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3.14 3.14 ZONING/Refer Petition for Change of Zone for Foothill Builders to Planning Board—10-6-2023 RESOLUTION AUTHORIZING TOWN CLERK TO SUBMIT FOOTHILL BUILDERS LLC'S PETITION FOR CHANGE OF ZONE TO QUEENSBURY PLANNING BOARD RESOLUTION NO.: ,2023 INTRODUCED BY: WHO MOVED ITS ADOPTION SECONDED BY: WHEREAS, Foothills Builders, LLC (FB) submitted a Petition for Change of Zone application to the Queensbury Town Clerk's Office on or about October 5, 2023 to allow for a change of zoning district designation for a parcel identified as Tax Map No: 303.5-1-79 from Commercial Intensive (CI) to Moderate Density Residential (MDR), and WHEREAS, by the same application FB is also requesting an amendment to the Zoning Code to state that Multifamily Dwellings in the Moderate Density Residential (MDR) zoning district shall be entitled to a density of six (6) dwelling units per acre, in accordance with §A183-26, subject to the following: (1) the Lot shall have a minimum gross land area of ten (10) acres; (2) the Lot shall be served by municipal water and sewer; and (3) two points of ingress and egress to the Lot shall be required from local arterial roads or collector roads, and WHEREAS, FB has also submitted applications to the Planning Board for Site Plan Review and Wetlands Permit approvals to construct sixty-four (64) multifamily dwelling units and a community building on said parcel, and WHEREAS, the application has been reviewed by the Town's Senior Planner and deemed complete for purposes of review, and WHEREAS, applications for zoning changes are subject to Warren County Planning Department review in accordance with New York State General Municipal Law §239-m, and WHEREAS, applications for zoning changes may be forwarded to the Town Planning Board for recommendations in accordance with §179-15-040 of the Town Zoning Ordinance, and WHEREAS, following such recommendations, the Town Board will review the application and take such other actions as it shall deem necessary and proper, and WHEREAS, prior to making a decision about whether to approve the zoning change, it is necessary to conduct a review under the New York State Environmental Quality Review Act (SEQRA) for potential environmental effects, NOW, THEREFORE, BE IT RESOLVED, that the Queensbury Town Board hereby requests that the Planning Board seek Lead Agency status for SEQRA review of the proposed zoning changes and Site Plan Review requested by FB as delineated in the preambles of this Resolution, and BE IT FURTHER, RESOLVED, that the Town Board hereby authorizes and directs the Town Clerk to forward FB's application received by the Town Clerk's Office on or about October 5, 2023 to the Queensbury Planning Board for review, report and recommendation on the proposed zoning change, and BE IT FURTHER, RESOLVED, that the Town Board further authorizes and directs the Town Clerk to submit the application to the Warren County Planning Department for NYS GML §239-m review, and BE IT FURTHER, RESOLVED, that the Town Board further authorizes and directs the Town Supervisor to execute any necessary documentation and the Town Supervisor, Town Clerk and/or Department of Community Development to take any other necessary actions to effectuate the terms of this Resolution. Duly adopted this 16t'day of October, 2023 by the following vote: AYES NOES ABSENT: LOCAL LAWS\Chapter 179—Rezoning Code Change—Foothill Builders CI to MDR—10-16-23 LOCAL LAW NO.: OF 2023 A LOCAL LAW TO AMEND CHAPTER 179 "ZONING" OF QUEENSBURY TOWN CODE TO AMEND ZONING MAP TO CHANGE ZONING DISTRICT DESIGNATION FOR TAX MAP NO. 303.5-1-79 AND TO AMEND TABLE 1: TABLE OF AREA REQUIREMENTS BE IT ENACTED BY THE TOWN BOARD OF THE TOWN OF QUEENSBURY AS FOLLOWS: SECTION 1. Queensbury Town Code Chapter 179, "Zoning," is hereby amended by amending the official Town Zoning Map to reflect a change of zoning district designation for a parcel identified as Tax Map Nos: 303.5-1-79 from Commercial Intensive (CI) to Moderate Density Residential (MDR). SECTION 2. The Map appended to this Local Law is hereby adopted as the official Town Zoning Map of the Town of Queensbury and supersedes the previously adopted Town Zoning Map. SECTION 3. §179-3-040(A)(3)(b)[1], entitled"Density"is hereby amended as follows: [1] Density [a] Two acres per dwelling unit if not connected to public sewer and water systems. [b] One acre per dwelling unit if connected to public sewer and water systems. [c] Multifamily Dwelling(s)shall be entitled to a density of six(6) dwelling units per acre, in accordance with§A183-26,subject to the following: (1) the lot shall have a minimum gross land area of ten (10) acres; (2)the lot shall be served by municipal water and sewer;and (3) two points of ingress and egress to the lot shall be required from local arterial roads or collector roads. Note: Language in bold italics is new language to be added; Language with line draw.. through is old language to be deleted. 1 SECTION 4. Chapter 179 Attachment 1, Table 1: Table of Area Requirements is hereby amended to include Multiple-Family Dwelling in "Density" column for the Moderate-density Residential (MDR) District table with footnote No. 22 stating that "Multiple-Family Dwelling(s) shall be entitled to a density of six (6) dwelling units per acre, in accordance with § A183-26, subject to the following: (1) the Lot shall have a minimum gross land area of ten(10) acres; (2)the Lot shall be served by municipal water and sewer; and (3) two points of ingress and egress to the Lot shall be required from local arterial roads or collector roads." SECTION 5. Attachment 1, Table 1: Table of Area Requirements as amended and appended to this Local Law is hereby adopted. SECTION 6. The invalidity of any clause, sentence, paragraph or provision of this Local Law shall not invalidate any other clause, sentence,paragraph or part thereof. SECTION 7. All Local Laws or Ordinances or parts of Local Laws or Ordinances in conflict with any part of this Local Law are hereby repealed. SECTION 8. This Local Law shall take effect immediately upon filing in the Office of the New York Secretary of State as provided in New York State Municipal Home Rule Law§27. Note: Language in bold italics is new language to be added; Language withwitli-line-dr-awn4k-eugh is old language to be deleted. 2 Mead Property a4t� Proposed Rezoning rt (Cl to MDR) N " s s AM p i WE S 0 400BER Feet Map Produced by TOOGIS:10/2023 r� I r 5 i SBL: 303.5-1-79 OWNER: MEAD'S NURSERY ACRES: 11 ,. y � Y � � ��'a''PA.�• �» � � � �� ;. � » 4 rya;,��' } � "g " �3 3 y `. �& ZONING I79 Attachment I Town of Queensbury Table 1:Table of Area Requirements Minimum Minimum Setbacks Maximum Building Floor Minimum Lot Road Water Area for Merchandise Minimum Height Area Lot Size Width' Frontage Depth Frontage Clustering Front Side Rear Shoreline Display' Percent Proposed Ratio District Symbol (acres) Density (feet) (feet) (feet) (feet) (acres) (feet) (feet) (feet) (feet) (feet) Permeable (feet) (FAR) Notes Land conservation LC-42A 42 400 400 — 400 210 100 100 100 200 95% 35 LC-l0A 10 400 400 — 400 50 100 100 100 200 95% 35 Parkland recreation PR-42A 42 400 400 800 800 210 100 100 100 150 90% 35 Rural residential RR-5A 5 400 400 — 200 25 100 75 100 75 75% 40/35' RR-3A 3 400 400 — 200 15 100 75 100 75 75% 40/35' Waterfront WR 2 150 150 — 150 4 30 25,20,15, 30 50/75' 75% 28' 0.22 residential 12:varies with lot width" Moderate-density MDR 2 or l' Multifamily dwelling" 100 100 — 100 2 30 25 30 75 50% 40/35' residential Neighborhood NB. 0.5 or 50 50 50 20 10/0' 15 50 35% 40/35' residential 10,000 sf4 Recreation RC 15,000sf 75 75 200 30 20 20 75 30% 35 commercial Commercial CM 1 150 50 200 150 NA 75 20 minimum; 25 75 25 30% 40 0.3 moderate sum 50 Commercial CI 1 150 50 200 150 NA 75 20 minimum; 25 75 25 30% 40 0.3 intensive sum 50 Commercial CI-18 1 150 50 200 NA NA 50-100" 20minimum; 25" 75 30% 40-70" 30%landscaped Intensive—Exit 18 sum 50" Office 0 Nonresidential:0.5 acre per 250 75 80 75 25 25 75 35% 40 15%landscaped 7,000 square feet of floor area Residential:1 acre per 8 dwelling units Neighborhood NC 1 acre per principal use or 50 50 100 75 40 20 15 75 30% 30 commercial structure Main Street MS 50 50 75 40-100" 0" 10 50 5%-10% 40" 5%landscaped" varies with lot size" Commercial Light CLI 1 acre per principal use or 200 100 200 200 50 30 30 75 30% 60 40,000 square feet Industrial structure Total building size cap for retail use only Note: Language in bold italics is new language to be added; Language is old language to be deleted. 4 QUEENSBURY CODE Minimum Minimum Setbacks Maximum Minimum Minimum Building Floor Lot Road Water Area for Merchandise Percent Height Area Lot Size Width' Frontage Depth Frontage Clustering Front Side Rear Shoreline Display' Permeabl Proposed Ratio District Symbol (acres) Density (feet) (feet) (feet) (feet) (acres) (feet) (feet) (feet) (feet) (feet) e (feet Light Industrial LI-VF 1 ) (FAR) Notes 200 200 NA 50 20 20 75 30% 35 0.3 Veteran's Field Heavy industry HI 3 acres minimum per principal 300 300 400 200 NA 100 50 50 200 30% 50 use or structure Enclosed shopping ESC 2.5 Maximum residential density 500 75 200 NA 40" 30" 30" 150" 20% 70" 15%minimum center as per§179-3-040B(1)(b) [12]10 landscaped • NOTES: ' Minimum lot widths require compliance with access management requirements for shared driveways or double lot width. ' Thirty-five-foot building height applies within the Adirondack Park. ' Two acres of land per residential unit if not connected to public sewer and water systems;one acre of land per residential unit if connected to public water and sewer systems. Five-tenths acre of land per residential unit if not connected to public sewer and water systems;10,000 square feet of land per residential unit if connected to public sewer and water systems. ' Ten feet if buildings not connected or zero if connected. ' With a minimum of 15,000 square feet of land per 2,000 square feet of floor area. ' Setback from the edge of pavement. ' Accessory structures shall have a maximum height of 16 feet. ° Seventy-five-foot setback applies to lands in the Rural Use classification in the Adirondack Park.See Zonin Ma '9 See§179-3-040A(5)(b)[3]. g p' " A building setback greater than the minimum requirement of 50 feet may allow for a buildingheight greater than the maximum of 40 feet otherwise allowed.See§179-3040B(8)(b)[2]and[9].I' See§§179-3-040B(5)(b)[2],179-3-040B(5)(b)[9],and 179-7-070A(1)(c). " Buildings shall occupy a minimum of 60%of the build-to lot width as measured by the building facade width divided by the build-to lot width.See§179-3.040B(5)(b)[3]. " §§179-3-040B(5)(b)[10]and 179-3.040B(5)(b)[11]. " See§179-3-040B(5)(b)[9]. " See§179-3-040B(5)(b)[11]. " Parcels adjacent to residential uses shall require a minimum fifty-foot setback which shall include at least a twenty-five-foot vegetated buffer. " Buildings in excess of 40 feet in height shall have a front setback of 100 feet or greater. " The maximum gross building residential area(total unit square footage)shall be 30%of the total building floor area of all other commercial buildings within the ESC zoning district.See§179-3-040B(1)(b)[12]. " Back lots to be utilized for(1)mall anchor stores greater than 30,000 square feet each;and(2)multifamily dwelling;maybe subdivided without otherwise required setbacks or frontage on a public road.See§179-3-040B(1)(d). 77 Multifamily Dwelling(s)shall be entitled to a density of six(6)dwelling units per acre,in accordance wills§A183-16,subject to the following:(1)the lot shall have a minimum gross land area of ten(10)acres;(2)the lot shall be served by municipal water and sewer;and(3)two points of ingress and egress to the lot shall be required from local arterial roads or collector roads. Note: Language in bold italics is new language to be added; Language is old language to be deleted. A �2 a CP TOWN OF QUEENSBUR r� RECEIVE D Site Plan Review Applicatio . OCT -5 2023 �, QUEENSBURY ,z _ CLERK'S OFFICE Review Process: s P € z v °�' 1. Required Pre-submission meeting with staff to determine general completeness to be held no later than 1 week prior to deadline day. Call (518) 761-8265 or(518) 761-8220 for an appointment. 2. Submittal of complete application: 1 original and 14 copies of the application package by monthly deadline. 3. Determination of application completeness. All necessary information must be provided and appropriate fee(s)paid for consideration for placement on an agenda for that month. 4. Incomplete applications will not be considered for placement on any agenda until all missing information has been submitted. 5. Submittal to Warren County Planning, if applicable. 6. Planning Board meeting, generally the third & fourth Tuesday of each month. You will be advised in writing as to which meeting to attend. 7. Following the meeting you will be provided with a copy of the resolution stating the Board's decision on your application. If your application was approved, the next likely step is a Building Permit. Final drawings must be provided for the next phase of review. If your application was denied, your project cannot proceed as submitted. DOCUMENTATION REQUIREMENTS (hard copy & electronic): Please submit 1 original& 14 copies of the completed application package to include: • Completed Application pages 2-9, signed &dated • Pre-Submission Meeting Notes: signed by staff • Copy of Deed • Checklist&Plot Plan • Environmental Assessment Form for any non-residential project • Fee: $100 (0 — 10,000 sq. ft.); $250 (10,001 — 30,000 sq. ft.); $500 (30,001 -100,000 sq. ft.); $1,000 (100,000+sq. ft.) Staff& Contact Information: Craig Brown, Zoning Administrator craigb(n queensbury.net Laura Moore, Land Use Planner lmoorena,queensburv.net Sunny Sweet, Office Specialist—Planning sunnysna,Queensburv.net (518) 761-8220 Visit our website at www.queensbury.net for further information and forms 1 Site Plan Review application—Revised October 2016 Town of Queensbury Planning Office-742 Bay Road,Queensbury,NY 12804 General Information Tax Parcel ID Number: 303.5-1-79 Zoning District: Commercial Intensive(CI) Lot size: 10.97+/-acres Detailed Description of Project[includes current&proposed use]: The existing site is the location of the former Meads Nursery.Existing development includes a retail store,greenhouses,asphalt paving,gravel paths and overgrown nursery stock.Proposed work includes the development of 16 4-unit multifamily dwellings, asphalt loads,landscaping,outdoor amenities,lighting,extensive stointwater mauagutent system and municipal utility connections. Location of project: 361 Ridge Road,Queensbury,NY 12801 Applicant Name: Foothills Builders Address: 9 Mountainside Dr,Queensbury,NY Home Phone 518-791-1851 Cell: Work Phone Fax E-Mail: Agent's Name: Address: 38 High Rock Ave,Suite 3 Matthew Huntington of Studio A Home Phone Cell: Work Phone Fax 518-430-4050 E-mail mhuntington@studioadpc.com Owner's Name Address 361 Ridge Rd.,Queensbury,NY Mead's Nursery Inc. Home Phone Cell Work Phone Fax E-mail 2 Site Plan Review application—Revised October 2016 Town of Queensbury Planning Office-742 Bay Road,Queensbury,NY 12804 Site Development Data Area/Type Existing sq. ft. Proposed Total sq.ft. Addition sq. ft. A. Building footprint 5,097(retail bldg) 76,289 81,566 B. Detached Garage 15,950(barn bldgs) 0 0 C. Accessory Structure(s) 5,547(greenhouses) 0 0 D. Paved,gravel or other hard surfaced area 99,200 617 99,817 (dirt roads included) E. Porches/Decks N/A N/A N/A F. Other N/A N/A N/A G. Total Non-Permeable [Add A-F] 125,794 76,906 181,383 H. Parcel Area [43,560 sq. ft./acre] 477,659 477,659 477,659 I. Percentage of Impermeable Area of Site [I=G/H] 26% 18% 42% Setback Requirements Area Required Existing Proposed Front[1] 75 FT 56 FT 50 FT Front[2] 25 FT >600 FT 63 FT Shoreline N/A N/A N/A Side Yard [1] 20 MIN. 5 FT 30 FT Side Yard[2] 30 MAX. N/A 30 FT Rear Yard[1] N/A N/A N/A Rear Yard [2] N/A N/A N/A Travel Corridor 75 FT(along Ridge Rd Only) 56 FT 400 FT(closest bld to Ridge Height[max] 40 Unkown <40 FT Permeability 30% 88% 58% No.of parking spaces 2/DWELLING UNIT Unknown 2/DWELLING+16 ADDIT. 3 Site Plan Review application—Revised October 2016 Town of Queensbury Planning Office-742 Bay Road,Queensbury,NY 12804 Additional Project Information 1. Will the proposal require a Septic Variance from the Town Board of Health? No 2. If the parcel has previous approvals, list application number(s): N/A 3. Does this project require coverage under the New York State Pollutant Discharge Elimination System (SPDES)Permit Program? Yes-General Permit 4. Estimated project duration: Start Date Mar.2023 End Date Mar.2024 5. Estimated total cost of project: 6. Total area of land disturbance for project: 10.97+/-ac Floor Area Ratio Worksheet FLOOR AREA RATIO (FAR) -- The relationship of building size to lot size, derived by dividing the total building floor area by the lot size in square feet, yielding a percentage. Zoning District Symbol Floor Area Ratio [FAR] Waterfront Residential WR 0.22 Commercial Moderate/Intensive CM/CI 0.3 A. The combined area of all square footage, as measure from exterior walls of all structures on the property, including all floors of the structures, garages, basements and attics with more than five (5) feet of ceiling height and covered porches. Building square footage does not include: Open deck, docks and that portion of covered docks extending over water and one storage shed of one hundred twenty (120) square feet or less. Any additional sheds will be included. (See"FLOOR AREA RATIO"). B. Commercial or industrial: the total area in square feet as measured from the exterior of the outside walls of a building or structure, and when applicable, the sum total of all floor areas of the principal and accessory buildings or structures on the project site. A. Parcel Area 477,659 sq. ft. B. Existing Floor Area 26,594 se. ft. [see above definition] C. Pro s osed Additional Floor Area 54,972 Ss. ft. D. Proposed Total Floor Area 81,566 _ sq. ft. E. Total Allowable Floor Area 143355.9 (Area x 0.3 [see above table] *If D is larger than E. a variance or revisions to your plan may be needed. Consult with Staff. 4 Site Plan Review application—Revised October 2016 Town of Queensbury Planning Office-742 Bay Road,Queensbury,NY 12804 § 179-9-080 Requirements for Site Plan Approval. The Planning Board shall not approve a Site Plan unless it first determines that such site plan meets the following Standards. Please prepare responses to each of the following topics: Please see attached responses. STANDARDS A. The proposed project furthers or is consistent with the policies of the Town's Comprehensive Plan. B. The proposed project complies with all other requirements of this Chapter,including the site plan review standards as set forth in.Paragraph F of this section,the dimensional,bulk and density regulations of the zoning district in which it is proposed to be located(Article 3 and Table 1),the applicable requirements of all other Articles that apply. C. The site plan encourages pedestrian activity internally and,if practicable,to and from the site with pedestrian paths or sidewalks connected to adjacent areas. D. The site plan must conform to Chapter 136 Sewage and Sewage Disposal,Chapter 147 Stormwater Management Local Law,and other applicable local laws. E. The proposed use shall be in harmony with the general purpose or intent of this Chapter,specifically taking into account the location, character and size of the proposed use and the description and purpose of the district in which such use is proposed,the nature and intensity of the activities to be involved in or conducted in connection with the proposed use and the nature and rate of any increase in the burden on supporting public services and facilities which will follow the approval of the proposed use. F. The establishment,maintenance and operation of the proposed use will not create public hazards from traffic,traffic congestion or the parking of vehicles and/or equipment or be otherwise detrimental to the health,safety or general welfare of persons residing or working in the neighborhood or to the general welfare of the town. Traffic access and circulation,road intersections,road and driveway widths and traffic controls will be adequate. G. Off-street parking and 19oading facilities will be appropriately located and arranged and sufficient to meet traffic anticipated to be generated by the new use. The establishment of vehicle links between parking areas of adjacent properties are provided where feasible. This furthers the Town's goal of reducing curb cuts and reducing congestion. A twenty-foot wide connection is required. If adjacent properties are either undeveloped or previously developed without having made provision for future linkage,then a future connection must be identified and provided for in the site plan under review for such future linkage when the time arises. The Planning Board may require proof that the applicant has made contact with adjacent property owners for purposes of coordinating linkages with adjacent properties. H. The project shall not have an undue adverse impact upon the natural,scenic,aesthetic,ecological,wildlife,historic,recreational or open space resources of the town or the Adirondack Park or upon the adequate provision of supporting facilities and services made necessary by the project,taking into account the commercial,industrial,residential,recreational or other benefits that might be derived from the project. In making the determination hereunder,the Planning Board shall consider those factors pertinent to the project contained in the development considerations set forth herein under§ 179-9-080 of this Chapter,and in so doing,the Planning Board shall make a net overall evaluation of the project in relation to the development objectives and general guidelines set forth in§ 179-9-080 of this Article. I. The provision for and arrangement of pedestrian traffic access and circulation,walkway structures,control of intersections with vehicular traffic and overall pedestrian convenience shall be safe and adequate for pedestrian movement. Pedestrian connections between adjacent sites shall be provided to encourage pedestrian use. J. Stormwater drainage facilities will prevent an increase of post development drainage flows as compared to pre-development drainage flows. Drainage of the site shall recharge ground water to the extent practical. Surface waters flowing off-site shall not degrade any streams or adversely affect drainage on adjacent properties or public roads. Facilities shall be in conformance with the drainage standards of Chapter 147 of the Town Code and the Town of Queensbury Subdivision Regulations where applicable. K. The water supply and sewage disposal facilities will be adequate and will meet all applicable and current requirements set forth by Department of Health regulations and Chapter 136 of the Town Code. L. The adequacy,type and arrangement of trees,shrubs and other suitable plantings,landscaping and screening shall effectively provide a visual and/or noise buffer between the applicants and adjoining lands,including the maximum retention of existing vegetation and maintenance,including replacement of dead or deceased plants. M. Fire lanes,emergency zones and fire hydrants will be adequate and meet the needs and requirements of emergency service providers. N. The design of structures,roadways and landscaping in areas susceptible to ponding,flooding and/or erosion will minimize or avoid such impacts to the maximum extent practicable. O. The site plan conforms to the design standards,landscaping standards and performance standards of this chapter. 5 Site Plan Review application—Revised October 2016 Town of Queensbury Planning Office-742 Bay Road,Queensbury,NY 12804 § 179-9-050 Checklist-Application for Site Plan Review. Application materials and site plan shall include sufficient information for the Board to review and provide a decision. The applicant is to provide a site plan drawing and all attachments that address items A-V. The applicant may request a waiver from A-V and is to provide reasons for waiver(s) requested. Please label information to be submitted. REQUIREMENTS Sheet# A. A vicinity map drawn at the scale that shows the relationship of the proposal to existing community facilities which affect or serve it,such as roads,shopping areas,schools,etc. The map shall also show all properties,identify owners, Adjacent subdivisions,streets and easements within 500 feet of the property. Such a sketch may be superimposed on a United States Owners Geological Survey map of the area. Map B. The site plan shall be drawn at a scale of forty feet to the inch(1"=40 feet)or such other scale as the Planning Board may deem appropriate,on standard 24"x 36"sheets,with continuation on 8 1/2"x 11"sheets as necessary for written information. The information listed below shall be shown on the site plan and continuation sheets. C. Name of the project,boundaries,date,north arrow,and scale of the plan. C-0.00 D. Name and address of the owner of record,developer,and seal of the engineer,architect or landscape architect. If the C-0.00 applicant is not the record owner,a letter of authorization shall be required from the owner. E. The location and use of all existing and proposed structures within the property,including all dimensions of height and C 0.10 floor area,all exterior entrances,and all anticipated future additions and alterations. F. The location of all present and proposed public and private ways,off-street parking areas,driveways,outdoor storage areas, sidewalks,ramps,curbs,paths,landscaping,walls and fences. Location,type and screening details for all waste disposal C-1.10 containers shall also be shown. G. The location,height,intensity and bulb type(sodium,incandescent,etc.)of all external lighting fixtures. The direction of C-4.20 illumination and methods to eliminate glare onto adjoining properties must also be shown in compliance with§ 179-6-020. H. The location,height,size,materials and design of all proposed signs. N/A I. The location of all present and proposed utility systems including: 1. Sewage or septic system; C-3.10 2. Water supply system; 3. Telephone,cable and electrical systems;and 4. Storm drainage system including existing and proposed drain lines,culverts,catch basins,headwalls,endwalls, hydrants,manholes and drainage swales. J Plans to prevent the pollution of surface or groundwater,erosion of soil both during and after construction,excessive runoff SWPPP- and flooding of other properties,as applicable. A Stormwater Pollution Prevention Plan(SWPPP)for all land development Attached activities(excluding agricultural activities)on the site that results in land disturbance of one acre or more. A SWPPP shall comply with the requirements of the DEC SPDES MS-4 General Permit and Chapter 147 of the Town of Queensbury Code. It shall be at the discretion of the Planning Board as to whether a SWPPP or an erosion and control plan shall be required for a site plan review project land disturbance of less than one acre. K. Existing and proposed topography at two-foot contour intervals,or such other contour interval as the Planning Board shall C-2.10 allow. All elevations shall refer to the nearest United States Coastal and Geodetic Bench Mark. If any portion of the parcel is within the 100-year floodplain,the area will be shown and base flood elevations given. Areas shall be indicated within the proposed site and within 50 feet of the proposed site where soil removal or filling is required,showing the approximate volume in cubic yards. L. A landscape plan showing all existing natural land features than may influence the design of the proposed use such as rock C-4.10 outcrops,stands of trees,single trees eight or more inches in diameter,forest cover and water sources and all proposed changes to these features,including sizes and types of plants. Water sources include ponds,lakes,wetlands and watercourses,aquifers,floodplains and drainage retention areas. M. Land Use District boundaries within 500 feet of the site's perimeter shall be drawn and identified on the site plan,as well as any Overlay Districts that apply to the property. A.O.Map 6 Site Plan Review application—Revised October 2016 Town of Queensbury Planning Office-742 Bay Road,Queensbury,NY 12804 REQUIREMENTS (CONTINUED) Sheet# N. Traffic flow patterns within the site,entrances and exits,loading and unloading areas,as well as curb cuts on the site and C-1.10 within 100 feet of the site. The Planning Board may,at its discretion,require a detailed traffic study for large developments or for those in heavy traffic areas,which shall include: 1. The projected number of motor vehicle trips to enter or leave the site,estimated for weekly and annual peak hour traffic levels; 2. The projected traffic flow pattern including vehicular movements at all major intersections likely to be affected by the proposed use of the site; 3. The impact of this traffic on levels of service on abutting public streets and at affected intersections. Existing and proposed weekly and annual peak hour traffic levels and road capacity levels shall also be given. O. For new construction or alterations to any structure,a table containing the following information shall be included: C-0.00& 1. Estimated area of structure to be used for particular purposes such as retain operation,office, Attached Storage,etc.; Arch. Plans 2. Estimated maximum number of employees; 3. Maximum seating capacity,where applicable;and 4. Number of parking spaces existing and required for the intended use. p 1. Floor Plans. Attached 2. Elevations at a scale of one-quarter inch equals one foot(1/4"=1 foot)for all exterior facades of the proposed structure(s) Arch. and/or alterations to or expansions of existing facades,showing design features and indicating the type and color of materials Plans to be used. Q. Soil logs,water supply well and percolation test results,and storm water runoff calculations as needed to determine and mitigate project impacts. C-0.10 R. Plans for disposal of construction and demolition waste,either on-site or at an approved disposal facility. C-0.20 S. Plans for snow removal,including location(s)of on-site snow storage. N/A T. An Environmental Assessment Form("EAF")as required by the SEQRA regulations,with Part 1 completed by the Applicant Attached shall be submitted as part of the application. If the proposed project requires a special use permit and an EAF has been submitted in conjunction with a special use permit application,a duplicate EAF is not required for the site plan application. U. If an application is for a parcel or parcels on which more than one use is proposed,the applicant may submit a single NIA application for all such uses,provided the proposed uses are accurately delineated on a site plan drawn pursuant to the requirements set forth above. The Planning Board may grant the application with respect to some proposed uses and not others. For purposes of reviewing an application(and for SEQRA compliance)all proposed uses on a single parcel or on contiguous parcels shall be considered together. V. A brief narrative statement on how the project proposed for review furthers or is consistent with the vision,goals and policies in the Town's Comprehensive Plan. Attached 7 Site Plan Review application—Revised October 2016 Town of Queensbury Planning Office-742 Bay Road,Queensbury,NY 12804 Town of Queensbury Site Plan Pre-Submission Conference Form / Section 179-9-040 1. Applicant Name: Foothill Builders/Meads(rev2) 2. Tax Map ID 303.5-1-79 Location: 361 Ridge Road 3. Zoning Classification Cl/10.97 ac Applicant proposes a zone change from CI to MDR and language changes for MDR for a 16 4-unit Multi family buildings(64 units)pending referral from Town 4. Reason for Review: Board to Planning Board for SEQR,then site plan&freshwater wetlands review 5. Zoning Section#: 179-3-040 CI&MDR,Chapter 94 Wetlands,179-4-010Design,179-5-100 Multiple family 6. Pre-Submission Meeting Notes: Provided Outstanding; Please provide by Deed X General Information complete X Site Development Data Complete X Setback Requirements Complete X Additional Project Information Complete Add SP26-1990 for previous reviews FAR addressed X Requirements for Site Plan-Standards X Checklist items addressed lighting and landscaping to be provided Environmental Form completed X Signature Page completed X Applicant proposes a zone change of a 10.97 ac parcel from Commercial Intensive to Moderate Density residential. The zone change will include additional language to be added to MDR bulk area requirements for Density. The project includes 64 multiple family units broken down to 16 buildings . allowing 4 units each. The project work will occur within 100 ft of a designated wetland for road ways and community property. The project includes a community building and a community courtyard yet to be designed. Project is subject to Town Board Petition of Zone Change from CI to MDR and code language change and referral, SEQR and recommendation to Town Board, Site plan review for multiple family project in the MDR,Freshwater wetlands for work withing 100 ft of the wetland. Items reviewed revised site plan application, site plans, eaf, swppp,petition of zone change etc. Items to be updated or provided 1)page 3 note on site data standard building footprint size in square feet, community building should be added to other indicate footprint size 2)page 4 previous reviews - add SP26-1990 3)page 6 and 7 Review sections 179-4-010, 179-5-100, & 179-8-050 for landscaping noting landscaping needs to be provided, lighting plans need to be provided type, foot-candle average, elevations and floor plans of the community building need to be provided, Review 179-6-050 shoreline cutting due to the wetland,wetland should be delineated, snow removal locations should be noted on the plan as well. 4) review documents as some descriptions refer to 77 units Staff Representative: Laura Moore via email 06/21/2023 Applicant/Agent: Matt Huntington 06/08/2023 Date: 06/21/2023 8 DocuSign Envelope ID:C4F704A2-6D43-403E-B147-BD7E6E891F4A Signature Page This page includes the 1.) Authorization to Act as Agent Form:2.)Engineering Fee Disclosure; 3.)Authorization for Site Visits; 4.) Other Permit Responsibilities;5.)Official Meeting Disclosure and 6.)Agreement to provide documentation required. OWNER'S AGENT FORM: Complete the following if the OWNER of the property is not the same as the applicant Owner: Designates: As agent regarding: Variance Site Plan Subdivision For Tax Map No.: Section Block Lot Deed Reference: Book Page Date OWNER SIGNATURE: DATE: APPLICANT'S AGENT FORM: Complete the following if the APPLICANT is unable to attend the meeting or wishes to be represented by another party: Owner: Foothills Builders Designates: studio A Landscape Architecture+Engineering DPC As agent regarding: Variance X Site Plan Subdivision For Tay AA'""T^• 303. Section 1 Block 79 Lot DocuSigned by: Deed I�I� ., ,: DATE: Book P 1�W 4/13/2 OWNER SIGNATUR CSq"" l)XV 15E4E2CB869A4B0... 2.) ENGINEERING FEE DISCLOSURE: Applications may be referred to the Town consulting engineer for review of septic design, storm drainage,etc.as determined by the Zoning or Planning Department. Fees for engineering review services will be charged directly to the applicant. Fees for engineering review will not exceed$1,000 without notification to the applicant. 3.) AUTHORIZATION FOR SITE VISITS: By signing this page and submitting the application materials attached herein,the Owner,Applicant, and his/her/their agent(s)hereby authorize the Zoning Board or Planning Board and Town Staff to enter the subject properties for the purpose of reviewing the application submitted. 4.) OTHER PERMIT RESPONSIBILITIES: Other permits may be required for construction or alteration activity subsequent to approval by the Zoning Board or Planning Board. It is the applicant's responsibility to obtain any additional permits. 5.) OFFICIAL MEETING MINUTES DISCLOSURE: It is the practice of the Community Development Department to have a designated stenographer tape record the proceedings of meetings resulting from application, and minutes transcribed from those tapes constitutes the official record of all proceedings. 6.) AGREEMENT TO PROVIDE DOCUMENTATION REQUIRED: I,the undersigned,have thoroughly read and understand the instructions for submission and agree to the submission requirements,I acknowledge no construction activities shall be commenced prior to issuance of a valid permit. I certify that the application,plans and supporting materials are a true and complete statement/description of the existing conditions and the work proposed, and that all work will be performed in accordance with the approved plans and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed,I or my agents,will obtain a certificate of occupancy as necessary. I also understand that I/we may be required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy ^ree to the above. r—DocuSigned by: , 36S „( I,, ,; Joseph Leuci 4/13/2022 6iSEuE1.41, A IF ant Print Name [Applicant] Date signed Matthew Huntington 4/13/2022 ignature [A ent Print Name [Agent] Date signed 9 Site Plan Review application—Revised October 2016 Town of Queensbury Planning Office-742 Bay Road,Queensbury,NY 12804 studio . 'Landscape Aechitecture, D.P.C. FHB Meads Lot Multifamily Dwelling Development 361 Ridge Road Queensbury, NY SITE PLAN REVIEW APPLICATION—Responses to Standards A.The proposed project furthers or is consistent with the policies of the Town's Comprehensive Plan. The proposed project and property usage is in an existing commercial intensive district, a separate Zone Change Application has been submitted to change to a moderate density residential district.The project is not consistent with the existing commercial intensive zone policies. However,the proposed action is consistent with the surrounding Moderate Density Residential zone. B. The proposed project complies with all other requirements of this Chapter,including the site plan • review standards as set forth in Paragraph F of this section,the dimensional,bulk and density regulations of the zoning district in which it is proposed to be located(Article 3 and Table 1),the applicable requirements of all other Articles that apply. The proposed project has been designed to comply with the design standards and criteria set forth for the Moderate Density Residential zone.The proposed site use conforms with the dimensional, bulk and density regulations of this zoning district.A zone change application has been submitted to the Town pursuant to the proposed development and is currently under review. C. The site plan encourages pedestrian activity internally and,if practicable,to and from the site with pedestrian paths or sidewalks connected to adjacent areas. The proposed site layout encourages pedestrian use and internal circulation through integration of walking paths and sidewalks throughout the entirety of the site, an internal community use area and community courtyard areas. Further,the proposed site walks and internal road system provide pedestrian and vehicle connectivity between Ridge and Meadowbrook roads. D. The site plan must conform to Chapter 136 Sewage and Sewage Disposal,Chapter 147 Stormwater Management Local Law,and other applicable local laws. The site plan conforms to the Town's ordinances noted above. Wastewater disposal and potable water service is proposed by connection to existing municipal services.The project proposes to accommodate stormwater management through application of green infrastructure and standard management practices designed in accordance with NYSDEC design manual. 38 High Rock Ave,Suite 3 I P.O.Box 272 I Saratoga Springs,NY 12866 1518.450.4030 E.The proposed use shall be in harmony with the general purpose or intent of this Chapter,specifically taking into account the location,character and size of the proposed use and the description and purpose of the district in which such use is proposed,the nature and intensity of the activities to be involved in or conducted in connection with the proposed use and the nature and rate of any increase in the burden on supporting public services and facilities which will follow the approval of the proposed use. The proposed use is in harmony with the proposed zoning district- Moderate Density Residential.The proposed use provides a transition corridor between the adjoining residential neighborhoods and the commercial entities located on Quaker Road. Proposed development encourages community activities and outdoor use,while remaining focused on a residential dwelling setting.The proposed dwellings are in general harmony with the character of surrounding residences, while the proposed density provides a gradual transition between the residences and Quaker Road uses. F. The establishment,maintenance and operation of the proposed use will not create public hazards from traffic,traffic congestion or the parking of vehicles and/or equipment or be otherwise detrimental to the health,safety or general welfare of persons residing or working in the neighborhood or to the general welfare of the town.Traffic access and circulation,road intersections,road and driveway widths and traffic controls will be adequate. The proposed project will not create an unsafe condition for traffic,traffic congestion or the parking of vehicles.A road system with two-way traffic is proposed to facilitate safe access to all dwellings. Further,two parking spaces are provided at each dwelling with 16 additional parking spaces provided along the perimeter of the community use area.All requireddistances for vehicle circulation and drive widths are adequate to accommodate anticipated vehicle use. G.Off-street parking and loading facilities will be appropriately located and arranged and sufficient to meet traffic anticipated to be generated by the new use.The establishment of vehicle links between parking areas of adjacent properties are provided where feasible.This furthers the Town's goal of reducing curb cuts and reducing congestion.A twenty-foot wide connection is required.If adjacent properties are either undeveloped or previously developed without having made provision for future linkage,then a future connection must be identified and provided for in the site plan under review for such future linkage when the time arises.The Planning Board may require proof that the applicant has made contact with adjacent property owners for purposes of coordinating linkages with adjacent properties. Adequate off-street parking and loading facilities are provided within the site to accommodate anticipated vehicle traffic generated from the proposed use.The adjacent properties are currently residential-use and future linkage is therefore not a consideration at this time. H.The project shall not have an undue adverse impact upon the natural,scenic,aesthetic,ecological, wildlife,historic,recreational or open space resources of the town or the Adirondack Park or upon the adequate provision of supporting facilities and services made necessary by the project,taking into account the commercial,industrial,residential,recreational or other benefits that might be derived from the project.In making the determination hereunder,the Planning Board shall consider those factors pertinent to the project contained in the development considerations set forth herein under§179-9-080 of this Chapter,and in so doing,the Planning Board shall make a net overall evaluation of the project in relation to the development objectives and general guidelines set forth in§179-9-080 of this Article. The proposed project does not have an undue adverse environmental impact on the natural, scenic, aesthetic, ecological, wildlife, historic, recreational or open space resources of the Town.The proposed stormwater management system provides opportunity to revegetate buffer areas and increase habitat density in the western extremities of the site.The existing site is developed and is serviced by the Town's municipal sewer and water utilities.The proposed development will utilize these facilities. I.The provision for and arrangement of pedestrian traffic access and circulation,walkway structures, control of intersections with vehicular traffic and overall pedestrian convenience shall be safe and adequate for pedestrian movement.Pedestrian connections between adjacent sites shall be provided to encourage pedestrian use. The proposed site plan allows for safe pedestrian access and circulation within the site through the use of proposed paths and sidewalks.Vehicular traffic is controlled by signage and road markings. J. Stormwater drainage facilities will prevent an increase of post development drainage flows as compared to pre-development drainage flows. Drainage of the site shall recharge ground water to the extent practical.Surface waters flowing off-site shall not degrade any streams or adversely affect drainage on adjacent properties or public roads. Facilities shall be in conformance with the drainage standards of Chapter 147 of the Town Code and the Town of Queensbury Subdivision Regulations where applicable. Currently there are no stormwater management practices on site. Proposed stormwater management practices include the application of green infrastructure and standard stormwater practices sized in accordance with the NYSDEC Stormwater Design Manual to treat and attenuate generated runoff.The proposed stormwater management system has been designed to attenuate peak discharge rates to be less than pre-existing conditions for the 1-year, 10-year and 100-year storm events.A NYSDEC SPDES General Permit will be obtained for the proposed development. K.The water supply and sewage disposal facilities will be adequate and will meet all applicable and current requirements set forth by Department of Health regulations and Chapter 136 of the Town Code. The proposed sewage disposal and water supply will be connected to existing municipal services.All requirements of the Town of Queensbury will be met. All connections will be made in coordination with the applicable Town Departments. L.The adequacy,type and arrangement of trees,shrubs and other suitable plantings, landscaping and screening shall effectively provide a visual and/or noise buffer between the applicants and adjoining lands,including the maximum retention of existing vegetation and maintenance, including replacement of dead or deceased plants. The north, east and south property lines will be buffered from adjacent neighbors through the application of native trees, shrubs and seed mixes. Further,the western extremities of the site will be subject to installation of stormwater pocket ponds; areas surrounding the ponds will be revegetated to establish a buffer from Meadowbrook Road and provide habitat for pollinator and birds. M. Fire lanes,emergency zones and fire hydrants will be adequate and meet the needs and requirements of emergency service providers. Fire lanes and emergency access is provided via internal road system.The proposed buildings will be equipped with a fire suppression system. Additionally,fire hydrants are proposed along the internal road system at a maximum separation of 400 linear feet of road. N.The design of structures,roadways and landscaping in areas susceptible to ponding,flooding and/or erosion will minimize or avoid such impacts to the maximum extent practicable. Positive drainage and several catch basins have been integrated within the roads to mitigate the potential for ponding. Further,vegetative swales and stormwater management practices are proposed in strategic locations to convey and attenuate potential runoff and mitigate erosion and flooding in susceptible areas. O.The site plan conforms to the design standards, landscaping standards and performance standards of this chapter. The proposed site plan complies with the requirements of the Moderate Density Residential zone. The applicant is seeking a zone change approval from the Town Zoning Board to rezone the parcel from Commercial Intensive to Moderate Density Residential. et Fon 553x N.Y.DEtD—WMAWR' ��----...__.— T1nuLAi x siamdu r.a.r.r.vnas . 7 iti1i TvltI.(awP,r..P,46 Mr...fma a(H. • • • Idø•• • .wade the 1st day of. February . • Sineteen Hundred • and Sixty-nine • • •• ' •. ibis mt RICHARD 0..MEAD and MADELINE 0.'MEAD,- his wife, both of Cleverdale, Warren County, New York, as tenants by the entirety, parties of the Jirat part, and MEAD'S NURSERY, It, ., a corporation organized and existing under the • laws of the State of.New York with its principal office and place of • - business at 360 Ridge Road, Glens Falls, Warren County, New York; • party of the second part, •- Wtta smO that the parties of the f rst part,in consideration of --ONE--- ---- ------ --Dollar ($1.00 ) • • lawful money of the United States, and other good and valuable consideration paid by the part y of the second part,do hereby grant and release unto the part y of the second part, its successors and assigns forever,all -� • those certain pieces or parcels of land•lying and being in the Town of ., '' Queensbury, Warren County, New York, more particularly bounded.and des- :>> cribed as follows: . -° • PARCEL I . • "BEGINNING at an iron pipe set in the ground on the westerly side of Ridge Road in said Town of Queensbury and being the northeasterly corn of premises shown on a map of lands of Mabel G. Potter Est., Town of Queensbury, Warren County, New York, made by Leslie W. Coulter, license. - . surveyor, dated October 5, 1946, and filed in the Warren County Clerk's ; Y • Office on March 3, 1947, and running thence south 43° 36' west a dis- (1 tance of 100 feet along the westerly line-of Ridge Road to'a point for a corner and thence running north 65' 51' west a distance of 371.18 fee. . .,r: more or less to a point for a corner and running thence north 43' 36' p east along a line parallel to the first mentioned line 100' to a wire ' fence marking the northerly boundary of the premises shown on the afore z. said map thence running south 65' 51' east along said northerly bounder , to the place of beginning. • '' } "Parties of the second part covenant and this conveyance is made upon the express condition that the above described premises shall be used • I only for residential purposes or for the operation of.a tree or plant nursery and for no other purpose whatsoever. Said covenant and restric -; tion shall be deemed to run with the land and be a perpetual restrictio r of the.use of the above described premises hereby conveyed to parties o; � .: the second part or any person or persons, firm or corporation subsequen•- ••' "• 3. , ly claiming or deriving title thereto;' • Being the first parcel of•land described in a certain warranty deed dat • al ed April 9, 1951 from Lee-A. Finch and Bertha H. Finch, his wife, to • the grantors herein, recorded in the Warren County Clerk's Office on ; April 12, 1951 in Book 298 of Deeds at Page 177.and being also a portio_ of the premises conveyed to said Finch by Charlotte Potter Carey, also . N known as Charlotte•H. Carey, by deed dated February 25).1947 and record: ed in the Warren County Clerk's Office on March 3, 1947 in Book 247 of Deeds at Page 559. .. •:, .1...;;:: • ,.. .44,4% .;)!&: ...u._. n.}d. xet!e.4I.1:.`{p,..,t.. a,t E 1-.. I I . - __._...___._...._ 1 .. -• PARCEL-II J :zX� •C0MMENCING at a point which is the southwesterly corner of the first - t;qc'=,ea . parcel of land described in a deed from the parties of the first part • ': a: to theparties of the second art dated April 1951 and recorded in' .' ; P. , - P 9, the Warren County Clerk's office on April 12, 1951 in Book 298 of Deeds ::rx: • at Page 177, .and which point is also the easterly line of the second ' ',_ parcel described•in said deed; running thence S. 43' 36' W. along the ..:, =; easterly line of premises owned by the parties of the second part to a ' l` described in GP fromtthewhich parties the ofnthehfirstrpart to corner Frasieredated.September 13,a1954deed `y= and recorded in the Warren County Clerk's office September 15, 1954 in: -.. Liber 335 of Deeds at Page 572; running thence S. 46° G4' E. along the ;r. ! • m northerly line of lands of Frasier, 126•feet more or less to a point '-.- O'C which is the southwesterly corner of premises described • in a deed from O the parties of the first part to Nicholson dated September 22, 1954 and : Y c recorded in the Warren County Clerk's office October 13, 1954 in Liber .-: i 336 of Deeds at Page 569; running thence N. 43' 36' E. along the wester- : ' 4 ly line of.lands of Nicholson other lands of the parties of the .first ''`= part and lands of Posson to a point.on the southerly line of lands of „; the parties of the first part; thence N. 65' 51' W. along the southerly. ••{ line of lands of the parties of the first part to the point or place of • .l'.s beginning." • • =r: ;4• Being the same premises described in a certain warranty deed dated July 23, 1962 from Lee A. Finch and Bertha H. Finch, his wife, to the grant- . k ors herein and recorded in the Warren County Clerk's Office on August • 28, 1962 in Book 422 of Deeds at Page 609. ,r, PARCEL III . . • "BEGINNING at a point in the westerly side of Ridge Road,-which point is ' t' forty (40) feet on a course of S. 43' 36' W. from the northeasterly cor f"i*; • ner of the,premises •of the parties of the first part and the southeast- • 1E erly corner of the premises of• the parties of the second part; running . thence N. 43' 36' E. forty (40) feet along the westerly side of Ridge Road to a point for a corner; running thence along the northerly line of the parties of the first part and the southerly line of the parties •:t. of the second part, N. 65' 51' W. 237.50 feet to a point for a corner; • ! ;:ir running thence in a general southeasterly direction on a straight cours= ' .•`I •• to the point or place of beginning. :P "Being a portion of the premises described in a deed from Lee 4. Finch' • � • and Bertha H. Finch to the parties of the first part herein, which deed .': • Was dated November 4, 1955 and recorded,in the Warren County-.Clerk's Of :=s five on November 7, 1955 in Book 348 of Deeds at Page 193. : . . "The parties of the second part covenant and this conveyance is'made upon the express condition that the above described premises.shall be 1:-5 • used only for residential purposes or for the operation of.a:tree:or .:v: • plant nursery and for no-other purpose whatsoever. .Said covenant and :•1k restriction shall be deemed to run with the land and be a perpetual re= > . striction of the use of the above-described premises hereby conveyed to - ' j'2 • the parties of the second part, or any person•or persons, firm or cor- poration subsequently. claiming or deriving title thereto. •: ' • "The parties of the second part further covenant and this conveyance is :- made upon the express condition that no building shall be erected upon . Y • that portion of the above described premises•which lies within forty (40) feet 'of the westerly boundary of Ridge Road." }' Being the same premises described in.a certain warranty. deed from.Fred r ; W. Posson and Marion B.-Posson, his wife, dated November 11;.1964':to - ;,' the grantors.herein and recorded in the Warren County Clerk's Office on ... z< November'19.•1964 in Book 448- of Deeds at Page 355. . • Consideration lose than-a100.00 - • R , JZ >fd r• r • • • • • 1. UaBKlirr with the appurtenances•and all the estate and rights of the part ies of the part in and to said premises, D(a�Sas nab to WA the premises herein granted unto the part y of the• `; second part, their successors and assigns forever. "rf Aab said parties of the first part ':> • Stmt.That the party of the second art shall quietlycove the as follows: "- P enjoy the said premises: erconb.That said• parties of the first part • will forever Ilitunt the title to said premises. • • 3n Nitta the parties of the first part ha ve hereunto set their .a. s hands •and seals the day and year first above written. InPrrstna of 4'4e-fiwcr iTzr. ' Kicharci U. dead ��4%. • • Madeline 0• . Mead •,4•' 1, R . 1 Distof Nen fork .w On this gs�� day of September (BQanig of Warren I Nineteen Hundred and Sixty-nine before me, the subscriber,personally appeared ';" RICHARD 0. MEAD and MADELINE 0. MEAD 9. T i.�s to me personally known and known to me to be the sane persons described in and C...., who executed the within Instrument, and they acknowledged '' y to •me that they executed the same. ,, rn J . cc F-:• I, -, _ tary Public •i�;�;-:;;::?:•^':::: �: .; *:•.•,;,:- • RECfIt ED `•"' riEAI.ESSATE°;'. 4. :•`:STAt::..- r - '' -".,,,.:TR•AusFER:.TAX ?lhu w':70Ric-* ': • .o '"tasctia-sEP:r(i: ,, SEP 29 9 53 AM = •• 0pDq�OO:�t r •Q•:A Fneare•..'` . .•"•.0;linSI' :.Vi_Q. / DEEDS - !IF HRcd Ct UHT1.NLW TI' s;DNEY YF4!nl!CN.�lr" _ ., illt •• a ii, m � ..b , TYT/LAM%n .. u.a.AT.o [ ' ,1 FORM 583,g N.Y.DEED—wAHRAHTY with ileaCovenant NITA LIM OMMT...w.ra�o-a.....,. ^'0 I i o• tOl t ' Cr lilt i i�l l' 9 Made the lath day of •• • October • Nineteen Hundred and Seventy-four:• m itttmtnt : g .. ALFRED J. WILLETT and DOROTHY A. WILLET residing at 356 Ridge Road, Glens Falls, New York 12801. parties of the first part, and MEAD'S NURSERY, INC., a domestic corporation doing • business at 360 Ridge Road, Glens Falls, New York. 1 • i I part y of the second part, Nlttassettii that the part ins of the first part,in consideration of ONE and 00/100 Dollar (d1.00-----) • lawful money of the United States,and other good and valuable consideratior. paid by the part y of the second part,do es hereby grant and release unto the part y of the second port, and assigns forever,all All that piece or parcel of land, situate in the Town of Queensbury, County of Warren and State of New York, bounded and . described as follows: BEGINNING at the northwesterly corner of a parcel of land conveyed by Fred W. Posson and Marion B. Posson, his wife, to the parties of the first part herein by deed dated January 19, 1967 and and recorded February 2, 1967 in•L-iber 478 of • Deeds at Page 300; proceeding thence N. 56° 18' 00" W. 60.91 feet more or less, to a point; proceeding thence S 430 36' 00" W 192.07 feet more or less to a point; proceeding thence N 46° 04' 00" E. 60.00 feet more or less to a point;proceeding thence N 43° 36' 00" E 181.25 feet more or less to the point or place of beginning containing 0.26 + acres of land more or less. BEING a part of the premises conveyed by Fred W. Posson and Marion B. Posson, his wife, to the parties-of the first part herein by deed dated January 19, 1967 and recorded February 2, 1967 in Liber 478 of Deeds at Page 300. The parties of the second part covenant and this conveyance • is made upon the express condition that the above described .• premises shall be used only for residential purposes or for the operation of a tree or plant nursery and for no other purpose whatsoever. Said covenant and restriction shall be deemed to.run with the land and be a perpetual restrictibn of the use of the above described premises hereby conveyed to the parties of the I second part or any person or persons, firm or corporation subsequently claiming or deriving title thereto. 1 1 i • i i , i "' •REAL"ESTATE '. ".STAT OF`.,*:-.: •1 E� TRfiNSFERTAX. *�t L-t1r'?J'YO°tl;• ' ' • r - '0 `o Dept.ci • : ,_ `•]nation ccns';: . - Z u c,. 7 5'';*. i Bthais � _'ae.io@g6 e • I Wagst4ss with the appurtenances and all the estate and rights of the parties 1 of the first part in and to said premises, Ma laws sub la!lath the premises herein granted unto the party of the second part, and assigns forever. Atsb said Mcovenant as follows: Niret. That the part y of the second part shall quietly enjoy the said premises; _. etcoub. That said will forever libirrant the title to said premises. . -. hitch. That,in Compliance with.Sec.13 of the Lien.Law, the grantor will } : receive the consideration for this conveyance and will hold the right to receive such consideration as a trust fund to be applied first for the purpose of paying the cost of 4 • the improvement and will apply the same first to the payment of the cost of the • . • . improvement before using any part of the total of the same for any other purpose. . 1 au Maim 1111grsef the part ies of the first part have hereunto set . hand and seal the day and year first above written. .. gn frames of .91(4-e-44/-S412. 19 Mats of New.fork ` se. On this 10th day of October i Ol Y of Warren f neteen Hundred and Seventy-four before me, the subscriber,personally appeared ALFRED J. WILLETT and DOROTHY A. WILLETT to me personally known and known to me to be the same person s described in and who executed.the within Instrument, and 1k y acknowledged to me that t hey executed the same. , . . a E Rixritifi, r. N I. E 2 q E W 4 rr w o W .i u: 7 o1c ma x>,: It 3 5 a �� W c w � o . r 3 y '� W ��Y z" X I.4 , .____ . : 5 'c7 O w' _ O in 4 tif 3 tigQE Z t., U O +u~� } , Z A 'S. y p Wo ��' a WZ C d A O • o _ ..g; ¢Q �el 0 t . c oi- . .. O v s — Full Environmental Assessment Form Part 1 -Project and Setting Instructions for Completing Part 1 Part 1 is to be completed by the applicant or project sponsor. Responses become part of the application for approval or funding, are subject to public review,and may be subject to further verification. Complete Part 1 based on information currently available. If additional research or investigation would be needed to fully respond to any item,please answer as thoroughly as possible based on current information;indicate whether missing information does not exist, or is not reasonably available to the sponsor;and,when possible,generally describe work or studies which would be necessary to update or fully develop that information. Applicants/sponsors must complete all items in Sections A&B. In Sections C,D&E,most items contain an initial question that must be answered either"Yes"or"No". If the answer to the initial question is"Yes",complete the sub-questions that follow. If the answer to the initial question is"No",proceed to the next question. Section F allows the project sponsor to identify and attach any additional information. Section G requires the name and signature of the applicant or project sponsor to verify that the information contained in Part 1 is accurate and complete. A.Project and Applicant/Sponsor Information. Name of Action or Project: Foothill Builders Meads Lot Multifamily Dwellings Project Location(describe,and attach a general location map): 361 Ridge Road,Queensbury,NY 12804 Brief Description of Proposed Action(include purpose or need): • Project work includes the demolition of existing nursery building,greenhouses,and parking lot;and,the construction of 64 multifamily dwellings,an access road with shared driveways,community trails,associated utilities,landscaping,lighting and an extensive stormwater management system. Town approvals required: -Petition for Change of Zone -Special Use Permit/Site Plan Review Name of Applicant/Sponsor: Telephone:(518)791-1851 Foothills Builders E-Mail: FoothillsBuildersNY@gmail.com Address:9 Mountainside Drive City/PO:Queensbury State:NY Zip Code:12804 Project Contact(if not same as sponsor;give name and title/role): Telephone:518-430-4030 Matthew Huntington,Principal for Studio A Landscape Architecture+Engineering,DPC E-Mail: mhuntington@studioadpc.com Address: 38 High Rock Ave,Suite 3 City/PO: State: Zip Code: PO Box 272,Saratoga Springs NY 12866 Property Owner (if not same as sponsor): Telephone: Mead's Nursery Inc E-Mail: Address: 361 Ridge Rd City/PO: State: Zip Code: Queensbury NY 12801 • Page 1 of 13 B.Government Approvals B.Government Approvals,Funding,or Sponsorship. ("Funding"includes grants,loans,tax relief,and any other forms of financial assistance.) Government Entity If Yes: Identify Agency and Approval(s) Application Date Required (Actual or projected) a.City Counsel,Town Board, mYes❑No Zoning Change Approval or Village Board of Trustees • b.City,Town or Village ®Yes❑No Special Use Permit/Site Plan Review(Town Planning Board or Commission Planning Board) c.City,Town or ❑Yes❑No Village Zoning Board of Appeals d.Other local agencies ®Yes❑No Town of Queensbury Approval for Municipal Sewer System and Potable Water Connection e.County agencies ®Yes❑No Warren County Planning Department GML 239-m f.Regional agencies ❑Yes❑No g. State agencies ®Yes❑No NYSDEC SPDES General Permit;NYSDOH Approval for Municipal Water Supply Connection h.Federal agencies ❑Yes❑No i. Coastal Resources. i. Is the project site within a Coastal Area,or the waterfront area of a Designated Inland Waterway? ❑Yes®No ii. Is the project site located in a community with an approved Local Waterfront Revitalization Program? ❑Yes®No iii. Is the project site within a Coastal Erosion Hazard Area? D YesmNo C.Planning and Zoning C.1.Planning and zoning actions. Will administrative or legislative adoption,or amendment of a plan,local law,ordinance,rule or regulation be the ❑Yes®No only approval(s)which must be granted to enable the proposed action to proceed? • If Yes,complete sections C,F and G. • If No,proceed to question C.2 and complete all remaining sections and questions in Part 1 C.2.Adopted land use plans. a.Do any municipally-adopted (city,town,village or county)comprehensive land use plan(s)include the site ®Yes❑No where the proposed action would be located? If Yes,does the comprehensive plan include specific recommendations for the site where the proposed action ❑Yes®No would be located? b.Is the site of the proposed action within any local or regional special planning district(for example:Greenway; ❑Yes®No Brownfield Opportunity Area(BOA);designated State or Federal heritage area;watershed management plan; or other?) If Yes,identify the plan(s): c. Is the proposed action located wholly or partially within an area listed in an adopted municipal open space plan, ®Yes❑No or an adopted municipal farmland protection plan? If Yes,identify the plan(s): 2003 Open Space Vision Plan Page 2 of 13 C.3. Zoning a. Is the site of the proposed action located in a municipality with an adopted zoning law or ordinance. ®Yes DNo If Yes,what is the zoning classification(s)including any applicable overlay district? Commercial Intensive b. Is the use permitted or allowed by a special or conditional use permit? ❑Yes®No c.Is a zoning change requested as part of the proposed action? YesDNo If Yes, i. What is the proposed new zoning for the site? Moderate Density Residential C.4.Existing community services. a.In what school district is the project site located? Glens Falls City Central School District b.What police or other public protection forces serve the project site? Warren County Sheriffs Department+NY State Police c.Which fire protection and emergency medical services serve the project site? Bay Ridge Fire Co.and Bay Ridge EMS d.What parks serve the project site? Local,county and NYS Parks D.Project Details D.1.Proposed and Potential Development a.What is the general nature of the proposed action(e.g.,residential,industrial,commercial,recreational; if mixed,include all components)? Residential b.a.Total acreage of the site of the proposed action? 10.97 acres b.Total acreage to be physically disturbed? 10.76 acres c.Total acreage(project site and any contiguous properties)owned or controlled by the applicant or project sponsor? 10.97 acres c.Is the proposed action an expansion of an existing project or use? ❑Yes®No i. If Yes,what is the approximate percentage of the proposed expansion and identify the units(e.g.,acres,miles,housing units, square feet)? %• Units: d.Is the proposed action a subdivision,or does it include a subdivision? ❑Yes®No If Yes, • i. Purpose or type of subdivision?(e.g.,residential,industrial,commercial;if mixed,specify types) ii. Is a cluster/conservation layout proposed? ❑Yes❑No. iii.Number of lots proposed? iv. Minimum and maximum proposed lot sizes? Minimum Maximum e.Will the proposed action be constructed in multiple phases? ❑Yes®No 1. If No,anticipated period of construction: 18 months H. If Yes: • Total number of phases anticipated • Anticipated commencement date of phase 1 (including demolition) month year • Anticipated completion date of final phase month year • Generally describe connections or relationships among phases,including any contingencies where progress of one phase may determine timing or duration of future phases: Page 3 of 13 f.Does the project include new residential uses? ®Yes❑No If Yes,show numbers of units proposed. One Family Two Family Three Family Multiple Family(four or more) Initial Phase 64 At completion of all phases g.Does the proposed action include new non-residential construction(including expansions)? ®Yes❑No If Yes, i.Total number of structures 1 ii. Dimensions(in feet)of largest proposed structure: +/-36 height; +/-45 width; and +/-95 length iii. Approximate extent of building space to be heated or cooled: 4,275 square feet h.Does the proposed action include construction or other activities that will result in the impoundment of any ®Yes❑No liquids,such as creation of a water supply,reservoir,pond,lake,waste lagoon or other storage? If Yes, i. Purpose of the impoundment: stormwater management practice ii. If a water impoundment,the principal source of the water: ❑ Ground water❑Surface water streams ®Other specify: Stormwater runoff iii. If other than water,identify the type of impounded/contained liquids and their source. iv. Approximate size of the proposed impoundment. Volume: +/-0.1 (total) million gallons;surface area: +/-0.2(total) acres v.Dimensions of the proposed dam or impounding structure: 6';6' height; 70'; 125'length vi. Construction method/materials for the proposed dam or impounding structure(e.g.,earth fill,rock,wood,concrete): The ponds will be excavated into existing grade to create required storage volume D.2. Project Operations a.Does the proposed action include any excavation,mining,or dredging,during construction,operations,or both? ❑Yes®No (Not including general site preparation,grading or installation of utilities or foundations where all excavated materials will remain onsite) If Yes: i.What is the purpose of the excavation or dredging? ii. How much material(including rock,earth,sediments,etc.)is proposed to be removed from the site? • Volume(specify tons or cubic yards): • Over what duration of time? iii. Describe nature and characteristics of materials to be excavated or dredged,and plans to use,manage or dispose of them. iv. Will there be onsite dewatering or processing of excavated materials? ❑Yes❑No If yes,describe. v. What is the total area to be dredged or excavated? acres vi. What is the maximum area to be worked at any one time? acres vii. What would be the maximum depth of excavation or dredging? feet viii. Will the excavation require blasting? ❑Yes❑No ix. Summarize site reclamation goals and plan: b.Would the proposed action cause or result in alteration of,increase or decrease in size of,or encroachment ®Yes❑No into any existing wetland,waterbody,shoreline,beach or adjacent area? If Yes: i. Identify the wetland or waterbody which would be affected(by name,water index number,wetland map number or geographic description):Excavated Freshwater Pond,classification code:PUBHx Page 4 of 13 ii. Describe how the proposed action would affect that waterbody or wetland,e.g.excavation,fill,placement of structures,or alteration of channels,banks and shorelines. Indicate extent of activities,alterations and additions in square feet or acres: The shoreline of the pond will be disturbed as a result of installing stormwater culverts.The stormwater culverts will be installed to outlet in the freshwater pond. iii.Will the proposed action cause or result in disturbance to bottom sediments? [Yes®No If Yes,describe: iv. Will the proposed action cause or result in the destruction or removal of aquatic vegetation? ❑Yes®No If Yes: • acres of aquatic vegetation proposed to be removed: • expected acreage of aquatic vegetation remaining after project completion: • purpose of proposed removal(e.g.beach clearing,invasive species control,boat access): • proposed method of plant removal: • if chemical/herbicide treatment will be used,specify product(s): v. Describe any proposed reclamation/mitigation following disturbance: Disturbed shoreline will be restored in kind using in-situ material removed for the installation of the stormwater culverts c.Will the proposed action use,or create a new demand for water? ®Yes❑No If Yes: i. Total anticipated water usage/demand per day: 31,185 gallons/day H. Will the proposed action obtain water from an existing public water supply? DYes❑No If Yes: • Name of district or service area: Town of Queensbury • Does the existing public water supply have capacity to serve the proposal? ®Yes❑No • Is the project site in the existing district? ®Yes No • Is expansion of the district needed? ❑Yes®No • Do existing lines serve the project site? ®Yes❑No iii. Will line extension within an existing district be necessary to supply the project? [Wes®No If Yes: • Describe extensions or capacity expansions proposed to serve this project: • Source(s)of supply for the district: iv. Is a new water supply district or service area proposed to be formed to serve the project site? ❑Yes®No If,Yes: • Applicant/sponsor for new district: • Date application submitted or anticipated: • Proposed source(s)of supply for new district: v. If a public water supply will not be used,describe plans to provide water supply for the project: vi.If water supply will be from wells(public or private),what is the maximum pumping capacity: gallons/minute. d.Will the proposed action generate liquid wastes? ®Yes❑N° If Yes: i. Total anticipated liquid waste generation per day: 25,410 gallons/day ii. Nature of liquid wastes to be generated(e.g.,sanitary wastewater,industrial; if combination,describe all components and approximate volumes or proportions of each): Sanitary wastewater iii. Will the proposed action use any existing public wastewater treatment facilities? ®Yes❑No If Yes: • Name of wastewater treatment plant to be used: The Glens Falls Wastewater Treatment Plant • Name of district: Queensbury Consolidated Sewer District • Does the existing wastewater treatment plant have capacity to serve the project? ®Yes❑No • Is the project site in the existing district? ®Yes❑No • Is expansion of the district needed? ❑Yes ZNo Page 5 of 13 • Do existing sewer lines serve the project site? ®Yes❑No • Will a line extension within an existing district be necessary to serve the project? ❑Yes®No If Yes: • Describe extensions or capacity expansions proposed to serve this project: iv. Will a new wastewater(sewage)treatment district be formed to serve the project site? ❑Yes®No If Yes: • Applicant/sponsor for new district: • Date application submitted or anticipated: • What is the receiving water for the wastewater discharge? v. If public facilities will not be used,describe plans to provide wastewater treatment for the project,including specifying proposed receiving water(name and classification if surface discharge or describe subsurface disposal plans): vi. Describe any plans or designs to capture,recycle or reuse liquid waste: e.Will the proposed action disturb more than one acre and create stormwater runoff,either from new point ®Yes❑No sources(i.e.ditches,pipes,swales,curbs,gutters or other concentrated flows of stormwater)or non-point source(i.e.sheet flow)during construction or post construction? If Yes: i. How much impervious surface will the project create in relation to total size of project parcel? Square feet or 4+/- acres(impervious surface) Square feet or 10.97 acres(parcel size) H. Describe types of new point sources. Runoff will be generated by new roof area,pavement,and trail surface area.Stormwater management practices will be implemented to attenuate and treat generated runoff. iii. Where will the stormwater runoff be directed(i.e.on-site stormwater management facility/structures,adjacent properties, groundwater,on-site surface water or off-site surface waters)? Onsite stormwater BMPs including bioretention basins and pocket ponds will capture and attenuate stormwater runoff.Runoff will discharge offsite to an adjacent property through an existing stormwater culvert that traverses under Meadowbrook Rd.See sheet C-3.10 Utilities Plan for details. • If to surface waters,identify receiving water bodies or wetlands: • Will stormwater runoff flow to adjacent properties? ®Yes❑No iv. Does the proposed plan minimize impervious surfaces,use pervious materials or collect and re-use stormwater? ®Yes❑No f. Does the proposed action include,or will it use on-site,one or more sources of air emissions,including fuel [Yes No combustion,waste incineration,or other processes or operations? If Yes,identify: i.Mobile sources during project operations(e.g.,heavy equipment,fleet or delivery vehicles) ii. Stationary sources during construction(e.g.,power generation,structural heating,batch plant,crushers)' iii. Stationary sources during operations(e.g.,process emissions,large boilers,electric generation) g.Will any air emission sources named in D.2.f(above),require a NY State Air Registration,Air Facility Permit, ❑Yes®No or Federal Clean Air Act Title IV or Title V Permit? If Yes: i. Is the project site located in an Air quality non-attainment area? (Area routinely or periodically fails to meet ❑Yes❑No ambient air quality standards for all or some parts of the year) ii. In addition to emissions as calculated in the application,the project will generate: • Tons/year(short tons)of Carbon Dioxide(CO2) • Tons/year(short tons)of Nitrous Oxide(N20) • Tons/year(short tons)of Perfluorocarbons(PFCs) • Tons/year(short tons)of Sulfur Hexafluoride(SF6) • Tons/year(short tons)of Carbon Dioxide equivalent of Hydroflourocarbons(HFCs) • Tons/year(short tons)of Hazardous Air Pollutants(HAPs) Page 6 of 13 • h.Will the proposed action generate or emit methane(including,but not limited to,sewage treatment plants, ❑Yes®No landfills,composting facilities)? If Yes: i. Estimate methane generation in tons/year(metric): ii.Describe any methane capture,control or elimination measures included in project design(e.g.,combustion to generate heat or electricity,flaring): i.Will the proposed action result in the release of air pollutants from open-air operations or processes,such as ❑Yes®No quarry or landfill operations? If Yes:Describe operations and nature of emissions(e.g.,diesel exhaust,rock particulates/dust): j.Will the proposed action result in a substantial increase in traffic above present levels or generate substantial ❑Yes®No new demand for transportation facilities or services? If Yes: i. When is the peak traffic expected(Check all that apply): 0 Morning 0 Evening ❑Weekend ❑Randomly between hours of to ii. For commercial activities only,projected number of truck trips/day and type(e.g.,semi trailers and dump trucks): iii. Parking spaces: Existing Proposed Net increase/decrease iv. Does the proposed action include any shared use parking? ❑Yes❑No v. If the proposed action includes any modification of existing roads,creation of new roads or change in existing access,describe: vi. Are public/private transportation service(s)or facilities available within'/2 mile of the proposed site? ❑YesONo vii Will the proposed action include access to public transportation or accommodations for use of hybrid,electric ❑Yes❑No or other alternative fueled vehicles? viii.Will the proposed action include plans for pedestrian or bicycle accommodations for connections to existing ❑Yes❑No pedestrian or bicycle routes? k.Will the proposed action(for commercial or industrial projects only)generate new or additional demand ®YesDNo for energy? If Yes: i.Estimate annual electricity demand during operation of the proposed action: TBD ii. Anticipated sources/suppliers of electricity for the project(e.g.,on-site combustion,on-site renewable,via grid/local utility,or other): Existing gas and electric grid connection iii. Will the proposed action require a new,or an upgrade,to an existing substation? DYes®No 1.Hours of operation. Answer all items which apply. i. During Construction: H. During Operations: • Monday-Friday: 7AM-5PM • Monday-Friday: N/A-Residential Use • Saturday: • Saturday: • Sunday: • Sunday: • Holidays: • Holidays: Page 7 of 13 m.Will the proposed action produce noise that will exceed existing ambient noise levels during construction, ❑Yes No operation,or both? If yes: i. Provide details including sources,time of day and duration: ii. Will the proposed action remove existing natural barriers that could act as a noise barrier or screen? ❑Yes❑No Describe: n.Will the proposed action have outdoor lighting? ®Yes❑No If yes: i. Describe source(s),location(s),height of fixture(s),direction/aim,and proximity to nearest occupied structures: All light fixtures will be dark sky compliant. Minimal street lighting will be installed to illuminate the access road and trails,while all other lighting will be installed at ingress/egress points to townhouses. ii. Will proposed action remove existing natural barriers that could act as a light barrier or screen? ❑Yes®No Describe:Existing tree buffer along the site perimeters will be preserved and enhanced under the scope of this project. o. Does the proposed action have the potential to produce odors for more than one hour per day? ❑Yes No If Yes,describe possible sources,potential frequency and duration of odor emissions,and proximity to nearest occupied structures: p.Will the proposed action include any bulk storage of petroleum(combined capacity of over 1,100 gallons) ❑Yes®No or chemical products 185 gallons in above ground storage or any amount in underground storage? If Yes: i. Product(s)to be stored ii. Volume(s) per unit time (e.g.,month,year) iii. Generally,describe the proposed storage facilities: q.Will the proposed action(commercial,industrial and recreational projects only)use pesticides(i.e.,herbicides, ❑Yes mNo insecticides)during construction or operation? If Yes: i. Describe proposed treatment(s): ii. Will the proposed action use Integrated Pest Management Practices? ❑ Yes ❑No r.Will the proposed action(commercial or industrial projects only)involve or require the management or disposal ❑ Yes ®No of solid waste(excluding hazardous materials)? If Yes: i. Describe any solid waste(s)to be generated during construction or operation of the facility: • Construction: tons per (unit of time) • Operation : tons per (unit of time) ii. Describe any proposals for on-site minimization,recycling or reuse of materials to avoid disposal as solid waste: • Construction: • • Operation: iii. Proposed disposal methods/facilities for solid waste generated on-site: • Construction: • Operation: • Page 8 of 13 s.Does the proposed action include construction or modification of a solid waste management facility? ❑Yes® No If Yes: i. Type of management or handling of waste proposed for the site(e.g.,recycling or transfer station,composting,landfill,or other disposal activities): ii. Anticipated rate of disposal/processing: • Tons/month,if transfer or other non-combustion/thermal treatment,or • Tons/hour,if combustion or thermal treatment iii. If landfill,anticipated site life: years t.Will the proposed action at the site involve the commercial generation,treatment,storage,or disposal of hazardous❑Yes®No waste? If Yes: i.Name(s)of all hazardous wastes or constituents to be generated,handled or managed at facility: ii. Generally describe processes or activities involving hazardous wastes or constituents: iii.Specify amount to be handled or generated tons/month iv. Describe any proposals for on-site minimization,recycling or reuse of hazardous constituents: v. Will any hazardous wastes be disposed at an existing offsite hazardous waste facility? ❑Yes❑No If Yes:provide name and location of facility: If No:describe proposed management of any hazardous wastes which will not be sent to a hazardous waste facility: E.Site and Setting of Proposed Action • E.1.Land uses on and surrounding the project site a.Existing land uses. i. Check all uses that occur on,adjoining and near the project site. ❑ Urban ❑ Industrial ® Commercial ® Residential(suburban) ❑Rural(non-farm) ❑ Forest ® Agriculture ❑ Aquatic ❑ Other(specify): ii. If mix of uses,generally describe: Existing development includes a commercial nursery with a retail&storage building,parking lot greenhouses,a barn,and dirt roads. b.Land uses and covertypes on the project site. Land use or Current Acreage After Change Covertype Acreage Project Completion (Acres+/-) • Roads,buildings,and other paved or impervious +/2 47 +/3.5 +1.03 surfaces • Forested N/A N/A N/A • Meadows,grasslands or brushlands(non- agricultural,including abandoned agricultural) N/A N/A — • Agricultural +/-5.79 0 5.79 (includes active orchards,field,greenhouse etc.) • Surface water features N/A +/-0.24 +.24 (lakes,ponds,streams,rivers,etc.) • Wetlands(freshwater or tidal) +/-0.21 +/-0.21 0 • Non-vegetated(bare rock,earth or fill) N/A N/A — • Other Describe:Grass/open space +/-2.50 +/-7.02 +4.52 Page 9 of 13 c.Is the project site presently used by members of the community for public recreation? YesEINo i. If Yes:explain: d.Are there any facilities serving children,the elderly,people with disabilities(e.g.,schools,hospitals,licensed ®Yes❑No day care centers,or group homes)within 1500 feet of the project site? If Yes, i. Identify Facilities: Capital District DSO 40 Meadow Ln,Queensbury,NY 12804 e.Does the project site contain an existing dam? ❑Yes®No If Yes: i. Dimensions of the dam and impoundment: • Dam height: feet • Dam length: feet • Surface area: acres • Volume impounded: gallons OR acre-feet ii. Dam's existing hazard classification: -• • iii. Provide date and summarize results of last inspection: f.Has the project site ever been used as a municipal,commercial or industrial solid waste management facility, ❑Yes®No or does the project site adjoin property which is now,or was at one time,used as a solid waste management facility? If Yes: i. Has the facility been formally closed? ❑Yes❑ No • If yes,cite sources/documentation: ii. Describe the location of the project site relative to the boundaries of the solid waste management facility: iii. Describe any development constraints due to the prior solid waste activities: g.Have hazardous wastes been generated,treated and/or disposed of at the site,or does the project site adjoin ®Yes❑No property which is now or was at one time used to commercially treat,store and/or dispose of hazardous waste? If Yes: i. Describe waste(s)handled and waste management activities,including approximate time when activities occurred: The site is listed as an inactive NYSDEC Petroleum Bulk Storage Facility(PBS#5-601125)The former Parts Plus Auto Store located adjacent to the site on Quaker Rd is listed in the regulatory database as a RCRA waste generator for chlorinated solvents&corrosive products. h. Potential contamination history. Has there been a reported spill at the proposed project site,or have any ®Yes❑No remedial actions been conducted at or adjacent to the proposed site? If Yes: i. Is any portion of the site listed on the NYSDEC Spills Incidents database or Environmental Site ®Yes❑No Remediation database? Check all that apply: ® Yes—Spills Incidents database Provide DEC ID number(s): Spill#0911862 ❑ Yes—Environmental Site Remediation database Provide DEC ID number(s): • ❑ Neither database ii. If site has been subject of RCRA corrective activities,describe control measures: iii. Is the project within 2000 feet of any site in the NYSDEC Environmental Site Remediation database? ❑Yes®No If yes,provide DEC ID number(s): iv. If yes to(i),(ii)or(iii)above,describe current status of site(s): Page 10 of 1 3 v.Is the project site subject to an institutional control limiting property uses? ❑Yes®No • If yes,DEC site 1D number: • Describe the type of institutional control(e.g.,deed restriction or easement): • Describe any use limitations: • Describe any engineering controls: • Will the project affect the institutional or engineering controls in place? ❑Yes❑No • Explain: E.2. Natural Resources On or Near Project Site a.What is the average depth to bedrock on the project site? +1-8.5 feet b.Are there bedrock outcroppings on the project site? ❑Yes®No If Yes,what proportion of the site is comprised of bedrock outcroppings? c.Predominant soil type(s)present on project site: Charlton Fine Sandy Loam 3% Hudson Silt Loam 85 % Raynham Silt Loam 12 d.What is the average depth to the water table on the project site? Average: 6 feet e.Drainage status of project site soils:® Well Drained: 3%of site ❑ Moderately Well Drained: %of site ® Poorly Drained 97%of site f.Approximate proportion of proposed action site with slopes: ® 0-10%: 100 %of site ❑ 10-15%: %of site ❑ 15%or greater: %of site g.Are there any unique geologic features on the project site? ❑Yes®No If Yes,describe: h. Surface water features. i. Does any portion of the project site contain wetlands or other waterbodies(including streams,rivers, ®Yes❑No ponds or lakes)? ii. Do any wetlands or other waterbodies adjoin the project site? ®Yes❑No If Yes to either i or ii,continue. If No,skip to E.2.i. iii. Are any of the wetlands or waterbodies within or adjoining the project site regulated by any federal, ®Yes❑N° state or local agency? iv. For each identified regulated wetland and waterbody on the project site,provide the following information: • Streams: Name Classification • Lakes or Ponds: -Name Onsite Unnamed freshwater Pond Classification Freshwater pond • Wetlands: Name Federal Waters,Federal Waters Approximate Size 589 ac total/0.2 ac onsite • Wetland No.(if regulated by DEC) v. Are any of the above water bodies listed in the most recent compilation of NYS water quality-impaired DYes®No waterbodies? If yes,name of impaired water body/bodies and basis for listing as impaired: i.Is the project site in a designated Floodway? DYes EI No j.Is the project site in the 100-year Floodplain? DYes®No k.Is the project site in the 500-year Floodplain? DYes ON° I.Is the project site located over,or immediately adjoining,a primary,principal or sole source aquifer? ®Yes❑No If Yes: i.Name of aquifer:Principal Aquifer Page 11 of 13 m. Identify the predominant wildlife species that occupy or use the project site: Pollinators Birds Squirrels Chipmunk n.Does the project site contain a designated significant natural community? El Yes❑No If Yes: i. Describe the habitat/community(composition,function,and basis for designation): Northern White Cedar Swamp ii. Source(s)of description or evaluation: iii. Extent of community/habitat: • Currently: 160.97 acres • Following completion of project as proposed: acres • Gain or loss(indicate+or-): acres o.Does project site contain any species of plant or animal that is listed by the federal government or NYS as ❑Yes1No endangered or threatened,or does it contain any areas identified as habitat for an endangered or threatened species? If Yes: i. Species and listing(endangered or threatened): p. Does the project site contain any species of plant or animal that is listed by NYS as rare,or as a species of ❑Yes®No special concern? If Yes: • i. Species and listing: q.Is the project site or adjoining area currently used for hunting,trapping,fishing or shell fishing? ❑Yes®No If yes,give a brief description of how the proposed action may affect that use: E.3. Designated Public Resources On or Near Project Site a.Is the project site,or any portion of it,located in a designated agricultural district certified pursuant to ❑Yes®No Agriculture and Markets Law,Article 25-AA,Section 303 and 304? If Yes, provide county plus district name/number: b.Are agricultural lands consisting of highly productive soils present? ❑Yes®No i. If Yes:acreage(s)on project site? ii. Source(s)of soil rating(s): c. Does the project site contain all or part of,or is it substantially contiguous to,a registered National ❑Yes®No Natural Landmark? If Yes: i. Nature of the natural landmark: ❑Biological Community ❑ Geological Feature H. Provide brief description of landmark,including values behind designation and approximate size/extent: d.Is the project site located in or does it adjoin a state listed Critical Environmental Area? ❑Yes®No If Yes: i. CEA name: ii. Basis for designation: iii. Designating agency and date: Page 12 of 13 e.Does the project site contain,or is it substantially contiguous to,a building,archaeological site,or district ❑Yes®No which is listed on the National or State Register of Historic Places,or that has been determined by the Commissioner of the NYS Office of Parks,Recreation and Historic Preservation to be eligible for listing on the State Register of Historic Places? If Yes: i.Nature of historic/archaeological resource: ❑Archaeological Site ❑Historic Building or District ii. Name: iii. Brief description of attributes on which listing is based: f.Is the project site,or any portion of it,located in or adjacent to an area designated as sensitive for ❑Yes®No archaeological sites on the NY State Historic Preservation Office(SHPO)archaeological site inventory? g.Have additional archaeological or historic site(s)or resources been identified on the project site? ❑Yes®No If Yes: i.Describe possible resource(s): ii. Basis for identification: h.Is the project site within fives miles of any officially designated and publicly accessible federal,state,or local ❑Yes®No scenic or aesthetic resource? If Yes: i. Identify resource: ii.Nature of,or basis for,designation(e.g.,established highway overlook,state or local park,state historic trail or scenic byway, etc.): iii. Distance between project and resource: miles. i. Is the project site located within a designated river corridor under the Wild,Scenic and Recreational Rivers ❑Yes®No Program 6 NYCRR 666? If Yes: 1. Identify the name of the river and its designation: ii. Is the activity consistent with development restrictions contained in 6NYCRR Part 666? ❑Yes❑No F.Additional Information Attach any additional information which may be needed to clarify your project. If you have identified any adverse impacts which could be associated with your proposal,please describe those impacts plus any measures which you propose to avoid or minimize them. G. Verification I certify that the information provided is true to the best of my knowledge. Applicant/Sponsor Name Studio A,DPC(Matthew Huntington) Date 8/1/2023 Signature Title Engineer PRINT FORM Page 13 of 13 EAF Mapper Summary Report Wednesday, July 14, 2021 10:28 AM Disclaimer: The EAF Mapper is a screening tool intended to assist l It 929�`1.7 i'5'i'I project sponsors and reviewing agencies in preparing an environmental 29_`62_0'1=52 i II ��--.2:g,7,17=1-.16• -- assessment form(EAF).Not all questions asked in the EAF are • (L __ � �:. ., >:297:17r 1-2 `' .t answered by the EAF Mapper.Additional information on any EAF *. I__— �� 29:7.17=I 87 �7.17 t.1 �ti; -�' r question can be obtained by consulting the EAF Workbooks. Although --, the EAF Mapper provides the most up-to-date digital data available to _ __ DEC,you may also need to contact local or other data sources in order _ '344Ya • to obtain data not provided by the Mapper.Digital data is not a 3t 8 2 G0 I� -51 303 R -- -- — — — �- 303 5 1=86 rP- substitute for agency determinations. 303:5 1 85 303.5�1=811a'" - • _ r 8¢303 5 1 53303 5 1�82 __ r _ !- _... 302c8-2-58 �• a 4`r35 1 8x "3D3 5:1 4 ' '' Ot1�Na Montreal "'. y. C. e tineeoO-.. r�� -0 . .f l'1.i1(1- • ',3 4 a.Y.r 3 t- ..se -s 'x :1 �-�� ) - lx": 315- �9 ram. - ` +l T3 Queenlsbury 03. 6303`5 1-25i ' 303.5 1'17 rx 1� y Toronto- l 3.5 I i,' • } �� • �+ ipi is r • �i31 b., l2o ha.tor •tl 1 j" 303.5 :% .r�.03.5-1, j 7 303 5 1:2`/ ;;(� rhnx c _I I r 1 art:—..Albany !' _ -I LIIS B aitan • ' r 303 5;1 1 1 I]?troll 303 5 1 t16. 303 5-1 8.9- 7 .� -.� �. ' �----�� j_ o. y 303 5 .1.,90• �303 1 7 '03 5 1'=76 303-5.-1 29 `, ` ; ___ -..- - i Prtrrtdence 302 5 2.7630 5 '15 ,if 15— 1`- �303:5 1 74 y� r -' fet�nel r . r�r 03.5:1 97�f 303 5 ;1 73 303 5 1 20 2 - 303.5 1-14 r,303• 5 1-31 Panfl awa • ftek,York - / •303 5 1'72 C OTU- Clo' 03 5 1 92�/ I 1 nPrtts6urgh _ r • y3(13 5��'3 1 nl� Nis �Pl7.il�ddphlo Saniiiri USGS,t, n al. �r1CRE vtENTP;.Jt7RE1�1Esli7apif 1- '- t.China.(Hon Kong Esn Etkr,JT -NKL1n ES lahan.h1E 1;Esn China(Hong Kong Esti G�� 11 �� - �3� � ff x---�--s:. AM Ss�l(fhallandj'. ; 5(i - j5051*t1,1,a i contnl i_:_;! ij GSS1O'SI3 Communityi c(up®periStr ftaj�cor hl r�l �z GIIS User Comm unity • B.i.i [Coastal or Waterfront Area] No B.i.ii[Local Waterfront Revitalization Area] No C.2.b. [Special Planning District] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.1.h [DEC Spills or Remediation Site- Digital mapping data are not available or are incomplete. Refer to EAF Potential Contamination History] Workbook. E.1.h.i [DEC Spills or Remediation Site- Digital mapping data are not available or are incomplete. Refer to EAF Listed] Workbook. E.1.h.i [DEC Spills or Remediation Site- Digital mapping data are not available or are incomplete. Refer to EAF Environmental Site Remediation Database] Workbook. E.1.h.iii[Within 2,000'of DEC Remediation No Site] E.2.g [Unique Geologic Features] No E.2.h.i[Surface Water Features] Yes E.2.h.ii [Surface Water Features] Yes E.2.h.iii [Surface Water Features] Yes-Digital mapping information on local and federal wetlands and waterbodies is known to be incomplete. Refer to EAF Workbook. E.2.h.iv[Surface Water Features-Wetlands Federal Waters Name] E.2.h.v[Impaired Water Bodies] No ----___- -_ --_ E.2.i. [Floodway] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. _ E.2.j. [100 Year Floodplain] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.2.k. [500 Year Floodplain] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. - E.2.1. [Aquifers] Yes -_-- - _-- ------- -------- Full Environmental Assessment Form- EAF Mapper Summary Report E.2.I. [Aquifer Names] Principal Aquifer E.2.n. [Natural Communities] Yes E.2.n.i[Natural Communities-Name] Northern White Cedar Swamp E.2.n.i[Natural Communities-Acres] 160.97 E.2.o. [Endangered or Threatened Species] No E.2.p. [Rare Plants or Animals] No E.3.a. [Agricultural District] No E.3.c. [National Natural Landmark] No E.3.d [Critical Environmental Area] No E.3.e. [National or State Register of Historic Digital mapping data are not available or are incomplete. Refer to EAF Places or State Eligible Sites] Workbook. E.3.f. [Archeological Sites] No E.3.i. [Designated River Corridor] No Full Environmental Assessment Form- EAF Mapper Summary Report 2 t_udioA STUDIO A V.ten SHEET INDEX C-0.00 COVER SHEET C-0.10 MASTER NOTES SHEET FHB MEADS L 0 T C-0.20 EXISTING CONDITIONS C-0.30 DEMOLITION,EROSION&SEDIMENT CONTROL PLAN C-LID LAYOUT BMATERIALS C-2.10 GRADING 8 DRAINAGE PLAN MULTI-FAMILY DWELLING DEVELOPMENT C-3.10 UTILITIES PLAN 361 RIDGE ROAD QUEENSBURY, NY 12804 URA'Nl FlU,5 NOT For" CI)N.TRUC iIOIII PREPARED FOR PROJECT LOCATION GENERAL NOTES FOOTHILLS BUILDERS 1. PRIOR TO COMMENCING ANY WORK,CONTRACTOR SHALL CONTACT 9 MOUNTAINSIDE DRIVE U.F.P.O.AND THE PROPER LOCAL AUTHORITIES TO CONFIRM THE _ QUEENSBURY,NY 1280E µ+ LOCATION OF ALL EXISTING UTILITIES.ANY COSTS INCURRED BY w THE CONTRACTOR FOR FAILURE TO CONTACT THE PROPER - (518)791-1933 AUTHORITIES SHALL BE SOLELY THE RESPONSIBILITY OF THE FOOTHILLSBUILDERSNY®GMAIL.COM CONTRACTOR. 2. THE GENERAL CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AND REPORT ANY DISCREPANCY BETWEEN THE PLANS AND THE FIELD CONDITIONS TO THE OWNER'S REPRESENTATIVE. 3. CONTRACTOR SHALL VERIFY AND COORDINATE LOCATION OF ALL UTILITIES,INCLUDING BY NOT LIMITED TO LINES,DUCTS,CONDUITS, SLEEVES,FOOTINGS,ETC.,WITH LOCATIONS OF PROPOSED SITE ELEMENTS.EXCAVATION REQUIRED PROXIMATE TO UTILITY LINES c� SHALL BE DONE BY HAND.ANY DAMAGE AND INCURRED COSTS DUE -I TO FAILURE OF THE CONTRACTOR TO ADHERE TO THESE GUIDELINES SHALL BE RESPONSIBILITY OF THE CONTRACTOR. 4. CONTRACTOR SHALL ESTABLISH PERMANENT BENCHMARKS PRIOR TO w p N THE START OF CONSTRUCTION.ALL SECONDARY BENCHMARKS ,yl y- SHALL BE LOCATED SO THAT THEY WILL NOT BE DISTURBED DURING J 0 Z CONSTRUCTION. m to>- 5. LIMITS OF DISTURBANCE IS NOTED ON DRAWINGS.CONTRACTOR IS Z x RESPONSIBLE FOR ALL DAMAGE DUE TO OPERATIONS INSIDE AND J Q m OUTSIDE THE LIMITS OF DISTURBANCE.ANY AREAS OUTSIDE THE -I Z(n LIMITS OF DISTURBANCE THAT ARE DISTURBED SHALL BE RESTORED _ Z TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE p O w OWNER.IF NO LIMITS OF DISTURBANCE IS SHOWN.PROPERTY LINE O a d SHALL BE THE LIMITS OF DISTURBANCE. 6. CONTRACTOR SHALL EMPLOY CARE IN SCHEDULING CONSTRUCTION ZONING STATISTICS PROJECT TEAM SO AS TO MAINTAIN EXISTING VEHICULAR TRAFFIC PATTERNS AND MINIMIZE DISRUPTION TO SURROUNDING PEDESTRIAN TRAFFIC. CONTRACTOR SHALL EMPLOY SPECIAL CARE TO PROTECT SAFETY OF TAX MAP ID:303.5-1-79 LANDSCAPE ARCHITECT/CIVIL ENGINEER: PEDESTRIANS INSIDE AND OUTSIDE OF THE LIMITS OF DISTURBANCE. 7, VARIOUS PERMITS ARE REQUIRED FOR THIS PROJECT.IT IS THE ZONE:COMMERCIAL INTENSIVE(Cl) STUDIO A LANDSCAPE ARCHITECTURE B ENGINEERING.D.P.C. CONTRACTOR'S RESPONSIBILITY TO ENSURE ALL REQUIRED PERMITS 38 HIGH ROCK AVE,SUITE 3 1 P.O.BOX 272 FROM ALL JURISDICTIONS AFFECTED BY THIS WORK ARE IN PLACE ZONE CHANGE PROPOSED:MODERATE DENSITY RESIDENTIAL(MDR) SARATOGA SPRINGS,NY 12866 PRIOR TO CONSTRUCTION. CONTACT:KIRSTEN CATELLIER,MATTHEW HUNTINGTON 8. ALL ALTERATIONS TO THESE DRAWINGS MADE IN THE FIELD DURING LOT SIZE:I0.97+/-ACRES PHONE:518.450.4030 CONSTRUCTION SHALL BE RECORDED BY THE CONTRACTOR ON REQUIRED PROPOSED "AS-BUILT DRAWINGS;AS SPECIFIED. CI MDR ARCHITECT: 9. CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF ALL EXISTING J INFRASTRUCTURE FOR THE DURATION OF CONSTRUCTION. z FRONT YARD SETBACK 75 FT 30 FT 50 FT RUCINSKI HALL ARCHITECTURE < 154 DIX AVENUE _Z SIDE YARD SETBACK 20 MIN. 25 FT 30 FT GLENS FALLS,NY 12801 J w CONTACT:ETHAN HALL SIDE YARD TOTAL SETBACK 50 FT 50 FT 60 FT PHONE:518.741,0268 E O REAR YARD SETBACK 25 FT 30 FT 63 FT p> F MAX.BUILDING HEIGHT 40 FT 40 FT 40 FT PRELIMINARY SET N 00 O w = W %OF LOT PERMEABLE SD%MIN. 50%MIN. 58% W J- N FLOOR AREA RATIO 0.3 N/A N/A DOCUMENTS mW F. W =3:S O 08/04/2022 DATE n/U84/223 Jr_ N. I9032 C-0.00 DWG I OF studioA IiIN�PREPARATION&DENGLITIO"gi OUT PLANTING NOTES: ETU.B I ...RUCDW E ""'I"T"All MIT UTILITIES A.SHIC—All .1 N.All ITIFITINSKINI OF WOUR, 'UNSUP ODISCITICHE I R 1 .1 PLAMT BE.1.BE HILLIPPO IT.S'.11 FIRISMIS 11FXATIF. r'CC P MiZiV.AND V'R'PI:', HAN'S.HDRUPARS. ONSCHITE Irr_11FIC FTHE DITIT111 INFLIC YTA—INTILl SYSTEM ,U,R'T""""'I" V FAITUR PLUS S=00 OWNER I TETWESSITITIVE DF All AID I T_DISCRE1 ICES —RELATE NOINIKIND HISSAIIIII AFTIll Or—CONELJOTE I TOR PM'T"T."."'.Z1......NIZ!`��INSF,R1111,AID NPDPT ANI SHALI NCHTBE�—IACD TO AD C ALOIL I LNMLD I A KINTINGUILITYLPIrST THE—NOTHEAD-RE11, ACHN 11—ID 11 TIE ENGINEER IN CONNECTION.. ESTAKITAIED BY HE IMEHIA,V=-D"CH T-�X`IHE IT"�pL=1D 'F'CD Cr—LE'A'DN To TIE EIISTING SYSTEM,IONFUHNSIT ITNISSIAN I"TREFUSE,UNITS OCR THUNDELI—SUS ITEMS TO HE REIIIED IITEIIALS FROM FACE IF BUSAIRINA TO co--Ne or WRITE IN A AL NEDW PUT NXTRSL NNDL E IF R_OB_="Il. ILL AID III TO A, DELARE MIT TO BE IT—11'IS LATER WE 01 THE MIDIECT OF I"IF MIT IVERED To THE"'IN'KILL 11 L—.1 DISPOSED IF OFF-SHE BY TIE TREES UNLESS ITI ASTRE TOTED. IRN- LNN CONNINCTIP III I ISLI ILL "11—AID'I L"' ILI,MIND ZVNE I OPERRYIED'O"T'r -`,R'NHNI-T IFBPECinEx ..A ME A.11APACE'IS'S CIALL RE—FORMED IN ACISSAXIII III No D INISTIND IF NAINTARD=I'A SPREN I "A"CH Do A'IN''I DIFFLE1 THORRESS INS To I"11K TO I�E TAX 1111 =AANCIAI.1 ENSURE SITE SITE CIFFIR—I KT.LS, "S I NTTBN APPROASH 11 IDDIN11"IS"A.-ISCIAMI 1111111IT 11 ANY I ALL 11 IIE11T FOR 1LE1,1=,TF11 I 3 101111CUO SIILL NOT WHITE IN ORTURB All ITEMS 11011 70 COMAN ADJACENT ELEMENTS IS ITIFTE ID IN LITAINK BE, A I UP.I RR R.S I.. "7AND 5'EMKENCC To NORTH I PROBASSFINIFURSTl TICHO OF PLANT MATE III, .HC,B ARTS SPAL F, ONLIS HATE NN-S IN SUBSTINCES IRSTRAITIRT STILL IOT11Y KID TO IT-NOUTI,REFERENCE To WILE IS ION I...AL ON 11"1"TIT"PRETsuRE=E IS Sol.E....LED I—A'ATEL' S E HILL•—D —1 DO FICT SCALE INS.REPLASID DRAIIIII I'D"'COLOR LEAD,SAD"N"YAR WALTUIR I, TEST DUTDOYETED DIR116 TIE 'A SIR I"S AND IFUT. IS 11 IIEELIIE NSHAn"TIICR�INALL F=��CFITDR T= ".OF"I' I A "AT I N, _LK BY I CONTRACTOR FRALL STRIP INS STOCIP rE EXISTING TO-1 10 FULL PEITI 5 KPOR TO TOOPME1 EMENT UP KIIIINS,STIME LCCANIII 11 ALL ILINNINGS 1W&B"ANMLTPN1�ATTRS To APPI I N "IL'ITIFITI,.11 1 111H I UP =I I�E Ip1FRL1IUS1 I IRE�,O—1�1 Pl�l.111 AIA IT — 'Pro All IISM SCITIOR Or L 'ADI BY LI�OFDPl�IP.EIS�O'MTEI'NT�E�ONME FIE AS To XNEI THEY PIPING IT ISTATIP)RD, I ALL BE HE ED. HE 6 SCHEDULE ELPTER EARTHWORK NOTES K ..[MIDIS ....TO'IF -TIND DDIDINOWS AS AND—TEST-111DRE-IN IONFLITION C III-IMPROVED BY THE 01 11R1;11PN.T.�ArgBM I CAN BE INSTALLED PLANTS TO BE INNIKIED 81 LINISCAPS ANCIPTECT AT DKITEL�%ANISIT, SIDE COPPOR ED OELPSKY IIEI N�IS FILLED WIN III AFTER I III Kp- 5 TIE IN NENFOW�IIR CLOW CORPORATION CAP OLD Do AN I FACHTDRANCE 0 MITI UNDIDNIELY IOLLIIJNI INSTALLANSID IF START IEUHENIRII I AND .II ARE C...THE INHT IF WINK I BEFORE ASK LAND CLEIRIII 15 COPSTINTED,TIE CONTRACTOR INAIL HATE, TESTS.1f.RVE COM_MRN I INS PLUS KNUFT�,AS" A 11 R SINCIL HIIEME.I AID RE REFICTISIDID IN ALL FICEFF.1 CUP 17 SLOWLY SRI""I'D 10 TEST PRESSURE AND"I'LIN PER = 1�11,"TTNEI�SI,111 I PEN EESI.1,1 T�o A TWEI`1L.`AFL.11 IF'—TDIEPONE ACCEPTANCE OF FIR1.1 IRIBINI Po N To 1OIDUE,=IFI1XlF TEST K,NOT OPEN OR ILDIBONAUES"A. TO=1-,`1pD`101"D BT To MAIIIIII III PROTECT Ellor-ITILIDDS ON I. IN, E D ON WT I,"I, TREES$HILL RE ILANTER PLANTED THAI PKIIIII CHASE SWISS No DIFIESE-1 PRE S ASSWE RATED PRINCIPE, PROPERTIES,A.E�l 11,LOCAL T-111 ANTO BOADWASIX ADIAIES1 SUNTLI 01CON 11TIONT A CLEAN INCTINUARRIN Or TIE EXISTING AROUND DISSI SILA-L IF PLANTED AS THE SAME SELATRINGSTIP To STFACE A$ C CDNELET111 IONTSMU'DI D-1.01 ISTIBIT III UNTIL CRWCJO1'0TN�S"O BE PNIE P—D.WARN. IS LAW1`-Y"`-0SE1b1`Z` 5. VALICO, HISTWITI INS, jUNTS ,'FALL RE RESPONSIBLE 101 ILL DATTISK 2 THE TOP SOTIUHI FFTEST REPIR CH NEILACE ND OR RESTORATION K.11B AS A RESULT IF DEFICIENT—FICTION EXISTINS TREES=NTE1-1ES1`1`l`AtLF 9,PLANT MIT INAL SUAITITTES TU BE PS111DED BY CONTRACTOR AS-IN 014 DAMAUGER UP DSFECTIVE PIPE AND APPOSTERANCES DISCOVERED FOLLOWING ALL THE CIIST TPERIOD,THE ILICEITENT 11 NOTECTION DE.11RES N.—RD PRESSURE TEST, "Eft-STICT01 CHALL IFURSTRATE A—TMENT OR ABANNOWRIT IF I', 1 THE BIT AD ON� C—SK NOTED IN PLANT-11Tr PLANTS I.ED S—AND.--ED N 19 1 0 THOSE ITTED 1.AlLr NPORIER.RE AT THE—TRACTORS CONTIINFN IROWN To 11FELI I INT—AUSTI WILL BE APPROVED-EN LEALISE IS PREKIN UT111TIE IND TIE RECTFITIVE 111LINY COMPANY AID PAY ITT ASSOCIATED I"'I....L"I IS PARKER IT I'M THE 1111 LINE I HAS THAT DETERMINED 01 THE FOLLOWINI F1111...TE =IN'MADE PAY KWULT TO TREES To BE KEPT .0_I I'M L' Wo 'IS 1 RUCTION 6 ALL FOR111 OF CONSTRUCT- SE SS ADD ENFOI"ILL BE IIOTECTED HILTERIAL INALL NOT HE STORED BEKATI TREES 11 BE WEPT. W=VL'E'X'W.SI—QNS PER HCHAN TO PRESENT MIND ONTO PIKE WS, ANY U-B 01 PUBLIC WAYS SHICRATITS AL—NNARl ERGS IN=D:FOWN FETUS)C�O�.STCOL NFASSURE SHILL BE RE IS HEIN THE OUR ALL MHOR To ANY 0, ` A 1—RE D—LA`Y.T'Lr'�1TK"1HAF`%Y 11 H �t=y INSPECTED AND TMIN'T"RI"S 111DED T'NILIDEV"''—' WASTEWATER TREATMENT SYSTEM NOTEs, • D =`.ME_C1C'IHN`1"`.F 'ER1111 1111 ALL 1UNID111 INS SITE III BY THIN SIONS, SATISFAC DRY PERTFORMATIF All DIIARE OCCURINUIS DUSNRE 10-E I IVERAIE POST IDESIURE—III INS IIANAGE IOT(PSI)IS CONTRACTOR N-1 PROTECT ALL E IIINII UTILITIES NOT To BE RKLIK, 0,CONNT�T_"ALL BE BEIRSE1 By TIE CONTRACTOR 11 11 11.1 DI�I�LSIE1111,1 ADETUB RNIE1 ATFSIIT11.1, I RESCUING FROM I T14 C,.l"C.'W,;' WHEN LE—SE RICEEDS SPECIFIED ACCEPTABLE SITE,LOCATE ITINUTTE S. SBAL III By I IT I RE I ..DIED BY I NEW INK 1=R`P=UPN SANDA11 11INDENT, INTIST.1 MUSTIAL Proll ANDIRFE'ER'ACCOMISTIL REPEAT TEST UNTIL SPECIFIED LE ALL LICENSED IEN LGRAPAND SET IN THE FIELD TO BE COMPLE BE STATE LC'FE R"'"C" C ON So 1, NET A, EROSION SEDIMENT 5 ALL AREAS RUSTI SNATL BE FlINGI1 TO PEOUSASO IT 11 A IMINNI IDIFIEWT 111PNOT AND FORIINISSIWAIMS 'I'HILL FOR "HSTAXIST I I ALL HIMPUTT RE IT IRMEACTED LIITR .H SHALL RE 11 11INSTANCE IITI THE ITS 6 ALL SLOPES 3 ZSCHRITER 51ALL BE$1181T.OtIEDBIST.11DIF By THE 1, ILL FLIMPIR INTOKI INATUL 1— .11.THE RIANSIONENTS OR I DEC RE HARMENTS ANY EXPOSED SOL 530 BE PRIFFIRLI STASSILITED TRIP 1TI1I1!=.NUATI1ITII1—NFINCRC C ATERRUED 11— Nl=Pp1'1 lool"LT1DPWrB."�11p11l TAILE SFXWUY.'ART M. SUN DIDER NE A,C I K HER PER""SEED AND—IF SOIL CIETHATANCE 11 1IMPTEIED DR 1—KNINI 1..1. TEMPORARILY "I'I No THIN 11 DAY' 7, PITCH EIIER-Y BETWEEN 11 1 GFUNDES,ALL HAVER MUSBAS MUST MIN TO TA I- NIFFORE EDITION.SOIL CNIFFORAMOD AILL 011. .,.I'D OIL, HILL D'A',A,A FI, I A ED PPE —IRK 11 INE�1,101 IMI MIkI.1.1 Fool,ANY ILIK INALL BE TRUFATH INS IMINTPIN"P,111,NUEN NIKI ELEIIIIONS RECERKE TEMPORARY 01 KDRADERNI To AID IIII ISHIPT 11 DAYS 0 BROSTIANCIE,NOT ALLIPWIS IN BE REPTINTS I.THE F'SrTR'E ATELI BEFORE CON B, IA=DE"ILI 11 1�1 SE'111�ITISUN =,I'D"I', 2 THE O11IIiI101 DIALL LAPUT THE AREA OF CLEARING AND I.E.TD, S HATIVE MYCHI HIMI RE To. IPCON,r AN ANN TO E CAVITIGI, BORROW, AND EPRIHIWIT OPERTSTIRMS 11 PAIKESS. DOW 81 ON RE QSAITR IR HIN 3 FEET IF EIAS I INS III III LINE IN 11 A " OR A' " ILL RE I-E'I SOMIG alIX1.11.,I'll I',CKARIND,I".. CE7 11—TI 11.1 TIE1.1RIS 111,LDIND All I TRE UTILITY L141DW S"1Z.1T1LERNC—EpD'=`CR` "WHEN —1 PRINT. A MAL �SD I A.PO AN AND ON AT UP AN TICKA,POST TO THTE OIAER, SINSUCTICH PERSHAVISM I PETEI III TAPE WAI 111111 FACED,I-IST BERRYWHEIT CONTROL TRAIRTER 11 ACCORDANCE 1111 THESE 11ARS, C..RTOHAA 'CARION-INNED IMIK MEE ACT01'Ell,TABIRE1,41 RE LISAIED DIRECTLY '""StRUNT NEW IA�IRAWXRI IN.T I'I'D INSTIRD ....2"'"D=`MXNF.—EL'.LF' MR, RAD A THE CONTSTACTOR SHALL IESPINATE TO INS OWNER I RESPIEFFITITTATE A CHADE,PRUNISDINS SESN'.'UNITS UP HOLIDINGS IT TIE TOP AIR DOITOI IT ALL -I—PC ol BT ITT ST NKCAII 1-1REIE MAN—I TATTLE ED ENDS 0,A L'L THAPING,EER16NCE��DEDI'�—T�l�TOY�'T��Ll—I-E—"ADA."1TRIN-1A`C`OI, A OF A, AS HISUPICITAID 11 FIAT ILI—CO OR ANKIIIED EINAL DURING CHADOWD OPERATIIII,KINIGE 01 INS SITE AND ARI-ST AREAS ENOE:DI WHIST SEDTIEIT CONTSTS. WASUPPAR AD EST TRE ITS DEC `A'�LALX If".INNER ISSURD,To PHRIBIN EROSION 01 OTHER Li NEW EMBIT I ,— I IS=ANY To INTERRUPT BRIMPTAGE ON OTHER EMMUND ITHIMES.CONT—ISS IS To PIO111 11�-Rlll FACILITIES w A CIIITRULH"'I ..To 11 .....AN IF.IN I'`=T UNTIL BE NAUEMT I IS CBS I.THE=R §TORPTALATER MARAGEMENT SYSTEM CONSTRUC ION NOT FIR :> ,D C UERULE XWED BY THE CONTRACTOR OR WHOPIN IN THE ILI. —IS CIMPLINED A WASSED NIA- BE ESTABLISHED ON ALL DISTROSED TILER AS SOLD AS I GRACE"'""'AT"T To BV'D'HB L WE'=AR"YL RE INK 11 BROUSETENT P'SIBLE 1*1�NE KINDS—111 THE GROWING SEASON,DINSIT MR—IS STRUSIONE 1.PRESENT 10-11,UNIMIDD HNI- A ION OUTLET STRUITURE BURET STORM PIPE SMALL BE 11PITHOFINTY RE IBIL ST. AA AT`C`""I AS THIS INS BE—MC.1SI1L1IOR A14Y AS 7 IN STSIQLAR INTRIEC PoLTS—END OVAL THRIFS CUSTRULATED PIK PITH STROTH INTERIOR uj HATITINSO)FILL BE ION IN"'A—�TIME IS—CAI RE ESTARL S— X E...XN REQUIRED WITISI DRIP LINE Or TREES ASSIGNATER to MEMALI C INFORM 11 1*'IT'111.'I'D INN IS IS..UNIND BELL ADD SPIGOT I.I. 5. ALL ATTELIPPERE EFOCITI A.SICHISTRI CoMTHIL PDASTICES SMALL.I S ALL HE HCHE BY ANDS THAT WD SAIIN OCCURS To 611STIIIG— URNKTFR�No To TUN FE_ BITS SIALL CIWNl 10 ASITH D32X 1AIK7S N-ACE PRIOR To ANN SITE T B SYSTEM N%%TDP-ENNNLR ESAMAPTEEDT%C��,MCTOW SMALL BE RKLIIED 11 S114L CINITSPI 10 ANIN F1IF IFTITIGE TRY-L CONFLATI TO A111 F-A, z IPERATIONS,UTILITY ON NTIPUI�UN�1'I'SIN W1. THIS RI-1 IRADIN KIND AT 0 INIIAL EXPEISE ': � 3,EICAYATI=L ED To ALEIIHON1 INDICATED WITH A T01ISSUNICE RE.T m 'OIL"""" LATE V-11"OF N"—CONFORM TO WIN DEPARTMENT IF. W< COPSCUSIXTED r.C`�%�'Z'.*1T'.FSLS PNUIIT�11�1�BR�IRTK Rd SMALL 11 z DEC L'IND S "Al"'FICTION 101,1-1 A Z�'Elll ITII"I.r IRMATSILB-11DE STILL F1 LEFT IN To UNTIL I, .=E TRALL C—OHN To COMPACTED P`S�I WATER SERVICE LINE INSTALLATION NOTES, Z ON A 11 SUAIILII I MAINTRIAL,$HILL RE COMPACTED ON SITE '1T-1`TE`1'1�TY TAIDILL 6 TIE 111THAS ON ONALL PERFORM F=,L FAIDDIALD A. 11 E" A OR SET I L AD "' AS z NRALL ., I., "NNY IMB=1 I R��A�TER CLFD'10EAZTALIFAT1�0,1AATALL CONFORM To ALL TOWN OF l-KINTANY o uj ISAULT11ILLI"""T" 1EIUIIED TO NEIISTMELY CONTROL MIT ENW101 SCHE I 'S RAGS 1.N1'1�1E1IT1I"DIED..1 AND PREVENT EXCESSIVE 11.1 2"SCTH TWO SMALL BE COMPACTED TO NOT LESS THAI IULA BE THE ALL WATERkINK SNALL BE o OF NUM.T F DIND =REDIF , Er. `=N1`R1C�'TD'AND 1111—D SUCH THAI 11 CONEX`�ION TEST XsE IFIAISLI'�,—THICURD III 11ANDANT KBOTCH 1�1"'T"ITS 11 MTT THE MIT RECENT-11,DISTATIRRE, :D 9 TIE SITE INAI 11 ALL TIME BE I ATT ON I N;T�Uo"UN STe Os OF IF INI STATE NIARTHEIT Or—TH, R. STO 11 FRUFFHAL FTCCCIPFFS,I REDILTHER.THRUL RE LICTIED W-1 ITTIN THE ARE NCII WATER WIMUS AENDoAr10I AND THE NEI.I'TAT,I',L fl.,OF RD. FAF=ER RUNOFF 11 DIVERTED TO WIL EROSION IND SEDIMENT COPHIRL WORK Alf. ALLITIONDR, ITT FENCES SMALL BE PROVIDED AT THE BASE OF 1"D=ITR�L 'I'I 10 ALL STRIMENTATIOl BRUCTURES BE INSPECTED INN MAINTAINED APIEN IF ILL ITOISIPISLII A6 RI.IDTE�D ATI,1%1�I1,LRSLTrF I TINDER. ATENTALINTSFULTH BE RROYMBER ALL THENOR AN I, A I I, HE WA B'.'"I'D E-` INDICATED IS I 11, 71 CONTRACTORS ITTI"NIN I 111 ED TO I E TAIT I AT T11111 I NNAIN6F AIDE bRISTARTHATIC ONLY AID ARE NOT INTENDED TO IND-TE A -ILIV—TRIFER M FILE FOR FIFE.SUCH ON 101AT TYPE AWYA ",IP THE BUSTATTIN TH HE FR`D S, N "'TIS Do THICKNESS III.EX.IF.FIT Too YWTM—1111 SURATUR IT..I, I ILL So I I TRA'T. K ABLE EXCAVATION SLOPE.THE CONTRACTOR DR&L BE RESPONSIBLE FOR —ITS �ESFON'SCRTLITY TO PROTECT ALL WATER CULFEBIST_�NOIITER ENXE C ACT AND STABILITY OF ALL EXPAIIIIII StCIFS,SHEETING, 2ARCIL AWRIA CKIS IEFILEBO IIEKI�11 CARYD'ATI.RI)�IAIIIC CRI., NE HE HE ON 0,1 S,OX 11 1ILLIT1111 11111HATINI NFOR ANY C 'K ITTl.1�11.1,1HISINITINT FOR A 1.1 RUMPON,BE'N'M_ FIT AND SCASYNNIS A. MECHANICAL—T TYPE TOP .1ED. IDDEN ElVERUSN" OTE I, ATB RB EA, WITH THE I 11 ALL RECESSAN PRECTINDIS SMALL BE TAKEN TO PREVENT COIIATFIIAITII ITHE STRUCTURES,ALL EXCAIATIOFT PARIST STROL.COMPLY WMACT IS"�D BY PRULT-M,CLOATEDDY),KENNEDY,ATKICII AY,OR OF C'=SONEI BY SIFT,SEDIMENT,ITTELS,SSLIFITI,INIFFIAITS,EPDXY SUME—TS OF TIE FOLLCUSSIA REGULATORYWIES: CONCRETE IS ANY OTHER P-D—T ATEAS CIA IES EL[�' NHQ�RATBODY CIS COATED DUCTILE'IN 1ECISUNIGN.JOINT TYPE ."I'OWT_HRN A.CONSTRUCTION PROXFOURE$ ISHATIONT 23",TEXCAVATI�aEI`2�3RATIOWX-�OF NEW TOM DEPARTMENT 01 "ITIDDS,AST 0'111 RA CH PRENDER GA YETI,DUCTILE IRON 6LANUD LABOR INDUSTRIAL"BE AN STEEL FRILIS IND STITI,Z50 PSI RATED. SUPPART I XCIVAT-1-IF TIE UNNED STATES KPAPPIDIFT RE LABOR !K��SPOL BEES—BODY 1ECINATCAL DUCTILE IRON"'"""""'"""%`TE"BR 11LINAL AlIBIRD,RE FEL 110. SHN:RL ALI OTHER MUSIC PAL, P A A BOUT W RED STEEL—AN STAIND MILLER-01 SERIES OR ON 11S KRTAIII16 to EXCAVATION SAFETY AS MAY IMPLY IT TIE INN 'ALB'T MAINTENANCE NOTES OFF ILL YTINK AIGII IIND OPEN IrCC) TIE 1101 MRS1111. AFF, ILL BITS COR-811E T-BOLIS AND NUTS 11 COSTELIMIC WITH A—A 11r, 1, THE ISITIACTOI SHALL 11HULTE STABILIZATION ISKIOURES AS—AD I.E.PRO, SMALL FIT IN=IF THE ABODE[ODES DIRS-1 APPLY. POSSIBLE N SWAP ITIONS IMARTIN RESCIRDIENIS AND IS IF TIE 1115 WIERE ACTITIFYIE1 RATE TEMPTEARILI N SHALL BE IN—11 NECESSITY TO PA WOE SAFE WORSTS CNXTTRII PIPE AND FINTINDS TO BE CEMENT HUITAN LINED PER AWNTA CPI,S—DIRD HER NE-Y CEASED,BUT IN NO CASE MINE THAN U.DAYS T.I.—D I ALL I IND SEDIMENT C11110 DEVICES THALL BE INSPECTED WITH. N CULOSTER ST—WITERE TILLED OR 01 TIE POKLAINDS,MILL CNIFORH To 3 WATER LINES ENALL RE TESTED 11 ICCOI P,=10 OF A STORM I CANCE WITH A—HAST FIRDIDEPINTO F IVENI AND REPAIRED—CR MODIFIED AS WCARFOR HIS DEPART NKF 01 IYARDPOTTATINI ITINTAUT SPECIFICATIONS SKMIl I ALL'AT" z To BE IN DOW'ORKAB"ASSINT"N SITE 11 1 IIDY 7_ EVo FOLH1%`�'I RDS LATEST 'IONTORE THE I'SUE CEEISNATI.N I A—A PHAMEARDS .. I, R BE C-All Lu 1 11 11"IFITIR 11IX11 ALL ST.1 IDENTSK SMALL BE INTALLE1 PRIOR TO DISTURRIONCE BE EITRIND SOL uJ SAIR,To SCOLDIT LTHTFN A.C—THICT FESC.WF_FUNT BE SIE EA,=T�,LIUIS�4NG.WATER SAW BE 51—BE IOLLECTELFROI THE INTIAND 1: FUWFF1,.B-NN SHALL REPAIN IN RACEUNTIL AITABLE FROWNI.OF 'NO `C`E I I I'III A T ED. uj DISPOSED OF"My ESTABLISHED, SAIRDLES SMALL BE IC`1yL`LE`C`TE`R AID THE AIDAN IIAFL NnENFIATEO"M SW.TIECE o A WHY STOCKPILES BE FILL,EICAIATED MATERIAL ON TOPECIL SMALL HE Ol,ALL DISTURBED COITAINSIN BY SILI KICE ANDION COVERED IQ PIESIMIT ERSN01 HANDSCAPAI.EM'�ENCU 11111D WI IN THE IFFIREVEMENTUN OR UNTIL THE XALNUT ITS BEE.ASTURIED AID IFTUTIEICATIOI THEREOF ACCEPTED. OF TRFL IND SEEDED To 5 =,LNESNS,5—LCNEI I FROM$INUIARY TENTS LINES IN A IIIII-IT TERED WITI 5 j BTABLISI A DETFE GROYTH 01 INST, IF III I I FT o V) 6 N�-1111 COVER OVER WADER LINES STALL RE V-6-TO THE CHOW1 IF THE III > uj w F- ""M RED METALRED TO OUTSIDE ASTREA—OF PIPES LOCATE IOIITS 11 o INCHES RED as SEINTAN N BETWEEN FAIE1 ADD SIDITS PIPELINE SUALL BE 11 FISH IIIE 1111111INT I'll III RGL LOCATION. Z F'��MMNXFISR-ACT—STALL BE ISEVERMER BY A IF PRO'S. NNUET I'.'I W`-THE THRUST N—RETAIL(DETAIL z NEW ION STATE IERSTERED WELL DRILLED AMR SNALL ISMINTY WITH III Ol INSICITER IN CRAW1.1 I A.AT I HITINT1 Lu HEI 19EKNTS DESCRIBED IN TIE NEW YIPS"ATE KA, 111INUM DEFLECTION RADIUS FOR YTTIED III INSTALLATION SMALL HE ZINS P- F- BE HOUT IF HK_ I "WRISTUL PIX ED CIPLY ATI-FICT FRICIET 11 AND THE WIN TORIT STATE IF DETECHDR TIME SHALL BE FISH FACES,I-WIDE TAPE IN ED A BLUE ESPITED'CAUTION uj A"`:RT OF SLATI-S,OWISPIN IF ANIND WATER PIPE AND"ILL BE SHATIED RH BELOW 1INDN GRATUSE, zo 3: <PECOMR CONSESPITIBN WITER SUPT-Y WELL BUSTIECT ANDIPPLIE SELIFF TEXT TAKE SMALL ED LOCATED L—TILY ABOVE LID.a E 3 OJ 1032 ENDURING I. c—0. 10 1DWG 2 OF tudioA BBIIED(rAx.BTRIKI'ION ExTxIxtE. i c,Dvc TUH EI I5TwBnxcE=cI'AIT S F.�a Io.1 nCHES ExSTnG 11TL Tv POLE'TD BE HHAIED exD ILL W PRDPDSED u L i E5 TD iED/rNE RDDxD IS ILLHHELE eREe �l nA EIIITIBI BDEDnG 111 RE TE A D C:G11JS 1'RI,)CTI�M Rtt c E r I. aE e D �f 4 vE—T xG GREEx tWDSE 9eNDOxEI E -A—BE ALED BE E BEIIIIEE wntxw EIII11.1 Hl /0'Ji Il.l21 t / �./ 4 >o / / Da 4EWnv �xc n'PHILr W_ �N a / owr 3 i / �cD -`� / LInIi6 W TWBnxGE.ASd�nvR4 m Z y' Ell EHBEIPIH aEe .q .� ,•.`�`' r ,• ____ PROPEniv ENE LL J H m LNE sETBn[n z� COICIETE WbSH —.TIP- .. aenuvE Ex sr xG GHEEN�ousE\s -- L n Ts AF D'TwelxcE O E W SILT FExtE,TVP. \ o $ Re n` SLIIIBR zE En NSBSE a NG HSAII SO—ER. a P EsxED/HEn E x4 n xAp CDxiDIa' \\\ X 9VED LL nAl'HEATILBILIZED N/'HUAC+i ODH (] l t t I pF iESr P LS iIAN z \ e E Z RE T11p o A rv> U \ ` I.LETIM as car oN weLL z ING IT11 bU WHE y \ X REnovEGEx W sHLS SRE E,,—, LL E z P1 WEnenoI— W z A Jz o S GRAPHIC SCALE ■` E O O 4 o> W g 21 .eo a, ". ox 24�x 36'SNEET w ZO az�r nn _ p ��J z O iocE HAa�1.Town of cuEEMSBEuv�wlanE'x caSwrv�'R.I.. �_Uj ;W iHc ENSEE L4NDTURVEv�vtHBcv a LL O O t� T DATE: 08/04/2023 vaxGuuDEH LnrvD sumEvoR,1LEE-D HIPPED ON—1 D,ioif. 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B GRAPHIC SCA� o zLD zzz 00 IF. — E.—BIDFANG.ANEN ?IEET a SR�T �*WAWffi ATION APT—D ITION I.ISTIEL I0 1 0 Do — — ISIIAI O R"lBOR Y ' T l I:WE ITIT-1-1—:TAD-1II E, IIE—IING S.— 1NTE: G7128/2023 Ir" DATED 1- OjENO. 5MMRG NO, 19032 %T&lMK`—IFITTID THE BENEFIT ST DIG SI- NAGAING DITHTIES.B.-ARENOT I,I ll�-LEN,'�,E_CIITRASTII STILL IINTAST I A=SO NER AT GIB A"r ...:" IGTRNS 1""T w OFDWG OF C Execi ER -4. 1 I AGE I-11111D 1. BE '.IS FLAN.1, tUdloA IIE. VISTA 1 STUDIO A DRAWINGS �Y { ; 0 a fo f / n �. A . ,/; g .� uSr uCru �v 91 _ a / \�+ a t o 8 1 { >N 1i T U Z /y (\ 0 Q Z Oa x ✓, i \` :. d z ..�A\ .. {....L D a �V lFII,(r 1 ( 11 Jh.iii GRAPHIC SCALE f O <V 1 ¢EE 40 T 0 N 24'x 36'St�EEi '�f QN� 0— Z r j \ W Fffifi'1111%-N. Z meE-11DI anAix m W a nvoDTuus�-IEus _$ N r pp 9 cott C i!t �prvow�o�Ec[¢iu o a li o E'J EE 1,�.crY, !. 1.l .c.. E saD, IT)- 11 ``� w6�L wcni �¢x.. P eu L T DATE: OB/04/2023 \ ` wns N+ t 202 I t ]' f1Q DnrED o.+ vutcUKDEa Wro s ru PI.Lc / p¢n od,uLv iv PROJECT N0. 19032 wns—TEDw Tx UT TVE I-IT o¢-Dc snEE' N NOT c,NED TOOE n w INIS ILM MI, DWG OF - Updated: 03/05/2004 FOTO TOWN OF OUEENSBURY FRESHWATER WETLANDS PERMIT APPLICATION APPLICATION NO.: APPLICATION DATE: 7.11.2022 This is an Application for a Permit to conduct/cause to conduct a regulated activity on or adjacent to a freshwater wetland pursuant to Freshwater Wetlands Protection Law - Local Law 1, 1976. TO: Town Clerk of the Town of Queensbury - Please immediately forward this application to the Planning Board of the Town of Queensbury by way of service upon the Planning Department of the Town of Queensbury. TO: Applicant-Please type or print the information required and complete all blanks and answer all questions. If the information requested is not applicable,please enter N/A. Please provide the original plus 14 copies of this application with a$100 application fee. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * INFORMATION FOR APPLICATION Applicant: Name: Foothills Builders Address: 9 Mountainside Drive Queensbury. NY 12804 Phone: (518) 791-1851 Property Information: 1. Name of wetland or any body of water/stream involved: Freshwater Forested/Shrub Wetland(PFO1/4E) & Freshwater Pond onsitE 2. Address of parcel upon which wetland is located and address of parcel(s)upon which work is proposed. Wetland location: Meadow Brook Road Project parcel: 361 Ridge Road, Queensbury, NY � J i • Updated: 03/05/2004 3. Tax Map No. of parcel upon wetland is located and Tax Map No. of parcel upon which work is proposed: 302.8-2-58 (wetland); 303.5-1-79 (site) 4. Current zoning of parcel upon which wetland is located and current zoning of parcel upon which work is proposed: MDR (wetland); CI (site) 5. Total area of property upon which work is proposed: 10.99 +/- ac 6. Total area of wetland: 12.46ac;0.21 ac(onsiti 7. Dimensions of wetland: 324'W x 1675'L(offsite) 8. Existing uses of wetlands, if any: Offsite:Vacant Residential; 9. Adjacent uses within 400 ft.of wetlands,if any: Mix of residential and commerical development 10. State, County,Town property within 500 ft.of wetland: N/A Information About the Project: 1. Detailed description of proposed activity: 64 multifamily dwelling development + associated utilities, landscaping and permanent stormwater controls. 2. Purpose, character and extent of proposed activity upon or adjacent to wetland: Two new culverts will be installed to discharge within the shoreline of the existing onsite freshwater pond. An existing culvert will discharge from onsite freshwater pond to freshwater wetlands on adj. parcel to the west 3. On a map to be submitted with this application, show the area of the freshwater wetland or adjacent area directly affected with the location of the proposed activity shown to scale thereon as well. 4. Will the project require any other Federal, State or local permits? SPDES General Permit + local permitting for sewer and water connection 5. Has work begun on the project? No - zone change approval pending 6. Approximate starting date of project? October 2023 7. Approximate completion date of project? October 2024 Updated: 03/05/2004 About the adjacent property owners: List the names of the owners of record of lands adjacent to the freshwater wetland or adjacent area upon which the project is to be undertaken: See attached adjacent owners map. Name of claimants of water rights which you have noticed and which relate to any land within or within 100 ft. of the boundary of the property on which the proposed regulated activity will be located: N/A The foregoing information will be reviewed by the agency,and the agency,may if it desires, request any further information necessary to make a decision. I hereby affirm under penalty of pe jury that the information provided herein and all attachments su mi d herewith are to the best of my knowledge and belief. Signature: I hereby authorize Stu io A,DPC(Matthew Huntington) to act as my agent and represent me in connection with this application on my behalf =3i�y Z•Z(t Z dVW SONVI13M 1N30Vf OV 10 708ZI AN'),'dneSN33f10 M1 awmvea a 'C ^ S an `a HIM a~ 3AIa0 301SNIV1Nf10W 6 1N3WdOl3A30 9NIll3M0 a �:°-v$',. 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GRAPHIC SCALE A L_ gM Y F m ,00'-o' _— ., ._..........................................._ REVISIONS Sp S. S 3 � fr big N U'' Noun a,io THE<ccoRo.�i+cF swo.cnnN wousr 0 9EEiCE r oli _ O N N� m�,wE EMEFCISE aoau E c AS NOM O� pVERALL FLOOR PLAN ^vev --- r�<' CONCEPTUAL FLOOR PLAN x o GRAPHIC SCALE o A-1 L ---'COxTxUWS III- REMSIONS ---------- ----------- --- w i F ---------- ------------- .......................... ................. - —------------- ----------- ............ —---------- ------------------------ . ................ 6 .............. 52 aEw ------------------------ .....................I ..........................— ......................— ................... ..................................... ------------- ------------ ------------ --------- PRxsm AMICES6 LINE OF Flx15NED GPADE DOUBLE IN. ..N- N11 NN W-N' N."' IN, &—NMAL BARRIER FRONT ELEVATION NN. t ----- ------- ------ -- ------------- -- ------- - ------ .... ... ........... ---- ........................ ....... ................................ -------------------- --------------------- ----------— 6 A IA ---------------- .. ..................... ....................... —------ ---------------------------------------------------- -------------------- Lui rr I Ell -1 E ffl- -J-1 --I-------------------------- --- Gvn �ouIE I I I "IT Anoii BAR ELEVATION CONCEPTUAL BUILDING 1 2 1 ELEVATIONS GRAPHIC SCALE A-2 RDASIONS �~~. SIDE ELEVATION CY Cy INI El 1:1 LUK OF nNISHE 4&�,�SIDE ELEVATION CONCEPTUAL BUILDING ELEVATIONS ------------- GRAPHIC SCALE STORMWATER POLLUTION PREVENTION PLAN FHB Meads Lot Multi-family Dwelling Development 361 Ridge Road Queensbury, NY September 21, 2023 DRAFT OWNER: Foothill Builders 9 Mountainside Drive Queensbury, NY 12804 CONTRACTOR: I TBD ! PREPARED BY: Studio A Landscape Architecture+ Engineering, D.P.C. i 38 High Rock Ave, Suite 31 PO Box 272 Saratoga Springs, NY 12866 I TABLE OF CONTENTS DESCRIPTIONOF EXISTING SITE................................................................................................p. 1 DESCRIPTIONOF EXISTING SOILS .............................................................................................p. 1 DESCRIPTION OF PROPOSED DEVELOPMENT........................................................................p. 2 CONSTRUCTIONPHASING .........................................................................................................p. 2 POLLUTION PREVENTION MEASURES .....................................................................................p. 3 SEDIMENTATION AND EROSION CONTROL............................................................................P. 3 PERMANENT STORMWATER CONTROLS ................................................................................p. 4 SITE INSPECTIONS DURING CONTRUCTION ............................................................................p. 7 MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM ...............................................P. 7 RETENTIONOF RECORDS ......................................................................................................... p.7 APPENDICIES A PROJECT LOCATION MAP B USDA SOIL SURVEY C SUBCATCHMENT PLANS D STORMWATER CALCULATIONS E DRAFT N.O.I. F GREEN INFRASTRUCTURE WORKSHEETS G SOIL RESTORATION REQUIREMENTS H SAMPLE STORMWATER CONTROL FACILITY MAINTENANCE AGREEMENT DESCRIPTION OF EXISTING SITE The project site is located at 361 Ridge Road in the Town of Queensbury, NY(Tax Map ID 303.5-1- 79).The site is approximately±10.97 acres in size and is currently zoned 'Commercial Intensive' in accordance with the Town of Queensbury Comprehensive Land Use Plan.The developer seeks a zone change approval from the Town of Queensbury to 'Moderate Density Residential', permitting the proposed multi-family dwelling development. The site is currently developed and is the location of the former Meads Nursery landscaping business. Existing development includes two retail buildings,several greenhouses, an asphalt parking lot, and gravel paths throughout the western portion of the property. Remaining areas contain overgrown nursery stock and meadow cover.The site is bordered by residential properties to the east and south. Commercial establishments adjoin the northern property line. Meadowbrook Road abuts the western portion of the property.An existing irrigation pond on the property connects via a culvert under Meadowbrook Road to a DEC wetland on the other side of the road.The site is currently connected to municipal sewer and water services. Irrigation wells were identified throughout the western extremities of the site,which will be abandoned in accordance with applicable local and state regulations as part of proposed development The site gradually slopes from east to west,toward the existing irrigation pond at±3%to±8% grades.The existing pond is approximately ±0.21 acres in size. The wetland the pond drains to on the opposite side of Meadowbrook Road is identified as a Class 2 state regulated freshwater wetland (Wetland ID:GF-19). DESCRIPTION OF EXISTING SOILS The United States Department of Agriculture(USDA)Soil Survey obtained from the Natural Resource Conservation Service website indicates the surficial soil type on the site to be Charlton fine sandy loam (ChB), Hudson silt loam (HuB), Raynham silt loam (Ra),and Wareham loamy sand (Wa). The ChB series at the eastern end of the site is identified by the USDA as hydrologic soil group "B" and is characterized by being well drained with low runoff potential.These soils typically contain gravelly fine sandy loam. A large majority of the site is classified under the HuB series, which is identified by USDA as HSG 'C/D'.These soils typically exhibit shallow depths to groundwater and are characterized as having low transmissivity potential.These soils generally contain silty clay and silt loam material. The Ra series at the western end of the site is identified by USDA as HSG 'C/D'.These soils are characterized as being poorly drained with low transmissivity potential and exhibit shallow depths to groundwater.These soils typically contain silt loam material. A total of five test pits were performed at the site on December 16, 2021.Three test pits were performed in the eastern extremities of the site and were observed to have brown sand type soils at depths of 4 to 12 inches below existing grade,with underlying layers of gray and brown clay identified at depths of 10 to 84 inches below existing grade.Seasonal high groundwater was observed at two of the three test pits at a depth of 12 inches below existing grade, while 1 E groundwater was observed at 84 inches below grade at the remaining location.Two additional test pits were performed in the western extremities of the site.Soils at the first test pit location were identified to be of medium brown clay type at depths of 16 to 68 inches below existing grade.Groundwater was observed at 44 inches below grade at this location.Soils at the final test pit location, performed proximal to the freshwater pond,were observed to be clay with intermittent gravel bands from 0 to 12 inches below grade,with underlying layers of blue,gray and light brown clay material observed at the depth of 12 to 66 inches below grade. No groundwater was observed at this final location. Bedrock was not observed at any test pit locations completed at the site.See Drawing C-0.10 for a the test pit log and exact locations. DESCRIPTION OF PROPOSED DEVELOPMENT Proposed site development includes the demolition of all existing structures and impervious surfaces, and the construction of(16)four-unit multi-family dwellings,asphalt roads,street lighting,street trees, pedestrian paths,community amenities, landscaping,a stormwater management system and municipal utility connections. Proposed grading will maintain the existing drainage direction and discharge points. Internal drainage patterns will be enhanced to convey generated runoff to proposed stormwater management practices prior to offsite discharge. Open drainage systems will be used whenever possible and areas to remain pervious under proposed development will be landscaped with native species and seed mixes. Perimeter areas will be landscaped with native trees and shrubs to buffer the proposed residences from the road and neighboring residences and businesses. Anticipated disturbance areas, pervious and impervious areas are as follows: Existing Phase 1 Phase 2 Total Conditions Disturbance Area ±244,404 ftz +198,553 ftz ±442,957 ftz Site Impervious ±118,961 ftz ±111,353 ftz ±144,113 ftz ±255,466 ftZ Site Pervious ±358,698 ftz ±133,052 ftz ±54,439 ±187,491 ftz Site Permeability 75% 54% 27% 42% Notes: 1.Site permeability calculation includes only areas within disturbance limits;this percentage does not reflect total site permeability CONSTRUCTION PHASING Construction will begin with clearing and grubbing in areas of proposed disturbance.The multi- family dwelling development project will be broken up into two phases to limit the area of soil disturbance. Phase 1 will develop the northern half of the site and the areas around the proposed road that connects Ridge Road to Meadowbrook Road. Phase 2 will include the development of the southern half of the site. Both phases will proceed with excavation and grading after clearing and grubbing, including the. installation of stormwater management practices and associated natural conveyance systems. . 2 Construction of the road and underground utilities installation will commence simultaneously to grading and excavation activities. Proposed structures will then be erected at proposed locations. Landscaping and lighting will be completed following the completion of earthwork. Required erosion and sediment control measures shall be installed prior to disturbance involved with each phase of construction and maintained throughout the duration of construction and resulting ground disturbance. Silt fences shall be installed in accordance with the construction drawings prior to any disturbance of the existing ground surface. Immediately following the installation of silt fence, a stabilized construction entrance consisting of crushed stone and geotextile stabilization fabric will be installed as shown on the construction drawings. POLLUTION PREVENTION MEASURES Any litter on site, including construction debris,will be picked up each day and disposed of into solid waste containers.The contractor shall provide an approved secondary containment system for all fuel and petroleum temporarily stored on site. During the placement of concrete for the building foundation, measures will be taken to ensure that fresh concrete does not enter any defined drainage paths and a concrete washout area will be provided by the contractor in accordance with the construction drawings.Topsoil and imported fill materials will be stockpiled in the protected areas indicated on the construction drawings. SEDIMENTATION AND EROSION CONTROL Prior to commencing any land clearing silt fence will be installed in accordance with the construction drawings, and in accordance with the New York State Stormwater Management Design Manual,January 2015 and the New York Standards and Specifications for Erosion and Sediment Control. A stabilized temporary construction entrance(s) at the location(s) indicated on the construction drawings will be required for all construction traffic entering and leaving the site.The contractor is required to maintain all silt fences and the temporary construction entrance(s)throughout the duration of construction. All exposed surfaces not covered with paving, structures,and similar finished surfaces will be covered with topsoil and seeded within 14-days following substantial completion of construction to establish a vegetative covering or will be landscaped in accordance with the construction drawings.The areas receiving seed will be mulched to minimize erosion.Silt fences shall be installed downslope of the newly seeded areas.The silt fences shall be maintained and replaced as required for the duration of construction until a well-established vegetative cover is established. Construction activities completed upgradient of proposed stormwater practices shall be completed and stabilized in accordance with the construction drawings prior to connection to the proposed practice including the establishment of vegetative cover over all exposed pervious surfaces. 3 PERMANENT STORMWATER CONTROLS Permanent stormwater controls for the proposed development will include the construction of stormwater runoff reduction techniques and standard management practices(SMP) designed to meet water quality reduction and treatment goals.A large portion of runoff generated by the proposed roads and multi-family dwellings will be conveyed via asphalt curbing. a storm sewer system, and sheet flow to a large bioretention basin.Additional runoff will be conveyed via vegetated swales,a storm sewer system,and asphalt curbing to two pocket ponds located at the periphery of the western bounds of the property.A small portion of runoff from the structure roofs will be attenuated in two rain gardens in the center of the site. Excess runoff from the stormwater practices will discharge to the existing pond located at the western edge of the property.The pond currently drains to the adjacent wetland via a 24-inch diameter corrugated metal culvert pipe that outlets.This culvert will remain in place and undisturbed throughout construction. Green infrastructure(GI)and standard stormwater management practices(SMP),sized in accordance with the New York State Department of Environmental Conservation Stormwater Management Design Manual,were applied under the proposed stormwater management system to provide a total Runoff Reduction Volume(RRv)greater than or equal to the minimum RRv generated from the proposed development. Due to the presence of clay soils and a shallow groundwater table,the application of infiltration practices to meet the Water Quality Volume (WQv) is not practicle.Applied GI techniques include a large bioretention basin and two rain gardens.The remaining WQv,after the application of the RRv practices, is then treated within the proposed stormwater pocket ponds. Pre-treatment for the bioretention basin and pocket ponds is provided via sediment forebays.The peak runoff discharge passing through the stormwater system for the channel protection volume(Cpv: 1 year 24-hour storm event),overbank flood (Qp:10-year storm event) and extreme storm ((Qf)h: 100-year storm event) will be attenuated to less than or equal to the pre-development flow rates at design points common to both the pre- and post-development conditions. Based on the soil hydrologic groups,the following curve numbers were assumed for the hydrologic analyses of the pre-existing and proposed site conditions: Land Cover Type Curve Number SO-75%Grass cover, Fair, HSG D CN 84 <50%Grass cover, Poor, HSG B CN 79 >75%Grass cover, Good, HSG B CN 61 >75%Grass cover, Good, HSG D CN 80 Concrete Pad CN 98 Dirt roads CN 89 Fallow, crop residue, Poor, HSG D CN 93 Paved parking CN 98 Roofs and Patios CN 98 Water Surface CN 98 Woods,Good, HSG B CN 55 Woods,Good, HSG D CN 77 Woods/grass comb., Good, HSG D CN 79 Paved roads w/curbs&sewers CN 98 4 Woods/grass comb., Good, HSG D CN 79 The site was divided into five subcatchment areas based on the flow direction of runoff generated from the proposed development.Subcatchment land cover and runoff control descriptions are provided in Table 1. Table 1.Subcatchment Area Descriptions Subcatchment Landcover Stormwater Control Measures 1S Offsite residential Runoff generated from the asphalt surface and properties,five dwelling roofs will be conveyed via sheet flow to a proposed dwelling series of catch basins. Runoff will then be conveyed roofs, a large portion of via storm pipe to the sedimentation basin for the the proposed internal bioretention basin, 1P. Excess flow will outlet the road system and large basin via an underdrain system and outlet proposed open structure to the existing irrigation pond located at landscaped areas the western periphery of the site. 2S One proposed dwelling Runoff generated by the roof surface will be roofs and proposed conveyed via sheet flow and overland flow to a rain landscaped areas garden, 2P. Excess stormwater from the rain garden will flow to an outlet structure and storm pipe to a stormwater catch basin. Runoff will then be conveyed via storm sewer system through a series of catch basin and ultimately discharge flow to the bioretention basin, 1P. 3S Four proposed dwelling Runoff generated by the roofs and offsite roofs, a portion of residential properties will be conveyed by a offsite residential vegetated swale to a sediment forebay. Runoff properties, and from the forebay will overflow via a broad crested proposed perimeter weir to pocket pond, 3P. Excess runoff will outlet buffer areas the pond via an outlet structure and storm pipe, ultimately discharging to the existing freshwater pond.An emergency overflow broad crested weir is also proposed to direct runoff from the 100-year storm to the existing pond. 4S Five proposed dwelling Runoff generated by the road will be conveyed via roofs, proposed sheet flow to a series of catch basins. Flow will perimeter buffer areas, then be routed via storm pipes to the sediment and a portion of the forebay of the irrigation pond,4P. Runoff from the proposed roads dwelling roofs will be directed to a vegetated swale, which discharges to sediment forebay of the irrigation pond,4P. Flow will then overflow via broad crested weir to pocket pond,4P. Excess runoff will outlet the pond via an outlet structure 5 and storm pipe ultimately discharging to the existing pond. 5S One proposed dwelling Runoff generated by the roof surface will be roofs and proposed conveyed via sheet flow and overland flow to a rain landscaped areas garden, 5P. Excess flow will outlet the rain garden via an outlet structure and storm pipe to a stormwater catch basin. Runoff will then be conveyed via storm sewer system through a series of catch basin and ultimately discharge flow to the bioretention basin, 1P. Notes: 1.Refer to the Construction Drawings for permanent runoff control measure locations and details. 2.Stormwater management control measures shall be in accordance with New York State Stormwater Management Design Manual,January 2015 Design storm events were assumed to be customized storm curves based upon Extreme Precipitation Data in New York&New England available through a joint collaboration between the Northeast Regional Climate Center and Natural Resources Conservation Service for Type II, 24-hour 1-year, 25-year,and 50-year storm events. Precipitation Data for the 10-year and 100- year storm events were obtained from the New York State Stormwater Management Design Manual(2015). Rainfall magnitudes for the storm events were determined as follows: 1-year: 2.20 inches, 10-year:3.64 inches, 25-year:4.46-inches,50-year:5.20-inches and 100-year:6.06 inches.The runoff rates were modeled using H.ydroCAD version 10.0 software which calculates runoff based on the modified SCS TR-20 method.The peak runoff discharge passing through the proposed stormwater management system will be attenuated to be less than or equal to the pre- development flow rates for the 100-year 24-hour storm at established discharge design points. Peak off-site discharge rates for the channel protection volume(Cpv: 1 year 24-hour storm event), overbank flood (Qp:10-year storm event), 25-year storm event, 50-year storm event and extreme storm ((Qf)h: 100-year storm event)are summarized in the following table: Table 2. Peak Off-site Discharge Rates 1-year Storm 10-year Storm 25-year Storm 50-year Storm 100-year Peak Peak Peak Peak Storm Peak Location Discharge Discharge Discharge Discharge Discharge (ft3) (ft3/s) (ft3/s) (ft3/s) (ft3/s) Pre Post Pre Post Pre Post Pre Post Pre Post Design 37,143 20,421 20.90 16.44 28.66 22.32 35.71 30.93 44.46 41.49 Point#1 Water Quality volumes(WQv)were established in accordance with the New York State Department of Environmental Conservation Stormwater Management Design Manual,January 2015,with a 90%recurrence interval storm event rainfall magnitude assumed to be 1.20-inches based on site locality.The following table summarizes the RRv and treated WQv values of the Green Infrastructure Practices and Standard Management Practices used to pre-treat a RRv min.= 4,138 cubic feet and a WQv=22,634 cubic feet.: 6 Table 3.Green Infrastructure and Standard Management Practice Summary Green Total Pretreatment Pretreatment RRv WQv Subcatchment Infrastructure/SMP WQv Req'd(ft3) Provided(ft3) Provided Treated Provided (ft3) (ft3) (ft3) 1S Bioretention Basin 12,604 3151 4,681 5,719 8,266 2S Rain Garden 529 N/A N/A 444 0 3S Pocket Pond 3,674 368 1,785 N/A 11,528 4S Pocket Pond 5,301 530 3,269 N/A 49,429 5S Rain Garden 525 N/A N/A 444 0 RRv total=6,607 ft3 z Min. RRv; RRv+WQvtmted=75,830 ft3>WQV SITE INSPECTIONS DURING CONSTRUCTION A qualified inspector as defined in Appendix A of the New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-20-001 shall conduct construction inspections in accordance with Part IV.0 of GP-0-20-001 and in accordance with requirements of the Town of Queensbury. MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM All vegetated swales(where applicable) shall maintain a grass height of 4 to 6 inches and shall be monitored for excessive sediment build-up within the bottom of the channel. Catch basin inlets, storm pipe inlets/outlets, overflow weirs, and culverts should be periodically checked for the accumulation of debris that may constrict runoff from flowing freely at the inlet/outlet invert elevations. In addition to the maintenance of the stormwater practices described,the lawns and landscaped areas shall be maintained in good condition to prevent erosion.Any deteriorated areas of lawn shall be re-seeded, and a stable turf reestablished. In accordance with Town requirements,the property owner shall provide arrangements for the future maintenance of the post-construction stormwater control measures in accordance with the Sample Stormwater Control Facility Maintenance Agreement,Appendix G,to be recorded in the office of the Town Clerk or its terms shall be incorporated into covenants appearing in the deed, declarations of covenants and restrictions or other such documents to ensure that record notice of its terms is provided to future owners of the site. RETENTION OF RECORDS The contractor shall maintain at the project site a copy of this Storm Water Pollution Prevention Plan (SWPPP). In addition, the contractor shall maintain a site logbook which will contain all storm water and erosion control inspection reports to be prepared by the qualified professional. A current copy of the construction drawings shall also be kept in the logbook with comments that may have been added by the qualified inspector. 7 SWPPP Report Prepared by: Matthew E. Huntington, PE Principal For Studio A Landscape Architecture+ Engineering 8 APPENDIX A PROJECT LOCATION Project Location Map: a. Irv, a v APPENDIX B USDA SOI L SU RVEY USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for N States Department of RCS Agriculture and other Warren County Federal agencies, State Natural agencies including the Resources Agricultural Experiment New York Conservation Stations, and local Service participants Meads Soil Report s. vT s March 24, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers,foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation,waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments(http://www.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 t 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 . . ��N��=N��= ��mm��mm�� Preface....................... -------'------'�--�--'-----�--�' HmSmiVSurveyo^�reKUadm-------------------' --�- m/Soil 88mp`--------------------------------------~ Soil Mop ------- ~ ``~�~~ --------------------------------. 8 Legend_________________________________—. 10 Map Un�Legend ---' ,~.~,~/________________________—' 11 Map Unit —' Descriptions(Meads) Warren County, New York------------------------. 13 ChB--Chodbonfine sandy banl3bo8 percent m�peo------- ''13 Hu8--Hudaon�b�on , 3bo8 percent a�pem --------------�14 R— '—v^^~^silt loam--------------------------.1G VVa--VVanaham loamy sand.........................................................................17 References________________________________----2D ` 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 measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component.Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 F 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 [ $ `e_ _ a_ _ a_ _ mama . . 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E o o o o o m a L) O N CD rL cN a) ° = °O aa O� ) :U > C) co co m `(n 4 N—a) a)cm o o mEm59 a) a nm _ IP W = 0' a E u) u a Q I- o ) 0)U) U) U N F- U E r- is O N a) U L O co N� I.L O r �O/� VJ " d N C O (6 T 0 d O U L n a1 co (n •O O_i " " O O 0 .c ¢ a U) r E f0 oo a a) CL O N L U co u> > O CO : (n o x D J ¢ 7 'O Q � C m 3 Z l " L t} ° W 0 1= m W J a a O rn " " d n ¢ T am c c m to o c o 0 n a a a m E 0 m c c c m $ 0 3 'o o ° n W o_ a n, a n o a a _ p "`o C7 m U) (n T d (n c S o Lf 'o o m y m w U- r o d c O m T �' o o u)N 3 t T N > > , m ` a) U d a) U m .0 •0 •0 C O O at O N > of C " W O •m N a>) C :6 O ¢ v) m cn •o m m c) (9 (9 J J a Q_ m v) m m N m m a ® a1i 0 N a !� %� � -.. ff� ��- -4°'�'*3 �-'� z' T �o c �� r a=r7 co p � 0. N Q N Custom Soil Resource Report Map Unit Legend (Meads) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI ChB Chariton fine sandy loam,3 to 8 0.4 3.4% percent slopes HuB Hudson silt loam,3 to 8 percent 10.2 84.5% slopes Ra Raynham silt loam 1.5 12.1% Wa Wareham loamy sand 0.0 0.0% Totals for Area of Interest 12.1 100.0% Map Unit Descriptions (Meads) The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting, or dissimilar, components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 11 Custom Soil Resource Report landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example,Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform.An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Warren County, New York ChB—Charlton fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol. 2whOn Elevation: 0 to 1,440 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Charlton and similar soils:85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Charlton Setting Landform: Hills, ground moraines, ridges Landform position(two-dimensional): Backslope, shoulder, summit Landform position(three-dimensional): Crest, side slope, nose slope Down-slope shape: Linear, convex Across-slope shape:Convex Parent material:Coarse-loamy melt-out till derived from granite, gneiss, and/or schist Typical profile Ap-0 to 7 inches: fine sandy loam Bw- 7 to 22 inches: gravelly fine sandy loam C-22 to 65 inches: gravelly fine sandy loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.14 to 14.17 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 capacity: Moderate(about 6.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Ecological site: F144AY034CT-Well Drained Till Uplands Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Sutton Percent of map unit.8 percent Landform:Ground moraines, hills Landform position (two-dimensional): Footslope Landform position(three-dimensional):Base slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Paxton Percent of map unit. 5 percent Landform:Ground moraines, drumlins, hills Landform position(two-dimensional): Backslope, summit, shoulder Landform position(three-dimensional):Side slope, crest Down-slope shape: Linear, convex Across-slope shape: Convex Hydric soil rating: No Chatfield Percent of map unit.- 1 percent Landform: Hills, ridges Landform position (two-dimensional): Backslope, shoulder, summit Landform position(three-dimensional): Crest, side slope, nose slope Down-slope shape: Convex Across-slope shape: Linear, convex Hydric soil rating: No Leicester Percent of map unit. 1 percent Landform: Drainageways, depressions Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes HuB—Hudson silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol. 9xx0 Elevation: 300 to 1,800 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Hudson and similar soils:85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 14 Custom Soil Resource Report Description of Hudson Setting Landform:Lake plains Landform position (two-dimensional):Summit Landform position(three-dimensional):Tread Down-slope shape: Concave Across-slope shape: Convex Parent material:Clayey and silty glaciolacustrine deposits Typical profile H1 -0 to 7 inches: silt loam H2- 7 to 14 inches: silty clay loam H3- 14 to 30 inches: silty clay H4-30 to 60 inches: silt loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 14 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Available water capacity: High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C/D Ecological site: F144AY018NY-Moist Lake Plain Hydric soil rating: No Minor Components Elmridge Percent of map unit: 5 percent Hydric soil rating: No Madalin Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes Rhinebeck Percent of map unit. 5 percent Hydric soil rating: No 15 Custom Soil Resource Report Ra—Raynham silt loam Map Unit Setting National map unit symbol. 9xxs Elevation: 50 to 500 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: Prime farmland if drained Map Unit Composition Raynham and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Raynham Setting Landform:Depressions Landform position(two-dimensional):Toeslope Landform position(three-dimensional):Tread Down-slope shape: Concave Across-slope shape:Concave Parent material:Glaciolacustrine, eolian, or old alluvial deposits, comprised mainly of silt and very fine sand Typical profile H1 -0 to 8 inches: silt loam H2-8 to 25 inches: silt loam H3-25 to 60 inches: silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content.' 1 percent Available water capacity. High (about 11.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification(nonirrigated): 4w Hydrologic Soil Group: C/D Ecological site: F144AY019NH-Wet Lake Plain Hydric soil rating: Yes 16 Custom Soil Resource Report Minor Components Wareham Percent of map unit.2 percent Landform: Depressions Hydric soil rating: Yes Rhinebeck Percent of map unit:2 percent Hydric soil rating: No Belgrade Percent of map unit.2 percent Hydric soil rating: No Unnamed soils,somewhat poorly drained Percent of map unit.2 percent Hydric soil rating: No Hartland Percent of map unit.2 percent Landform: Depressions Hydric soil rating: No Wa—Wareham loamy sand Map Unit Setting National map unit symbol: 9xyc Elevation: 100 to 1,000 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Wareham, poorly drained, and similar soils: 50 percent Wareham, somewhat poorly drained, and similar soils:35 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wareham, Poorly Drained Setting Landform: Depressions Landform position(two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape: Concave Across-slope shape: Concave Parent material:Sandy glaciofluvial or deltaic deposits 17 Custom Soil Resource Report Typical profile H1-0 to 8 inches: loamy sand H2-8 to 18 inches: loamy fine sand H3- 18 to 32 inches: loamy sand H4-32 to 60 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding. None Frequency of ponding: None Available water capacity. Low(about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: A/D Hydric soil rating. Yes Description of Wareham,Somewhat Poorly Drained Setting Landform: Depressions Landform position(two-dimensional):Toeslope Landform position(three-dimensional):Tread Down-slope shape:Concave Across-slope shape: Concave Parent material.Sandy glaciofluvial or deltaic deposits Typical profile H1 -0 to 8 inches: loamy sand H2-8 to 18 inches: loamy fine sand H3- 18 to 32 inches: loamy sand H4-32 to 60 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class:Somewhat poorly drained Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table:About 6 to 18 inches Frequency of flooding.None Frequency of ponding:None Available water capacity. Low(about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: A/D Hydric soil rating: No 18 Custom Soil Resource Report Minor Components Raynham Percent of map unit:4 percent Landform: Depressions Hydric soil rating: Yes Elnora Percent of map unit:4 percent Hydric soil rating: No Massena Percent of map unit:4 percent Hydric soil rating: No Unnamed soils Percent of map unit: 3 percent Landform: Depressions Hydric soil rating: No 19 References American Association of State Highway and Transportation Officials(AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM).2005. Standard classification of soils for engineering purposes.ASTM Standard D2487-00. Cowardin, L.M.,V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M.Vasilas, editors. Version 6.0,2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.n res.usda.gov/wps/portal/nres/detail/nation al/soils/?cid=n res l 42p2_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=nresl42p2_053580 Tiner, R.W., Jr. 1985.Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual.Waterways Experiment Station Technical Report Y 87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.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/rangepasture/?cid=stelprdb1043084 20 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 43041. http://www.nres.usda.gov/wps/portal/ nres/detail/soi Is/scientists/?cid=nres 142p2_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=nres 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Imernet/FSE_DOCUMENTS/nresl42p2_052290.pdf 21 APPENDIX C SUBCATCHMENT PLANS O NVId 1N3WHOlVJ8f1S SNOIlION00 ONIISIX3 O 3Fl yx3 z a 7082I AN'),wgSN33f1D 3 lu owMvaa?i�i U ' x °sr€ig i,,. a p N 9AI80 MISNIV1NnOW 6 � _ a qs o o aouaia�s3a 3Eva 011'Sa3011f18 SllIH100d S3snOHNM01 101 SOV3W 8Hd w o 3 4E SNOISIn3a 803 GW03a3 103f0ad o c zl< 4� �OdO 4 \ 1 33 \ r / �r �r `a r zqz es Z 3 i 71 i z o NVId 1N3WHO1voenS NOuonaiSN00 1SOd N % 708ZI AN'AmeSN33f1O 3uu�wnvaa i� G 1 I 3 ;yy aSl� II=LgsS o Z o 3170 011'SH30iine Sll H.L003 AIIWvA-uinWlOI SOVN SHA s a SNOISIA38 Md U3a0d3ad 1J3foad o, 3 W� g Iis 8 m„ ",�9 Y2j G I / t g3° � 5 y '� A � It ',s 4 •,J�li-. zr � 3 � � t iKt °• Y ��, i� a r •/•` IA Za c oroa Noo9e APPENDIX D STORMWATER CALCULATIONS PRE-DEVELOPMENT is 1DP Design Point Subcat Reach Link Routing Diagram for 19032_PRE on D Prepared by{enter your company name here}, Printed 4/11/2022 FHydr,CADO 10.00-26 s/n 11624 0 2020 HydroCAD Software Solutions LLC 19032 PRE Prepared by{enter your company name here} Printed 4/11/2022 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 9,191 84 50-75%Grass cover, Fair, HSG D (1 S) 12,977 79 <50%Grass cover, Poor, HSG B (Offsite) (1S) 1,234 61 >75%Grass cover, Good, HSG B(Offsite) (IS) 13,555 80 >75% Grass cover, Good, HSG D(Offsite) (1S) 892 98 Concrete Pad (Offsite) (1 S) 70,998 89 Dirt roads, HSG D (1 S) 15,100 93 Fallow, crop residue, Poor, HSG D (1 S) 28,202 98 Paved parking (1 S) 11,448 98 Paved parking (Offsite) (1S) 19,761 98 Roofs (I S) 9,953 98 Roofs(offsite) (1 S) 10,272 98 Water Surface, HSG D (Existing Pond) (1 S) 52,783 55 Woods, Good, HSG B (Offsite) (1 S) 24,652 77 Woods, Good, HSG D(Offsite) (1 S) 325,479 79 Woods/grass comb., Good, HSG D (1 S) 606,497 81 TOTAL AREA 19032 PRE 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 4/11/2022 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: Runoff = 7.87 cfs @ 12.31 hrs, Volume= 37,143 cf, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Area (so CN Description 325,479 79 Woods/grass comb., Good, HSG D 70,998 89 Dirt roads, HSG D 10,272 98 Water Surface, HSG D (Existing Pond) 11,448 98 Paved parking (Offsite) 28,202 98 Paved parking 892 98 Concrete Pad (Offsite) 19,761 98 Roofs 9,953 98 Roofs (offsite) 12,977 79 <50% Grass cover, Poor, HSG B (Offsite) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 9,191 84 50-75% Grass cover, Fair, HSG D 15,100 93 Fallow, crop residue, Poor, HSG D 24,652 77 Woods, Good, HSG D (Offsite) 52,783 55 Woods, Good, HSG B (Offsite) 606,497 81 Weighted Average 525,969 86.72% Pervious Area 80,528 13.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 227 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 50 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.1 174 0.0340 0.92 Shallow Concentrated Flow, BIRCH NURSERY STOCK Woodland Kv= 5.0 fps 0.2 18 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 161 0.0260 0.81 Shallow Concentrated Flow, OVERGROWN NURSERY Woodland Kv= 5.0 fps 0.3 42 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.8 75 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 31 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 30 0.0333 1.28 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.0 1,004 Total 19032 PRE 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 4/11/2022 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 4 Summary for Pond 1 DP: Design Point Inflow Area = 606,497 sf, 13.28% Impervious, Inflow Depth = 0.73" for 1-yr event Inflow = 7.87 cfs @ 12.31 hrs, Volume= 37,143 cf Primary = 7.87 cfs @ 12.31 hrs, Volume= 37,143 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032 PRE 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 4/11/2022 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Runoff = 20.90 cfs @ 12.30 hrs, Volume= 92,116 cf, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Area (sf) CN Description 325,479 79 Woods/grass comb., Good, HSG D 70,998 89 Dirt roads, HSG D 10,272 98 Water Surface, HSG D (Existing Pond) 11,448 98 Paved parking (Offsite) 28,202 98 Paved parking 892 98 Concrete Pad (Offsite) 19,761 98 Roofs 9,953 98 Roofs (offsite) 12,977 79 <50% Grass cover, Poor, HSG B (Offsite) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 9,191 84 50-75% Grass cover, Fair, HSG D 15,100 93 Fallow, crop residue, Poor, HSG D 24,652 77 Woods, Good, HSG D (Offsite) 52,783 55 Woods, Good, HSG B (Offsite) 606,497 81 Weighted Average 525,969 86.72% Pervious Area 80,528 13.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 227 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 50 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.1 174 0.0340 0.92 Shallow Concentrated Flow, BIRCH NURSERY STOCK Woodland Kv= 5.0 fps 0.2 18 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 161 0.0260 0.81 Shallow Concentrated Flow, OVERGROWN NURSERY Woodland Kv= 5.0 fps 0.3 42 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.8 75 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 31 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 30 0.0333 1.28 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.0 1,004 Total 19032 PRE 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 4/11/2022 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 6 Summary for Pond 1 DP: Design Point Inflow Area= 606,497 sf, 13.28% Impervious, Inflow Depth = 1.82" for 10-yr event Inflow = 20.90 cfs @ 12.30 hrs, Volume= 92,116 cf Primary = 20.90 cfs @ 12.30 hrs, Volume= 92,116 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032 PRE 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here) Printed 4/11/2022 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Runoff = 28.66 cfs @ 12.30 hrs, Volume= 127,037 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Area(sf) CN Description 325,479 79 Woods/grass comb., Good, HSG D 70,998 89 Dirt roads, HSG D 10,272 98 Water Surface, HSG D (Existing Pond) 11,448 98 Paved parking (Offsite) 28,202 98 Paved parking 892 98 Concrete Pad (Offsite) 19,761 98 Roofs 9,953 98 Roofs (offsite) 12,977 79 <50% Grass cover, Poor, HSG B (Offsite) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 9,191 84 50-75% Grass cover, Fair, HSG D 15,100 93 Fallow, crop residue, Poor, HSG D 24,652 77 Woods, Good, HSG D (Offsite) 52,783 55 Woods, Good, HSG B (Offsite) 606,497 81 Weighted Average 525,969 86.72% Pervious Area 80,528 13.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 227 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 50 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.1 174 0.0340 0.92 Shallow Concentrated Flow, BIRCH NURSERY STOCK Woodland Kv= 5.0 fps 0.2 18 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 161 0.0260 0.81 Shallow Concentrated Flow, OVERGROWN NURSERY Woodland Kv= 5.0 fps 0.3 42 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.8 75 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 31 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 30 0.0333 1.28 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.0 1,004 Total 19032 PRE 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 4/11/2022 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1 DP: Design Point Inflow Area= 606,497 sf, 13.28% Impervious, Inflow Depth = 2.51" for 25-yr event Inflow = 28.66 cfs @ 12.30 hrs, Volume= 127,037 cf Primary = 28.66 cfs @ 12.30 hrs, Volume= 127,037 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032 PRE 19032RAINFALL 24-hr SOP 50-yr Rainfal1=5.20" Prepared by{enter your company name here} Printed 4/11/2022 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: Runoff = 35.71 cfs @ 12.30 hrs, Volume= 159,848 cf, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Area (so CN Description 325,479 79 Woods/grass comb., Good, HSG D 70,998 89 Dirt roads, HSG D 10,272 98 Water Surface, HSG D (Existing Pond) 11,448 98 Paved parking (Offsite) 28,202 98 Paved parking 892 98 Concrete Pad (Offsite) 19,761 98 Roofs 9,953 98 Roofs (offsite) 12,977 79 <50% Grass cover, Poor, HSG B (Offsite) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 9,191 84 50-75% Grass cover, Fair, HSG D 15,100 93 Fallow, crop residue, Poor, HSG D 24,652 77 Woods, Good, HSG D (Offsite) 52,783 55 Woods, Good, HSG B (Offsite) 606,497 81 Weighted Average 525,969 86.72% Pervious Area 80,528 13.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 227 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 50 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.1 174 0.0340 0.92 Shallow Concentrated Flow, BIRCH NURSERY STOCK Woodland Kv= 5.0 fps 0.2 18 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 161 0.0260 0.81 Shallow Concentrated Flow, OVERGROWN NURSERY Woodland Kv= 5.0 fps 0.3 42 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.8 75 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 31 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 30 0.0333 1.28 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.0 1,004 Total 19032_PRE 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here) Printed 4/11/2022 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 10 Summary for Pond 1 DP: Design Point Inflow Area = 606,497 sf, 13.28% Impervious, Inflow Depth = 3.16" for 50-yr event Inflow = 35.71 cfs @ 12.30 hrs, Volume= 159,848 cf Primary = 35.71 cfs @ 12.30 hrs, Volume= 159,848 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032 PRE 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 4/11/2022 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Runoff = 44.46 cfs @ 12.30 hrs, Volume= 199,055 cf, Depth= 3.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Area (sf) CN Description 325,479 79 Woods/grass comb., Good, HSG D 70,998 89 Dirt roads, HSG D * 10,272 98 Water Surface, HSG D (Existing Pond) * 11,448 98 Paved parking (Offsite) * 28,202 98 Paved parking * 892 98 Concrete Pad (Offsite) * 19,761 98 Roofs * 9,953 98 Roofs (offsite) * 12,977 79 <50% Grass cover, Poor, HSG B (Offsite) * 13,555 80 >75% Grass cover, Good, HSG D (Offsite) * 1,234 61 >75% Grass cover, Good, HSG B (Offsite) * 9,191 84 50-75% Grass cover, Fair, HSG D 15,100 93 Fallow, crop residue, Poor, HSG D * 24,652 77 Woods, Good, HSG D (Offsite) * 52,783 55 Woods, Good, HSG B (Offsite) 606,497 81 Weighted Average 525,969 86.72% Pervious Area 80,528 13.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 227 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 50 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.1 174 0.0340 0.92 Shallow Concentrated Flow, BIRCH NURSERY STOCK Woodland Kv= 5.0 fps 0.2 18 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 161 0.0260 0.81 Shallow Concentrated Flow, OVERGROWN NURSERY Woodland Kv= 5.0 fps 0.3 42 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.8 75 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 31 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 30 0.0333 1.28 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.0 1,004 Total 19032 PRE 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 4/11/2022 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 12 Summary for Pond 1 DP: Design Point Inflow Area = 606,497 sf, 13.28% Impervious, Inflow Depth = 3.94" for 100-yr event Inflow = 44.46 cfs @ 12.30 hrs, Volume= 199,055 cf Primary = 44.46 cfs @ 12.30 hrs, Volume= 199,055 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs POST-CONSTRUCTION 4S . 4F 1S For bay 4P 1F Upper Po ket Pond Sediment tion Basin Rain Garden 1DP 1P Q \ \ Desig oint Bioretention 2P Q - 2S Rain Garden /3\P Lower Pocket Pond Forebay Subcat Reach On Link Routing Diagram for 19032_POST Prepared by{enter your company name here}, Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: Runoff = 6.62 cfs @ 12.16 hrs, Volume= 23,226 cf, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Area (sf) CN Description 23,669 98 Roofs and Patios, HSG D (Townhouses) 142,016 80 >75% Grass cover, Good, HSG D 74,005 98 Paved roads w/curbs &sewers 6,678 79 Woods/grass comb., Good, HSG D (Bioretention) 11,448 98 Paved roads w/curbs &sewers (Offiste) 892 98 Concrete Pad (Offsite) 9,953 98 Roofs (Offsite) 8,997 79 <50% Grass cover, Poor, HSG B (Offiste) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 15,702 77 Woods, Good, HSG D (Offsite) 47,411 55 Woods, Good, HSG B (Offsite) 355,560 82 Weighted Average 235,593 66.26% Pervious Area 119,967 33.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 430 0.0139 5.24 51.04 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.0 7' Top.W=11.00' n= 0.030 Earth, grassed &winding 0.9 610 0.0150 11.47 36.02 Pipe Channel, Strom Sewer System 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.010 PVC smooth interior 13.4 1,236 Total 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 3 Subcatchment 1S: Hydrograph ❑Runoff 7- 6.62 cfs 19032RAINFALL 24-hr SOP 1-yr 6 Rainfall=2.20" Runoff Area=355,560 sf 5- Runoff Volume=23,226 cf' Runoff Depth=0.78"4-Flow Length=1,236' 3 Tc=13.4 min 0 " 3- CN=82 2 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Runoff = 0.44 cfs @ 12.01 hrs, Volume= 954 cf, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Area (sf) CN Description 4,881 98 Roofs, HSG D (Townhouses) 3,955 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 9,576 89 Weighted Average 4,695 49.03% Pervious Area 4,881 50.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow,Asphalt Road Smooth surfaces n=0.011 P2= 2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow,Asphalt curb Paved Kv=20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.1 669 Total Subcatchment 2S: Hydrograph 0.48_ ❑Runoff 0.4s 0.44 cfs 0.44 19032RAINFALL 24-hr SOP 1-yr 0.42= 0.4 Rainfall=2.20" 0.38 Runoff Area=9,576 sf. 0.36 0.34_ Runoff Volume=954 cf 0.32 0.3 Runoff Depth=1.20" 0.28 Flow Length=669' 3 0.24: Tc=2.1 min ,° 0.22 0.2- CN=89 0.18 0.16 0.14 0.12_ 0.1. 0.08= 0.06= 0.04° 0.02- 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 3S: Runoff = 2.19 cfs @ 12.15 hrs, Volume= 7,303 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Area (sf) CN Description 21,538 98 Roofs and Patios, HSG D (Townhouses) 37,365 80 >75% Grass cover, Good, HSG D 2,240 98 Water Surface, HSG D (Pocket Pond) 10,272 98 Water Surface, HSG D (Existing Pond) 3,980 79 <50% Grass cover, Poor, HSG B (Offsite) 8,950 77 Woods, Good, HSG D (Offsite) 3,017 55 Woods, Good, HSG B (Offsite) 87,362 86 Weighted Average 53,312 61.02% Pervious Area 34,050 38.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.7 738 0.0271 7.31 71.27 TrapNee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 12.8 934 Total 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 6 Subcatchment 3S: Hydrograph 2.19 cfS ❑Runoff 19032RAINFALL 24-hr SOP 1-yr 2 Rainfall=2.20" Runoff Area=87,362 sf Runoff Volume=7,303 cf Runoff Depth=1.00" Flow Length=934' g Tc=12.8 min 1 CN=86 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 4S: Runoff = 5.32 cfs @ 12.02 hrs, Volume= 12,192 cf, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Area (sf) CN Description 26,472 98 Roofs and Patios, HSG D (Townhouses) 60,427 80 >75% Grass cover, Good, HSG D 32,200 98 Paved roads w/curbs &sewers 3,241 98 Water Surface, HSG D (Pocket Pond) 122,340 89 Weighted Average 60,427 49.39% Pervious Area 61,913 50.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 22 0.0200 0.91 Sheet Flow,Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.2 39 0.0400 4.06 Shallow Concentrated Flow,Asphalt Curb Paved Kv=20.3 fps 0.9 319 0.0100 5.90 4.63 Pipe Channel, Catch Basin to Swale 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.010 PVC, smooth interior 2.3 806 0.0174 5.86 57.11 TrapNee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 3.8 1,186 Total 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 8 Subcatchment 4S: Hydrograph 5.32 cfs ❑Runoff 19032RAINFALL 24-hr SOP 1-yr 5 Rainfall=2.20" Runoff Area=122,340 sf 4 Runoff Volume=12,192 cf Runoff Depth=1.20" Flow Length=1,186' 3 Tc=3.8 min CN=89 2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD@)10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 5S: Runoff = 0.41 cfs @ 12.00 hrs, Volume= 889 cf, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Area (sf) CN Description 4,881 98 Roofs, HSG D (Townhouses) 2,799 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 8,420 90 Weighted Average 3,539 42.03% Pervious Area 4,881 57.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow, Asphalt Road Smooth surfaces n= 0.011 P2=2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow, Asphalt curb Paved Kv= 20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.1 669 Total Subcatchment 5S: Hydrograph 0.44 0.41 cfs ❑Runoff 0.42 0.4 19032RAINFALL 24-hr SOP 1-yr 0.3s` 0.36 Rainfall=2.20" 0.34 Runoff Area=8,420 sf o.3z_0.3" Runoff Volume=889 cf 0.28- Runoff Depth=1.27" 2.24- Flow Length=669' 0 0.22 Tc=2.1 min ,y 0.2 0.18- CN=90 0.16- 0.14. 0.12- 0.1 0.08 0.06 0.04' 0.02 0' . . - )L- =. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 7'0 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 10 Summary for Pond 1 DP: Design Point Inflow Area = 565,262 sf, 38.20% Impervious, Inflow Depth = 0.43" for 1-yr event Inflow = 1.75 cfs @ 12.57 hrs, Volume= 20,421 cf Primary = 1.75 cfs @ 12.57 hrs, Volume= 20,421 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Pond 1 DP: Design Point Hydrograph ff inflow ❑Primary 1.75 cfs Inflow Area=565,262 sf .r 1 0 LL i+ 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 11 Summary for Pond IF: Sedimentation Basin Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 0.78" for 1-yr event Inflow = 6.62 cfs @ 12.16 hrs, Volume= 23,226 cf Outflow = 6.52 cfs @ 12.18 hrs, Volume= 20,545 cf, Aften= 1%, Lag= 1.3 min Primary = 6.52 cfs @ 12.18 hrs, Volume= 20,545 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev= 502.51' @ 12.18 hrs Surf.Area= 2,521 sf Storage= 3,294 cf Plug-Flow detention time= 82.2 min calculated for 20,545 cf(88% of inflow) Center-of-Mass det. time= 25.2 min ( 901.9-876.7 ) Volume Invert Avail.Storage Storage Description #1 500.00' 4,681 cf Custom Stage Data(irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 500.00 394 77.0 0 0 394 500.50 688 203.0 267 267 3,202 501.00 1,026 229.0 426 693 4,103 502.00 1,956 321.0 1,466 2,159 8,139 503.00 3,135 91.0 2,522 4,681 15,682 Device Routing Invert Outlet Devices #1 Primary 502.25' 20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=6.50 cfs @ 12.18 hrs HW=502.51' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 6.50 cfs @ 1.26 fps) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 12 Pond 1 F: Sedimentation Basin Hydrograph ❑Inflow 6.62 cfS ❑Primary 7 6.52 cfs Inflow Area=355,560 sf 6 Peak Elev=502.51' Storage=3,294 cf 5 N 4- 0 LL 3- 2- 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1 P: Bioretention Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 0.69" for 1-yr event Inflow = 6.52 cfs @ 12.18 hrs, Volume= 20,545 cf Outflow = 1.75 cfs @ 12.57 hrs, Volume= 20,421 cf, Atten= 73%, Lag= 23.1 min Primary = 1.75 cfs @ 12.57 hrs, Volume= 20,421 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Peak Elev= 502.33' @ 12.57 hrs Surf.Area= 3,303 sf Storage= 6,587 cf Plug-Flow detention time= 509.8 min calculated for 20,421 cf(99% of inflow) Center-of-Mass det. time= 506.4 min ( 1,408.3- 901.9 ) Volume Invert Avail.Storage Storage Description #1 497.66' 8,988 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 497.66 3,437 257.0 0.0 0 0 3,437 497.67 3,437 257.0 40.0 14 14 3,440 498.33 3,437 257.0 20.0 454 467 3,609 499.00 3,437 257.0 20.0 461 928 3,781 500.00 3,437 257.0 20.0 687 1,615 4,038 501.00 3,437 257.0 20.0 687 2,303 4,295 502.00 3,059 248.0 100.0 3,246 5,549 4,736 502.50 3,437 257.0 100.0 1,623 7,172 5,120 503.00 3,831 267.0 100.0 1,816 8,988 5,557 Device Routing Invert Outlet Devices #1 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 7' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #3 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #4 Device 1 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 3 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Device 1 497.83' 6.0" Round Underdrain L=45.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0036 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #8 Device 2 497.83' 6.0" Round Underdrain 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 14 L= 35.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0046 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #9 Device 3 497.83' 6.0" Round Underdrain L=20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0080 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #10 Device 7 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #11 Device 8 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #12 Device 9 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf Primary OutFlow Max=1.68 cfs @ 12.57 hrs HW=502.33' (Free Discharge) F-Culvert (Passes 0.56 cfs of 13.56 cfs potential flow) 4=Orifice/Grate (Weir Controls 0.54 cfs @ 0.90 fps) t nderdrain (Passes 0.02 cfs of 1.65 cfs potential flow) 10=Exfiltration (Exfiltration Controls 0.02 cfs) Culvert (Passes 0.56 cfs of 13.56 cfs potential flow) =Orifice/Grate (Weir Controls 0.54 cfs @ 0.90 fps) tUnderdrain (Passes 0.02 cfs of 1.72 cfs potential flow) 11=Exfiltration (Exfiltration Controls 0.02 cfs) iuvert (Passes 0.56 cfs of 13.56 cfs potential flow) Orifice/Grate (Weir Controls 0.54 cfs @ 0.90 fps) U nderdrain (Passes 0.02 cfs of 1.72 cfs potential flow))12=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 1 P: Bioretention Hydrograph ❑Inflow 6.52 cfs ❑Primary Inflow Area=355,560 sf 6 Peak Elev=502.33' 5 Storage=6,587 cf H 4_ V 3 0 n. 3 2- 1 1.75 cfs 1- 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 TO 65 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here) Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 15 Summary for Pond 2P: Rain Garden Inflow Area = 9,576 sf, 50.97% Impervious, Inflow Depth = 1.20" for 1-yr event Inflow = 0.44 cfs @ 12.01 hrs, Volume= 954 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 508.30' @ 24.13 hrs Surf.Area= 648 sf Storage= 954 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 505.99' 1,527 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 505.99 740 126.0 0.0 0 0 740 506.00 740 126.0 40.0 3 3 741 507.00 740 126.0 20.0 148 151 867 508.00 526 102.0 100.0 630 781 1,317 508.50 740 126.0 100.0 315 1,096 1,757 509.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.00' 8.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.00'/505.75' S= 0.0044 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 508.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 506.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 506.44'/506.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 507.00' 0.250 in/hr Wiiltration over Surface area above 507.00' Excluded Surface area = 740 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=505.99' (Free Discharge) L =Culvert ( Controls 0.00 cfs) 2=Orifice/Grate (Controls 0.00 cfs) Underdrain ( Controls 0.00 cfs) 4=Exfiltration ( Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 16 Pond 2P: Rain Garden Hydrograph ❑Inflow 0.48 0.44 cfS ❑Primary 0.46 Inflow Area=9,576 sf 0.44 °04_ Peak Elev=508.30' 0.38" 0.36_ Storage=954 cf 0.34 0.32 0.3_ w 0.28 0.26 0.24_ LL 0.22 - 0.2 0.18 0.16- 0.14 0.12. 0.1 0.08 0.06 0.00 cfs 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 17 Summary for Pond 3F: Forebay Inflow Area= 87,362 sf, 38.98% Impervious, Inflow Depth = 1.00" for 1-yr event Inflow = 2.19 cfs @ 12.15 hrs, Volume= 7,303 cf Outflow = 2.17 cfs @ 12.16 hrs, Volume= 6,181 cf, Atten= 1%, Lag= 1.0 min Primary = 2.17 cfs @ 12.16 hrs, Volume= 6,181 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev=499.70' @ 12.16 hrs Surf.Area= 810 sf Storage= 1,277 cf Plug-Flow detention time= 103.9 min calculated for 6,181 cf(85% of inflow) Center-of-Mass det. time= 32.0 min ( 890.1 -858.1 ) Volume Invert Avail.Storage Storage Description #1 495.50' 2,037 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 495.50 13 14.0 0 0 13 496.00 42 24.0 13 13 45 497.00 141 43.0 87 100 151 498.00 336 67.0 232 331 369 499.00 592 90.0 458 789 666 500.00 914 113.0 747 1,536 1,052 500.50 1,090 122.0 500 2,037 1,230 Device Routing Invert Outlet Devices #1 Primary 499.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.17 cfs @ 12.16 hrs HW=499.70' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 2.17 cfs @ 1.09 fps) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here) Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 18 Pond 3F: Forebay Hydrograph ❑Inflow ❑Primary 2.17 cfs Inflow Area=87,362 sf 2 Peak Elev=499.70' Storage=1,277 cf N G 3 O LL 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 19 Summary for Pond 3P: Lower Pocket Pond Inflow Area = 87,362 sf, 38.98% Impervious, Inflow Depth = 0.85" for 1-yr event Inflow = 2.17 cfs @ 12.16 hrs, Volume= 6,181 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Aften= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Starting Elev=497.00' Surf.Area= 2,240 sf Storage=4,708 cf Peak Elev=499.08' @ 25.39 hrs Surf.Area= 3,705 sf Storage= 10,889 cf (6,181 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 494.00' 16,921 cf Custom Stage Data (irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 939 116.0 0 0 939 495.00 1,334 138.0 1,131 1,131 1,401 496.00 1,800 160.0 1,561 2,692 1,944 497.00 2,240 184.0 2,016 4,708 2,623 498.00 2,958 209.0 2,591 7,299 3,429 499.00 3,646 234.0 3,296 10,595 4,338 500.00 4,412 258.0 4,023 14,618 5,309 500.50 4,805 267.0 2,304 16,921 5,708 Device Routing Invert Outlet Devices #1 Primary 497.50' 24.0" Round Culvert L= 20.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.30' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 499.14' 3.0"Vert. Orifice/Grate-WQv C= 0.600 #3 Device 1 499.50' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 500.00' 8.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=497.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate -WQv ( Controls 0.00 cfs) 13=Orifice/G rate ( Controls 0.00 cfs) 4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 20 Pond 3P: Lower Pocket Pond Hydrograph ❑Inflow 2.17 cfS ❑Primary Inflow Area=87,362 sf 2 Peak Elev=499.08' Storage=10,889 cf w 3 LL 1 0.00 cfs , 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 21 Summary for Pond 4F: Forebay Inflow Area = 122,340 sf, 50.61% Impervious, Inflow Depth = 1.20" for 1-yr event Inflow = 5.32 cfs @ 12.02 hrs, Volume= 12,192 cf Outflow = 5.09 cfs @ 12.03 hrs, Volume= 10,175 cf, Atten=4%, Lag= 0.9 min Primary = 5.09 cfs @ 12.03 hrs, Volume= 10,175 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 501.04' @ 12.03 hrs Surf.Area= 1,566 sf Storage= 2,506 cf Plug-Flow detention time= 112.2 min calculated for 10,175 cf(83% of inflow) Center-of-Mass det. time= 36.8 min ( 871.8-835.1 ) Volume Invert Avail.Storage Storage Description #1 496.50' 3,332 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 496.50 41 31.0 0 0 41 497.00 94 40.0 33 33 95 498.00 261 64.0 171 203 300 499.00 510 89.0 379 582 614 500.00 865 131.0 680 1,262 1,358 501.00 1,525 217.0 1,180 2,441 3,745 501.50 2,053 310.0 891 3,332 7,648 Device Routing Invert Outlet Devices #1 Primary 500.70' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.06 cfs @ 12.03 hrs HW=501.04' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 5.06 cfs @ 1.48 fps) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 22 Pond 4F: Forebay Hydrograph ❑Inflow 5.32 cfS ❑Primary 5.09 cfs Inflow Area=122,340 sf 5 Peak Elev=501.04' Storage=2,506 cf 4- 3- 0 2 1- 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 23 Summary for Pond 4P: Upper Pocket Pond Inflow Area = 122,340 sf, 50.61% Impervious, Inflow Depth = 1.00" for 1-yr event Inflow = 5.09 cfs @ 12.03 hrs, Volume= 10,175 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Starting Elev=497.00' Surf.Area= 5,837 sf Storage= 13,327 cf Peak Elev=498.54' @ 25.71 hrs Surf.Area= 7,424 sf Storage= 23,502 cf (10,175 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 494.00' 50,512 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 3,187 236.0 0 0 3,187 495.00 3,978 263.0 3,575 3,575 4,288 496.00 4,859 292.0 4,411 7,986 5,598 497.00 5,837 323.0 5,341 13,327 7,146 498.00 6,850 345.0 6,337 19,664 8,363 499.00 7,935 368.0 7,386 27,050 9,715 500.00 9,080 389.0 8,501 35,551 11,036 501.00 10,274 407.0 9,671 45,221 12,243 501.50 10,892 417.0 5,291 50,512 12,931 Device Routing Invert Outlet Devices #1 Primary 497.30' 18.0" Round Culvert L= 60.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.00'/497.30' S=-0.0050 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 501.00' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 498.60' 3.0"Vert. Orifice/Grate -WQv C= 0.600 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=497.00' (Free Discharge) LE2=Orifice/G Culvert ( Controls 0.00 cfs) rate ( Controls 0.00 cfs) 3=Orifice/Grate -WQv ( Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 24 Pond 4P: Upper Pocket Pond Hydrograph ❑Inflow 5.09 cfS I❑Primary Inflow Area=122,340 sf 5- Peak Elev=498.54' 4_ Storage=23,502 cf N 3 0 LL 2 1 0.00 cfs o 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 25 Summary for Pond 5P: Rain Garden Inflow Area = 8,420 sf, 57.97% Impervious, Inflow Depth = 1.27" for 1-yr event Inflow = 0.41 cfs @ 12.00 hrs, Volume= 889 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 509.19' @ 24.13 hrs Surf.Area= 603 sf Storage= 889 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 506.99' 1,527 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 506.99 740 126.0 0.0 0 0 740 507.00 740 126.0 40.0 3 3 741 508.00 740 126.0 20.0 148 151 867 509.00 526 102.0 100.0 630 781 1,317 509.50 740 126.0 100.0 315 1,096 1,757 510.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.50' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.50'/506.00' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 509.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 507.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 507.44'/507.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 508.00' 0.250 in/hr Exfiltration over Surface area above 508.00' Excluded Surface area = 740 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=506.99' (Free Discharge) t- =Culvert (Passes 0.00 cfs of 0.52 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) tUnderdrain ( Controls 0.00 cfs) 4=Exfiltration ( Controls 0.00 cfs) 19032_POST 19032RAINFALL 24-hr SOP 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 26 Pond 5P: Rain Garden Hydrograph ❑Inflow 0.44 0.41 cfS I❑Primary 0.42 Inflow Area=8,420 sf 0.4. 0.36 Peak Elev=509.19' 0.34 0.32 Storage=889 cf 0.3 028 w 0.26 0.24 3 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06= 0.00 cfs o 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by {enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 1S: Runoff = 16.65 cfs @ 12.16 hrs, Volume= 56,262 cf, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Area (sf) CN Description 23,669 98 Roofs and Patios, HSG D (Townhouses) 142,016 80 >75% Grass cover, Good, HSG D 74,005 98 Paved roads w/curbs &sewers 6,678 79 Woods/grass comb., Good, HSG D (Bioretention) 11,448 98 Paved roads w/curbs&sewers (Offiste) 892 98 Concrete Pad (Offsite) 9,953 98 Roofs (Offsite) 8,997 79 <50% Grass cover, Poor, HSG B (Offiste) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 15,702 77 Woods, Good, HSG D (Offsite) 47,411 55 Woods, Good, HSG B (Offsite) 355,560 82 Weighted Average 235,593 66.26% Pervious Area 119,967 33.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 430 0.0139 5.24 51.04 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 0.9 610 0.0150 11.47 36.02 Pipe Channel, Strom Sewer System 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.010 PVC, smooth interior 13.4 1,236 Total 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 28 Subcatchment 1S: - Hydrograph 16.65 cfS ❑Runoff 17 19032RAINFALL 24-hr SOP 10-yr 16 ,5 Rainfall=3.64" 14 Runoff Area=355,560 sf 13 Runoff Volume=56,262 cf 12- Runoff Depth=1.90" 107Flow Length=1,236' 3 s Tc=13.4 min s CN=82 77 5 4 3 2 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 2S: Runoff = 0.87 cfs @ 12.00 hrs, Volume= 1,985 cf, Depth= 2.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Area (sf) CN Description 4,881 98 Roofs, HSG D (Townhouses) 3,955 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 9,576 89 Weighted Average 4,695 49.03% Pervious Area 4,881 50.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow, Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow,Asphalt curb Paved Kv= 20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.1 669 Total Subcatchment 2S: Hydrograph 0.95 ❑Runoff 0.9- 0.87 cfs 19032RAINFALL NFALL 24-hr SOP 10-yr 0.8- Rainfall=3.64" 0.75 Runoff Area=9,576 sf 0.7 Runoff Volume=1,985 cf 0.65 0.6- Runoff Depth=2.49" w 0.55 Flow Length=669' 0.5< Tc=2.1 min 0 0.45 CiN=89 a 0.4= 0.35= 0.3- 0.25 0.2 0.15_ 0.1 0.05_ 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by {enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Pape 30 Summary for Subcatchment 3S: Runoff = 4.88 cfs @ 12.14 hrs, Volume= 16,182 cf, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Area (so CN Description 21,538 98 Roofs and Patios, HSG D (Townhouses) 37,365 80 >75% Grass cover, Good, HSG D 2,240 98 Water Surface, HSG D (Pocket Pond) 10,272 98 Water Surface, HSG D (Existing Pond) 3,980 79 <50% Grass cover, Poor, HSG B (Offsite) 8,950 77 Woods, Good, HSG D (Offsite) 3,017 55 Woods, Good, HSG B (Offsite) 87,362 86 Weighted Average 53,312 61.02% Pervious Area 34,050 38.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.7 738 0.0271 7.31 71.27 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 12.8 934 Total 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by {enter your company name here} Printed 6/7/2023 HydroCAD®10 00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 31 Subcatchment 3S: Hydrograph Q Runoff 5 4.88 cfs 19032RAINFALL 24-h'r SOP 10-yr Rainfall=3.64" Runoff Area=87,362 sf 4 Runoff Volume=16,182 cf Runoff Depth=2.22" w 3 Flow Length=934' Tc=12.8 min C N=86 2- 1- 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by(enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 4S: Runoff = 10.61 cfs @ 12.02 hrs, Volume= 25,354 cf, Depth= 2.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Area (sf) CN Description 26,472 98 Roofs and Patios, HSG D (Townhouses) 60,427 80 >75% Grass cover, Good, HSG D 32,200 98 Paved roads w/curbs &sewers 3,241 98 Water Surface, HSG D (Pocket Pond) 122,340 89 Weighted Average 60,427 49.39% Pervious Area 61,913 50.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 22 0.0200 0.91 Sheet Flow,Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.2 39 0.0400 4.06 Shallow Concentrated Flow,Asphalt Curb Paved Kv=20.3 fps 0.9 319 0.0100 5.90 4.63 Pipe Channel, Catch Basin to Swale 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.3 806 0.0174 5.86 57.11 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 3.8 1,186 Total 19032_POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 33 Subcatchment 4S: Hydrograph 11 10.61 cfS ❑Runoff 19032RAINFALL 24-hr SOP 10-yr'. 10 Rainfall=3.64" 9 Runoff Area=122,340 sf $= Runoff Volume=25,354 cf Runoff Depth=2.49" 7 Flow Length=1,186' 3 6 Tc=3.8 min LL 5 CN=89 4- 3- 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 5S: Runoff = 0.79 cfs @ 12.00 hrs, Volume= 1,810 cf, Depth= 2.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Area (sf) CN Description 4,881 98 Roofs, HSG D (Townhouses) 2,799 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 8,420 90 Weighted Average 3,539 42.03% Pervious Area 4,881 57.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow,Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow,Asphalt curb Paved Kv=20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC smooth interior 2.1 669 Total Subcatchment 5S: Hydrograph 0.85 0.79 CfS ❑Runoff 0.8 19032RAINFALL 24-hr SOP 10-yr 0.75 0.7- Rainfall=3.64" 0.65- Runoff Area=8,420 sf 0.6- " Runoff Volume=1,810 cf 0.55- Runoff Depth=2.58" w 0.5- Flow Length=669' 3 0.45 Tc=2.1 min ° 0.4: CN=90 LL 0.35 0.3 0.25 0.2 0.15 0.1- 0.05 0 .. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 35 Summary for Pond 1 DP: Design Point Inflow Area = 565,262 sf, 38.20% Impervious, Inflow Depth = 1.59" for 10-yr event Inflow = 16.44 cfs @ 12.18 hrs, Volume= 74,778 cf Primary = 16.44 cfs @ 12.18 hrs, Volume= 74,778 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Pond 1 DP: Design Point Hydrograph ❑Inflow °Primary16.44 cfs 17 Inflow Area=565,262 sf 16 15 14 13 12 11 10 3 9 0 ti 8 7 6 5 . 4 3- 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 36 Summary for Pond 1 F: Sedimentation Basin Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 1.90" for 10-yr event Inflow = 16.65 cfs @ 12.16 hrs, Volume= 56,262 cf Outflow = 16.56 cfs @ 12.17 hrs, Volume= 53,581 cf, Atten= 1%, Lag= 0.8 min Primary = 16.56 cfs @ 12.17 hrs, Volume= 53,581 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev= 502.71' @ 12.17 hrs Surf.Area= 2,770 sf Storage= 3,839 cf Plug-Flow detention time= 38.4 min calculated for 53,581 cf(95% of inflow) Center-of-Mass det. time= 12.0 min (846.4-834.5 ) Volume Invert Avail.Storage Storage Description #1 500.00' 4,681 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 500.00 394 77.0 0 0 394 500.50 688 203.0 267 267 3,202 501.00 1,026 229.0 426 693 4,103 502.00 1,956 321.0 1,466 2,159 8,139 503.00 3,135 91.0 2,522 4,681 15,682 Device Routing Invert Outlet Devices #1 Primary 502.25' 20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=16.54 cfs @ 12.17 hrs HW=502.71' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 16.54 cfs @ 1.78 fps) 19032_POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 37 Pond 1 F: Sedimentation Basin Hydrograph ❑Inflow 18 16.56 Cfs o Primary 17 Inflow Area=355,560 sf 1 15: Peak Elev=502.71' 14 13 Storage=3,839 cf 12 10 3 9 0 u. g 7 6 5 4 3 2 1 0 , 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 38 Summary for Pond 1 P: Bioretention Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 1.81" for 10-yr event Inflow = 16.56 cfs @ 12.17 hrs, Volume= 53,581 cf Outflow = 16.44 cfs @ 12.18 hrs, Volume= 53,455 cf, Atten= 1%, Lag= 0.9 min Primary = 16.44 cfs @ 12.18 hrs, Volume= 53,455 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Peak Elev= 502.61' @ 12.18 hrs Surf.Area= 3,519 sf Storage= 7,540 cf Plug-Flow detention time= 199.1 min calculated for 53,455 cf(100% of inflow) Center-of-Mass det. time= 197.6 min ( 1,044.1 -846.4 ) Volume Invert Avail.Storage Storage Description #1 497.66' 8,988 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 497.66 3,437 257.0 0.0 0 0 3,437 497.67 3,437 257.0 40.0 14 14 3,440 498.33 3,437 257.0 20.0 454 467 3,609 499.00 3,437 257.0 20.0 461 928 3,781 500.00 3,437 257.0 20.0 687 1,615 4,038 501.00 3,437 257.0 20.0 687 2,303 4,295 502.00 3,059 248.0 100.0 3,246 5,549 4,736 502.50 3,437 257.0 100.0 1,623 7,172 5,120 503.00 3,831 267.0 100.0 1,816 8,988 5,557 Device Routing Invert Outlet Devices #1 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #3 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #4 Device 1 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 3 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Device 1 497.83' 6.0" Round Underdrain L=45.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0036 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #8 Device 2 497.83' 6.0" Round Underdrain 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 39 L= 35.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0046 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #9 Device 3 497.83' 6.0" Round Underdrain L=20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0080 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #10 Device 7 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #11 Device 8 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #12 Device 9 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf Primary OutFlow Max=16.40 cfs @ 12.18 hrs HW=502.61' (Free Discharge) f-Culvert (Passes 5.47 cfs of 14.02 cfs potential flow) 4=Orifice/Grate (Weir Controls 5.45 cfs @ 1.95 fps) Z-Underdrain (Passes 0.02 cfs of 1.70 cfs potential flow) 10=Exfiltration (Exfiltration Controls 0.02 cfs) Culvert (Passes 5.47 cfs of 14.02 cfs potential flow) =Orifice/Grate (Weir Controls 5.45 cfs @ 1.95 fps) 8 Underdrain (Passes 0.02 cfs of 1.77 cfs potential flow) t11=Exfiltration (Exfiltration Controls 0.02 cfs) =Culvert (Passes 5.47 cfs of 14.02 cfs potential flow) =Orifice/Grate (Weir Controls 5.45 cfs @ 1.95 fps) =Underdrain (Passes 0.02 cfs of 1.77 cfs potential flow) 12=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 1 P: Bioretention Hydrograph ❑Inflow 18 ❑Primary 17- 16.44 cfs Inflow Area=355,560 sf 16 15- Peak Elev=502.61' 14 Storage=7,540 cf 13 12_ 11. N 10- 3 9- 0 M 8- 7- 6 5: 4- 3: 2" 1. 0 . ...... .. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2P: Rain Garden Inflow Area = 9,576 sf, 50.97% Impervious, Inflow Depth = 2.49" for 10-yr event Inflow = 0.87 cfs @ 12.00 hrs, Volume= 1,985 cf Outflow = 0.12 cfs @ 12.44 hrs, Volume= 889 cf, Atten= 86%, Lag= 26.5 min Primary = 0.12 cfs @ 12.44 hrs, Volume= 889 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 508.55' @ 12.44 hrs Surf.Area= 764 sf Storage= 1,134 cf Plug-Flow detention time= 251.9 min calculated for 889 cf(45% of inflow) Center-of-Mass det. time= 138.2 min ( 938.8-800.6 ) Volume Invert Avail.Storage Storage Description #1 505.99' 1,527 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) M (cubic-feet) (cubic-feet) (sq-ft) 505.99 740 126.0 0.0 0 0 740 506.00 740 126.0 40.0 3 3 741 507.00 740 126.0 20.0 148 151 867 508.00 526 102.0 100.0 630 781 1,317 508.50 740 126.0 100.0 315 1,096 1,757 509.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.00' 8.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.00'/505.75' S= 0.0044 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 508.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 506.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 506.44'/506.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 507.00' 0.250 in/hr Exfiltration over Surface area above 507.00' Excluded Surface area = 740 sf Primary OutFlow Max=0.12 cfs @ 12.44 hrs HW=508.55' (Free Discharge) t =Culvert (Passes 0.12 cfs of 1.98 cfs potential flow) F-2=Orifice/Grate (Weir Controls 0.12 cfs @ 0.74 fps) tUnderdram (Passes 0.00 cfs of 1.14 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 41 Pond 2P: Rain Garden Hydrograph ❑inflow 0.95 0.87 cfS ❑Primary 0.9: Inflow Area=9576 sf 0.85 0.8 Peak Elev=508.55' 0.75 0.7 Storage=1.134 cf 0.65 0.6 w 0.55 0.5 0 0.45 a 0.4 0.35 0.3 0.25 0.2"0.15 0.12 cfs 0.1 0.05 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by {enter your company name here) Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 42 Summary for Pond 3F: Forebay Inflow Area= 87,362 sf, 38.98% Impervious, Inflow Depth = 2.22" for 10-yr event Inflow = 4.88 cfs @ 12.14 hrs, Volume= 16,182 cf Outflow = 4.86 cfs @ 12.15 hrs, Volume= 15,059 cf, Atten= 0%, Lag= 0.7 min Primary = 4.86 cfs @ 12.15 hrs, Volume= 15,059 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev=499.83' @ 12.15 hrs Surf.Area= 855 sf Storage= 1,388 cf Plug-Flow detention time= 53.5 min calculated for 15,058 cf(93% of inflow) Center-of-Mass det. time= 16.7 min ( 837.9-821.3 ) Volume Invert Avail.Storage Storage Description #1 495.50' 2,037 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 495.50 13 14.0 0 0 13 496.00 42 24.0 13 13 45 497.00 141 43.0 87 100 151 498.00 336 67.0 232 331 369 499.00 592 90.0 458 789 666 500.00 914 113.0 747 1,536 1,052 500.50 1,090 122.0 500 2,037 1,230 Device Routing Invert Outlet Devices #1 Primary 499.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=4.84 cfs @ 12.15 hrs HW=499.83' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 4.84 cfs @ 1.46 fps) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 43 Pond 3F: Forebay Hydrograph ❑Inflow ❑Primary 5 4.s6 ifs Inflow Area=87,362 Sf Peak Elev=499.83' 4 Storage=1,388 cf w 3- 2- 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 44 Summary for Pond 3P: Lower Pocket Pond Inflow Area = 87,362 sf, 38.98% Impervious, Inflow Depth = 2.07" for 10-yr event Inflow = 4.86 cfs @ 12.15 hrs, Volume= 15,059 cf Outflow = 0.75 cfs @ 12.82 hrs, Volume= 8,655 cf, Atten= 85%, Lag=40.1 min Primary = 0.75 cfs @ 12.82 hrs, Volume= 8,655 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Starting Elev=497.00' Surf.Area=2,240 sf Storage=4,708 cf Peak Elev=499.58' @ 12.82 hrs Surf.Area=4,083 sf Storage= 12,841 cf (8,133 cf above start) Plug-Flow detention time= 619.1 min calculated for 3,947 cf(26% of inflow) Center-of-Mass det. time= 228.0 min ( 1,065.9-837.9 ) Volume Invert Avail.Storage Storage Description #1 494.00' 16,921 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 939 116.0 0 0 939 495.00 1,334 138.0 1,131 1,131 1,401 496.00 1,800 160.0 1,561 2,692 1,944 497.00 2,240 184.0 2,016 4,708 2,623 498.00 2,958 209.0 2,591 7,299 3,429 499.00 3,646 234.0 3,296 10,595 4,338 500.00 4,412 258.0 4,023 14,618 5,309 500.50 4,805 267.0 2,304 16,921 5,708 Device Routing Invert Outlet Devices #1 Primary 497.50' 24.0" Round Culvert L= 20.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.30' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 499.14' 3.0"Vert. Orifice/Grate-WQv C= 0.600 #3 Device 1 499.50' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 500.00' 8.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Out low Max=0.73 cfs @ 12.82 hrs HW=499.58' (Free Discharge) 1=Culvert (Passes 0.73 cfs of 12.42 cfs potential flow) t2=Orifice/Grate-WQv (Orifice Controls 0.13 cfs @ 2.71 fps) 3=Orifice/Grate (Weir Controls 0.60 cfs @ 0.93 fps) 4=Broad-Crested Rectangular Weir(Controls 0.00 cfs) 19032_POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 45 Pond 3P: Lower Pocket Pond Hydrograph ❑Inflow 4.86 cfS ❑Primary 5- Inflow Area=87,362 sf Peak Elev=499.58' 4 Storage=12,841 cf w 3 0 a 2 1 0.75 cfs 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 46 Summary for Pond 4F: Forebay Inflow Area = 122,340 sf, 50.61% Impervious, Inflow Depth = 2.49" for 10-yr event Inflow = 10.61 cfs @ 12.02 hrs, Volume= 25,354 cf Outflow = 10.33 cfs @ 12.03 hrs, Volume= 23,337 cf, Atten= 3%, Lag= 0.8 min Primary = 10.33 cfs @ 12.03 hrs, Volume= 23,337 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 501.23' @ 12.03 hrs Surf.Area= 1,762 sf Storage= 2,825 cf Plug-Flow detention time= 62.7 min calculated for 23,337 cf(92% of inflow) Center-of-Mass det. time= 21.4 min (823.6-802.2 ) Volume Invert Avail.Storage Storage Description #1 496.50' 3,332 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 496.50 41 31.0 0 0 41 497.00 94 40.0 33 33 95 498.00 261 64.0 171 203 300 499.00 510 89.0 379 582 614 500.00 865 131.0 680 1,262 1,358 501.00 1,525 217.0 1,180 2,441 3,745 501.50 2,053 310.0 891 3,332 7,648 Device Routing Invert Outlet Devices #1 Primary 500.70' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=10.32 cfs @ 12.03 hrs HW=501.23' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 10.32 cfs @ 1.93 fps) 19032_POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 47 Pond 4F: Forebay Hydrograph 10.61 cfs a P�mary 11 10.33 cfs Inflow Area=122,340 sf '° Peak Elev=501.23' 9 Storage=2,825 cf 8 7- 6- 0 a 5- 4- 3- 2 1 0 . 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAM 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 48 Summary for Pond 4P: Upper Pocket Pond Inflow Area = 122,340 sf, 50.61% Impervious, Inflow Depth = 2.29" for 10-yr event Inflow = 10.33 cfs @ 12.03 hrs, Volume= 23,337 cf Outflow = 0.20 cfs @ 16.90 hrs, Volume= 12,668 cf, Atten= 98%, Lag= 292.4 min Primary = 0.20 cfs @ 16.90 hrs, Volume= 12,668 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Starting Elev=497.00' Surf.Area= 5,837 sf Storage= 13,327 cf Peak Elev=499.42' @ 16.90 hrs Surf.Area= 8,405 sf Storage= 30,467 cf (17,140 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 599.0 min ( 1,422.6-823.6 ) Volume Invert Avail.Storage Storage Description #1 494.00' 50,512 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 3,187 236.0 0 0 3,187 495.00 3,978 263.0 3,575 3,575 4,288 496.00 4,859 292.0 4,411 7,986 5,598 497.00 5,837 323.0 5,341 13,327 7,146 498.00 6,850 345.0 6,337 19,664 8,363 499.00 7,935 368.0 7,386 27,050 9,715 500.00 9,080 389.0 8,501 35,551 11,036 501.00 10,274 407.0 9,671 45,221 12,243 501.50 10,892 417.0 5,291 50,512 12,931 Device Routing Invert Outlet Devices #1 Primary 497.30' 18.0" Round Culvert L=60.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.00'/497.30' S=-0.0050 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 501.00' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 498.60' 3.0"Vert. Orifice/Grate -WQv C= 0.600 Primary OutFlow Max=0.20 cfs @ 16.90 hrs HW=499.42' (Free Discharge) L =Culvert (Passes 0.20 cfs of 7.86 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate -WQv (Orifice Controls 0.20 cfs @ 4.01 fps) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 49 Pond 4P: Upper Pocket Pond Hydrograph ❑Inflow 10.33 cfS ❑Primary Inflow Area=122,340 sf 10 Peak Elev=499.42' 9 Storage=30,467 cf 7 N 6 O a 5- 4- 3- 2- 1 0.20 cfs o 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 10-yr Rainfall=3.64" Prepared by{enter your company name here) Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 50 Summary for Pond 5P: Rain Garden Inflow Area = 8,420 sf, 57.97% Impervious, Inflow Depth = 2.58" for 10-yr event Inflow = 0.79 cfs @ 12.00 hrs, Volume= 1,810 cf Outflow = 0.07 cfs @ 12.64 hrs, Volume= 714 cf, Atten= 91%, Lag= 38.3 min Primary = 0.07 cfs @ 12.64 hrs, Volume- 714 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 509.54' @ 12.64 hrs Surf.Area= 757 sf Storage= 1,123 cf Plug-Flow detention time= 282.5 min calculated for 714 cf(39% of inflow) Center-of-Mass det. time= 163.2 min ( 959.9-796.7 ) Volume Invert Avail.Storage Storage Description #1 506.99' 1,527 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 506.99 740 126.0 0.0 0 0 740 507.00 740 126.0 40.0 3 3 741 508.00 740 126.0 20.0 148 151 867 509.00 526 102.0 100.0 630 781 1,317 509.50 740 126.0 100.0 315 1,096 1,757 510.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.50' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.50'/506.00' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 509.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 507.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 507.44'/507.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 508.00' 0.250 in/hr Exfiltration over Surface area above 508.00' Excluded Surface area = 740 sf Primary OutFlow Max=0.07 cfs @ 12.64 hrs HW=509.54' (Free Discharge) t- =Culvert (Passes 0.07 cfs of 2.18 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.07 cfs @ 0.62 fps) PUnderdrain (Passes 0.00 cfs of 1.13 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 10-yr RainfaN=3.64" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 51 Pond 5P: Rain Garden Hydrograph ❑Inflow 0.85- 0.79 cfS I❑Primary 0.8- Inflow Area=8,420 sf 0.75 0.7 Peak Elev=509.54' 0.7- 0.65 0.6 Storage=1,123 cf 0.55 w 0.5: 0 0.45 3 - 0 0.4 LL - - 0.35 0.3 0.25 0.2= 0.15 0.1 0.07 cfs 0.05 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADS 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 1 S: Runoff = 22.39 cfs @ 12.15 hrs, Volume= 77,068 cf, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Area (sf) CN Description " 23,669 98 Roofs and Patios, HSG D (Townhouses) 142,016 80 >75% Grass cover, Good, HSG D 74,005 98 Paved roads w/curbs&sewers 6,678 79 Woods/grass comb., Good, HSG D (Bioretention) 11,448 98 Paved roads w/curbs&sewers (Offiste) 892 98 Concrete Pad (Offsite) 9,953 98 Roofs (Offsite) 8,997 79 <50% Grass cover, Poor, HSG B (Offiste) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 15,702 77 Woods, Good, HSG D (Offsite) 47,411 55 Woods, Good, HSG B (Offsite) 355,560 82 Weighted Average 235,593 66.26% Pervious Area 119,967 33.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 430 0.0139 5.24 51.04 Trap/Vee/Rest Channel Flow,Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 0.9 610 0.0150 11.47 36.02 Pipe Channel, Strom Sewer System 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.010 PVC smooth interior 13.4 1,236 Total 19032_POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 53 Subcatchment 1S: Hydrograph 25 24 22.39 cfS ❑Runoff 23 22 19032RAINFALL 24-hr SOP 25-yr 21 20 Rainfa11=4.46" 19 Runoff Area=355,560 sf 18 17_ Runoff Volume=77,068 cf 16 Runoff Depth=2.60" 15 4 14. Flow Length=1,236' 13 3 12 Tc=13.4 min 11- CN=82 10. 9_ 8 7- 6 5 4 3 2 1 0' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 2S: Runoff = 1.09 cfs @ 12.00 hrs, Volume= 2,599 cf, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Area (sf) CN Description 4,881 98 Roofs, HSG D (Townhouses) 3,955 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 9,576 89 Weighted Average 4,695 49.03% Pervious Area 4,881 50.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow, Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow, Asphalt curb Paved Kv=20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.010 PVC, smooth interior 2.1 669 Total Subcatchment 2S: Hydrograph 1.09 cfS ❑Runoff 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Runoff Area=9,576 sf Runoff Volume=2,599 cf Runoff Depth=3.26" w Flow Length=669' 3 Tc=2.1 min U. CN=89 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 3S: Runoff = 6.35 cfs @ 12.14 hrs, Volume= 21,596 cf, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Area (sf) CN Description 21,538 98 Roofs and Patios, HSG D (Townhouses) 37,365 80 >75% Grass cover, Good, HSG D 2,240 98 Water Surface, HSG D (Pocket Pond) 10,272 98 Water Surface, HSG D (Existing Pond) 3,980 79 <50% Grass cover, Poor, HSG B (Offsite) 8,950 77 Woods, Good, HSG D (Offsite) 3,017 55 Woods, Good, HSG B (Offsite) 87,362 86 Weighted Average 53,312 61.02% Pervious Area 34,050 38.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.7 738 0.0271 7.31 71.27 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 12.8 934 Total 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6M2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 56 Subcatchment 3S: Hydrograph 7 6.35 CfS ❑Runoff 19032RAINFALL 24-hr SOP 25-yr 6 Rainfall=4.46" Runoff Area=87,362 sf 5 Runoff Volume=21,596 cf Runoff Depth=2.97" F 4- Flow Length=934' Tc=12.8 min 3_ CN=86 2 1 o .... ...... .... 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 4S: Runoff = 13.36 cfs @ 12.02 hrs, Volume= 33,207 cf, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Area (so CN Description 26,472 98 Roofs and Patios, HSG D (Townhouses) 60,427 80 >75% Grass cover, Good, HSG D 32,200 98 Paved roads w/curbs &sewers 3,241 98 Water Surface, HSG D (Pocket Pond) 122,340 89 Weighted Average 60,427 49.39% Pervious Area 61,913 50.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 22 0.0200 0.91 Sheet Flow, Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.2 39 0.0400 4.06 Shallow Concentrated Flow,Asphalt Curb Paved Kv= 20.3 fps 0.9 319 0.0100 5.90 4.63 Pipe Channel, Catch Basin to Swale 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.3 806 0.0174 5.86 57.11 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.0 '/' Top.W=11.00' n= 0.030 Earth, grassed &winding 3.8 1,186 Total 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 58 Subcatchment 4S: Hydrograph 14 13.36 cfS ©Runoff 13 19032RAINFALL 24-hr SOP 25-yr 12 Rainfall=4.46" 11- Runoff Area=122,340 sf 10 Runoff Volume=33,207 cf 9 Runoff Depth=3.26" $ Flow Length=1,186' Tc=3.8 min 0 7 U. CN=89 s 5 4 3 2- 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment 5S: Runoff = 0.98 cfs @ 12.00 hrs, Volume= 2,356 cf, Depth= 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Area (sf) CN Description 4,881 98 Roofs, HSG D (Townhouses) 2,799 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 8,420 90 Weighted Average 3,539 42.03% Pervious Area 4,881 57.97% Impervious Area Tc Length Slope Velocity Capacity Description .(min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow,Asphalt Road Smooth surfaces n= 0.011 P2=2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow,Asphalt curb Paved Kv= 20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.1 669 Total Subcatchment 5S: Hydrograph 8 cfs ❑Runoff 0.9 1- 19032RAINFALL 24-hr SOP 25-yr' Rainfall=4.46" Runoff Area=8,420 sf Runoff Volume=2,356 cf Runoff Depth=3.36" H Flow Length=669' 3 Tc=2.1 min LL C N=90 o .. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 60 Summary for Pond 1 DP: Design Point Inflow Area = 565,262 sf, 38.20% Impervious, Inflow Depth = 2.31" for 25-yr event Inflow = 22.32 cfs @ 12.18 hrs, Volume= 108,845 cf Primary = 22.32 cfs @ 12.18 hrs, Volume= 108,845 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Pond 1 DP: Design Point Hydrograph 25 ❑Inflow 24 22.32 cfs ❑Primary 23 Inflow Area=565,262 sf 22 21 20 19 18 17 15 H 14 13 3 12 a 11 10- 9 8 7 6 5 4 3' 2- 1_ 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD® 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 61 Summary for Pond IF: Sedimentation Basin Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 2.60" for 25-yr event Inflow = 22.39 cfs @ 12.15 hrs, Volume= 77,068 cf Outflow = 22.29 cfs @ 12.17 hrs, Volume= 74,387 cf, Atten= 0%, Lag= 0.7 min Primary = 22.29 cfs @ 12.17 hrs, Volume= 74,387 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev= 502.81' @ 12.17 hrs Surf.Area= 2,889 sf Storage=4,109 cf Plug-Flow detention time= 29.9 min calculated for 74,380 cf(97% of inflow) Center-of-Mass det. time= 9.9 min ( 832.9-823.0 ) Volume Invert Avail.Storage Storage Description #1 500.00' 4,681 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 500.00 394 77.0 0 0 394 500.50 688 203.0 267 267 3,202 501.00 1,026 229.0 426 693 4,103 502.00 1,956 321.0 1,466 2,159 8,139 503.00 3,135 91.0 2,522 4,681 15,682 Device Routing Invert Outlet Devices #1 Primary 502.25' 20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=22.27 cfs @ 12.17 hrs HW=502.81' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 22.27 cfs @ 1.99 fps) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 62 Pond IF: Sedimentation Basin Hydrograph 25 ❑Inflow 24_ ❑Primary 23. 22.29 ifs011 Inflow Area=355,560 sf 22- 21 2o Peak Elev=502.81' 19 18_ Storage=4,109 cf 17- 16- 15 w 14 13 3 12 0 10 9. 8 7 6 5 4: 3_ 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 63 Summary for Pond 1 P: Bioretention Inflow Area= 355,560 sf, 33.74% Impervious, Inflow Depth = 2.51" for 25-yr event Inflow = 22.29 cfs @ 12.17 hrs, Volume= 74,387 cf Outflow = 22.17 cfs @ 12.18 hrs, Volume= 74,266 cf, Atten= 1%, Lag= 0.8 min Primary = 22.17 cfs @ 12.18 hrs, Volume= 74,266 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Peak Elev= 502.68' @ 12.18 hrs Surf.Area= 3,580 sf Storage= 7,821 cf Plug-Flow detention time= 145.3 min calculated for 74,258 cf(100% of inflow) Center-of-Mass det. time= 144.4 min ( 977.3-832.9 ) Volume Invert Avail.Storage Storage Description #1 497.66' 8,988 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 497.66 3,437 257.0 0.0 0 0 3,437 497.67 3,437 257.0 40.0 14 14 3,440 498.33 3,437 257.0 20.0 454 467 3,609 499.00 3,437 257.0 20.0 461 928 3,781 500.00 3,437 257.0 20.0 687 1,615 4,038 501.00 3,437 257.0 20.0 687 2,303 4,295 502.00 3,059 248.0 100.0 3,246 5,549 4,736 502.50 3,437 257.0 100.0 1,623 7,172 5,120 503.00 3,831 267.0 100.0 1,816 8,988 5,557 Device Routing Invert Outlet Devices #1 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #3 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #4 Device 1 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 3 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Device 1 497.83' 6.0" Round Underdrain L=45.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0036 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #8 Device 2 497.83' 6.0" Round Underdrain 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 64 L= 35.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0046 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #9 Device 3 497.83' 6.0" Round Underdrain L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0080 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #10 Device 7 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #11 Device 8 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #12 Device 9 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf Primary OutFlow Max=22.15 cfs @ 12.18 hrs HW=502.68' (Free Discharge) F-Culvert (Passes 7.38 cfs of 14.15 cfs potential flow) 4=Orifice/Grate (Weir Controls 7.36 cfs @ 2.16 fps) ZUnderdrain (Passes 0.02 cfs of 1.72 cfs potential flow) 10=Exfiltration (Exfiltration Controls 0.02 cfs) Culvert (Passes 7.38 cfs of 14.15 cfs potential flow) =Orifice/Grate (Weir Controls 7.36 cfs @ 2.16 fps) =Underdrain (Passes 0.02 cfs of 1.79 cfs potential flow) 11=Exfiltration (Exfiltration Controls 0.02 cfs) =Culvert (Passes 7.38 cfs of 14.15 cfs potential flow) =Orifice/Grate (Weir Controls 7.36 cfs @ 2.16 fps) =Underdrain (Passes 0.02 cfs of 1.79 cfs potential flow) 12=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 1 P: Bioretention Hydrograph 0 Inflow 24- ❑Primary 23_ 22.17 cfs Inflow Area=355,560 sf 22 20 Peak Elev=502.68' 19 18< Storage=7,821 cf 17 16 15= w 14 3 12 0 11= 10; 9- 8. 7- 6= 5- 4- 3-- 0 , .. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 65 Summary for Pond 2P: Rain Garden Inflow Area = 9,576 sf, 50.97% Impervious, Inflow Depth = 3.26" for 25-yr event Inflow = 1.09 cfs @ 12.00 hrs, Volume= 2,599 cf Outflow = 0.53 cfs @ 12.12 hrs, Volume= 1,503 cf, Atten= 51%, Lag= 7.4 min Primary = 0.53 cfs @ 12.12 hrs, Volume= 1,503 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 508.64' @ 12.12 hrs Surf.Area= 806 sf Storage= 1,203 cf Plug-Flow detention time= 187.8 min calculated for 1,503 cf(58% of inflow) Center-of-Mass det. time= 88.6 min ( 879.9-791.4 ) Volume Invert Avail.Storage Storage Description #1 505.99' 1,527 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 505.99 740 126.0 0.0 0 0 740 506.00 740 126.0 40.0 3 3 741 507.00 740 126.0 20.0 148 151 867 508.00 526 102.0 100.0 630 781 1,317 508.50 740 126.0 100.0 315 1,096 1,757 509.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.00' 8.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.00'/505.75' S= 0.0044 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 508.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 506.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 506.44'/506.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 507.00' 0.250 in/hr Exfrltration over Surface area above 507.00' Excluded Surface area = 740 sf Primary OutFlow Max=0.53 cfs @ 12.12 hrs HW=508.64' (Free Discharge) t =Culvert (Passes 0.53 cfs of 2.01 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.53 cfs @ 1.22 fps) tUnderdrain (Passes 0.00 cfs of 1.16 cfs potential flow) 4=Exfiltration (Exfrltration Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 66 Pond 2P: Rain Garden Hydrograph ❑Inflow 1.09 cfS ❑Primary Inflow Area=9,576 sf 1 Peak Elev=508.64' Storage=1 203 cf N w G 0.53 cfs U. 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 67 Summary for Pond 3F: Forebay Inflow Area= 87,362 sf, 38.98% Impervious, Inflow Depth = 2.97" for 25-yr event Inflow = 6.35 cfs @ 12.14 hrs, Volume= 21,596 cf Outflow = 6.33 cfs @ 12.15 hrs, Volume= 20,473 cf, Atten= 0%, Lag= 0.7 min Primary = 6.33 cfs @ 12.15 hrs, Volume= 20,473 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev=499.89' @ 12.15 hrs Surf.Area= 876 sf Storage= 1,440 cf Plug-Flow detention time= 43.0 min calculated for 20,473 cf(95% of inflow) Center-of-Mass det. time= 14.1 min (825.1 -811.0 ) Volume Invert Avail.Storage Storage Description #1 495.50' 2,037 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 495.50 13 14.0 0 0 13 496.00 42 24.0 13 13 45 497.00 141 43.0 87 100 151 498.00 336 67.0 232 331 369 499.00 592 90.0 458 789 666 500.00 914 113.0 747 1,536 1,052 500.50 1,090 122.0 500 2,037 1,230 Device Routing Invert Outlet Devices #1 Primary 499.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=6.32 cfs @ 12.15 hrs HW=499.89' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 6.32 cfs @ 1.61 fps) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 68 Pond 3F: Forebay Hydrograph ❑inflow ii 7- ❑Primary 6.33 cfs Inflow Area=87,362 sf 6 Peak Elev=499.89' 5_ Storage=1 ,440 cf w 4 0 a 3 2 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 69 Summary for Pond 3P: Lower Pocket Pond Inflow Area = 87,362 sf, 38.98% Impervious, Inflow Depth = 2.81" for 25-yr event Inflow = 6.33 cfs @ 12.15 hrs, Volume= 20,473 cf Outflow = 3.02 cfs @ 12.38 hrs, Volume= 14,069 cf, Atten= 52%, Lag= 13.6 min Primary = 3.02 cfs @ 12.38 hrs, Volume= 14,069 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Starting Elev=497.00' Surf.Area= 2,240 sf Storage=4,708 cf Peak Elev=499.73' @ 12.38 hrs Surf.Area=4,198 sf Storage= 13,458 cf (8,750 cf above start) Plug-Flow detention time= 366.0 min calculated for 9,361 cf(46% of inflow) Center-of-Mass det. time= 148.9 min ( 974.0-825.1 ) Volume Invert Avail.Storage Storage Description #1 494.00' 16,921 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 939 116.0 0 0 939 495.00 1,334 138.0 1,131 1,131 1,401 496.00 1,800 160.0 1,561 2,692 1,944 497.00 2,240 184.0 2,016 4,708 2,623 498.00 . 2,958 209.0 2,591 7,299 3,429 499.00 3,646 234.0 3,296 10,595 4,338 500.00 4,412 258.0 4,023 14,618 5,309 500.50 4,805 267.0 2,304 16,921 5,708 Device Routing Invert Outlet Devices #1 Primary 497.50' 24.0" Round Culvert L= 20.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.30' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 499.14' 3.0"Vert. Orifice/Grate -WQv C= 0.600 #3 Device 1 499.50' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 500.00' 8.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.00 cfs @ 12.38 hrs HW=499.73' (Free Discharge) TCulvert (Passes 3.00 cfs of 13.25 cfs potential flow) 2=0rifice/G rate -WQv (Orifice Controls 0.16 cfs @ 3.29 fps) 3=Orifice/Grate (Weir Controls 2.84 cfs @ 1.57 fps) 4=Broad-Crested Rectangular Weir(Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 70 Pond 3P: Lower Pocket Pond Hydrograph ❑Inflow 7 6.33 cfS I❑Primary Inflow Area=87,362 sf 6 Peak Elev=499.73' 5 Storage=13,458 cf w 4 3.02 cfs U. 3- 2- 0- 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 71 Summary for Pond 4F: Forebay Inflow Area = 122,340 sf, 50.61% Impervious, Inflow Depth = 3.26" for 25-yr event Inflow = 13.36 cfs @ 12.02 hrs, Volume= 33,207 cf Outflow = 13.03 cfs @ 12.03 hrs, Volume= 31,190 cf, Atten=2%, Lag= 0.7 min Primary = 13.03 cfs @ 12.03 hrs, Volume= 31,190 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 501.32' @ 12.03 hrs Surf.Area= 1,852 sf Storage= 2,978 cf Plug-Flow detention time= 51.5 min calculated for 31,187 cf(94% of inflow) Center-of-Mass det. time= 18.5 min ( 811.5-792.9 ) Volume Invert Avail.Storage Storage Description #1 496.50' 3,332 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 496.50 41 31.0 0 0 41 497.00 94 40.0 33 33 95 498.00 261 64.0 171 203 300 499.00 510 89.0 379 582 614 500.00 865 131.0 680 1,262 1,358 501.00 1,525 217.0 1,180 2,441 3,745 501.50 2,053 310.0 891 3,332 7,648 Device Routing Invert Outlet Devices #1 Primary 500.70' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=13.01 cfs @ 12.03 hrs HW=501.32' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 13.01 cfs @ 2.11 fps) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 72 Pond 4F: Forebay Hydrograph ❑Inflow 13.36 cfS ❑Primary 14 13.03 cfs Inflow Area=122,340 sf 13 12 Peak Elev=501.32' 11 Storage=2,978 cf 10 9 N v 8 0 7_ 6 5 4 3 2 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by {enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 73 Summary for Pond 4P: Upper Pocket Pond Inflow Area= 122,340 sf, 50.61% Impervious, Inflow Depth = 3.06" for 25-yr event Inflow = 13.03 cfs @ 12.03 hrs, Volume= 31,190 cf Outflow = 0.27 cfs @ 16.07 hrs, Volume= 20,510 cf, Atten= 98%, Lag=242.2 min Primary = 0.27 cfs @ 16.07 hrs, Volume= 20,510 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Starting Elev=497.00' Surf.Area= 5,837 sf Storage= 13,327 cf Peak Elev= 500.07' @ 16.07 hrs Surf.Area= 9,161 sf Storage= 36,186 cf (22,859 cf above start) Plug-Flow detention time= 1,407.2 min calculated for 7,184 cf(23% of inflow) Center-of-Mass det. time= 676.7 min ( 1,488.1 - 811.5 ) Volume Invert Avail.Storage Storage Description #1 494.00' 50,512 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 3,187 236.0 0 0 3,187 495.00 3,978 263.0 3,575 3,575 4,288 496.00 4,859 292.0 4,411 7,986 5,598 497.00 5,837 323.0 5,341 13,327 7,146 498.00 6,850 345.0 6,337 19,664 8,363 499.00 7,935 368.0 7,386 27,050 9,715 500.00 9,080 389.0 8,501 35,551 11,036 501.00 10,274 407.0 9,671 45,221 12,243 501.50 10,892 417.0 5,291 50,512 12,931 Device Routing Invert Outlet Devices #1 Primary 497.30' 18.0" Round Culvert L= 60.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.00'/497.30' S=-0.0050 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 501.00' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 498.60' 3.0"Vert. Orifice/Grate-WQv C= 0.600 Primary OutFlow Max=0.27 cfs @ 16.07 hrs HW=500.07' (Free Discharge) t =Culvert (Passes 0.27 cfs of 9.55 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate -WQv (Orifice Controls 0.27 cfs @ 5.58 fps) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 74 Pond 4P: Upper Pocket Pond Hydrograph ❑Inflow 14 13.03 cfS ❑Primary 13 Inflow Area=122,340 sf 12 Peak Elev=500.07' Storage=36,186 cf 10 9 w $ 0 7 U. 6 5 4 3 2 1 0.27 cfs o , 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 75 Summary for Pond 5P: Rain Garden Inflow Area= 8,420 sf, 57.97% Impervious, Inflow Depth = 3.36" for 25-yr event Inflow = 0.98 cfs @ 12.00 hrs, Volume= 2,356 cf Outflow = 0.36 cfs @ 12.14 hrs, Volume= 1,260 cf, Atten= 63%, Lag= 8.5 min Primary = 0.36 cfs @ 12.14 hrs, Volume= 1,260 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 509.61' @ 12.14 hrs Surf.Area= 791 sf Storage= 1,178 cf Plug-Flow detention time= 204.2 min calculated for 1,260 cf(53% of inflow) Center-of-Mass det. time= 101.5 min ( 889.3-787.8 ) Volume Invert Avail.Storage Storage Description #1 506.99' 1,527 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 506.99 740 126.0 0.0 0 0 740 507.00 740 126.0 40.0 3 3 741 508.00 740 126.0 20.0 148 151 867 509.00 526 102.0 100.0 630 781 1,317 509.50 740 126.0 100.0 315 1,096 1,757 510.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.50' 8.0" Round Culvert L=25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.50'/506.00' S= 0.0200 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 509.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 507.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 507.44'/507.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 508.00' 0.250 in/hr Exfiltration over Surface area above 508.00' Excluded Surface area = 740 sf Primary OutFlow Max=0.36 cfs @ 12.14 hrs HW=509.61' (Free Discharge) tt=Culvert (Passes 0.36 cfs of 2.21 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.36 cfs @ 1.07 fps) t-Underdrain (Passes 0.00 cfs of 1.15 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 25-yr Rainfall=4.46" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 76 Pond 5P: Rain Garden Hydrograph ❑Inflow 0.98 cfS ❑Primary 1 Inflow Area=8,420 sf Peak Elev=509.61' Storage=1 ,178 cf w 3 0 U. 0.36 cfs x o 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here) Printed 6/7/2023 HydroCAD® 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 77 Summary for Subcatchment 1S: Runoff = 27.46 cfs @ 12.15 hrs, Volume= 96,551 cf, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Area (sf) CN Description 23,669 98 Roofs and Patios, HSG D (Townhouses) 142,016 80 >75% Grass cover, Good, HSG D 74,005 98 Paved roads w/curbs & sewers 6,678 79 Woods/grass comb., Good, HSG D (Bioretention) 11,448 98 Paved roads w/curbs&sewers (Offiste) 892 98 Concrete Pad (Offsite) 9,953 98 Roofs (Offsite) 8,997 79 <50% Grass cover, Poor, HSG B (Offiste) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 15,702 77 Woods, Good, HSG D (Offsite) 47,411 55 Woods, Good, HSG B (Offsite) 355,560 82 Weighted Average 235,593 66.26% Pervious Area 119,967 33.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 430 0.0139 5.24 51.04 TrapNee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 0.9 610 0.0150 11.47 36.02 Pipe Channel, Strom Sewer System 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.010 PVC smooth interior 13.4 1,236 Total 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 78 Subcatchment 1 S: Hydrograph 30 27.46 Cfs ❑Runoff 28 19032RAINFALL 24-hr SOP 50-yr 26 Rainfall=5.20" 24 Runoff Area=355,560 sf 22 Runoff Volume=96,551 cf 20 Runoff Depth=3.26" w 18 Flow Length=1,236' 16 Tc=13.4 min U. 14 CN=82 12 10 8 6 4 2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 79 Summary for Subcatchment 2S: Runoff = 1.26 cfs @ 12.00 hrs, Volume= 3,163 cf, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Area (so CN Description 4,881 98 Roofs, HSG D (Townhouses) 3,955 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 9,576 89 Weighted Average 4,695 49.03% Pervious Area 4,881 50.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow,Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow,Asphalt curb Paved Kv= 20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.1 669 Total Subcatchment 2S: Hydrograph 1.26 cfs ❑Runoff 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Runoff Area=9,576 sf 1 Runoff Volume=3,163 cf Runoff Depth=3.96" y Flow Length=669' 3 Tc=2.1 min LL CN=89 o . . ., . ..,. ... 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 80 Summary for Subcatchment 3S: Runoff = 7.61 cfs @ 12.14 hrs, Volume= 26,602 cf, Depth= 3.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Area (sf) CN Description 21,538 98 Roofs and Patios, HSG D (Townhouses) 37,365 80 >75% Grass cover, Good, HSG D 2,240 98 Water Surface, HSG D (Pocket Pond) 10,272 98 Water Surface, HSG D (Existing Pond) 3,980 79 <50% Grass cover, Poor, HSG B (Offsite) 8,950 77 Woods, Good, HSG D (Offsite) 3,017 55 Woods, Good, HSG B (Offsite) 87,362 86 Weighted Average 53,312 61.02% Pervious Area 34,050 38.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.7 738 0.0271 7.31 71.27 Trap/Vee/Rect Channel Flow,Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 12.8 934 Total 19032_POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 81 Subcatchment 3S: Hydrograph ❑Runoff 8 7.61 cfs 19032RAINFALL 24-hr SOP 50-yr 7 Rainfall=5.20" Runoff Area=87,362 sf 6-Runoff Volume=26,602 cf Runoff Depth=3.65" 5- - Flow Length=934' 4. Tc=12.8 min LL C N=86 3- 2- 5 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD(D10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 82 Summary for Subcatchment 4S: Runoff = 15.53 cfs @ 12.02 hrs, Volume= 40,410 cf, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Area (so CN Description 26,472 98 Roofs and Patios, HSG D (Townhouses) 60,427 80 >75% Grass cover, Good, HSG D 32,200 98 Paved roads w/curbs&sewers 3,241 98 Water Surface, HSG D (Pocket Pond) 122,340 89 Weighted Average 60,427 49.39% Pervious Area 61,913 50.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 22 0.0200 0.91 Sheet Flow,Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.2 39 0.0400 4.06 Shallow Concentrated Flow,Asphalt Curb Paved Kv=20.3 fps 0.9 319 0.0100 5.90 4.63 Pipe Channel, Catch Basin to Swale 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.3 806 0.0174 5.86 57.11 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 3.8 1,186 Total 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 83 Subcatchment 4S: Hydrograph 17 15.53 CfS ❑Runoff 16 15 19032RAINFALL 24-hr SOP 50-yr 14 Rainfall=5.20" 13 Runoff Area=122,340 sf 12 X Runoff Volume=40,410 cf 11 Runoff Depth=3.96" y 10 Flow Length=1,186' 9 a Tc=3.8 min LL 7 CN=89 s 5 4- 3 2 1 OL JL=M��Wzr r r 1 1 1 . 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 15 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by {enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 84 Summary for Subcatchment 5S: Runoff = 1.13 cfs @ 12.00 hrs, Volume= 2,855 cf, Depth= 4.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Area (sf) CN Description 4,881 98 Roofs, HSG D (Townhouses) 2,799 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 8,420 90 Weighted Average 3,539 42.03% Pervious Area 4,881 57.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow,Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow,Asphalt curb Paved Kv=20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.1 669 Total Subcatchment 5S: Hydrograph 1.13 cfs ❑Runoff 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" 1 Runoff Area=8,420 sf Runoff Volume=2,855 cf Runoff Depth=4.07" Flow Length=669' 3 Tc=2.1 min U. CN=90 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by {enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 85 Summary for Pond 1 DP: Design Point Inflow Area= 565,262 sf, 38.20% Impervious, Inflow Depth = 2.98" for 50-yr event Inflow = 30.93 cfs @ 12.22 hrs, Volume= 140,524 cf Primary = 30.93 cfs @ 12.22 hrs, Volume= 140,524 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Pond 1 DP: Design Point Hydrograph ❑Inflow 34 ❑Primary 32 30.93 cfs Inflow Area=565,262 sf 30 28 26 24 22 to 20 1g o, 16 14 12 10 8 g 4 2 0 . 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 86 Summary for Pond IF: Sedimentation Basin Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 3.26" for 50-yr event Inflow = 27.46 cfs @ 12.15 hrs, Volume= 96,551 cf Outflow = 27.34 cfs @ 12.17 hrs, Volume= 93,870 cf, Atten= 0%, Lag= 0.7 min Primary = 27.34 cfs @ 12.17 hrs, Volume= 93,870 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev= 502.89' @ 12.17 hrs Surf.Area= 2,990 sf Storage=4,340 cf Plug-Flow detention time= 25.0 min calculated for 93,861 cf(97% of inflow) Center-of-Mass det. time= 8.6 min ( 822.6-814.0) Volume Invert Avail.Storage Storage Description #1 500.00' 4,681 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 500.00 394 77.0 0 0 394 500.50 688 203.0 267 267 3,202 501.00 1,026 229.0 426 693 4,103 502.00 1,956 321.0 1,466 2,159 8,139 503.00 3,135 91.0 2,522 4,681 15,682 Device Routing Invert Outlet Devices #1 Primary 502.25' 20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=27.32 cfs @ 12.17 hrs HW=502.89' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 27.32 cfs @ 2.14 fps) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by {enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 87 Pond 1 F: Sedimentation Basin Hydrograph ❑Inflow 30 27.34 CfS El Primary 28 Inflow Area=355,560 sf 26 Peak Elev=502.89' 24_ 22 Storage=4,340 cf 20 a 18 16 3 0 14 LL 12 10 8 6 4 2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here) Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 88 Summary for Pond 1 P: Bioretention Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 3.17" for 50-yr event Inflow = 27.34 cfs @ 12.17 hrs, Volume= 93,870 cf Outflow = 27.22 cfs @ 12.18 hrs, Volume= 93,748 cf, Atten= 0%, Lag= 0.7 min Primary = 27.22 cfs @ 12.18 hrs, Volume= 93,748 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Peak Elev= 502.75' @ 12.18 hrs Surf.Area= 3,630 sf Storage= 8,051 cf Plug-Flow detention time= 116.6 min calculated for 93,738 cf(100% of inflow) Center-of-Mass det. time= 116.0 min ( 938.6-822.6 ) Volume Invert Avail.Storage Storage Description #1 497.66' 8,988 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 497.66 3,437 257.0 0.0 0 0 3,437 497.67 3,437 257.0 40.0 14 14 3,440 498.33 3,437 257.0 20.0 454 467 3,609 499.00 3,437 257.0 20.0 461 928 3,781 500.00 3,437 257.0 20.0 687 1,615 4,038 501.00 3,437 257.0 20.0 687 2,303 4,295 502.00 3,059 248.0 100.0 3,246 5,549 4,736 502.50 3,437 257.0 100.0 1,623 7,172 5,120 503.00 3,831 267.0 100.0 1,816 8,988 5,557 Device Routing Invert Outlet Devices #1 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #3 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #4 Device 1 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 3 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Device 1 497.83' 6.0" Round Underdrain L=45.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0036 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #8 Device 2 497.83' 6.0" Round Underdrain 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by {enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 89 L= 35.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0046 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #9 Device 3 497.83' 6.0" Round Underdrain L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0080 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #10 Device 7 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #11 Device 8 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #12 Device 9 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf Primary OutFlow Max=27.18 cfs @ 12.18 hrs HW=502.75' (Free Discharge) �Culvert (Passes 9.06 cfs of 14.25 cfs potential flow) 4=Orifice/Grate (Weir Controls 9.04 cfs @ 2.31 fps) 7=Underdrain (Passes 0.02 cfs of 1.73 cfs potential flow) t10=Exfiltration (Exfiltration Controls 0.02 cfs) SF ulvert (Passes 9.06 cfs of 14.25 cfs potential flow) Orifice/Grate (Weir Controls 9.04 cfs @ 2.31 fps) Underdrain (Passes 0.02 cfs of 1.80 cfs potential flow) 11=Exfiltration (Exfiltration Controls 0.02 cfs) i=Culvert (Passes 9.06 cfs of 14.25 cfs potential flow) =Orifice/Grate (Weir Controls 9.04 cfs @ 2.31 fps) =Underdrain (Passes 0.02 cfs of 1.80 cfs potential flow) 12=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 1 P: Bioretention Hydrograph 30 ❑Inflow ❑Primary 28 27.22 cfs Inflow Area=355,560 sf 26 Peak Elev=502.75' 24: 22 Storage=8,051 cf 20- y 18 �. 16 0 14. LL 12 10, 8- 6: 4: 2: 0', .. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 90 Summary for Pond 2P: Rain Garden Inflow Area = 9,576 sf, 50.97% Impervious, Inflow Depth = 3.96" for 50-yr event Inflow = 1.26 cfs @ 12.00 hrs, Volume= 3,163 cf Outflow = 0.91 cfs @ 12.04 hrs, Volume= 2,067 cf, Atten= 28%, Lag=2.4 min Primary = 0.91 cfs @ 12.04 hrs, Volume= 2,067 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 508.70' @ 12.04 hrs Surf.Area= 835 sf Storage= 1,252 cf Plug-Flow detention time= 157.3 min calculated for 2,067 cf(65% of inflow) Center-of-Mass det. time= 68.7 min ( 852.9-784.2 ) Volume Invert Avail.Storage Storage Description #1 505.99' 1,527 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) M (cubic-feet) (cubic-feet) (sq-ft) 505.99 740 126.0 0.0 0 0 740 506.00 740 126.0 40.0 3 3 741 507.00 740 126.0 20.0 148 151 867 508.00 526 102.0 100.0 630 781 1,317 508.50 740 126.0 100.0 315 1,096 1,757 509.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.00' 8.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.00'/505.75' S= 0.0044 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 508.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 506.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 506.44'/506.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 507.00' 0.250 in/hr Exfiltration over Surface area above 507.00' Excluded Surface area= 740 sf Primary OutFlow Max=0.90 cfs @ 12.04 hrs HW=508.70' (Free Discharge) L =Culvert (Passes 0.90 cfs of 2.04 cfs potential flow) F-2=Orifice/Grate (Weir Controls 0.90 cfs @ 1.45 fps) tUnderdrain (Passes 0.00 cfs of 1.18 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.00 cfs) 19032_POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 91 Pond 2P: Rain Garden Hydrograph 1.26 Cfs ❑inflow ❑Primary Inflow Area 9,576 sf Peak Elev=508.70' 0.91 cfs I Storage=1252 cf y 3 O LL 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 92 Summary for Pond 3F: Forebay Inflow Area = 87,362 sf, 38.98% Impervious, Inflow Depth = 3.65" for 50-yr event Inflow = 7.61 cfs @ 12.14 hrs, Volume= 26,602 cf Outflow = 7.59 cfs @ 12.15 hrs, Volume= 25,480 cf, Atten= 0%, Lag= 0.7 min Primary = 7.59 cfs @ 12.15 hrs, Volume= 25,480 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev=499.94' @ 12.15 hrs Surf.Area= 893 sf Storage= 1,482 cf Plug-Flow detention time= 36.4 min calculated for 25,480 cf(96% of inflow) Center-of-Mass det. time= 12.4 min ( 815.4-803.0 ) Volume Invert Avail.Storage Storage Description #1 495.50' 2,037 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 495.50 13 14.0 0 0 13 496.00 42 24.0 13 13 45 497.00 141 43.0 87 100 151 498.00 336 67.0 232 331 369 499.00 592 90.0 458 789 666 500.00 914 113.0 747 1,536 1,052 500.50 1,090 122.0 500 2,037 1,230 Device Routing Invert Outlet Devices #1 Primary 499.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=7.59 cfs @ 12.15 hrs HW=499.94' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 7.59 cfs @ 1.72 fps) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 93 Pond 3F: Forebay Hydrograph ❑Inflow ❑Primary 6 7.59 cfs Inflow Area=87,362 sf Peak Elev=499.94' 6 Storage=1,482 cf 5 V O 4- U. 3 2 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 94 Summary for Pond 3P: Lower Pocket Pond Inflow Area = 87,362 sf, 38.98% Impervious, Inflow Depth = 3.50" for 50-yr event Inflow = 7.59 cfs @ 12.15 hrs, Volume= 25,480 cf Outflow = 5.54 cfs @ 12.28 hrs, Volume= 19,075 cf, Atten=27%, Lag= 7.7 min Primary = 5.54 cfs @ 12.28 hrs, Volume= 19,075 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Starting Elev=497.00' Surf.Area= 2,240 sf Storage=4,708 cf Peak Elev=499.85' @ 12.28 hrs Surf.Area=4,294 sf Storage= 13,973 cf (9,265 cf above start) Plug-Flow detention time= 271.1 min calculated for 14,366 cf(56% of inflow) Center-of-Mass det. time= 114.0 min ( 929.4-815.4 ) Volume Invert Avail.Storage Storage Description #1 494.00' 16,921 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 939 116.0 0 0 939 495.00 1,334 138.0 1,131 1,131 1,401 496.00 1,800 160.0 1,561 2,692 1,944 497.00 2,240 184.0 2,016 4,708 2,623 498.00 2,958 209.0 2,591 7,299 3,429 499.00 3,646 234.0 3,296 10,595 4,338 500.00 4,412 258.0 4,023 14,618 5,309 500.50 4,805 267.0 2,304 16,921 5,708 Device Routing Invert Outlet Devices #1 Primary 497.50' 24.0" Round Culvert L= 20.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.30' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 499.14' 3.0"Vert. Orifice/Grate-WQv C= 0.600 #3 Device 1 499.50' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 500.00' 8.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.54 cfs @ 12.28 hrs HW=499.85' (Free Discharge) Culvert (Passes 5.54 cfs of 13.88 cfs potential flow) 2=Orifice/Grate -WQv (Orifice Controls 0.18 cfs @ 3.69 fps) 3 Orifice/Grate (Weir Controls 5.36 cfs @ 1.94 fps) 4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 95 Pond 3P: Lower Pocket Pond Hydrograph ❑Inflow 7.59 cfS ❑Primary 8 Inflow Area=87,362 sf Peak Elev=499.85' 6 5.54 cfs Storage=13,973 cf 5- w 0 4- U. _ 3- 2- 0- 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 96 Summary for Pond 4F: Forebay Inflow Area = 122,340 sf, 50.61% Impervious, Inflow Depth = 3.96" for 50-yr event Inflow = 15.53 cfs @ 12.02 hrs, Volume= 40,410 cf Outflow = 15.16 cfs @ 12.03 hrs, Volume= 38,393 cf, Atten= 2%, Lag= 0.8 min Primary = 15.16 cfs @ 12.03 hrs, Volume= 38,393 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 501.38' @ 12.03 hrs Surf.Area= 1,924 sf Storage= 3,103 cf Plug-Flow detention time= 44.3 min calculated for 38,393 cf(95% of inflow) Center-of-Mass det. time= 16.4 min ( 802.2-785.8 ) Volume Invert Avail.Storage Storage Description #1 496.50' 3,332 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 496.50 41 31.0 0 0 41 497.00 94 40.0 33 33 95 498.00 261 64.0 171 203 300 499.00 510 89.0 379 582 614 500.00 865 131.0 680 1,262 1,358 501.00 1,525 217.0 1,180 2,441 3,745 501.50 2,053 310.0 891 3,332 7,648 Device Routing Invert Outlet Devices #1 Primary 500.70' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=15.14 cfs @ 12.03 hrs HW=501.38' (Free Discharge) tl=Broad-Crested Rectangular Weir(Weir Controls 15.14 cfs @ 2.21 fps) 19032_POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 97 Pond 4F: Forebay Hydrograph 17 15.53 Cfs ❑Inflow ❑Primary 16 15.16 cfs Inflow Area=122,340 Sf 15 14 Peak Elev=501.38' 13 Storage=3,103 cf 12_ 11 rn 10 9 O $ LL 7 6 5 4 3 . 2- 1 0 . 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by {enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 98 Summary for Pond 4P: Upper Pocket Pond Inflow Area= 122,340 sf, 50.61% Impervious, Inflow Depth = 3.77" for 50-yr event Inflow = 15.16 cfs @ 12.03 hrs, Volume= 38,393 cf Outflow = 0.33 cfs @ 15.78 hrs, Volume= 27,701 cf, Atten= 98%, Lag= 225.0 min Primary = 0.33 cfs @ 15.78 hrs, Volume= 27,701 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Starting Elev=497.00' Surf.Area= 5,837 sf Storage= 13,327 cf Peak Elev= 500.68' @ 15.78 hrs Surf.Area= 9,880 sf Storage=41,961 cf (28,634 cf above start) Plug-Flow detention time= 1,321.4 min calculated for 14,373 cf(37% of inflow) Center-of-Mass det. time= 764.0 min ( 1,566.2-802.2 ) Volume Invert Avail.Storage Storage Description #1 494.00' 50,512 cf Custom Stage Data(irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 3,187 236.0 0 0 3,187 495.00 3,978 263.0 3,575 3,575 4,288 496.00 4,859 292.0 4,411 7,986 5,598 497.00 5,837 323.0 5,341 13,327 7,146 498.00 6,850 345.0 6,337 19,664 8,363 499.00 7,935 368.0 7,386 27,050 9,715 500.00 9,080 389.0 8,501 35,551 11,036 501.00 10,274 407.0 9,671 45,221 12,243 501.50 10,892 417.0 5,291 50,512 12,931 Device Routing Invert Outlet Devices #1 Primary 497.30' 18.0" Round Culvert L=60.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.00'/497.30' S=-0.0050 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 501.00' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 498.60' 3.0"Vert. Orifice/Grate -WQv C= 0.600 Primary OutFlow Max=0.33 cfs @ 15.78 hrs HW=500.68' (Free Discharge) L =Culvert (Passes 0.33 cfs of 10.89 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3 Orifice/Grate-WQv (Orifice Controls 0.33 cfs @ 6.73 fps) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 99 Pond 4P: Upper Pocket Pond Hydrograph ❑inflow 15.16 cfS I❑primary 16 Inflow Area=122,340 Sf 15 14 Peak Elev=500.68' 13 Storage=41,961 cf 12 11 10 N 9 C $_ U. 7- 6- 5 4 3 2 1 0.33 cfs 044 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 45 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 100 Summary for Pond 5P: Rain Garden Inflow Area = 8,420 sf, 57.97% Impervious, Inflow Depth = 4.07" for 50-yr event Inflow = 1.13 cfs @ 12.00 hrs, Volume= 2,855 cf Outflow = 0.69 cfs @ 12.10 hrs, Volume= 1,759 cf, Atten= 39%, Lag= 5.7 min Primary = 0.69 cfs @ 12.10 hrs, Volume= 1,759 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 509.66' @ 12.10 hrs Surf.Area= 819 sf Storage= 1,224 cf Plug-Flow detention time= 169.5 min calculated for 1,759 cf(62% of inflow) Center-of-Mass det. time= 77.5 min (858.4-780.9 ) Volume Invert Avail.Storage Storage Description #1 506.99' 1,527 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area _(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 506.99 740 126.0 0.0 0 0 740 507.00 740 126.0 40.0 3 3 741 508.00 740 126.0 20.0 148 151 867 509.00 526 102.0 100.0 630 781 1,317 509.50 740 126.0 100.0 315 1,096 1,757 510.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.50' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.50'/506.00' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 509.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 507.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 507.44'/507.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 508.00' 0.250 in/hr Exfiltration over Surface area above 508.00' Excluded Surface area= 740 sf Primary OutFlow Max=0.69 cfs @ 12.10 hrs HW=509.66' (Free Discharge) L =Culvert (Passes 0.69 cfs of 2.23 cfs potential flow) F-2=Orifice/Grate (Weir Controls 0.69 cfs @ 1.33 fps) tUnderdrain (Passes 0.00 cfs of 1.17 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 50-yr Rainfall=5.20" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 101 Pond 5P: Rain Garden Hydrograph ❑Inflow 1.13 cfS ❑Primary Inflow Area=8 420 sf Peak Elev=509.66' Storage=1 ,224 cf 0.69 cfs N w O LL zz zz zz zz zz zz zz 0.6 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 102 Summary for Subcatchment 1S: Runoff = 33.76 cfs @ 12.15 hrs, Volume= 119,775 cf, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Area (sf) CN Description 23,669 98 Roofs and Patios, HSG D (Townhouses) 142,016 80 >75% Grass cover, Good, HSG D 74,005 98 Paved roads w/curbs &sewers 6,678 79 Woods/grass comb., Good, HSG D (Bioretention) 11,448 98 Paved roads w/curbs&sewers (Offiste) 892 98 Concrete Pad (Offsite) 9,953 98 Roofs (Offsite) 8,997 79 <50% Grass cover, Poor, HSG B (Offiste) 13,555 80 >75% Grass cover, Good, HSG D (Offsite) 1,234 61 >75% Grass cover, Good, HSG B (Offsite) 15,702 77 Woods, Good, HSG D (Offsite) 47,411 55 Woods, Good, HSG B (Offsite) 355,560 82 Weighted Average 235,593 66.26% Pervious Area 119,967 33.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 430 0.0139 5.24 51.04 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.0 '/' Top.W=11.00' n= 0.030 Earth, grassed &winding 0.9 610 0.0150 11.47 36.02 Pipe Channel, Strom Sewer System 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.010 PVC smooth interior 13.4 1,236 Total 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by {enter your company name here) Printed 6/7/2023 HydroCAD®10 00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 103 Subcatchment 1S: Hydrograph 36 ❑Runoff 33.76 cfs 34 19032RAINFALL 24-hr SOP 100-yr 32- Rainfall=6.06" 30 28 Runoff Area=355,560 sf 26 Runoff Volume=119,775 cf 24 Runoff Depth=4.04"'. R 22 Flow Length=1,236' 20 Tc=13.4 min 0 18 16 CN=82 14 12 10 8 6 4 2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 104 Summary for Subcatchment 2S: Runoff = 1.48 cfs @ 12.00 hrs, Volume= 3,825 cf, Depth= 4.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Area (sf) CN Description " 4,881 98 Roofs, HSG D (Townhouses) 3,955 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 9,576 89 Weighted Average 4,695 49.03% Pervious Area 4,881 50.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow,Asphalt Road Smooth surfaces n= 0.011 P2=2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow, Asphalt curb Paved Kv=20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.010 PVC smooth interior 2.1 669 Total Subcatchment 2S: Hydrograph 1.48 cfs ❑Runoff 19032RAINFALL 24-hr'SOP 100-yr Rainfall=6.06" Runoff Area=9,576 sf Runoff Volume=3,825 cf 1_ Runoff Depth=4.79" Flow Length=669' 3 Tc=2.1 min C N=89 0 0 5 10 15 20 25 30 35 40 45 50 55• 60 65 70 75 80 85 90 95 Time (hours) 19032_POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 105 Summary for Subcatchment 3S: Runoff = 9.19 cfs @ 12.14 hrs, Volume= 32,517 cf, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Area (sf) CN Description 21,538 98 Roofs and Patios, HSG D (Townhouses) 37,365 80 >75% Grass cover, Good, HSG D 2,240 98 Water Surface, HSG D (Pocket Pond) 10,272 98 Water Surface, HSG D (Existing Pond) 3,980 79 <50% Grass cover, Poor, HSG B (Offsite) 8,950 77 Woods, Good, HSG D (Offsite) 3,017 55 Woods, Good, HSG B (Offsite) 87,362 86 Weighted Average 53,312 61.02% Pervious Area 34,050 38.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.56" 1.8 96 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.7 738 0.0271 7.31 71.27 Trap/Vee/Rect Channel Flow, Swale Bot.W=2.00' D=1.50' Z= 3.0 '/' Top.W=11.00' _ n= 0.030 Earth, grassed &winding 12.8 934 Total 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by {enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 106 Subcatchment 3S: Hydrograph 10 9.19 CfS ❑Runoff 9 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" 8- Runoff Area=87,362 sf 7 Runoff Volume=32,517 cf Runoff Depth=4.47" w 6- Flow Length=934' 5 Tc=12.8 min CN=86 4 3- 2- 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by {enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 107 Summary for Subcatchment 4S: Runoff = 18.28 cfs @ 12.02 hrs, Volume= 48,870 cf, Depth= 4.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Area (sf) CN Description 26,472 98 Roofs and Patios, HSG D (Townhouses) 60,427 80 >75% Grass cover, Good, HSG D 32,200 98 Paved roads w/curbs &sewers 3,241 98 Water Surface, HSG D (Pocket Pond) 122,340 89 Weighted Average 60,427 49.39% Pervious Area 61,913 50.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 22 0.0200 0.91 Sheet Flow, Asphalt Road Smooth surfaces n= 0.011 P2=2.56" 0.2 39 0.0400 4.06 Shallow Concentrated Flow,Asphalt Curb Paved Kv= 20.3 fps 0.9 319 0.0100 5.90 4.63 Pipe Channel, Catch Basin to Swale 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.3 806 0.0174 5.86 57.11 Trap/Vee/Rect Channel Flow,Swale Bot.W=2.00' D=1.50' Z= 3.07' Top.W=11.00' n= 0.030 Earth, grassed &winding 3.8 1,186 Total 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 108 Subcatchment 4S: Hydrograph 20. 18.28 CfS ❑Runoff 19 18 19032RAINFALL 24-hr SOP 100-yr 17 Rainfall=6.06" 16 Runoff Area=122,340 sf 15 14 Runoff Volume=48,870 cf 13- Runoff Depth=4.79" 11 Flow Length=1,186' 3 10 Tc=3.8 min s CN=89 8 7 s- 5 4 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 109 Summary for Subcatchment 5S: Runoff = 1.32 cfs @ 12.00 hrs, Volume= 3,441 cf, Depth= 4.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Area (so CN Description 4,881 98 Roofs, HSG D (Townhouses) 2,799 80 >75% Grass cover, Good, HSG D 740 79 Woods/grass comb., Good, HSG D- Rain Garden 8,420 90 Weighted Average 3,539 42.03% Pervious Area 4,881 57.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 17 0.0200 0.86 Sheet Flow, Asphalt Road Smooth surfaces n= 0.011 P2= 2.56" 0.6 68 0.0100 2.03 Shallow Concentrated Flow,Asphalt curb Paved Kv= 20.3 fps 1.2 584 0.0200 8.34 6.55 Pipe Channel, Storm Drain 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.010 PVC, smooth interior 2.1 669 Total Subcatchment 5S: Hydrograph 1.32 cfs ❑Runoff 19032RAINFALL 24-hr'SOP 100-yr Rainfall=6.06" Runoff Area=8,420 sf 1_ Runoff Volume=3,441 cf Runoff Depth=4.90" w Flow Length=669' 3 Tc=2.1 min U. CN=90 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 110 Summary for Pond 1 DP: Design Point Inflow Area = 565,262 sf, 38.20% Impervious, Inflow Depth = 3.78" for 100-yr event Inflow = 41.49 cfs @ 12.19 hrs, Volume= 178,112 cf Primary = 41.49 cfs @ 12.19 hrs, Volume= 178,112 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Pond 1 DP: Design Point Hydrograph ❑Inflow 46 ❑Primary 44 41.49 cfs 42 Inflow Area=565,262 sf 40 38 36 34 32 30 _ 28 a 26 24 0 22 u. 20 18 16 14 12 10 8 6 4 2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 111 Summary for Pond 1 F: Sedimentation Basin Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 4.04" for 100-yr event Inflow = 33.76 cfs @ 12.15 hrs, Volume= 119,775 cf Outflow = 33.63 cfs @ 12.16 hrs, Volume= 117,093 cf, Atten= 0%, Lag= 0.7 min Primary = 33.63 cfs @ 12.16 hrs, Volume= 117,093 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev= 502.98' @ 12.16 hrs Surf.Area= 3,114 sf Storage= 4,632 cf Plug-Flow detention time= 21.1 min calculated for 117,081 cf(98% of inflow) Center-of-Mass det. time= 7.7 min ( 814.1 -806.4 ) Volume Invert Avail.Storage Storage Description #1 500.00' 4,681 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 500.00 394 77.0 0 0 394 500.50 688 203.0 267 267 3,202 501.00 1,026 229.0 426 693 4,103 502.00 1,956 321.0 1,466 2,159 8,139 503.00 3,135 91.0 2,522 4,681 15,682 Device Routing Invert Outlet Devices #1 Primary 502.25' 20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=33.60 cfs @ 12.16 hrs HW=502.98' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 33.60 cfs @ 2.29 fps) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 112 Pond IF: Sedimentation Basin Hydrograph ❑Inflow ❑Primary 36 33.63 cfs 34 Inflow Area=355,560 sf 30 Peak Elev=502.98' 28 Storage=4,632 cf 26- 24 in 22 - 20 _O 18 16 14 12 10 8 6. 4 2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10 00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 113 Summary for Pond 1 P: Bioretention Inflow Area = 355,560 sf, 33.74% Impervious, Inflow Depth = 3.95" for 100-yr event Inflow = 33.63 cfs @ 12.16 hrs, Volume= 117,093 cf Outflow = 33.49 cfs @ 12.18 hrs, Volume= 116,969 cf, Atten= 0%, Lag= 0.7 min Primary = 33.49 cfs @ 12.18 hrs, Volume= 116,969 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Peak Elev= 502.82' @ 12.18 hrs Surf.Area= 3,689 sf Storage= 8,322 cf Plug-Flow detention time= 94.9 min calculated for 116,957 cf(100% of inflow) Center-of-Mass det. time= 94.4 min ( 908.5-814.1 ) Volume Invert Avail.Storage Storage Description #1 497.66' 8,988 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 497.66 3,437 257.0 0.0 0 0 3,437 497.67 3,437 257.0 40.0 14 14 3,440 498.33 3,437 257.0 20.0 454 467 3,609 499.00 3,437 257.0 20.0 461 928 3,781 500.00 3,437 257.0 20.0 687 1,615 4,038 501.00 3,437 257.0 20.0 687 2,303 4,295 502.00 3,059 248.0 100.0 3,246 5,549 4,736 502.50 3,437 257.0 100.0 1,623 7,172 5,120 503.00 3,831 267.0 100.0 1,816 8,988 5,557 Device Routing Invert Outlet Devices #1 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #3 Primary 497.50' 18.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #4 Device 1 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 3 502.25' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Device 1 497.83' 6.0" Round Underdrain L=45.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0036 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #8 Device 2 497.83' 6.0" Round Underdrain 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 114 L= 35.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0046 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #9 Device 3 497.83' 6.0" Round Underdrain L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert=497.83'/497.67' S= 0.0080 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #10 Device 7 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #11 Device 8 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf #12 Device 9 497.66' 0.250 in/hr Exfiltration over Surface area above 497.50' Excluded Surface area = 0 sf Primary OutFlow Max=33.45 cfs @ 12.18 hrs HW=502.82' (Free Discharge) F-Culvert (Passes 11.15 cfs of 14.36 cfs potential flow) 4=Orifice/Grate (Weir Controls 11.13 cfs @ 2.47 fps) Underdrain (Passes 0.02 cfs of 1.74 cfs potential flow) 10=Exfiltration (Exfiltration Controls 0.02 cfs) -f lUnderdrain lvert (Passes 11.15 cfs of 14.36 cfs potential flow) Orifice/Grate (Weir Controls 11.13 cfs @ 2.47 fps) (Passes 0.02 cfs of 1.82 cfs potential flow) 11=Exfiltration (Exfiltration Controls 0.02 cfs) =Culvert (Passes 11.15 cfs of 14.36 cfs potential flow) =Orifice/Grate (Weir Controls 11.13 cfs @ 2.47 fps) =Underdrain (Passes 0.02 cfs of 1.82 cfs potential flow) 12=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 1 P: Bioretention Hydrograph ❑Inflow 36' ❑Primary 33 33.49 cfs Inflow Area=355,560 sf 327 Peak Elev=502.82' 30. 28:26 Storage=8,322 cf 24- y 22 20 0 18 a 16- 14 12- 10= 8. 6: 4_ 2- 0 ....... ... .... .... .. .. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 115 Summary for Pond 2P: Rain Garden Inflow Area = 9,576 sf, 50.97% Impervious, Inflow Depth = 4.79" for 100-yr event Inflow = 1.48 cfs @ 12.00 hrs, Volume= 3,825 cf Outflow = 1.36 cfs @ 12.02 hrs, Volume= 2,729 cf, Atten= 8%, Lag= 1.2 min Primary = 1.36 cfs @ 12.02 hrs, Volume= 2,729 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 508.76' @ 12.02 hrs Surf.Area= 866 sf Storage= 1,304 cf Plug-Flow detention time= 136.7 min calculated for 2,729 cf(71% of inflow) Center-of-Mass det. time= 56.9 min (835.0-778.1 ) Volume Invert Avail.Storage Storage Description #1 505.99' 1,527 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 505.99 740 126.0 0.0 0 0 740 506.00 740 126.0 40.0 3 3 741 507.00 740 126.0 20.0 148 151 867 508.00 526 102.0 100.0 630 781 1,317 508.50 740 126.0 100.0 315 1,096 1,757 509.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.00' 8.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.00'/505.75' S= 0.0044 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 508.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 506.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/Outlet Invert= 506.44'/506.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 507.00' 0.250 in/hr Exfiltration over Surface area above 507.00' Excluded Surface area = 740 sf Primary OutFlow Max=1.36 cfs @ 12.02 hrs HW=508.76' (Free Discharge) 't- =Culvert (Passes 1.36 cfs of 2.07 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.36 cfs @ 1.67 fps) PUnderdrain (Passes 0.00 cfs of 1.20 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by(enter your company name here) Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 116 Pond 2P: Rain Garden Hydrograph ❑Inflow 1.48 cfS ❑Primary 1.36 cfs Inflow Area=9,57E sf Peak Elev=508.76' Storage=1 304 cf w 3 0 LL 0 .. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD0 10 00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 117 Summary for Pond 3F: Forebay Inflow Area = 87,362 sf, 38.98% Impervious, Inflow Depth = 4.47" for 100-yr event Inflow = 9.19 cfs @ 12.14 hrs, Volume= 32,517 cf Outflow = 9.17 cfs @ 12.15 hrs, Volume= 31,394 cf, Atten= 0%, Lag= 0.6 min Primary = 9.17 cfs @ 12.15 hrs, Volume= 31,394 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/2 Peak Elev= 500.00' @ 12.15 hrs Surf.Area= 912 sf Storage= 1,532 cf Plug-Flow detention time= 31.3 min calculated for 31,394 cf(97% of inflow) Center-of-Mass det. time= 11.1 min ( 807.3-796.2 ) Volume Invert Avail.Storage Storage Description #1 495.50' 2,037 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 495.50 13 14.0 0 0 13 496.00 42 24.0 13 13 45 497.00 141 43.0 87 100 151 498.00 336 67.0 232 331 369 499.00 592 90.0 458 789 666 500.00 914 113.0 747 1,536 1,052 500.50 1,090 122.0 500 2,037 1,230 Device Routing Invert Outlet Devices #1 Primary 499.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=9.16 cfs @ 12.15 hrs HW=500.00' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 9.16 cfs @ 1.85 fps) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 118 Pond 3F: Forebay Hydrograph ❑Inflow 10 ❑Primary 9.17 ifs Inflow Area=87,362 sf 9 Peak Elev=500.00' Storage=1,532 cf 7- 6- 5- 0 4 3- 2 1. 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 119 Summary for Pond 3P: Lower Pocket Pond Inflow Area= 87,362 sf, 38.98% Impervious, Inflow Depth = 4.31" for 100-yr event Inflow = 9.17 cfs @ 12.15 hrs, Volume= 31,394 cf Outflow = 8.16 cfs @ 12.22 hrs, Volume= 24,989 cf, Atten= 11%, .Lag=4.4 min Primary = 8.16 cfs @ 12.22 hrs, Volume= 24,989 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Starting Elev=497.00' Surf.Area= 2,240 sf Storage=4,708 cf Peak Elev=499.96' @ 12.22 hrs Surf.Area=4,378 sf Storage= 14,431 cf (9,723 cf above start) Plug-Flow detention time= 215.7 min calculated for 20,281 cf(65% of inflow) Center-of-Mass det. time= 91.2 min ( 898.5-807.3 ) Volume Invert Avail.Storage Storage Description #1 494.00' 16,921 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 939 116.0 0 0 939 495.00 1,334 138.0 1,131 1,131 1,401 496.00 1,800 160.0 1,561 2,692 1,944 497.00 2,240 184.0 2,016 4,708 2,623 498.00 2,958 209.0 2,591 7,299 3,429 499.00 3,646 234.0 3,296 10,595 4,338 500.00 4,412 258.0 4,023 14,618 5,309 500.50 4,805 267.0 2,304 16,921 5,708 Device Routing Invert Outlet Devices #1 Primary 497.50' 24.0" Round Culvert L= 20.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.50'/497.30' S= 0.0100 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 499.14' 3.0"Vert. Orifice/Grate-WQv C= 0.600 #3 Device 1 499.50' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 500.00' 8.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=8.14 cfs @ 12.22 hrs HW=499.96' (Free Discharge) TCulvert (Passes 8.14 cfs of 14.42 cfs potential flow) 2=Orifice/Grate-WQv (Orifice Controls 0.20 cfs @ 4.01 fps) 3=Orifice/Grate (Weir Controls 7.94 cfs @ 2.21 fps) 4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 120 Pond 3P: Lower Pocket Pond Hydrograph ❑Inflow 10 9.17 cfS I❑Primary s.� 9- Inflow Area=87,362 sf 6 cfs Peak Elev=499.96' 8 Storage=14,431 cf a 6 0 5 LL 4 3 2 1 0 . 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADD 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 121 Summary for Pond 4F: Forebay Inflow Area= 122,340 sf, 50.61% Impervious, Inflow Depth = 4.79" for 100-yr event Inflow = 18.28 cfs @ 12.02 hrs, Volume= 48,870 cf Outflow = 17.87 cfs @ 12.03 hrs, Volume= 46,854 cf, Atten= 2%, Lag= 0.8 min Primary = 17.87 cfs @ 12.03 hrs, Volume= 46,854 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 501.46' @ 12.03 hrs Surf.Area= 2,013 sf Storage= 3,261 cf Plug-Flow detention time= 38.4 min calculated for 46,854 cf(96% of inflow) Center-of-Mass det. time= 14.8 min (794.4-779.6 ) Volume Invert Avail.Storage Storage Description #1 496.50' 3,332 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 496.50 41 31.0 0 0 41 497.00 94 40.0 33 33 95 498.00 261 64.0 171 203 300 499.00 510 89.0 379 582 614 500.00 865 131.0 680 1,262 1,358 501.00 1,525 217.0 1,180 2,441 3,745 501.50 2,053 310.0 891 3,332 7,648 Device Routing Invert Outlet Devices #1 Primary 500.70' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=17.85 cfs @ 12.03 hrs HW=501.46' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 17.85 cfs @ 2.34 fps) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 122 Pond 4F: Forebay Hydrograph 20 18.28 cfs ❑meow ❑Primary 19 17.87 cfs Inflow Area=122,340 sf 18. 17. Peak Elev=501.46' 16 15 Storage=3,261 cf 14 13 w 12 %i 11 3 10- 0 9 LL 8 7 6 5 4 3 2 1" 0. 0 5 10- 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 123 Summary for Pond 4P: Upper Pocket Pond Inflow Area = 122,340 sf, 50.61% Impervious, Inflow Depth = 4.60" for 100-yr event Inflow = 17.87 cfs @ 12.03 hrs, Volume= 46,854 cf Outflow = 1.16 cfs @ 13.52 hrs, Volume= 36,153 cf, Atten= 94%, Lag= 89.7 min Primary = 1.16 cfs @ 13.52 hrs, Volume= 36,153 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Starting Elev=497.00' Surf.Area= 5,837 sf Storage= 13,327 cf Peak Elev= 501.08' @ 13.52 hrs Surf.Area= 10,376 sf Storage=46,083 cf (32,756 cf above start) Plug-Flow detention time= 1,188.1 min calculated for 22,824 cf(49% of inflow) Center-of-Mass det. time= 736.4 min ( 1,530.8-794.4 ) Volume Invert Avail.Storage Storage Description #1 494.00' 50,512 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 494.00 3,187 236.0 0 0 3,187 495.00 3,978 263.0 3,575 3,575 4,288 496.00 4,859 292.0 4,411 7,986 5,598 497.00 5,837 323.0 5,341 13,327 7,146 498.00 6,850 345.0 6,337 19,664 8,363 499.00 7,935 368.0 7,386 27,050 9,715 500.00 9,080 389.0 8,501 35,551 11,036 501.00 10,274 407.0 9,671 45,221 12,243 501.50 10,892 417.0 5,291 50,512 12,931 Device Routing Invert Outlet Devices #1 Primary 497.30' 18.0" Round Culvert L= 60.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert=497.00'/497.30' S=-0.0050 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 501.00' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 498.60' 3.0"Vert. Orifice/Grate-WQv C= 0.600 Primary OutFlow Max=1.11 cfs @ 13.52 hrs HW=501.08' (Free Discharge) t-t2=Orifice/G Culvert (Passes 1.11 cfs of 11.70 cfs potential flow) rate (Weir Controls 0.74 cfs @ 0.94 fps) 3=Orifice/Grate -WQv (Orifice Controls 0.36 cfs @ 7.39 fps) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 124 Pond 4P: Upper Pocket Pond Hydrograph ❑Inflow 20 17.87 CfS ❑Primary 18 Inflow Area=122,340 sf 16 Peak Elev=501.08' 15 Storage=46,083 cf 14 13- 12 11 3 10 o y a 8 7 6 5- 4 3 2 1.16 cfs 1 0- 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCADO 10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 125 Summary for Pond 5P: Rain Garden Inflow Area = 8,420 sf, 57.97% Impervious, Inflow Depth = 4.90" for 100-yr event Inflow = 1.32 cfs @ 12.00 hrs, Volume= 3,441 cf Outflow = 1.16 cfs @ 12.02 hrs, Volume= 2,345 cf, Atten= 12%, Lag= 1.5 min Primary = 1.16 cfs @ 12.02 hrs, Volume= 2,345 cf Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 509.73' @ 12.02 hrs Surf.Area= 853 sf Storage= 1,282 cf Plug-Flow detention time= 146.7 min calculated for 2,345 cf(68% of inflow) Center-of-Mass det. time= 63.6 min ( 838.6-775.0 ) Volume Invert Avail.Storage Storage Description #1 506.99' 1,527 cf Custom Stage Data(Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 506.99 740 126.0 0.0 0 0 740 507.00 740 126.0 40.0 3 3 741 508.00 740 126.0 20.0 148 151 867 509.00 526 102.0 100.0 630 781 1,317 509.50 740 126.0 100.0 315 1,096 1,757 510.00 992 150.0 100.0 431 1,527 2,288 Device Routing Invert Outlet Devices #1 Primary 506.50' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 506.50'/506.00' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 509.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 507.44' 6.0" Round Underdrain L=44.0' CPP, mitered to conform to.fill, Ke= 0.700 Inlet/Outlet Invert= 507.44'/507.00' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 508.00' 0.250 in/hr Exfiltration over Surface area above 508.00' Excluded Surface area = 740 sf Primary OutFlow Max=1.16 cfs @ 12.02 hrs HW=509.73' (Free Discharge) t =Culvert (Passes 1.16 cfs of 2.26 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.16 cfs @ 1.58 fps) 2Underdrain (Passes 0.00 cfs of 1.19 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.00 cfs) 19032 POST 19032RAINFALL 24-hr SOP 100-yr Rainfall=6.06" Prepared by{enter your company name here} Printed 6/7/2023 HydroCAD®10.00-26 s/n 11624 ©2020 HydroCAD Software Solutions LLC Page 126 Pond 5P: Rain Garden Hydrograph ❑Inflow 1.32 cfS ❑Primary Inflow Area=8,420 sf 1.16 cfs Peak Elev=509.73' Storage=1 ,282 cf N O 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) APPENDIX E DRAFT N.O.I. 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 NOI for coverage under Stormwater General Permit for Construction Activity version 1.35 (Submission #: HPG-Y7QN-X470W, version 1) Details Originally Started By Matthew Huntington Alternate Identifier Meads Lot Townhouses Submission ID HPG-Y7QN-X470W Submission Reason New Status Draft Active Steps Form Submitted Form Input Owner/Operator Information Owner/Operator Name (Company/Private Owner/Municipality/Agency/Institution, etc.) Foothills Builders Owner/Operator Contact Person Last Name (NOT CONSULTANT) Joseph Owner/Operator Contact Person First Name Leuci Owner/Operator Mailing Address 9 Mountainside Drive City Queensbury https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49b1-8263-bc02386e2cOe/forminput 1/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NO[for coverage under Stormwater General Permit for Construction Activity.Revision 1 State New York Zip 12804 Phone 5187911851 Email NONE PROVIDED Federal Tax ID NONE PROVIDED Project Location Project/Site Name Meads Lot Townhouses Street Address (Not P.O. Box) 361 Ridge Road Side of Street West City/Town/Village (THAT ISSUES BUILDING PERMIT) Queensbury State NY Zip 12804 DEC Region 5 County WARREN Name of Nearest Cross Street Quaker Road Distance to Nearest Cross Street (Feet) 350' Project In Relation to Cross Street South https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49b1-8263-bc02386e2cOe/forminput 2/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 Tax Map Numbers Section-Block-Parcel 303.5-1-79 Tax Map Numbers NONE PROVIDED 1. Coordinates Provide the Geographic Coordinates for the project site. The two methods are: - Navigate to the project location on the map (below) and click to place a marker and obtain the XY coordinates. -The "Find Me" button will provide the lat/long for the person filling out this form. Then pan the map to the correct location and click the map to place a marker and obtain the XY coordinates. Navigate to your location and click on the map to get the X,Y coordinates 43.33033636849444,-73.63953978598327 Project Details 2. What is the nature of this project? New Construction 3. Select the predominant land use for both pre and post development conditions. Pre-Development Existing Landuse Commercial Post-Development Future Land Use Multifamily Residential 3a. If Single Family Subdivision was selected in question 3, enter the number of subdivision lots. NONE PROVIDED 4. In accordance with the larger common plan of development or sale, enter the total project site acreage, the acreage to be disturbed and the future impervious area (acreage)within the disturbed area. *** ROUND TO THE NEAREST TENTH OF AN ACRE. *** Total Site Area (acres) 10.97 Total Area to be Disturbed (acres) 10.22 https://nform-prod.dee.ny.gov/app/#/submissionversion/3f4cad2d-1237-49b1-8263-bc02386e2cOe/forminput 3/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NO[for coverage under Stormwater General Permit for Construction Activity.Revision 1 Existing Impervious Area to be Disturbed (acres) 2.73 Future Impervious Area Within Disturbed Area (acres) 5.86 5. Do you plan to disturb more than 5 acres of soil at any one time? Yes 6. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A (%) 0 B (%) 0 C (%) 0 D (%) 100 7. Is this a phased project? Yes 8. Enter the planned start and end dates of the disturbance activities. Start Date NONE PROVIDED End Date NONE PROVIDED 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Irrigation pond (onsite) that connects to a DEC wetland across the street via a culvert 9a. Type of waterbody identified in question 9? Wetland/Federal Jurisdiction On Site (Answer 9b) Wetland/State Jurisdiction Off Site Other Waterbody Type Off Site Description Wetland ID: GF-19 9b. If "wetland" was selected in 9A, how was the wetland identified? Regulatory Map https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49bl-8263-bcO2386e2cOe/forminput 4/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NO[for coverage under Stormwater General Permit for Construction Activity.Revision 1 10. Has the surface waterbody(ies in question 9 been identified as a 303(d) segment in Appendix E of GP-0-20-001? No 11. Is this project located in one of the Watersheds identified in Appendix C of GP-0- 20-001? No 12. Is the project located in one of the watershed areas associated with AA and AA- S classified waters? Yes If No, skip question 13. 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is identified as D (provided the map unit name is inclusive of slopes greater than 25%), E or F on the USDA Soil Survey? No If Yes, what is the acreage to be disturbed? NONE PROVIDED 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? No 16. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? No 16. What is the name of the municipality/entity that owns the separate storm sewer system? NONE PROVIDED 17. Does any runoff from the site enter a sewer classified as a Combined Sewer? No 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? No 19. Is this property owned by a state authority, state agency, federal government or local government? No 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) No https:Hnform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49bl-8263-bcO2386e2cOe/forminput 5/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NO[for coverage under Stormwater General Permit for Construction Activity.Revision 1 Required SWPPP Components 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? Yes 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 Quantity Control practices/techniques)? Yes If you answered No in question 22, skip question 23 and the Post-construction Criteria and Post-construction SMP Identification sections. 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Stormwater Management Design Manual? Yes 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: Professional Engineer (P.E.) SWPPP Preparer Matthew Huntington Contact Name (Last, Space, First) Huntington, Matthew Mailing Address P.O. Box 272 City Saratoga Springs State New York Zip 12866 Phone 5184504030 Email mhuntington@studioadpc.com Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49bl-8263-bcO2386e2cOe/forminput 6115 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NO[for coverage under Stormwater General Permit for Construction Activity.Revision 1 2) The certified SWPPP preparer should sign this form 3) Scan the signed form 4) Upload the scanned document Download SWPPP Preparer Certification Form Please upload the SWPPP Preparer Certification Signature Page.pdf- 04/14/2022 02:35 PM Comment NONE PROVIDED Erosion & Sediment Control Criteria 25. Has a construction sequence schedule for the planned management practices been prepared? Yes 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural Silt Fence Stabilized Construction Entrance Biotechnical None Vegetative Measures Seeding Mulching Grassed Waterway Topsoiling Permanent Structural Land Grading Rock Outlet Protection Other Concrete Washout Areas Post-Construction Criteria * IMPORTANT: Completion of Questions 27-39 is not required if response to Question 22 is No. https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49b1-8263-bc02386e2cOe/forminput 7/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NO[for coverage under Stormwater General Permit for Construction Activity.Revision 1 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. Roadway Reduction Driveway Reduction Cul-de-sac Reduction Building Footprint 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). 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). 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). (Acre-feet) .57 29. Post-construction SMP Identification Use the Post-construction SMP Identification section to identify the RR techniques (Area Reduction), RR tech niques(Volume Reduction) and Standard SMPs with RRv Capacity that were used to reduce the Total WQv Required (#28). Identify the SMPs to be used by providing 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 the Post-Construction SMP Identification section 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. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. (acre-feet) .15 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28)? No 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)] (acre-feet) .11 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? Yes https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49b1-8263-bc02386e2cOe/forminput 8/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 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 (#28). 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 SWPPR If No, sizing criteria has not been met; therefore, NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 33. SMPs Use the Post-construction SMP Identification section to identify the Standard SMPs and, if applicable, the Alternative SMPs to be used to treat the remaining total WQv (=Total WQv Required in #28 - Total RRv Provided in #30). Also, provide the total impervious area that contributes runoff to each practice selected. NOTE: Use the Post-construction SMP Identification section 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. (acre-feet) 1.59 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 - 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 (#33a). 1.74 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? Yes If Yes, go to question 36. If No, sizing criteria has not been met; therefore, 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 (acre-feet) NONE PROVIDED CPv Provided (acre-feet) NONE PROVIDED 36a. The need to provide channel protection has been waived because: NONE PROVIDED https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49bl-8263-bcO2386e2cOe/forminput 9/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NO[for coverage under Stormwater General Permit for Construction Activity.Revision 1 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (#37a), if applicable. Overbank Flood Control Criteria (Qp) Pre-Development (CFS) 20.90 Post-Development (CFS) 17.59 Total Extreme Flood Control Criteria (Qf) Pre-Development (CFS) 44.46 Post-Development (CFS) 43.62 37a. The need to meet the Qp and Qf criteria has been waived because: NONE PROVIDED 38. Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? Yes If Yes, Identify the entity responsible for the long term Operation and Maintenance Foothills Builders 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. Presence of clay soils and a shallow groundwater table Post-Construction SMP Identification Runoff Reduction (RR) Techniques, Standard Stormwater Management Practices (SMPs) and Alternative SMPs Identify the Post-construction SMPs to be used by providing 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. RR Techniques (Area Reduction) Round to the nearest tenth hftps://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49b1-8263-bcO2386e2cOe/forminput 10/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NO[for coverage under Stormwater General Permit for Construction Activity.Revision 1 Total Contributing Acres for Conservation of Natural Area (RR-1) 0 Total Contributing Impervious Acres for Conservation of Natural Area (RR-1) 0 Total Contributing Acres for Sheetflow to Riparian Buffers/Filter Strips (RR-2) 0 Total Contributing Impervious Acres for Sheetflow to Riparian Buffers/Filter Strips (RR-2) 0 Total Contributing Acres for Tree Planting/Tree Pit(RR-3) 0 Total Contributing Impervious Acres for Tree Planting/Tree Pit (RR-3) 0 Total Contributing Acres for Disconnection of Rooftop Runoff(RR-4) 0 RR Techniques (Volume Reduction) Total Contributing Impervious Acres for Disconnection of Rooftop Runoff(RR-4) 0 Total Contributing Impervious Acres for Vegetated Swale (RR-5) 0 Total Contributing Impervious Acres for Rain Garden (RR-6) .34 Total Contributing Impervious Acres for Stormwater Planter (RR-7) 0 Total Contributing Impervious Acres for Rain Barrel/Cistern (RR-8) 0 Total Contributing Impervious Acres for Porous Pavement (RR-9) 0 Total Contributing Impervious Acres for Green Roof(RR-10) 0 Standard SMPs with RRv Capacity hftps://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49bl-8263-bcO2386e2cOe/forminput 11/15 4114122,3:27 PM NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 Total Contributing Impervious Acres for Infiltration Trench (1-1) NONE PROVIDED Total Contributing Impervious Acres for Infiltration Basin (1-2) NONE PROVIDED Total Contributing Impervious Acres for Dry Well (1-3) NONE PROVIDED Total Contributing Impervious Acres for Underground Infiltration System (1-4) NONE PROVIDED Total Contributing Impervious Acres for Bioretention (F-5) 8.37 Total Contributing Impervious Acres for Dry Swale (0-1) NONE PROVIDED Standard SMPs Total Contributing Impervious Acres for Micropool Extended Detention (P-1) NONE PROVIDED Total Contributing Impervious Acres for Wet Pond (P-2) NONE PROVIDED Total Contributing Impervious Acres for Wet Extended Detention (P-3) NONE PROVIDED Total Contributing Impervious Acres for Multiple Pond System (P-4) NONE PROVIDED Total Contributing Impervious Acres for Pocket Pond (P-5) 5.03 Total Contributing Impervious Acres for Surface Sand Filter(F-1) NONE PROVIDED Total Contributing Impervious Acres for Underground Sand Filter (F-2) NONE PROVIDED Total Contributing Impervious Acres for Perimeter Sand Filter (F-3) NONE PROVIDED Total Contributing Impervious Acres for Organic Filter (F-4) NONE PROVIDED Total Contributing Impervious Acres for Shallow Wetland (W-1) NONE PROVIDED https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49bl-8263-bcO2386e2cOe/forminput 12/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 Total Contributing Impervious Acres for Extended Detention Wetland (W-2) NONE PROVIDED Total Contributing Impervious Acres for PondMetland System (W-3) NONE PROVIDED Total Contributing Impervious Acres for Pocket Wetland (W-4) NONE PROVIDED Total Contributing Impervious Acres for Wet Swale (0-2) NONE PROVIDED Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Impervious Area for Hydrodynamic NONE PROVIDED Total Contributing Impervious Area for Wet Vault NONE PROVIDED Total Contributing Impervious Area for Media Filter NONE PROVIDED "Other" Alternative SMP? NONE PROVIDED Total Contributing Impervious Area for "Other" NONE PROVIDED Provide the name and manufaturer of the alternative SMPs (i.e. proprietary practice(s)) being used for WQv treatment. Note: 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 WQv provided for the project. Manufacturer of Alternative SMP NONE PROVIDED Name of Alternative SMP NONE PROVIDED Other Permits https://nform-prod.dec.ny.gov/app/#/submissionversion/3f4cad2d-1237-49b1-8263-bc02386e2cOe/forminput 13/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 40. Identify other DEC permits, existing and new, that are required for this project/facility. NONE PROVIDED If SPDES Multi-Sector GP, then give permit ID NONE PROVIDED If Other, then identify NONE PROVIDED 41. Does this project require a US Army Corps of Engineers Wetland Permit? No If"Yes," then indicate Size of Impact, in acres, to the nearest tenth NONE PROVIDED 42. 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. NONE PROVIDED MS4 SWPPP Acceptance 43. Is this project subject to the requirements of a regulated, traditional land use control MS4? Yes - Please attach the MS4 Acceptance form below If No, skip question 44 44. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? No MS4 SWPPP Acceptance Form Download Download form from the link below. Complete, sign, and upload. MS4 SWPPP Acceptance Form MS4 Acceptance Form Upload NONE PROVIDED Comment NONE PROVIDED Owner/Operator Certification Owner/Operator Certification Form Download Download the certification form by clicking the link below. Complete, sign, scan, and upload the form. hftps://nform-prod.dec.ny.gov/app/#/submissionversion/3f4ead2d-1237-49b1-8263-bc02386e2cOe/forminput 14/15 4/14/22,3:27 PM NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 Owner/Operator Certification Form (PDF, 45KB), Upload Owner/Operator Certification Form NONE PROVIDED Comment NONE PROVIDED Attachments Date Attachment Name Context User 4/14/2022 2:35 PM Signature Page.pdf Attachment Matthew Huntington Status History User Processing Status 4/14/2022 1:40:53 PM Matthew Huntington Draft Processing Steps Step Name Assigned To/Completed By Date Completed Form Submitted Under Review DAVID GASPER Under Review Daniel von Schilgen hftps://nform-prod.dec.ny.gov/app/#/submissionversion/3f4ead2d-1237-49b1-8263-bc02386e2cOe/forminput 15/15 APPENDIX F GREEN INFRASTRUCTURE WORKSHEETS Total Runoff Reduction Techiques/Standard Total Contributing Contributing WQv Reduced WQV SMPs Area Impervious (RRv) Treated Area (acres) (acres) cf cf Conservation of Natural Areas RR-1 0.00 0.00 Sheetflow to Riparian Buffers/Filter RR-2 0.00 0.00 Y � ° Strips N Tree Planting/Tree Pit RR-3 0.00 0.00 � Disconnection of Rooftop Runoff RR-4 � „ 0.00 U E Vegetated Swale RR-5 0.00 0.00 0 o Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 000 g cu Rain Barrel/Cistern RR-8 0.00 0.00 0 Q Porous Pavement RR-9 0.00 0.00 0 Green Roof(Intensive& Extensive) RR-10 0.00 0.00 0 Infiltration Trench 1-1 0.00 0.00 0 0 c Infiltration Basin 1-2 1 0.00 0.00 0 0 U N Q Dry Well 1-3 0.00 0.00 0 0 m u Underground Infiltration System 1-4 CC Bioretention &Infiltration Bioretention F-5 8.89 2.99 6607 7443 v) 3 Dry Swale 0-1 0.00 0.00 0 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 Wet Extended Detention (P-3) P-3 Multiple Pond system(P-4) P-4 4 w Pocket Pond (p-5) P-5 2.11 .0.93 11528.000 a Pocket Pond (p-5) P-5 2.31 1.30 49429.000 N Surface Sand filter(F-1) F-1 Underground Sand filter(F-2) F-2 Perimeter Sand Filter(F-3) F-3 v) Organic Filter(F-4 F-4 { Shallow Wetland (W-1) W-1g Extended Detention Wetland (W-2 W-2y Pond/Wetland System (W-3) W-3 Pocket Wetland (W-4) W-4 Wet Swale(0-2) 0-2 �, o x„ Totals by Area Reduction -> 0.00 0.00 0 ,w Totals by Volume Reduction 4 0.00 0.00 0 Totals by Standard SMP w/RRV 8.89 2.99 6607 7443 Totals by Standard SMP 4.42 2.23 60957 Totals ( Area + Volume + all SMPS)l 13.31 5.22 6,607 68,400 Version 1.8 Total Water Quality Volume Calculation Last Updated: 11/09/2015 WQv(acre-feet)= [(P)(Rv)(A)]/12 Is this project subject to Chapter 10 of the NYS Design Manual (i.e.WQv is equal to post- development 1 year runoff volume)?...................................................................................... Design Point: 1 P=J 1.20 linch Itnp� 1 ;8.37 2.75- , 33% 0.35� 12,604 2 0.27 6.12 44% 0.45 529 3 2.11 0.82 39% 0.40 3,674 4 2.92 1.19 41% 0.42 5,301 5 0.25 ", 0.12 48% 0.48 525 6 7 8 9 10 Subtotal(1-30) 13.92 5.00 36% 0.37 22,634 Subtotal 1 Total 1 13.92 5.00 36% 0.37 22,634 Initial WQv Ya k x Ident�#y Ran4ff Reduction�Technrques By`Area � r 11, �� Cor�tr�bu#mg S a 7 a 4 e Conservation of Natural Areas 0.00 0.00 minimum 10,000 sf maximum contributing length 75 feet to Riparian Buffers 0.00 0.00 150 feet Filter Strips 0.00 0.00 Up to 100 sf directly connected impervious Tree Planting 0.00 0.00 area may be subtracted per tree Total 0.00 0.00 Recalculate WQv after application of Area liecluction'Techmques Percent �Runoff Total Area Imperviaus Area,- _ WQv Impervious Coefifiicie-nt . fAcresJ �:lAeresJ:` "«Initial WQv" 13.92 5.00 36% 0.37 22,634 Subtract Area 0.00 0.00 WQv adjusted after Area 13.92 5.00 36% 0.37 22,634 Reductions Disconnection of Rooftops ;. x 0.00 } �.. Adjusted WQv after Area Reduction and Rooftop 13.92 5.00 36% 0.37 22,634 Disconnect WQv reduced by Area 0 Reduction techniques Minimum RRv Soil Group Acres S A 55% B 40% C 30% D 100 00 20% Total Area 100 Calculate tine M�n�mum R�tv 3 N ry ,r S= 0.20 Impervious= 5.00 acre Precipitation 1.2 in Rv 0.95 Minimum RRv 4,138 3 0.10 fa NOI QUESTIONS # plaest��aa �' Reported Value cf of 28 Total Water Quality Volume(WQv) Required 22634 0.520 30 Total RRV Provided 6607 0.152 31 Is RRv Provided >_WQv Required? No 32 Minimum RRv 4138 0.095 32a Is RRv Provided >_Minimum RRv Required? Yes 33a Total WQv Treated 68400 1.570 34 Sum of Volume Reduced &Treated 75007 1.722 34 Sum of Volume Reduced and Treated 75007 1.722 35 Is Sum RRv Provided and WQv Provided >_WQv Required? Yes r pply Peak FCow Atenaat�on NR Ai A 36 Channel Protection Cpv 37 Overbank Qp 37 Extreme Flood Control Cj f Are Quantity Control requirements met? Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area(ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some df Depth of the Soil Medium(feet) k reported conductivity values are: Sand-3.5 ft/day (City of Austin 1988);Peat-2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media(days) 1996);Bioretention Soil (0.5 ft/day (Claytor& C18S#gh PO111tV 1 _. _s _, ; , Enter S�#e Data For Drainage Area to be Treated byPract�ce ,.: lmperwous Percent. Catchment Total Area wQ� Preclp�tafion Area lmperviaus Rv s Descnpt�on Number (Acres) (fit ) jr�►) (Acres) % 1 8.37 2.75 0.33 0.35 12604.09 1.20 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 0.00 33% 0.35 12,604 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 558 3 routed to this practice. Soil lnformat�or► Soil Group D Soil Infiltration Rate in/hour Using Underdrains? Yes Okay Calculate tF�e Manmam Ifillter E#rea a.„ WQv. 13,162 ft 3 Enter Depth of Soil Media df 3.66 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5ft/day Enter Average Height of Ponding hf 0.5 ft 6 inches max. Enter Filter Time tf 7.32 days Required Filter Area Af 3164 ft 2 F ,. .;;.,.z V � Determ�r►e Actua3i 8�a Retention i4rea Filter Width 50 ft Filter Length 68.74 ft Filter Area 3437 2 Actual Volume Provided 14298 3 Dete�rr>ine Runoff Reduction' , Is the Bioretention contributing flow to No Select Practice Other/Standard SMP another practice? RRv 5,719 RRv applied 5,719 ft 3 This is 40%of the storage provided or WQv whichever is less. Volume Treated 7,443 s This is the portion of the WQv that is not reduced in the practice. Volume Directed 0 ft s This volume is directed another practice Sizing V OK Check to be sure Area provided >Af Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area(ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some reported conductivity values are: Sand-3.5 ft/day df Depth of the Soil Medium(feet) k (City of Austin 1988);Peat-2.0 ft/day(Galli 1990); hf Average height of water above the planter bed leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media(days) 1996);Bioretention Soil (0.5 ft/day (Claytor& Schueler,1996) De51g11 IPOint 1 Ertiker 5�te Data for Drainage Area#o be Treated by Practice � `� `� �� Irnpervi9us 3Percent a t� Descr p � m 5 0.25 0.12 0.48 0.48 524.90 1.20 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 48% 0.48 525 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. Soil Group D Soil Infiltration Rate in/hour Using Underdrains? Yes Okay ?r - ��, 1�1I um WQv 525 ft,,., r.3 Enter Depth of Soil Media df 1 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf. 0.5 ft 6 inches max. Enter Filter Time tf 2 days Required Filter Area Af 350 ft2 � 7 � � �.. .�j gym,}Determine Actual,B�o Retentwon Area Filter Width 20 ft Filter Length 37 ft Filter Area 740 ft Z Actual Volume Provided 1110 3 Is the Bioretention contributing flow to Yes Select Practice Bioretention another practice? R Rv 444 3 This is 40%of the storage provided or WQv RRv applied 444 whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 81 3 This volume is directed another practice Sizing V OK I Check to be sure Area provided >Af Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area(ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some df Depth of the Soil Medium(feet) k reported conductivity values are: Sand-3.5 ft/day (City of Austin 1988);Peat-2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media(days) 1996);Bioretention Soil (0.5 ft/day (Claytor& De$�gn Point: 1 r Enter S�#e Data I`or DraanageArea to be7reated by Practice ` � � � , lmperviotas Percent', 4 Catchmen# Total Area WCiv Prec�p�tat�on 5 f Area lmperu�ous`� Rv 5�. 3 � t?escrl!ptian 2 0.27 0.12 0.44 0.45 529.25 1.20 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 44% 0.45 529 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft yffi Soil Group D Soil Infiltration Rate in/hour Using Underdrains? Yes Okay gjg, ; `L` 4 ,y t a., a i'v { wz i� e'tf: n r"'-NO w ?sO` „44M �y& ' 3�{ aa.c � ^.� ` arc. � nr WQv 529 ft 3 Enter Depth of Soil Media df 1 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf 0.5 ft 6 inches max. Enter Filter Time tf 2 days Required Filter Area Af 353 ft2 4, w De#erm� e lcl ual S�xr-teteat�on Area l Filter Width 20 ft Filter Length 37 ft Filter Area 740 ft 2 Actual Volume Provided 1110 3 ;Determine Runoff Reduction_ Is the Bioretention contributing flow to Yes Select Practice Bioretention another practice? RRv 444 RRv applied 444 ft,3 This is 40%of the storage provided or WQv whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 85 ft 3 This volume is directed another practice Sizing V OK I Check to be sure Area provided >Af APPENDIX G SOIL RESTORATION REQUIREMENTS Type of Soil Disturbance Soil Restoration Re uirement Comments/Examples No soil disturbance Restoration not permitted Preservation of Natural Features Minimal soil disturbance Restoration not required Clearing and grubbing Areas where topsoil is HSG A&B HSG C&D stripped only-no change Protect area from any ongoing apply 6 inches Aerate* and apply 6 construction activities. in grade of topsoil inches of topsoil HSG A&B HSG C&D Areas of cut or fill Aerate and Apply full Soil apply 6 inches Restoration** of topsoil Heavy traffic areas on site (especially in a zone 5-25 Apply full Soil Restoration(de- feet around buildings but compaction and compost not within a 5 foot enhancement) perimeter around foundation walls) Keep construction equipment from Areas where Runoff Restoration not required, but may be crossing these areas.To protect Reduction and/or newly installed practice from any Infiltration practices are applied to enhance the reduction ongoing construction activities applied specified for appropriate practices. construct a single phase operation fence area Soil Restoration is required on Redevelopment projects redevelopment projects in areas where existing impervious area will be converted to pervious area. *Aeration includes the use of machines such as tractor-drawn implements with coulters making a narrow slit in the soil,a roller with many spikes making indentations in the soil, or prongs which function like a mini-subsoiler. ** Per"Deep Ripping and De-compaction, DEC 2008". sr° EnP mental New York State Conservation DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Water Deep-Rippingand Decompaction April 2008 New York State Department of Environmental Conservation Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture&Markets) Alternative Stormwater Management Deep-Ripping and Decompaction Description The two-phase practice of 1) "Deep Ripping;" and 2) "Decompaction" (deep subsoiling), of the soil material as a step in the cleanup and restoration/landscaping of a construction site, helps mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the substantial increase in the bulk density of the soil material Deep Ripping and Decompaction are key factors which help in restoring soil pore space and permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land grading, the ongoing movement of construction equipment and the transport of building materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing of layers (horizons) of soil materials, compression of those materials and diminished soil porosity which, if left unchecked, severely impairs the soil's water holding capacity and vertical drainage(rainfall infiltration), from the surface downward. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration of a project. Soil in very moist to wet condition when compacted, will have severely reduced permeability. Figure 1 displays the early stage of the deep-ripping phase (Note that all topsoil was stripped prior to construction access, and it remains stockpiled until the next phase — decompaction— is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of several series of incrementally deepening passes through the construction access corridor's densely compressed subsoil material. Figure 2 illustrates the approximate volumetric composition of a loam surface soil when conditions are good for plant growth, with adequate natural pore space for fluctuating moisture conditions. E i #''. � � + c w Fig. 1.A typical deep ripping phase of this practice, during the first in a series of Fig.2.About 50%of the volume of undisturbed progressively deeper"rips"through severely loam surface soil is pore space,when soil is in compressed subsoil. good condition for plant growth. Brady,2002. 1 Recommended Application of Practice The objective of Deep Ripping and Decompaction is to effectively fracture : (vertically and laterallly)through the thickness of the physically compressed subsoil material h x 5r (see Figure 3), restoring soil porosity and � W permeability and aiding infiltration to help : k reduce runoff. Together with topsoil stripping, the"two-phase"practice of Deep Ripping and Decompaction first became established as a"best ty , management practice"through ongoing successx . on commercial farmlands affected by heavy Fig. 3. Construction site with significant utility construction right-of-way projects compaction of the deep basal till subsoil (transmission pipelines and large power lines). extends 24 inches below this exposed cut- and-fill work surface. Soil permeability, soil drainage and cropland productivity were restored. For broader construction application,the two-phase practice of Deep Ripping and Decompaction is best adapted to areas impacted with significant soil compaction, on contiguous open portions of large construction sites and inside long, open construction corridors used as temporary access over the duration of construction. Each mitigation area should have minimal above-and-below-ground obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting implements. Conversely,the complete two-phase practice is not recommended in congested or obstructed areas due to the limitations on tractor and implement movement. Benefits Aggressive "deep ripping" through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by "decompaction," i.e.: "sub-soiling," through the restored topsoil layer down into the subsoil,offers the following benefits: • Increases the project (larger size) area's direct surface infiltration of rainfall by providing the open site's mitigated soil condition and lowers the demand on concentrated runoff control structures • Enhances direct groundwater recharge through greater dispersion across and through a broader surface than afforded by some runoff-control structural measures • Decreases runoff volume generated and provides hydrologic source control • May be planned for application in feasible open locations either alone or in 2 conjunction with plans for structural practices (e.g., subsurface drain line or infiltration basin) serving the same or contiguous areas • Promotes successful long-term revegetation by restoring soil permeability, drainage and water holding capacity for healthy (rather than restricted) root-system development of trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. Feasibility/Limitations The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: the original(undisturbed) soil's hydrologic characteristics; the general slope; local weather/timing (soil moisture) for implementation; the space-related freedom of equipment/implement maneuverability(noted above in Recommended Application of Practice), and by the proper selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include: Soil In the undisturbed condition, each identified soil type comprising a site is grouped into one of four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a range of characteristics including soil texture,drainage capability when thoroughly wet, and depth to water table. The natural rates of infiltration and transmission of soil-water through the undisturbed soil layers for Group A is "high" with a low runoff potential while soils in Group B are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, depending somewhat on slope. Soils in Group C have slow rates of infiltration and transmission of soil-water and a moderately high runoff potential influenced by soil texture and slope; while soils in Group D have exceptionally slow rates of infiltration and transmission of soil- water, and high runoff potential. - In Figure 4,the profile displays the undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate of x} = infiltration through the subsoil. The slow rate {.. of infiltration begins immediately below the 1" ' topsoil horizon(30 cm), due to the limited _ a amount of macro pores, e.g.: natural subsoil �� J fractures, worm holes and root channels. Infiltration after the construction-induced mixing and compression of such subsoil material is virtually absent; but can be restored back to this natural level with the Fig. 4. Profile(in centimeters) displaying the two-phase practice of deep ripping and infiltration test result of the natural undisturbed decompaction, followed by the permanent horizons of a soil in Hydrologic Soil Group C. establishment of an appropriate, deep taproot 3 lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction- induced mixing and compression of such subsoil material can be notably rehabilitated with the Deep Ripping and Decompaction practice,which prepares the site for the appropriate long-term lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. needed for all rehabilitated soils. Generally, soils in Hydrologic Soil Groups A and B,which respectively may include deep,well- drained, sandy-gravelly materials or deep,moderately well-drained basal till materials, are among the easier ones to restore permeability and infiltration,by deep ripping and decompaction. Among the many different soils in Hydrologic Soil Group C are those unique glacial tills having a natural fragipan zone,beginning about 12 to 18 inches (30—45cm), below surface.Although soils in Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and fostering infiltration to a level equal to that of pre-disturbance. Soils in Hydrologic Soil Group D typically have a permanent high water table close to the surface, influenced by a clay or other highly impervious layer of material. In many locations with clay subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added impact on infiltration; and structural runoff control practices rather than Deep Ripping and Decompaction should be considered. The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the analyzed subsoil horizons' materials referred to in the county soil survey) should always be taken into account. Sites made up with significant quantities of large rocks, or having a very shallow depth to bedrock, are not conducive to deep ripping and decompation(subsoiling); and other measures may be more practical. Slope The two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most practical on flat, gentle and moderate slopes. In some situations, such as but not limited to temporary construction access corridors, inclusion areas that are moderately steep along a project's otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited instances of moderate steepness on other projects, however, the post-construction land use and the relative alignment of the potential ripping and decompaction work in relation to the lay of the slope should be reviewed for safety and practicality. In broad construction areas predominated by moderately steep or steep slopes, the practice is generally not used. Local Weather/Timing/Soil Moisture Effective fracturing of compressed subsoil material from the exposed work surface, laterally and vertically down through the affected zone is achieved only when the soil material is moderately dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 4 subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in either a "plastic" or "liquid" state of soil consistency. Pulling the respective implements legs through the soil when it is overly moist only results in the "slicing and smearing" of the material or added "squeezing and compression" instead of the necessary fracturing. Ample drying time is needed for a "rippable" soil condition not merely in the material close to the surface, but throughout the material located down to the bottom of the physically compressed zone of the subsoil. The "poor man's Atterberg field test" for soil plasticity is a simple "hand-roll" method used for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep _ ripping of subsoil; respreading of topsoil in a friable state; and final decompaction (deep subsoiling). Using a sample of soil material obtained from the planned bottom depth of ripping, e.g.: 20 - 24 inches below exposed subsoil surface, the sample is hand rolled between the palms down to a 1/8-inch diameter ' " thread. (Use the same test for stored topsoil Fig. 5. Angered from a depth of 19 inches material before respreading on the site.) If the below the surface of the replaced topsoil, respective soil sample crumbles apart in this subsoil sample was hand rolled to a segments no greater than 3/8 of an inch long, by 1/8-inch diameter. The test shows the soil at the time it is rolled down to 1/8 inch diameter, it this site stretches out too far without is low enough in moisture for deep ripping (or crumbling; it indicates the material is in a topsoil replacement), and decompaction. plastic state of consistence,too wet for final Conversely, as shown in Figure 5, if the rolled decompaction(deep subsoiling) at this time. sample stretches out in increments greater than 3/8 of an inch long before crumbling, it is in a"plastic" state of soil consistency and is too wet for subsoil ripping(as well as topsoil replacement) and final decompaction. Design Guidance Beyond the above-noted site factors, a vital requirement for the effective Deep Ripping and Decompaction(deep subsoiling), is implementing the practice in its distinct, two-phase process: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively fracturing it before the protected topsoil is reapplied on the site(see Figure 12); and 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half of the affected subsoil (Figure 13). The second phase, "decompaction," mitigates the partial recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep ripping and decompacting the site, all construction activity, including construction equipment and material storage, site cleanup and trafficking(Figure 14), should be finished; and the site closed off to further disturbance. Likewise, once the practice is underway and the area's soil permeability and 5 rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes is maintained. The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting the practice at the appropriate speed,depth and patterns) of movement. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground cover, with deep rooting to help maintain the restored soil structure, should be developed in advance. This may require the assistance of an agronomist or landscape horticulturist. Implements Avoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only "scarify" the uppermost surface portion of the mass of compacted subsoil material. The term "chisel plow" is commonly but incorrectly applied to a broad range of implements. While a few may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable and used for only lighter land-fitting(see Figure 6). Fig. 6. Alight duty chisel implement,not Fig. 7. One of several variations of an adequate for either the deep ripping or agricultural ripper. This unit has long,rugged decompaction(deep subsoiling)phase. shanks mounted on a steel V-frame for deep, aggressive fracturing through Phase 1. Use a "heavy duty" agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: the lateral and vertical fracturing of the mass of exposed and compressed subsoil, down and through, to the bottom of impact,prior to the replacement of the topsoil layer. (Any oversize rocks which are uplifted to the subsoil surface during the deep ripping phase are picked and removed.) Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the angled-leg variety of deep subsoiler(shown in Figures 8 and 13). It minimizes the inversion of the subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously ripped subsoil layer and all of the topsoil layer by delivering a.momentary, wave-like "lifting and shattering" action up through the soil layers as it is pulled. 6 Pulling-Power of Equipment Use the following rule of thumb for tractor horsepower (hp) whenever deep ripping and decompacting a significantly impacted site: For both types of implement, have at least 40 hp of tractor pull available for each mounted shank/leg. Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the deep subsoiler is applied from the beginning. The operating speed for pulling both types of implement should not exceed 2 to 3 mph. At this slow and managed rate of operating speed, maximum functional performance is sustained by the tractor and the implement performing the soil fracturing. Referring to Figure 8, the implement is the 6-leg version of the deep angled-leg subsoiler. Its two outside legs are "chained up" so that only four legs will be engaged (at the maximum depth), requiring no less than 160 hp, (rather than 240 hp) of pull. " -' The 4-wheel drive, articulated-frame tractor in Figure 8 is 174 hp. It will be decompacting this Fig. 8 A deep, angled-leg subsoiler, ideal for unobstructed, former construction access area Phase 2 decompaction of after the topsoil layer simultaneously through 11 inches of replaced is graded on top of the ripped subsoil. topsoil and the upper 12 inches of the previously deep-ripped subsoil. In constricted areas of Phase 1) Deep Ripping, a medium-size tractor with adequate hp, such as the one in Figure 9 pulling a 3-shank deep ripper, may be more maneuverable. Some industrial-grade variations of ripping implements are attached to power graders and bulldozers. Although highly durable, they are generally not recommended. Typically, the shanks or "teeth" of these rippers are too short and stout; and they are mounted too far apart to achieve the well-distributed type of lateral and Fig. 9. This medium tractor is pulling a 3- vertical fracturing of the soil materials shank deep ripper. The severely compacted necessary to restore soil permeability and construction access corridor is narrow, and the infiltration. In addition, the power graders and 120 hp tractor is more maneuverable for Phase bulldozers, as pullers, are far less maneuverable 1 deep ripping(subsoil fracturing), here. for turns and patterns than the tractor. 7 i Depth and Patterns of Movement As previously noted both Phase 1 Deep Ripping through significantly compressed, exposed subsoil and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need to be performed at maximum capable depth of each implement. With an implement's guide wheels attached, some have a "normal" maximum operating depth of 18 inches, while others may go deeper. In many situations, however, the tractor/implement operator must first remove the guide wheels and other non essential elements from the implement. This adapts the ripper or the deep subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or legs, fracture the soil material 20-to-24 inches deep. There may be construction sites where the depth of the exposed subsoil's compression is moderate, e.g.: 12 inches, rather than deep. This can be verified by using a 3/ inch cone penetrometer and a shovel to test the subsoil for its level of compaction, incrementally, every three inches of increasing depth. Once the full thickness of the subsoil's compacted zone is finally "pieced" and there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of compaction is determined. This is repeated at several representative locations of the construction site. If the thickness of the site's subsoil compaction is verified as, for example, ten inches, then the Phase 1 Deep Ripping can be correspondingly reduced to the implement's minimum operable depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full operating depth. . - _ Fig. 10. An early pass with a 3-shank deep Fig. 11. A repeat run of the 3-shank ripper ripper penetrating only 8 inches into this along the same patterned pass area as Fig. 9; worksite's severely compressed subsoil. here, incrementally reaching 18 of the needed 22 inches of subsoil fracture. Typically, three separate series (patterns) are used for both the Phase 1 Deep Ripping and the Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the full depth of Decompation(subsoiling), from the beginning. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive 8 pass of the implement's legs or shanks evenly staggered between those from the previous pass. This compensates for the shank or leg-spacing on the implement, e.g., with 24-to-30 inches between each shank or leg. The staggered return pass ensures lateral and vertical fracturing actuated every 12 to 15 inches across the densely compressed soil mass. Large, Unobstructed Areas For larger easy areas,use the standard patterns of movement: • The first series (pattern) of passes is applied lengthwise, parallel with the longest spread of the site; gradually progressing across the site's width, with each successive pass. • The second series runs obliquely, crossing the first series at an angle of about 45 degrees. • The third series runs at right angle (or 90 degrees), to the first series to complete the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series may be optional, depending on how thoroughly the first two series loosen the material and eliminate large chunksiblocks of material as verified by tests with a 3/— inch cone penetrometer.) il tY Ogg I FIN } a t z a e + t �wv a ,r Fig. 12.yModerately dry topsoil is being Fig. 13. The same deep, angled-leg subsoiler replaced on the affected site now that Phase 1 shown in Fig. 7 is engaged at maximum depth for Phase 2, decompaction(deep deep ripping of the compressed subsoil is complete. soiling), of the replaced topsoil and the upper subsoil materials. Corridors In long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. • First, apply the same initial lengthwise,parallel series of passes described above. 9 t • A second series of passes makes a broad "S" shaped pattern of rips, continually and gradually alternating the "S" curves between opposite edges inside the compacted corridor. • The third and final series again uses the broad, alternating S pattern, but it is "flip-flopped" to continually cross the previous S pattern along the corridor's centerline. This final series of the S pattern curves back along the edge areas skipped by the second series. Maintenance and Cost Once the two-phase practice of Deep Ripping and Decompation is completed, two items are essential for maintaining a site's soil porosity and permeability for infiltration. They are: planting and maintaining the appropriate ground cover with deep roots to maintain the soil structure (see Figure 15); and keeping the site free of traffic or other weight loads. Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the proper seeding ratio of one or more perennial species with a deep taproot system and the proper amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final practice of landscaping, i.e: surface tillage, seeding/planting/fertilizing and culti-packing or mulching is applied. The "maintenance" of an effectively deep-ripped and decompacted area is generally limited to the successful perennial (long-term) landscape ground cover; as long as no weight-bearing force of soil compaction is applied. _i_ � ter' P Fig. 14. The severely compacted soil of a Fig. 15. The same site as Fig. 14 after deep ripping of the exposed subsoil,topsoil temporary construction yard used daily by replacement, decompaction through the heavy equipment for four months; shown topsoil and upper subsoil and final surface before deep ripping,topsoil replacement, and tillage and revegetation to maintain soil decompaction. permeability and infiltration. 10 i The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic subsoiling of farmland.The cost of deep ripping and decompacting (deep subsoiling), will vary according to the depth and severity of soil-material compression and the relative amount of tractor and implement time that is required. In some instances, depending on open maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In other situations of more severe compaction and- or less maneuverability, as little as one acre may be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) Decompaction should be completed in 2/3 to 3/4 of the time required for Phase 1. Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net cost is $900 per acre. If the Phase 2) Decompacting or deep subsoiling takes 3/4 the time as Phase 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these figures do not include the cost of the separate practice of topsoil stripping and replacement). Due to the many variables, it must be recognized that cost will be determined by the specific conditions or constraints of the site and the availability of proper equipment. 11 i Resources Publications: •American Society of Agricultural Engineers. 1971. Compaction of Agricultural Soils. ASAE. •Brady,N.C.,and R.R.Weil.2002. The Nature and Properties of Soils. 131h ed.Pearson Education,Inc. •Baver,L.D. 1948.Soil Physics.John Wiley&Sons. • Carpachi, N. 1987 (1995 fifth printing). Excavation and Grading Handbook, Revised. 2»d ed. Craftsman Book Company • Ellis,B.(Editor). 1997. Safe&Easy Lawn Care: The Complete Guide to Organic Low Maintenance Lawn. Houghton Mifflin. • Harpstead, M.I., T.J. Sauer, and W.F. Bennett. 2001. Soil Science Simplified. 4th ed. Iowa State University Press. • Magdoff, F., and H. van Es. 2000. Building Soils for Better Crops. 2nd ed. Sustainable Agricultural Networks • McCarthy,D.F. 1993. Essentials of Soil Mechanics and Foundations,Basic Geotechnics 411,ed. Regents/Prentice Hall. • Plaster,E.J.1992. Soil Science&Management.3rd ed.Delmar Publishers. • Union Gas Limited, Ontario, Canada. 1984. Rehabilitation of Agricultural Lands, Dawn-Kerwood Loop Pipeline, Technical Report. Ecological Services for Planning, Ltd.; Robinson,Merritt&Devries, Ltd.and Smith,Hoffman Associates,Ltd. • US Department of Agriculture in cooperation with Cornell University Agricultural Experiment Station. Various years. Soil Survey of (various names) County, New York.USDA. Internet Access: • Examples of implements: V-Rippers. Access by internet search of John Deere Ag-New Equipment for 915 (larger-frame model) V- Rippe; and, for 913 (smaller-frame model)V-Ripper. Deep,angled-leg subsoiler. Access by internet search of:Bigharn Brothers Shear Bolt Paratill-Subsoiler. htti)://salesmanual.deere.com/sales/salesmanual/en NA/primary tillage/2008/feature/rippers/915v pattern frame html?sbu=a g&link=prodcat Last visited March 08. • Soils data of USDA Natural Resources Conservation Service. NRCS Web Soil Survey. http://ivebsoilsurve),.nres.usda.gov/app/ and USDA-NRCS Official Soil Series Descriptions, View by Name.httl2://ortho.ftw.nres.usda.gov/cgi-bin/osd/osdname.cgi .Last visited Jan.08. • Soil penetrometer information. Access by internet searches of: Diagnosing Soil Compaction using a Penetrometer(soil compaction tester),PSU Extension; as well as Dickey-john Soil Compaction Tester. htto://www.dickey-iohni)roducts.com/j)df/Soi[CompactionTest.pd and http://cropsoil.psu.edu/Extension/Facts/ucl781)df Last visited Sept.07 12 APPENDIX H SAMPLE STORMWATER CONTROL FACILITY MAINTENANCE AGREEMENT STORMWATER MANAGEMENT 147 Attachment 5 SCHEDULE E Sample Stormwater Control Facility Maintenance Agreement Whereas, the Town of Queensbury ('municipality') and (the "facility owner") want to enter into an agreement to provide for the long term maintenance and continuation of stormwater control measures approved by the municipality for the below named project, and Whereas, the municipality and the facility owner desire that the stormwater control measures be built in accordance with the approved project plans and thereafter be maintained, cleaned, repaired,replaced and continued in perpetuity in order to ensure optimum performance of the components. Therefore,the municipality and the facility owner agree as follows: 1. This agreement binds the municipality and the facility owner, its successors and assigns, to the maintenance provisions depicted in the approved project plans which are attached as Schedule A of this agreement. 2. The facility owner shall maintain, clean, repair, replace and continue the stormwater control measures depicted in Schedule A as necessary to ensure optimum performance of the measures to design specifications. The stormwater control measures shall include, but shall not be limited to, the following: drainage ditches, swales, dry wells, infiltrators, drop inlets, pipes, culverts, soil absorption devices and retention ponds. 3. The facility owner shall be responsible for all expenses related to the maintenance of the stormwater control measures and shall establish a means for the collection and distribution of expenses among parties for any commonly owned facilities. 4. The facility owner shall provide for the periodic inspection of the stormwater control measures, not less than once in every five year period, to determine the condition and integrity of the measures. Such inspection shall be performed by a Professional Engineer licensed by the State of New York. The inspecting engineer shall prepare and submit to the municipality within 30 days of the inspection, a written report of the findings including recommendations for those actions necessary for the continuation of the stormwater control measures. 5. The facility owner shall not authorize, undertake or permit alteration, abandonment, modification or discontinuation of the stormwater control measures except in accordance with written approval of the municipality. 6. The facility owner shall undertake necessary repairs and replacement of the stormwater control measures at the direction of the municipality or in accordance with the recommendations of the inspecting engineer. 7., The facility owner shall provide to the municipality within 30 days of the date of this agreement, a security for the maintenance and continuation of the stormwater control measures in the form of a(Bond, letter of credit or escrow account). 147 Attachment 5:1 04-15-2009 QUEENSBURY CODE 8. This agreement shall be recorded in the Office of the County Clerk, County of Warren, together with the deed for the common property and shall be included in the offering plan and/or prospectus approved pursuant to 9. If ever the municipality determines that the facility owner has failed to construct or maintain the stormwater control measures in accordance with the project plan or has failed to undertake corrective action specified by the municipality or by the inspecting engineer, the municipality is authorized to undertake such steps as reasonably necessary for the preservation, continuation or maintenance of the stormwater control measures and to affix the expenses thereof as a lien against the property. 10. This agreement is effective beginning on: 147 Attachment 5:2 04-15-2009 MEYER • { FULLER & STOCKWELL ed9r , PLLC ATTORNEYS AT LAW LAKE GE RGE TITLE AGENCY June 28, 2023 Craig Brown,Zoning Administrator Town of Queensbury 742 Bay Road Queensbury,NY 12804 RE: Petition for Change of Zoning 361 Ridge Road,Town of Queensbury,Tax Map No. 303.5-1-79 Dear Mr. Brown: We represent Foothills Builders,LLC,the contract vendee of the real property located at 361 Ridge Road,Town of Queensbury, Tax Map No. 303.5-1-79. The enclosed application materials would permit the change in use of the former Mead's Nursery property to a sixty four(64)unit Multiple- Family Dwelling development. The development would include an access road with shared driveways, community trails, utilities, landscaping, lighting and an extensive stormwater management system. The subject parcel is currently zoned for commercial intensive use. This zoning is the by-product of its historic use as a nursery and garden center. The adjoining properties to the north all have frontage on Quaker Road and are appropriately zoned as commercial. The adjoining properties to the south are all residential properties. The eastern and western boundaries of the property are town highways. The subject parcel is unique in that it serves as a transition from residential to intensive commercial properties. We are proposing to expand the adjoining residential district. A formal application would require two changes to the existing zoning. One,it requests the zoning for the subject parcel be amended from Commercial Intensive, to Moderate Density Residential. The adjoining Moderate Density Residential district located to the south would expand to include the subject parcel. The second change would be to permit additional density in this zone under certain specific conditions. The specific language being proposed is included along with a conceptual site plan and anticipated application materials for discussion with the planning board. The proposed change in zone and amendments to the Zoning Law will permit additional residential development along Ridge Road. The adjoining area to the south is presently residential and the proposed change would allow for a continuation of the residential development. The property is currently zoned commercial intensive due to its proximity to Quaker Road and the historic use of the property as a nursery. However, the nursery has since closed and the property Meyer, Fuller&Stockwell, PLLC • 1557 State Route 9, Lake George, NY 12845 • 518.668.2199 • meyerfuller.com does not have frontage on Quaker Road, making the property more suitable for residential development. There is a remains high demand for residential development in Queensbury. Specifically, multiple-family dwelling unit development(s). The proposed density being requested was permissible in the Town. Over time, the residential densities were realigned and reimagined at a time when single family dwellings were popular. The residential demand has changed over the years. This type of development and density is now desirous in the community and the permitted densities and uses no longer line up. For this development to advance, the density required is only available in the Office District, where this type of residential development is discouraged. The proposal is compatible with the Comprehensive Land Use Plan. The property is in the Commercial Mixed Use and Neighborhood Residential Planning Areas on the Plan Recommendations Map. - Recommendation D.9 of the Commercial Mixed Use planning area was to create as needed, appropriate buffers between Mixed-Use areas and residential neighborhoods near them. The current intense development in the Commercial Intense zone is by definition, not a good neighbor to residential neighborhoods. The proposed medium density proposal would provide such a buffer to the single-family dwellings that are prevalent in the larger Moderate Density Residential district. - Recommendation A.1 of the Neighborhood Residential planning area recommends strengthening the existing street grid pattern in the residential area. While we are proposing private internal roads, as the residents enter and exit the development,they have the ability to choose the access point based on time and direction of travel that results from the greater efficiencies provided by the grid system. We are proposing just such a development as the end use of the parcel. - Moreover, recommendation A.2 of the Neighborhood Residential planning area recommends two-family homes and multifamily dwellings where appropriate in scale or form, mostly along major roads. Again, this is what we are proposing. The proposed development will consist of multiple-family dwelling units. It offers residents the type of living arrangement that is currently desired with private homes and community open space. - This proposal is further echoed in recommendation A.3 in the Neighborhood Residential planning area to provide greenway features for the residents. These are included in the proposal along with the aesthetics of maintaining the existing water features on site. Thank you for your consideration of the accompanying materials, we look forward to discussing this matter further with the respective boards. Very truly yours Meyer, Fuller$Stockwell, PLLC • 1557 State Route 9, Lake George, NY 12845 518.668.2199 • meyerfuller.com Jeffrey R. Meyer,Esq. imeyer@meyerfuller.com Meyer, Fuller&Stockwell, PLLC • 1557 State Route 9, Lake George, NY 12845 • 518.668.2199 • meyerfuller.com MEYER, FULLER & STOCKWELL LAKE GEORGE PLLC ATTORNEYS AT LAW 1� TITLE AGENCY June 28,2023 Craig Brown,Zoning Administrator Town of Queensbury 742 Bay Road Queensbury,NY 12804 RE: Petition for Change of Zoning 361 Ridge Road,Town of Queensbury, Tax Map No. 303.5-1-79 Dear Mr. Brown: We represent Foothills Builders,LLC,the contract vendee of the real property located at 361 Ridge Road, Town of Queensbury,Tax Map No. 303.5-1-79. The enclosed application materials would permit the change in use of the former Mead's Nursery property to a sixty four(64)unit Multiple- Family Dwelling development. The development would include an access road with shared driveways, community trails, utilities, landscaping, lighting and an extensive stormwater management system. The subject parcel is currently zoned for commercial intensive use. This zoning is the by-product of its historic use as a nursery and garden center. The adjoining properties to the north all have frontage on Quaker Road and are appropriately zoned as commercial. The adjoining properties to the south are all residential properties. The eastern and western boundaries of the property are town highways. The subject parcel is unique in that it serves as a transition from residential to intensive commercial properties. We are proposing to expand the adjoining residential district. This application requests two changes to the existing zoning. One, it requests the zoning for the subject parcel be amended from Commercial Intensive, to Moderate Density Residential. The adjoining Moderate Density Residential district located to the south would expand to include the subject parcel. The second change would be to permit additional density in this zone under certain specific conditions. The specific language being proposed is included along with a conceptual site plan for discussion with the planning board, along with the anticipated application materials. Pursuant to the Petition for Change of Zone Application, we are submitting the following and answers to the Town Board and Planning Board as required therein. Meyer, Fuller&Stockwell, PLLC • 1557 State Route 9, Lake George, NY 12845 • 518.668.2199 • meyerfuller.com i 1. What need is being met by the proposed change in zone or new zone? The proposed change in zone and amendments to the Zoning Law will permit additional residential development along Ridge Road. The adjoining area to the south is presently residential and the proposed change would allow for a continuation of the residential development. The property is currently zoned commercial intensive due to its proximity to Quaker Road and the historic use of the property as a nursery. However, the nursery has since closed and the property does not have frontage on Quaker Road, making the property more suitable for residential development. There is a remains high demand for residential development in Queensbury. Specifically,multiple-family dwelling unit development. 2. What existing zones,if any, can meet the stated need? The Zoning Law, as currently enacted, is not well designed for multiple-family dwelling units or multiplex development. Duplexes are currently permitted in the Neighborhood Residential District and the Moderate Density Residential District. Multifamily dwellings units are permitted in the Moderate Density District. However, the existing density limitations prevent a neighborhood style development.. The proposed density being requested was permissible in the Town. Over time, the residential densities were realigned and reimagined at a time when single family dwellings were popular. The residential demand has changed over the years. This type of development and density is now desirous in the community and the permitted densities and uses no longer line up. For this development to advance, the density required is only available in the Office District,where this type of residential development is discouraged. The proposed amendment seeks to address this unique parcel and unique situation. 3. How is the proposed zone compatible with adjacent zones? The proposed zoning change is compatible with the adjacent zones. The parcel in question abuts the existing Moderate Density Residential district. The proposal would place this property within the Moderate Density Residential district. Moreover,extricating the parcel from the Commercial Intensive District would not impact the continuity of the existing district as the parcel does not have any frontage on Quaker Road and sits as an outlier in the existing Commercial Intensive District. 4. What physical characteristics of the site are suitable to the proposed zone? The property is relatively level with minimal permanent structures and impervious surfaces. Additionally, there is a small water feature currently located on the premises. The characteristics of the property are more properly suited to the contemplated residential use than an intensive commercial use. Meyer, Fuller&Stockwell, PLLC • 1557 State Route 9, Lake George, NY 12845 • 518.668.2199 • meyerfuller.com 5. How will the proposed zone affect public facilities? The proposed change will not affect public facilities. We are proposing residential uses connected to municipal water and sewer. This infrastructure is already on site and would be within the recognized capacity for both water and sewer lines. 6. Why is the current zone classification not appropriate for the property in question? The current zone classification is not appropriate for the property for a number of reasons. One, it's use as a nursery and garden center predates the zoning of the Town. It is why the property is currently as commercial intensive. The subject parcel is now vacant, as the nursery and garden center has closed over a year ago and there is no interest in continuing the use. Second, the parcel does not front on, nor have any access to, Quaker Road. The existing Commercial Intensive District is essentially premised on those parcels having direct frontage on Quaker Road as the main commercial corridor. Third, the property is adjacent to the Moderate Density Residential District. The proposal would extend the adjoining residential use, which would be permitted to continue and have no detrimental impact the existing residential uses. As it stands now, residential uses are prohibited for this property. 7. What are the environmental impacts of the proposed change? There are no known potential negative impacts associated with the proposed changed. Included with the Petition is a Full Environmental Assessment Form relative to the proposed change and the development currently contemplated for the site were the zoning change to be improved. The site was previously used as a commercial nursery and we are proposing 64 +/- dwelling units on the property in the form of multiple-family dwelling unit development. 8. How is the proposal compatible with the relevant portions of the Comprehensive Land Use Master Plan? The proposal is compatible with the Comprehensive Land Use Plan. The property is in the Commercial Mixed Use and Neighborhood Residential Planning Areas on the Plan Recommendations Map. Recommendation D.9 of the Commercial Mixed Use planning area was to create as needed, appropriate buffers between Mixed-Use areas and residential neighborhoods near them. The current intense development in the Commercial Intense zone is by definition, not a good neighbor to residential neighborhoods. The proposed medium density proposal would provide such a buffer to the single-family dwellings that are prevalent in the larger Moderate Density Residential district. Recommendation A.1 of the Neighborhood Residential planning area recommends strengthening the existing street grid pattern in the residential area. While we are proposing Meyer, Fuller&Stockwell, PLLC • 1557 State Route 9, Lake George, NY 12845 • 518.668.2199 • meyerfuller.com l private internal roads, as the residents enter and exit the development,they have the ability to choose the access point based on time and direction of travel that results from the greater efficiencies provided by the grid system. We are proposing just such a development as the end use of the parcel. Moreover, recommendation A.2 of the Neighborhood Residential planning area recommends two-family homes and multifamily dwellings where appropriate in scale or form, mostly along major roads. Again, this is what we are proposing. The proposed development will consist of multiple-family dwelling units. It offers residents the type of living arrangement that is currently desired with private homes and community open space. This proposal is further echoed in recommendation A.3 in the Neighborhood Residential planning area to provide greenway features for the residents. These are included in the proposal along with the aesthetics of maintaining the existing water features on site. 9. How are the wider interests of the Community being served by this proposal? There are wider community interests that are being served by this proposal. There is currently a large demand for residential housing in the Town. This proposal accomplishes that though the construction and multiple-family dwelling units, not apartments. Construction and infrastructure costs make one-acre single family dwellings impossible for the proposed property. Additionally,outside of changing the zoning on the specific parcel, the changes to the language contained in the Zoning Law would apply town-wide. The proposal would allow for increased density within a district that was originally designed for moderate density. In areas where municipal water and sewer exist,that front on local arterial or collector roads increased density is permissible. This proposal allows for increased density in areas that are designed for greater density and areas that are able to accommodate the increase, without having any adverse impacts on the neighbors and community. Thank you for your consideration of the Petition and accompanying materials,we look forward to discussing this matter further with the respective boards. Very truly yours effrey R. Meyer,Esq. j meyer@meyerfuller.com Meyer, Fuller&Stockwell, PLLC • 1557 State Route 9, Lake George, NY 12845 • 518.668.2199 • meyerfuller.com Revised Oct.2008 TOWN OF QUEENSBURY TOWN BOARD APPLICATION PETITION FOR CHANGE OF ZONE Petition No, (Office Use Only): Applicant's Name: Foothills Builders LLC Address: 9 Mountainside Drive Queensbury.New York 12804 To the Applicant: The Queensbury Planning Board will review this Petition and make recommendations to the Town Board. 'As part of this review, the Planning Board will.consider the following questions and submit answers to the Town Board. As the applicant,you will have the option to provide answers for the Boards to consider. 1. What need is being met by the proposed change in zone or new zone? Please see enclosed materials. 2. What existing zones, if any, can meet the stated need? Please see enclosed materials. 3. How is the proposed zone compatible,with adjacent zones? Please see enclosed materials. 4. What physical characteristics of the site are suitable to the proposed zone? Please see enclosed materials. 5. How will the proposed zone affect public facilities? Please see enclosed materials. 6. Why is the current zone classification not appropriate for the property in question? Please see enclosed materials. 7. What are the environmental impacts of the proposed change? Please see enclosed materials. 1 Revised Oct.20013 8. How is the proposal compatible with the relevant portions of the Comprehensive Land Use Master Plan? _ Please see enclosed materials. 9. How are the wider interests of the Community being served by this proposal'? Please see enclosed materials. These questions are based on criteria used to review all zoning amendments. 2 Revised Oct.2008 Application-Petition for Change of Zone The applicant must submit a fee of $250 with the original & seventeen (17) copies of all documentation requested in this application to the Town Clerk's office. [Copies are distributed as follows: Town Board (5), Town Clerk(1), Town Counsel (1), Planning Board (9), File Copy(1), and Planning Staff(1). Petition No. (Office.Use Only): Date Received by Town Clerk: Date Received by Planning Office: 1. Application For: (check where applicable). Amendment of Zoning Map , X Amendment of Zoning Ordinance X 2. Current Zoning: Commercial Intensive Proposed Zoning: Moderate Density Residential 3. Project Location: 361 Ridge Road_ 4 Tax Map ID: 303.5-1-79 5. Applicant: Foothills Builders LLC Address: 9 Mountainside Drive Queensbury,New York 12804 Phone: 518.796.3520 6. Applicant's Agent: Teffrey R. Meyer,Esci. -Meyer,Fuller&Stockwell,PLLC Address: 1557 State Route 9 Lake George,New York 12845 Phone: 518.668.2199 7. Property Owner: Mead's Nursery,Inc. Address: 361 Ridge Road Queensbury,New York 12845 Phone: 8. Directions to Site: 9. Statistics and Data on Property: a. Total Area: sq.ft. or 11 +/-acres b. Dimensions: Minimum Width: +i-140 ft. Average Width: +i-540 ft. Minimum Depth: +/-660 ft. Average Depth: +i-985 n. 3 Revised Oct:2008. Physical Irregularities (describe): N/A c. Existing use(s); include structures, outdoor .uSes,, tights Of "way, easements, deeds and limitations to use of property: See attached survey map d. .Adjacent uses within 400 feet (state direction,:location,Use,zone&:owner): See attached adjacent owners map e. State, County or Town property within 500 feet: Aside from the eixstinci roadways there is no State. County or Town owned property within 500'of the site 10. A Map/Survey of the property to be rezoned must be submitted with the application, items A through H must`be included on,the plan and addressed in the submission A, Map of property at a scale of 1 inch=40 feet or less with scale,north arrow and topography. B. Boundaries of property with dimensions in feet, including zoning boundary. C. Identification of wetlands,watercourses or waterbodies on site. D. Location of any current structures on site,,their exterior dimensions; use and setbacks. E:. Location of any proposed easements and driveways; F. .Location of existing public or private water and sewer facilities. G. Location of existing and proposed parking and loading facilities.. H. Identification of uses(i.e: residential, commercial, industrial)on property within 500 feet, 11: If Petition is for an amendment to Zoning Ordinance, cite the sections)to'be changed, and wording to be:substituted: Please see enclosed materials. 12. In support of this petition, the following statement is made: Please see enclosed materials. _ 13: The following documents are submitted herewith: Cover Letter,Petition for Zone Change,site plan review app.,adjacent owners map.wetlands permit. NYSDEC wetland jurisdictional determination,site plan drawing set,building floor plan and elevations, SWPPP 4 Revised 04.24.23 AMENDMENTS The Zoning Map for the Town of Queensbury shall be amended to change the zoning district for that certain parcel located at 361 Ridge Road,Tax Map No.: 303.5-1-79, from Commercial Intensive to Moderate-density Residential(MDR). 179 Attachment 1 Shall be amended to include a reference Multiple-Family Dwelling(2 in"Density"column for the Moderate-density Residential(MDR)District table. NOTES: 22 Multiple-Family Dwelling(s) shall be entitled to a density of six(6)dwelling units per acre, in accordance with §A183-26, subject to the following: (1)the Lot shall have a minimum gross land area of ten(10) acres; (2)the Lot shall be served by municipal water and sewer; and (3)two points of ingress and egress to the Lot shall be required from local arterial roads or collector roads. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Environmental Permits,Region 5 232 Golf Course Road,Warrensburg,NY 12885 P:(518)623-1282 I F:.(518)623-3603 www.dec.hy gov Sent Via Email Only July 26,2023 Matthew Huntington Studio A 38 High Rock Avenue, Suite 3 Saratoga Springs, NY 12866 Re: Freshwater Wetland Jurisdictional Assessment 361 Ridge Road; Tax parcel ID: 303.5-1-79 Queensbury(T), Warren (Co) Dear Matthew: DEC staff have reviewed the wetland delineation map entitled "Map of a Survey Made for Foothills Builders, LLC," dated July 14, 2022. The wetland boundary on this map accurately shows that there are no DEC regulated wetlands on the above-described parcel as verified by this office. Therefore, DEC will not take jurisdiction over the wetland on the survey map you provided. However, the wetland on the parcel, while not under DEC jurisdiction, may fall under the jurisdiction of the US Army Corps of Engineers. This DEC wetland boundary validation will remain valid for five years from the date of this letter. For official use of the wetland boundary after this five-year period, the boundary must be re- validated by DEC staff. This may include additional flagging and survey of the wetland boundary if changes are noted. Please note that this letter does not relieve you of the responsibility of obtaining any necessary permits or approvals from the DEC, other state or federal agencies or local municipalities. Sincerely, Digitally signed by Beth A.Magee Yr�2� Date:2023.07.26 Beth A. Magee2/ 14:08:17-04 00 Deputy Regional Permit Administrator ec: Dustin Dorr— USACE Jed Hayden—DEC Melissa Neely— DEC Renee Perrotte—DEC NEW YORK Department of STATE OPPORTUNITY Environmental Conservation