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SW8060149_HISTORICAL FILE_20060830
STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW8 0 lD 01 LA q DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS L HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE 2 o (DLO 0 $ 30 YYYYMMDD Michael F. Easley, Governor William G. Ross Jr., Secretary North Carolina Department of Environment and Natural Resources -I ® T August 30, 2006 Hubie Tolson, Member/Manager UHF Development Group, LLC 227 East Front Street New Bern, NC 28560 Subject: Stormwater Permit No. SW8 060149 The Wye Subdivision High Density Subdivision Project Carteret County Dear Mr. Tolson: Coleco F1. Sullins Director Division of Water Quality The Wilmington Regional Office received a complete Stormwater Management Permit Application for The Wye Subdivision on June 16, 2006. Staff review of the plans and specifications has determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 060149, dated August 30, 2006, for the construction of the.subject project. This permit shall be effective from the date of issuance until August 30, 2016, and shall be subject to the conditions and limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit. Failure to establish an adequate system for operation and maintenance of the stormwater management system will result in future compliance problems. If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an adjudicatory hearing upon written request within sixty (60) days following receipt of this permit. This request must be in the form of a written petition, conforming to Chapter 150E of the North Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding. If you have any questions, or need additional information concerning this matter, please contact Rhonda Hall, or me at (910) 796-7215. Sincerel ,. Edward Beck Regional Supervisor Surface Water Protection Section ENB/rbh: S:\WQS\STORMWAT\PERMIT\060149.aug06 cc: Kevin Avolis, PE, Avolis Engineering, P.A. Carteret County Inspections Rhonda Hall Wilmington Regional Office Central Files No�ll,icarouna ,Valurally North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone (910) 796-7215 Customer Service Wilmington Regional Office Internet: www.ncwatergualitv.org Fax (910)350-2004 1-877-623-6748 An Equal Opportunity/Affirmative Action Employer - 50% Recycledl10°/ Post Consumer Paper State Stormwater Management Systems Permit No. SW8 060149 STATE OF NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF WATER QUALITY STATE STORMWATER MANAGEMENT PERMIT HIGH DENSITY DEVELOPMENT In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended, and other applicable Laws, Rules, and Regulations PERMISSION IS HEREBY GRANTED TO Hubie Tolson and UHF Development Group, LLC The Wye Subdivision Cedar Street, Beaufort, Carteret County I16]:i1C19 construction, operation and maintenance of a wet detention pond in compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules' and the approved stormwater management plans and specifications and other supporting data as attached and on file with and approved by the Division of Water Quality and considered a part of this permit. This permit shall be effective from the date of issuance until August 30, 2016 and shall be subject to the following specified conditions and limitations: 1. DESIGN STANDARDS This permit is effective -only with respect to the nature and volume of stormwater described in the application and other supporting data. This stormwater system has been approved for the management of stormwater runoff as described in Section 1.5 on page 3 of this permit. The subdivision is permitted for 24 lots, each allowed a maximum of 3,299 square feet of built -upon area. 3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts of the permit. 4. All stormwater collection and treatment systems must be located in either dedicated common areas or recorded easements. The final plats for the project will be recorded showing all such required easements, in accordance with the approved plans. Paqe 2 of 9 State Stormwater Management Systems Permit No. SW8 060149 5. The following design elements have been permitted for the wet detention pond stormwater facilities, and must be provided in the systems at all times. a. Drainage Area, acres: 4.43 Onsite, ft2: 192,970 Offsite, ft2: None b. Total Impervious Surfaces, ft2: 112,841 Buildings, ft2: 67,200 Streets, ft2: 25,845 Parking, ft2: 7,776 Sidewalk, ft2: 12,020 c. Pond Depth, feet: 6.0 d. TSS removal efficiency: 90% e. Design Storm, inches: 1.0 f. Permanent Pool Elevation, FMSL: 8.0 g. Permitted Surface Area @PP ft2: 9,600 h. Permitted Storage Volume, ft�: 11,026 i. Storage Elevation, FMSL: 9.1 j. Controlling Orifice: 1.5"0 pipe k. Permanent Pool Volume, ft3: 35,466 I. Forebay Volume, ft3: 7,300 m. Maximum Fountain Horsepower: 1/8 horsepower n. Receiving Stream / River Basin: Taylor Creek / White Oak o. Stream Index Number: 21-34 p. Classification of Water Body: "SC" IL SCHEDULE OF COMPLIANCE 1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature (such as swales) shown on the approved plans as part of the stormwater management system without submitting a revision to the permit and receiving approval from the Division. 2. The permittee is responsible for verifying that the proposed built -upon area for the entire lot, including driveways and sidewalks, does not exceed the allowable built -upon area. Once the lot transfer is complete, the built -upon area may not be revised without approval from the Division of Water Quality, and responsibility for meeting the built -upon area limit is transferred to the individual property owner. 3. If an Architectural Review Board or Committee is required to review plans for compliance with the BUA limit, the plans reviewed must include all proposed built -upon area. Any approvals given by the Board do not relieve the homeowner of the responsibility to maintain compliance with the permitted BUA limit. 4. The permittee shall submit to the Director and shall have received approval for revised plans, specifications, and calculations prior to construction, for any modification to the approved plans, including, but not limited to, those listed below: a. Any revision to the approved plans, regardless of size. b. Project name change. C. Transfer of ownership. d. Redesign or addition to the approved amount of built -upon area. e. Further subdivision, acquisition, or sale of all or part of the project area. The project area is defined as all property owned by the permittee, for which Sedimentation and Erosion Control Plan approval or a CAMA Major permit was sought. f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan. Page 3 of 9 State Stormwater Management Systems Permit No. SW8 060149 5. The Director may determine that other revisions to the project should require a modification to the permit. 6. The Director may notify the permittee when the permitted site does not meet one or more of the minimum requirements of the permit. Within the time frame specified in the notice, the permittee shall submit a written time schedule to the Director for modifying the site to meet minimum requirements. The permittee shall provide copies of revised plans and certification in writing to the Director that the changes have been made. 7. The stormwater management system shall be constructed in its entirety, vegetated and operational for its intended use prior to the construction of any built -upon surface. 8. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired immediately. 9. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of this permitted facility, a certification must be received from an appropriate designer for the system installed certifying that the permitted facility has been installed in accordance with this permit, the approved plans and specifications, and other supporting documentation. Any deviations from the approved plans and specifications must be noted on the Certification. 10. If the stormwater system was used as an Erosion Control device, it must be restored to design condition prior to operation as a stormwater treatment device, and prior to occupancy of the facility. 11. Permanent seeding requirements for the stormwater control must follow the guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual. 12. Prior to the sale of any lot, the following deed restrictions must be recorded: a. The following covenants are intended to ensure ongoing compliance with State Stormwater Management Permit Number SW8 060149, as issued by the Division of Water Quality under NCAC 2H.1000. b. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to maintain compliance with the Stormwater Management Permit. G. These covenants are to run with the land and be binding on all persons and parties claiming under them. d. The covenants pertaining to stormwater may not be altered or rescinded without the express written consent of the State of North Carolina, Division of Water Quality. e. Alteration of the drainage as shown on the approved plans may not take place without the concurrence of the Division of Water Quality. The maximum built -upon area per lot is 3,299 square feet. This allotted amount includes any built -upon area constructed within the lot property boundaries, and that portion of the right-of-way between the front lot line Page 4 of 9 State Stormwater Management Systems Permit No. SW8 060149 and the edge of the pavement. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does not include raised, open wood decking, or the water surface of swimming pools. Lots within CAMA's Area of Environmental Concern may be subject to a reduction in their allowable built -upon area due to CAMA regulations. All runoff from built upon area on the lot must drain into the permitted system. This may be accomplished through providing roof drain gutters which drain to the street, grading the lot to drain toward the street, or grading perimeter swales and directing them into the pond or street. Lots that will naturally drain into the system are not required to provide these measures. Built -upon area in excess of the permitted amount will require a permit modification. 13. A copy of the recorded deed restrictions must be submitted to the Division within 30 days of the date of recording the plat, and prior to selling lots. The recorded copy must contain all of the statements above, the signature of the Permittee, the deed book number and page, and the stamp/signature of the Register of Deeds. 14. Decorative spray fountains will be allowed in the wet detention pond stormwater treatment systems, subject to the following criteria: a. The fountain must draw its water from less than 2' below the permanent pool surface. Separated units, where the nozzle, pump and intake are connected by tubing, may be used only if they draw water from the surface in the deepest part of the pond. C. The falling water from the fountain must be centered in the pond, away from the shoreline. d. The maximum horsepower for the fountain's pump is based on the permanent pool volume. The maximum pump power for a fountain in the wet detention pond is 1/8 horsepower. 15. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ personnel. The facility must be in compliance with all permit conditions. Any items not in compliance must be repaired or replaced to design condition prior to the transfer. Records of maintenance activities performed to date will be required. 16. The permittee shall at all times provide the operation and maintenance necessary to assure that all components of the permitted stormwater system function at optimum efficiency. The approved Operation and Maintenance Plan must be followed in its entirety and maintenance must occur at the scheduled intervals including, but not limited to: a. Semiannual scheduled inspections (every 6'months). b. Sediment removal. Page 5 of 9 State Stormwater Management Systems Permit No. SW8 060149 C. Mowing and revegetation of side slopes. d. Immediate repair of eroded areas. e. Maintenance of side slopes in accordance with approved plans and specifications. f. Debris removal and unclogging of structures, orifice, catch basins and piping. g. Access to all components of the system must be available at all times. 17. Records of maintenance activities must be kept and made available upon request to authorized personnel of DWQ. The records will indicate the date, activity, name of person performing the work and what actions were taken. 18. This permit shall become voidable unless the facilities are constructed in accordance with the conditions of this permit, the approved plans and specifications, and other supporting data. 19. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does not include raised, open wood decking, or the water surface of swimming pools. III. GENERAL CONDITIONS This permit is not transferable to any person or entity except after notice to and approval by the Director. In the event there is either a desire for the facilities to change ownership, or there is a name change of the Permittee, a "Name/Ownership Change Form" must be submitted to the Division of Water Quality accompanied by appropriate documentation from the parties involved. This may include, but is not limited to, a deed of trust, recorded deed restrictions, Designer's Certification and a signed Operation and Maintenance plan. The project must be in good standing with DWQ. The approval of this request will be considered on its merits and may or may not be approved. 2. The permittee is responsible for compliance with all of the terms and conditions of this permit until such time as the Director approves the transfer request. 3. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute 143-215.6A to 143-215.6C. 4. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules, regulations, or ordinances which may be imposed by other government agencies (local, state, and federal) which have jurisdiction. 5. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions, the Permittee shall take immediate corrective action, including those as may be required by this Division, such as the construction of additional or replacement stormwater management systems. 6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a permit modification, revocation and reissuance or termination does not stay any permit condition. Page 6 of 9 State Stormwater Management Systems Permit No. SW8 060149 7. Permittee grants permission to staff of the DWQ to access the property for the purposes of inspecting the stormwater facilities during normal business hours. The permittee shall notify the Division of any name, ownership or mailing address changes within 30 days. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a minimum of ten years from the date of the completion of construction. Permit issued this the 301h day of August, 2006 NORTH QAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION ,- —--........_.-,.._.,_..____. Division of Water Quality By Authority of the Environmental Management Commission Permit Number SW8.060149 Page 7 of 9 OFFICE USE ONLY 'Dale Received Fee Paid Permit Number -a—ocV I qau .dd o \`,ACk _ i u — O (o State of North Carolina Department of Environment and Natural Resources Division of Water Quality STORMWATER MANAGEMENT PERMIT APPLICATION FORM This form may be photocopied for use as an original I. GENERAL INFORMATION 1. Applicants name (specify the name of the corporation, individual, etc. who owns the project): UHF Development Group, LLC 2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance): HUBIE TOLSON t (Y\ ct, t� .\p¢ r 1 t`�r� c� a q .e e- 3. Mailing Address for person listed in item 2 above: 227 EAST FRONT STREET City: NEW BERN State: NC Zip: 28560 Telephone Number: ( 252 ) 638-4215 4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans, specifications. letters. operation and maintenance agreements. etc.): THE WYE SUBDIVISION 5. Location of Project (street address): CEDAR STREET City: BEAUFORT County: CRTERET 6. Directions to project (from nearest major intersection): CEDAR STREET (US HWY 70) TO GORDON STREET. PROJECT ON ODRNER NEXT TO FIRE DEPART4IF W 7. Latitude: N 340 - 43.02' Longitude: W 76' - 39. 39' of project 8. Contact person who can answer questions about the project: Name: HUBIE TOLSON Telephone Number: ( 252 ) 638-4215 II. PERMIT INFORMATION: 1. Specify whetherproject is (check one): X New Form SWU-101 Version 3.99 Page I of Renewal Modification 2. If this application is being submitted as the result of a renewal or, modification to an existing permit, list the existing permit number N/A and its issue date (if known) 3. Specify the type of project (check one): _Low Density X High Density Redevelop _General Permit Other- 4. Additional Project Requirements (check applicable blanks): _CAMA Major X Sedimentation/Erosion Conu'ol _404/401 Permit _NPDES Stormwater Information on required state per can be obtained by contacting the Customer Service Center at 1-877-623-6748. III. PROJECT INFORMATION I. In the space provided below, summarize how stormwater will be u'eated. Also attach a detailed narrative (one to two pages) describing stormwater management for the project. SEE ATTACHED 2. Stormwater runoff from this project drains to the 3. Total Project Area: 4.0 5. How many drainage areas does the project have? 1 WHITE OAK River basin. 4. Project Built Upon Area: 58.5 % 6. Complete the following information for each drainage area. If there are more than two drainage areas in the project, attach an additional sheet with the information for each area provided in the same format as below. Basin Information Drainage Area I Drainage Area 2 Receiving Stream Name 'a TAYLORS_ CREEK—') Receiving Stream Class SC a Drainage Area 4.43 Existing Impervious Area 0 Proposed Impervious`Area 112,841 SF, 2.59 AC % Impervious' Area (total) 58.5 Impervious Surface Area Drainage Area I Drainage Area 2 On -site Buildings 67,200 SF On -site Streets 25 845 SF On -site Parking 7,776 SF On -site Sidewalks 12,020 SF Other, on -site Offsite Total: 112,841 SF, 2.59 AC Total: Impervious area is defined as the built upon area including, but not limited to. buildings, toads, parking areas, sidetvalks, gravel areas, etc. Form SVVU-101 Version 3.99 Page 2 of 4 7. How was the off -site impervious area listed above IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS The following italicized deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot number, size and the allowable built -upon area for each lot most be provided as an attachment. 1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number as issued by the Division of Water Quality. These covenants may not he changed or deleted without the consent of the State. 2. No more than 3,299 square feet of any lot shall be covered by structures or impervious materials. Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood decking or the water surface of swinuning pools. 3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings. 4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to construction. 5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control system. These connections to the stormwater control system shall be per in a manner that maintains the integrity and performance of the system as permitted. By your signature below, you certify that the recorded deed restrictions and protective covenants for this project shall include all the applicable items required above, that the covenants will be binding on all parties and persons claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot. V. SUPPLEMENT FORMS The applicable state stormwater management permit supplennent form(s) listed below most be submitted for each BMP specified for this project. Contact the Stormwater and Ceneral Permits Unit at (919) 733-5083 for the status and availability of these forms. Form SWU-102 Wet Detention Basin Supplement Form SWU-103 Infiltration Basin Supplement Form SWU-104 Low Density Supplement Form SWU-105 Curb Outlet System Supplement Form SWU-106 Off -Site System Supplement Form SWU-107 Underground Infiltration Trench Supplement Form SWU-108 Neuse River Basin Supplement For SWU-109 Innovative Best Management Practice Supplement Form SWU-101 Version 3.99 Paoc 3 of VI. SUBMITTAL REQUIREMENTS Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ). A complete package includes all of the items listed below. The complete application package should be submitted to the appropriate DWQ Regional Office. L Please indicate that you have provided the following required information by initialing in the space provided next to each item. Initials • Original and one copy of the Stormwater Management Permit Application Form • One copy of the applicable Supplement Form(s) for each BMP • Permit application processing fee of $420 (payable to NCDENR) • Detailed narrative description of stormwater treatment/management • Two copies of plans and specifications, including: - Development/Project name - Engineer and firm - Legend - North arrow - Scale - Revision number & date - Mean high water line - Dimensioned property/project boundary -- - ----Location map with named streets or NCSR numbers - Original contours, proposed contours, spot elevations, finished noor elevations - Details of roads, drainage features, collection systems, and stormwater control measures - Wetlands delineated, or a note on plans that none exist - Existing drainage (including off site), drainage easements, pipe sizes, runoff calculations - Drainage at delineated - Vegetated buffers (where required) VII. AGENT AUTHORIZATION If you wish to designate authority to another individual or firm so that they may provide information on your behalf, please complete this section. Designated agent (individual or firm): AVOLIS ENGINEERING, P.A. Mailing Address: P.O. BOX 15564 City: NEW BERN Phone: ( 252 ) 633-0068 VIII. APPLICANT'S CERTIFICATION State: NC Zip:_28563 Fax: ( 252 ) 633-6507 1, (print or type name oPperson listed in General Information. item 2) HUBIE TOLSON certify that the information included on this permit application form is, to the best of my knowledge, correct and that the project will be constructed in conformance with the approved plans, that the required deed restrictions and protective covenants \XA be recorded, and that the proposed project complies with the requirements of 15A NCAC 21-1.10004--&S�5 Signature: Date: HU13IE TOLSON, MEMBER/MANAGER UHF DEVELOPMENT, LLC FormSWU-101 Version 3.99 Page 4of4 Z--7-�%33 June 14, 2006 AVOLIS ENGINEERING, P.A. P.O. Box 15564 • New Bern, North Carolina 28561 • (252) 633-0068 Ms. Rhonda Hall Environmental Engineer NCDENR 127 North Cardinal Drive Wilmington, NC 27405 RE: DWQ Stormwater Project No. SW8 060149 The Wye Subdivision - Beaufort, Carteret County, North Carolina AE Project NO. 04158 Dear Rhonda: In response to your May 5, 2006 letter requesting additional information for the referenced project, attached please find the following: • Modified Project Plans - Sheet C4 and C6 (Three Copies) • Modified Permit Application (Three Copies) The following revisions have been made: • Annotations have been made to Sheet C4 indicating no Section 404 Wetlands are present on the project site and requiring that all roof runoff discharge be directed to the forebay area of the stormwater pond. • Sheet C6 has been modified to reflect the 4-inch maximum opening on the trash rack for the pond overflow structure. • The proper entity for the stormwater permit is UHF Development Group, LLC. 1 have modified the cover page and appropriate signature pages of the application. It is requested that you continue with your review of the stormwater permit for this project and if deemed appropriate, issue the permit. Should you have any questions relating to.this matter, please do not hesitate to call. Sincerely, KeIvin Avolis, P.E. Vice -President P. 1 * * * COMMUNICATION RESULT REPORT ( MAY. 5.2006 12:31PM ) TTI NCDENR WIRO FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE ------------------------------------------------------------------------------------------------ 497 MEMORY TX 912526336507 OK P. 1/1 REASON FOR ERROR E-1) HANG UP OR LINE FAIL E-3) NO ANSWER nF WATFA O E-2) BUSY E-4) NO FACSIMILE CONNECTION Michael F. Easley, Governor William G. Ross, Jr., Secretary North Carolina Department of Environment and Natural Resources FAX COVER SHEET Date: May 5, 2006 To: Kevin Avolis, PE Company: Avolis Engineering, PA FAX: 252-633-6507 Alan W. Klimek, P.E. Director Division of Water Quality No. of Pages: 1 From: Rhonda Hall Water Quality Section Stormwater Fax #: 910.350.2004 Phone #: 910-796.7401 DWQ Stormwater Project Number: SW8 060149 Project Name: The Wye Subdivision MESSAGE: Kevin: The Wilmington Regional Office received a Stormwater Management Permit Application for The Wye Subdivision on March 10, 2006, A preliminary review of that information has QF W ATE9 Michael F. Easley, Governor William G. Ross, Jr., Secretary North Carolina Department of Environment and Natural Resources FAX COVER SHEET. Date: May 5, 2006 To: Kevin Avolis, PE Company: Avolis Engineering, PA FAX: 252-633-6507 Alan W. Klimek, P.E. Director Division of Water Quality No. of Pages: 1 From: Rhonda Hall Water Quality Section Stormwater Fax #: 910-350-2004 Phone #: 910-796-7401 DWQ Stormwater Project Number: SW8 060149 Project Name: The Wye Subdivision MESSAGE: Kevin: The Wilmington Regional Office received a Stormwater Management Permit Application for The Wye Subdivision on March 10, 2006. A preliminary review of that information has determined that the application is not complete. The following information is needed to continued the stormwater review: 1. Please either delineate all wetlands on site, disturbed or undisturbed, or note on the plans that none exist. 2. Please provide a note on the plans that all roof drainage must be directed so as to be picked up by the pond, and the runoff from all impervious surfaces must be directed to the forebay. 3. Please reduce the opening on the trash rack of the outlet structure from 6 inches to 4 inches. The maximum trash rack opening should be no more than 4 inches. 4. Please verify the name of the company given on page 1 of the stormwater application. Under the North Carolina's Secretary of States Corporation Database, I found a company by the name of UHF Development Group, LLC, but I did not find a company by the name of UHF Development, LLC. ENB\rbh: S:\WQS\STORMWAT\ADDINFO\2006\060149.may06 North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone (910) 796-7215 Customer Servicel-877-623-6748 Wilmington Regional Office Wilmington, INC 28405-3845 FAX (919) 733-2496 Intemet h2o.encstate.nc.us N"oo�° ,Carolina JVatura!!y An Equal Opportunity/A(firmaWe Action Employer— 50°� Recycled/10°h Post Consumer Paper AVOLIS ENGINEERING, P.A. , ZJ P.O. Box 15564 • New Bern, North Carolina 28561 • (2521 633-0068 March 8, 2006 Ms. Linda Lewis Environmental Engineer NCDENR 127 Cardinal Drive Extension Wilmington, NC 28405-3845 A? 1 u 20p6 RE: SW8 060149 - The Wye Subdivision Gordon, Hendrick and Ful ford Streets, Carteret County, North Carolina AE Project No. 04158 Dear Linda: Attached please find two copies of project plans Sheet C I on which the vicinity map has been added. Should you have any questions relating to this matter, please do not hesitate to call. Sincerely, i Avolis, P.E. President Project No. SW8 06 Project Name z c/ aof WArF9 Dear County y 0 The Wilmington Regional e Your stormwaterapplication g al Office of the Division of Your project will be litioand $420.p0 fee on 3 ter Quality notified if addition reviewed Within 75 days h' received construction of al information is needed. of receipt and y u will be permit is issuedbuilt upon area may not commence a be advised that the ce until the stormwater If You have any questions, please review staff in the Wilrninquestions contact any member of the stormwater gton Regional Office at (910) 7g8_72 st Date Sent: ►mwater Beverly Rivenbark Kevin- The Wye Subdivision SW8 060149 Subject: Kevin- The Wye Subdivision SW8 060149 From: Linda Lewis <linda.lewis@ncmai1.net> Date: Tue, 07 Mar 2006 10:59:12 -0500 To: Avolis Engineering <avoliseng@lpmonline.net> Kevin: Please add the vicinity map to the plans and submit 2 copies of that revised plan sheet. Thanks, Linda I of 1 3/7/2006 11:02 AM 3 Zi February 23, 2006 AVOLIS ENGINEERING, P.A. P.O. Box 15564 • New Bern, North Carolina 28561 • (2521 633-0068 Ms. Linda Lewis Environmental Engineer NCDENR 127 Cardinal Drive Extension Wilmington, NC 28405-3845 10 g o wck' cp RE: The Wye Subdivision, Beaufort, Carteret County, North Carolina AE Project No. 04158 Dear Linda: I appreciate the recent email response to the request for two additional information. Attached please find the following: Executed Form B 2. Updated Project Vicinity Map It is requested that you continue with your review of the stormwater permit for this project. Sincerely, Kevin Avolis, P.E. Vice -President Read: Wye Subdivision Subject: Read: Wye Subdivision From: "Avolis Engineering, P.A." <avoliseng@lpmonline.net> Date: Wed, 22 Feb 2006 13:19:35 -0500 To: "Linda Lewis" <linda.lewis@ncmail.net> This is a receipt for the mail you sent to "Avolis Engineering" <avoliseng@lpmonline.net> at 2/22/2006 11:34 AM This receipt verifies that the message has been displayed on the recipient's computer at 2/22/2006 1:19 PM Final -Recipient: rfc822;linda.lewis@ncmail.net Original -Message -ID: <43FC929D.10204050ncmail.net> Disposition: ma ival-action/MDN-sent-manually; displayed F t 1.2 Content -Type: message/disposition-notification. Content -Encoding: 7blt I of 1 2/22/2006 2:15 PM Wye Subdivision I Subject: Wye Subdivision O From: Linda Lewis <linda.lewis@ncmail.net> (/ " Date: Wed, 22 Feb 2006 11:34:37 -0500 To: Avolis Engineering <avoliseng@lpmonline.net> Kevin: The Division received a stormwater management permit application for the subject project on February 16, 2006. The application is incomplete and cannot be accepted for review at this time. Please submit the following information to continue the review: 1. Proposed deed restrictions. The statements listed on attached Document marked "A" should be incorporated into the legally formatted deed restrictions provided by your client's attorney. Should the attorney not have the proposed DR's available, the Division will accept Document "B", signed by the applicant, dated and notarized. 2. Please add the nearest intersection of two major roads to the vicinity map. The application is on hold pending receipt of the requested information. The 90 day review clock will start upon receipt of the above requested information. Thanks, Linda Content -Type: application/msword NOTARYDEEDREST-HDSD. doc 11 Content -Encoding: base64 DEEDREST-HDSD.doc Content -Type: application/msword Content -Encoding: base64 1 of 1 2/22/2006 11:34 AM AVOLIS ENGINEERING, P.A. -%.. -1 P.O. Box 15564 • New Bern, North Carolina 28561 • (252) 633-0068 February 15, 2006 NCDENR Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 RE: The Wye Subdivision Beaufort, Carteret County, North Carolina AE Project No. 04158 Gentlemen: Enclosed please find for following for the above -referenced project: • Stormwater Permit and Narrative (Original and One Copy) • Project Plans (2 Copies) • Stormwater Calculations (2 Copies) • $420 Permit Fee It is requested that you review the permit package at your earliest convenience. Should you have any questions relating to this matter or need any additional information or assistance, please do not hesitate to call. Sincerely, Beaufort, NC US MA�CIVEST..; MICHAFL. I. 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'' .��'S� i �.n-WL i tie PF, Fat-i o� 2a ASi s - -. _- - - -- - - --- _ Sew' T��,• i . , SO . _ pp i STORMWATER POND CALCULATIONS COASTAL STORMWATER DESIGN THE WYE SUBDIVISION GORDAN STREET BEAUFORT, NORTH CAROLINA AE PROJECT #04158 SIZED POND AND ORIFICE: SITE DATA BUILDING AREA = SIDEWALK AREA = PARKING/DRIVE AREA = GRASS AREA/POND AREA = �:1�11y �R7�I.I_17y� % BUA = DETERMINE POND SURFACE AREA REQUIREMENT AT PERMANENT POOL REFERENCE SA/DA TABLE 67200 SF 12020 SF 33621 SF 80130 SF 4.43 1.54 0.28 0.77 3 YES NO 85% TSS REMOVAL WITH 30' VEGATATIVE FILLER 90% TSS REMOVAL FOR WET DETENTION WITHOUT VEGETATIVE FILTER X X SET PERMANENT POOL DEPTH = 6 FT SA/DA LOW (50%)= / 2.7 SA/DA HIGH (60%) = 3.4 % IMPER(ACTUAL%) = 58.5 % IMPERVIOUS LOW = 50 % INTERPOLATED SA/DA VALUE = 3.29 REQUIRED SURFACE AREA = 6,355 SF APPROXIMATE POND WIDTH = 46 FT APPROXIMATE POND DIMENSIONS = 46 FT X 138 FT PERM POOL PROVIpg'j� = Gji(QO�S� (o�SSs�r oK CALCULATE 1" STORM RUNOFF VOLUME BUILDING AREA INCL. LOADING DOCK & RAMP = 67200 SF C= 0.90 SIDEWALKAREA = 12020 SF C= 0.90 PARKING/DRIVE AREA = 33621 SF C= 0.90 GRASS AREA = 70529 SF C= 0.30 POND AREA = 9,600 SF C= 1.00 I- Ilan 1-INCH VOLUME = 11.026 FT3 5'VLr'1 C= 0.686 SET PERMANENT POOL LEVEL AT: = 8 FT ELEVATION DETERMINE POND STAGE RISE ASSOCIATED WITH 1" STORM STAGE FT SURFACE AREA FTZ INCREMENTAL VOL FT3` CUMM. VOL(FT3) STORM VOL. FT3 -10 0 ERR ERR -9 0 0 ERR -8 0 0 ERR -7 0 0 0 -6 3736 0 0 -5 4371 4,053 4,053 -4 5036 4,704 8,757 -3 5733 5,385 14,142 -2 6455 6,094 20,236 -1 7203 6,829 27,065 0 tL- 8nN 9600 8,402 35,466 0 1 10885 10,243 45,709 10,243 2 12227 11,556 57,265 21,799 3 13626 12,927 70,191 34,725 4 0 0 70,191 34,725 5 0 0 70,191 34,725 6 0 0 70,191 34,725 7 0 0 70,191 34,725 8 0 0 70,191 34,725 9 0 0 70,191 34,725 10 0 0 70,191 34,725 CALCULATE 1" STORM RISE BETWEEN: 8 FT & 9 FT THE STORED RUNOFF = 10243 FT3 REMAINING VOLUME TO BE STORED i 783 FT3 BETWEEN: 9 FT & 10 FT INCREMENTAL VOLUME = 11556 FT3 RISE RISE ABOVE 9.0 FT CONTOUR = 0.070 FT THEREFORE 1" STORM ELEVATION = 9.07 FT SAY: 9.1 FT ?60L e6) STORM ST DETERMINE ORIFICE SIZE TO DRAW DOWN THE 1" STORM AVERAGE AVAILABLE ORIFICE HEAD = 0.55 FT SIZE ORIFICE FO 3-DAY RAWDOWN AVERAGE Q REQUIRED = 0.043 FT3/S (3 DAY DRAW DOWN) FROM P. III -II OF HRM BASIC ORIFICE EQUATION Q = DISCHARGE(CFS) CD = COEFFICIENT (USE 0.6) A = ORIFICE AREA (SF) Q=CD'A`sgrt( 9 = GRAVITY (32.2 FT/S2) h = DRIVING HEAD FT SOLVE FOR AREA REQUIRED: A=Q/(CD'sgr[(2gh)= 0.01191 SF ORIFICE DIAMETER (D) = 0.1232 FT APPROXIMATELY= TRY A 1.5 IN H DIAMETER ORIFICI =Do CHECK ORIFICE SIZE BY ROUTING THE DRAWDOWN OF THE 1"STORM RUNOFF DISCHARGE TABLE h(FT) Q(CFS) 1.1 0.062 1.05 0.061 1 0.059 0.9 0.056 0.8 0.053 0.7 0.049 0.6 0.046 0.5 0.042 0.4 0.037 0.3 0.032 0.2 0.026 0.1 0.019 0.06 0.013 0.04 0.012 0.03 0.010 0.02 0.008 1.48 INCHES NOTE: h MEASURED TO CENTER OF ORIFICE Q=(0.6)(PI/4) (Do/ 12 )2sq rt(2'32.2'h ) INITIAL HEAD = 1.10 FT 0 t APPROXIMATE 1" STORM DRAWDOWN USING 6 HOUR INCREMENTS REQUIRED VOLUME = 11,026 FT3 POND HAS 1" STORM VOLUME AT t=0 TIME ELAPSED HR h FT Q CFS Q/6 HRS Qcumm VOL. REMAINING FT3 0 1.10 11,026 6 1.10 0.062 1,339 1,339 9,687 12 0.97 0.058 1,255 2,593 8,433 18 0.84 0.054 1,171 3,764 7,262 24 0.72 0.050 1,086 4,850 6,176 30 0.62 0.046 1,002 5,852 5,174 36 0.52 0.042 917 6,769 4,257 42 0.42 0.039 832 7,601 3,425 48 0.34 0.035 746 8,347 2,679 54 0.27 0.031 660 9,007 2,019 60 0.20 0.027 573 9,580 1,446 66 0.14 0.022 485 10,064 962 72 0.10 0.018 395 10,460 566 78 0.06 0.014 303 10,763 263 84 0.03 0.010 207 10,970 56 90 0.01 0.004 96 11,065 (39) 96 (0.00) ERR ERR ERR ERR 102 ERR ERR ERR ERR ERR 108 ERR ERR ERR ERR ERR 114 ERR ERR ERR ERR ERR 120 ERR ERR ERR ERR ERR "NOTE: (ERR) INDICATES THAT THE STORM WATER HAS DRAINED NEARLY LEVEL WITH THE ORIFICE HEIGHT WHICH WILL BE THE HEIGHT OF THE PERMANENT POOL. THERFORE THE 1" STORM WATER HAS DRAINED WITHIN THE TIME PERIOD OF 2 - 5 DAYS, AND THE RUNOFF CONTROL FOR THE POND IS SATISFACTORY. ALSO LEAVE 36 HOURS FOR THE LAST 66 FT3 TO TRICKLE OUT s -Do U-)-1 1- l'octh s-vvz,SZ �n JQ�T D2 ,�s Fes- owl ct� n U S d roi 1a/ I / cera �(i1�r/+7a �.�tZ c�UG.r47i� £,r`J/ s7— /2�-)vj01:-'� `c� D,7d1Js - Cz v j s) ogYL 721-&7- Fh .577 ml S/ 7$ IS (�d-v &Zan /gl- 0$7- ,2�7-7,2gz-� C< 2+Audz., Su2�,9ci f✓ Pi4s7- a r- ��Z A8+100h,ro r s Kam,/N 4P'P oc-c.u/L c PAZe ,.., rm; s, ra -la 77tir- U477^,o*rg2l , 7Z T1tr D,4.o�,o v jt— -S S�M� �� P�� � Dosr 4nvz)Ff= &'7o�.r t µam yz.! �c�'s-eL FrQw (cis) ire wHe 16 4 2gce /y.�3 e;= S77V-�Wwa po,,� Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Tore interval (gin) Tome to peak (min) Volume (cult) Return period (Yrs) Inflow hyd(s) Maxirrooarl elevation Ift) Maximum storage (cue) Hydrograph description 1 SCS Runoff I 11.84 1 725 38,395 1 — Pre Dev. 1 Year St 2 SCS Rum 26.86 2 724 84,326 10 — Pre Dev. 10 Yr. St 3 SCS Runoff 13.05 1 725 40,618 1 — POST Dev. 1 Year S 4 SCS Runoff 26.86 2 724 84,326 10 — POST Dev. 10 Yr. S 5 Reservoir .10 1 785 18,149 1 3 10.24 24,847 Post Dev. 1-Yr. StOgt" r„r rTL DD�j 6 Reservoir 14.73 2 730 56,054 10 4 11.17 37,066 Post Dev. 10-Yr. S}oan a, im Dam Proj. file: 04158_THEWYE.GP OF file: NEW BERN.IDF Run date: 02-12-2006 Hydrograph Report 9 Page 1 1Yea;-SDCSRunoff QHtyraph type Storm frequency = 1 yrs Drainage area = 4.43 ac Basin Slope = 0.4 % Tc method = TR55 Total precip. = 3.70 in Storm duration = 24 hrs Hydrograph Discharge Table Time -- Outflow (hrs cfs) Time -- Outflow (hrs cfs) Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Time -- Outflow (hrs cfs) English = 11.84 cfs = 1 min = 88 = 580 ft = 6.8 min = Type III = 484 Total Volume = 38,395 cuft Time -- Outflow (hrs cfs) 8.55 0.12 11.75 2.72 14.95 0.57 18.15 0.23 8.65 0.13 11.85 3.81 15.05 0.55 18.25 0.23 8.75 0.14 11.95 5.31 15.15 0.53 18.35 0.23 8.85 0.15 12.05 10.67 15.25 0.52 18.45 0.23 8.95 0.16 12.15 9.97 15.35 0.50 18.55 0.22 9.05 0.18 12.25 5.82 15.45 0.48 18.65 0.22 9.15 0.19 12.35 4.52 15.55 0.47 18.75 0.22 9.25 0.20 12.45 3.36 15.65 0.45 18.85 0.22 9.35 0.22 12.55 2.20 15.75 0.43 18.95 0.22 9.45 0.23 12.65 1.61 15.85 0.42 19.05 0.21 9.55 0.24 12.75 1.46 15.95 0.40 19.15 0.21 9.65 0.26 12.85 1.34 16.05 0.39 19.25 0.21 9.75 0.28 12.95 1.21 16.15 0.37 19.35 0.21 9.85 0.29 13.05 1.09 16.25 0.37 19.45 0.21 9.95 0.31 13.15 1.01 16.35 0.36 19.55 0.20 10.05 0.32 13.25 0.98 16.45 0.35 19.65 0.20 10.15 0.35 13.35 0.95 16.55 0.35 19.75 0.20 10.25 0.37 13.45 0.91 16.65 0.34 19.85 0.20 10.35 0.40 13.55 0.88 16.75 0.33 19.95 0.19 10.45 0.43 13.65 0.85 16.85 0.32 20.05 0.19 10.55 0.46 13.75 0.82 16.95 0.32 20.15 0.19 10.65 0.49 13.85 0.78 17.05 0.31 20.25 0.19 10.75 0.52 13.95 0.75 17.15 0.30 20.35 0.19 10.85 0.56 14.05 0.72 17.25 0.30 20.45 0.18 10.95 0.59 14.15 0.69 17.35 0.29 20.55 0.18 11.05 0.63 14.25 0.68 17.45 0.28 20.65 0.18 11.15 0.70 14.35 0.66 17.55 0.27 20.75 0.18 11.25 0.80 14.45 0.65 17.65 0.27 20.85 0.17 11.35 0.90 14.55 0.63 17.75 0.26 20.95 0.17 11.45 1.01 14.65 0.61 17.85 0.25 21.05 0.17 11.55 1.16 14.75 0.60 17.95 0.24 21.15 0.17 11.65 1.74 14.85 0.58 18.05 0.24 21.25 0.17 Continues on next page... Pre Dev. 7 Year Storm Page 2 IL) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 21.35 0.16 21.45 0.16 21.55 0.16 21.65 0.16 21.75 0.16 21.85 0.15 21.95 0.15 22.05 0.21 22.15 0.21 22.25 0.16 22.35 0.15 22.45 0.15 22.55 0.15 22.65 0.15 22.75 0.15 22.85 0.15 22.95 0.14 23.05 0.14 23.15 0.14 23.25 0.14 23.35 0.14 23.45 0.14 23.55 0.13 23.65 0.13 23.75 0.13 23.85 0.13 23.95 0.13 End TR55 Tc Worksheet Hyd. No. 1 Pre Dev. 1 Year Storm Storm frequency = 1 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 300.0 ft Two-year 24-hr precip. = 3.70 in Land slope = 0.5 % Travel Time ........................................ = 4.7 min Shallow Concentrated Flow Flow length = 200 ft Watercourse slope = 1.0 % Surface description = Unpaved Average velocity = 1.61 ft/s Travel Time ........................................ = 2.1 min Channel Flow Cross section flow area = 6.0 sqft Wetted perimeter = 12.6 ft Channel slope = 1.0 % Manning's n-value = 0.030 Velocity = 3.02 ft/s Flow length = 0.0 ft Travel Time ........................................ = 0.0 min Total Travel Time, Tc ........................ = 6.8 min Page 1 Hydrograph Report Hyd. No. 2 Pre Dev. 10 Yr. Storm Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 4.43 ac = 0.0 % = TR55 = 7.00 in = 24 hrs Page 1 English Peak discharge = 26.86 cfs Time interval = 2 min Curve number = 88 Hydraulic length = 0 ft Time of conc. (Tc) = 5.5 min Distribution = Type III Shape factor = 484 Total Volume = 84,326 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 7.37 0.27 13.77 1.57 20.17 0.36 7.57 0.30 13.97 1.44 20.37 0.36 7.77 0.32 14.17 1.34 20.57 0.35 7.97 0.35 14.37 1.28 20.77 0.34 8.17 0.39 14.57 1.22 20.97 0.33 8.37 0.44 14.77 1.15 21.17 0.32 8.57 0.50 14.97 1.09 21.37 0.31 8.77 0.55 15.17 1.02 21.57 0.31 8.97 0.61 15.37 0.96 21.77 0.30 9.17 0.67 15.57 0.90 21.97 0.29 9.37 0.74 15.77 0.83 22.17 0.30 9.57 0.81 15.97 0.77 22.37 0.30 9.77 0.87 16.17 0.72 22.57 0.29 9.97 0.94 16.37 0.69 22.77 0.28 10.17 1.04 16.57 0.66 22.97 0.28 10.37 1.17 16.77 0.64 23.17 0.27 10.57 1.30 16.97 0.61 10.77 1.44 17.17 0.58 10.97 1.58 17.37 0.55 ...End 11.17 1.89 17.57 0.52 11.37 2.36 17.77 0.50 11.57 3.18 17.97 0.47 11.77 7.45 18.17 0.45 11.97 15.20 18.37 0.44 12.17 14.67 18.57 0.43 12.37 8.02 18.77 0.42 12.57 3.54 18.97 0.42 12.77 2.79 19.17 0.41 12.97 2.28 19.37 0.40 13.17 1.97 19.57 0.39 13.37 1.84 19.77 0.38 13.57 1.71 19.97 0.37 TR55 Tc Worksheet 13 Page t Hyd. No. 2 Pre Dev. 10 Yr. Storm Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 300.0 ft Two-year 24-hr precip. = 7.00 in Land slope = 0.5 % Travel Time ........................................ = 3.4 min Shallow Concentrated Flow Flow length = 200 ft Watercourse slope = 1.0 % Surface description = Unpaved Average velocity = 1.61 ft/s Travel Time ........................................ = 2.1 min Channel Flow Cross section flow area = 6.0 sqft Wetted perimeter = 12.6 ft Channel slope = 1.0 % Manning's n-value = 0.030 Velocity = 3.02 ft/s Flow length = 0.0 ft Travel Time ........................................ = 0.0 min Total Travel Time, Tc ........................ = 5.5 min Hydrograph Report' No. 3 ev. 1 Year Storm -NO POND Qtrap Htype = SCS Runoff Storm frequency = 1 yrs Drainage area = 4.43 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 3.70 in Storm duration = 24 hrs n � Page I r (1 English b �/ Peak discharge = 13.05 cfs Time interval = 1 min Curve number = 88 Hydraulic length = 0 ft Time of conc. (Tc) = 5.8 min Distribution = Type -III Shape factor = 484 Total Volume = 40,618 tuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 8.58 0.13 11.78 3.43 14.98 0.59 18.18 0.25 8.68 0.14 11.88 4.66 15.08 0.57 18.28 0.24 8.78 0.15 11.98 7.70 15.18 0.55 18.38 0.24 8.88 0.17 12.08 13.05 << 15.28 0.54 18.48 0.24 8.98 0.18 12.18 7.58 15.38 0.52 18.58 0.24 9.08 0.19 12.28 5.38 15.48 0.50 18.68 0.23 9.18 0.21 12.38 4.17 15.58 0.49 18.78 0.23 9.28 0.22 12.48 2.92 15.68 0.47 18.88 0.23 9.38 0.24 12.58 1.88 15.78 0.45 18.98 0.23 9.48 0.25 12.68 1.61 15.88 0.43 19.08 0.23 9.58 0.27 12.78 1.48 15.98 0.42 19.18 0.22 9.68 0.28 12.88 1.35 16.08 0.40 19.28 0.22 9.78 0.30 12.98 1.21 16.18 0.39 19.38 0.22 9.88 0.32 13.08 1.10 16.28 0.38 19.48 0.22 9.98 0.33 13.18 1.05 16.38 0.38 19.58 0.21 10.08 0.35 13.28 1.02 16.48 0.37 19.68 0.21 10.18 0.38 13.38 0.98 16.58 0.36 19.78 0.21 10.28 0.41 13.48 0.95 16.68 0.35 19.88 0.21 10.38 0.44 13.58 0.92 16.78 0.35 19.98 0.20 10.48 0.47 13.68 0.88 16.88 0.34 20.08 0.20 10.58 0.50 13.78 0.85 16.98 0.33 20.18 0.20 10.68 0.54 13.88 0.81 17.08 0.32 20.28 0.20 10.78 0.57 13.98 0.77 17.18 0.32 20.38 0.20 10.88 0.60 14.08 0.74 17.28 0.31 20.48 0.19 10.98 0.64 14.18 0.72 17.38 0.30 20.58 0.19 11.08 0.69 14.28 0.71 17.48 0.29 20.68 0.19 11.18 0.79 14.38 0.69 17.58 0.29 20.78 0.19 11.28 0.90 14.48 0.67 17.68 0.28 20.88 0.18 11.38 1.01 14.58 0.66 17.78 0.27 20.98 0.18 11.48 1.13 14.68 0.64 17.88 0.26 21.08 0.18 11.58 1.43 14.78 0.62 17.98 0.25 21.18 0.18 11.68 2.33 14.88 0.61 18.08 0.25 21.28 0.17 Continues on next page... POST Dev. 1 Year Storm -NO POND Page 2 Hydrograph Discharge Table Time -- Outflow (hrs cfs) 21.38 0.17 21.48 0.17 21.58 0.17 21.68 0.17 21.78 0.16 21.88 0.16 21.98 0.16 22.08 0.27 22.18 0.17 22.28 0.16 22.38 0.16 22.48 0.16 22.58 0.16 22.68 0.16 22.78 0.16 22.88 0.15 22.98 0.15 23.08 0.15 23.18 0.15 23.28 0.15 23.38 0.15 23.48 0.14 23.58 0.14 23.68 0.14 23.78 0.14 23.88 0.14 23.98 0.13 ...End TR55 Tc Worksheet Page 1 Hyd. No. 3 POST Dev. 1 Year Storm -NO POND Storm frequency = 1 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 200.0 ft Two-year 24-hr precip. = 3.70 in Land slope = 0.5 % Travel Time ........................................ = 3.4 min Shallow Concentrated Flow Flow length = 100 ft Watercourse slope = 0.5 % Surface description = Unpaved Average velocity = 1.14 ft/s Travel Time ........................................ = 1.5 min Channel Flow Cross section flow area = 1.8 sqft Wetted perimeter = 4.7 ft Channel slope = 0.5 % Manning's n-value = 0.030 Velocity = 1.82 ft/s Flow length = 100.0 ft Travel Time ........................................ = 0.9 min Total Travel Time, Tc ........................ = 5.8 min Hydrograph Report Hyd. No. 4 POST Dev. 10 Yr. Storm -NO POND Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 4.43 ac = 0.0 % = TR55 = 7.00 in = 24 hrs ► 1-7 Page 1 English a Peak discharge = 26.86 cfs Time interval = 2 min Curve number = 88 Hydraulic length = 0 ft Time of conc. (Tc) = 4.9 min Distribution = Type III Shape factor = 484 Total Volume = 84,326 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 7.37 0.27 13.77 1.57 20.17 0.36 7.57 0.30 13.97 1.44 20.37 0.36 7.77 0.32 14.17 1.34 20.57 0.35 7.97 0.35 14.37 1.28 20.77 0.34 8.17 0.39 14.57 1.22 20.97 0.33 8.37 0.44 14.77 1.15 21.17 0.32 8.57 0.50 14.97 1.09 21.37 0.31 8.77 0.55 15.17 1.02 21.57 0.31 8.97 0.61 15.37 0.96 21.77 0.30 9.17 0.67 15.57 0.90 21.97 0.29 9.37 0.74 15.77 0.83 22.17 0.30 9.57 0.81 15.97 0.77 22.37 0.30 9.77 0.87 16.17 0.72 22.57 0.29 9.97 0.94 16.37 0.69 22.77 0.28 10.17 1.04 16.57 0.66 22.97 0.28 10.37 1.17 16.77 0.64 23.17 0.27 10.57 1.30 16.97 0.61 10.77 1.44 17.17 0.58 10.97 1.58 17.37 0.55 ...End 11.17 1.89 17.57 0.52 11.37 2.36 17.77 0.50 11.57 3.18 17.97 0.47 11.77 7.45 18.17 0.45 11.97 15.20 18.37 0.44 12.17 14.67 18.57 0.43 12.37 8.02 18.77 0.42 12.57 3.54 18.97 0.42 12.77 2.79 19.17 0.41 12.97 2.28 19.37 0.40 13.17 1.97 19.57 0.39 13.37 1.84 19.77 0.38 13.57 1.71 19.97 0.37 l9 TR55 Tc Worksheet Hyd. No. 4 POST Dev. 10 Yr. Storm -NO POND Storm frequency = 10 yrs Sheet Flow Manning's n-value Flow length Two-year 24-hr precip. Land slope Travel Time ................. = 0.011 = 200.0 ft = 7.00 in = 0.5 % .................. = 2.5 min Shallow Concentrated Flow Flow length = 100 ft Watercourse slope = 0.5 % Surface description = Unpaved Average velocity = 1.14 ft/s Travel Time ........................................ = 1.5 min Channel Flow Cross section flow area = 1.8 sqft Wetted perimeter = 4.7 ft Channel slope = 0.5 % Manning's n-value = 0.030 Velocity = 1.82 ft/s Flow length = 100.0 ft Travel Time ........................................ = 0.9 min Total Travel Time, Tc ........................ = 4.9 min Page 1 Hydrograph Report 7 Pa19 ge Hyd. No. 5 Post Dev. 1-Yr. Storm Hydrograph type = Reservoir Storm frequency = 1 yrs Inflow No. Max. Elevation 10.24 ft Sbmge 1 Miabon !J English Peak discha = 1.10 cfs Time interval \ Reservoir name = THE WYE Max. Storage = 24,847 cuft Total Volume = 18,149 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civic Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.40 3.97 10.52 0.07 - - - 0.15 -- - - 0.15 12.50 2.71 10.56 0.07 -- --- - 0.49 -- - --- 0.49 12.60 1.79 10.58 0.07 - - - 0.72 - - -- 0.72 12.70 1.59 10.60 0.07 --- - -- 0.86 -- -- -- 0.86 12.80 1.46 10.61 0.07 ----- ----- -- 0.98 - -- - 0.98 12.90 1.32 10.61 0.07 -- -- --- 1.05 -- -- --- 1.05 13.00 1.19 10.61 0.07 -- -- -- 1.09 -- --- --- 1.09 13.10 1.09 10.62 0.07 - - - 1.09 -- - - 1.09 13.20 1.05 10.62 0.07 ----- -- --- 1.09 -- ---- -- 1.09 13.30 1.01 10.61 0.07 - - - 1.08 - -- - 1.08 13.40 0.98 10.61 0.07 -- - -- 1.06 - -- - 1.06 13.50 0.94 10.61 0.07 - -- -- 1.05 ---- ----- --- 1.05 13.60 0.91 10.61 0.07 --- - - 1.02 -- --- --- 1.02 13.70 0.87 10.61 0.07 ---- - -- 1.00 ---- ----- - 1.00 13.80 0.84 10.61 0.07 -- -- - 0.97 -- ----- ---- 0.97 13.90 0.80 10.61 0.07 ----- --- --- 0.95 -- ----- -- 0.95 14.00 0.77 10.60 0.07 - - - 0.92 - - -- 0.92 14.10 0.74 10.60 0.07 - -- -- 0.89 -- - - 0.89 14.20 0.72 10.60 0.07 -- - - 0.86 -- - -- 0.86 14.30 0.70 10.60 0.07 - - - 0.84 - - --- 0.84 14.40 0.69 10.60 0.07 --- - - 0.82 - - - 0.82 14.50 0.67 10.59 0.07 - - - 0.80 - - - 0.80 14.60 0.65 10.59 0.07 - -- - 0.78 -- ---- --- 0.78 14.70 0.64 10.59 0.07 - -- - 0.76 -- ----- -- 0.76 14.80 0.62 10.59 0.07 -- - --- 0.74 -- -- - 0.74 14.90 0.60 10.58 0.07 - - - 0.72 -- -- -- 0.72 15.00 0.59 10.58 0.07 - --- - 0.70 -- -- - 0.70 15.10 0.57 10.58 0.07 -- - - 0.69 -- - - 0.69 15.20 0.55 10.58 0.07 - - - 0.67 -- - -- 0.67 15.30 0.53 10.58 0.07 ---- ---- -- 0.65 ----- - - 0.65 15.40 0.52 10.57 0.07 - - - 0.63 - - - 0.63 15.50 0.50 10.57 0.07 -- -- -- 0.62 --- -- ---- 0.62 15.60 0.48 10.57 0.07 -- -- -- 0,60 - -- -- 0.60 15.70 0.47 10.57 0.07 - - - 0.58 -- - - 0.58 15.80 0.45 10.57 0.07 -- -- -- 0.56 --- -- - 0.56 15.90 0.43 10.56 0.07 - -- - 0.55 -- -- -- 0.55 Continues on next page... 2z Post Dev. 1-Yr. Storm Hydrograph Discharge Table Page 2 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) Cfs It Cfs cfs cfs Cfs Cfs Cfs cfs Cfs Cfs 16.00 0.41 10.56 0.07 - -- - 0.53 -- - - 0.53 16.10 0.40 10.56 0.07 - - - 0.51 - -- - 0.51 16.20 0.39 10.56 0.07 - --- -- 0.49 --- ----- -- 0.49 16.30 0.38 10.56 0.07 -- - - 0.48 --- -- - 0.48 16.40 0.38 10.55 0.07 - ----- ----- 0.47 --- ----- ----- 0.47 16.50. 0.37 10.55 0.07 ----- -- --- 0.45 --- _ ---- 0.45 16.60 0.36 10.55 0.07 ----- ----- ----- 0.44 ---- ----- - 0.44 16.70 0.35 10.55 0.07 --- ---- ----- 0.43 ----- ---- -- 0.43 16.80 0.35 10.55 0.07 - -- -- 0.42 ----- - -- 0.42 16.90 0.34 10.55 0.07 - - -- 0.41 - --- -- 0.41 17.00 0.33 10.55 0.07 ----- -- - 0.40 ----- - - 0.40 17.10 0.32 10.55 0.07 -- -- - 0.39 - --- - 0.39 17.20 0.31 10.54 0.07 -- -_ - 0.38 ---- --- -- 0.38 17.30 0.31 10.54 0.07 -- - -- 0.37 --- -- - 0.37 17.40 0.30 10.54 0.07 -- -- - 0.36 -- - - 0.36 17.50 0.29 10.54 0.07 --- -- --- 0.35 ----- ----- -- 0.35 17.60 0.28 10.54 0.07 - -- - 0.34 -- - - 0.34 17.70 0.28 10.54 0.07 - - - 0.33 --- - - 0.33 17.80 0.27 10.54 0.07 ----- --- 0.32 - -- - 0.32 17.90 0.26 10.54 0.07 - -- --- 0.32 -- -- - 0.32 18.00 0.25 10.54 0.07 - -- -- 0.31 -- --- --- 0.31 18.10 0.25 10.54 0.07 --- -- -- 0.30 - - -- 0.30 18.20 0.25 10.53 0.07 -- -- - 0.29 -- - - 0.29 18.30 0.24 10.53 0.07 ----- - ---- 0.29 ----- ----- ----- 0.29 18.40 0.24 10.53 0.07 - - -- 0.29 - - - 0.29 18.50 0.24 10.53 0.07 -- - - 0.28 - -- -- 0.28 18.60 0.24 10.53 0.07 ---- -- - 0.28 -- -- ---- 0.28 18.70 0.23 10.53 0.07 - - - 0.28 - --- - 0.28 18.80 0.23 10.53 0.07 - -- -- 0.27 - - 0.27 18.90 0.23 10.53 0.07 ---- --- -- 0.27 -- -- 0.27 19.00 0.23 10.53 0.07 -- - - 0.27 - --- - 0.27 19.10 0.22 10.53 0.07 -- - - 0.26 ---- ----- -- 0.26 19.20 0.22 10.53 0.07 -- -- - 0.26 --- --- - 0.26 19.30 0.22 10.53 0.07 - - - 0.26 - ---- - 0.26 19.40 0.22 10.53 0.07 ----- -- - 0.25 - --- -- 0.25 19.50 0.22 10.53 0.07 - - -- 0.25 -- - - 0.25 19.60 0.21 10.53 0.07 - -- -- 0.25 ---- -- - 0.25 19.70 0.21 10.53 0.07 -- - - 0.24 -- - - 0.24 19.80 0.21 10.53 0.07 - - - 0.24 - -- -- 0.24 19.90 0.21 10.53 0.07 - - -- 0.24 --- -- -_ 0.24 20.00 0.20 10.53 0.07 -- - - 0.24 -- -- - 0.24 20.10 0.20 10.53 0.07 - - - 0.23 -- --- - 0.23 20.20 0.20 10.53 0.07 - -- --- 0.23 ----- - - 0.23 20.30 0.20 10.53 0.07 -- - - 0.23 - - - 0.23 20.40 0.19 10.53 0.07 -- - - 0.23 -- - - 0.23 20.50 0.19 10.53 0.07 - -- - 0.22 -- - - 0.22 20.60 0.19 10.53 0.07 --- - - 0.22 - - - 0.22 20.70 0.19 10.53 0.07 - -- - 0.22 - - -- 0.22 20.80 0.19 10.53 0.07 - - - 0.22 -- - -- 0.22 Continues on next page... zJ Post Dw. 7-Yr. Strom Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs Cfs Cfs Cfs Cfs cfs cfs 20.90 0.18 10.52 0.07 -- - - 0.21 -- ---- - 0.21 21.00 0.18 10.52 0.07 -- -- -- 0.21 ----- ---- -- 0.21 21.10 0.18 10.52 0.07 -- --- - 0.21 --- - - 0.21 21.20 0.18 10.52 0.07 -- -- - 0.21 --- -- -- 0.21 21.30 0.17 10.52 0.07 --- - - 0.20 -- -- ---- 0.20 21.40 0.17 10.52 0.07 -- -- -- 0.20 ----- _ --- -- 0.20 21.50 0.17 10.52 0.07 - --- -- 0.20 ----- - --- 0.20 21.60 0.17 10.52 0.07 ----- ----- - 0.20 ---- ----- -- 0.20 21.70 0.16 10.52 0.07 ----- -- - 0.19 ----- - ---- 0.19 21.80 0.16 10.52 0.07 -- ---- - 0.19 ----- - --- 0.19 21.90 0.16 10.52 0.07 - -- --- 0.19 ----- --- -- 0.19 22.00 0.16 10.52 0.07 -- - ---- 0.19 -- --- ---- 0.19 22.10 0.26 10.52 0.07 --- - -- 0.19 --- --- --- 0.19 22.20 0.17 10.52 0.07 -- ----- -- 0.19 ---- ----- -- 0.19 22.30 0.16 10.52 0.07 --- -- ----- 0.19 ---- ---- - 0.19 22.40 0.16 10.52 0.07 -- ---- - 0.19 --- ---- - 0.19 22.50 0.16 10.52 0.07 --- --- --- 0.19 ----- -- -- 0.19 22.60 0.16 10.52 0.07 ----- ----- --- 0.18 ----- ---- -- 0.18 22.70 0.16 10.52 0.07 ----- -- - 0.18 ----- -- -- 0.18 22.80 0.16 10.52 0.07 - -- -- 0.18 -- --- -- 0.18 22.90 0.15 10.52 0.07 ----- ----- --- 0.18 ----- -- 0.18 23.00 0.15 10.52 0.07 - - - 0.18 --- -- 0.18 23.10 0.15 10.52 0.07 --- --- --- 0.17 ---- ----- ----- 0.17 23.20 0.15 10.52 0.07 ----- --- -- 0.17 ---- ----- ---- 0.17 23.30 0.15 10.52 0.07 --- -- 0.17 ---- --- --- 0.17 23.40 0.14 10.52 0.07 -- - --- 0.17 --- - - 0.17 23.50 0.14 10.52 0.07 ---- ----- - 0.17 ----- ----- - 0.17 23.60 0.14 10.52 0.07 --- --- --- 0.16 --- --- --- 0.16 23.70 0.14 10.52 0.07 ----- - -- 0.16 ---- ----- ----- 0.16 23.80 0.14 10.52 0.07 --- - --- 0.16 ----- - - 0.16 23.90 0.14 10.52 0.07 -- -- -- 0.16 - -- --- 0.16 24.00 0.00 10.52 0.07 --- - ----- 0.16 --- --- 0.16 End Reservoir Report Page t Reservoir No. 1 - THE WYE English Pond Data Pond storage is based on known contour areas Stage / Storage Table Stage ft 0.00 1.00 2.00 3.00 3.50 Elevation ft 8.00 9.00 10.00 11.00 11.50 Contour area sqft 9,600 10,885 12,227 13,626 14,349 Incr. Storage Total storage cult cuft 0 0 10,243 10,243 11,556 21,799 12,927 34,725 6,994 41,719 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 1.5 0.0 0.0 0.0 Crest Len ft = 9.0 0.0 0.0 0.0 Span in = 1.5 0.0 0.0 0.0 Crest El. ft = 10.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00 Invert El. ft = 9.10 0.00 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00 Length ft = 0.1 0.0 0.0 0.0 Multistage = No No No No Slope % = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multistage = -- Yes No No Tailwater Elevation = 0.00 ft NOR: AU auffb" new bean amtyl uM inRt ark o conavl. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 8.00 0.00 - - - 0.00 - - --- 0.00 1.00 10,243 9.00 0.00 - - - 0.00 - - - 0.00 2.00 21,799 10.00 0.05 - - - 0.00 -- - - 0.00 3.00 34,725 11.00 0.08 - - -- 9.55 -- -- - 9.55 3.50 41,719 11.50 0.09 - - - 27.00 - - - 27.00 ,>'v Z3 Hydrograph Report Hyd. No. 6 Post Dev. 10-Yr. Storm Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 4 Max. Elevation = 11.17 ft �I Page t English Peak discharge = 14.73 cfs Time interval = 2 min Reservoir name = THE WYE Max. Storage = 37,066 cuft smmW lndlw n medwd used. Total Volume = 56,064 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Outflow (hrs) cfs ft cfs cfs cfs cfs efs cfs cfs cfs cfs 12.00 20.30 10.55 0.07 - --- - 0.41 -- - -- 0.41 12.20 12.34 11.16 0.08 - -- - 14.42 - -- -- 14.42 12.40 7.22 11.02 0.08 --- - -- 10.14 --- --- ---- 10.14 12.60 3.26 10.86 0.08 -- - - 5.81 - - - 5.81 12.80 2.71 10.77 0.07 ----- --- - 3.76 --- -- --- 3.76 13.00 2.20 10.72 0.07 - -- -- 2.84 --- -- - 2.84 13.20 1.95 10.69 0.07 --- - -- 2.31 - --- - 2.31 13.40 1.82 10.68 0.07 - -- -- 2.06 - - --- 2.06 13.60 1.69 10.67 0.07 - - - 1.87 - -- - 1.87 13.80 1.55 10.66 0.07 ---- --- --- 1.72 -- -- 1.72 14.00 1.42 10.65 0.07 - - - 1.58 - -- -- 1.58 14.20 1.33 10.64 0.07 ---- ----- - 1.45 -- ----- ---- 1.45 14.40 1.27 10.63 0.07 ---- - - 1.36 -- --- -- 1.36 14.60 1.21 10.63 0.07 -- - -- 1.29 -- -- -- 1.29 14.80 1.14 10.62 0.07 - -- 1.22 - ---- ----- 1.22 15.00 1.08 10.62 0.07 -- - - 1.15 - - -- 1.15 15.20 1.01 10.62 0.07 --- -- --- 1.09 - - - 1.09 15.40 0.95 10.61 0.07 -- -- - 1.02 -- - -- 1.02 15.60 0.88 10.61 0.07 - - -- 0.96 --- -- ----- 0.96 15.80 0.82 10.60 0.07 - --- - 0.89 - - - 0.89 16.00 0.76 10.60 0.07 -- --- - 0.84 - - --- 0.84 16.20 0.72 10.59 0.07 - --- - 0.80 -- -- -- 0.80 16.40 0.69 10.59 0.07 - - - 0.76 - - - 0.76 16.60 0.66 10.59 0.07 - --- - 0.73 - -- -- 0.73 16.80 0.63 10.58 0.07 - -- - 0.70 -- - - 0.70 17.00 0.60 10.58 0.07 - -- - 0.67 - - - 0.67 17.20 0.58 10.57 0.07 ---- ---- - 0.64 --- - - 0.64 17.40 0.55 10.57 0.07 - - - 0.61 - - - 0.61 17.60 0.52 10.57 0.07 - --- - 0.58 - - --- 0.58 17.80 0.49 10.56 0.07 - --- - 0.55 - -- - 0.55 18.00 0.46 10.56 0.07 --- - -- 0.52 - -- - 0.52 18.20 0.45 10.56 0.07 -- -- - 0.50 - -- - 0.50 18.40 0.44 10.56 0.07 -- -- -- 0.48 - - - 0.48 18.60 0.43 10.55 0.07 --- -- --- 0.46 - - -- 0.46 18.80 0.42 10.55 0.07 -- - - 0.45 - -- - 0.45 19.00 0.41 10.55 0.07 -- -- - 0.44 - - -- 0.44 Continues on next page... Post Dev. 74Yr. Storm Page 2 S� Hydrograph Discharge Table Time Inflow Elevation (hrs) cfs It 19.20 0.41 10.55 19.40 0.40 10.55 19.60 0.39 10.55 19.80 0.38 10.55 20.00 0.37 10.55 20.20 0.36 10.54 20.40 0.36 10.54 20.60 0.35 10.54 20.80 0.34 10.54 21.00 0.33 10.54 21.20 0.32 10.54 21.40 0.31 10.54 21.60 0.30 10.54 21.80 0.30 10.54 22.00 0.29 10.54 22.20 0.30 10.54 22.40 0.30 10.54 22.60 0.29 10.54 22.80 0.28 10.54 23.00 0.28 10.53 23.20 0.27 10.53 23.40 0.26 10.53 23.60 0.26 10.53 23.80 0.25 10.53 24.00 0.24 10.53 24.20 0.00 10.52 End Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 0.07 -- - ---- 0.43 -- -- --- 0.43 0.07 - - - 0.42 - - - 0.42 0.07 -- --- ---- 0.41 ----- --- ---- 0.41 0.07 - - --- 0.40 - - - 0.40 0.07 - - -- 0.39 --- -- - 0.39 0.07 - - - 0.38 ----- ----- --- 0.38 0.07 - -- -- 0.37 -- --- - 0.37 0.07 - - 0.36 ---- ----- ----- 0.36 0.07 ----- ---- ----- 0.36 ----- ----- ----- 0.36 0.07 -- -- -- 0.35 ----- ----- --- 0.35 0.07 -- - -- 0.34 --- - --- 0.34 0.07 -- - --- 0.33 -- --- -- 0.33 0.07 - - ---- 0.32 ----- ----- ---- 0.32 0.07 - - - 0.31 - --- - 0.31 0.07 --- --- --- 0.30 ----- - ----- 0.30 0.07 -- -- -- 0.34 - -- ---- 0.34 0.07 -- ----- --- 0.32 -- ---- -- 0.32 0.07 --- ----- ---- 0.31 ----- - - 0.31 0.07 - ---- --- 0.30 -- --- --- 0.30 0.07 - - - 0.29 ----- ---- ----- 0.29 0.07 - - --- 0.29 -- ---- --- 0.29 0.07 -- -- - 0.28 ---- ----- - 0.28 0.07 -- --- -- 0.27 ---- ----- -- 0.27 0.07 - -- - 0.26 ----- --- --- 0.26 0.07 -- -- ---- 0.26 ---- --- ----- 0.26 0.07 - - - 0.18 --- --- -- 0.18 Reservoir Report Page 1 Reservoir No. 1 - THE WYE English Pond Data Pond storage is based on known contour areas Stage / Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft sgft cuft cuft 0.00 8.00 9,600 0 0 1.00 9.00 10,885 10,243 10,243 2.00 10.00 12,227 11,556 21,799 3.00 11.00 13,626 12,927 34,725 3.50 11.50 14,349 6,994 41,719 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 1.5 0.0 0.0 0.0 Crest Len ft = 9.0 0.0 0.0 0.0 Span in = 1.5 0.0 0.0 0.0 Crest El. ft = 10.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00 Invert El. ft = 9.10 0.00 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00 Length ft = 0.1 0.0 0.0 0.0 Multistage = No No No No Slope % = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multistage = -- Yes No No Tailwater Elevation = 0.00 ft Nate: NI outflows tune Seen analyzed under inlet and outlet contrd. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 8.00 0.00 - - - 0.00 -- - 0.00 1.00 10,243 9.00 0.00 - - - 0.00 --- - - 0.00 2.00 21,799 10.00 0.05 - - - 0.00 --- - - 0.00 3.00 34,725 11.00 0.08 -- - --- 9.55 - - --- 9.55 3.50 41,719 11.50 0.09 - - - 27.00 - - - 27.00 ?4- 1 - SCS Runoff -1 Yr - Op = 11.84 cfs 1 1 CY 00 5 10 15 20 25 Time (hrs) e�> Hyd. 1 2 - SCS Runoff -10 Yr - Qp = 26.86 cfs 3 2 2 CY 1 1 0 - 0 5 10 15 20 25 Time (hrs) O Hyd. 2 ME 5 - Reservoir -1 Yr - Qp = 0.68 cfs 1 1 c� CY 5--- L 0 5 10 15 20 25 Time (hrs) ® Hyd. 3 e�l Hyd. 5 zg 6 - Reservoir -10 Yr - Qp = 14.73 cfs 3 2 2 a� 1 1 ILE 0 5 10 15 20 25 Time (hrs) O Hyd. 4 0 Hyd. 6 3v Table 8.03b Runoff Curve Numbers (CN) Hydrofogi So)Grup Land Use/CoverA 13 D Cultivated land without conservation 72 81 88 91 with conservation 62 71 78 81 Pasture land ppoor condition 68 79 86 89 faircondition good condition 49 69 79 84 _ 39 fit 74 80 Meadow good condition 30 58 71 78 Wood or forest land Thin stand - poor cover, no mulch 45 66 77 83 Good stand- good cover 25 55 70 77 Open spaces, lawns, parks, golf courses, cemeteries, etc. grass cover on 75% or more of the area fair condition: 39 61 74 80 grass cover on 50 to 75% of the area 49 69 79 84 Commercial and business areas (85 % impervious) 89 92 94 95 Industrial districts (72% impervious) 81 88 91 93 Residential:' Development completed and vegetation established Average lot size Average. % Impervious 1/8 acre or less 65 1/4 acre 38 77 85 90 92 1/3 acre 30 61 57 75 72 83 81 87 86 1/2 acre 25 1 acre 20 54 70 80 85 2 acre 15 51 47 68 66 79 77 84 81 Paved parking lots, roofs, driveways, etc. 98 98 98 98 Streets and roads Paved with curbs and storm sewers gravel 98 98 98 98 dirt 76 72 85 62 89 87 91 89 Newly graded area 81 89 93 95 Residential: Development underway and no vegetation Lot sizes of 1/4 acre 88 93 95 Lot sizes of 1/2 acre 85 91 97 Lot sizes of 1 acre 82 90 94 96 Lot sizes of 2 acres 81 93 95 89 92 94 'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street. source: USDA-SCS 8.03.10 Rm 12193 �1 20% 30% 40% 50% 60% 'go % 90% 100% IMPER.% 10% 20% 30% ap 70% 80% 90% 100%- %1 SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER�� I. OFT 3.5FT 4.OFT 4.5FT 5. OFT 5.5FT 6. OFT 6.5FT 7 OFT 7 5FT .9 .8 .7 .6 .5 1.7 1.3 1.2 1.1 1.0 .9 .8 .7 .6 .5 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 .9 3.4 3.0 2.6,,;_2.4 2.1 1.9 1.6 1.4 1.1 1.0 4.2 3.7 3.3' 3.0 2.7 2.4 2.1 1.8 1.5 1.3 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6 640 5.2 4.5 4.1._ 3:7 3.1 2.9 2.5 2.1 1.8 L. 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 %.3 8.2 7.4 6.8 6.2 5.6 5.0 4.4' 3.8 3.2 2.6 SA/DA - > 90% TSS REMOVAL r FOR WET DETENTION WITHOUT VEGETATI FILTER .OFT 3.5FT 4.OFT 4.5FT 5.OFT 5.5FT 6.OFT 6.5FT 7 OFT 7 5FT 1.3 1.0 .8 .7 .6 .5 .4 .3 .2 .1 2.4 2.0 1.8 1.7 - 1.5 1.4 1.2 1.0 .9 .6 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3 1.1 .8 4.5 4.0 3.5 3.1 2.8 2.5 1.8 1.4 1.1 5.6 5.0 4.3 3.9 3.5 3.1 2.3 1.9 1.5 7.0 6.0 5.3 4.8 4.3 3. 3. 2.9 2.4 1.9 8.1 7.0 6_0 5.5 5.0 4.5 3.4 2.9 2.3 9.4 8.0 7.0 6.4 5.7 5.2 4.6 4.0 3.4 2.8 10.7 9.0 7.9 7.2 6.5 5.9 5.2 4.6 3.9 3.3 . 12.0 10.0 8.8. 8.1 7.3 6.6 5.8 5.1 4.3 3.6 Co d/� / c�ruc«l,C� C�/Li1DB' !�/� a �,UALgs�s Dx% %�/ w r✓ 5771da�M1 2eGG„/, +�C� �T�tnt, 'So'2.�eR2 , cc—...Jl%� W �Ya C�O�cf ow. �d1 /)%Zic�drs )-r¢5/seaAV�'s�1n1c 20o3 C,1)a4 D/1aw, S O���P Ce/2�/oS— �✓L p4s -Af4ti4T !d n,D.o7a JS. 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A _ 1.76 FT?- /z. : /, 7(0/4 7i = 0.3 75— i Q= l� 3?�r) SXCO.00y�Z_ 6.&0CA 0.0f3 a oaZ7? lee but o, s � z Ke = o• �9 Z -( a s {rem /6 "T'v Zy l S74A 11 ALCQ Lo T-- �p yes 7a b = l0 3s l/*= /-23F7-Z- (82'1.E /s'Opl ra o) o' $7 . . Qs /.y;l� X/,Z3X (o.3r2S���x�o.Oog)�L_ S�7/e Cis O,or3 4': 42SX (o.p/s z Os) 0.33 O•S9� �a = '�i,aj' 2,v, AT al:rnvg 1-5 -Z ./ St/ m mAat j /r fWMP s 7,;M7 ;�� Sri. D/2#9,AJ SVrryw, 7�,wnsin »m o f 7if - EkUsnK41 Tram^ Mmtwrtt tl ,JT 7hE -Lti +�'✓S¢tZow O !=`, Go�2�id4% ST1Zar�1- i% �(Z.3 f1D % !-v,orc4-e'j 6- s. ?� ens PN ,fvr AvZZ As Fouu rvs j -./fL /2,q,#2 S-R-APA I1 4 CAS I0 - ,�(L2,01Z �' 2�•S�c's c�.� PIl-�'Da.�-•-�,,,..,r.�' �..�� �- sue. a.,eo-,� /-�✓Z/Z4' /'-"` Siam. / /o C-41 %�dYJU� ws %a Tits �b�'LQR� SS✓ a4ZT �'j,sTBrh r NCDENR North Carolina Department of Environment and Natural Resources Division of Land Resources James D. Simons, PG, PE Land Quality Section Director and State Geologist January 11, 2006 LETTER OF RECEIPT OF EROSION CONTROL PLAN UHF Development, LLC Mr. Hubie Tolson, Mbr/Mgr 227 East Front Street New Bern, NC 28560 RE: Project Name: The Wye Subdivision Project to: Carte-2006-217 County: Carteret River Basin: White Oak Submitted By: Avolis Engineering Date Received by LQS: January 11, 2006 Plan Type: NEW Dear Mr. Tolson: Michael F. Easley, Governor William G. Ross Jr., Secretary 1`jv1�II I,U10 ✓41V 12 l eT This office has received a soil erosion and sediment control plan for the project listed above which was submitted as required by the North Carolina Sedimentation Pollution Control Act (G.S. 113A-57 (4)). The Act requires that all persons disturbing an area of one or more acres of land must obtain approval of a soil erosion control plan prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)), The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the plan. --- Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to the approval of an erosion and sediment control plan is a violation of the`Act. The approval of an erosion and sediment control plan is conditioned on the applicant's compliance with Federal and State water quality laws, regulations and rules. If you have questions please do not hesitate to contact this office. Your cooperation in this matter is appreciated and we look forward to working with you on this project. Sincerely, V/ Trentt games Land Quality Section cc: Kevin Avolis, Avolis Engineering LQS-WiRO; SWS-WiRO Wilmington Regional Office 127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: 910-796-7215 / FAX: 910-350-2004 STORNIWATER NARRATIVE The Wye Subdivision Beaufort, Carteret County, NorthCarolina '['he Wye Subdivision project entails the development of a 24 lot single-family residential subdivision on 4.0 acres of land located in Beaufort, Carteret County, North Carolina. The development of the proposed project will result in the creation of 2.59 acres of impermeable surfaces. The subject property is abutted along each of its sides by existing public roads and right-of-ways. Hedrick Street, a public street with a public right -of' way bisects the subject property through its middle. The right-of-way of Hedrick Street covers a total area of 0.43 acres and is located within the drainage basin of the subject property. Therefore, the total drainage basin encompassing the subject property is 4.43 acres and includes all area on the 24 residential lots and the right-of-way area of Hedrick Street. The proposed built -upon density for the project is 58.5% necessitating the installation of an engineered stormwater system. The only outfall in the general vicinity of the subject property is the existing public storm drainage system at the intersection of Gordon Street and Broad Street at the southwestern corner of the subject property. The storm water system along Gordon Street drains to Town Creek is located approximately 1,200 feet south of the subject property. The piping in this area has recently been upgraded as a part of a recent utility and street renovation project. A 15-inch PVC storm drain pipe exists in this location which will immediately discharge point for the proposed drainage system. The proposed stormwater collection and treatment system for the subject property includes lightly graded swales along the existing public roadway areas to collect stormwater runoff from e� �j u the adjacent roads and the subject property. The swales discharge to a series of drop inlets and J r'T piping network which ultimately discharges in a westerly direction to a proposed tie-rete -tea located within the common area of the subject property. Thc-bte-retsnt m area is sized to-,� contain the runoff from the one -inch storm. d-tt� t+ver4-all-runoff in— 'f JI n S1oY M�.x.D'o��a F4/ i