The URL can be used to link to this page

Chrimes complete site plan application AREA VARIANCE APPLICATION Review Process 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)761-8238 for appointment. 2) Submittal of complete application: 1 original & 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 supplied. 5) Submittal to the Warren County Planning Department, if applicable. 6) Zoning Board meeting, generally the third and fourth Wednesday 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 plans/drawings must be provided for the next phase of review. If your application was denied your project cannot proceed as submitted. Documentation Requirements: Please submit 1 original and 14 copies of the completed application package to include: o Completed Application: all pages completed, signed &dated o Pre-Submission Meeting Notes: signed by staff&applicant/agent o Denial Letter: from the Zoning Administrator o Waiver Request: request for a waiver from the applicant regarding submission requirements. o Copy of Deed o Survey: stamped, dated &signed o Fee Zoning staff& Contact Information Craig Brown, Director of Planning, Zoning &Code Compliance craigb(a-)gueensbury.net Laura Moore, Land Use Planner Imoore(c)-gueensbury.net Sue Hemingway, Office Specialist (518) 761-8238 sueh(a).gueensbury.net Visit our website at www.gueensbury.net for further information and forms. 0 Area Variance Revised March 2014 Town of Queensbury-Zoning Office-742 Bay Road-Queensbury, NY 12804.518-761-8238 General Information Tax Parcel ID Number: 266.1-1-14.7 Zoning District: RR 3A Detailed Description of Project[includes current&proposed use]: The project involves the construction of a single-family home on a vacant 2.76 acre lot. Please refer to the attached Suuplemental Information Narrative for a more detailed description of the project. Location of project: Lot 3 North 40 Subdivision Oak Valley WE, Town of Queensbury, NY 12804 Applicant Name: , Ted and Shari Chrimes Address: 15 Stonegate Road Ballston Lake NY 12091 Home Phone Cell: (518) 469-8535 Work Phone Fax E-Mail: ted.chrimesiii@gmail.com Agent's Name: Mark J. Taber Address: 40 Long Alley The LA r P.C. Saratoga Sp rin g s NY 12866 Home Phone Cell: Work Phone (518)(518) 587-8100 Fax (518) 587-0180 E=mail �� mtaber@thelagroup.com Owner's Name Address Home-Phone Cell Work Phone Fax' ,. E-mail 1 Area Variance Revised March 2014 Town of Queensbury-Zoning Office-742 Bay Road-Queensbury,NY 12804.518-761-8238 U. ThIe LA GROUP La nd rpv A 1, C i,-rt.. r.i..r r,N R^`. Supplemental Information for Area Variance Application The Chrimes Residence. Lot 3, North 40 Subdivision. Oak Valley Way, Queensbury, NY. Detailed Project Description Current and Proposed Use: The current use of the 2.76 acre lot is a vacant building lot that was approved as such as part of the North 40 Subdivision in 1987. The lot is primarily lawn area that is regularly maintained with some sporadic trees throughout. There is also a wetland on the property. The wetland delineation shown on the project plans and survey has been confirmed by Mary O'Dell at the Adirondack Park Agency. (Email confirmation attached). The project proposes to construct a single family home on the currently vacant lot. Water service will be provided by an existing, (recently installed)well, and an on-site wastewater disposal system is proposed. The project includes a detailed erosion and sediment control plan, stormwater management plan and stormwater pollution prevention plan and planting plan. There are several setbacks on the property, (wetlands, septic, well) including a 50' property line structure setback that is a deed restriction associated with the building lot. These setbacks significantly limit the area where a house compliant with all zoning requirements can be placed on the approved building lot. A constraints diagram included in the project plan set illustrates the area on the property where a house could be built within the setbacks, (buildable area). The buildable area is not large enough to build a home that is compliant with all of the setback requirements and as such, a variance from the wetland setback will be required. The site plan locates the house in an area that minimizes the encroachment on all setbacks as much as possible, and balances the needs of the house/site development with the existing site conditions and constraints. The landscaping plan proposes the addition of plant materials between the house site and the wetland edge to provide additional landscape buffer, and help mitigate any potential impacts from site development in proximity to the wetland. The proposed building location also considers the proximity of the neighboring home to the west. This was another consideration that was addressed by pushing the house as far east as possible, in order to make use of some large existing evergreen trees as a screen and minimize any potential impacts to the neighbors. In consideration of all these factors, the project site plan illustrates the optimal location for the home and associated stormwater and wastewater systems, while effectively minimizing and mitigating any potential impacts to environmental resources. -END- 1 llllllllll��iiiii��lllllllllluuuu.. Site Development Data Area L Type Existing sq.ft. Proposed Total"sq..ft. - Additions .ft. A. Building footprint 41398 B. Detached Garage C. Accessory Structure(s) D. Paved, gravel or other hard surfaced area 3,331 E. Porches/Decks 438 F. Other G. Total Non-Permeable [Add A-F] 8,167 H. Parcel Area [43,560 sq. ft. /acre] 120,509 120,226 1. Percentage of Impermeable Area of Site [I=G/H] 6.8% Setback Requirements Area RequiredExisting Proposed Front[1] 30' N/A 84' Front[2] N/A Shoreline 75' N/A 43' Side Yard [1] 20' N/A 34' Side Yard [2] N/A Rear Yard [1] 20' N/A 218' Rear Yard [2] N/A Travel Corridor N/A N/A N/A Height[max] 35, N/A 35' Permeability 75/o° Min. N/A 93% No. of parking spaces N/A N/A N/A 2 Area Variance Revised March 2014 Town of Queensbury•Zoning Office•742 Bay Road•Queensbury, NY 12804.518-761-8238 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): North 40 Subdivision Approval 3. Does this project require coverage under the NYS DEC Stormwater Pollution Prevention Program? Yes X No 4. Estimated project duration: Start Date Spring 2016 End Date Fall 2016 5. Estimated total cost of project: $400K 6. Total area of land disturbance for project: 32,725 SF 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. ZonmgDistrict. - Symbol Floor-Area.Ratio [FAR] Waterfront Residential WR 0.22 Commercial Moderate/Commercial Intensive CM/Cl 0.3 Main Street MS 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 sq.ft. B. Existing Floor Area sq.ft. see above definition C. Proposed Additional Floor Area sq.ft. D. Proposed Total Floor Area sq. ft. E. Total Allowable Floor Area Area x see above table If E is larger than D, a variance or revisions to your plan may be needed. Please consult w/Staff. 3 Area Variance Revised March 2014 Town of Queensbury-Zoning Office•742 Bay Road•Queensbury,NY 12804.518-761-8238 Compliance with Zoning Ordinance Requesting relief from SECTION: 179-4-040 Shoreline Setbacks Need relief from the requirement(s)listed below which can not be met by the project as proposed. [check all that apply] lei Setback 0 Buffer Zone 0 Lot Width ❑ Other The following questions reflect the criteria for granting this type of variance. Please complete them; use additional sheets if needed. 1. Whether an undesirable change will be produced in the character of the neighborhood or a detriment to nearby property will be created by the granting of this area variance? No undesirable change will be produced. The house to be constructed is consistent with the character of the existing neighborhood. There will be no detriment to adjacent properties as the requested variance has no potential impact on nearby properties. 2. Whether the benefit sought by the applicant can be achieved by some method, feasible for the applicant to pursue, other than an area variance? The lot setbacks including the 50' structure setback in the deed rPstrirtinn, rreate a x/enj limited compliant building envelope. It is not feasible to construct a single-family home meeting the character o the neighborhood within this envelope. 3. Whether the requested area variance is substantial? The requested variance is not substantial The house has been situated to halance anri minimize encroachments on all setbacks as much as possible, while considering the needs for stormwater, septic location and potential impacts to the closest neighbor. The requested area variance is the least amount necessary when considering all these factors. 4. Whether the proposed variance will have an adverse effect or impact on the physical or environmental conditions in the neighborhood or district? No. The proposed variance includes measures to minimize potential environmental and wetland imacts. The project includes erosion and sediment control measures along with a stormwater management plan to treat and control runoff. Slopes adjacent to the wetlands will be stabilized with erosion control matting and managed as mown lawn, which matches the existing condition. Earthwork will be limited to only what's needed to construct e house. New plant material will be planted along the wetland edge to create additional buffer. 5. Whether the alleged difficulty was self-created? The difficulty lies in the nature of the parcels natural features/wetland, and its relationship to the configuration of the lot and associated setbacks and deed restrictions. As a result of these conditions, the lot cannot be developed in a compliant manner and therefore the difficulty is not self-created. 4 Area Variance Revised March 2014 Town of Queensbury-Zoning Office•742 Bay Road•Queensbury,NY 12804.518-761-8238 Submittal of a stamped and signed SURVEY MAP depicting existing and proposed conditions shall include the items as noted below. A. GENERAL SHEET# 1 Title, Name,Address of applicant&person responsible for preparation of drawing 0 2 Deed 0 3 North arrow,Tax Map ID,date prepared and scale[minimum 1In.=40 ft.] L2.0 4 Boundaries of the property plotted to scale,zoning boundary L2.0 5 Principal structures,accessory structures with exterior dimensions L2.0 6 Site improvements incl.outdoor storage areas,driveways,parking areas,etc.: existing&proposed L2.0 7 Setbacks for all structures and improvements: existing!&proposed L 1.0+L2.0 8 Elevations and floor plans of all proposed and affected structures Arch Plans B. WATER:&SEWER:. SHEET# 1 Project sewage disposal facilities, design details, construction details, flow rates, and number of bedrooms L4.0 proposed 2 Water supply [i.e. well] & septic on adjoining lots with separation distances to existing or proposed on-site water supply and septic L4.0 3 Separation distances for proposed sewage disposal system to well and water bodies L2.0 4 Existing public or private water supply[well, lake, etc.]. Method of securing public or private water, location, Survey L4.0 design and construction of water supply including daily water usage 5 Percolation test location and results L4.0 C. PARKING/PERMEABLE.AREAS SHEET# 1 Number of spaces required for project including calculations and justification: existing&proposed N/A 2 No. of existing parking spaces, number to be removed, number to maintain and type of surfacing material [e.g.,gravel,paved] N/A 3 Provision for pedestrian and handicap access and parking: existing&proposed N/A 4 Design details of ingress,egress,loading areas and cutting: existing&proposed L2.0 L3.0 5 Location and character of green areas [existing and proposed], modification to green area, buffer zone to L3.0 L5.0 remain undisturbed 6 Lighting,location and design of all existing and proposed outdoor lighting N/A D. ADDITIONALSITE DEVELOPMENT AND,MISGELLANEOUS'-; SHEET# 1 On-site&adjacent watercourses,streams,rivers,lake and wetlands All Sheets 2 Utility/energy distribution system[gas,electric,solar,telephone]: existing&proposed Survey 3 Location, design and construction details of all existing and proposed site improvements including: drains, L2.0 L3.0 L4.0 culverts, retaining walls,fences,fire&emergency zones and hydrants,etc. 4 Square footage of bldg. area proposed for office, manufacturing, retail sales or other commercial activities: N/A existing&proposed e Signage: Location,size,type,design and setback: existing&proposed N/A f Waiver Request: provide letter with application requesting any waivers: please reference specific items N/A g CommerciaUlndustrial Development requires submission of Landscaping,Stormwater Management,Grading N/A &Lighting Plans h Identification of Federal,State or County permits required for the project together with a record of application N/A for all necessary permits Area Variance Revised March 2014 5 Town of Queensbury-Zoning Office-742 Bay Road-Queensbury,NY 12804.518-761-8238 1W r a-Submission Conference Form [179-4-0401 1. Tax Map ID 2. Zoning Classification _ { iA 3. Reason for Review: a�1� o 4. Zoning Section#: . .C; .. ,, Y °w 5. Pre-Submission Meeting Notes; Outstanding items To Be Addressed Include: Deed °" Yes No General Information complete Yes No Site Development Data Complete _ Yes No Setback Requirements Complete Yes No Additional Project Information Complete Yes No FAR addressed Yes No Compliance with Zoning Ordinance Yes No Checklist items addressedYes No Environmental Form completed 7"7 Yes No Signature Page completed , 'Yes No A tA jj yy a ? Ca S. Staff Representative: J Applicant/Agent: • Date: 6 Area Variance Revised March 2014 Town of Queensbury-Zoning Office 742 Bay Road-Queensbury,NY 12804.518-761-8238 Signature Page This page includes the 1.) Authorization to Act as Agent Fo= 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 appilicant Owner: Designates: As agent regarding- Variance Site Plan—_Subdivis�bn 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 orwishes to be represented by another par' Owner: Designates- The LA QI-01,11). P.0 As agent regarding. X Variance X Site Plan Subdivision For Tax Map No.- Section Block Lot Deed Reference: ook Page Date APPLICANT SIGNATURE, DATE. February 2. 20:16 2.) ENGINEERING FEE DISCLOSURE: Applications may be referred to the Town consulting engineer for review of septic dusign, storm drainage, etc. as determined by the Zoning or Planning Department. Fees for engineering review services Mil be charged directly to the applicant. Fees for engineering review Y411 not exceed$1,000 without notification to the applicant. 3.) AUTH 3RIZATLON FOR SITE VISITS. By signing this page and submitting the application materials attar ad herein, the OvAner, Applicant, and hislheritheir agent(s) hereby authorize the Zoning Board or Planning Board and To Staff to enter the subject properties for the purpose of reviewing the application submitted. 4.) OTHER PEEMIT 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 hav6 a designated stenographer tape record the proceedings of meetings resulting from application, and minutes transcribed from those,tapes constitutes the officialrecord of all proceedings. 6.) AGREENT TO PROVIDE DOCUMENTATION REQUIRED: 1, 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 ltwe 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 I haver d and agree,t10 the above. Tied hIrim es rA Print Name [Applicant] Date'signed Mark Taber I LA Group 2/10/2016 Signature [Agent] Print Name [Agent] Date signed '7 Area Variance Revised March 2014 Town of Queensbury-Zoning Office-742 Bay Road-Queensbury, NY 12804-518-751-8238 Mark Taber From: O'Dell, Mary A(APA) <Mary.ODell@apa.ny.gov> Sent: Tuesday, November 24, 2015 10:06 AM To: Mark Taber Subject: RE: wetland edge GPS Points Mark, I took a look at the wetland edge GPS points you provided for the Chrimes residence. Based on my desktop review of those points, it appears that the wetland delineation as depicted by those points is accurate. Mary Mary O'Dell Biologist I (Ecology) NYS Adirondack PO Box 99 1133 NYS Route 86 Ray Brook, NY 12977 (518) 891-4050 1 Fax: (518) 891-39381 Mary.ODell(a)apa.ny.gov www.apa.nv.gov CONFIDENTIALITY NOTICE: This email, including any attachments, may be confidential, privileged or otherwise legally protected. It is intended only for the addressee(s). If you are not the intended recipient, you are prohibited from disseminating, copying or otherwise using this email or its attachments. If you have received this email in error, please notify the sender immediately by reply email and delete the email from your system. From: Mark Taber [mai Ito:mtaber(&thelagroup.com] Sent: Wednesday, November 18, 2015 4:31 PM To: O'Dell, Mary A (APA) Subject: wetland edge GPS Points Hi Mary— Attached is the shapefile with the GPS points we discussed. Let me know if this works. Thanks! Mark Mark Taber,RLA Senior Associate/Landscape Architect The LA GROUP Landscape Architecture and Engineering,P.C. I'JeoIIple Tiii irIlli o s c ar.e 40 Long Alley Saratoga Springs,NY 12866 11 518/587-8100,x223 1 WARRAM`Y DEED ISA TE,Q E Db EL May 26, 2015 GRANTOR: DAVID KRUCZLNICKI PATRICIA KRUCZLNICKI 11 Bogart Court Queensbury,New York 12804 GRANTEE: T/ I IEODORE, D, CHRIMES, 111 IS,IARI GREENBERG CHRIMES 15 Storiegate Road,Ballston.Lake,NY, 12019 as tenants by the entirety THIS WARRANTY DEED made between Grantor and Grantee on the deed stated above WITNESS THAT GRANTOR in consideration of I....I w 1 1.1 1 1..-.,,,-. .....1.1 1 1—... One Dollar($1.00) .......-- lawful money of the United States and other good and valuable consideration paid by Grantee, DOES HEREBY GRANT AND RELEASE UNTO GRANTEE and their heirs, successors and assigns forever all that property located at: Lot 3 Oak Valley Way Town of Queensbury County of Warren State of New York Tax Map No. 266.1-1-14.7 (THE PROPERTY IS DESCRIBED MORE FULLY IN SCHEDULE"A"ATTACHED) BEING the same premises described in a deed from Joan M. Kubricky dated January 2, 2001 and recorded in the Warren County Clerk's Office on January 4, 2001 in Book 1198, at Page 333 and by a Boundary Line Agreement between David Kruczlinicki and Patricia Kruczlnicki and Thomas E. Varney and Lauren F.Varney, dated April 10, 2015 and recorded in the Warren County Clerk's Office on May 5, 2015 in Liber 5151 cp. 108. THIS GRANT IS MADE: TOGETHER with the appurtenances and all the estate rights of the Grantor in and to said premises. TO HAVE AND TO HOLD the premises herein granted by this Warranty Deed unto the Grantee and their heirs, successors and assigns forever. AND THE GRANTOR COVENANTS as follows: FIRST,that Grantee shall QUIETLY ENJOY said premises; SECOND, that Grantor will forever WARRANT the title to said premises; THIRD,that this conveyance is made subject to the trust fund provisions of section 13 of the lien law. If there are more than one Grantor or Grantee,the words "Grantor" and"Grantee"used in this deed includes them. IN WITNESS WHEREOF, the Grantor has executed this Warranty Deed on the date stated above. DA -1D 1 1A &71 ,1 PATRICIA ._ _. �.��.._.. _.. . KRUCZLNIC :1 STATE OF NEW YORK ) COUNTY OF WARREN )ss.: On the 26'" day of May, 2015, before me,the undersigned, a Notary Public in and for said State, personally appeared DAVID KRUCZLNICKI,personally known to me or proved to me on the basis of satisfactory evidence to be the individual whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his capacity, and that by his signature on the instrument,the individual, or the person upon behalf of which the individual acted, executed the instrument. L4yPoiktl lw)BLI LYNNE E.ACKNER Notary Public,State of New York Qualified In Warren County STATE OF NEW YORK ) Reg.No.02AC5014533 COUNTY OF WARREN )ss.: My Commission Expires July 06,-20-0 On the 261"day of May, 2015, before me,the undersigned, a Notary Public in and for said State, personally appeared PATRICIA KRUCZLNICKI, personally known to me or proved to me on the basis of satisfactory evidence to be the individual whose name is subscribed to the within instrument and acknowledged to me that she executed the same in her capacity, and that by her signature on the instrument,the individual, or the person upon behalf of which the individual acted, executed the instrument. �f PCS 131 ....w LYNNE E.ACKNER Notary Public,State of New York Qualified in Warren County Reg.No.02AC5014533 My Commission Expires July 06,-20, SCHEDULE A ALL THAT CERTAIN PIECE OR PARCEL OF LAND situate, lying and being in the Town of Queensbury, County of Warren and Sate of New York, being Lot 3 as revised by VanDusen & Steves of the North Forty Subdivision as shown on a map by Van Dusen & Steves,made for David Kruczlnicki, dated October 14,2014, filed in the Warren County Clerk's Office, more particularly bounded and described as follows: BEGINNING at a point in the northerly bounds of Oak Valley Way at the southeast corner of said Lot 3 and the southwest corner of Lot 2, as shown on said map; thence running southwesterly along a curve to the left, having a radius of 200.00 feet, a distance of 179.46 feet to the most southerly corner of Lot 3 at the most easterly corner of Lot 4;thence running on the division line between Lots 3 and 4 as revised,the following two courses and distances: (1) North 59 degrees, 27 minutes and 29 seconds West, a distance of 215.41 feet; (2) North 25 degrees, 54 minutes and 03 seconds West, a distance of 285.53 feet;thence running North 82 degrees,26 minutes and 00 seconds East, a distance of 399.05 feet to the northeasterly corner of said Lot 3 and the northwesterly corner of Lot 2;thence running along the same, South 09 degrees, 56 minutes and 20 seconds East,a distance of 322.60 feet to the point and place of beginning, containing 2.76 acres of land to be the same more or less. Bearings given in the above descriptions refer to magnetic North. x _- L CIL 70 0 LL FRONT ELEVATION LU m Z, G Tj x w z y o G # a a - REAR ELEVATION = , --' ELEVATIONS Al x m r-Fj CIL M 70 1 - LL ai LEFT SIDE ELEVATION LU m Z, O 2 w z 0 w m O # a O = a - IT-------------- III I »» ��o L n=1EH RIGHT SIDE ELEVATION LLAELEVATIONS A2 • 1 Site Plan Review Application Review Process: Applicant and/or agent shall meet with Zoning Administrator to determine type of review needed Pre-submission meeting with staff is required to determine general completeness of application materials (to be held no later than 1 week prior to deadline submittal-Call (518) 761-8220 for an appointment). Application submittal: one (1) original application package, one (1) deed and 14 copies of the application package with the application fee" Determination of application completeness and placement on an agenda Planning Board meetings are generally the third & fourth Tuesday's of each month. You will be advised in writing as to which meeting to attend. 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. If your application was denied your project cannot proceed as submitted. *Fee: $100.00 (0 to 10,000 sf); $250.00 (10,001 to 30,000 so; $500.00 (30,001 to 100,000 so; $1,000.00 (100,000+sf) Zoning Staff& Contact Information: Craig Brown, Director of Planning,Zoning&Code Compliance craigb@queensbury.net Laura Moore, Land Use Planner Imoore@queensbucy.net Pam Whiting, Office Specialist(518-761-8220) pamw@queensbury.net Site Plan Review Revised March 2014 Z Town of Queensbury Planning Office-742 Bay Road•Queensbury,NY 12804.518-761-8220 V General Information Tax Parcel ID: 266.1-1-14.7 Zoning District: RR-3A Lot size: 2.76 acres Current Use: Vacant, approved building lot. See attached narrative with supplemental information. Proposed Use: Single Family Home. See attached narrative with supplemental information. Project Location: Lot 3, North 40 Subdivision, Oak Valley Way, Queensbury, NY 12804 Applicant Name Ted and Shari Chrimes Address: 15 Stonegate Road Ballston Lake NY 12091 Home Phone (518) 469-8535 Cell: Work Phone Fax E-Mail: ted.chrimesiii@gmail.com Agent's Name: Mark J. Taber Address: 40 Long Alley The LA Grou P.C. Saratoga Springs,NY 12866 Home Phone Cell: Work Phone (518) 587-8100 Fax (518) 587-0180 E-mail mtaber@thelagroup.com Owner's Name: Address Home Phone Cell Work Phone Fax E-mail Site Plan Review Revised March 2014 2 Town of Queensbury Planning Office-742 Bay Road•Queensbury,NY 12804.618-761-8220 Site Development Data Area/Type Existing sq.ft. Proposed Total sq.ft. Additions .ft. A. Building footprint 4,398 B. Detached Garage C. Accessory Structure(s) D. Paved, gravel or other hard surfaced area 3,331 E. Porches/Decks 438 F. Other(i.e. boathouse,sundeck, etc.) G.Total Non-Permeable [Add A-F] 8,167 H. Parcel Area [43,560 sq. ft./acre] 120,226 120,226 I. Percentage of Impermeable Area of Site [I=G/H] 6.8% Setback Requirements Area Required Existing Proposed Front[1] 30' N/A 84' Front[2] N/A Shoreline 75' N/A 43' Side Yard [1] 20' N/A 34' Side Yard[2] N/A Rear Yard [1] 20' N/A 218' Rear Yard[2] N/A Travel Corridor N/A N/A N/A Height[max] 35' N/A 35' Permeability 75% Min. N/A 93% No. of parking spaces N/A N/A N/A Site Plan Review Revised March 2014 3 Town of Queensbury Planning Office-742 Bay Road•Queensbury,NY 12804.518-761-8220 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): North 40 Subdivision Approval 3. Does this project require coverage under the NYS DEC Stormwater Pollution Prevention Program? No 4. Estimated project duration: Start Date Spring 2016 End Date Fall 2016 5. Estimated total cost of project: $400K 6. Total area of land disturbance for project: 32,725 SF 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/Commercial Intensive CM/Cl 0.3 Main Street MS 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 sq. ft. B. Existing Floor Area sq. ft. [see above definition] C. Proposed Additional Floor Area sq. ft. D. Proposed Total Floor Area sq. ft. E. Total Allowable Floor Area (Area x N/A ) [see above table] If D is larger than E, a variance or revisions to your plan may be needed. Please consult w/Staff. Site Plan Review Revised March 2014 4 Town of Queensbury Planning Office-742 Bay Road•Queensbury,NY 12804.518-761-8220 § 179-9-080 Requirements for Site Plan Approval. The Planning Board shall not approve a Site Plan unless it first dete a re are res onses to each of the following topics. [SE:E!�ATTA�CHE�DNARRATIVE WITH SUPPLEMENTAL INFORMATION 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 intemaliy 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 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. 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. 1. 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. ,e Site Plan Review Revised March 2014 Town of Queensbury Planning Office-742 Bay Road-Queensbury,NY 12804.518-761-8220 § 179-9-050 Application for Site Plan Review Absent any waiver or waivers,an application for Site Plan Review shall include the following: SEE ATTACHED NARRATIVE WITH SUPPLEMENTAL INFORMATION 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,subdivisions, streets,and easements within 500 feet of the property. Such a sketch may be superimposed on a United States Geological Survey map of the area. 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 81V 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 pian. D Name and address of the owner of record,developer,and seal of the engineer,architect,or landscape architect. If the 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 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 containers shall also be shown. G The location,height,intensity,and bulb type.(sodlum,incandescent,etc.)of all external lighting fixtures. The direction of 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. 1 The location of all present and proposed utility systems including: 1. Sewage or septic system; 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,endwalis,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, and flooding of other properties, as applicable. A Stormwater Pollution Prevention Plan (SWPPP) for all land development activities (excluding agricultural activities)on the site that results in land disturbance of 1-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 pian shall be required for a site plan review project land disturbance of less than 1-acre. K Existing and proposed topography at two-foot contour intervals,or such other contour interval as the Planning Board shall 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 shalt 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 that may influence the design of the proposed use such as rock 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. Site Plan Review Revised March 2014 6 Town of Queensbury Planning Office-742 Bay Road-Queensbury,NY 12804.518-761-8220 U. ThIe LA GROUP La nd rpv A 1, C i,-rt.. r.i..r r,N R^`. Supplemental Information for Site Plan Application The Chrimes Residence. Lot 3, North 40 Subdivision. Oak Valley Way, Queensbury, NY. The following information is offered in response to questions presented in the Site Plan Application: General Information: Current and Proposed Use: The current use of the 2.76 acre lot is a vacant building lot that was approved as such as part of the North 40 Subdivision in 1987. The lot is primarily lawn area that is regularly maintained with some sporadic trees throughout. There is also a wetland on the property. The wetland delineation shown on the project plans and survey has been confirmed by Mary O'Dell at the Adirondack Park Agency. (Email confirmation attached). The project proposes to construct a single family home on the currently vacant lot.Water service will be provided by an existing, (recently installed)well, and an on-site wastewater disposal system is proposed. The project includes a detailed erosion and sediment control plan, stormwater management plan and stormwater pollution prevention plan and planting plan. There are several setbacks on the property, (wetlands, septic, well) including a 50' property line structure setback that is a deed restriction associated with the building lot. These setbacks significantly limit the area where a house compliant with all zoning requirements can be placed on the approved building lot. A constraints diagram included in the project plan set illustrates the area on the property where a house could be built within the setbacks, (buildable area). The buildable area is not large enough to build a home that is compliant with all of the setback requirements and as such, a variance from the wetland setback will be required. The site plan locates the house in an area that minimizes the encroachment on all setbacks as much as possible, and balances the needs of the house/site development with the existing site conditions and constraints. The landscaping plan proposes the addition of plant materials between the house site and the wetland edge to provide additional landscape buffer, and help mitigate any potential impacts from site development in proximity to the wetland. The proposed building location also considers the proximity of the neighboring home to the west. This was another consideration that was addressed by pushing the house as far east as possible, in order to make use of some large existing evergreen trees as a screen and minimize any potential impacts to the neighbors. In consideration of all these factors, the project site plan illustrates the optimal location for the home and associated stormwater and wastewater systems, while effectively minimizing and mitigating any potential impacts to environmental resources. 1 lllllllllllllllllllllllll�uuuu .. 179-9-080, Requirements for Site Plan Approval The following answers have been prepared in response to the"Standards" section on page 5 of the Site Plan Application A. The proposed project is consistent with the policies of the Town's Comprehensive Plan. The project proposes to develop a previously approved building lot within a residential zoning district which is consistent with the 2007 Comprehensive Land Use map. The project is contextually consistent with the adjacent neighborhood and was planned for development as part of the approved subdivision. Important natural areas and natural resources are protected as part of the project. Erosion and Sediment control measures and stormwater management devices minimize potential impacts to adjacent wetlands and the plan introduces vegetation that will provide additional wetland buffer and habitat. B. The proposed project will require a variance from the 75' wetland structure setback. Otherwise, the project complies with all other requirements of this Chapter as illustrated in the submitted materials. C. The plan does not disrupt pedestrian activity to adjacent sites; the lots abutting lot 3 in North 40 subdivision does not have a system of connecting paths or sidewalks. D. The project includes complete stormwater management and wastewater plans that conform to local requirements. The stormwater management plans have been developed in accordance with Town requirements and NYSDEC standards where applicable. The stormwater management plan also meets the supplemental requirements for projects within the Lake George Park. The wastewater disposal plan was developed in accordance with the NYSDOH Individual Residential Wastewater Treatment Systems Design Handbook, and meets all required setbacks. As part of the design process, Soil Test Pits were witnessed by the Town Designated Engineer, (Chazen Engineering). E. The proposed plan is designed in harmony with the location, character and size of the rural residential district in which it resides. The proposed home reflects the character of surrounding buildings in the North 40 subdivision. The project includes on-site water and wastewater systems and as a previously approved building lot, does not result in an increase in the burden of public services. F. The establishment, maintenance and accessing to the parcel via the proposed driveway will not impose additional congestion or create a hazard on Oak Valley Way. The dimensions of the proposed driveway inhabit safe and adequate access to and from the Lot 3 driveway and Oak Valley Way. G. Off-street parking is not necessary or required since this is a single family home lot. All parking will be on site. H. The project shall not have undue adverse impact on the natural, scenic, aesthetic, ecological, wildlife, historic, recreational or open space resources of the Town or Adirondack Park. Appropriate measures in the form of erosion and sediment controls, a stormwater management plan and SWPPP along with additional landscape buffer mitigate any potential impacts. I. The existing neighborhood /subdivision does not include sidewalks for pedestrian circulation, and as such none are proposed as part of this project. J. The project is compliant with the Stormwater Management Requirements within the Town Code as noted in paragraph D. above, maximizes infiltration to the extent practical and as such will not adversely affect drainage on adjacent properties or roads. K. The water supply and sewerage disposal facilities meet applicvable and current requirements set forth by NYSDOH regulations and Chpt.136 of the Town Code. A well currently exists on the site and a detailed wastewater disposal plan is included in the project plan set. 2 L. Existing vegetation including large trees along the southwest and east property lines (adjacent to neighboring properties)will be preserved. Other mature trees on site were preserved to the extent practicable. A planting plan illustrates the planting design around the home and as additional landscape buffer adjacent to the wetland. M. As a single family home project, no additional fire lanes, emergency zones or hydrants are required. N. The design of the project and the stormwater pollution prevention plan minimizes the potential impacts to the greatest extent practical. O. The proposed site plan conforms to the design standards, landscaping standards and performance standards of the referenced chapter. 179-9-050, Application for Site Plan Review The requirements listed on page 6 of the application are included in the location indicated, or waivers are requested where applicable: A. Refer to the Cover Sheet B. Refer to sheet L-2, Site Plan C. Refer to the Cover Sheet D. Refer of the Cover Sheet E. Refer to sheet L-2, Site Plan, and included schematic Architectural Plans. F. Refer to sheet L-2, Site Plan. G. There are no light fixtures proposed. The exact location of exterior fixtures attached to the house has not yet been determined. As such, the Applicant requests a waiver from this requirement. Any exterior light fixtures attached to the house will be sharp cut-off light fixtures. H. No signs are proposed. As such, the Applicant requests a waiver from this requirement. I. Refer to sheet L-3, Erosion and Sediment Control and Grading and Drainage Plan, sheet L-4, Utility Plan, and sheets L-6 and L-7, site and utility details. J. Refer to sheet L-3, Erosion and Sediment Control and Grading and Drainage Plan and sheet L-5, Landscaping Plan. K. Refer to the project Survey, sheet L-3, Erosion and Sediment Control and Grading and Drainage Plan. L. Refer to sheet L-3, Erosion and Sediment Control and Grading and Drainage Plan and sheet L-5, Landscaping Plan. M. There are no Land Use District boundaries within 500' of the sites perimeter. As such, the Applicant requests a waiver from this requirement. N. The project includes only single family home construction with an associated driveway. There will be no impacts to existing traffic. As such, the Applicant requests a waiver from this requirement. O. The project is not a commercial use. As such, the Applicant requests a waiver from this requirement. 3 P. Schematic floor plans and eleveations of the proposed house are included in the application package. The type and color of exterior materials have not been finalized, but will be consistent with the exiting character of the neighborhood. Q. Please refer to the Stormwater Pollution Prevention Plan and sheet L-3, Erosion and Sediment Control and Grading and Drainage Plan. R. Please refer to the Stormwater Pollution Prevention Plan. S. As a single family home project snow removal will not be significant nor impact adjacent properties. Snow removal will located adjacent to the driveway on site. As such, the Applicant requests a waiver from this requirement. T. This is considered a Type II project and as such an EAF is not required. As such, the Applicant requests a waiver from this requirement. U. More than one use is not proposed. As such, the Applicant requests a waiver from this requirement. V. Please refer to item B. under section 179-9-080, Requirements for Site Plan Approval above for a brief narrative on how the project is consistent with the Town's Comprehensive Plan. -END- 20":011111::)511) END-":01111 Ix,511) FJIIi �Iles 1,1/i�'AO I P&i ilf[li i, l; rif,rs ",i fllfli'i lrslirerl � 'i'f;Y 4 Pre-Submission Conference Form j179-4-0401 1. Tax Map ID Z. Zoning Classification t 3. Table of Allowed Uses - c' ''"},(,;� is subject to Site Pian Review { . 4. Ordinance Section# rsvt 5. Pre-Submission Meeting Notes;Outstanding Items To Be Addressed Include: a �� Deed Yes General Information complete V,Yes No Site Development Data Complete Yes No Setback Requirements Complete "Yes No Additional Project Information Complete Yes No ".Coverage under DEC SWPPP Program Yes No FAR Worksheet complete 4.4AYes No Standards addressed Yes No Checklist items addressed VYes No Environmental Form completed iaYes No Signature Page completed ..L Yes No ✓^S"�,i f C-.: u`.s C.'t.;:k..fF�,.'.5 =-.. .fi f"Q.. �l"-4µYb)'� b.,d 4�M1'y@ � �0. 4 4..✓ � '*. L .. � h � t�� @ l 4 � +k�-...Yy { 4.f � �'S / ltr 1a 1 ( 4s 3 , r .� w v "Applicant must provide office with Notice of Intent(NOI)• SWPPP Acceptance Form DEC letter issuing permit Humbert Notice of Termination{NOTA, Staff Representative: t ` Applicant/Agent: Date: Site Plan Review Revised March 2014 $ Town of Queensbury Planning Office-742 Bay Road-Queensbury,NY 12804 518-761-8220 Signature Page This page includes the 1.)Authorization to Act as Agent Form: 2.) Engineering Fee Disclosure, 3.)Authorization for-1_3�te Visits; 4.) Other Permit Responsibilities; 5.) Official Meeting Disclosure and 6'.) Agreement to provide documentation required. OWNER's AG'ENT F=4: Complete the following it the OWNER of the property is not the same as the applicant Owner Designates: As agent regarding., Variance—i�Tie_Plan �'Sub livision For Tax Map No., Section — Block —Lot Deed Referen - ce: Book Page _Date OWNER SIGNATURE: DATE: APPLICANT' Aa rzw FC Rm: Complete the following if the APPLICANT is unable to attend the meeting or wishes to be represented by another party Owner: Ted and Shari Chrimes Tfic LA Citta As agent regarding: Variance Site Plan subdivision 1. For Tax Map No.: Section —Block Lot Deed Reference: lk Page Date APPLICANT SIGNATURE: TSA TE_ 2.) liNGINE—ERINB—FES-glaCLO—SUB—E,. Applications may be referred to the Town consulting engineer for review of septic desrqn, storm drainage, etc. as determimed by the Zoning or Planning Department. Fees for engineering review servicesMPA be charged directly to the applicant. Fees for engineering review will not exceed S 1,000 without notification to the applicant.. 3.) AUTH08MAMON FOR SITE VISITS: By signing this page and submitting the application materials attached herain,the Oyjnr, Applicant, and histhedMir agent(s) hereby authorize the Zoning Board or Planning Board and Town Staff to enter the subjact properties for the purpose of reviewing the application submitted. 4.) OTHEE!PERMIT RESPONSIBILMES: 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 Departmient to have a designated steri—ographer tape record the proceedings of meetings resulling from application,and minutes transcribed from those tapes constitutes the official record::of all proceedings. 6.) AGREEMENT TOPROVIDE D,OCUMENT'8�ION R�EQUIAE�Q. 1, the undersigned, have thoroughly read and understand ti-_e instructions for submission and agree to the submission requirements, I acknowledge no construction activities shall be commenced prior to issuance of a valid permfl. I car* that the application, plans and supporting materials are a true and complete statement/descripflon 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 11we may be required to provide an as-built survey by a licensed land surveyor of all newly c structed facilities prior to issuance of a certificate of occupancy lhave re , n agree tat e. FiTed Chrimes 17, 1 _e1(71ngqfi irp rAnnflan nt'l Print Name[Applicant] DaTts.dmed Nlark Taber/ LAG'r0Up 02/10/2016 Signaiure[Agenij Print Name [Agent] Date signed Site Plan Review Revised March 2014 9 Town of Queensbury Planning Office-742 Bay Road-Queensbury,NY 12804-51B-761-8220 Mark Taber From: O'Dell, Mary A(APA) <Mary.ODell@apa.ny.gov> Sent: Tuesday, November 24, 2015 10:06 AM To: Mark Taber Subject: RE: wetland edge GPS Points Mark, I took a look at the wetland edge GPS points you provided for the Chrimes residence. Based on my desktop review of those points, it appears that the wetland delineation as depicted by those points is accurate. Mary Mary O'Dell Biologist I (Ecology) NYS Adirondack PO Box 99 1133 NYS Route 86 Ray Brook, NY 12977 (518) 891-4050 1 Fax: (518) 891-39381 Mary.ODell(a)apa.ny.gov www.apa.nv.gov CONFIDENTIALITY NOTICE: This email, including any attachments, may be confidential, privileged or otherwise legally protected. It is intended only for the addressee(s). If you are not the intended recipient, you are prohibited from disseminating, copying or otherwise using this email or its attachments. If you have received this email in error, please notify the sender immediately by reply email and delete the email from your system. From: Mark Taber [mai Ito:mtaber(&thelagroup.com] Sent: Wednesday, November 18, 2015 4:31 PM To: O'Dell, Mary A (APA) Subject: wetland edge GPS Points Hi Mary— Attached is the shapefile with the GPS points we discussed. Let me know if this works. Thanks! Mark Mark Taber,RLA Senior Associate/Landscape Architect The LA GROUP Landscape Architecture and Engineering,P.C. I'JeoIIple Tiii irIlli o s c ar.e 40 Long Alley Saratoga Springs,NY 12866 11 518/587-8100,x223 1 WARRAM`Y DEED ISA TE,Q E Db EL May 26, 2015 GRANTOR: DAVID KRUCZLNICKI PATRICIA KRUCZLNICKI 11 Bogart Court Queensbury,New York 12804 GRANTEE: T/ I IEODORE, D, CHRIMES, 111 IS,IARI GREENBERG CHRIMES 15 Storiegate Road,Ballston.Lake,NY, 12019 as tenants by the entirety THIS WARRANTY DEED made between Grantor and Grantee on the deed stated above WITNESS THAT GRANTOR in consideration of I....I w 1 1.1 1 1..-.,,,-. .....1.1 1 1—... One Dollar($1.00) .......-- lawful money of the United States and other good and valuable consideration paid by Grantee, DOES HEREBY GRANT AND RELEASE UNTO GRANTEE and their heirs, successors and assigns forever all that property located at: Lot 3 Oak Valley Way Town of Queensbury County of Warren State of New York Tax Map No. 266.1-1-14.7 (THE PROPERTY IS DESCRIBED MORE FULLY IN SCHEDULE"A"ATTACHED) BEING the same premises described in a deed from Joan M. Kubricky dated January 2, 2001 and recorded in the Warren County Clerk's Office on January 4, 2001 in Book 1198, at Page 333 and by a Boundary Line Agreement between David Kruczlinicki and Patricia Kruczlnicki and Thomas E. Varney and Lauren F.Varney, dated April 10, 2015 and recorded in the Warren County Clerk's Office on May 5, 2015 in Liber 5151 cp. 108. THIS GRANT IS MADE: TOGETHER with the appurtenances and all the estate rights of the Grantor in and to said premises. TO HAVE AND TO HOLD the premises herein granted by this Warranty Deed unto the Grantee and their heirs, successors and assigns forever. AND THE GRANTOR COVENANTS as follows: FIRST,that Grantee shall QUIETLY ENJOY said premises; SECOND, that Grantor will forever WARRANT the title to said premises; THIRD,that this conveyance is made subject to the trust fund provisions of section 13 of the lien law. If there are more than one Grantor or Grantee,the words "Grantor" and"Grantee"used in this deed includes them. IN WITNESS WHEREOF, the Grantor has executed this Warranty Deed on the date stated above. DA -1D 1 1A &71 ,1 PATRICIA ._ _. �.��.._.. _.. . KRUCZLNIC :1 STATE OF NEW YORK ) COUNTY OF WARREN )ss.: On the 26'" day of May, 2015, before me,the undersigned, a Notary Public in and for said State, personally appeared DAVID KRUCZLNICKI,personally known to me or proved to me on the basis of satisfactory evidence to be the individual whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his capacity, and that by his signature on the instrument,the individual, or the person upon behalf of which the individual acted, executed the instrument. L4yPoiktl lw)BLI LYNNE E.ACKNER Notary Public,State of New York Qualified In Warren County STATE OF NEW YORK ) Reg.No.02AC5014533 COUNTY OF WARREN )ss.: My Commission Expires July 06,-20-0 On the 261"day of May, 2015, before me,the undersigned, a Notary Public in and for said State, personally appeared PATRICIA KRUCZLNICKI, personally known to me or proved to me on the basis of satisfactory evidence to be the individual whose name is subscribed to the within instrument and acknowledged to me that she executed the same in her capacity, and that by her signature on the instrument,the individual, or the person upon behalf of which the individual acted, executed the instrument. �f PCS 131 ....w LYNNE E.ACKNER Notary Public,State of New York Qualified in Warren County Reg.No.02AC5014533 My Commission Expires July 06,-20, SCHEDULE A ALL THAT CERTAIN PIECE OR PARCEL OF LAND situate, lying and being in the Town of Queensbury, County of Warren and Sate of New York, being Lot 3 as revised by VanDusen & Steves of the North Forty Subdivision as shown on a map by Van Dusen & Steves,made for David Kruczlnicki, dated October 14,2014, filed in the Warren County Clerk's Office, more particularly bounded and described as follows: BEGINNING at a point in the northerly bounds of Oak Valley Way at the southeast corner of said Lot 3 and the southwest corner of Lot 2, as shown on said map; thence running southwesterly along a curve to the left, having a radius of 200.00 feet, a distance of 179.46 feet to the most southerly corner of Lot 3 at the most easterly corner of Lot 4;thence running on the division line between Lots 3 and 4 as revised,the following two courses and distances: (1) North 59 degrees, 27 minutes and 29 seconds West, a distance of 215.41 feet; (2) North 25 degrees, 54 minutes and 03 seconds West, a distance of 285.53 feet;thence running North 82 degrees,26 minutes and 00 seconds East, a distance of 399.05 feet to the northeasterly corner of said Lot 3 and the northwesterly corner of Lot 2;thence running along the same, South 09 degrees, 56 minutes and 20 seconds East,a distance of 322.60 feet to the point and place of beginning, containing 2.76 acres of land to be the same more or less. Bearings given in the above descriptions refer to magnetic North. x _- L CIL 70 0 LL FRONT ELEVATION LU m Z, G Tj x w z y o G # a a - REAR ELEVATION = , --' ELEVATIONS Al x m r-Fj CIL M 70 1 - LL ai LEFT SIDE ELEVATION LU m Z, O 2 w z 0 w m O # a O = a - IT-------------- III I »» ��o L n=1EH RIGHT SIDE ELEVATION LLAELEVATIONS A2 aUpdated: 03/05/2004 TOWN OF QUEENSBURY FRESHWATER WETLANDS PERMIT APPLICATION APPLICATION NO.: APPLICATION DATE: Feb. 15, 2016 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: Ted and Shari Chrimes Address: 15 Stonegate Road Ballston Lake, NY 12091 Phone: (518) 469-8535 Property Information: 1. Name of wetland or any body of water/stream involved: Unnamed. 2. Address of parcel upon which wetland is located and address of parcel(s)upon which work is proposed. Lot 3, North 40 Subdivision, Oak Valley Way Queensbury, NY 12804 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: 266.1-1-14.7 4. Current zoning of parcel upon which wetland is located and current zoning of parcel upon which work is proposed: RR-3A 5. Total area of property upon which work is proposed: 2.76 acres 6. Total area of wetland: 53214 SF = 1.22 acres (Within Lot Boundaries) 7. Dimensions of wetland: None. 8. Existing uses of wetlands, if any: None. 9. Adjacent uses within 400 ft. of wetlands,if any: Residential. 10. State, County, Town property within 500 ft. of wetland: None. Information About the Project: 1. Detailed description of proposed activity: Single-family home construction. 2. Purpose, character and extent of proposed activity upon or adjacent to wetland: Single-family home construction involving earthwork and utility installation. 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? Local site plan approval and area variance. 5. Has work begun on the project? No. 6. Approximate starting date of project? Spring 2016. 7. Approximate completion date of project? Fall 2016. Updated: 03/05/2004 About the adjacent pr owners: List the names of the owners of record oflauds adjacent to the freshwater wetland or adjacent area upon which the project is to be undertaken: Varney, Thomas E; Davies, Daniel-, Jaeger, Kurt; Trowbridge, Richard; Souweine, Donald; Whalen, John T. 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 ftirther information necessary to make decision. I hereby affirm under penalty of perjury that the information provided herein and all attachments submitted th are true to the best of my knowledge and belief Signature: � U=_ I hereby authorize .The LA Group, P.C. to act as my agent and represent me in connection with this application on my behalf. U. ThIe LA GROUP Stormwater Pollution Prevention Plan For Construction in the Town of Queensbury The Chrimes Residence Lot 3, Oak Valley Way Queensbury, NY Prepared By: The LA Group, PC 40 Long Alley Saratoga Springs, NY 12866 1-518-587-8100 1-518-587-0180 SWPPP Preparation Date: Feb 15, 2016 �0. LA GRO�UP La nd rp v A, �,i:, t,N p�. Table of Contents 1.0 INTRODUCTION............................................................................................................4 2.0 EXISTING CONDITIONS, SITE ASSESSMENT AND EVALUATION...........................4 2.1 COVER TYPES ................................................................................................................................. 4 2.2 TOPOGRAPHY........................••••.................................•••...........•••••...........•••••...........•••••.....•••......... 4 2.3 SOILS.............................................................................................................................................. 4 2.4 SITE HYDROLOGY,WETLANDS AND RECEIVING WATERS.............................................................. 4 3.0 EROSION AND SEDIMENT CONTROL........................................................................5 3.1 EROSION AND SEDIMENT CONTROL PRACTICES ............................................................................. 5 3.2 EROSION AND SEDIMENT CONTROL DRAWINGS............................................................................. 6 3.3 CONSTRUCTION SEQUENCE OF OPERATIONS .................................................................................. 6 3.4 EROSION AND SEDIMENT CONTROL PRACTICE MAINTENANCE...................................................... 7 4.0 POST CONSTRUCTION STORMWATER MANAGEMENT..........................................8 4.1 STORMWATER MANAGEMENT SUMMARY ...................................................................................... 8 4.2 STORMWATER MANAGEMENT DESIGN........................................................................................... 9 4.3 HYDRAULIC AND HYDROLOGIC ANALYSIS..................................................................................... 9 4.4 WATER QUALITY VOLUME CALCULATIONS................................................................................. 10 5.0 POST CONSTRUCTION STORMWATER MAINTENANCE.......................................10 6.0 CONSTRUCTION WASTE ..........................................................................................11 7.0 OFFSITE VEHICLE TRACKING..................................................................................11 8.0 SPILL PREVENTION PRACTICES.............................................................................12 Attachments • WQv Calculations • Stormwater Practice Sizing Calculations • Pre and Post Development Subcatchment Diagrams • HydroCAD calculations • Soil Report and Test Pit Logs U. ThIe LA GROUP La nd rpv A 1, C i,-rt.. r.i..r r,N R^`. Supplemental Information for SWPPP The Chrimes Residence. Lot 3, North 40 Subdivision. Oak Valley Way, Queensbury, NY. Detailed Project Description Current and Proposed Use: The current use of the 2.76 acre lot is a vacant building lot that was approved as such as part of the North 40 Subdivision in 1987. The lot is primarily lawn area that is regularly maintained with some sporadic trees throughout. There is also a wetland on the property. The wetland delineation shown on the project plans and survey has been confirmed by Mary O'Dell at the Adirondack Park Agency. (Email confirmation attached). The project proposes to construct a single family home on the currently vacant lot. Water service will be provided by an existing, (recently installed)well, and an on-site wastewater disposal system is proposed. The project includes a detailed erosion and sediment control plan, stormwater management plan and stormwater pollution prevention plan and planting plan. There are several setbacks on the property, (wetlands, septic, well) including a 50' property line structure setback that is a deed restriction associated with the building lot. These setbacks significantly limit the area where a house compliant with all zoning requirements can be placed on the approved building lot. A constraints diagram included in the project plan set illustrates the area on the property where a house could be built within the setbacks, (buildable area). The buildable area is not large enough to build a home that is compliant with all of the setback requirements and as such, a variance from the wetland setback will be required. The site plan locates the house in an area that minimizes the encroachment on all setbacks as much as possible, and balances the needs of the house/site development with the existing site conditions and constraints. The landscaping plan proposes the addition of plant materials between the house site and the wetland edge to provide additional landscape buffer, and help mitigate any potential impacts from site development in proximity to the wetland. The proposed building location also considers the proximity of the neighboring home to the west. This was another consideration that was addressed by pushing the house as far east as possible, in order to make use of some large existing evergreen trees as a screen and minimize any potential impacts to the neighbors. In consideration of all these factors, the project site plan illustrates the optimal location for the home and associated stormwater and wastewater systems, while effectively minimizing and mitigating any potential impacts to environmental resources. -END- 1 llllllllll��iiiii��lllllllllluuuu.. 1 .0 INTRODUCTION The project is located in the North 40 Subdivision on Lot 3, Oak Valley, Way, in the Town of Queensbury. The North 40 subdivision was approved by the Town in 1987, and lies within the Lake George Park. The building lot is currently vacant, and includes an existing wetland that takes up a large portion of the northern section of the lot. The developable portion in the south of the lot consists of grassy areas that are regularly mown and maintained, along with sporadic large and small trees. The project proposes to construct a single family home on the currently vacant lot. Water service will be provided by an existing, (recently installed) well, and there will be on-site wastewater disposal. The project anticipates approximately 33,000 square feet of soil disturbance. Since there will be less than one (1) acre of disturbance, a formal Stormwater Pollution Prevention Plan and filing with NYSDEC for coverage under their General Permit is not required. However since it is located within the Lake George Park, the project qualifies as a Major Stormwater Project and therefore must meet the requirements of Section 147-11 of the Town Zoning Code. 2.0 EXISTING CONDITIONS, SITE ASSESSMENT AND EVALUATION 2.1 Cover types The project site including the areas that will be improved is approximately 33,000 square feet in size. The cover type in the development area is maintained grass, and there are no existing impervious areas. 2.2 Topography The project site is generally flat in the southwest portion of the lot, sloping very gently from a highpoint along the western property line. It then slopes moderately and consistently to the northeast of the lot, where it then flattens out and becomes a wetland. 2.3 Soils According to an NRCS Soil Report the existing soils are primarily Hudson Silt Loam, which are HSG C/D. A copy of the report is attached. Four (4) test pits performed on the site established the soils consist of a silty clay loam. The seasonally high water table ranges from 26" below grade to 40" below grade. Perc tests were performed at Test Pit 1 and witnessed by Chazen Engineering resulting in a stabilized rate of Y/hr. A Falling Head Permeability test was performed at Test Pit 4, resulting in a stabilized rate of 18"/hr. Detailed results of the test pits are shown in the attached memo that documents the test pit results. 2.4 Site Hydrology, Wetlands and Receiving Waters. Runoff primarily flows as sheet flow north across the grass area from a high point in the southwest part of the lot to the wetland in the north part of the lot. For the U Page 4 purpose of the stormwater analysis the wetland boundary is considered Design Point (Analysis point) 1. There is an existing drainage swale that captures runoff from the southeast corner of the lot and Oak Valley Way adjacent to the lot. The swale drains to an existing catch basin outside the southeast corner of the lot and drains to the wetland. The catch basin is Design Point 2. The closest receiving water is the adjacent wetland. 3.0 EROSION AND SEDIMENT CONTROL 3.1 Erosion and Sediment Control Practices The general erosion and sediment control strategy is to utilize silt fence to contain and control any sediment laden runoff, and prevent it from entering the wetland. Areas that are disturbed but are not part of the active construction area will be immediately stabilized with seed and straw mulch. In areas with slopes greater than 3:1, rolled erosion control blankets will be installed to provide stabilization. Within 10 days of the completion of all site work involving land disturbance, all disturbed areas will be temporarily and permanently stabilized as noted above. Details and locations of all proposed erosion and sediment control practices are provided on the project plans. Temporary Structural Practices ✓ Silt Fence ✓ Stabilized Construction Entrance ✓ Seed and Straw Mulch ✓ Storm Drain Inlet Protection Permanent Structural Controls ✓ Asphalt pavement/concrete walks ✓ Lawn/landscaping ✓ Rolled Erosion Control Blanket Temporary Stabilization Practices (including vegetative practices) ✓ In areas where soil disturbance activity has temporarily ceased (area will not be disturbed again for seven (7) days), initiate immediately and complete seeding and mulching of bare soil areas within ten (10) days from the date the current soil disturbance activity ceased. Permanent Stabilization Practices (including vegetative practices) ✓ Seeding and mulching of all disturbed areas: Seed and mulch all disturbed areas. Seed shall be a commercially available seed mixture appropriate to the climate shall be used to stabilize disturbed areas to be re-vegetated, such as the following seed mix: ■ 43.65% Boreal creeping red fescue ■ 34.3% perennial ryegrass ■ 17% Kentucky bluegrass The boreal red fescue is particularly well suited to the local climate and the perennial ryegrass will germinate rapidly and accelerate stabilization. If U Page 5 desired, additional ryegrass, perennial or annual, may be used in addition to the specified seed mix. Seed may be applied by a number of suitable means including broadcasting, hydro-seeding, or incorporated as part of a geotextile (i.e. Green & Bio Tech SureTurf 1000 and 4000 Seeded Mat System ®, BIOMAT ® seeded mats). ✓ Slopes that are 3:1 or steeper shall receive a Rolled Erosion Control Product (RECP). As an alternative, sodding or hydro-seeding a homogenous mixture of wood fiber mulch with tackifying agent may be used if approved by the Town or Qualified Inspector. Wood cellulose mulch shall be applied at a rate of 35 pounds per thousand square feet (2,000 pounds per acre). A non-asphaltic tackifier must be included with the hydro-mulch application. ✓ Mulching — Broadcast seeded areas shall be mulched. Broadcast seeded areas shall be mulched with invasive species free straw at a rate of 2 to 3 bales per thousand square feet (100-120 bales per acre). Straw mulch shall be secured in place be either driving over the mulched area with a tracked vehicle or by applying a non-asphaltic tackifier. ✓ All practices shall be installed in accordance with the NYSDEC NYS Standards and Specifications for Erosion and Sediment Control. 3.2 Erosion and Sediment Control Drawings Erosion and Sediment Control practices are shown on the Attached project plans. 3.3 Construction Sequence of Operations Project construction will not disturb more than one acre. The project will be completed as one phase. In general, the following actions must occur: ✓ Temporary structural erosion controls will be installed prior to earthwork as per the attached plans. ✓ Areas to be undisturbed for more than 7 days will be temporarily stabilized as indicated above and on the project plans. ✓ Disturbed areas will be reseeded and mulched immediately after final contours are established and no more than 10 days after the completion of land disturbance within the site. ✓ Temporary erosion control devices will not be removed until the area served is stabilized by the growth of vegetation and the area is certified as being stabilized by the Town or Erosion Control Inspector. Construction sequencing and staging is generally planned as follows: U Page 6 Reference Construction Activities Sheet Start 4 Stop Number Delineate construction area and limits of disturbance. Install all silt fence, wetland protection fence, construction entrance and any tree protection fence. Identify and demarcate any L3.0 Week 1 areas to be protected from compaction and construction equipment. Clear and Grub trees as required. Temporarily stabilize L3.0 Week 2 disturbed areas that will not be disturbed within 7 days. Begin foundation excavation and house construction. Inspect and maintain all erosion and sediment control devices on a L3.0 Weeks 2-48 weekly basis, and after any storm event. Repair/replace as needed to maintain conformance with the plans and details. As soon as practical, complete necessary site work and temporarily stabilize all disturbed areas with seed/mulch, and erosion control blanket. Install proposed planting. Once L3.0 Week49 contributing areas are stabilized, install Stormwater Planters and Rain Gardens. Inspect stabilization measures and repair as needed. Do not remove silt fence until all construction is completed and disturbed areas are deemed stabilized. Stabilized is defined L3.0 Weeks 50 as perennial vegetated cover with a density of 80% over the entire pervious surface. Upon completion of construction and stabilization, remove all sediment and erosion control devices and repair/stabilize L3.0 Week 52 disturbed areas resulting from removal. 3.4 Erosion and Sediment Control Practice Maintenance Temporary erosion and sediment control practices shall be maintained frequently during construction. It is the responsibility of the owner/operator to retain the services of a qualified inspector to regularly inspect the effectiveness of the specified erosion and sediment controls. The qualified inspector shall notify the owner/operator of any deficiencies and maintenance needs. The owner/operator shall be responsible for making sure maintenance activities are carried out. Temporary erosion and sediment control practice maintenance needs are listed below: ✓ Silt fence —maintenance shall be performed as needed and material removed when "bulges" develop in the silt fence. When sediment material accumulates to one third of the silt fence height, the sediment will be removed and placed in an upland area and be stabilized. Any tears in the silt fence fabric will be repaired or replaced, any silt fence that is not properly toed in will be repaired and any broken posts will be replaced. U Page 7 ✓ Stabilized construction entrance — entrance shall be maintained in a condition which shall prevent tracking. This may require periodic top dressing with additional aggregate. All sediment tracked onto or spilled on public rights of way shall be removed immediately. When necessary, wheels must be cleaned to remove sediment prior to entrance on public rights of way. When washing is required, it shall be done in an area stabilized with aggregate and wash water shall be directed away from streams or wetlands preferably to a broad grassed area or a stormwater pond. ✓ Storm drain inlet protection— inspect after each storm event. Remove sediment when 50 percent of the storage volume is achieved. ✓ Temporary and permanent seeding and mulching - Routinely replace top- soil, mulch and seed where seeding has been disturbed. ✓ Dust control — if the site is subject to dusty conditions on the construction access roads or other open areas, these areas will be have water or any other material applied that will inhibit the production of dust. This will be done on an as needed basis or preventatively if problems are known to occur. No chemical or polymer materials should be applied in close proximity to any streams or wetlands. 4.0 POST CONSTRUCTION STORMWATER MANAGEMENT 4.1 Stormwater Management Summary As stated earlier the project proposes to construct a single family home and a driveway. Anticipated site disturbance is approximately 33,000 square feet, and is limited to only what is necessary to construct the home and associated infrastructure. A limit of disturbance line is included on the project plans. Once the project is completed, the total impervious area will equal 8,167 square feet. For major stormwater projects, the Town of Queensbury requires stormwater control measures to be designed so there is no increase in runoff volume from the pre-development condition, based on a 10-yr frequency 24-hr storm event. The Town also requires stormwater control measures to attenuate peak runoff flow rates for a 25-yr frequency storm event, so that post development peak flow rates are equal to or less than the pre-development condition. The project proposes to utilize rain gardens and stormwater planters to manage stormwater from the impervious areas of the site and meet the Town requirements. Existing soil conditions and setback restrictions associated with the wetland, property lines and septic location limit the area where the house and associated stormwater devices can be located. As a result it is not feasible to infiltrate all associated stormwater runoff, however infiltration is used to the greatest extent practicable. Utilizing Rain Gardens outside of 100' of the wetland and Stormwater Planters inside 100' of the wetland is the most beneficial and practical approach given all the site limitations and the limited available area within which the house U Page 8 can be placed. Refer to the Grading and Drainage Plan and Site Details within the project plan set for locations and construction details. 4.2 Stormwater Management Design In the post development condition, runoff from the roof of the house is managed by diverting flows via gutters and downspouts to rain gardens and stormwater planters. The rain gardens are located in the southern portion of the lot which is greater than 100' from the wetland allowing for infiltration. They are set high enough in elevation to achieve 2' of separation from seasonally high groundwater levels. This requires locating them within 10' of the house foundation. The foundation will be adequately waterproofed in these areas to help prevent potential impacts to the foundation from stormwater runoff infiltrating into the ground. The rain gardens have been sized to treat the calculated WQv and maximize infiltration. Discharge from larger storm events will flow over a weir away from the house into a grassed depression where it will collect and infiltrate. Stormwater Planters have been used to manage and treat runoff from the roof in the northern part of the lot, and the driveway in the eastern part of the lot. Liners are used in the bottom of the planters due to the lack of separation to the shallow high groundwater, and underdrains are used to dewater the devices. Pipe discharge points are shown on the plans. Given the existing site constraints, this design provides the best approach for providing adequate filtering and treatment of stormwater, while preventing infiltration of stormwater within 100' of the wetland. North of the house, gutters and downspouts will direct flow into the stormwater planters. During large storm events the planters will discharge over a wide weir and sheet flow over the grassy areas, eventually flowing to the wetland. Additional planting is proposed along this portion of the wetland edge to provide additional buffering. East of the house, flow from the driveway and roof is directed to the stormwater planter through a grassed swale. During large storm events the planter adjacent to the driveway will flow over a weir into the existing grass swale and eventually into the existing catch basin. 4.3 Hydraulic and Hydrologic Analysis The program utilized for quantifying stormwater runoff rates and volumes was HydroCAD software (version 10), produced by HydroCAD Software Solutions, LLC. HydroCAD is a program for modeling the hydrology and hydraulics of stormwater runoff that is based on techniques developed by the Soil Conservation Service JR- 55). A Pre and Post Development Subcatchment Diagram were developed for the site in order to model stormwater runoff in HydroCAD and compare pre and post development conditions. (See attachment). The information below summarizes the results of the Stormwater Analysis and HydroCAD model data, which U Page 9 demonstrates that the proposed project meets the Town of Queensbury requirements for a Major Stormwater Project. Please refer to the detailed HydroCAD data included as an Attachment for supporting information. The nominal rainfall value used in this analysis for the 10-yr design storm is 3.6" and for the 25-yr design storm is 4.4". The 10-yr rainfall amount is from the NYSDEC Stormwater Manual, and the 25-yr rainfall amount is from the Northeast Regional Climate Center Interactive Web Tool for Extreme Precipitation Analysis. The results of the calculations relating to the 10-yr runoff volume are summarized below as follows: 10-yr event Pre Development Vol. Post Development. Vol. Project site (DP-1&DP-2) 0.14 of 0.14 of The results of the calculations relating to the 25-yr peak flow are summarized below: 25-yr event Pre Development Rate Post Development. Rate DP-1 2.68 cfs 2.25 cfs DP-2 0.95 cfs 0.91 cfs As demonstrated in the summary above and in the attached calculations, there is no increase in the runoff volume in the 10-yr storm event in the post development condition, and there is a reduction in peak rate runoff in the 25-yr storm event. As such the project meets the Town of Queensbury stormwater management criteria for a major project. Additional detailed information about the site and the stormwater management plan is outlined below. 4.4 Water Quality Volume Calculations The Stormwater Planters and Rain Gardens were sized in accordance with The Water Quality Volume (WQv) calculations in Chapter 4 of the NYSDEC Stormwater Management Design Manual, using a 90% storm of 1.2". Refer to the attached WQv calculations and sizing calculations for additional information. 5.0 POST CONSTRUCTION STORMWATER MAINTENANCE The Owner will be responsible for the long term operation and maintenance of the stormwater management practices. Post-construction maintenance for this project will consist of regular, (as indicated below) inspections of stormwater management facilities and performance of the maintenance procedures listed below. These maintenance procedures are essential to assure continual performance of the stormwater management practices on the site. U Page 10 Stormwater Planters and Rain Gardens ■ The systems should be inspected quarterly for the first year and if there are no problems, the system can be inspected semi-annually after the first year. ■ Clean sediment out of any conveyances leading to stormwater facilities. ■ Repair any erosion of conveyances leading to devices. Reposition splash blocks if necessary. ■ Inspect mulch for sediment accumulation. Remove and replace mulch on an annual basis (at a minimum), or if visual evidence of significant sediment accumulation exists. ■ Clean trash and debris out of system as necessary ■ Dead or diseased vegetation should be replaced ■ If the filtering capacity of the filter media diminishes substantially (when water ponds for more than 48 hours), the top few inches of discolored material shall be removed and be replaced with fresh material meeting the same specifications. ■ Silt and sediment should be removed from the filter bed when the accumulation exceeds one inch. ■ Areas devoid of mulch shall be re-mulched on an annual basis. 6.0 CONSTRUCTION WASTE Waste Materials: All waste materials generated during construction will be disposed at a suitable landfill, or transfer station. Hazardous Waste: The project will not be a generator of hazardous waste and it is not anticipated that any hazardous waste will be generated during construction. If there are any materials generated, a licensed hazardous waste carrier will be contracted to dispose the hazardous material at a suitable disposal site. If hazardous materials are discovered during construction, the work will be stopped until the issue is resolved. Waste: Portable sanitary facilities will be made available to construction personnel and will be serviced regularly. 7.0 OFFSITE VEHICLE TRACKING Excavation equipment involved with the construction will remain on the project site and will not regularly egress or ingress the site. Any trucks used to bring in materials or remove materials via municipal paved roads will do so over a stabilized construction entrance. It is the Contractor's responsibility to ensure off-site vehicle tracking does not occur. If it does, the contractor shall immediately implement corrective measures including, but not limited to daily street sweeping of roads adjacent to project entrances and/or periodic maintenance of the construction entrance. U Page ll 8.0 SPILL PREVENTION PRACTICES Good Housekeeping and Material Management Practices The following good housekeeping and material management practices will be followed on site during the construction project to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. ■ Materials will be brought on site in the minimum quantities required. ■ All materials stored on site will be stored in a neat, orderly manner in their appropriate containers, and if possible, under a roof or other enclosure. ■ Products will be kept in their original containers with the original manufacturer's label. ■ Substances will not be mixed with one another unless recommended by the manufacturer. ■ Whenever possible, all of a product will be used up before disposal. ■ Manufacturer's recommendations for proper use and disposal will be followed. ■ The construction manager or his designee will inspect regularly to ensure proper use and disposal of materials on site. ■ The contractor shall prohibit washing of tools, equipment, and machinery in or within 100 feet of any watercourse or wetland. ■ All above grade storage tanks are to be protected from vehicle damage by temporary barriers. Inventory for Pollution Prevention Plan The materials and substances listed below are expected to be on-site during construction. ■ Petroleum for fueling vehicles will be stored in above ground storage tanks. Tanks will either be steel with an enclosure capable of holding 110% of the storage tank volume or of a Con-Store, concrete encased type typically employed by NYSDOT. Hydraulic oil and other oils will be stored in their original containers. Concrete and asphalt will be stored in the original delivery trucks. ■ Fertilizer may be stored on site in its original container for a short period of time prior to seeding. Original containers will be safely piled on pallets or similar devices to protect from moisture. ■ Paints and other similar materials will be stored in their original containers and all empty containers will be disposed of in accordance with label directions. ■ Portable sanitary facilities, which contain chemical disinfectants (deodorants) will be located on-site, with the disinfectants held in the tank of the toilet. Page 12 Hazardous Products These practices are used to reduce the risks associated with hazardous materials. ■ Products will be kept in original containers unless they are not re- sealable. ■ Original labels and material safety data sheets will be retained; they contain important product information. ■ If surplus product must be disposed of, manufacturers' or local and State recommended methods for proper disposal will be followed. Spill Prevention The following product specific practices will be followed on site. Petroleum Products: ■ Construction personnel should be made aware that emergency telephone numbers are located in this SWPPP. ■ The contractor shall immediately contact NYSDEC in the event of a spill, and shall take all appropriate steps to contain the spill, including construction of a dike around the spill and placing absorbent material over this spill. ■ The contractor shall instruct personnel that spillage of fuels, oils, and similar chemicals must be avoided and will have arranged with a qualified spill remediation company to serve the site. ■ Fuels, oils, and chemicals will be stored in appropriate and tightly capped containers. Containers shall not be disposed of on the project site. ■ Fuels, oils, chemicals, material, equipment, and sanitary facilities will be stored/located away from trees and at least 100 feet from streams, wells, wet areas, and other environmentally sensitive sites. ■ Dispose of chemical containers and surplus chemicals off the project site in accordance with label directions. ■ Use tight connections and hoses with appropriate nozzles in all operations involving fuels, lubricating materials or chemicals. ■ Use funnels when pouring fuels, lubricating materials or chemicals. ■ Refueling and cleaning of construction equipment will take place in parking areas to provide rapid response to emergency situations. ■ All on-site vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Any vehicle leaking fuel or hydraulic fuel will be immediately scheduled for repairs and use will be discontinued until repairs are made. Fertilizers: ■ Fertilizer will be stored in its original containers on pallets with water resistant coverings. Page 13 ■ Proper delivery scheduling will minimize storage time. ■ Any damaged containers will be repaired immediately upon discovery and any released fertilizer recovered to the fullest extent practicable. Paints: ■ All containers will be tightly sealed and stored when not required for use. ■ Excess paint will not be discharged to the storm water system or wastewater system, but will be properly disposed of according to manufacturers' instructions or State and local regulations. Concrete Trucks: ■ Concrete trucks shall wash out or discharge surplus concrete or drum wash water into an area contained by hay bales or an earthen berm and lined with a 10 mil. plastic lining sized to contain all liquid and concrete generated from concrete operations. ■ Concrete washout areas shall be located at least 50' from storm drains, open ditches, water bodies and wetlands. ■ Inspect on a regular basis for signs of damage or leaks and make any necessary repairs. ■ Clean or construct new facility when washout becomes 75% full. ■ When facilities are no longer needed, remove hardened concrete, slurry and washout materials and legally dispose of off-site or recycle. Asphalt Trucks: ■ Asphalt trucks shall not discharge surplus asphalt on the site. Spill Control Practices In addition to the good housekeeping and material management practices discussed in the previous sections of this plan, the following practices will be followed for spill prevention and cleanup. The construction manager or site superintendent responsible for the day-to-day site operations will be the spill prevention and cleanup coordinator. He will designate at least three other site personnel who will receive spill prevention and cleanup training. These individuals will each become responsible for a particular phase of prevention and cleanup. The names of responsible spill personnel will be posted in the material storage area and in the onsite construction office or trailer. ■ Manufacturers' recommended methods for spill cleanup will be clearly posted and site personnel will be made aware of the procedures and the location of the information and cleanup supplies. Any spill in excess or suspected to be in excess of two gallons will be reported to the NYSDEC Regional Spill Response Unit. Notification to the NYSDEC (1-800-457-7362) must be completed within two hours of the discovery of the spill. Page 14 ■ Materials and equipment necessary for spill cleanup will be kept in the material storage area onsite. Equipment and materials will include but not be limited to absorbent pads, brooms, dust pans, mops, rags, gloves, goggles, activated clay, sand, sawdust, and plastic and metal trash containers specifically for this purpose. ■ All spills will be cleaned up immediately after discovery. ■ The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with spilled substance. ■ Spills of toxic or hazardous material will be reported to the appropriate State or local government agency, regardless of the size uupl� The I A GR , i Page 15 Attachments WQv Calculations Sizing Calculations Pre and Post Development Subcatchment Diagrams HydroCAD calculations Soil Report and Test Pit Logs Job Name and# Cluimes Residence-201550 Water Quality Volume Calculation Water Quality Volume-Storage Volume WQv=[(P)(Rv)(A)]/12 Where: Rv=0.05+0.009(I) I=impervious cover in percent P=90%rainfall in inches(see Figure 4.1 in NYS SMDM) 1.2 inches A=site arca(in acres) Subcatchment 1.3 S Impervious 0.037 acre, 1,596 ft3 I(%Impervious) 71 % Rv(Minimum 0.2) 0.69 P(90`Z,Rainfall) 1.2 A(Area) 0.051 acre, 2,239 ft2 Req'd WQv = 0.004 acre feet= 155 ft3 Subcatchment 1.4 S Impervious 0.012 acres 515 ft3 I(%Impervious) 66% Rv(Minimrmr 0.2) 0.65 P(90%Rainfall) 1.2 A(Area) 0.018 acres 777 ft3 Req'd WQv = 0.001 acre feet= 50 ft3 Subcatchment 1.5 S&1.6S Impervious 0.015 acre, 655 ft3 I(%Impervious) 48% Rv(Minimum 0.2) 0.48 P(90%Rainfall) 1.2 A(Area) 0.032 acre, 1,373 ft3 Req'd WQv = 0.002 acre feet= 66 ft3 Subcatchment 1.7 S Impervious 0.069 acres 3,024 ft3 I(%Impervious) 52% Rv(Minimrmr 0.2) 0.52 P(90%Rainfall) 1.2 A(Area) 0.133 acres 5,807 ft3 Req'd WQv = 0.007 acre feet= 301 ft3 Subcatchment 1.8 S Impervious 0.019 acre, 844 ft3 T(%Tmpervious) 96% Rv(Minimum 0.2) 091 P(90%Rainfall) 1.2 A(Area) 0.020 acre, 879 ft3 Req'd WQv = 0.002 acre feet= 80 ft3 Subcatchment 1.9 S Impervious 0.022 acres 977 ft3 I(%Impervious) 79% Rv(Minimrmr 0.2) 0.76 P(90%Rainfall) 1.2 A(Area) 0.028 acres 1,234 ft3 Req'd WQv = 0.002 acre feet= 94 ft3 Stormwater Planter Sizing Calculations STORMWATER PLANTER 1: S1 (1.3) Req'd. WQv= 155 cf Required Surface Area Af=Tv*(df)/[k*(hf+df)(tf)] Where: WQv= Treatment Volume df= depth of soil = 1.5 ft k= hydraulic conductivity= 0.5 ft/day Bio Soil hf= avg. ht of water above filter bed= 0.25 ft (for 6" pond depth) tf= Filter Time= 2 days (48 hrs) Req'd Required Provided WQv WQv Surf Area Surf Area Provided 1551 133 sf 150 175 STORMWATER PLANTER 2: S2(1.7s) Req'd. WQv= 301 cf Required Surface Area Af=Tv*(df)/[k*(hf+df)(tf)] Where: WQv= Treatment Volume df= depth of soil = 1.5 ft k= hydraulic conductivity= 0.5 ft/day Bio Soil hf= avg. ht of water above filter bed= 0.5 ft (for 12" pond depth) tf= Filter Time= 2 days (48 hrs) Req'd Required Provided WQv WQv Surf Area Surf Area Provided 3011 226 sf 300 400 STORMWATER PLANTER 3: S3(1.5/1.6s) Req'd. WQv= 66 cf Required Surface Area Af=Tv*(df)/[k*(hf+df)(tf)] Where: WQv= Treatment Volume df= depth of soil = 1.5 ft k= hydraulic conductivity= 0.5 ft/day Bio Soil hf= avg. ht of water above filter bed= 0.25 ft (for 6" pond depth) tf= Filter Time= 2 days (48 hrs) Req'd Required Provided WQv WQv Surf Area Surf Area Provided 661 56 sf 75 88 Rain Garden WQv Calculation (From NYSDEC Stormwater Management Design Manual, rain gardens) Rain Garden - R1 (1.4s) Total Storage (WQv) = Vsm +Vdl + (Dp x Agr) Vsm=Agr x Dsm x n sm Vdl=Agr x Ddl x n dl Water Quality Volume (WQv) Req'd (cf) 50 cf 0.001153 of Determine required size where: Dsm=depth of the soil media (feet) 1 ft 12"-18"typ. Ddl=depth of drainage layer(Feet) 0.5 ft 6" min. n sm=porosity of the soil media assume 20% 0.2 n dl=porosity of the drainage layer assume 40% 0.4 Vsm=volume of the soil mendia (cubic feet) 13 cf Vdl=volume of the drainage layer(cubic feet) 13 cf Dp=Depth of ponding above surface (feet) 0.5 ft Arg=Rain Garden surface area (SF) 66 sf Water Quality Volume (WQv) Provided(cf) 59 cf 0.001364 of Rain Garden - R2(1.8s) Total Storage (WQv) = Vsm +Vdl + (Dp x Agr) Vsm=Agr x Dsm x n sm Vdl=Agr x Ddl x n dl Water Quality Volume (WQv) Req'd (cf) 80 cf 0.001845 of Determine required size where: Dsm=depth of the soil media (feet) 1 ft 12"-18"typ. Ddl=depth of drainage layer(Feet) 0.5 ft 6" min. n sm=porosity of the soil media assume 20% 0.2 n dl=porosity of the drainage layer assume 40% 0.4 Vsm=volume of the soil mendia (cubic feet) 18 cf Vdl=volume of the drainage layer(cubic feet) 18 cf Dp=Depth of ponding above surface (feet) 0.5 ft Arg=Rain Garden surface area (SF) 90 sf Water Quality Volume (WQv) Provided(cf) 81 cf 0.00186 of Rain Garden - R3(1.9s) Total Storage (WQv) = Vsm +Vdl + (Dp x Agr) Vsm=Agr x Dsm x n sm Vdl=Agr x Ddl x n dl Water Quality Volume (WQv) Req'd (cf) 94 cf 0.00216 of Determine required size where: Dsm=depth of the soil media (feet) 1 ft 12"-18"typ. Ddl=depth of drainage layer(Feet) 0.5 ft 6" min. n sm=porosity of the soil media assume 20% 0.2 n dl=porosity of the drainage layer assume 40% 0.4 Vsm=volume of the soil mendia (cubic feet) 22 cf Vdl=volume of the drainage layer(cubic feet) 22 cf Dp=Depth of ponding above surface (feet) 0.5 ft Arg=Rain Garden surface area (SF) 110 sf Water Quality Volume (WQv) Provided(cf) 99 cf 0.002273 of Rain Garden - R4 (1.5/1.6s) Total Storage (WQv) = Vsm +Vdl + (Dp x Agr) Vsm=Agr x Dsm x n sm Vdl=Agr x Ddl x n dl Water Quality Volume (WQv) Req'd (cf) 66 cf 0.001511 of Determine required size where: Dsm=depth of the soil media (feet) 1 ft 12"-18"typ. Ddl=depth of drainage layer(Feet) 0.5 ft 6" min. n sm=porosity of the soil media assume 20% 0.2 n dl=porosity of the drainage layer assume 40% 0.4 Vsm=volume of the soil mendia (cubic feet) 15 cf Vdl=volume of the drainage layer(cubic feet) 15 cf Dp=Depth of ponding above surface (feet) 0.5 ft Arg=Rain Garden surface area (SF) 75 sf Water Quality Volume (WQv) Provided(cf) 68 cf 0.00155 of �Eu err 3 * a 345 \355 \ f✓ 34a�3 •JI / .R.....RE. B 350 I v, AiK 0.`352 c� asp -,ao.�o ii 5 The Chrimes Residence PRE—DEVELOPMENT SUBCATCHMENT DIAGRAM Oak Valley Way,Queensbury,N.Y. 02/03/2016 ISI _^� 1heLAS7C73P 1R DP-1 total disc arge Design oint 1 1 . 1 1 .2 P-2 Subcat 1 . 1 Subcat 1 .2 Design Point 2 Subcat [R:,ach on Link Routing Diagram for 201550_existing Prepared by The LA Group, Printed 2/8/2016 HydroCAD®10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC 201550_existing Prepared by The LA Group Printed 2/8/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.209 74 >75% Grass cover, Good, HSG C (1.1, 1.2) 0.035 98 Paved parking, HSG C (1.2) 1.244 75 TOTAL AREA 201550_existing Prepared by The LA Group Printed 2/8/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 1.244 HSG C 1.1, 1.2 0.000 HSG D 0.000 Other 1.244 TOTAL AREA 201550_existing Prepared by The LA Group Printed 2/8/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 1.209 0.000 0.000 1.209 >75% Grass cover, Good 1.1, 1.2 0.000 0.000 0.035 0.000 0.000 0.035 Paved parking 1.2 0.000 0.000 1.244 0.000 0.000 1.244 TOTAL AREA 201550—existing Type II 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/8/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1.1: Subcat 1.1 Runoff Area=42,945 sf 0.00% Impervious Runoff Depth=1.31" Flow Length=182' Tc=11.6 min CN=74 Runoff=1.83 cfs 0.108 of Subcatchment 1.2: Subcat 1.2 Runoff Area=11,250 sf 13.71% Impervious Runoff Depth=1.51" Flow Length=197' Tc=6.0 min CN=77 Runoff=0.68 cfs 0.032 of Reach 1 R: total discharge Inflow=2.36 cfs 0.140 of Outflow=2.36 cfs 0.140 of Pond DP-1: Design Point 1 Inflow=1.83 cfs 0.108 of Primary=1.83 cfs 0.108 of Pond DP-2: Design Point 2 Inflow=0.68 cfs 0.032 of Primary=0.68 cfs 0.032 of Total Runoff Area = 1.244 ac Runoff Volume = 0.140 of Average Runoff Depth = 1.35" 97.15% Pervious = 1.209 ac 2.85% Impervious = 0.035 ac 201550-existing Type II 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/8/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1.1: Subcat 1.1 Runoff = 1.83 cfs @ 12.04 hrs, Volume= 0.108 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 42,945 74 >75% Grass cover, Good, HSG C 42,945 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 100 0.0200 0.15 Sheet Flow, grass Grass: Short n= 0.150 P2= 2.50" 0.5 82 0.1500 2.71 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 11.6 182 Total Summary for Subcatchment 1.2: Subcat 1.2 Runoff = 0.68 cfs @ 11.98 hrs, Volume= 0.032 af, Depth= 1.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 9,708 74 >75% Grass cover, Good, HSG C 1,542 98 Paved parking, HSG C 11,250 77 Weighted Average 9,708 86.29% Pervious Area 1,542 13.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 52 0.0570 0.20 Sheet Flow, grass Grass: Short n= 0.150 P2= 2.50" 1.3 145 0.0150 1.84 Shallow Concentrated Flow, grass swale Grassed Waterway Kv= 15.0 fps 5.6 197 Total, Increased to minimum Tc = 6.0 min Summary for Reach 1 R: total discharge Inflow Area = 1.244 ac, 2.85% Impervious, Inflow Depth = 1.35" for 10-yr event Inflow = 2.36 cfs @ 12.02 hrs, Volume= 0.140 of Outflow = 2.36 cfs @ 12.02 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min 201550—existing Type II 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/8/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 7 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond DP-1: Design Point 1 Inflow Area = 0.986 ac, 0.00% Impervious, Inflow Depth = 1.31" for 10-yr event Inflow = 1.83 cfs @ 12.04 hrs, Volume= 0.108 of Primary = 1.83 cfs @ 12.04 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond DP-2: Design Point 2 Inflow Area = 0.258 ac, 13.71% Impervious, Inflow Depth = 1.51" for 10-yr event Inflow = 0.68 cfs @ 11.98 hrs, Volume= 0.032 of Primary = 0.68 cfs @ 11.98 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 201550—existing Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/8/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 8 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1.1: Subcat 1.1 Runoff Area=42,945 sf 0.00% Impervious Runoff Depth=1.90" Flow Length=182' Tc=11.6 min CN=74 Runoff=2.68 cfs 0.156 of Subcatchment 1.2: Subcat 1.2 Runoff Area=11,250 sf 13.71% Impervious Runoff Depth=2.13" Flow Length=197' Tc=6.0 min CN=77 Runoff=0.95 cfs 0.046 of Reach 1 R: total discharge Inflow=3.44 cfs 0.202 of Outflow=3.44 cfs 0.202 of Pond DP-1: Design Point 1 Inflow=2.68 cfs 0.156 of Primary=2.68 cfs 0.156 of Pond DP-2: Design Point 2 Inflow=0.95 cfs 0.046 of Primary=0.95 cfs 0.046 of Total Runoff Area = 1.244 ac Runoff Volume = 0.202 of Average Runoff Depth = 1.94" 97.15% Pervious = 1.209 ac 2.85% Impervious = 0.035 ac 201550-existing Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/8/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1.1: Subcat 1.1 Runoff = 2.68 cfs @ 12.04 hrs, Volume= 0.156 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 42,945 74 >75% Grass cover, Good, HSG C 42,945 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 100 0.0200 0.15 Sheet Flow, grass Grass: Short n= 0.150 P2= 2.50" 0.5 82 0.1500 2.71 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 11.6 182 Total Summary for Subcatchment 1.2: Subcat 1.2 Runoff = 0.95 cfs @ 11.97 hrs, Volume= 0.046 af, Depth= 2.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 9,708 74 >75% Grass cover, Good, HSG C 1,542 98 Paved parking, HSG C 11,250 77 Weighted Average 9,708 86.29% Pervious Area 1,542 13.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 52 0.0570 0.20 Sheet Flow, grass Grass: Short n= 0.150 P2= 2.50" 1.3 145 0.0150 1.84 Shallow Concentrated Flow, grass swale Grassed Waterway Kv= 15.0 fps 5.6 197 Total, Increased to minimum Tc = 6.0 min Summary for Reach 1 R: total discharge Inflow Area = 1.244 ac, 2.85% Impervious, Inflow Depth = 1.94" for 25-yr event Inflow = 3.44 cfs @ 12.01 hrs, Volume= 0.202 of Outflow = 3.44 cfs @ 12.01 hrs, Volume= 0.202 af, Atten= 0%, Lag= 0.0 min 201550—existing Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/8/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 10 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond DP-1: Design Point 1 Inflow Area = 0.986 ac, 0.00% Impervious, Inflow Depth = 1.90" for 25-yr event Inflow = 2.68 cfs @ 12.04 hrs, Volume= 0.156 of Primary = 2.68 cfs @ 12.04 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond DP-2: Design Point 2 Inflow Area = 0.258 ac, 13.71% Impervious, Inflow Depth = 2.13" for 25-yr event Inflow = 0.95 cfs @ 11.97 hrs, Volume= 0.046 of Primary = 0.95 cfs @ 11.97 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs LEGEND R, o� _ s.oR in, , 12-4 u y �- '�,1 V� znm , The Chrimes Residence POST-DEVELOPMENT SUBCATCHMENT DIAGRAM Oak Valley Way,Queensbury,N.Y. 02/03/2016 H ISI _^� 2,0 GRap P-1 [1:R] �4-- P-2 1.1O Subcat 1.1 Desigoint 1 total discharge Desigoint R1 S1 S3 2R1.2 Rain den 1 storm planter 1sto plan r 3 swp) Subcat 1.2 I 1.6 1.7 S2 o o Subcat 1.4 Subcat 1.3 Subcat 1.5 Subcat 1.6 Subcat 1.7 storm planter 2 1.8 1.9 Subt 1.9 Subt 1.8 R2 R3 Rain Gardn 2ain Garden 3 4P A1.10 depression Subcat 1.10 Subcat [R:each on Link Routing Diagram for 201550_proposed_V2 Prepared by The LA Group, Printed 2/10/2016 HydroCAD®10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC 201550_proposed_V2 Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.048 74 >75% Grass cover, Good, HSG C (1.1, 1.10, 1.2, 1.3, 1.4, 1.5, 1.6, 1.7, 1.8, 1.9) 0.108 98 Paved parking, HSG C (1.1, 1.10, 1.2, 1.3, 1.7, 1.8, 1.9) 0.110 98 Roofs, HSG C (1.1, 1.10, 1.3, 1.4, 1.5, 1.7, 1.8, 1.9) 1.266 78 TOTAL AREA 201550_proposed_V2 Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 1.266 HSG C 1.1, 1.10, 1.2, 1.3, 1.4, 1.5, 1.6, 1.7, 1.8, 1.9 0.000 HSG D 0.000 Other 1.266 TOTAL AREA 201550_proposed_V2 Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 1.048 0.000 0.000 1.048 >75% Grass cover, Good 1.1, 1.10, 1.2, 1.3, 1.4, 1.5, 1.6, 1.7, 1.8, 1.9 0.000 0.000 0.108 0.000 0.000 0.108 Paved parking 1.1, 1.10, 1.2, 1.3, 1.7, 1.8, 1.9 0.000 0.000 0.110 0.000 0.000 0.110 Roofs 1.1, 1.10, 1.3, 1.4, 1.5, 1.7, 1.8, 1.9 0.000 0.000 1.266 0.000 0.000 1.266 TOTAL AREA 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1.1: Subcat 1.1 Runoff Area=26.324 sf 0.01% Impervious Runoff Depth=1.31" Flow Length=190' Tc=10.0 min CN=74 Runoff=1.18 cfs 0.066 of Subcatchment 1.10: Subcat 1.10 Runoff Area=6,123 sf 3.89% Impervious Runoff Depth=1.37" Flow Length=125' Tc=6.6 min CN=75 Runoff=0.33 cfs 0.016 of Subcatchment 1.2: Subcat 1.2 Runoff Area=10.390 sf 17.94% Impervious Runoff Depth=1.57" Flow Length=214' Tc=9.5 min CN=78 Runoff=0.58 cfs 0.031 of Subcatchment 1.3: Subcat 1.3 Runoff Area=2,239 sf 71.28% Impervious Runoff Depth=2.64" Tc=6.0 min CN=91 Runoff=0.22 cfs 0.011 of Subcatchment 1.4: Subcat 1.4 Runoff Area=777 sf 66.27% Impervious Runoff Depth=2.54" Tc=6.0 min CN=90 Runoff=0.08 cfs 0.004 of Subcatchment 1.5: Subcat 1.5 Runoff Area=659 sf 99.39% Impervious Runoff Depth=3.37" Tc=6.0 min CN=98 Runoff=0.08 cfs 0.004 of Subcatchment 1.6: Subcat 1.6 Runoff Area=714 sf 0.00% Impervious Runoff Depth=1.31" Tc=6.0 min CN=74 Runoff=0.04 cfs 0.002 of Subcatchment 1.7: Subcat 1.7 Runoff Area=5,808 sf 52.08% Impervious Runoff Depth=2.19" Tc=6.0 min CN=86 Runoff=0.49 cfs 0.024 of Subcatchment 1.8: Subcat 1.9 Runoff Area=879 sf 69.52% Impervious Runoff Depth=2.64" Tc=6.0 min CN=91 Runoff=0.09 cfs 0.004 of Subcatchment 1.9: Subcat 1.8 Runoff Area=1,233 sf 79.19% Impervious Runoff Depth=2.83" Tc=6.0 min CN=93 Runoff=0.13 cfs 0.007 of Reach 1 R: total discharge Inflow=2.15 cfs 0.140 of Outflow=2.15 cfs 0.140 of Reach 2R: swale Avg. Flow Depth=0.08' Max Vel=1.49 fps Inflow=0.15 cfs 0.009 of n=0.030 L=40.0' S=0.0375 '/' Capacity=6.34 cfs Outflow=0.15 cfs 0.009 of Pond 4P: depression Peak EIev=354.70' Storage=332 cf Inflow=0.54 cfs 0.021 of Outflow=0.07 cfs 0.021 of Pond DP-1: Design Point 1 Inflow=1.55 cfs 0.100 of Primary=1.55 cfs 0.100 of Pond DP-2: Design Point 2 Inflow=0.63 cfs 0.040 of Primary=0.63 cfs 0.040 of Pond R1: Rain Garden 1 Peak EIev=356.04' Storage=51 cf Inflow=0.08 cfs 0.004 of Discarded=0.00 cfs 0.002 of Primary=0.07 cfs 0.001 of Outflow=0.07 cfs 0.004 of 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 6 Pond R2: Rain Garden 2 Peak EIev=356.03' Storage=52 cf Inflow=0.09 cfs 0.004 of Discarded=0.00 cfs 0.003 of Primary=0.08 cfs 0.002 of Outflow=0.09 cfs 0.004 of Pond R3: Rain Garden 3 Peak EIev=356.04' Storage=78 cf Inflow=0.13 cfs 0.007 of Discarded=0.00 cfs 0.004 of Primary=0.12 cfs 0.003 of Outflow=0.13 cfs 0.007 of Pond S1: storm planter 1 Peak EIev=353.04' Storage=106 cf Inflow=0.22 cfs 0.011 of Outflow=0.22 cfs 0.011 of Pond S2: storm planter 2 Peak Elev=352.15' Storage=466 cf Inflow=0.49 cfs 0.024 of Primary=0.01 cfs 0.015 of Secondary=0.15 cfs 0.009 of Outflow=0.16 cfs 0.024 of Pond S3: storm planter 3 Peak EIev=350.04' Storage=59 cf Inflow=0.11 cfs 0.006 of Outflow=0.11 cfs 0.006 of Total Runoff Area = 1.266 ac Runoff Volume = 0.170 of Average Runoff Depth = 1.61" 82.80% Pervious = 1.048 ac 17.20% Impervious = 0.218 ac 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1.1: Subcat 1.1 Runoff = 1.18 cfs @ 12.02 hrs, Volume= 0.066 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 26,321 74 >75% Grass cover, Good, HSG C 2 98 Paved parking, HSG C 2 98 Roofs, HSG C 26,324 74 Weighted Average 26,321 99.99% Pervious Area 3 0.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 100 0.0300 0.18 Sheet Flow, grass Grass: Short n= 0.150 P2= 2.50" 0.6 90 0.1200 2.42 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 10.0 190 Total Summary for Subcatchment 1.10: Subcat 1.10 Runoff = 0.33 cfs @ 11.98 hrs, Volume= 0.016 af, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 5,885 74 >75% Grass cover, Good, HSG C 238 98 Paved parking, HSG C 0 98 Roofs, HSG C 6,123 75 Weighted Average 5,885 96.11% Pervious Area 238 3.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0400 0.17 Sheet Flow, GRASS Grass: Short n= 0.150 P2= 2.50" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.6 125 Total 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1.2: Subcat 1.2 Runoff = 0.58 cfs @ 12.01 hrs, Volume= 0.031 af, Depth= 1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 8,527 74 >75% Grass cover, Good, HSG C 1,864 98 Paved parking, HSG C 10,390 78 Weighted Average 8,527 82.06% Pervious Area 1,864 17.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 71 0.0200 0.14 Sheet Flow, grass Grass: Short n= 0.150 P2= 2.50" 0.6 70 0.0150 1.84 Shallow Concentrated Flow, grass swale Grassed Waterway Kv= 15.0 fps 0.1 25 0.0150 5.56 4.36 Pipe Channel, culvert 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.4 48 0.0150 1.84 Shallow Concentrated Flow, grass swale Grassed Waterway Kv= 15.0 fps 9.5 214 Total Summary for Subcatchment 1.3: Subcat 1.3 Runoff = 0.22 cfs @ 11.97 hrs, Volume= 0.011 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 643 74 >75% Grass cover, Good, HSG C 438 98 Paved parking, HSG C 1,158 98 Roofs, HSG C 2,239 91 Weighted Average 643 28.72% Pervious Area 1,596 71.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1.4: Subcat 1.4 Runoff = 0.08 cfs @ 11.97 hrs, Volume= 0.004 af, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 262 74 >75% Grass cover, Good, HSG C 515 98 Roofs, HSG C 777 90 Weighted Average 262 33.73% Pervious Area 515 66.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.5: Subcat 1.5 Runoff = 0.08 cfs @ 11.96 hrs, Volume= 0.004 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 4 74 >75% Grass cover, Good, HSG C 655 98 Roofs, HSG C 659 98 Weighted Average 4 0.61% Pervious Area 655 99.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.6: Subcat 1.6 Runoff = 0.04 cfs @ 11.98 hrs, Volume= 0.002 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 714 74 >75% Grass cover, Good, HSG C 714 100.00% Pervious Area 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.7: Subcat 1.7 Runoff = 0.49 cfs @ 11.97 hrs, Volume= 0.024 af, Depth= 2.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 2,783 74 >75% Grass cover, Good, HSG C 2,125 98 Paved parking, HSG C 899 98 Roofs, HSG C 5,808 86 Weighted Average 2,783 47.92% Pervious Area 3,024 52.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.8: Subcat 1.9 Runoff = 0.09 cfs @ 11.97 hrs, Volume= 0.004 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.60" Area (sf) CN Description 268 74 >75% Grass cover, Good, HSG C 35 98 Paved parking, HSG C 576 98 Roofs, HSG C 879 91 Weighted Average 268 30.48% Pervious Area 611 69.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.9: Subcat 1.8 Runoff = 0.13 cfs @ 11.96 hrs, Volume= 0.007 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type 11 24-hr 10-yr Rainfall=3.60" 201550_proposed_V2 Type II 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 11 Area (sf) CN Description 257 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG C 977 98 Roofs, HSG C 1,233 93 Weighted Average 257 20.81% Pervious Area 977 79.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 1 R: total discharge Inflow Area = 1.077 ac, 16.32% Impervious, Inflow Depth > 1.56" for 10-yr event Inflow = 2.15 cfs @ 12.02 hrs, Volume= 0.140 of Outflow = 2.15 cfs @ 12.02 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 2R: swale Inflow = 0.15 cfs @ 12.11 hrs, Volume= 0.009 of Outflow = 0.15 cfs @ 12.12 hrs, Volume= 0.009 af, Atten= 5%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Max. Velocity= 1.49 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.52 fps, Avg. Travel Time= 1.3 min Peak Storage= 4 cf @ 12.12 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.50' Flow Area= 1.5 sf, Capacity= 6.34 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 4.0 '/' Top Width= 5.00' Length= 40.0' Slope= 0.0375T Inlet Invert= 351.50', Outlet Invert= 350.00' 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 12 Summary for Pond 4P: depression Inflow Area = 0.189 ac, 22.17% Impervious, Inflow Depth = 1.31" for 10-yr event Inflow = 0.54 cfs @ 11.98 hrs, Volume= 0.021 of Outflow = 0.07 cfs @ 12.31 hrs, Volume= 0.021 af, Atten= 87%, Lag= 19.8 min Discarded = 0.07 cfs @ 12.31 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 354.70' @ 12.31 hrs Surf.Area= 994 sf Storage= 332 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 41.1 min ( 867.6 - 826.4 ) Volume Invert Avail.Storage Storage Description #1 354.25' 584 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 354.25 475 0 0 354.75 1,050 381 381 354.90 1,650 202 584 Device Routing Invert Outlet Devices #1 Discarded 354.25' 3.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.31 hrs HW=354.70' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) Summary for Pond DP-1: Design Point 1 Inflow Area = 0.838 ac, 15.86% Impervious, Inflow Depth > 1.43" for 10-yr event Inflow = 1.55 cfs @ 12.01 hrs, Volume= 0.100 of Primary = 1.55 cfs @ 12.01 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond DP-2: Design Point 2 Inflow Area = 0.239 ac, 17.94% Impervious, Inflow Depth = 2.02" for 10-yr event Inflow = 0.63 cfs @ 12.04 hrs, Volume= 0.040 of Primary = 0.63 cfs @ 12.04 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond R1: Rain Garden 1 Inflow Area = 0.018 ac, 66.27% Impervious, Inflow Depth = 2.54" for 10-yr event Inflow = 0.08 cfs @ 11.97 hrs, Volume= 0.004 of Outflow = 0.07 cfs @ 12.01 hrs, Volume= 0.004 af, Atten= 4%, Lag= 2.6 min Discarded = 0.00 cfs @ 12.01 hrs, Volume= 0.002 of Primary = 0.07 cfs @ 12.01 hrs, Volume= 0.001 of 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 13 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 356.04' @ 12.01 hrs Surf.Area= 120 sf Storage= 51 cf Plug-Flow detention time= 252.3 min calculated for 0.004 of(100% of inflow) Center-of-Mass det. time= 251.3 min ( 1,050.6 - 799.3 ) Volume Invert Avail.Storage Storage Description #1 355.50' 116 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.50 66 0 0 356.50 166 116 116 Device Routing Invert Outlet Devices #1 Discarded 355.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 356.00' 3.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 12.01 hrs HW=356.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.07 cfs @ 12.01 hrs HW=356.04' (Free Discharge) L2=Broad-Crested Rectangular Weir(Weir Controls 0.07 cfs @ 0.54 fps) Summary for Pond R2: Rain Garden 2 Inflow Area = 0.020 ac, 69.52% Impervious, Inflow Depth = 2.64" for 10-yr event Inflow = 0.09 cfs @ 11.97 hrs, Volume= 0.004 of Outflow = 0.09 cfs @ 11.98 hrs, Volume= 0.004 af, Atten= 2%, Lag= 0.7 min Discarded = 0.00 cfs @ 11.98 hrs, Volume= 0.003 of Primary = 0.08 cfs @ 11.98 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /3 Peak Elev= 356.03' @ 11.98 hrs Surf.Area= 126 sf Storage= 52 cf Plug-Flow detention time= 237.1 min calculated for 0.004 of(100% of inflow) Center-of-Mass det. time= 235.0 min ( 1,030.0 - 795.0 ) Volume Invert Avail.Storage Storage Description #1 355.50' 123 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.50 70 0 0 356.50 175 123 123 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 14 Device Routing Invert Outlet Devices #1 Discarded 355.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 356.00' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.98 hrs HW=356.03' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.08 cfs @ 11.98 hrs HW=356.03' (Free Discharge) L2=Broad-Crested Rectangular Weir(Weir Controls 0.08 cfs @ 0.49 fps) Summary for Pond R3: Rain Garden 3 Inflow Area = 0.028 ac, 79.19% Impervious, Inflow Depth = 2.83" for 10-yr event Inflow = 0.13 cfs @ 11.96 hrs, Volume= 0.007 of Outflow = 0.13 cfs @ 11.98 hrs, Volume= 0.007 af, Atten= 2%, Lag= 0.7 min Discarded = 0.00 cfs @ 11.98 hrs, Volume= 0.004 of Primary = 0.12 cfs @ 11.98 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 356.04' @ 11.98 hrs Surf.Area= 176 sf Storage= 78 cf Plug-Flow detention time= 237.2 min calculated for 0.007 of(99% of inflow) Center-of-Mass det. time= 233.6 min ( 1,019.0 - 785.4 ) Volume Invert Avail.Storage Storage Description #1 355.50' 171 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.50 110 0 0 356.50 232 171 171 Device Routing Invert Outlet Devices #1 Discarded 355.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 356.00' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.98 hrs HW=356.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.12 cfs @ 11.98 hrs HW=356.04' (Free Discharge) L2=Broad-Crested Rectangular Weir(Weir Controls 0.12 cfs @ 0.56 fps) 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 15 Summary for Pond S1: storm planter 1 Inflow Area = 0.051 ac, 71.28% Impervious, Inflow Depth = 2.64" for 10-yr event Inflow = 0.22 cfs @ 11.97 hrs, Volume= 0.011 of Outflow = 0.22 cfs @ 11.97 hrs, Volume= 0.011 af, Atten= 3%, Lag= 0.5 min Primary = 0.22 cfs @ 11.97 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 353.04' @ 11.97 hrs Surf.Area= 242 sf Storage= 106 cf Plug-Flow detention time= 211.4 min calculated for 0.011 of(99% of inflow) Center-of-Mass det. time= 205.8 min ( 1,000.8 - 795.0 ) Volume Invert Avail.Storage Storage Description #1 352.50' 235 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 352.50 150 0 0 353.50 320 235 235 Device Routing Invert Outlet Devices #1 Device 3 352.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 353.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 350.50' 6.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 350.50' /350.00' S= 0.0250 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.21 cfs @ 11.97 hrs HW=353.04' (Free Discharge) �__3=Culvert 2=Broad-Crested Rectangular Weir(Weir Controls 0.21 cfs @ 0.53 fps) (Passes 0.00 cfs of 1.43 cfs potential flow) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Summary for Pond S2: storm planter 2 Inflow Area = 0.133 ac, 52.08% Impervious, Inflow Depth = 2.19" for 10-yr event Inflow = 0.49 cfs @ 11.97 hrs, Volume= 0.024 of Outflow = 0.16 cfs @ 12.11 hrs, Volume= 0.024 af, Atten= 68%, Lag= 8.5 min Primary = 0.01 cfs @ 12.11 hrs, Volume= 0.015 of Secondary = 0.15 cfs @ 12.11 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 352.15' @ 12.11 hrs Surf.Area= 506 sf Storage= 466 cf Plug-Flow detention time= 518.9 min calculated for 0.024 of(100% of inflow) Center-of-Mass det. time= 517.7 min ( 1,332.1 - 814.4 ) 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 16 Volume Invert Avail.Storage Storage Description #1 351.00' 948 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 351.00 300 0 0 352.00 485 393 393 353.00 625 555 948 Device Routing Invert Outlet Devices #1 Device 3 351.00' 0.500 in/hr Exfiltration over Surface area #2 Secondary 352.00' 1.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 349.00' 6.0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 349.00' /348.60' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.01 cfs @ 12.11 hrs HW=352.15' (Free Discharge) L3=Culvert (Passes 0.01 cfs of 0.98 cfs potential flow) L1=Exfiltration (Exfiltration Controls 0.01 cfs) te2 Secondary OutFlow Max=0.15 cfs @ 12.11 hrs HW=352.15' (Free Discharge) =Broad-Crested Rectangular Weir(Weir Controls 0.15 cfs @ 1.03 fps) Summary for Pond S3: storm planter 3 Inflow Area = 0.032 ac, 47.69% Impervious, Inflow Depth = 2.30" for 10-yr event Inflow = 0.11 cfs @ 11.97 hrs, Volume= 0.006 of Outflow = 0.11 cfs @ 11.98 hrs, Volume= 0.006 af, Atten= 2%, Lag= 0.6 min Primary = 0.11 cfs @ 11.98 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 350.04' @ 11.98 hrs Surf.Area= 145 sf Storage= 59 cf Plug-Flow detention time= 197.1 min calculated for 0.006 of(100% of inflow) Center-of-Mass det. time= 204.5 min ( 984.7 - 780.2 ) Volume Invert Avail.Storage Storage Description #1 349.50' 140 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 349.50 75 0 0 350.50 205 140 140 201550_proposed_V2 Type 11 24-hr 10-yr Rainfall=3.60" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 17 Device Routing Invert Outlet Devices #1 Device 3 349.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 350.00' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 347.50' 6.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 347.50' /347.45' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.11 cfs @ 11.98 hrs HW=350.04' (Free Discharge) 2=Broad-Crested Rectangular Weir(Weir Controls 0.10 cfs @ 0.53 fps) 13=Culvert (Passes 0.00 cfs of 1.43 cfs potential flow) L1=Exfiltration (Exfiltration Controls 0.00 cfs) 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 18 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1.1: Subcat 1.1 Runoff Area=26.324 sf 0.01% Impervious Runoff Depth=1.90" Flow Length=190' Tc=10.0 min CN=74 Runoff=1.73 cfs 0.095 of Subcatchment 1.10: Subcat 1.10 Runoff Area=6,123 sf 3.89% Impervious Runoff Depth=1.97" Flow Length=125' Tc=6.6 min CN=75 Runoff=0.48 cfs 0.023 of Subcatchment 1.2: Subcat 1.2 Runoff Area=10.390 sf 17.94% Impervious Runoff Depth=2.21" Flow Length=214' Tc=9.5 min CN=78 Runoff=0.81 cfs 0.044 of Subcatchment 1.3: Subcat 1.3 Runoff Area=2,239 sf 71.28% Impervious Runoff Depth=3.40" Tc=6.0 min CN=91 Runoff=0.28 cfs 0.015 of Subcatchment 1.4: Subcat 1.4 Runoff Area=777 sf 66.27% Impervious Runoff Depth=3.30" Tc=6.0 min CN=90 Runoff=0.10 cfs 0.005 of Subcatchment 1.5: Subcat 1.5 Runoff Area=659 sf 99.39% Impervious Runoff Depth=4.16" Tc=6.0 min CN=98 Runoff=0.09 cfs 0.005 of Subcatchment 1.6: Subcat 1.6 Runoff Area=714 sf 0.00% Impervious Runoff Depth=1.90" Tc=6.0 min CN=74 Runoff=0.05 cfs 0.003 of Subcatchment 1.7: Subcat 1.7 Runoff Area=5,808 sf 52.08% Impervious Runoff Depth=2.91" Tc=6.0 min CN=86 Runoff=0.65 cfs 0.032 of Subcatchment 1.8: Subcat 1.9 Runoff Area=879 sf 69.52% Impervious Runoff Depth=3.40" Tc=6.0 min CN=91 Runoff=0.11 cfs 0.006 of Subcatchment 1.9: Subcat 1.8 Runoff Area=1,233 sf 79.19% Impervious Runoff Depth=3.61" Tc=6.0 min CN=93 Runoff=0.16 cfs 0.009 of Reach 1 R: total discharge Inflow=3.34 cfs 0.196 of Outflow=3.34 cfs 0.196 of Reach 2R: swale Avg. Flow Depth=0.13' Max Vel=2.01 fps Inflow=0.41 cfs 0.016 of n=0.030 L=40.0' S=0.0375 '/' Capacity=6.34 cfs Outflow=0.39 cfs 0.016 of Pond 4P: depression Peak Elev=354.86' Storage=527 cf Inflow=0.74 cfs 0.030 of Outflow=0.10 cfs 0.030 of Pond DP-1: Design Point 1 Inflow=2.21 cfs 0.136 of Primary=2.21 cfs 0.136 of Pond DP-2: Design Point 2 Inflow=1.16 cfs 0.060 of Primary=1.16 cfs 0.060 of Pond R1: Rain Garden 1 Peak Elev=356.05' Storage=52 cf Inflow=0.10 cfs 0.005 of Discarded=0.00 cfs 0.003 of Primary=0.09 cfs 0.002 of Outflow=0.09 cfs 0.005 of 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 19 Pond R2: Rain Garden 2 Peak EIev=356.04' Storage=53 cf Inflow=0.11 cfs 0.006 of Discarded=0.00 cfs 0.003 of Primary=0.11 cfs 0.003 of Outflow=0.11 cfs 0.006 of Pond R3: Rain Garden 3 Peak EIev=356.05' Storage=79 cf Inflow=0.16 cfs 0.009 of Discarded=0.00 cfs 0.004 of Primary=0.15 cfs 0.004 of Outflow=0.16 cfs 0.009 of Pond S1: storm planter 1 Peak EIev=353.05' Storage=107 cf Inflow=0.28 cfs 0.015 of Outflow=0.28 cfs 0.015 of Pond S2: storm planter 2 Peak Elev=352.28' Storage=536 cf Inflow=0.65 cfs 0.032 of Primary=0.01 cfs 0.016 of Secondary=0.41 cfs 0.016 of Outflow=0.41 cfs 0.032 of Pond S3: storm planter 3 Peak EIev=350.05' Storage=61 cf Inflow=0.15 cfs 0.008 of Outflow=0.14 cfs 0.008 of Total Runoff Area = 1.266 ac Runoff Volume = 0.236 of Average Runoff Depth = 2.24" 82.80% Pervious = 1.048 ac 17.20% Impervious = 0.218 ac 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1.1: Subcat 1.1 Runoff = 1.73 cfs @ 12.02 hrs, Volume= 0.095 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 26,321 74 >75% Grass cover, Good, HSG C 2 98 Paved parking, HSG C 2 98 Roofs, HSG C 26,324 74 Weighted Average 26,321 99.99% Pervious Area 3 0.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 100 0.0300 0.18 Sheet Flow, grass Grass: Short n= 0.150 P2= 2.50" 0.6 90 0.1200 2.42 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 10.0 190 Total Summary for Subcatchment 1.10: Subcat 1.10 Runoff = 0.48 cfs @ 11.98 hrs, Volume= 0.023 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 5,885 74 >75% Grass cover, Good, HSG C 238 98 Paved parking, HSG C 0 98 Roofs, HSG C 6,123 75 Weighted Average 5,885 96.11% Pervious Area 238 3.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0400 0.17 Sheet Flow, GRASS Grass: Short n= 0.150 P2= 2.50" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.6 125 Total 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 1.2: Subcat 1.2 Runoff = 0.81 cfs @ 12.01 hrs, Volume= 0.044 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 8,527 74 >75% Grass cover, Good, HSG C 1,864 98 Paved parking, HSG C 10,390 78 Weighted Average 8,527 82.06% Pervious Area 1,864 17.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 71 0.0200 0.14 Sheet Flow, grass Grass: Short n= 0.150 P2= 2.50" 0.6 70 0.0150 1.84 Shallow Concentrated Flow, grass swale Grassed Waterway Kv= 15.0 fps 0.1 25 0.0150 5.56 4.36 Pipe Channel, culvert 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.4 48 0.0150 1.84 Shallow Concentrated Flow, grass swale Grassed Waterway Kv= 15.0 fps 9.5 214 Total Summary for Subcatchment 1.3: Subcat 1.3 Runoff = 0.28 cfs @ 11.96 hrs, Volume= 0.015 af, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 643 74 >75% Grass cover, Good, HSG C 438 98 Paved parking, HSG C 1,158 98 Roofs, HSG C 2,239 91 Weighted Average 643 28.72% Pervious Area 1,596 71.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1.4: Subcat 1.4 Runoff = 0.10 cfs @ 11.96 hrs, Volume= 0.005 af, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 262 74 >75% Grass cover, Good, HSG C 515 98 Roofs, HSG C 777 90 Weighted Average 262 33.73% Pervious Area 515 66.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.5: Subcat 1.5 Runoff = 0.09 cfs @ 11.96 hrs, Volume= 0.005 af, Depth= 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 4 74 >75% Grass cover, Good, HSG C 655 98 Roofs, HSG C 659 98 Weighted Average 4 0.61% Pervious Area 655 99.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.6: Subcat 1.6 Runoff = 0.05 cfs @ 11.98 hrs, Volume= 0.003 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 714 74 >75% Grass cover, Good, HSG C 714 100.00% Pervious Area 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCADO 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 23 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.7: Subcat 1.7 Runoff = 0.65 cfs @ 11.97 hrs, Volume= 0.032 af, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 2,783 74 >75% Grass cover, Good, HSG C 2,125 98 Paved parking, HSG C 899 98 Roofs, HSG C 5,808 86 Weighted Average 2,783 47.92% Pervious Area 3,024 52.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.8: Subcat 1.9 Runoff = 0.11 cfs @ 11.96 hrs, Volume= 0.006 af, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.40" Area (sf) CN Description 268 74 >75% Grass cover, Good, HSG C 35 98 Paved parking, HSG C 576 98 Roofs, HSG C 879 91 Weighted Average 268 30.48% Pervious Area 611 69.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1.9: Subcat 1.8 Runoff = 0.16 cfs @ 11.96 hrs, Volume= 0.009 af, Depth= 3.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type 11 24-hr 25-yr Rainfall=4.40" 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 24 Area (sf) CN Description 257 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG C 977 98 Roofs, HSG C 1,233 93 Weighted Average 257 20.81% Pervious Area 977 79.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 1 R: total discharge Inflow Area = 1.077 ac, 16.32% Impervious, Inflow Depth > 2.19" for 25-yr event Inflow = 3.34 cfs @ 12.02 hrs, Volume= 0.196 of Outflow = 3.34 cfs @ 12.02 hrs, Volume= 0.196 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 2R: swale Inflow = 0.41 cfs @ 12.05 hrs, Volume= 0.016 of Outflow = 0.39 cfs @ 12.06 hrs, Volume= 0.016 af, Atten= 4%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Max. Velocity= 2.01 fps, Min. Travel Time= 0.3 min Avg. Velocity = 0.52 fps, Avg. Travel Time= 1.3 min Peak Storage= 8 cf @ 12.06 hrs Average Depth at Peak Storage= 0.13' Bank-Full Depth= 0.50' Flow Area= 1.5 sf, Capacity= 6.34 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 4.0 '/' Top Width= 5.00' Length= 40.0' Slope= 0.0375T Inlet Invert= 351.50', Outlet Invert= 350.00' 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 25 Summary for Pond 4P: depression Inflow Area = 0.189 ac, 22.17% Impervious, Inflow Depth = 1.93" for 25-yr event Inflow = 0.74 cfs @ 11.98 hrs, Volume= 0.030 of Outflow = 0.10 cfs @ 12.26 hrs, Volume= 0.030 af, Atten= 86%, Lag= 16.6 min Discarded = 0.10 cfs @ 12.26 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 354.86' @ 12.26 hrs Surf.Area= 1,507 sf Storage= 527 cf Plug-Flow detention time= 53.2 min calculated for 0.030 of(100% of inflow) Center-of-Mass det. time= 52.9 min ( 870.1 - 817.1 ) Volume Invert Avail.Storage Storage Description #1 354.25' 584 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 354.25 475 0 0 354.75 1,050 381 381 354.90 1,650 202 584 Device Routing Invert Outlet Devices #1 Discarded 354.25' 3.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.10 cfs @ 12.26 hrs HW=354.86' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond DP-1: Design Point 1 Inflow Area = 0.838 ac, 15.86% Impervious, Inflow Depth > 1.95" for 25-yr event Inflow = 2.21 cfs @ 12.01 hrs, Volume= 0.136 of Primary = 2.21 cfs @ 12.01 hrs, Volume= 0.136 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond DP-2: Design Point 2 Inflow Area = 0.239 ac, 17.94% Impervious, Inflow Depth = 3.03" for 25-yr event Inflow = 1.16 cfs @ 12.03 hrs, Volume= 0.060 of Primary = 1.16 cfs @ 12.03 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond R1: Rain Garden 1 Inflow Area = 0.018 ac, 66.27% Impervious, Inflow Depth = 3.30" for 25-yr event Inflow = 0.10 cfs @ 11.96 hrs, Volume= 0.005 of Outflow = 0.09 cfs @ 11.98 hrs, Volume= 0.005 af, Atten= 2%, Lag= 0.8 min Discarded = 0.00 cfs @ 11.98 hrs, Volume= 0.003 of Primary = 0.09 cfs @ 11.98 hrs, Volume= 0.002 of 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 26 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 356.05' @ 11.98 hrs Surf.Area= 121 sf Storage= 52 cf Plug-Flow detention time= 205.0 min calculated for 0.005 of(100% of inflow) Center-of-Mass det. time= 210.1 min ( 1,002.0 - 792.0 ) Volume Invert Avail.Storage Storage Description #1 355.50' 116 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.50 66 0 0 356.50 166 116 116 Device Routing Invert Outlet Devices #1 Discarded 355.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 356.00' 3.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.98 hrs HW=356.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.09 cfs @ 11.98 hrs HW=356.05' (Free Discharge) L2=Broad-Crested Rectangular Weir(Weir Controls 0.09 cfs @ 0.60 fps) Summary for Pond R2: Rain Garden 2 Inflow Area = 0.020 ac, 69.52% Impervious, Inflow Depth = 3.40" for 25-yr event Inflow = 0.11 cfs @ 11.96 hrs, Volume= 0.006 of Outflow = 0.11 cfs @ 11.97 hrs, Volume= 0.006 af, Atten= 3%, Lag= 0.5 min Discarded = 0.00 cfs @ 11.97 hrs, Volume= 0.003 of Primary = 0.11 cfs @ 11.97 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /3 Peak Elev= 356.04' @ 11.97 hrs Surf.Area= 127 sf Storage= 53 cf Plug-Flow detention time= 192.1 min calculated for 0.006 of(100% of inflow) Center-of-Mass det. time= 196.4 min ( 984.3 - 787.9 ) Volume Invert Avail.Storage Storage Description #1 355.50' 123 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.50 70 0 0 356.50 175 123 123 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 27 Device Routing Invert Outlet Devices #1 Discarded 355.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 356.00' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=356.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.10 cfs @ 11.97 hrs HW=356.04' (Free Discharge) L2=Broad-Crested Rectangular Weir(Weir Controls 0.10 cfs @ 0.53 fps) Summary for Pond R3: Rain Garden 3 Inflow Area = 0.028 ac, 79.19% Impervious, Inflow Depth = 3.61" for 25-yr event Inflow = 0.16 cfs @ 11.96 hrs, Volume= 0.009 of Outflow = 0.16 cfs @ 11.97 hrs, Volume= 0.009 af, Atten= 3%, Lag= 0.7 min Discarded = 0.00 cfs @ 11.97 hrs, Volume= 0.004 of Primary = 0.15 cfs @ 11.97 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 356.05' @ 11.97 hrs Surf.Area= 177 sf Storage= 79 cf Plug-Flow detention time= 194.0 min calculated for 0.009 of(100% of inflow) Center-of-Mass det. time= 196.9 min ( 975.8 - 778.8 ) Volume Invert Avail.Storage Storage Description #1 355.50' 171 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 355.50 110 0 0 356.50 232 171 171 Device Routing Invert Outlet Devices #1 Discarded 355.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 356.00' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=356.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.15 cfs @ 11.97 hrs HW=356.05' (Free Discharge) L2=Broad-Crested Rectangular Weir(Weir Controls 0.15 cfs @ 0.60 fps) 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 28 Summary for Pond S1: storm planter 1 Inflow Area = 0.051 ac, 71.28% Impervious, Inflow Depth = 3.40" for 25-yr event Inflow = 0.28 cfs @ 11.96 hrs, Volume= 0.015 of Outflow = 0.28 cfs @ 11.97 hrs, Volume= 0.015 af, Atten= 2%, Lag= 0.4 min Primary = 0.28 cfs @ 11.97 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 353.05' @ 11.97 hrs Surf.Area= 243 sf Storage= 107 cf Plug-Flow detention time= 169.6 min calculated for 0.015 of(100% of inflow) Center-of-Mass det. time= 169.7 min ( 957.6 - 787.9 ) Volume Invert Avail.Storage Storage Description #1 352.50' 235 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 352.50 150 0 0 353.50 320 235 235 Device Routing Invert Outlet Devices #1 Device 3 352.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 353.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 350.50' 6.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 350.50' /350.00' S= 0.0250 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.27 cfs @ 11.97 hrs HW=353.05' (Free Discharge) �__3=Culvert 2=Broad-Crested Rectangular Weir(Weir Controls 0.26 cfs @ 0.58 fps) (Passes 0.00 cfs of 1.43 cfs potential flow) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Summary for Pond S2: storm planter 2 Inflow Area = 0.133 ac, 52.08% Impervious, Inflow Depth = 2.91" for 25-yr event Inflow = 0.65 cfs @ 11.97 hrs, Volume= 0.032 of Outflow = 0.41 cfs @ 12.05 hrs, Volume= 0.032 af, Atten= 36%, Lag= 5.1 min Primary = 0.01 cfs @ 12.05 hrs, Volume= 0.016 of Secondary = 0.41 cfs @ 12.05 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 352.28' @ 12.05 hrs Surf.Area= 525 sf Storage= 536 cf Plug-Flow detention time= 399.0 min calculated for 0.032 of(100% of inflow) Center-of-Mass det. time= 398.1 min ( 1,204.4 - 806.3 ) 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 29 Volume Invert Avail.Storage Storage Description #1 351.00' 948 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 351.00 300 0 0 352.00 485 393 393 353.00 625 555 948 Device Routing Invert Outlet Devices #1 Device 3 351.00' 0.500 in/hr Exfiltration over Surface area #2 Secondary 352.00' 1.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 349.00' 6.0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 349.00' /348.60' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.01 cfs @ 12.05 hrs HW=352.28' (Free Discharge) L3=Culvert (Passes 0.01 cfs of 1.00 cfs potential flow) L1=Exfiltration (Exfiltration Controls 0.01 cfs) te2 Secondary OutFlow Max=0.40 cfs @ 12.05 hrs HW=352.28' (Free Discharge) =Broad-Crested Rectangular Weir(Weir Controls 0.40 cfs @ 1.43 fps) Summary for Pond S3: storm planter 3 Inflow Area = 0.032 ac, 47.69% Impervious, Inflow Depth = 2.98" for 25-yr event Inflow = 0.15 cfs @ 11.97 hrs, Volume= 0.008 of Outflow = 0.14 cfs @ 11.98 hrs, Volume= 0.008 af, Atten= 2%, Lag= 0.5 min Primary = 0.14 cfs @ 11.98 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs /2 Peak Elev= 350.05' @ 11.98 hrs Surf.Area= 146 sf Storage= 61 cf Plug-Flow detention time= 174.8 min calculated for 0.008 of(100% of inflow) Center-of-Mass det. time= 173.6 min ( 951.0 - 777.4 ) Volume Invert Avail.Storage Storage Description #1 349.50' 140 cf surface storage (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 349.50 75 0 0 350.50 205 140 140 201550_proposed_V2 Type // 24-hr 25-yr Rainfall=4.40" Prepared by The LA Group Printed 2/10/2016 HydroCAD® 10.00-13 s/n 00439 ©2014 HydroCAD Software Solutions LLC Page 30 Device Routing Invert Outlet Devices #1 Device 3 349.50' 0.500 in/hr Exfiltration over Surface area #2 Primary 350.00' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 347.50' 6.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 347.50' /347.45' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.14 cfs @ 11.98 hrs HW=350.05' (Free Discharge) 2=Broad-Crested Rectangular Weir(Weir Controls 0.14 cfs @ 0.58 fps) 13=Culvert (Passes 0.00 cfs of 1.43 cfs potential flow) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Ul The r, MEMO TO: Mark Taber FROM: Doug Heller DATE: December 7, 2015 RE: Deep Hole Test Pits at Chrimes Residence, Queensbury,NY On December 4, 2015, Doug Heller from the LA Group observed 4 deep hole test pits and conducted one permeability test and one falling head permeability test on property located at Oak Valley Way in Queensbury, NY. Below are the results from the deep hole test pits. Please refer to the attached map for the test pit locations. Test Pit 1 0"—4 " topsoil 4" 22" 10 YR 5/6 silty clay loam, roots till 10" 22" - 57" 10 YR 4/2 clay,platy, mottling at 37" Seasonal High Groundwater: 37" Observed Groundwater: None Percolation Test at 30 inches Test Denth 1 20' 20" 2 21' 41" 3 20' 25" Test Pit 2 0"—3 " topsoil 3" 22" 10 YR 4/6 silty clay loam,roots to 10" 22"— 56" 10 YR 3/6, clay, platy, mottling at 40" Seasonal High Groundwater: 26" Observed Groundwater: None Test Pit 3 0"—3 " topsoil 3" 21" 10 YR 4/6 silty clay loam,roots to 10" 21"— 71" 10 YR 4/4, clay, platy, mottling at 40" Seasonal High Groundwater: 40" Observed Groundwater: None llllllllllllluuuu� .. Test Pit 4 0"—3 "topsoil 3"—24" 10 YR 4/4 silty clay loam, roots till 8" 24" - 60" 10 YR 4/2 clay, platy, mottling at 38" Seasonal High Groundwater: 38" Observed Groundwater: 60" Falling Head Permeability Test at 24 inches Time min Depth(inches) 13 11-3/4" 18 15-1/4" 23 18" 29 20-1/2" 34 22" lllllllllllll�uuuu� .. 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 States Department of N RCS Agriculture and other Warren County, Federal agencies, State Natural agencies including the Resources Agricultural Experiment New York Conservation Stations, and local Service participants i -------------------------------------------- i i January 27, 2016 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect,or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning,onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nres/main/soils/health/)and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center(http:// oices.sc.egov.usda.gov/locator/app?agency=nres)or your NRCS State Soil Scientist(http:// .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 alternative means 2 for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 SoilMap................................................................................................................8 Legend..................................................................................................................9 MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................10 Warren County, New York..............................................................................12 Fu—Fluvaquents-Udifluvents complex, frequently flooded.........................12 HuB—Hudson silt loam, 3 to 8 percent slopes............................................13 HuC—Hudson silt loam, 8 to 15 percent slopes..........................................15 OaB—Oakville loamy fine sand, 3 to 8 percent slopes...............................16 OaC—Oakville loamy fine sand, 8 to 15 percent slopes.............................17 PoE—Plainfield and Oakville soils, steep....................................................18 RhA—Rhinebeck silt loam, 0 to 3 percent slopes.......................................20 References............................................................................................................22 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 scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report 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 identified each as a specific map unit.Aerial photographs show trees, buildings,fields, roads, and rivers, all of which help in locating boundaries accurately. 6 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. 7 Custom Soil Resource Report s Soil Map s 610780 617820 617860 617900 617940 610980 611020 611060 611100 611140 611180 N 43'2S7"N oluY.l"�Wy�' I%// i,�rvm,.,.. ,... � m 43-25'7"N Y v a y t, u 43.24'58"N a '�'"' 43.24'58'N 610780 610820 610860 610900 610940 610980 611020 611060 611100 611140 611180 Map Sanle:1:1,990 if panted on A lands pe(11"x 8.5")sheet. N Meters ❑ 25 5❑ 1❑0 Iso A ` ❑ 50 100 200 4 Map projection:Web Mercator Comer coordinate:WGS84 Edge tics:UiM Zone 18N WGS84 8 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. Area of Interest(AOI) Stony Spot Soils Very Stony Spot Warning:Soil Map may not be valid at this scale. „J Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause .k. Soil Map Unit Lines Other misunderstanding of the detail of mapping and accuracy of soil line Soil Map Unit Points placement.The maps do not show the small areas of contrasting Special Line Features soils that could have been shown at a more detailed scale. Special Point Features 3 Blowout Water Features ... Streams and Canals Please rely on the bar scale on each map sheet for map x Borrow Pit Transportation measurements. Transportation ' ., Clay Spot Rails Source of Map: Natural Resources Conservation Service Closed Depression Interstate Highways Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Gravel Pit US Routes Coordinate System: Web Mercator(EPSG:3857) - Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator Landfill projection,which preserves direction and shape but distorts Local Roads distance and area.A projection that preserves area,such as the Lava Flow Background Albers equal-area conic projection,should be used if more accurate n Marsh or swamp la Aerial Photography calculations of distance or area are required. Mine or Quarry This product is generated from the USDA-NRCS certified data as of Miscellaneous Water the version date(s)listed below. Perennial Water Soil Survey Area: Warren County,New York Rock Outcrop Survey Area Data: Version 15,Sep 25,2015 Saline Spot Soil map units are labeled(as space allows)for map scales 1:50,000 Sandy Spot or larger. Severely Eroded Spot Date(s)aerial images were photographed: Jun 19,2010—Oct 11, Sinkhole 2010 Slide or Slip The orthophoto or other base map on which the soil lines were Sodic Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting 9 Custom Soil Resource Report Map Unit Legend Warren County,New York(NY113) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Fu Fluvaquents-Udifluvents 2.3 14.8% complex,frequently flooded HuB Hudson silt loam,3 to 8 percent 9.6 61.3% slopes HuC Hudson silt loam,8 to 15 percent 2.7 17.5% slopes OaB Oakville loamy fine sand,3 to 8 0.5 3.1% percent slopes OaC Oakville loamy fine sand,8 to 15 0.0 0.2% percent slopes PoE Plainfield and Oakville soils, 0.3 1.9% steep RhA Rhinebeck silt loam,0 to 3 0.2 1.3% percent slopes Totals for Area of Interest 15.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with 10 Custom Soil Resource Report some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Warren County, New York Fu—Fluvaquents-Udifluvents complex, frequently flooded Map Unit Setting National map unit symbol: 9xwk Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: Not prime farmland Map Unit Composition Fluvaquents and similar soils: 45 percent Udifluvents and similar soils: 30 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fluvaquents Setting Landform: Flood plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave Parent material: Alluvium with highly variable texture Typical profile H1 - 0 to 10 inches: silt loam H2- 10 to 60 inches: gravelly silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Very poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.06 to 5.95 in/hr) Depth to water table: About 0 to 18 inches Frequency of flooding: Frequent Frequency of ponding: Frequent Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C/D Description of Udifluvents Setting Landform: Flood plains Landform position (two-dimensional): Summit Landform position (three-dimensional): Talf Down-slope shape: Concave Across-slope shape: Convex Parent material: Alluvium with a wide range of texture 12 Custom Soil Resource Report Typical profile H1 - 0 to 10 inches: gravelly fine sandy loam H2- 10 to 60 inches: gravelly fine sandy loam Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 5.95 in/hr) Depth to water table: About 24 to 48 inches Frequency of flooding: Frequent Frequency of ponding: None Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C Minor Components Tioga Percent of map unit: 5 percent Cathro Percent of map unit: 5 percent Landform: Marshes, swamps Greenwood Percent of map unit: 5 percent Landform: Marshes, swamps Unnamed soils Percent of map unit: 5 percent Middlebury Percent of map unit: 3 percent Middlebury Percent of map unit: 2 percent 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 13 Custom Soil Resource Report Map Unit Composition Hudson and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 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 Natural 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 in profile: 15 percent Available water storage in profile: High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C/D Minor Components Rhinebeck Percent of map unit: 5 percent Elmridge Percent of map unit: 5 percent Madalin Percent of map unit: 5 percent Landform: Depressions 14 Custom Soil Resource Report HuC—Hudson silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 9xx1 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: Farmland of statewide importance Map Unit Composition Hudson and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. 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: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural 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 in profile: 15 percent Available water storage in profile: High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C/D 15 Custom Soil Resource Report Minor Components Rhinebeck Percent of map unit: 5 percent Madalin Percent of map unit: 5 percent Landform: Depressions OaB—Oakville loamy fine sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9xxd Elevation: 600 to 1,200 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 Oakville and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Oakville Setting Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material. Sandy eolian, beach ridge, or glaciofluvial deposits Typical profile H1 - 0 to 8 inches: loamy fine sand H2- 8 to 27 inches: sand H3- 27 to 60 inches: sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well 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: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.4 inches) 16 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Minor Components Tioga Percent of map unit: 4 percent Elnora Percent of map unit: 3 percent Hinckley Percent of map unit: 3 percent OaC—Oakville loamy fine sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 9xxf Elevation: 600 to 1,200 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 Oakville and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Oakville Setting Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material. Sandy eolian, beach ridge, or glaciofluvial deposits Typical profile H1 - 0 to 8 inches: loamy fine sand H2- 8 to 27 inches: sand H3- 27 to 60 inches: sand Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained 17 Custom Soil Resource Report 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: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Minor Components Hinckley Percent of map unit: 5 percent Elnora Percent of map unit: 5 percent PoE—Plainfield and Oakville soils, steep Map Unit Setting National map unit symbol: 9xxr Elevation: 600 to 1,200 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: Not prime farmland Map Unit Composition Plainfield and similar soils: 40 percent Oakville and similar soils: 35 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plainfield Setting Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Backslope Landform position (three-dimensional): Riser Down-slope shape: Convex Across-slope shape: Convex Parent material. Sandy glaciofluvial or deltaic deposits Typical profile H1 - 0 to 10 inches: loamy sand H2- 10 to 25 inches: sand H3- 25 to 60 inches: sand 18 Custom Soil Resource Report Properties and qualities Slope: 25 to 35 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively 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: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Description of Oakville Setting Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Backslope Landform position (three-dimensional): Riser Down-slope shape: Convex Across-slope shape: Convex Parent material. Sandy eolian, beach ridge, or glaciofluvial deposits Typical profile H1 - 0 to 8 inches: loamy fine sand H2- 8 to 27 inches: sand H3- 27 to 60 inches: sand Properties and qualities Slope: 25 to 35 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well 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: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Minor Components Hinckley Percent of map unit: 15 percent Unnamed soils, reddish throughout Percent of map unit: 10 percent 19 Custom Soil Resource Report RhA—Rhinebeck silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9xxt Elevation: 80 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: Prime farmland if drained Map Unit Composition Rhinebeck and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Rhinebeck Setting Landform: Lake plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Linear Parent material. Clayey and silty glaciolacustrine deposits Typical profile H1 - 0 to 8 inches: silt loam H2- 8 to 28 inches: silty clay loam H3- 28 to 60 inches: stratified silt to clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: Moderate (about 8.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D 20 Custom Soil Resource Report Minor Components Hudson Percent of map unit: 3 percent Madalin Percent of map unit: 3 percent Landform: Depressions Hartland Percent of map unit: 3 percent Belgrade Percent of map unit: 2 percent Raynham Percent of map unit: 2 percent Landform: Depressions Wareham Percent of map unit: 2 percent Landform: Depressions 21 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/nrcs/ detail/national/soils!?cid=nres 142p2_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. hftp://www.nrcs.usda.gov/wps/portal/ nres/detail/national/soils/?cid=n res 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture,Natural Resources Conservation Service. hftp://www.nrcs.usda.gov/wps/ portal/nres/detai I/national/soils/?cid=n res 142p2_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. hftp://www.nrcs.usda.gov/wps/portal/nres/detaii/soils/ ho e/?cid=n res 142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 22 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 43O4/|. hftp://wwxw.nnos.usda.gov/ vpm/porta|/ nncm/debmi|Aaoi|ohanientiots/?oid=nncs142p2_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.G. Department ofAgriculture Handbook 2S8. hftp://wwnw.nnzs.usda.gov/wps/pnrtm|/nros/detoi|/nabnna|bsoi|s/? cid=nrca142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.G. Department ofAgriculture Handbook 21O. hftp:H vmmvv.nrcs.usdm.gov/|nbemnet/FSE_[)(]CUKNEMTS/nrcs142p2_852290.pdf 23