' _. "�r} ^R I �.1',i � � - .i " :TM ' ' �F� f�r - �YF� +' • , . L..y . .. . � .� � __ - ���" � � � �?�� .��� �r� � 4 � '�I - � �� _ y��C'�� � � � . . � ,� .° � � � .J��, _ .I `�� , ��;�. . £ � �•,�, * t �- . �... �� . �� � a �� ' � +'w� �. �-o ���������� �' -�-' f r ��_ October 18, 2021 P reface 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.nres.usda.gov/wps/ portal/nres/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=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_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 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Saratoga County, New York............................................................................13 WnB—Wndsor loamy sand, 3 to 8 percent slopes.....................................13 References............................................................................................................15 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 Custom Soil Resource Report 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 ineasurements 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 forthe 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 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 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 Custom Soil Resource Report � Soil Map � � � � � �nso �aao swaio swaa� ��a� ��aao swaso swae� swa� ��aeo ��aso sw`oo swsia �0 4����N � � I �� . � . . _ . �� �. I� I I ai�a�ss�N 1 ��� 8 �� � - ,� �. � � m � r�,j f1� I�.a _Ry�•, '9``�� " _ _ - � 1° - �� I' �--.��,., � � 'd� ' � - w a � � ._ � � � '� _ �p ��t � �'- -� �+� . � � " '� .- �; e� P,�� 'i�"� . � ��� r�J•- ,�'�' � �'" � �.!� r � Y. �r � . � � +1„ � � 4� ,',��� at, �'�.• —� Ao ��._ � t-�� � � � �� �, � �p i _ ; -. ��rf —� ,. � . , ,�s � � :;�� 'jh �� _� _.-`S� 4� � �w. 1� - ' •;1�� `��`�=�� ��'b. � � �r '� .;►1 � � f - � � `x ; � �r . _ ,�—� � � .� . ;� .��: -� Suil Map may iiot be valid at tliis scale. - ' _ _ - ' -��,r_tr �, II � "���-_.���- �� ai�a����N • � - � �'� � '� � _�- � � ��°�34��" swaao ��aio ��azo swaso swaaa ��ao ��am ��a�o swae� swaso ��sao ��sio � � � Map Scale:1:553 if pnnt�on A landsope(11"x 8.5")shcet. � N Me�rs �, 0 5 10 20 30 A �t o � � ,� ,� Map projection:W�M�cator Cnm�coordinates:WG584 Edgetics:UTM Zone 18N WG584 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOp 124,000. Stony Spot Soils � Very Stony Spot soii mlap unit Poiygons Warning:Soil Map may not be valid at this scale. Wet Spot r r Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause other misunderstandin of the detail of ma in and accurac of soil 0 Soil Map Unit Points �` g pp g y , Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed �u Blowout Water Features scale. Streams and Canals �. Borrow Pit Transportation Please rely on the bar scale on each map sheet for map � Clay Spot Rails measurements. i-i-r ;��, Closed Depression � Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service � US Routes Web Soil Survey URL: , Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) �� Landfll �ocai Roads Maps from the Web Soil Survey are based on the Web Mercator • Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the � n4arsh or swamp �,". neriai Photography Albers equal-area conic projection,should be used if more - Mine or Quarry accurate calculations of distance or area are required. _ Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perenniai water of the version date(s)listed below. Rock Outcrop Soil Survey Area: Saratoga County,New York _L Saline Spot Survey Area Data: Version 21,Sep 1,2021 o Sandy Spot Soil map units are labeled(as space allows)for map scales ^ Severely Eroded Spot 1:50,000 or larger. a Sinkhole Date(s)aerial images were photographed: Jun 10,2015—Mar Slide or Slip 29,2017 � Sodic Spot 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. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI WnB Windsor loamy sand,3 to 8 0.8 100.0°k percent slopes Totals for Area of Interest 0.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Wthin a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 11 Custom Soil Resource Report 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. 12 Custom Soil Resource Report 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 airtemperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition �ndsor, loamy sand, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform: Dunes, outwash plains, deltas, outwash terraces Landform position (three-dimensional):Tread, riser Down-slope shape: Convex, linear 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 O-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: 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 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA- Dry Outwash Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Hinckley, loamy sand Percent of map unit: 10 percent Landform: Deltas, kames, eskers, outwash plains Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Head slope, nose slope, side slope, crest, rise Down-slope shape: Convex Across-slope shape: Convex, linear Hydric soil rating: No Deerfield, loamy sand 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 14 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 Wldlife 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.nres.usda.gov/wps/portal/ n res/d eta i I/n ati o n a I/s o i Is/?cid=n res 142 p2_0 54262 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.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wldlife 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.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepastu re/?cid=stelprdb1043084 15 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=n res 142 p2_05 3624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.n res.usda.gov/I nternet/FSE_DOCU M ENTS/n res142p2_052290.pdf 16 APPENDIX B DRAINAGE ANALYSIS SWPPP Pa �; :� �B ,, �_-`-'��'�s ';,s' �, .: � �i aM MAN��E E�\ � � �so 0 �,�� S�1E i i om�i '�° �-- i �� �E \� —N ' � '� � ' � � s��'� ��o, � � � � � "��� � � �M1 w�s� i � �siTe �ocnTioN MnP ���, � � � / ��� ��O � � � � / oEEo RE�RENOEs � Po�m��a�,.� —_— I � <��� V = cw ensN lNzz�o,�'<a,� �" � � � ,��,an,,. ,�m����.� ---- �� —� � �� �' �/ „�w��o,�a�.�Gaw,�om,��xs���r.a � sB4� I'� � � ,�ia3 �„o,�� „�w,=oma�o�Gaw,,�,,.=.nw�G�.o P.o�o�w" _—�a�_ m ; --�_ °,� ' '�-��� � ��N� ��aE�EREN�s �.o�;� o o � � �, , �� �o,�,N -' ,� �� g°�, b �.o���.o� ���9 � �� -- �`— �� �R,w ` ` / \ ���w..o��o��..�,E.�,o„�R.,ww�o��_� �azµo��o�x ���;���'G':x�a� o � D � _��—'�,��_ — �`<o,�N��� ��s , �.�.,��....�.. . o�G � P�NEao sc—'�oz `� � � �—�-- � °""°w _5,930± SF \ / r�s�o�rv..�,E.k,o„�a w oa�w,�w,o.,o„.,w.o rvo w�o,,,,, •�rv����w mw� _ _"'_ _ K �I" z s�"k o ti� / I /\ \ s `—E_ \. aoaK,.P.wo«so•��.o.�k,��..�s,��ow<��,���ao �oav.o,� /��� �s s) I �"� � �� \ � � ae iNv s�oe�(�sv� � � �iNm 3�i. �„�G9�,E�.,o..a�a��o,o��o,s� �P��=G�,o.�,«o .�n�„�w�m 0 g m I��� i. / m,l �/ s � _ 1 m � / fX/Sj'�';/� � • / \ �cc �xaE�woEo. «w�,.,�G�a�,�µ��P,o o,E,��sw.�o,�a m oa rAx MAa io�. �I�� � Ma�e� y:�� RqM S� �� � ��� „ _ ��" , �,o o�.ao� -- ' ,�.-a-,-x, I I � � I / '> eo�o �i� e`�9��,za•-,rew�E � siTEAReA�. I �eI,RE wo� �jJ I � � � � e�asw� �� 5�— l.����— G..�„��„�.���tio,��o�,oti,���M.P. �^.��,..o o.��w�.�,�.��, owiveR� � �� '�s�g � �i� i �.. o,eEs�� �V aaoPreoPEre.�Es��� � � o� �� �� reF p���Wc �� �/� � w��o�.o��w o,„se�o�.�w��=�o o.��,,,,�, � r s�—,o, �> � �l� �� ,�E� „�� 30,330± SF. _ � -�� 11 � � PM/�E r'�,,1 �w�����m%w�µo,.a��.m��o.,�,�o� ,,,�E _3,'isa�s aoo � �\ 0 a ) _' / _ C�i 2ai7 s,la°�s ,�` ' OV'� .ReNeN�Nv s,E_ n )" � A rr� �i�AV`�,.G:—� � � � � � / V� �„ \ R� rouNo � � A� ���v / � ' �5� / �� 1 � � � / � � � / �� eiM.Sn,�s ��� � / � / ��a� � � y+6s� lz�oaK t , /� s MA3�N> � �,`;R��i Q r��� a� � � P��� �„��9�5> � �e � '��Rass�ti � � i ����� �.z I, �' c �i _ — s,�NE� EXISTING DRAINAGE B&D PROPERTIES,LLC l26 WfSi AVf �ingelk&aw' kLLP ��ocrrv� �p'SCALEµ�o 101 102 SC 101 SC 102 AP A AP B AP A AP B Subcat Reach on Link Routing Diagram for Ex Drainage Prepared by Ingalls&Associates, LLP, Printed 10/18/2021 HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Ex Drainage Type 1124-hr 1 YrRainfa11=2.20" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 2 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 101: SC - 101 Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>0.02" Tc=6.0 min UT Adjusted CN=55 Runoff=0.00 cfs 0.001 af Subcatchment 102: SC - 102 Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>0.00" Tc=6.0 min UT Adjusted CN=51 Runoff=0.00 cfs 0.000 af Link AP A: AP A Inflow=0.00 cfs 0.001 af Primary=0.00 cfs 0.001 af Link AP B: AP B Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Total Runoff Area= 0.832 ac Runoff Volume= 0.001 af Average Runoff Depth = 0.02" 76.96% Pervious= 0.641 ac 23.04% Impervious = 0.192 ac Ex Drainage Type 1124-hr 1 YrRainfa11=2.20" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 3 Summary for Subcatchment 101: SC - 101 Runoff = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfa11=2.20" Area (s� CN Adj Description 7,771 98 Unconnected pavement, HSG A 22,559 49 50-75% Grass cover, Fair, HSG A 30,330 62 55 Weighted Average, UT Adjusted 22,559 74.38% Pervious Area 7,771 25.62% Impervious Area 7,771 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 102: SC - 102 Runoff = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfa11=2.20" Area (s� CN Adj Description 583 98 Unconnected pavement, HSG A 5,347 49 50-75% Grass cover, Fair, HSG A 5,930 54 51 Weighted Average, UT Adjusted 5,347 90.17% Pervious Area 583 9.83% Impervious Area 583 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Link AP A: AP A Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 0.02" for 1 Yr event Inflow = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Ex Drainage Type 1124-hr 1 YrRainfa11=2.20" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 4 Summary for Link AP B: AP B Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 0.00" for 1 Yr event Inflow = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Ex Drainage Type 1124-hr 10 YrRainfa11=3.75" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 101: SC - 101 Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>0.37" Tc=6.0 min UT Adjusted CN=55 Runoff=0.37 cfs 0.021 af Subcatchment 102: SC - 102 Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>0.24" Tc=6.0 min UT Adjusted CN=51 Runoff=0.03 cfs 0.003 af Link AP A: AP A Inflow=0.37 cfs 0.021 af Primary=0.37 cfs 0.021 af Link AP B: AP B Inflow=0.03 cfs 0.003 af Primary=0.03 cfs 0.003 af Total Runoff Area= 0.832 ac Runoff Volume= 0.024 af Average Runoff Depth = 0.35" 76.96% Pervious= 0.641 ac 23.04% Impervious = 0.192 ac Ex Drainage Type 1124-hr 10 YrRainfa11=3.75" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 6 Summary for Subcatchment 101: SC - 101 Runoff = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (s� CN Adj Description 7,771 98 Unconnected pavement, HSG A 22,559 49 50-75% Grass cover, Fair, HSG A 30,330 62 55 Weighted Average, UT Adjusted 22,559 74.38% Pervious Area 7,771 25.62% Impervious Area 7,771 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 102: SC - 102 Runoff = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af, Depth> 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (s� CN Adj Description 583 98 Unconnected pavement, HSG A 5,347 49 50-75% Grass cover, Fair, HSG A 5,930 54 51 Weighted Average, UT Adjusted 5,347 90.17% Pervious Area 583 9.83% Impervious Area 583 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Link AP A: AP A Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 0.37" for 10 Yr event Inflow = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af Primary = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Ex Drainage Type 1124-hr 10 YrRainfa11=3.75" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 7 Summary for Link AP B: AP B Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 0.24" for 10 Yr event Inflow = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af Primary = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Ex Drainage Type 1124-hr 100 YrRainfa11=6.50" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 101: SC - 101 Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>1.62" Tc=6.0 min UT Adjusted CN=55 Runoff=2.14 cfs 0.094 af Subcatchment 102: SC - 102 Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>1.31" Tc=6.0 min UT Adjusted CN=51 Runoff=0.33 cfs 0.015 af Link AP A: AP A Inflow=2.14 cfs 0.094 af Primary=2.14 cfs 0.094 af Link AP B: AP B Inflow=0.33 cfs 0.015 af Primary=0.33 cfs 0.015 af Total Runoff Area= 0.832 ac Runoff Volume= 0.109 af Average Runoff Depth = 1.57" 76.96% Pervious= 0.641 ac 23.04% Impervious = 0.192 ac Ex Drainage Type 1124-hr 100 YrRainfa11=6.50" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 9 Summary for Subcatchment 101: SC - 101 Runoff = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af, Depth> 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfa11=6.50" Area (s� CN Adj Description 7,771 98 Unconnected pavement, HSG A 22,559 49 50-75% Grass cover, Fair, HSG A 30,330 62 55 Weighted Average, UT Adjusted 22,559 74.38% Pervious Area 7,771 25.62% Impervious Area 7,771 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 102: SC - 102 Runoff = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af, Depth> 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfa11=6.50" Area (s� CN Adj Description 583 98 Unconnected pavement, HSG A 5,347 49 50-75% Grass cover, Fair, HSG A 5,930 54 51 Weighted Average, UT Adjusted 5,347 90.17% Pervious Area 583 9.83% Impervious Area 583 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Link AP A: AP A Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 1.62" for 100 Yr event Inflow = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af Primary = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Ex Drainage Type 1124-hr 100 YrRainfa11=6.50" Prepared by Ingalls & Associates, LLP Printed 10/18/2021 HydroCAD� 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 10 Summary for Link AP B: AP B Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 1.31" for 100 Yr event Inflow = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af Primary = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ,, �_—`—'��'�s ';,s' � �'�� s�TE I i li rs,00M/o/E� �,� � � � � �, \g � � �i � � � � s��'� \`�r � :: � � � �;�� � " � .. .���� wVs� i � � �Eo sile��ocnlioN MnP f�.,� � � , / � �� � � � � orro RF FRFti�r� � Po�m��a,« ------ � � - m ensN� � / �'� � � � � � ��a.�,. 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'a.,.rvo,�,Eo�. �ti��a a.��x � - � �/C SC-205 - o�,�o� � �.o�,���Gµ�a� o -- 1,986± SF- SC-201� � � � - �.�.,��....�.. . o�� � 2.540± SF�� � �_ - tio Es`o�ti„�,Ew��o„�a�o«<Ga�w,o.,o„a�G.P tio G,o,,,,, �rv����w mw� �I Z �"� �.E � �� � � �"' � �E- �' � � , i �� i o��Nw>�� � ao�,,P.w��,sz, o,mw.,o�.�w�.��.r�-„�G,�,as,, �oav.o,� /�ll� ,zsi � "I-� i � `,E �vs - mo���PR���., PE�N�3,os�rs,,v �o��ti�.,,��.s��.,�s«P,woG.,�aw��„�o �o I fl� sc-2o3 - � oR oE°��MP ooa«, m �� v,�wna�„�o..�.�w�,o.�,o,� �P�gG„-�.��m o�mwa„��.� � �� � 1�� 5.530± SF � � -� �� �� ' �m � � ` SC-202 ��`� / �..E�woEo LLw�o�s.�M�s�K.,Ms�wo,w�m�ox.w�womow .�om.LL � ��y � �e� o�"_ 8,350± SF- c �,o o��m� ,.,�G�a�,e,���,o-o.,E,�sw.m o„�� I x � L��oRr'0_o �� %� ye r � - �oE e «.���..00.��P�.�,�.�« � � �° � � -_ °Ra�n� ,. � s�nsn �� ��� rAx.MAaio�. I �� cR, � �.orzr � - ��� � - G..�„�_„�.,,���o,=�o�o�,��=M.P �, ,�u' -�F � 1 _,= s�1EAREA � �� «` �, � � .o�.�o��o�.��wo,,,ss..o,...w��,�oo��,.,,,�, o,,.� � �n � `�"` SR,P , ��� PJ�%�� �E ...�E o�ER „ � ���E °� �� ^���' �� � ,�G�R,�����aw�,µo,�����.m��,o.,���P�.,. aaoP s��� ,�.�a(M �oao� � �� �e I � "� °, � a n'� � rRENCN�Nv 3,<. _3,zs(s) ,` _` � f � IQ' { �l ---_ I \�E�9"v / � �nRv[��°� / �� 1 � � - SC-204 � ' � / eiM.n,�s �,.� '17,854± SF�' r PE� e�� � �� \ �� �z"oarc � �� �/� � s Ma3��E �� � ��p����� Q �AP � � Pvc i� .3n,�e[s> . � � �°��� �.z �� c �i _ — s,�NE� PROPOSED DRAINAGE B&D PROPERTIES,LLC l26 WfSi AVf �ingelk&aw' kLLP ��ocrrv� �p'SCALEµ�o B � 2O5 AP B SC -205 P 1 202 / sc -202 201 Porous Pavement 1 SC -201 203 —� DW-1 —D P 2 SC -203 Dry Well 1 Porous Pavement 2 204 C B-1 CB-1 SC -204 A AP A Subcat Reach on Link Routing Diagram for PR Drainage 12-30-21 Prepared byAvatara, Printed 1/17/2022 HydroCADO 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 2 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 201: SC -201 Runoff Area=2,540 sf 90.55% Impervious Runoff Depth>1.40" Tc=6.0 min CN=93 Runoff=0.15 cfs 0.007 af Subcatchment 202: SC -202 Runoff Area=8,350 sf 92.16% Impervious Runoff Depth>1.48" Tc=6.0 min CN=94 Runoff=0.50 cfs 0.024 af Subcatchment 203: SC -203 Runoff Area=5,530 sf 76.49% Impervious Runoff Depth>0.92" Tc=6.0 min CN=86 Runoff=0.22 cfs 0.010 af Subcatchment 204: SC -204 Runoff Area=17,854 sf 25.39% Impervious Runoff Depth>0.02" Tc=6.0 min UT Adjusted CN=55 Runoff=0.00 cfs 0.001 af Subcatchment 205: SC -205 Runoff Area=1,986 sf 0.00% Impervious Runoff Depth>0.00" Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af Reach CB-1: CB-1 Avg. Flow Depth=0.00' Max Ve1=0.00 fps Inflow=0.00 cfs 0.000 af 12.0" Round Pipe n=0.012 L=37.0' S=0.0568 '/' Capacity=9.20 cfs Outflow=0.00 cfs 0.000 af Pond DW-1: Dry Well 1 Peak Elev=314.91' Storage=91 cf Inflow=0.22 cfs 0.010 af Discarded=0.08 cfs 0.010 af Primary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.010 af Pond PP 1: Porous Pavement 1 Peak EIev=320.30' Storage=0 cf Inflow=0.15 cfs 0.007 af Discarded=0.15 cfs 0.007 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.007 af Pond PP 2: Porous Pavement 2 Peak EIev=318.30' Storage=0 cf Inflow=0.50 cfs 0.024 af Discarded=0.50 cfs 0.024 af Primary=0.00 cfs 0.000 af Outflow=0.50 cfs 0.024 af Link A: AP A Inflow=0.00 cfs 0.001 af Primary=0.00 cfs 0.001 af Link B: AP B Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Total Runoff Area= 0.832 ac Runoff Volume= 0.041 af Average Runoff Depth = 0.59" 48.27% Pervious= 0.402 ac 51.73% Impervious = 0.431 ac PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 3 Summary for Subcatchment 201: SC - 201 Runoff = 0.15 cfs @ 11.97 hrs, Volume= 0.007 af, Depth> 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfa11=2.20" Area (s� CN Description 2,300 98 Unconnected pavement, HSG A 240 49 50-75% Grass cover, Fair, HSG A 2,540 93 Weighted Average 240 9.45% Pervious Area 2,300 90.55% Impervious Area 2,300 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 202: SC - 202 Runoff = 0.50 cfs @ 11.97 hrs, Volume= 0.024 af, Depth> 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfa11=2.20" Area (s� CN Description 7,695 98 Unconnected pavement, HSG A 655 49 50-75% Grass cover, Fair, HSG A 8,350 94 Weighted Average 655 7.84% Pervious Area 7,695 92.16% Impervious Area 7,695 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 203: SC - 203 Runoff = 0.22 cfs @ 11.97 hrs, Volume= 0.010 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfa11=2.20" PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 4 Area (s� CN Description 4,230 98 Unconnected pavement, HSG A 1,300 49 50-75% Grass cover, Fair, HSG A 5,530 86 Weighted Average 1,300 23.51% Pervious Area 4,230 76.49% Impervious Area 4,230 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 204: SC - 204 Runoff = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfa11=2.20" Area (s� CN Adj Description 4,534 98 Unconnected pavement, HSG A 13,320 49 50-75% Grass cover, Fair, HSG A 17,854 61 55 Weighted Average, UT Adjusted 13,320 74.61% Pervious Area 4,534 25.39% Impervious Area 4,534 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 205: SC - 205 Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfa11=2.20" Area (s� CN Description 1,986 49 50-75% Grass cover, Fair, HSG A 1,986 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 5 Summary for Reach CB-1: CB-1 Inflow Area = 0.377 ac, 86.63% Impervious, Inflow Depth = 0.00" for 1 Yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 9.20 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 37.0' Slope= 0.0568 '/' Inlet Invert= 316.60', Outlet Invert= 314.50' Summary for Pond DW-1: Dry Well 1 Inflow Area = 0.127 ac, 76.49% Impervious, Inflow Depth > 0.92" for 1 Yr event Inflow = 0.22 cfs @ 11.97 hrs, Volume= 0.010 af Outflow = 0.08 cfs @ 12.10 hrs, Volume= 0.010 af, Atten= 65%, Lag= 7.8 min Discarded = 0.08 cfs @ 12.10 hrs, Volume= 0.010 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 314.91' @ 12.10 hrs Surf.Area= 113 sf Storage= 91 cf Flood Elev= 321.00' Surf.Area= 573 sf Storage= 752 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.1 min ( 798.9 - 792.8 ) Volume Invert Avail.Storage Storage Description #1 314.00' 251 cf 8.00'D x 5.00'H Vertical Cone/Cylinder Inside#2 #2 313.50' 148 cf 12.00'D x 5.50'H Vertical Cone/Cylinder 622 cf Overall - 251 cf Embedded = 371 cf x 40.0% Voids #3 320.00' 352 cf Custom Stage Data (Conic) Listed below(Recalc) 752 cf Total Available Storage PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 6 Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 320.00 255 0 0 255 321.00 460 352 352 470 Device Routing Invert Outlet Devices #1 Discarded 313.50' 20.000 in/hr Exfiltration over Wetted area #2 Primary 317.25' 6.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.08 cfs @ 12.10 hrs HW=314.91' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=313.50' TW=318.30' (Dynamic Tailwater) L2=0rifice/Grate ( Controls 0.00 cfs) Summary for Pond PP 1: Porous Pavement 1 Inflow Area = 0.058 ac, 90.55% Impervious, Inflow Depth > 1.40" for 1 Yr event Inflow = 0.15 cfs @ 11.97 hrs, Volume= 0.007 af Outflow = 0.15 cfs @ 11.97 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Discarded = 0.15 cfs @ 11.97 hrs, Volume= 0.007 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.30' @ 5.00 hrs Surf.Area= 1,130 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 766.5 - 766.5 ) Volume Invert Avail.Storage Storage Description #1 320.30' 452 cf Custom Stage Data (Prismatic) Listed below(Recalc) 1,130 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 1,130 0 0 321.30 1,130 1,130 1,130 Device Routing Invert Outlet Devices #1 Primary 320.80' 4.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 320.30' 20.000 in/hr E�iltration over Horizontal area Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=320.30' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.52 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=320.30' TW=318.30' (Dynamic Tailwater) L1=0rifice/Grate ( Controls 0.00 cfs) PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 7 Summary for Pond PP 2: Porous Pavement 2 Inflow Area = 0.377 ac, 86.63% Impervious, Inflow Depth > 0.75" for 1 Yr event Inflow = 0.50 cfs @ 11.97 hrs, Volume= 0.024 af Outflow = 0.50 cfs @ 11.97 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Discarded = 0.50 cfs @ 11.97 hrs, Volume= 0.024 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 318.30' @ 11.95 hrs Surf.Area= 1,816 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 761.3 - 761.3 ) Volume Invert Avail.Storage Storage Description #1 318.30' 726 cf Custom Stage Data (Prismatic) Listed below(Recalc) 1,816 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.30 1,816 0 0 319.30 1,816 1,816 1,816 Device Routing Invert Outlet Devices #1 Discarded 318.30' 20.000 in/hr E�iltration over Horizontal area #2 Primary 318.80' 6.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.84 cfs @ 11.97 hrs HW=318.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.84 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=318.30' TW=316.60' (Dynamic Tailwater) L2=0rifice/Grate ( Controls 0.00 cfs) Summary for Link A: AP A Inflow Area = 0.787 ac, 54.73% Impervious, Inflow Depth > 0.01" for 1 Yr event Inflow = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: AP B Inflow Area = 0.046 ac, 0.00% Impervious, Inflow Depth > 0.00" for 1 Yr event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 201: SC -201 Runoff Area=2,540 sf 90.55% Impervious Runoff Depth>2.79" Tc=6.0 min CN=93 Runoff=0.28 cfs 0.014 af Subcatchment 202: SC -202 Runoff Area=8,350 sf 92.16% Impervious Runoff Depth>2.89" Tc=6.0 min CN=94 Runoff=0.93 cfs 0.046 af Subcatchment 203: SC -203 Runoff Area=5,530 sf 76.49% Impervious Runoff Depth>2.16" Tc=6.0 min CN=86 Runoff=0.50 cfs 0.023 af Subcatchment 204: SC -204 Runoff Area=17,854 sf 25.39% Impervious Runoff Depth>0.37" Tc=6.0 min UT Adjusted CN=55 Runoff=0.22 cfs 0.013 af Subcatchment 205: SC -205 Runoff Area=1,986 sf 0.00% Impervious Runoff Depth>0.19" Tc=6.0 min CN=49 Runoff=0.01 cfs 0.001 af Reach CB-1: CB-1 Avg. Flow Depth=0.00' Max Ve1=0.00 fps Inflow=0.00 cfs 0.000 af 12.0" Round Pipe n=0.012 L=37.0' S=0.0568 '/' Capacity=9.20 cfs Outflow=0.00 cfs 0.000 af Pond DW-1: Dry Well 1 Peak Elev=317.78' Storage=308 cf Inflow=0.50 cfs 0.023 af Discarded=0.13 cfs 0.023 af Primary=0.00 cfs 0.000 af Outflow=0.13 cfs 0.023 af Pond PP 1: Porous Pavement 1 Peak EIev=320.30' Storage=0 cf Inflow=0.28 cfs 0.014 af Discarded=0.28 cfs 0.014 af Primary=0.00 cfs 0.000 af Outflow=0.28 cfs 0.014 af Pond PP 2: Porous Pavement 2 Peak Elev=318.32' Storage=18 cf Inflow=0.93 cfs 0.046 af Discarded=0.85 cfs 0.047 af Primary=0.00 cfs 0.000 af Outflow=0.85 cfs 0.047 af Link A: AP A Inflow=0.22 cfs 0.013 af Primary=0.22 cfs 0.013 af Link B: AP B Inflow=0.01 cfs 0.001 af Primary=0.01 cfs 0.001 af Total Runoff Area= 0.832 ac Runoff Volume= 0.096 af Average Runoff Depth = 1.38" 48.27% Pervious= 0.402 ac 51.73% Impervious = 0.431 ac PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 9 Summary for Subcatchment 201: SC - 201 Runoff = 0.28 cfs @ 11.96 hrs, Volume= 0.014 af, Depth> 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (s� CN Description 2,300 98 Unconnected pavement, HSG A 240 49 50-75% Grass cover, Fair, HSG A 2,540 93 Weighted Average 240 9.45% Pervious Area 2,300 90.55% Impervious Area 2,300 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 202: SC - 202 Runoff = 0.93 cfs @ 11.96 hrs, Volume= 0.046 af, Depth> 2.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (s� CN Description 7,695 98 Unconnected pavement, HSG A 655 49 50-75% Grass cover, Fair, HSG A 8,350 94 Weighted Average 655 7.84% Pervious Area 7,695 92.16% Impervious Area 7,695 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 203: SC - 203 Runoff = 0.50 cfs @ 11.97 hrs, Volume= 0.023 af, Depth> 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 10 Area (s� CN Description 4,230 98 Unconnected pavement, HSG A 1,300 49 50-75% Grass cover, Fair, HSG A 5,530 86 Weighted Average 1,300 23.51% Pervious Area 4,230 76.49% Impervious Area 4,230 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 204: SC - 204 Runoff = 0.22 cfs @ 12.00 hrs, Volume= 0.013 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (s� CN Adj Description 4,534 98 Unconnected pavement, HSG A 13,320 49 50-75% Grass cover, Fair, HSG A 17,854 61 55 Weighted Average, UT Adjusted 13,320 74.61% Pervious Area 4,534 25.39% Impervious Area 4,534 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 205: SC - 205 Runoff = 0.01 cfs @ 12.04 hrs, Volume= 0.001 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (s� CN Description 1,986 49 50-75% Grass cover, Fair, HSG A 1,986 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 11 Summary for Reach CB-1: CB-1 Inflow Area = 0.377 ac, 86.63% Impervious, Inflow Depth = 0.00" for 10 Yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 9.20 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 37.0' Slope= 0.0568 '/' Inlet Invert= 316.60', Outlet Invert= 314.50' Summary for Pond DW-1: Dry Well 1 Inflow Area = 0.127 ac, 76.49% Impervious, Inflow Depth > 2.16" for 10 Yr event Inflow = 0.50 cfs @ 11.97 hrs, Volume= 0.023 af Outflow = 0.13 cfs @ 12.12 hrs, Volume= 0.023 af, Atten= 75%, Lag= 9.3 min Discarded = 0.13 cfs @ 12.12 hrs, Volume= 0.023 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 317.78' @ 12.12 hrs Surf.Area= 113 sf Storage= 308 cf Flood Elev= 321.00' Surf.Area= 573 sf Storage= 752 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 17.9 min ( 792.2 - 774.3 ) Volume Invert Avail.Storage Storage Description #1 314.00' 251 cf 8.00'D x 5.00'H Vertical Cone/Cylinder Inside#2 #2 313.50' 148 cf 12.00'D x 5.50'H Vertical Cone/Cylinder 622 cf Overall - 251 cf Embedded = 371 cf x 40.0% Voids #3 320.00' 352 cf Custom Stage Data (Conic) Listed below(Recalc) 752 cf Total Available Storage PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 12 Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 320.00 255 0 0 255 321.00 460 352 352 470 Device Routing Invert Outlet Devices #1 Discarded 313.50' 20.000 in/hr Exfiltration over Wetted area #2 Primary 317.25' 6.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.13 cfs @ 12.12 hrs HW=317.75' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=313.50' TW=318.30' (Dynamic Tailwater) L2=0rifice/Grate ( Controls 0.00 cfs) Summary for Pond PP 1: Porous Pavement 1 Inflow Area = 0.058 ac, 90.55% Impervious, Inflow Depth > 2.79" for 10 Yr event Inflow = 0.28 cfs @ 11.96 hrs, Volume= 0.014 af Outflow = 0.28 cfs @ 11.96 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Discarded = 0.28 cfs @ 11.96 hrs, Volume= 0.014 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.30' @ 11.95 hrs Surf.Area= 1,130 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 751.3 - 751.3 ) Volume Invert Avail.Storage Storage Description #1 320.30' 452 cf Custom Stage Data (Prismatic) Listed below(Recalc) 1,130 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 1,130 0 0 321.30 1,130 1,130 1,130 Device Routing Invert Outlet Devices #1 Primary 320.80' 4.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 320.30' 20.000 in/hr E�iltration over Horizontal area Discarded OutFlow Max=0.52 cfs @ 11.96 hrs HW=320.30' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.52 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=320.30' TW=318.30' (Dynamic Tailwater) L1=0rifice/Grate ( Controls 0.00 cfs) PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 13 Summary for Pond PP 2: Porous Pavement 2 Inflow Area = 0.377 ac, 86.63% Impervious, Inflow Depth > 1.47" for 10 Yr event Inflow = 0.93 cfs @ 11.96 hrs, Volume= 0.046 af Outflow = 0.85 cfs @ 11.98 hrs, Volume= 0.047 af, Atten= 9%, Lag= 0.7 min Discarded = 0.85 cfs @ 11.98 hrs, Volume= 0.047 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 318.32' @ 11.99 hrs Surf.Area= 1,816 sf Storage= 18 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 747.6 - 747.6 ) Volume Invert Avail.Storage Storage Description #1 318.30' 726 cf Custom Stage Data (Prismatic) Listed below(Recalc) 1,816 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.30 1,816 0 0 319.30 1,816 1,816 1,816 Device Routing Invert Outlet Devices #1 Discarded 318.30' 20.000 in/hr E�iltration over Horizontal area #2 Primary 318.80' 6.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.84 cfs @ 11.98 hrs HW=318.32' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.84 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=318.30' TW=316.60' (Dynamic Tailwater) L2=0rifice/Grate ( Controls 0.00 cfs) Summary for Link A: AP A Inflow Area = 0.787 ac, 54.73% Impervious, Inflow Depth > 0.19" for 10 Yr event Inflow = 0.22 cfs @ 12.00 hrs, Volume= 0.013 af Primary = 0.22 cfs @ 12.00 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: AP B Inflow Area = 0.046 ac, 0.00% Impervious, Inflow Depth > 0.19" for 10 Yr event Inflow = 0.01 cfs @ 12.04 hrs, Volume= 0.001 af Primary = 0.01 cfs @ 12.04 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs PR Drainage 12-30-21 Type 1124-hr 100 Yr Rainfa11=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 14 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 201: SC -201 Runoff Area=2,540 sf 90.55% Impervious Runoff Depth>5.30" Tc=6.0 min CN=93 Runoff=0.51 cfs 0.026 af Subcatchment 202: SC -202 Runoff Area=8,350 sf 92.16% Impervious Runoff Depth>5.40" Tc=6.0 min CN=94 Runoff=1.69 cfs 0.086 af Subcatchment 203: SC -203 Runoff Area=5,530 sf 76.49% Impervious Runoff Depth>4.58" Tc=6.0 min CN=86 Runoff=1.01 cfs 0.048 af Subcatchment 204: SC -204 Runoff Area=17,854 sf 25.39% Impervious Runoff Depth>1.62" Tc=6.0 min UT Adjusted CN=55 Runoff=1.26 cfs 0.055 af Subcatchment 205: SC -205 Runoff Area=1,986 sf 0.00% Impervious Runoff Depth>1.16" Tc=6.0 min CN=49 Runoff=0.10 cfs 0.004 af Reach CB-1: CB-1 Avg. Flow Depth=0.14' Max Ve1=5.73 fps Inflow=0.39 cfs 0.004 af 12.0" Round Pipe n=0.012 L=37.0' S=0.0568 '/' Capacity=9.20 cfs Outflow=0.39 cfs 0.004 af Pond DW-1: Dry Well 1 Peak Elev=319.54' Storage=400 cf Inflow=1.01 cfs 0.048 af Discarded=0.15 cfs 0.039 af Primary=0.91 cfs 0.009 af Outflow=1.05 cfs 0.048 af Pond PP 1: Porous Pavement 1 Peak EIev=320.30' Storage=1 cf Inflow=0.51 cfs 0.026 af Discarded=0.51 cfs 0.026 af Primary=0.00 cfs 0.000 af Outflow=0.51 cfs 0.026 af Pond PP 2: Porous Pavement 2 Peak Elev=319.22' Storage=670 cf Inflow=2.55 cfs 0.096 af Discarded=0.84 cfs 0.092 af Primary=0.39 cfs 0.004 af Outflow=1.23 cfs 0.096 af Link A: AP A Inflow=1.35 cfs 0.060 af Primary=1.35 cfs 0.060 af Link B: AP B Inflow=0.10 cfs 0.004 af Primary=0.10 cfs 0.004 af Total Runoff Area= 0.832 ac Runoff Volume= 0.220 af Average Runoff Depth = 3.18" 48.27% Pervious= 0.402 ac 51.73% Impervious = 0.431 ac PR Drainage 12-30-21 Type 1124-hr 100 Yr Rainfa11=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 15 Summary for Subcatchment 201: SC - 201 Runoff = 0.51 cfs @ 11.96 hrs, Volume= 0.026 af, Depth> 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfa11=6.50" Area (s� CN Description 2,300 98 Unconnected pavement, HSG A 240 49 50-75% Grass cover, Fair, HSG A 2,540 93 Weighted Average 240 9.45% Pervious Area 2,300 90.55% Impervious Area 2,300 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 202: SC - 202 Runoff = 1.69 cfs @ 11.96 hrs, Volume= 0.086 af, Depth> 5.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfa11=6.50" Area (s� CN Description 7,695 98 Unconnected pavement, HSG A 655 49 50-75% Grass cover, Fair, HSG A 8,350 94 Weighted Average 655 7.84% Pervious Area 7,695 92.16% Impervious Area 7,695 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 203: SC - 203 Runoff = 1.01 cfs @ 11.96 hrs, Volume= 0.048 af, Depth> 4.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfa11=6.50" PR Drainage 12-30-21 Type 1124-hr 100 Yr Rainfa11=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 16 Area (s� CN Description 4,230 98 Unconnected pavement, HSG A 1,300 49 50-75% Grass cover, Fair, HSG A 5,530 86 Weighted Average 1,300 23.51% Pervious Area 4,230 76.49% Impervious Area 4,230 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 204: SC - 204 Runoff = 1.26 cfs @ 11.98 hrs, Volume= 0.055 af, Depth> 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfa11=6.50" Area (s� CN Adj Description 4,534 98 Unconnected pavement, HSG A 13,320 49 50-75% Grass cover, Fair, HSG A 17,854 61 55 Weighted Average, UT Adjusted 13,320 74.61% Pervious Area 4,534 25.39% Impervious Area 4,534 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum Summary for Subcatchment 205: SC - 205 Runoff = 0.10 cfs @ 11.99 hrs, Volume= 0.004 af, Depth> 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfa11=6.50" Area (s� CN Description 1,986 49 50-75% Grass cover, Fair, HSG A 1,986 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 -6 Min. Minimum PR Drainage 12-30-21 Type 1124-hr 100 Yr Rainfa11=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 17 Summary for Reach CB-1: CB-1 Inflow Area = 0.377 ac, 86.63% Impervious, Inflow Depth = 0.13" for 100 Yr event Inflow = 0.39 cfs @ 12.07 hrs, Volume= 0.004 af Outflow = 0.39 cfs @ 12.07 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.73 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.41 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.07 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 9.20 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 37.0' Slope= 0.0568 '/' Inlet Invert= 316.60', Outlet Invert= 314.50' Summary for Pond DW-1: Dry Well 1 Inflow Area = 0.127 ac, 76.49% Impervious, Inflow Depth > 4.58" for 100 Yr event Inflow = 1.01 cfs @ 11.96 hrs, Volume= 0.048 af Outflow = 1.05 cfs @ 11.99 hrs, Volume= 0.048 af, Atten= 0%, Lag= 1.5 min Discarded = 0.15 cfs @ 12.00 hrs, Volume= 0.039 af Primary = 0.91 cfs @ 11.99 hrs, Volume= 0.009 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 319.54' @ 12.01 hrs Surf.Area= 113 sf Storage= 400 cf Flood Elev= 321.00' Surf.Area= 573 sf Storage= 752 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 15.9 min ( 772.9 - 757.0 ) Volume Invert Avail.Storage Storage Description #1 314.00' 251 cf 8.00'D x 5.00'H Vertical Cone/Cylinder Inside#2 #2 313.50' 148 cf 12.00'D x 5.50'H Vertical Cone/Cylinder 622 cf Overall - 251 cf Embedded = 371 cf x 40.0% Voids #3 320.00' 352 cf Custom Stage Data (Conic) Listed below(Recalc) 752 cf Total Available Storage PR Drainage 12-30-21 Type 1124-hr 100 Yr Rainfa11=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 18 Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 320.00 255 0 0 255 321.00 460 352 352 470 Device Routing Invert Outlet Devices #1 Discarded 313.50' 20.000 in/hr Exfiltration over Wetted area #2 Primary 317.25' 6.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.15 cfs @ 12.00 hrs HW=319.54' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.64 cfs @ 11.99 hrs HW=319.41' TW=318.94' (Dynamic Tailwater) L2=0rifice/Grate (Orifice Controls 0.64 cfs @ 3.28 fps) Summary for Pond PP 1: Porous Pavement 1 Inflow Area = 0.058 ac, 90.55% Impervious, Inflow Depth > 5.30" for 100 Yr event Inflow = 0.51 cfs @ 11.96 hrs, Volume= 0.026 af Outflow = 0.51 cfs @ 11.97 hrs, Volume= 0.026 af, Atten= 1%, Lag= 0.3 min Discarded = 0.51 cfs @ 11.97 hrs, Volume= 0.026 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.30' @ 11.95 hrs Surf.Area= 1,130 sf Storage= 1 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.3 min ( 740.8 - 740.5 ) Volume Invert Avail.Storage Storage Description #1 320.30' 452 cf Custom Stage Data (Prismatic) Listed below(Recalc) 1,130 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 1,130 0 0 321.30 1,130 1,130 1,130 Device Routing Invert Outlet Devices #1 Primary 320.80' 4.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 320.30' 20.000 in/hr E�iltration over Horizontal area Discarded OutFlow Max=0.52 cfs @ 11.97 hrs HW=320.30' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.52 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=320.30' TW=318.30' (Dynamic Tailwater) L1=0rifice/Grate ( Controls 0.00 cfs) PR Drainage 12-30-21 Type 1124-hr 100 Yr Rainfa11=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 19 Summary for Pond PP 2: Porous Pavement 2 Inflow Area = 0.377 ac, 86.63% Impervious, Inflow Depth > 3.05" for 100 Yr event Inflow = 2.55 cfs @ 11.98 hrs, Volume= 0.096 af Outflow = 1.23 cfs @ 12.07 hrs, Volume= 0.096 af, Atten= 52%, Lag= 5.2 min Discarded = 0.84 cfs @ 11.85 hrs, Volume= 0.092 af Primary = 0.39 cfs @ 12.07 hrs, Volume= 0.004 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 319.22' @ 12.07 hrs Surf.Area= 1,816 sf Storage= 670 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.1 min ( 739.5 - 736.4 ) Volume Invert Avail.Storage Storage Description #1 318.30' 726 cf Custom Stage Data (Prismatic) Listed below(Recalc) 1,816 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.30 1,816 0 0 319.30 1,816 1,816 1,816 Device Routing Invert Outlet Devices #1 Discarded 318.30' 20.000 in/hr E�iltration over Horizontal area #2 Primary 318.80' 6.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.84 cfs @ 11.85 hrs HW=318.32' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.84 cfs) Primary OutFlow Max=0.36 cfs @ 12.07 hrs HW=319.20' TW=316.73' (Dynamic Tailwater) L2=0rifice/Grate (Orifice Controls 0.36 cfs @ 2.14 fps) Summary for Link A: AP A Inflow Area = 0.787 ac, 54.73% Impervious, Inflow Depth > 0.91" for 100 Yr event Inflow = 1.35 cfs @ 12.00 hrs, Volume= 0.060 af Primary = 1.35 cfs @ 12.00 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: AP B Inflow Area = 0.046 ac, 0.00% Impervious, Inflow Depth > 1.16" for 100 Yr event Inflow = 0.10 cfs @ 11.99 hrs, Volume= 0.004 af Primary = 0.10 cfs @ 11.99 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 1 Hydrograph for Pond DW-1: Dry Well 1 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 0 313.50 0.00 0.00 0.00 5.50 0.00 0 313.50 0.00 0.00 0.00 6.00 0.00 0 313.50 0.00 0.00 0.00 6.50 0.00 0 313.50 0.00 0.00 0.00 7.00 0.00 0 313.50 0.00 0.00 0.00 7.50 0.00 0 313.50 0.00 0.00 0.00 8.00 0.00 0 313.50 0.00 0.00 0.00 8.50 0.00 0 313.50 0.00 0.00 0.00 9.00 0.00 0 313.50 0.00 0.00 0.00 9.50 0.00 0 313.50 0.00 0.00 0.00 10.00 0.00 0 313.50 0.00 0.00 0.00 10.50 0.00 0 313.50 0.00 0.00 0.00 11.00 0.00 0 313.50 0.00 0.00 0.00 11.50 0.01 0 313.50 0.01 0.01 0.00 12.00 0.21 68 314.61 0.07 0.07 0.00 12.50 0.02 36 314.18 0.06 0.06 0.00 13.00 0.01 0 313.50 0.00 0.00 0.00 13.50 0.01 0 313.50 0.00 0.00 0.00 14.00 0.01 0 313.50 0.00 0.00 0.00 14.50 0.01 0 313.50 0.00 0.00 0.00 15.00 0.01 0 313.50 0.00 0.00 0.00 15.50 0.01 0 313.50 0.00 0.00 0.00 16.00 0.00 0 313.50 0.00 0.00 0.00 16.50 0.00 0 313.50 0.00 0.00 0.00 17.00 0.00 0 313.50 0.00 0.00 0.00 17.50 0.00 0 313.50 0.00 0.00 0.00 18.00 0.00 0 313.50 0.00 0.00 0.00 18.50 0.00 0 313.50 0.00 0.00 0.00 19.00 0.00 0 313.50 0.00 0.00 0.00 19.50 0.00 0 313.50 0.00 0.00 0.00 20.00 0.00 0 313.50 0.00 0.00 0.00 PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 2 Hydrograph for Pond PP 1: Porous Pavement 1 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 0 320.30 0.00 0.00 0.00 5.50 0.00 0 320.30 0.00 0.00 0.00 6.00 0.00 0 320.30 0.00 0.00 0.00 6.50 0.00 0 320.30 0.00 0.00 0.00 7.00 0.00 0 320.30 0.00 0.00 0.00 7.50 0.00 0 320.30 0.00 0.00 0.00 8.00 0.00 0 320.30 0.00 0.00 0.00 8.50 0.00 0 320.30 0.00 0.00 0.00 9.00 0.00 0 320.30 0.00 0.00 0.00 9.50 0.00 0 320.30 0.00 0.00 0.00 10.00 0.00 0 320.30 0.00 0.00 0.00 10.50 0.00 0 320.30 0.00 0.00 0.00 11.00 0.00 0 320.30 0.00 0.00 0.00 11.50 0.01 0 320.30 0.01 0.01 0.00 12.00 0.14 0 320.30 0.14 0.14 0.00 12.50 0.01 0 320.30 0.01 0.01 0.00 13.00 0.01 0 320.30 0.01 0.01 0.00 13.50 0.01 0 320.30 0.01 0.01 0.00 14.00 0.00 0 320.30 0.00 0.00 0.00 14.50 0.00 0 320.30 0.00 0.00 0.00 15.00 0.00 0 320.30 0.00 0.00 0.00 15.50 0.00 0 320.30 0.00 0.00 0.00 16.00 0.00 0 320.30 0.00 0.00 0.00 16.50 0.00 0 320.30 0.00 0.00 0.00 17.00 0.00 0 320.30 0.00 0.00 0.00 17.50 0.00 0 320.30 0.00 0.00 0.00 18.00 0.00 0 320.30 0.00 0.00 0.00 18.50 0.00 0 320.30 0.00 0.00 0.00 19.00 0.00 0 320.30 0.00 0.00 0.00 19.50 0.00 0 320.30 0.00 0.00 0.00 20.00 0.00 0 320.30 0.00 0.00 0.00 PR Drainage 12-30-21 Type 1124-hr 1 Yr Rainfa11=2.20" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 3 Hydrograph for Pond PP 2: Porous Pavement 2 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 0 318.30 0.00 0.00 0.00 5.50 0.00 0 318.30 0.00 0.00 0.00 6.00 0.00 0 318.30 0.00 0.00 0.00 6.50 0.00 0 318.30 0.00 0.00 0.00 7.00 0.00 0 318.30 0.00 0.00 0.00 7.50 0.00 0 318.30 0.00 0.00 0.00 8.00 0.00 0 318.30 0.00 0.00 0.00 8.50 0.00 0 318.30 0.00 0.00 0.00 9.00 0.01 0 318.30 0.01 0.01 0.00 9.50 0.01 0 318.30 0.01 0.01 0.00 10.00 0.01 0 318.30 0.01 0.01 0.00 10.50 0.01 0 318.30 0.01 0.01 0.00 11.00 0.02 0 318.30 0.02 0.02 0.00 11.50 0.03 0 318.30 0.03 0.03 0.00 12.00 0.47 0 318.30 0.47 0.47 0.00 12.50 0.04 0 318.30 0.04 0.04 0.00 13.00 0.03 0 318.30 0.03 0.03 0.00 13.50 0.02 0 318.30 0.02 0.02 0.00 14.00 0.02 0 318.30 0.02 0.02 0.00 14.50 0.01 0 318.30 0.01 0.01 0.00 15.00 0.01 0 318.30 0.01 0.01 0.00 15.50 0.01 0 318.30 0.01 0.01 0.00 16.00 0.01 0 318.30 0.01 0.01 0.00 16.50 0.01 0 318.30 0.01 0.01 0.00 17.00 0.01 0 318.30 0.01 0.01 0.00 17.50 0.01 0 318.30 0.01 0.01 0.00 18.00 0.01 0 318.30 0.01 0.01 0.00 18.50 0.01 0 318.30 0.01 0.01 0.00 19.00 0.01 0 318.30 0.01 0.01 0.00 19.50 0.01 0 318.30 0.01 0.01 0.00 20.00 0.01 0 318.30 0.01 0.01 0.00 PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 4 Hydrograph for Pond DW-1: Dry Well 1 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 0 313.50 0.00 0.00 0.00 5.50 0.00 0 313.50 0.00 0.00 0.00 6.00 0.00 0 313.50 0.00 0.00 0.00 6.50 0.00 0 313.50 0.00 0.00 0.00 7.00 0.00 0 313.50 0.00 0.00 0.00 7.50 0.00 0 313.50 0.00 0.00 0.00 8.00 0.00 0 313.50 0.00 0.00 0.00 8.50 0.00 0 313.50 0.00 0.00 0.00 9.00 0.00 0 313.50 0.00 0.00 0.00 9.50 0.00 0 313.50 0.00 0.00 0.00 10.00 0.01 0 313.50 0.01 0.01 0.00 10.50 0.01 0 313.50 0.01 0.01 0.00 11.00 0.01 0 313.50 0.01 0.01 0.00 11.50 0.03 0 313.50 0.03 0.03 0.00 12.00 0.47 239 316.87 0.11 0.11 0.00 12.50 0.04 233 316.79 0.11 0.11 0.00 13.00 0.03 119 315.28 0.08 0.08 0.00 13.50 0.02 30 314.10 0.06 0.06 0.00 14.00 0.02 0 313.50 0.03 0.03 0.00 14.50 0.01 0 313.50 0.03 0.03 0.00 15.00 0.01 0 313.50 0.02 0.02 0.00 15.50 0.01 0 313.50 0.02 0.02 0.00 16.00 0.01 0 313.50 0.02 0.02 0.00 16.50 0.01 0 313.50 0.02 0.02 0.00 17.00 0.01 0 313.50 0.02 0.02 0.00 17.50 0.01 0 313.50 0.02 0.02 0.00 18.00 0.01 0 313.50 0.02 0.02 0.00 18.50 0.01 0 313.50 0.01 0.01 0.00 19.00 0.01 0 313.50 0.01 0.01 0.00 19.50 0.01 0 313.50 0.01 0.01 0.00 20.00 0.01 0 313.50 0.01 0.01 0.00 PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 5 Hydrograph for Pond PP 1: Porous Pavement 1 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 0 320.30 0.00 0.00 0.00 5.50 0.00 0 320.30 0.00 0.00 0.00 6.00 0.00 0 320.30 0.00 0.00 0.00 6.50 0.00 0 320.30 0.00 0.00 0.00 7.00 0.00 0 320.30 0.00 0.00 0.00 7.50 0.00 0 320.30 0.00 0.00 0.00 8.00 0.00 0 320.30 0.00 0.00 0.00 8.50 0.00 0 320.30 0.00 0.00 0.00 9.00 0.00 0 320.30 0.00 0.00 0.00 9.50 0.00 0 320.30 0.00 0.00 0.00 10.00 0.01 0 320.30 0.01 0.01 0.00 10.50 0.01 0 320.30 0.01 0.01 0.00 11.00 0.01 0 320.30 0.01 0.01 0.00 11.50 0.02 0 320.30 0.02 0.02 0.00 12.00 0.26 0 320.30 0.26 0.26 0.00 12.50 0.02 0 320.30 0.02 0.02 0.00 13.00 0.01 0 320.30 0.01 0.01 0.00 13.50 0.01 0 320.30 0.01 0.01 0.00 14.00 0.01 0 320.30 0.01 0.01 0.00 14.50 0.01 0 320.30 0.01 0.01 0.00 15.00 0.01 0 320.30 0.01 0.01 0.00 15.50 0.01 0 320.30 0.01 0.01 0.00 16.00 0.01 0 320.30 0.01 0.01 0.00 16.50 0.00 0 320.30 0.00 0.00 0.00 17.00 0.00 0 320.30 0.00 0.00 0.00 17.50 0.00 0 320.30 0.00 0.00 0.00 18.00 0.00 0 320.30 0.00 0.00 0.00 18.50 0.00 0 320.30 0.00 0.00 0.00 19.00 0.00 0 320.30 0.00 0.00 0.00 19.50 0.00 0 320.30 0.00 0.00 0.00 20.00 0.00 0 320.30 0.00 0.00 0.00 PR Drainage 12-30-21 Type 1124-hr 10 Yr Rainfa11=3.75" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 6 Hydrograph for Pond PP 2: Porous Pavement 2 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 0 318.30 0.00 0.00 0.00 5.50 0.00 0 318.30 0.00 0.00 0.00 6.00 0.00 0 318.30 0.00 0.00 0.00 6.50 0.01 0 318.30 0.01 0.01 0.00 7.00 0.01 0 318.30 0.01 0.01 0.00 7.50 0.01 0 318.30 0.01 0.01 0.00 8.00 0.01 0 318.30 0.01 0.01 0.00 8.50 0.01 0 318.30 0.01 0.01 0.00 9.00 0.01 0 318.30 0.01 0.01 0.00 9.50 0.02 0 318.30 0.02 0.02 0.00 10.00 0.02 0 318.30 0.02 0.02 0.00 10.50 0.03 0 318.30 0.03 0.03 0.00 11.00 0.04 0 318.30 0.04 0.04 0.00 11.50 0.07 0 318.30 0.07 0.07 0.00 12.00 0.87 18 318.32 0.84 0.84 0.00 12.50 0.08 0 318.30 0.00 0.00 0.00 13.00 0.05 0 318.30 0.00 0.00 0.00 13.50 0.03 0 318.30 0.00 0.00 0.00 14.00 0.03 0 318.30 0.00 0.00 0.00 14.50 0.02 0 318.30 0.00 0.00 0.00 15.00 0.02 0 318.30 0.00 0.00 0.00 15.50 0.02 0 318.30 0.00 0.00 0.00 16.00 0.02 0 318.30 0.00 0.00 0.00 16.50 0.02 0 318.30 0.00 0.00 0.00 17.00 0.01 0 318.30 0.00 0.00 0.00 17.50 0.01 0 318.30 0.00 0.00 0.00 18.00 0.01 0 318.30 0.00 0.00 0.00 18.50 0.01 0 318.30 0.00 0.00 0.00 19.00 0.01 0 318.30 0.00 0.00 0.00 19.50 0.01 0 318.30 0.00 0.00 0.00 20.00 0.01 0 318.30 0.00 0.00 0.00 PR Drainage 12-30-21 Type 1124-hr 100 Yr Rainfa11=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 7 Hydrograph for Pond DW-1: Dry Well 1 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 0 313.50 0.00 0.00 0.00 5.50 0.00 0 313.50 0.00 0.00 0.00 6.00 0.00 0 313.50 0.00 0.00 0.00 6.50 0.00 0 313.50 0.00 0.00 0.00 7.00 0.00 0 313.50 0.00 0.00 0.00 7.50 0.01 0 313.50 0.01 0.01 0.00 8.00 0.01 0 313.50 0.01 0.01 0.00 8.50 0.01 0 313.50 0.01 0.01 0.00 9.00 0.01 0 313.50 0.01 0.01 0.00 9.50 0.01 0 313.50 0.01 0.01 0.00 10.00 0.02 0 313.50 0.02 0.02 0.00 10.50 0.03 0 313.50 0.03 0.03 0.00 11.00 0.04 0 313.50 0.04 0.04 0.00 11.50 0.07 5 313.61 0.05 0.05 0.00 12.00 0.94 400 319.54 1.04 0.15 0.89 12.50 0.08 338 318.18 0.13 0.13 0.00 13.00 0.05 231 316.77 0.11 0.11 0.00 13.50 0.04 135 315.49 0.09 0.09 0.00 14.00 0.03 57 314.45 0.07 0.07 0.00 14.50 0.03 0 313.50 0.03 0.03 0.00 15.00 0.02 0 313.50 0.03 0.03 0.00 15.50 0.02 0 313.50 0.02 0.02 0.00 16.00 0.02 0 313.50 0.02 0.02 0.00 16.50 0.02 0 313.50 0.02 0.02 0.00 17.00 0.02 0 313.50 0.02 0.02 0.00 17.50 0.02 0 313.50 0.02 0.02 0.00 18.00 0.01 0 313.50 0.02 0.02 0.00 18.50 0.01 0 313.50 0.02 0.02 0.00 19.00 0.01 0 313.50 0.02 0.02 0.00 19.50 0.01 0 313.50 0.01 0.01 0.00 20.00 0.01 0 313.50 0.01 0.01 0.00 PR Drainage 12-30-21 Type 1124-hr 100 Yr Rainfa11=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD� 10.00-22 s/n 10564 O 2018 HydroCAD Software Solutions LLC Paqe 8 Hydrograph for Pond PP 1: Porous Pavement 1 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 0 320.30 0.00 0.00 0.00 5.50 0.00 0 320.30 0.00 0.00 0.00 6.00 0.00 0 320.30 0.00 0.00 0.00 6.50 0.00 0 320.30 0.00 0.00 0.00 7.00 0.00 0 320.30 0.00 0.00 0.00 7.50 0.01 0 320.30 0.01 0.01 0.00 8.00 0.01 0 320.30 0.01 0.01 0.00 8.50 0.01 0 320.30 0.01 0.01 0.00 9.00 0.01 0 320.30 0.01 0.01 0.00 9.50 0.01 0 320.30 0.01 0.01 0.00 10.00 0.01 0 320.30 0.01 0.01 0.00 10.50 0.02 0 320.30 0.02 0.02 0.00 11.00 0.02 0 320.30 0.02 0.02 0.00 11.50 0.04 0 320.30 0.04 0.04 0.00 12.00 0.47 0 320.30 0.48 0.48 0.00 12.50 0.04 0 320.30 0.05 0.05 0.00 13.00 0.02 0 320.30 0.03 0.03 0.00 13.50 0.02 0 320.30 0.03 0.03 0.00 14.00 0.01 0 320.30 0.02 0.02 0.00 14.50 0.01 0 320.30 0.02 0.02 0.00 15.00 0.01 0 320.30 0.02 0.02 0.00 15.50 0.01 0 320.30 0.02 0.02 0.00 16.00 0.01 0 320.30 0.02 0.02 0.00 16.50 0.01 0 320.30 0.02 0.02 0.00 17.00 0.01 0 320.30 0.02 0.02 0.00 17.50 0.01 0 320.30 0.01 0.01 0.00 18.00 0.01 0 320.30 0.01 0.01 0.00 18.50 0.01 0 320.30 0.01 0.01 0.00 19.00 0.01 0 320.30 0.01 0.01 0.00 19.50 0.01 0 320.30 0.01 0.01 0.00 20.00 0.00 0 320.30 0.01 0.01 0.00 PR Drainage 12-30-21 Type 11 24 -hr 100 Yr Rainfall=6.50" Prepared by Avatara Printed 1/17/2022 HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Page 9 Hydrograph for Pond PP 2: Porous Pavement 2 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 5.00 0.01 0 318.30 0.01 0.01 0.00 5.50 0.01 0 318.30 0.01 0.01 0.00 6.00 0.01 0 318.30 0.01 0.01 0.00 6.50 0.02 0 318.30 0.02 0.02 0.00 7.00 0.02 0 318.30 0.02 0.02 0.00 7.50 0.02 0 318.30 0.02 0.02 0.00 8.00 0.02 0 318.30 0.02 0.02 0.00 8.50 0.03 0 318.30 0.03 0.03 0.00 9.00 0.03 0 318.30 0.03 0.03 0.00 9.50 0.03 0 318.30 0.03 0.03 0.00 10.00 0.04 0 318.30 0.04 0.04 0.00 10.50 0.05 0 318.30 0.05 0.05 0.00 11.00 0.08 0 318.30 0.08 0.08 0.00 11.50 0.13 0 318.30 0.13 0.13 0.00 12.00 2.45 518 319.01 0.97 0.84 0.13 12.50 0.13 0 318.30 0.29 0.29 0.00 13.00 0.08 0 318.30 0.17 0.17 0.00 13.50 0.06 0 318.30 0.12 0.12 0.00 14.00 0.05 0 318.30 0.10 0.10 0.00 14.50 0.04 0 318.30 0.09 0.09 0.00 15.00 0.04 0 318.30 0.08 0.08 0.00 15.50 0.03 0 318.30 0.07 0.07 0.00 16.00 0.03 0 318.30 0.06 0.06 0.00 16.50 0.03 0 318.30 0.05 0.05 0.00 17.00 0.03 0 318.30 0.05 0.05 0.00 17.50 0.02 0 318.30 0.05 0.05 0.00 18.00 0.02 0 318.30 0.05 0.05 0.00 18.50 0.02 0 318.30 0.04 0.04 0.00 19.00 0.02 0 318.30 0.04 0.04 0.00 19.50 0.02 0 318.30 0.04 0.04 0.00 20.00 0.02 0 318.30 0.03 0.03 0.00 APPENDIX C NOTICE OF INTENT SWPPP Page IC I 0644089821 NOTICE OF INTENT New York State Department of Environmental Conservation _ Division of Water 625 Broadway, 4th Floor NYR EEEEE0 ,_ Albany, New York 12233-3505 (for DEC use o"] y) Stormwater Discharges Associated with Construction Activity Under State Pollutant Discharge Elimination System (SPDES) General Permit # GP -0-20-001 All sections must be completed unless otherwise noted. Failure to complete all items may result in this form being returned to you, thereby delaying your coverage under this General Permit. Applicants must read and understand the conditions of the permit and prepare a Stormwater Pollution Prevention Plan prior to submitting this NOI. Applicants are responsible for identifying and obtaining other DEC permits that may be required. -IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE OWNER/OPERATOR MUST SIGN FORM Owner/Operator Information Owner/Operator (Company Name/Private Owner Name/Municipality Name) B& D P r o p e r t i e s L L C Owner/Operator Contact Person Last Name (NOT CONSULTANT) Owner/Operator Contact Person First Name Owner/Operator Mailing Address 2 6 0 3 G u i l d e r l a n d A v e Cit State Zip N Y 1 2 3 0 6 -� Phone (Owner/Operator) Fax (Owner/Operator) 7 7 2 5 5 1 8- 3 9 3- 2 3 2 4 Email (Owner/Operator) FED TAX ID m- (not required for individuals) Page 1 of 14 1 I 6401089828 Project Site Information Project/Site Name Street Address (NOT P.O. BOX Side of Street O North n South 9 East O West City/Town/Village (THAT ISSUES BUILDING PERMIT) C i t y o f S a r a t o g a S p r i n g s State Zip Countv DEC Re ion NY 12866-� Saratoga Name of Nearest Cross Street G r a n d A v e n u e Distance to Nearest Cross Street (Feet) 0 Tax Map Numbers Section -Block -Parcel 1 Project In Relation to Cross Street O; North * South O East O West Tax Map Numbers 1. Provide the Geographic Coordinates for the project site. To do this, go to the NYSDEC Stcrmwater Interactive Map on the DEC website at: https://gisservices.dec.ny.gov/gis/stormwater/ Zoom into your Project Location such that you can accurately click on the centroid of your site. Once you have located the centroid of your project site, go to the bottom right hand corner of the map for the X, Y coordinates. Enter the coordinates into the boxes below. For problems with the interactive map use the help function. X Coordinates (Fasting) -7 3 8 0 3 Ex. -73.749 2. What is the nature of this construction project? O New Construction Y Coordinates (Northing) 4 Ex. 42.652 0 Redevelopment with increase in impervious area O Redevelopment with no increase in impervious area Page 2 of 14 1 I 4107089829 3. Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH Pre -Development Existing Land Use n FOREST n PASTURE/OPEN LAND n CULTIVATED LAND (- SINGLE FAMILY HOME (J- SINGLE FAMILY SUBDIVISION C)TOWN HOME RESIDENTIAL n MULTIFAMILY RESIDENTIAL O INSTITUTIONAL/SCHOOL n INDUSTRIAL O COMMERCIAL n ROAD/HIGHWAY n RECREATIONAL/SPORTS FIELD n BIKE PATH/TRAIL n LINEAR UTILITY ()PARKING LOT O OTHER Post -Development Future Land Use n SINGLE FAMILY HOME Number of Lots n SINGLE FAMILY SUBDIVISION TOWN HOME RESIDENTIAL `)MULTIFAMILY RESIDENTIAL n INSTITUTIONAL/SCHOOL O INDUSTRIAL n COMMERCIAL n MUNICIPAL n ROAD/HIGHWAY n RECREATIONAL/SPORTS FIELD n BIKE PATH/TRAIL '-)LINEAR UTILITY (water, sewer, gas, etc.) 0 PARKING LOT n CLEARING/GRADING ONLY ,-)DEMOLITION, NO REDEVELOPMENT )WELL DRILLING ACTIVITY *(Oil, Gas, etc.) n OTHER *Note: for gas well drilling, non -high volume hydraulic fractured wells only 4. In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment activities); and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre.) Future Impervious Total Site Total Area To Existing Impervious Area Within Area Be Disturbed Area To Be Disturbed Disturbed Area 5. Do you plan to disturb more than 5 acres of soil at any one time? n Yes ® No 6. Indicate the percentage of each Hydrologic Soil Grcup(HSG) at the site. A B C D a 7. Is this a phased project? n Yes # No Start Date End Date 8. Enter the planned start and end 2 dates of the disturbance 0 4 � O l 2 0 2 2 0 9 � O l 2 0 2 2 activities. Page 3 of 14 1 I 8600089821 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Name M u n i c i p a l S t o r m S e w e r 9a. Type of waterbody identified in Question 9? (-)Wetland / State Jurisdiction On Site (Answer 9b) O Wetland / State Jurisdiction Off Site O Wetland / Federal Jurisdiction On Site (Answer 9b) O Wetland / Federal Jurisdiction Off Site O Stream / Creek On Site O Stream / Creek Off Site O River On Site (-)River Off Site O Lake On Site (-) Lake Off Site (9 Other Type On Site O Other Type Off Site C a t c h B a s i n 9b. How was the wetland identified? (DRegulatory Map C)Delineated by Consultant OiDelineated by Army Corps of Engineers O Other (identify) 10. Has the surface waterbody(ies) in question 9 been identified as a O Yes No 303(d) segment in Appendix E of GP -0-20-001? 11. Is this project located in one of the Watersheds identified in Appendix C of GP -0-20-001? (-)Yes 0 No 12. Is the project located in one of the watershed areas associated with AA and AA -S classified waters? If no, skip question 13. OYes ®No 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is O Yes 0 No identified as an E or F on the USDA Soil Survey? If Yes, what is the acreage to be disturbed? �'F] 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? OYes *No Page 4 of 14 1 I 6403089820 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, O Yes O No O Unknown culverts, etc)? 16. What is the name of the municipality/entity that owns the separate storm sewer system? C i t y o f S a r a t o g a S p r i n g s 17. Does any runoff from the site enter a sewer classified O Yes ® No O Unknown as a Combined Sewer? 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? O Yes 0 No 19. Is this property owned by a state authority, state agency, federal government or local government? O Yes No 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup O Yes O No Agreement, etc.) 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS ® Yes O No Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? 22. Does this construction activity require the development of a SWPPP that includes the post -construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and 0 Yes O No Quantity Control practices/techniques)? If No, skip questions 23 and 27-39. 23. Has the post -construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Yes ',-)No Stormwater Management Design Manual? Page 5 of 14 1 I 0251089825 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: ® Professional Engineer (P.E.) O Soil and Water Conservation District (SWCD) O Registered Landscape Architect (R.L.A) O Certified Professional in Erosion and Sediment Control (CPESC) O Owner/Operator O Other SWPPP Preparer Contact Name (Last, Space, First Mailinq- Address City S c h e n e c t a d y State Zip [NE 1 2 3 0 6 -� Phone Fax 2 3 2 4 Email n g a 1 1 s 1 1 p c o m SWPPP Preuarer Certification I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP -0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First Name IDlalvlild Last Name I n g a l l s Signature MI Date m/��� Page 6 of 14 1 I 0005089822 25. Has a construction sequence schedule for the planned management practices been prepared? Q Yes O No 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural O Check Dams O Construction Road Stabilization O Dust Control O Earth Dike O Level Spreader O Perimeter Dike/Swale O Pipe Slope Drain O Portable Sediment Tank O Rock Dam O Sediment Basin O Sediment Traps 0 Silt Fence 0 Stabilized Construction Entrance O Storm Drain Inlet Protection O Straw/Hay Bale Dike O Temporary Access Waterway Crossing O Temporary Stormdrain Diversion O Temporary Swale O Turbidity Curtain O Water bars Biotechnical O Brush Matting O Wattling Vegetative Measures (-)Brush Matting O Dune Stabilization O Grassed Waterway 0- Mulching O Protecting Vegetation O Recreation Area Improvement OF Seeding O Sodding O Straw/Hay Bale Dike O Streambank Protection O Temporary Swale O Topsoiling O Vegetating Waterways Permanent Structural O Debris Basin O Diversion O Grade Stabilization Structure OF Land Grading O Lined Waterway (Rock) (-)Paved Channel (Concrete) O Paved Flume O Retaining Wall O Riprap Slope Protection O Rock Outlet Protection Other O Streambank Protection Page 7 of 14 1 I 0182089828 Post -construction Stormwater Management Practice (SMP) Requirements Important: Completion of Questions 27-39 is not required if response to Question 22 is No. 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. O Preservation of Undisturbed Areas O Preservation of Buffers O Reduction of Clearing and Grading C)Locating Development in Less Sensitive Areas O Roadway Reduction O Sidewalk Reduction 9 Driveway Reduction O Cul-de-sac Reduction 9 Building Footprint Reduction ® Parking Reduction 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6("Soil Restoration") of the Design Manual (2010 version). 4 All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). O Compacted areas were considered as impervious cover when calculating the WQv Required, and the compacted areas were assigned a post -construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). Total WQv Required " . 0 3 0 acre-feet 29. Identify the RR techniques (Area Reduction), RR techniques(Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce the Total WQv Required(#28). Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. Page 8 of 14 1 I 7738089822 Table 1 - Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices (SMPs) Total Contributing Total Contributing RR Techniques (Area Reduction) Area (acres) Impervious Area(acres) ()Conservation of Natural Areas (RR -1) --- �•� and/orSheetflow �•� Buffers/Filters to Riparian �•� Buffers/Filters Strips (RR -2),,,,,,,,,, 3 � and/or 0 0 6 O Tree Planting/Tree Pit (RR -3) ---------- and/or O Disconnection of Rooftop Runoff (RR -4)- and/or RR Techniques (Volume Reduction) O Vegetated Swale (RR -5) ......................................... O Rain Garden (RR -6) ............................................ O Stormwater Planter (RR -7) ..................................... O Rain Barrel/Cistern (RR -8) .................................... 0 Porous Pavement (RR -9) ........................................ 0 2 3 O Green Roof (RR -10) ............................................ ��•�� Standard SMPs with RRv Capacity O Infiltration Trench (I-1) ------------------------------------- O Infiltration Basin (I-2) •••••••------------------------------- (0 Dry Well (I-3) ................................................ 0 1 0 O Underground Infiltration System (I-4) ........................ 0 Bioretention (F-5) ............................................ O Dry Swale (0-1) ............................................... Standard SMPs O Micropool Extended Detention (P-1) ............................ O Wet Pond (P-2) ................................................ O Wet Extended Detention (P-3) .................................. 0 Multiple Pond System (P-4) .................................... O Pocket Pond(P-5)............................................. O Surface Sand Filter (F-1) ------------------------------------- O Underground Sand Filter (F-2) ••••---------------------------- O Perimeter Sand Filter (F-3) ••••------------------------------- C)Organic Filter (F-4) ......................................... O Shallow Wetland (W-1) ......................................... O Extended Detention Wetland (W-2) O Pond/Wetland System (W-3) O Pocket Wetland (W-4) .......................................... O Wet Swale (0-2) ............................................... . Page 9 of 14 1 I 0762089822 O Hydrodynamic (-.)Wet Vault Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Impervious Area(acres) O Media Filter O Other Provide the name and manufacturer of the Alternative SMPs proprietary practice(s)) being used for WQv treatment. Name Manufacturer te: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total IVQv provided for the project. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. Total RRv provided �• 0 3 0 acre-feet 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28). If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P)(0.95)(Ai)/12, Ai=(S)(Aic)] Minimum RRv Required acre-feet 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (432)? L If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (428). A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Page 10 of 14 0Yes 0 N ®Yes 0 N J I 1766089827 33. Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30). Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. WQv Provided acre-feet Note: For the standard SMPs with RRv capacity, the WQv provided by each practice the WQv calculated using the contributing drainage area to the practice - RRv provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and the WQv provided (433a) 35. Is the sum of the RRv provided (#30) and the WQv provided (033a) greater than or equal to the total WQv required (428)? 0 Yes O No If Yes, go to question 36. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a), if applicable. CPv Required CPv Provided �'acre-feet �'�acre-feet 36a. The need to provide channel protection has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. ® Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. 37 Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (37a), if applicable. Total Overbank Flood Control Criteria Pre -Development • 4 0 CFS Post -development • 2 3 CFS Total Extreme Flood Control Criteria (Qf) Pre -Development • 4 7 CFS Post -development • 4 6 CFS Page 11 of 14 1 I 1310089822 37a. The need to meet the Qp and Qf criteria has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. C)Downstream analysis reveals that the Qp and Qf controls are not required 38. Has a long term Operation and Maintenance Plan for the post -construction stormwater management practice(s) been 0 Yes O No developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance H o m e O w n e r s A s s o c i a t i o n 39. Use this space to summarize the specific site limitations and justification for not reducing 100% of WQv required(#28). (See question 32a) This space can also be used for other pertinent project. information. The redevelopment project has been designed to provide RRv treatment for the proposed new impervious areas through the use of porous pavement, a dry well and filter strips. Additional RRv has also been provided for a majority of the site's prior impervious areas. Page 12 of 14 1 I 4285089826 40. Identify other DEC permits, existing and new, that are required for this project/facility. O Air Pollution Control O Coastal Erosion O Hazardous Waste O Long Island Wells O Mined Land Reclamation O Solid Waste C)Navigable Waters Protection / Article 15 O Water Quality Certificate O Dam Safety O Water Supply O Freshwater Wetlands/Article 24 O Tidal Wetlands O Wild, Scenic and Recreational Rivers O Stream Bed or Bank Protection / Article 15 O Endangered or Threatened Species(Incidental Take Permit) O Individual SPDES O SPDES Multi -Sector GP N Y R O Other ® None 41. Does this project require a US Army Corps of Engineers Wetland Permit? �� O Yes No If Yes, Indicate Size of Impact. 42. Is this project subject to the requirements of a regulated, traditional land use control MS4? ® Yes O No (If No, skip question 43) 43. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along Yes O No with this NOI? 44. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned- N Y R Page 13 of 14 1 I 3547089826 Owner/Operator Certification I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the teras of the permit, there may he reporting requirements. I hereby certify that this document and the corresponding doccments were prepared under my direction or supervision. I art aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. T further understand that coverage under the general permit will be identified in the acknowledgment that T will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. T also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is heing submitted. Print First Name MI D a v i d F] Print Last Name I n g a l l s Owner/Operator Signature Date 1/m�� Page 14 of 14 1 APPENDIX D EROSION & SEDIMENT CONTROL PLAN SWPPP Page ID SITE ��roMo�w w......o w... �..... SITE �ocnnonl tilnP .H� p _ - -o- - .......... °�. ap„yam€o VZI �____-__ T v T T � aw�w owe. AX MAP IS SITE AREA: ov mIER 77 o,� � SET aENos oETUE ww .o '�H.. ,Ma yGE° ���.w�mo 8 RAR MATTRMAr e3 �cSTA6llrzED [CONSTRUCTION ENTRANCE DETAIL — _ ��� IANIIIE s APPENDIX E GREEN INFRASTRUCTURE WORKSHEETS SWPPP Page JE WW -Redevelopment INGALLS & ASSOCIATES, LLP 2603 GUILDERLAND AVE., SCHENECTADY, NEW YORK 12306 PH:(518)393-7725 FAX:(518)393-3761 Project Name: West Avenue Office Project Number: 19-146 Performed By: BMW Date: 1/5/2022 WATER QUALITY CALCULATIONS FOR: Total Area Impervious Area Percent WQV Precipitation Catchment Number Impervious Rv (Acres) (Acres)/ (fts) (in) SC -203 (Redevelopment Area) 0.13 0.10 0.77 0.74 403 1.15 Treatment Required For Redevelopment Project (25%) 403x(0.25) = 101 c.f. Pretreatment Required (c.f.)= 101 c.f. Pretreatment Provided (MH Sump) (c.f.)= 108 c.f. WQv Required (c.f.)= 101 c.f. WQv Provided (c.f.)= 126 c.f. WW -Redevelopment INGALLS & ASSOCIATES, LLP 2603 GUILDERLAND AVE., SCHENECTADY, NEW YORK 12306 PH:(518)393-7725 FAX:(518)393-3761 Project Name: West Avenue Office Project Number: 19-146 Performed By: BMW Date: 1/5/2022 WATER QUALITY CALCULATIONS FOR: WQv Required (c.f.)= 313 c.f. Percent Total Area Impervious Area WQV Precipitation Catchment Number Impervious Rv s (Acres) (Acres) (ft ) (in) / SC -204 (Redevelopment Area) 0.05 0.05 1.00 0.95 198 1.15 SC -204 (New Impervious Area) 0.36 0.05 0.14 0.18 263 1.15 Treatment Required For Redevelopment Project (25%) 198x(0.25) = 50 c.f. Red Required (c.f.)= 50 c.f. New Impervious WQv Req (c.f.)= 263 c.f. WQv Required (c.f.)= 313 c.f. Porous Pavement Worksheet Ap=Vw/(nxdt) Ap Required porous pavement surface area ft2 Vw Design Volume ft3 n porosity of gravel bed/resevoir dt depth of gravel bed/resevoir Assume .4 for gravel Design Point: Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) % (ft ) (in) 1 0.06 0.05 0.83 0.80 200.38 1.15 Porous Pavement Enter Soil Infiltration Rate Soil Inflitration Rate 20.00 1 in/hour Calculate Required Surface Area Design Volume Vw 200 t3 Porosity of Gravel Bed n 0.40 Gravel Bed Depth dt 1.00 ft Required Surface Area Ap 501 sf Surface Area Provided 1,130 sf Dimensions of pavement can be provided here Storage Volume Provided 452 Ifts Determine the Runoff Reduction RRv 1 200 Ift3 Porous Pavement Worksheet Ap=Vw/(nxdt) Ap Required porous pavement surface area ft2 Vw Design Volume ft3 n porosity of gravel bed/resevoir dt depth of gravel bed/resevoir Assume .4 for gravel Design Point: Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) % (ft ) (in) 2 0.19 0.17 0.89 0.86 678.36 1.15 Porous Pavement Enter Soil Infiltration Rate Soil Inflitration Rate 20.00 1 in/hour Calculate Required Surface Area Design Volume Vw 678 t3 Porosity of Gravel Bed n 0.40 Gravel Bed Depth dt 1.00 ft Required Surface Area Ap 1,695.89 sf Surface Area Provided 1,816.00 sf Dimensions of pavement can be provided here Storage Volume Provided 726 ft 3 Determine the Runoff Reduction RRv 1 678 Ift3 Dry Well Worksheet Design Point: Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (ft ) (in) (Acres) % 203 0 ft 3 This is the portion of the WQv that is not reduced/infiltrated Treated 101.15 1.15 Dry Well ( Redevelop. ) Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 15% 0.19 101 Disconnected Rooftops Design Elements Pretreatment Techniques to Prevent Clogging Infiltration Rate 20.00 in/hou of 25% minimum; 50% if >2 in/hr; 100% if Pretreatment Sizing 100% WQv >5in/hour Required Pretreatment Volume 101 t3 Actual Pretreatment Provided 108 3 Ift Pretreatment can be provided in the form of a Pretreatment techniques Utilized Sump sedimentation basin, sump pit grass channel, plunge pool or other measure Size the Dry Well(s) Ap = Vw / (ndt) Design Volume Vw 101 t3 Porosity n 0.4 Design Depth dt 4.0 ft Maximum of 4 feet Bottom of Dry Well >3 feet from seasonally Depth to Groundwater 8.0ft high groundwater Surface Area Ap 63 ft 2 Area per Unit 79 t2 8 ft diameter prevfabricated Dry Wells Number of Units Required 0.8 Number of Units Specified 1.0 3 Storage Volume provided in dry well (not Volume Provided 126 ft including pretreatment. Determine Runoff Reduction RRv 101 t3 90% of the storage provided Volume 0 ft 3 This is the portion of the WQv that is not reduced/infiltrated Treated Filter Strip Design Point: Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv s Description Number (Acres) (ft ) (in) (Acres) % 4 0.37 0.06 0.17 0.20 312.57 1.15 Filter Strips Design Elements Is another area based practice applied to this area? No YIN Amended Soils & Dense Turf Cover? Yes YIN Is area protected from compaction from Yes YIN heavy equipment during construction? Small Area of Impervious Area & close to source? Yes YIN Composte Amendments? No YIN Boundary Spreader? Yes YIN Gravel Diaphram at top Boundary Zone? Yes YIN 25 feet of level grass Level level spreader shall be used for buffer Specify how sheet flow will be ensured. Spreader slopes ranging from 3-15% Average contributing slope 5 % 3% maximum unless a level spreader is Slope of first 10 feet of Filter Strip 2 % 2% maximum Overall Slope 8 % 8% maximum Contributing Length of Pervious Areas (PC) 25 ft 150 ft maximum Contributing Length of Impervious areas 24 ft 75 ft maximum (IC) Maximum PC Contributing Length for combination of PC & IC 126 ft Soil Group (HSG) A 50 ft minimum for slopes 0-8% 75 ft minimum for slopes 8-12% Filter Strip Width 50 ft 100 ft minimum for slopes 12-15% HSG C or D increase by 15-20% Are All Criteria for Filter Strips in Section 5.3.2 met? Yes Area Reduction Adjustments Subtract 0.37 Acres from total Area Subtract 0.06 Acres from total Impervious Area TRUE Minimum RRv Enter the Soils Data for the site Soil Group Acres S A 0.61 55% B 40% C 30% D 20% Total Area 0.61 Calculate the Minimum RRv S = 0.55 Impervious = 0.28 acre Precipitation 1.15 in Rv 0.95 Minimum RRv 609 ft3 0.01 laf APPENDIX F SAMPLE INSPECTION FORM SWPPP Page IF ingralls NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES General Permit for Stormwater Discharges from Construction Activity Permit Number GP 0-20-001 Site Assessment and Inspection Report Name of Permitted Facility: Date of Inspection: Location: Time of Inspection: Purpose of Inspection: Permit Identification Number: Weather: Soil Conditions: Inspector: General Recordkeeping: 1. Has a site map been attached with the limits of disturbance, areas of F Yes F No F N/A 1. stabilization and current working areas marked? F Yes 2. Will the inspection report be forwarded to NYSDEC? F Yes F No F N/A General Housekeeping: 1• Is work within the limits of the approved plans, including clearing and Yes No N/A 1. Is there an increase in turbidity that will cause a substantial visible F Yes F No F N/A Yes No N/A contrast to natural conditions? sediment from site. 3• 2. Is there residue from oil, visible oil film or globules of grease? F Yes F No F N/A 3. Are facilities and equipment necessary for implementation of erosion F Yes F No F N/A and sediment control in working order and/or properly placed? 4. Is construction impacting adjacent properties? F Yes F No F N/A 5. Is dust adequately controlled? F Yes F No F N/A Adverse Impacts or Off -Site Degradation: 1• Is work within the limits of the approved plans, including clearing and Yes No N/A Point blasting? 2• Adverse impacts — ponds, streams, wetlands and sinkholes are free from Yes No N/A 2. sediment from site. 3• Off-site degradation — sediment is kept out of roadways, adjacent Yes I— No N/A properties, storm sewers and air (dust). Site Discharge: Discharge Noted: Description Point 1. F Yes F No F N/A 2. F Yes F No F N/A IA Job # xx-xxx Ingalls & Associates LLP Page 1 2603 Guilderland Ave. Schenectady NY 12306 518-393-7725 ingralls Corrected Areas/General Observations Practices in Need of Repair/Maintenance: Project Notes Modifications to the SWPPP: Date of Modification Description of Modification: Reason for Modification: Signature of Qualified Inspector Date IA Job # xx-xxx Ingalls & Associates LLP Page 2 2603 Guilderland Ave. Schenectady NY 12306 518-393-7725 APPENDIX G SUPPORTING DOCUMENTATION SWPPP Page IG (Page Intentionally Left Blank) APPENDIX H NOTICE OF TERMINATION SWPPP Page IH New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person: 4a.Telephone: 4b. Contact Person E -Mail: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. ❑ All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year): 9b. ❑ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator's permit identification number: NYR (Note: Permit coverage can not be terminated by owner identified in 1.1. above until new owner/operator obtains coverage under the general permit) 9c. ❑ Other (Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post -construction stormwater management practices? ❑ yes ❑ no ( If no, go to question 1 Of.) 10b. Have all post -construction stormwater management practices included in the final SWPPP been constructed? ❑ yes ❑ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? ❑ yes ❑ no 10e. Indicate the method used to ensure long-term operation and maintenance of the post -construction stormwater management practice(s): ❑ Post -construction stormwater management practice(s) and any right-of-way(s) needed to maintain practice(s) have been deeded to the municipality. ❑ Executed maintenance agreement is in place with the municipality that will maintain the post -construction stormwater management practice(s). ❑ For post -construction stormwater management practices that are privately owned, a mechanism is in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator's deed of record. ❑ For post -construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 1 Of. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? ❑ yes ❑ no (If Yes, complete section VI - "MS4 Acceptance" statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued VII. Qualified Inspector Certification - Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII. Qualified Inspector Certification - Post -construction Stormwater Management Practice(s): I hereby certify that all post -construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination - January 2015) Page 3 of 3