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HomeMy WebLinkAboutSW8170721_HISTORICAL FILE_20170825 (3)STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW8 k_10_121 DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS �] HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE 20110825 YYYYMMDD Energy, Mineral & Land Resources ENVIRONMENTAL QUALITY August 25, 2017 Hampstead Investment ]-Holdings, LLC Attn: D.I. Logan, Managing Member 60 Gregory Road, Suite I Belville, NC 28,151 Subject: Stale Stormwaler Management Permit No. SW8 1711721 Lewis Rd. Dry Stack high Density Project 1'ender Cemrtv Dear Mr. Logan ROY COOPER Governor MICHAEL S. REGAN Secretan• TRACY DAVIS Director The Wilmington Regional Office received a complete, Isapress State. Stormwater Management Permit Application for the subject project on July 28, 2017. 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 2111000 effective January 1, 2017. We are forwarding Permit No. SW8 170721 dated August 25, 2017, for the construction, operation and maintenance of the stormwater control measures (SCMs), built -upon areas, and the stormwater runoff collection system and/or vegetated conveyance system associated with the subjectproject. This permit shall be effective from the date of issuance until August 25, 2025 and shall be subject to the conditions and limitations as specified therein, and does not supersede any other agency permit that may be required. Please pay special attention to the pennit conditions regarding the operation and maintenance of the SCNls, stormwater collection system, and/or vegetated conveyances; the limitation of built -upon area; modification of the project; and the procedures for changing ownership, transferring and/or renewing the permit. ]'lease also pay attention to the pennit conditions that require the recordation of deed restrictions and protective covenants, easements, and the maintenance agreement, which must be provided along with the certification upon completion of the project. Failure to comply with these requirements 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 by fling a written petition with the Office of Administrative ]Hearings (OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes and must be filed with the OAH within thirty (30) days of receipt of this permit. You should contact the OAH with all questions regarding the Filing fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their websitc at www.NCOAJ+com. 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 Linda Lewis in the WilmingtomRegional office at (910) 796-7215. �Sinc rcl}', �sw �a? Tracy Dav , P.F., Director Division of Energy, Mineral and Land Resources GDS/arl: G:A\\Stormwater\l'ermits & Projects\2017\170721 IH1)\2017 08 permit 170721 Cc: J. Branch Smith, P.E., Paramounte Engineering Pender County Planning Department Division of Coastal Management Wilmington Regional Office Stormwater Permit File Slate of Nonli Carolina I Enviromnenl al Quality I Energy. hline4 and Ladd Resource: VvIlmingtnn Regional office 1127 Cardinal Drive Extension I Wilmington, INC 28405 910 7q6 7215 State Stormwater Management Permit No. SW8 170721 STATE OF NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY DIVISION OF ENERGY, MINERAL AND LAND RESOURCES 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 Hampstead Investment Holdings, LLC Lewis Rd. Dry Stack 579 Lewis Road, Hampstead, Pender County FOR THE construction, operation and maintenance of four (4) areas of permeable pavement ("stormwater control measures" or "SCMs") discharging to Class SA-HQW waters in compliance with the provisions of Title 15A NCAC 2H .1000 effective January 1, 2017 (the "stormwater rules") and the approved stormwater management plans, application, supplement(s), specifications, and other supporting data (the "approved plans and specifications") as attached and/or on file with and approved by the Division of Energy, Mineral and Land Resources (the "Division" or "DEMLR") and considered an enforceable part of this permit. This permit shall be effective from the date of issuance until August 25, 2025 and shall be subject to the following specified conditions and limitations: I. DESIGN STANDARDS This permit is effective only with respect to the management and volume of stormwater described in the approved plans and specifications. The maximum amount of built -upon area (BUA) allowed for the entire project is 21,840 square feet, comprised of proposed asphalt and sidewalk that is "adjacent" the permeable pavement areas. A total of 8,610 square feet of impervious area currently exists on site. After development, there will be 3,810 sf of existing BUA remaining on site. Of that 3,810 sf, 810 sf of roof area from the existing Ship's Store will be directed to SCM502 via a piped roof drain. The remaining 3,000 sf of existing BUA is comprised of the remaining Ship Store roof and surrounding gravel area that will not be treated. 2. The drainage areas for the on -site stormwater systems will be limited to the amounts of built - upon area indicated in this permit and the approved plans and specifications. The runoff from al built -upon area within the permitted drainage areas of this project must be directed into the permitted SCM's. The stormwater control measures labeled SCM500, SCM501, SCM502 and SCM503 have been designed using the runoff volume match method. The pre -development runoff fate of the total rainfall volume of 31,083 cubic feet is 28,255 via natural infiltration and ET, leaving 2828 cubic feet untreated. The post -development runoff fate for the permeable pavement areas is a total of 15,785 cubic feet; and the runoff fate for natural infiltration & ET is a total of 14,631 cubic feet, leaving 667 cubic feet untreated, which is less than the 2828 cubic feet of untreated pre -developed volume. Page 1 of 5 State Stormwater Management Permit No. SW8 170721 3. Where a project or lot is located within CAMA's Area of Environmental Concern (AEC), the Division of Coastal Management (DCM) may calculate a different maximum built -upon area based on CAMA regulations. The more restrictive BUA limit of DCM or DEMLR will apply to the project. 4. A 50-foot wide vegetative setback must be provided and maintained adjacent to all surface waters, measured horizontally from the normal pool elevation of impounded structures, from the top of bank of each side of streams or rivers, and from the mean high waterline of tidal waters. perpendicular to the shoreline in accordance with the stormwater rules and the approved plans and specifications. The setback currently contains 3,810 sf of water -dependent existing BUA. 5. The four (4) permeable pavement stormwater control measures SCM500, SCM501, SCM502 and SCM503 are permitted based on the MDC listed in NCAC 02H.1050 and NCAC 02H.1055, and as presented in the sealed, signed and dated StormEZ application, the calculation documents, and as shown on the approved plans and specifications. 6. The permitted stormwater control measures must be provided and maintained at the design condition with the following limitations: SCM500 SCM501 SCM502 SCM503 a. Area of permeable pavement (so: 12845 8400 5580 3535 b. Adjacent BUA (sf): 6600 4600 5530 3350 c. Aggregate depth (inches): 6 6 8 8 d. Design Storm (inches): 3.75 3.75 3.75 3.75 e. Volume stored in aggregate (cf): 2569 1680 1488 943 f. Time to draw down (<72 hours): 24 24 24 24 g. SHWT separation (ft): 1.0 1.0 1.0 1.0 7. This project has achieved runoff volume match. Any excess runoff volume within the four (4) permeable pavement areas that is not infiltrated within 72 hours, must be released at a non - erosive velocity at the edge of the vegetated setback. 8. This project does not propose any new stormwater outlet discharge points and therefore will not have the opportunity to cause erosion during the 10-year storm event. Runoff from a portion of the existing roof of the Ship's Store and the existing gravel parking will continue to discharge as it was before. 9. The stone base material used under the permeable pavement areas shall be a washed aggregate. 10. The soil subgrade slope under the permeable pavement shall be less than or equal to 2%. 11. SCM502 captures the runoff from 810 square feet of existing rooftop (<1000 so that is piped and discharged directly into the aggregate base of the SCM502 permeable pavement and does not require screening. 12. The amount of adjacent BUA treated in any one of the permeable pavement areas may not exceed a 1:1 ratio of adjacent BUA to permeable pavement area. 13. The project proposes a 278' x 42' area of #57 stone, laid 4 inches thick over a geotextile fabric, located under the open dry stack rack and is not counted as BUA. 14. This project proposes a boatwash area. None of the washwater runoff shall enter the permeable pavement. 15. Each permeable pavement area shall have at least one capped observation well placed at the lowest point in the system. II. SCHEDULE OF COMPLIANCE The project shall be constructed, operated and maintained in accordance with the conditions of this permit and the approved plans and specifications. Page 2 of 5 State Stormwater Management Permit No. SW8 170721 The permeable pavement shall infiltrate the 1 year 24 hour pre/post volume difference in less than 72 hours, and shall infiltrate the 10-year, 24-hour storm event without discharging. 3. The Permeable Pavement areas shall be protected from sediment deposition from adjacent pervious areas. 4. The soil subgrade for the permeable pavement shall be graded when there is no precipitation. 5. During construction, erosion shall be kept to a minimum and any eroded areas of the on -site stormwater system will be repaired immediately. If the stormwater system is 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. 6. All stormwater control measures, stormwater collection systems vegetated conveyance systems; and/or maintenance accesses must be located in public rights -of -way, dedicated common areas that extend to the nearest public right-of-way, and/or permanent recorded easements that extend to the nearest public right-of-way for the purpose of inspection, operation, maintenance, and repair. The permittee shall provide and perform the operation and maintenance necessary, as listed in the signed Operation and Maintenance Agreement, to assure that all components of the permitted on -site stormwater system function at the approved design condition. The approved Operation and Maintenance Agreement is incorporated by reference into this permit and must be followed in its entirety and maintenance must occur at the scheduled intervals. The operation and maintenance agreement must be recorded with the Office of the Register of Deeds. Records of maintenance activities must be kept and made available upon request to authorized personnel of the Division. The records will indicate the date, activity, name of person performing the work and what actions were taken. 10. The final plats for the project must be recorded with the Office of the Register of Deeds. The recorded plat must reference the Operation and Maintenance Agreement and must also show all public rights -of -way, dedicated common areas, and/or permanent drainage easements, in accordance with the approved plans. 11. The permittee is responsible for verifying that the proposed built -upon area for the entire project does not exceed the maximum allowed by this permit. 12. Upon completion of the project, the permittee shall determine whether or not the project is in compliance with the permitted plans and take the necessary following actions: a. If the permittee determines that the project is in compliance with the permitted plans, then within 45 days of completion, the permittee shall submit to the Division one hard copy and one electronic copy of the following: i. The completed and signed Designer's Certification provided in Attachment A noting any deviations from the approved plans and specifications. Deviations may require approval from the Division, ii. A copy of the recorded maintenance agreement; and, iii. A copy of the recorded plat delineating the public rights -of -way, dedicated common areas and/or permanent recorded easements, when applicable. b. If the permittee determines that the project is not in compliance with the permitted plans, the permittee shall submit an application to modify the permit within 30 days of completion of the project or provide a plan of action, with a timeline, to bring the site into compliance. Page 3 of 5 State Stormwater Management Permit No. SW8 170721 13. No person or entity, including the permittee, shall alter any component shown in the approved plans and specifications. Prior to the construction of any modification to the approved plans, the permittee shall submit to the Director, and shall have received approval for modified plans, specifications, and calculations including, but not limited to, those listed below: a. Any modification to the approved plans and specifications, regardless of size including the stormwater control measures, built -upon area, details, etc. b. Redesign or addition to the approved amount of built -upon area or to the drainage area. c. Further development, subdivision, acquisition, lease or sale of any, all or part of the project area as reported in the approved plans and specifications. d. Altering, modifying, removing, relocating, redirecting, regrading or resizing of any component of the approved stormwater control measure, stormwater collection system and/or vegetative conveyance system shown on the approved plan. e. The construction of any allocated future BUA. f. The construction of any permeable pavement for BUA credit that is not included on the approved plans. g. The construction of any #57 stone areas, public trails or landscaping material to be considered a permeable surface that were not included in the approved plans and specifications. h. Other modifications as determined by the Director. 14. 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 modified plans and certification in writing to the Director that the changes have been made. 15. Prior to transfer of the permit, a file review and site inspection will be conducted by Division personnel to ensure the permit conditions have been met and that the project and the on -site stormwater system comply with the permit conditions. Any items that do not comply must be repaired, replaced, restored, or resolved prior to the transfer. Records of maintenance activities performed to date may be requested. III. GENERAL CONDITIONS 1. Any individual or entity found to be in noncompliance with the provisions of a stormwater management permit or the requirements of the stormwater rules is subject to enforcement procedures as set forth in NCGS 143 Article 21. 2. The issuance of this permit does not preclude the permittee from complying with and obtaining any other permits or approvals that are required for this development to take place, as required by any statutes, rules, regulations, or ordinances, which may be imposed by any other Local, State or Federal government agency having jurisdiction. Any activities undertaken at this site that cause a water quality violation or undertaken prior to receipt of the necessary permits or approvals to do so are considered violations of NCGS 143-215.1, and subject to enforcement procedures pursuant to NCGS 143-215.6. 3. If the facilities fail to perform satisfactorily, the permittee shall take immediate corrective actions. This includes actions required by this Division and the stormwater rules such as the construction of additional or replacement on -site stormwater systems. These additional or replacement measures shall receive a permit from the Division prior to construction. Page 4 of 5 State Stormwater Management Permit No. SW8 170721 4. This permit is not transferable to any person or entity except after notice to and approval by the Director. The permittee shall submit a completed and signed State Stormwater Request Form for Permit Transfer or Permit Information Update, accompanied by the supporting documentation as listed on the form, to the Division at least 60 days prior to any one or more of the following events: a. An ownership change including the sale or conveyance of the project area in whole or in part, except in the case of an individual lot sale that is made subject to the recorded deed restrictions and protective covenants; b. Bankruptcy; c. Foreclosure, subject to the requirements of Session Law 2013-121; d. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e) and NCGS 57D-6-07; e. A name change of the current permittee; f. A name change of the project; g. A mailing address change of the permittee; 5. The permittee is responsible for compliance with all terms and conditions of this permit until the Division approves the transfer request. Neither the sale of the project, in whole or in part, nor the conveyance of common area to a third party constitutes an approved transfer of the permit. 6. The permittee grants Division Staff permission to enter the property during normal business hours to inspect all components of the permitted project. 7. The permit issued shall continue in force and effect until the permittee files a request with the Division for a permit modification, transfer, renewal, or rescission; however, these actions do not stay any permit conditions. 8. Approved plans, application documents, supplements, calculations, operation and maintenance agreement, and specifications for this project are incorporated by reference and are enforceable parts of the permit. A copy of this permit, application, supplements, operation and maintenance agreement, and approved plans and specifications shall be maintained on file by the permittee. 9. Unless specified elsewhere, permanent seeding requirements for the on -site stormwater system must follow the guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual. 10. The issuance of this permit does not prohibit the Director from reopening and modifying the permit, revoking and reissuing the permit, or terminating the permit for cause as allowed by the laws, rules, and regulations contained in Title 15A NCAC 2H.1000 and NCGS 143-215.1 et.al. 11. A permit renewal request must be submitted at least 180 days prior to the expiration date of this permit. The renewal request must include the appropriate application, documentation and the processing fee as outlined in Title 15A NCAC 02H.1045(3). Permit issued this the 251" day of August 2017. NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION ;Tracy Dav' , P.E., Director Division of Energy, Mineral and Land Resources By Authority of the Environmental Management Commission Permit Number SW8 170721 Page 5 of 5 State Stormwater Management Permit No. SW8 170721 Attachment A Lewis Rd. Dry Stack Stormwater Permit No. SW8 170721 Pender County Designer's Certification I, , as a duly registered in the State of North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the project, (Project) for (Project Owner) hereby state that, to the best of my abilities, due care and diligence was used in the observation of the project construction such that the construction was observed to be built within substantial compliance and intent of the approved plans and specifications. The checklist of items on page 2 of this form is a part of this Certification. Noted deviations from approved plans and specifications: Signature Registration Number Date cc: NCDEQ-DEMLR Regional Office Pender County Planning Department SEAL Page 1 of 2 State Stormwater Management Permit No. SW8 170721 General Certification Requirements: 1. The drainage area to the system contains approximately the permitted acreage. 2. The drainage area to the system contains no more than the permitted amount of built - upon area. 3. All the built -upon area associated with the project is graded such that the runoff drains to the system. 4. All slopes are grassed with permanent vegetation. 5. Vegetated slopes are no steeper than 3:1. 6. The inlets are located per the approved plans and do not cause short-circuiting of the system. 7. The permitted amounts of surface area and/or volume have been provided. 8. All required design depths are provided. 9. All required parts of the system are provided. 10. The required dimensions of the system are provided, per the approved plan. 11. All components of the stormwater control measure are located in either recorded common areas, or recorded easements. 12. The design storm draws down within 72 hours. 13. The #57 stone areas have a minimum of 4" of washed stone laid over a geotextile fabric. 14. The permeable pavement surface has demonstrated a minimum infiltration rate of 50 inches per hour using a head less than or equal to four (4) inches. 15. The washwater associated with the boatwash area does not drain onto the permeable pavement. 16. A capped observation well has been provided at the low point in each permeable pavement system. Page 2 of 2 Operation & Maintenance Agreement Lewis Rd Dry Stack Hampstead, NC PENDER County Prepared By: J Branch Smith, PE, Paramounte Engineering Inc Maintenance records shall be kept on the following BMP(s). I his maintenance record snan De Kept in a iog in a Known set iocauc Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s). The BMP(s) on this project include (check all that apply & Bioretention Cell Quantity: Dry Detention Basin Grassed Swale Green Roof Infiltration Basin Infiltration Trench Level Spreader/VFS Permeable Pavement Proprietary System Rainwater Harvesting Sand Filter Stormwater Wetland Wet Detention Basin Disconnected Impervious Area Soil Amendments Quantity: Quantity: Quantity: Quantity: Quantity: Quantity: Quantity: Quantity: Quantity: Quantity: Quantity: Quantity: Present: Present: O&M tables will Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): CLICK TO UPDATE O&M MANUAL > > > I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for each BMP above, and attached 0&M tables. I agree to notify NCDENR of any problems with the system or prior to any changes to the system or responsible party. Responsible Party: Title & Organization: Street address: City, state, zip: Phone number(s): Email: Signature: Hampstead Investment Holdings LLC D I Logan / Managing Member 60 Gregory Rd, Suite 1 Belville NC 28451 910-332-3524 jv@loganhomes.com Date: -7 /y t' j 7 �G'SS fCA VIAL; NVa a Notary Public for the State of A/0V'-f 1-( (fir County of Mew kQ (1noL✓ do hearby certify that personally appeared before me this o? day of 6� and acknowledge the due execution of Operations and Mqmtenance A reement . Witness my hand and official sea , ECEI V JESSICA Z. V MVAKIAS JUL 29 201.7 NOTARY P BLIC New Hanove County BY: North Car line My Commission Expl as Ii0 STOBWNZ My commission expires 7/2012017 Version 1.4 Pagel of 4 f..�-... n . —..<...+{�.t _1 I �! i I� - 1 '11 y �� ,tir C '� Permeable Pavement Maintenance Requirements At all times, the pavement shall be kept free of: Debris and particulate matter through frequent blowing that removes such debris, particularly during the fall and spring. Piles of soil, sand, mulch, building materials or other materials that could deposit particulates on the pavement. Piles of snow and ice. Chemicals of all kinds, including deicers. The permeable pavement will be inspected once a quarter. Records of operation and maintenance will be kept in a known set location and will be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. BMP element: Potentialproblem: How to remediate theproblem: The entire BMP Trash/debris is present. Remove the trash/debris. The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to remove the gully, then plant ground permeable pavement erosive gullies cover and water until established. A vegetated area drains Regrade the area so that it drains away from the pavement, then plant toward the pavement. ground cover and water until established. The inlet device The pipe is clogged. Unclog the pipe. Dispose of the sediment off -site. The pipe is cracked or Replace the pipe. otherwise damaged. Erosion is occurring in the Regrade the swale if necessary to smooth it over and provide erosion swale. control devices such as reinforced turf matting or riprap to avoid future problems with erosion. Stone verge is clogged or Remove sediment and replace with clean stone. covered in sediment (if applicable). The surface of the Trash/debris present Remove the trash/debris. permeable pavement Weeds Do not pull the weeds (may pull out media as well). Spray them with a systemic herbicide such as glyphosate and then return within the week to remove them by hand. (Another option is to pour boiling water on them or steam them. Sediment Vacuum sweep the pavement. Rutting, cracking or slumping Consult an appropriate professional. or damaged structure Observation well Water present more than five Clean out clogged underdrain pipes. Consult an appropriate days after a storm event professional for clogged soil subgrade. Educational sign Missing or is damaged. Replace the sign. The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off -site. The outlet device is damaged Repair or replace the outlet device. The receiving water Erosion or other signs of IContact the local NC Department of Environment and Natural damage have occurred at the Resources Regional Office. outlet. ECEIVE JUL Z E 2097 BY: STORM-EZ 7/26/2017 Version 1.4 O&M Manual Page 2 of 2 MEMORY TRANSMISSION REPORT TIME :08-28-2017 13:52 FAX NO.1 :9103502004 NAME :Mainfax FILE NO. 477 DATE 08.28 13:50 TO :n 97916760 DOCUMENT PAGES 8 START TIME 08.28 13:50 END TIME 08.28 13:52 PAGES SENT 8 STATUS OK L ,L--v UNTE E N G 1 N E 1= R 1 N G, 1 N C. 1 2 2 CINEMA DR I V E W i L M 1 N G T O N, NC 2 8 4 0 3 9 1 0- 7 9 1- 6 7 0 7( O) 9 1 0- 7 9 1- 6 7 6 0 ( F) 1, F T T F R O F T R A N S M I T T A L To: NCDEQ Date: I August 25, 2017 127 Cardinal Drive Extension Wilmington, NC 28405 Re: Lewis Drystack Facility Attn: Linda Lewis, EnvironmentalEn ineer'III Project No. 16380.PE We are sendin ❑ Originals ❑ Prints ❑ Shop Drawings ❑ Calculations ❑ Correspondence ® Plans ❑ Specifications ❑ Other as listed below he following items: Quantity Dale Dw . No. Description 2 08/22/2017 C-3.2 Drainage Area Map (24"x 36") Issue Stntus: ❑ For Approval ® As Requested ❑ Construction ❑ Bid ❑ For Your Use []For Review and Comment ❑ Approved as Noted ❑ See Remarks Action Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit ❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other Remarks: Cc: Signed: J. O E J Vli q AUG 2 � 26i9 pARAMOUNTE E N G 1 N E E R 1 N G, I N C. Date: August 22, 2017 To: Ms. Linda Lewis NCDEQ— NC Coastal Stormwater Linda.lewis@ncdenr.gov From: Branch Smith, PE Paramounte Engin ring, Inc. bsmithPparamounte-ena.com pUQ i 2 �oi9 RE: Lewis Road Dry Stack SW8 170721 Topsail Township, Pender County, NC Responses per your emailed comments dated 8/18/17. 1. The application (Storm-EZ Form) has been revised to correct the impervious numbers. The existing BUA and proposed BUA numbers have been corrected along with drainage area numbers. The existing BUA inside the 50-ft setback is 3,876 sf (Includes some of the building and the gravel). This is not the entire existing BUA. The original comments had asked for this number specifically. The BUA to remain in the 50-ft setback after construction is as follows: 400 sf of pervious concrete. 3,876 sf of building and new concrete pavement. An existing conditions map has been shown on Sheet C-3.2 to show the extents of the total existing BUA of 8,610 sf (gravel and buildings). 2. We agree the application (Storm-EZ) is not updated with the new MDCs. In regards to pervious concrete, the aggregate stone depth shouldn't matter per the new MDCs, however, we have followed the application per the spreadsheet calculations for aggregate depth. Based on the new MDC rules for permeable pavement, this design meets all the MDC except for the final inspection and certification after construction. 3. The 1-yr, 24-hr design storm can be taken from the 10-yr, 24-hr. Therefore, if the 10-yr, 24- hr design can infiltrate in a 24-hr time period, the 1-yr should be negligible. However, when I revised the numbers I revised the 10-yr to the 1-yr storm. The 1" and 2nd submittal of the Ready Mix Association spreadsheet included a "Simulation Sheet" at least on one of the SCMs. But I attached again with the detailed breakdown of the time step routing and you can determine the 24-hr storage and stage of the runoff volume. We have made notations on these sheets to help explain more clearly. 12 2 CINEMA D R I V E, W I L M I N D T O N, No 2 B 4 D 3 P H I 1 9 1 01 7 9 1- 6 7 0 7 F A R! 1 9 1 D 1 O 9 1- 6 9 6 D Ms. Linda Lewis August 22, 2017 Page 2 of 2 Other notes: The site has been updated slightly to include a few parking spaces and relocate Boat Wash back to the original location. Enclosures: (04 24"x36" Revised set V`'Dk A4V (1) Revised Application (1) Revised Calculations CFIVE AUG 2 2 2017 1 2 2 C I N E M A ❑ R I V E. W I L M 1 N❑ T❑ N. N C 2 B 40 3 P M: 1 9 1❑ 1 7 9 1 - 6 7❑ 7 FAX! 1 9 1❑ 1 7 9 1- 6 7 6❑ LEWIS RD DRY STACK TOPSAIL TOWNSI-IIP, NORTH CAROLINA STORMWATER AND EROSION CONTROL NARRATIVE Prepared for: Hampstead Investment Holdings, LLC 60 Gregory Road, Suite 1 Belville, NC 28451 Prepared by: PARAM(DUNTE E N O 1 N L G R 1 N O. 1 N G. 122 Cinema Drive Wilmington, NC 28403 NC License #: C-2846 Project #16380.PF. August 2017 \A I CAROB :n SEAL �'• _ 034354 I NE�Q��: BRANCH LEWIS RD DRY STACK TOPSAIL TOWNSHIP, NORTH CAROLINA Table of Contents Project Narrative Proposed Erosion Control Measures Proposed Stormwater Control Measures ATTACHMENTS: &>hie Nift Stormwater Calculations PROJECT NARRATIVE Hampstead Investment Holdings, LLC will be managing and building a dry stack structure for boats/watercraft on existing tracts of land that current serve as a private boat launch, a waterfront marina building, and a few wet slips along the Intracoastal Waterway (ICWW). The site is further identified as Pender County PINS#: 4224-02-5093-0000 and 4224-01-5894-0000 (2.22 ac) at the terminus of Lewis Rd (NC SR 1564) located off Sloop Point Rd in Hampstead. (Lac 34' 24' 24.1", Long: W77° 36' 19.2"). The topography of the site is less than 1%and existing soils on the site are predominantly Autryville (AuB) and Pactolus (PaA) according to the NRCS Web Soil Survey. According to the attached USGS and NC Stream Classification maps, the site drains to the ICVUW; Topsail Sound, which is classified as SA; HQW (White Oak River Basin). See LMG Soil Suitability Analysis. PROPOSED EROSION CONTROL MEASURES A. TEMPORARY CONSTRUCTION ENTRANCE (DENR PRACTICE 6.06) Two driveways for this property will serve as the construction entrances off Lewis Rd. TEMPORARY SILT (SEDIMENT) FENCE (DENR PRACTICE 6.62) Temporary silt fence will be installed to keep sedimentation on -site and to prevent the sediment from washing into undisturbed areas. C. TEMPORARY INLET PROTECTION (DENR PRACTICE 6.51) Inlet protection is shown for the new drainage inlets and they will be noted for maximum sediment blockage on the inlets since the inlets are for the permanent infiltration systems. PROPOSED STORMWATER CONTROL MEASURES The Pervious Concrete is designed to infiltrate the 1-yr and 10-yr, 24-hr storm based on pervious porosity, stone porosity, anti soil infiltration rates. The project is based on Pender County's LID Ordinance, which is permitted by the State Coastal Stormwater Rules. The design is based on routing the storm events through a simulation spreadsheet developed by Dr. H.R. Malcom and NC Ready Mix Concrete Association. It routes the storm rather than looking at max. volume of rainfall at a single time event on the max. volume of storage available, which is how the NCDEQ Storm-E% Spreadsheet works we believe. This spreadsheet is used for Runoff Match Volume Analysis and we didn't have the benefit of verifying the results since there are no instructions or calculations manual that goes along with it. The Runoff Match Volume was achieved for this site given the four SCMs of pervious concrete and washed stone pavement sections. Pender County UDO Section 7.14.13.2 states "LID Projects in the RA, RP, GB, OI, and IT zoning districts shall be allowed a 50% reduction in the Minimum Lot Width, Minimum Chord Length at ROW Line for "cul de sac's", Minimum Front, Side, and Rear Yards, and Minimum Required Structure Separation" if the property is being designed to meet the County's section 7.14 LID standards. This project meets LID definition as part of the Runoff Volume Match of NCDEQ ant] will be certified as an LID project under Pender County's Ordinance in conjunction with the NCDEQ Stormwater Permit Certification. There is 3,876 sf of existing gravel and building inside the 50-ft NC Coastal Stormwater setback and 400 sf of pervious concrete inside the 50-ft setback. The total existing 13UA is 8,610 sgft. Project: Lewis DryStack - DA B1 - SCM 500 Designer: Branch Smith Values shown In blue are user inputs. Values shown In red are computed results. See caution note below. Pervious concrete Thickness 8 in Surface area 12 845 sq It Porosity 18 % Gravel base Thickness 6 in Porosity 40 % Pending limit in ExOhratlon rate 6.470 in1hr Impervious surface Surface area 6 600 sq it Off -site drains �� Area F--�sgft Summary of results Effective CN #NUMI Estimated runoff (5 days) 0.00 in Available storage used 0 % Number of hours of pending 0 Available storage �a0ar 24�htr 100 Ava1a e s ttr. g'61f✓117da94-IVd-OT Stage after 5 days 0.0 in Additional time to drain completely 0 hr Intermediate results Total drained surface area 19,445 sgft Storage capacity, pervious concrete 1,156 cult Storage capacity, gravel base 2.569 cult Storage capacity, pending 0 cuff Total stonowater storage 3,725 cult Total precip volume 6,239 cult 5-day exflltration volume 6,239 tuft Total runoff (overflow) 0 cult Water stored after 5-days 0cull Water balance error 0.0 tuft Click Mere for Metric Conversion Run date 8.22.17 24-hr Precipitation Location Return edod 3.9 in / A� Surf Cit i Design aim Target C 4 Allowable runoff #DIV/01 in uJryL, RAr 6443) t 1.j Rapid "-------"------ i Pending Inflltratlon Zone ra Lea Pervious Concrete IF Sys "all ry5, �jj((�j`j. 1 f 1PIIf ;ii#�vI Gravel base l@ ria tti�'re,{f Controlling exflltration a 5011 rate subbase Caovdahl 2004 CRMCA All rights reserved. Permission is granted to use this material for Its Intended purpose, provided its origin is aaribuned to the copyright holder. Caution: This spreadsheet Is Intended for study purposes to Illustrate expected hydrologic behavior of pervious concrete. Designers must verify results for specific sites by Independent means. Rare, Mo, P.,Gonc L.FF, DryStack DA 81.n1c Primes e12M017 CRMCA Per aus Concrete HyCrdogrdl Mddel Z,4, r' 244v !m 3. Let 5dn Suit Retum nod 1.0 Storage ery Vdume n trw vduma aut Avaeada (o ) axNoated 3725 Port IvnC stage (m) Too Stage (rI 2.0 2.0 T hr P N V dery arts V - rvaft V oOslte -B Sum -Z V m " Max MQ V Zed a ft Sb a stale -ft Ino vol runoff mrft % Store a used Lvnnad = In 0 ON 0 O 0 0 0.0 1 0.04 45 23 0 69 69 0 0 0 0.0 2 OA5 49 25 0 25 75 0 0 0 0.0 3 0.05 49 25 0 25 75 0 0 0 0.0 4 0.05 54 28 0 81 81 0 0 0 0.0 5 6 006 0.06 66 66 34 3a 0 0 100 100 100 100 0 0 0 0 0 0 010 0.0 2 0.08 82 42 0 125 125 0 0 0 0.0 8 0.08 82 42 0 125 125 0 0 0 0.0 9 0.10 ill 52 0 168 168 0 0 0 O A 10 11 OA3 0.21 140 2D 72 116 0 0 212 212 363 0 0 0 0 0 0 OA 0.0 12 1.64 1260 904 0 26M 0 0 0 0.0 13 0.44 466 239 0 ]OS 0 0 0 0.0 14 0.19 202 104 0 3% 0 0 0 0.0 15 0.12 128 fib 0 193 0 0 0 0.0 16 0.10 103 53 0 156 0 0 0 0.0 17 0.08 91 47 0 M75 137 0 0 0 0.0 18 OA1 28 40 0 119 0 0 0 0.0 19 0.06 66 34 0 100 0 0 0 O.o 20 21 0.% 0.05 62 49 32 25 0 0 94 25 0 0 0 0 0 0 0.0 0.0 22 0.05 49 25 0 25 0 0 0 0.0 23 24 0.05 0.04 49 45 25 23 0 0 69 75 69 0 0 0 0 0 0.0 25 ON 0 0 0 0 0 0 0 0.0 26 27 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 28 0.00 0 0 0 0 0 0 0 0 0.0 29 0.00 0 p 0 0 0 0 0 0 0.0 30 0.00 0 0 0 0 0 0 0 0 0.0 31 ON 0 0 0 0 0 0 0 0 0.0 32 33 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 34 ON 0 0 0 0 0 0 0 0 0.0 35 ON 0 1 0 0 0 0 0 0 0 0.0 36 37 38 ON 0.00 0.o0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 39 ON 0 0 0 0 0 0 0 0 0.0 40 0,00 0 0 0 0 0 0 0 0 0.0 41 000 0 0 0 0 0 0 0 0 0.0 42 ON 0 0 0 0 0 0 0 0 0.0 43 0.00 0 0 0 0 0 0 0 0 0.0 44 0.00 0 0 0 0 0 0 0 0 0.0 45 0.00 0 0 0 0 0 0 0 0 0.0 46 ON 0 0 0 0 0 0 0 0 0.0 47 0.00 0 0 0 0 0 0 0 0 0.0 H. 48 o.op 0 0 0 0 0 0 0 0 49 0.00 0 0 0 0 0 0 0 0 0.0 50 ON 0 0 0 0 0 0 0 0 0.0 Ready Mix PervConc Lewis Dr,Slam DA Bl As Project Lewis DrySlack - DA B2 - SCM 501 Designer: Branch Smith Values shown In blue are user inputs. Values shown in red are computed results. See cautlon note below. Pervious concrete Thickness 6 is Surface area 8 400 sq If Porosity 18 Gravel base Thickness 6 in Porosity 40 % Pending limit in Exnllration rate 3.500 in/hr Impervious surface Surface area 4 600 sq If Off -site drainage r� Areal __.Olsq ft Summary of results Effective CN #NUMI Estimated runoff (5 days) 0.00 in Available storage used 0 Number of hours of pending 0 Max pending depth .12.0 in Available storage after 24 hr 100 Available storage after 5 days 100 Stage after 5 days 0.0 in Additional time to drain completely 0 hr Intermediate results Total drained surface area 13,000 still Storage capacity, pervious concrete 756 cuff Storage capacity, gravel base 1,680 curt Storage capacity, pending 0 cult Total stormwater storage 2,436 cult Total prectp volume 4,171 cult 5-day ex0ltratiDn volume 4,171 cuff Total runoff (overnow) 0 cult Water stored after 5-days 0 cult Water balance error 0.0 cult Click Here for Metric Conversion Run dale 1 8.22.17 24-hr Precipitation Location Return period 3.g in N Surf Ci 1 Design aim Target CN 0 Allowable mnoff #DIV/01 in Infiltration �Zons hdF+l rm "aI rV�tJ N Si5(� j r �' .i �sS� r iP t t. •� : w f = :, � { ( P; htt ivr�t<16 6':Lsr<� 2+t.Pervious C1 Gravel Coovdaht 2004 CRMCA All nghts reserved, Permission is granted to use this material for its intended purpose, provided its origin is attributed to the capynghl holder. Ready Mir Pwvcorc L"a DrystKk 0A e].rle Pnnted a2]rze17 CRMCA Pervious Concrete Hydrelogir l Model 26-hr - m 3.9 Lomlion SurtcdY Rehm 0 Page 1 Trial vohm. in (Wfl) Total eA6 atmn Total vro8 vat(aft) SUxage at a (M) Env 4171 4171 0 0 a.00 Sm ega 01c VaLme it h1c VaWrte Wl Avai243 (Wg) PWd N1 gage (m) TM Stage tin) ez6Rated 2436 120 1 12.0 T 11! V1 V IY Na V IT fV Wfl V 01i5110 Cllil $UT.l V VI Wit Max h V eY6 m fl Su Ia a S1atB PI(I Ma VUi NeOX Wft % $te2 a Used! Laiided sta B T 0 000 0 0 0 0 0.0 1 0.04 30 16 0 46 46 0 0 0 00 2 0.05 32 18 0 50 50 0 0 0 0.0 3 0.05 32 18 0 50 50 0 0 0 0.0 4 0.05 35 19 0 54 54 0 0 0 0.0 5 0.06 43 24 0 62 fit a 0 0 0.0 6 0.06 43 24 0 62 62 0 0 0 0.0 T 0.08 54 30 a 83 83 0 0 0 0.0 8 008 54 30 0 83 83 0 0 0 0.0 9 0.10 23 40 0 113 113 0 0 0 0.0 10 0.13 92 50 0 142 142 0 0 0 00 11 0.21 148 81 0 229 229 0 a 0 0.0 12 1.64 1151 630 0 1281 1781 0 0 0 0.0 13 044 305 167 0 471 471 0 0 0 0.0 14 0.19 132 72 0 204 204 0 0 0 0.0 15 0.12 84 46 0 in 129 0 0 0 0.0 16 0.10 fit 32 0 104 104 0 0 0 0.0 17 0.08 59 32 0 92 92 0 0 0 0.0 18 0,07 51 28 0 79 29 0 0 0 0.0 19 0.06 43 24 0 62 62 0 0 0 0.0 20 0.06 40 22 0 63 63 0 0 0 M 21 0.05 32 18 0 50 50 a 0 0 0.0 22 0.05 32 18 0 50 5a 0 0 0 0.0 23 0.05 32 18 0 50 50 0 0 0 0.0 24 0.04 30 16 0 46 46 0 0 0 0.0 25 OM 0 0 0 0 0 0 0 0 0.0 26 000 0 a 0 0 0 0 0 0 0.0 27 0.00 0 0 0 0 0 0 0 0 0.0 28 000 0 0 0 0 0 0 0 0 0.0 29 0.00 0 0 0 0 0 0 0 0 0.0 30 000 0 0 0 1 0 0 0 0 a 0.0 31 0.00 0 0 0 0 0 0 0 0 0.0 32 0.W 0 a 0 0 0 0 0 0 0.0 33 0.00 0 0 0 0 0 0 0 0 0.0 34 0.00 0 0 0 0 0 0 0 0 0.0 35 0.00 0 0 0 0 0 0 0 0 0.0 36 0.00 0 0 a 0 0 0 0 0 0.0 37 0.00 0 0 a 0 0 0no 0 0.0 38 0.00 0 0 0 0 0 0 0 0.0 39 0.W 0 0 0 0 0 0 0 0.0 40 0.00 0 0 0 0 0 0 0 0.0 41 0.00 0 0 0 0 0 0 0 0.0 42 0.00 0 0 0 0 0 0 0 0.0 43 0.00 0 0 0 0 0 0 0 0.0 44 a.00 0 0 a 0 a 0 0 0.0 45 0.W o 0 0 0 0 0 0 0.0 66 0.00 0 0 0 0 0 0 0 0 0 42 0.00 0 0 0 0 0 0 0 0.0 4e o 00 0 0 0 0 0 0 0 0.0 49 000 0 0 0 0 0 0 0 0.0 50 0.00 0 0 0 0 0 0 0 0 0.0 Page 1 Ready Mix Pery Lewis Dr/Stad DA 82.As Results,'Sheet W�Elm Project: Lewis DryStack -DA 83 -SCM 502 Designer: Branch Smith Values shown In blue are user inputs. Values shown In red are computed results. See caution note below. Pervious concrete Thickness 8 in Surface area 5 580 sq ft Porosity 18 % Gravel base Thickness 8 in Porosity 40 % Pending limit in ExBltration rate 4.245 in/hr Impervious surface Surface area 5 530 sq ft Off -site drainage Summary of results Effective CN #NUMI Estimated runo# (5 days) 0.00 in Available storage used 0 % Number of hours of pending 0 Max ponding depth -14.0 in Available storage after 24 hr 100 % Available storage after 5 days 100 % Stage after 5 days 0.0 in Additional time to drain completely 0 hr Intermediate results Total drained surface area 11,110 sgft Storage capacity, pervious concrete 502 cuff Storage capacity, gravel base 1,488 cult Storage capacity, pending 0 tuft Total stormwaler storage 1,990 cuff Total precip volume 3,564 tuft 5-day exflltration volume 3,564 tuft Total runoff (overflow) 0 tuft Water stored after 5-days 0 tuft Water balance error 0.0 aft Click Here for Metric Conversion Run date 8.22.17 24-hr Precipitation Location Return edod 3.9 in r Surf Ci 1 Design aim Target CN 0 Allowable runoff #DIV/01 in Infiltration Zone rates prt�F` 'S �Pt rys ��al='Forvious w {s , n� d�a jir4 jli 1'iSU�f!IjConcrete 1 1 Gravel Vass Controlling "filtration # AhSoil } a dsubbase Cooydoht 2004 CRMCA All rights reserved, Permission is granted to use this material for its Intended purpose, provided its origin is attributed to the copyright holder, Caudon: This spreadsheet Is Intended for study purposes to Illustrate expected hydrologic behavior of pervicus concrete. Designers must verity results for specific *Iles by Independent meam. Ready Mir PervCone 6rMs Dryetad DA eJ W Printe4 al2=017 OVOJTN>(nJN+01p0JO�N>(�N+ObmVNN>WN+ONd�0iN G41N+ObmJSN4uN+07 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O+ 0 0 0 0 0 0 0 0 0 0 0 0 9 OOo0ee0oo000cccceoaOceeecog���tl�"dXmuuaQBJ'�°�"m e 00000000000000000000000000o����m`6'meum$��$mu�ummW» 0 2 e 0000 ooa00 000000 000 0000000 0o 0000eo Oo00 000000 o00ooa oom N 3 9' oa000000000000000000a00000e�^,����^�$'mnoU$v'$'�''�����muun p� 3 A 000000000000a0000000000000�f^,�W��"�$�'mmoU$N'�---- -�---- E a 000 00 000000 0 oaoo000000 00 000000000 oa 0000000ao 000a 000� m p8 d Q a 00000000000000000000000000000000000000000000000000 p� 3 M N 00000000000000. o a o o.... oo 0000000000a0000000000 0000000......00000a00000............o 000aa.00000 o oocbbbbobbeccbbbbbbbcbcbbbbbaecccbbbbbcbbbbaccbbbb 9' r �aResgH Sheet Project: I Lewis DryStack - DA BO - SCM 503 Designer: Branch Smith Values shown in blue are user Inputs. Values shown In red are computed results. See caution note below. Configuration Pervious concrete Thickness 6 in Surface area 3 535 sq ft Porosity 18 % Gravel base Thickness 8 in Porosity 40 Ponding limit in Exfiltration rate 3.700 in/hr Impervious surface Surface area 3 350 sq ft Off -site drainage Area 0 sq 0 CN 0 Summery of results Effective CN #NUMI Estimated runoff (5 days) 0,00 in Available storage used 0 Number of hours of ponding 0 Max ponding depth -14.0 in Available storage after 24 hr 100 Available storage after 5 days 100 Stage after 5 days 0.0 in Additional time to drain completely 0 hr Intermediate results Total drained surface area 6,885 sgft Storage capacity, pervious concrete 318 cu0 Storage capacity, gravel base 943 cult Storage capacity, ponding 0 cuff Total stonnwater storage 1,261 cu0 Total precip volume 2.209 tuft 5-day exfiitration volume 2,209 tuft Total runoff (overflow) 0 cu0 Water stored after 5-days 0 tuft Water balance error 0.0 cult 4_') Click Here for Metric Conversion Run date 1 8.22.17 24-hr Precipitation Location Return period I 3.9 in Surf City, I 1 Design aim Target CN 0 Allowable runoff #OIV/01 in Infiltrations ltts he ted; )'Zone x s fA is sl xas+s y 1" A�P�} vy�s r'sS ijf PV'1Y lSeoiV r� � a���Y Concrete base saffiltratti is n soil held, oubba" Coovrlcht 2004 CRMCA All rights reserved. Permission Is granted to use this material for its intended purposo, provided its origin is attributed to the copyright holder. Caution: This aproadinner to Intended for study. purposes to Illuseete sxpscted aydrologlc behavior of previous concrete. Designers must verity results for specific sues by Independent means. Ready Mix PervConc LMs DoStack OA Be.xle Printed a@&20P Simulation Sheet 241 ml 13.9 Location Sun Retum tbd 1.0 Page 1 CRMCA Pelviuts Gamete Hydmbg.l Model Toml voMlte N (adry TaW eldEtramn TOtel rwoR vol (atll) Swage at eM (wft) 5 2209 2209 0 0 0.00 Sbreee Nv Voume M Ma Volume aul Availade (wiry Pond G stage (m) Top Stage (in) exfltrated 1261 16.a 14.0 V ry wft V ry wil V oftsite wtt Sum inaV in aft Max Ino V -A w A SNro a state wft Nv vd mtrow%S usedale ON 0 0 0 00.00.04R4U 12 0 24 2d 0 0 0 0.0 045 13 0 22 2T 0 0 0 0.0 0.05 13 0 2T 2T 0 0 0 0.0 0.05 14 0 29 29 0 0 0 0.0 PP 006 1T 0 35 35 0 0 0 OC 0.06 1T 0 35 35 0 0 0 OC 0.08 21 0 44 44 0 0 0 0.0 0.08 21 0 N 44 0 0 0 0.0 0.10 29 0 50 60 0 0 0 0.0 0.13 37 0 25 25 0 0 O 0.0 11 0,21 59 0 121 121 0 0 0 0.0 12 1 6C 459 0 943 943 0 0 0 OC 13 0.40 121 0 250 250 0 0 0 0.0 14 0.19 56 53 0 108 108 0 0 0 0.0 15 0.12 35 33 0 68 68 0 0 0 0.0 16 GAO 28 27 0 55 55 0 0 0 0.0 12 0.08 25 24 0 49 d9 0 O 0 0.0 18 0.07 22 20 0 42 42 0 0 0 0.0 19 0.06 18 tT 0 35 35 0 0 0 OC 20 0.06 17 16 0 33 33 0 0 0 OC 21 0.05 14 13 0 27 27 0 0 0 OC n 0.05 14 13 0 27 27 0 0 0 23 0.05 l4 13 0 27 27 0 0 0 24 0.04 12 12 0 24 24 0 0 0 25 0.00 0 0 0 0 0 0 0 0 26 0.00 0 0 0 0 0 0 0 0 27 0.00 0 0 0 0 0 0 0 0 28 0.00 0 0 0 0 0 0 0 0 $0.0 29 0.00 0 0 0 0 0 0 0 0 30 0.00 0 0 0 0 0 0 0 0 31 0.00 0 0 0 0 0 0 0 0 32 0.00 0 0 0 0 0 0 0 0 33 0.00 0 0 0 0 0 0 0 0g00 0 0 0 0 0 0 0 0 35 0.00 0 0 0 0 0 0 0 0 OM 36 0.00 0 0 0 0 0 0 0 0 0.0 37 0.00 0 0 0 0 0 0 0 0 0.0 38 0 00 0 0 0 0 0 0 0 0 0.0 39 0.00 0 0 0 1 0 0 0 0 0 0.0 40 0.00 0 0 0 0 0 0 O 0 0.0 41 0.00 0 0 0 0 0 0 0 0 0.0 42 0.00 0 0 0 0 0 0 0 0 0.0 43 0.00 0 0 0 0 0 0 0 0 0.0 44 0.00 0 0 0 0 0 0 0 0 o O 45 0.00 0 0 0 0 0 0 0 0 0.0 46 0.00 0 0 0 O 0 0 0 0 06 42 0.00 0 0 0 a o 0 0 0 00 48 0.00 0 0 0 0 0 0 0 0 0.0 4s o.o0 0 0 0 0 0 0 0 0 0.0 50 10.00 0 1 0 0 0 0 0 1 0 Page 1 Ready Mix Pet, one Levns DrySNck DA BO.xls M Lewis,Linda From: Lewis,Linda Sent: Friday, August 18, 2017 6:12 PM To: 'Branch Smith'; Scott, Georgette Cc: Jessica Vamvakias Subject: RE: Lewis Road Dry Stack SW8 170721 'Thank you Branch. I spoke with staff in Raleigh earlier today (August 18, 2017) regarding my concerns about StormEZ and the aggregate depth. As you may or may not know, StormEZ has not been updated to reflect the 2017 MDC, and because of a lack of funds, it will most likely not be updated. As indicated in the April 3, 2017 chapter A-1 for Runoff Treatment and Volume Match, a new evaluation tool (SNAP) is under development. In the meantime, please carefully consider how the outdated StormEZ spreadsheet may affect your ability to state that the site has achieved compliance with all of the 2017 MDC. We are agreed that the permeable pavement MDC do not specify a minimum aggregate depth, so we will not belabor that point. Raleigh staff indicated that the ability to infiltrate within 72 hours was the goal vs. providing a certain depth of aggregate. MDC #8 for permeable pavement requires that the design volume be infiltrated within 72 hours. Please provide your calculations which show that the pre/post 1 year 24 hour design storm volume can be infiltrated within 72 hours using the 6" and 8" aggregate depths proposed. If the routing calculations for the 10 year 24 hour storm already show that the 1 yr 24 hr volume is infiltrated within 72 hours, please provide a copy of those calculations. The Ready Mix Concrete Association simulation spreadsheets simply state that the 10 yr 24 hour volume is infiltrated within 5 days, but it does not show the actual routing to support that conclusion. The revised application reports that the BUA on the site is 20,550 sf which includes 18300 for parking and 2250 sf existing BUA. The application also reports the adjacent BUA amounts for the 4 permeable pavement areas: 6400, 4900, 5325, and 3345, which totals up to 19,970 sf. If SCM 502 is the only SCM that treats existing BUA (810 sf of the Ship Store roof), then it would appear that the proposed "parking" amount on the application should be increased to 19,160 (i.e., 19970 -810). Please check and verify. Is there an existing conditions map which shows where the 3876 sf of existing BUA (as reported in the narrative) is located and where existing BUA is being removed such that we end up with 2250 sf? I'm trying to understand and make sure that everything that needs to be accounted for has been accounted for. I appreciate your understanding and your patience, and I hope you have a good weekend. Linda From: Branch Smith [mailto:bsmith@paramounte-eng.com] Sent: Thursday, August 17, 2017 12:19 PM To: Lewis,Linda <linda.lewis@ncdenr.gov>; Scott, Georgette <georgette.scott@ncdenr.gov> Cc: Jessica Vamvakias <jv@loganhomes.com> Subject: RE: Lewis Road Dry Stack SW8 170721 Linda, see responses in red. Hopefully you can understand my explanations? Find Rc} ards; Branch From: Lewis,Linda [mailto:linda.lewis@ncdenr.gov] Sent: Thursday, August 17, 2017 10:20 AM To: Branch Smith <bsmith@paramounte-eng.com> Cc: Scott, Georgette <georgette.scott@ncdenr.gov>; Jessica Subject: Lewis Road Dry Stack SW8 170721 Branch Vamvakias <iv@Ioganhomes.com> I am drafting the permit and have come across more questions about the calculations and the permeable pavement design: 1. All of these drainage areas appear to have 500 square feet of offsite drainage area. However, based on the drainage area map, only SCM503 appears to have true offsite DA and BUA. Offsite refers to drainage area and/or built -upon area that is not located within the property boundary of the Lewis Road Dry Stack facility and which will contribute runoff volume to the proposed SCM. Please label these offsite areas on your drainage area plan. My calculations include offsite for my own sensitivity analysis to give me the understanding of factor of safety. It was purely arbitrarily on my judgement. I will revise the DA Map to show exactly around the SCM, because that's really how the intend of the grading was to be — no offsite or grassed areas draining into the SCMs. The calculations suggest that storage credit is being claimed for the void space in the PC itself. Please note that only the volume within the void space of the base aggregate can be counted toward satisfying the minimum volume requirement. There is not a minimum volume requirement in the MDC's 13 criteria. The design volume is based on the 1-yr storm SCS CN Discrete Method for the LID Volume Match. My calculations do not reflect this method — the spreadsheet does all the design storm calculating for you. If you toggle to lower than 6" or 8" depth in the spreadsheet then this "Dwq" triggers an error under the Infiltration Check Box (I emailed Hunter Freeman to verify because these boxes are not very clear to understand the talc background). This is the same Eqn you are referring in the Manual (MDC 5 does not say you must use the equation, but that you must use washed stone). MDC (8) of permeable pavements says the design volume must drain within 72 hrs. We're showing the 10-yr hydrograph drains out within 24 hrs which is more than the 1-yr design volume of 3.85". The spreadsheet also is a routing program that considers inflow hydrograph like a real storm. The entire 3.85" water volume will not fall on the pavement get stored and then infiltrate — it all happens at the same time. Therefore this program shows the way it really happens by time step per hour. I could put the pervious concrete to 0" depth and just have stone and the program still shows it'll drain out within a day. Only when you have 1"/hr or less does the storage volume become compromised because the soil Ksat controls these systems — not the stone or pavement — which is our ultimate goal: groundwater drainage of the runoff. I'll be glad to send you the spreadsheet to analyze it more. Your question about the 10,805 cf of volume below is the estimated hydrograph volume of the 10-yr (7.5" total 24-hr precip). So to summarize, we're showing the 10-yr, 24-hr hydrograph routed through the system (soil Ksat dependent) drains out within 24-hrs, which exceeds the MDC (8) of design volume (3.85" 1-yr, 24-hr Discrete SCS Method) draining out within 72 hrs. I understand that with StormEZ, the SCM may not treat all of the design storm volume, but the MDC must still be met. An infiltrating permeable pavement must be designed with a sufficient aggregate depth, using the equation in the SCM Manual. The minimum amount of aggregate depth that needs to be provided under all of these proposed permeable pavement areas is much greater than the 6" and 8" depths being proposed. see above I am not quite sure how this Hydrologic Analysis Program is figuring the total precipitation volume. For example, SCM500 has a total area of 17725 sf. If a total of 3.85" of rain falls on that amount of area, it should create a precipitation volume of (3.85/12) x 17725 = 5687 cubic feet. The program indicates that the total precipitation volume is 10805 cubic feet. Can you help me to understand how this program calculates volume? The analysis program also indicates that the gravel base storage capacity is 2165 cubic feet (which jives with my spreadsheet), but this is less than 5687 cubic feet and much less than the program's 10805 cubic foot precipitation volume. see above Please provide the requested information by August 24, 2017. Thank you. Linda Lewis, E.I. Environmental Engineer III Division of Energy, Mineral and Land Resources Department of Environmental Quality 910-796-7215 Office linda.lewis anncdenr.gov Wilmington Regional Office 127 Cardinal Drive Extension Wilmington, INC 28405 NoY :. !-"Nothing Compares,-... Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. vri5inzlly rem"l d 7 28-17 M rAxvd 340woul 4�82o415 Mct/ rao• j F-22-1% Lewis Rd Dry Stack s Hampstead, NC PENDER County �J J Branch Smith, PE, Paramounte Engineering Inc NCDENR Type of application: Only complete application packages will be accepted and reviewed. A complete package includes all of the items in the checklist below. Add any comments, and Indicate the page or plan sheet number where the following information can be found. Please indicate that you have provided the following required information by Initialing In the space provided next to each item. Item Part I: Submittal Checklist I Notes / Comments Initials 1 Original and one copy of this application form (all worksheets) and the permit JBS application fee. For applications submitted to the DEMLR regular permitting program, the fee is $505 payable to NCDENR. For Express Review, click on the link below for information and fee schedule. Contact the appropriate regional office Express Review Coordinator to schedule the required pre- anm nlinalinnn entinn Click here for EQmss Permitting info 2 A USGS map identifying the site location. If the receiving stream is reported JBS as class SA or the receiving stream drains to and is within 1/2 mile of SA waters, then include the 1/2 mile radius on the map. 3 A copy of the most current property deed. JBS 4 Two copies of additional calculations (as needed). Sealed, signed and dated. JBS 5 Two sets of sealed, signed, & dated full-sized plans of the entire site at a JBS readable scale, including: a. Project name, engineer and firm, revision number and dates. JBS b. Location map with street names and SR numbers, legend, north arrow, JBS scale. c. Dimensioned property/project boundary with bearings & distances. JBS d. The boundaries of all surface waters. regulatory good zones, and JBS protected riparian buffers or a note on the plans that none exist. e. The boundaries of all vegetated or protected riparian buffers. JBS I. Site layout showing all built -upon areas, drainage features, stormwater JBS collection systems (inlets, outlets, swales, pipe elevations, slopes and diameters), and SCMs at ultimate build -out. g. Existing contours, proposed contours, spot elevations, and finished floor JBS elevations. h. Existing drainage (including off -site), drainage easements, pipe sizes, JBS runoff calculations. i. Drainage area boundaries (included in the main set of plans, not as a JBS separate document). j. Existing and proposed maintenance access routes, utility easements, JBS drainage easements, public rights -of -way etc. k. A construction sequence that shows how the SCMs will be protected JBS from sediment until the entire drainage area is stabilized. 8 Two sets of sealed, signed, & dated full-sized plan details of each SCM (or JBS typical if appropriate) in both plan view and cross-section at a scale of 1" _ 30'or larger, including: a. Dimensions, side slopes, length to width ratios and elevations with a JBS benchmark for clean -out if appropriate. b. All applicable conveyance devices, including: bypass structure, JBS pretreatment area, flow distribution device, underdrains, outlet device, outlet dissipater and level spreader. c. A table of elevations, incremental volumes and accumulated volumes (if BE applicable). d. Specifications for applicable materials, such as planting media, JBS aggregate, sod, underdrains, outlet devices, etc. AUG 15 2011 U STORM-EZ 8/15/2017 Version 1.4 Application Page 1 of 13 7 Two sealed, signed, & dated planting plans for each SCM (or typical) at a NA scale of 1" = 20' or larger, as applicable, including: a. The locations of each species and a planting detail. b. A table summarizing the size, spacing and total quantity of each plant species that should be used. c. The source nursery for the plants. d. A one-time fertilizer specification to establish plants if necessary. 8 A soils report based on field evaluation indicating the SHWT elevations JBS within the footprints of the proposed SCM(s). Provide a map of the boring locations with the existing elevations and boring logs. For infiltration SCMs, the report shall include the soil type, infiltration rate and method for determining the infiltration rate. Soils information shall be signed and sealed 9 A copy of the signed and notarized operation and maintenance (O & M) JBS agreement. 10 A copy of the proposed deed restrictions protecting the SCMs and limiting NA the built -upon area so that it does not exceed the capacity of the SCM(s) or the high density threshold (as applicable). NCDENR Deed Restriction Forms 11 For corporations and limited liability corporations (LLC): Documentation from JBS the NC Secretary of Slate or other official documentation, which supports the titles and positions held by the persons listed in the Contact Information section. The corporation or LLC must be listed as an active corporation in good standing with the NC Secretary of Slate, otherwise the application will ha rahunad NC Dept. of the Secretary of State JBS 12 A copy of the lease agreement or pending sales agreement if applicable. NA ECEIVE AUG 2 2 2017 BY: STORM-EZ 8/22/2017 Version 1.4 Application Page 2 of 13 Part II: General Project and Applicant Information Project Name: Lewis Rd Dry Stack Date:WCOASTAL Jul Project Street Address: 579 Lewis Road Lat: City: Hampstead Zip: 28451 Long: Directions to Project: 3000 fl from Intersection of Sloop Point Rd and Lewis Rd County: (from nearest intersection) Project Applicant: I Hampstead Investment Holdings LLC (Identify the corporation, organization, property owner, designated government official, etc. which owns the proiect.J Owner / Signing Offical's Name: Title: Address: City: Stale: Zip: Phone: Fax: Email: Status of applicant: O I Logan Managing Member 60 Gregory Rd, Suite 1 Belville NC 28451 910-332-3524 jvCcDIo,qanhomes.com Owner River Basin: White Oak Receiving Slream(s): Topsail Sound �j'937 Stream Class(es): SA:HQW Surface Water Area (ac): Coastal wetland area (ac): Total property area (ac): 2.22 Total project area (ac): Goals/characteristics: YES Volume Matching (LID) NO Drains to an offsite stormwater system NO I Low Density NO Within 575' of Saltwater ORW YES High Density NO Within 5 miles of a public airport Part III: Permit Information Status of construction: Not Started Sedimentation &erosion control 404 Permit / 401 Certification Other permits needed: YES YES CAMA Major Permit Isolated Wetlands Permit Threatened & Endangered Species NPDES Industrial Stormwater Permit If an application for this project has been previously returned, provide the original project number and previous name of the project: Provide the permit type, number and issue date for any permits that have If claiming vested rights, then identify (and attach) the supporting documents and approval dates: Approval of a site -specific development plan or PUD Approval date: Valid building permit Issue date: Other Date: Not Started Point of Contact: Phone number:0 In,��� /JUG 15 2017 BY; STORM-EZ Version 1.4 Application 8/15/2017 Page 3 of 13 (Optional) Additi Person/ Signing O Sh Cil Phon Part IV: Additional Contact Information I (Note: Person7Organizatlon noted above may be contacted for additional project information if applicant cannot be reached.) Part V: Consultant Information I Complete this section if you wish to designate authority to another individual or firm so that they may provide information on your behalf for this project (such as addressing requests for additional information). Branch Smith, PE Inc Street address: 122 Cinema Drive City, State, Zip: Wilmington NC 2t1409 Phone number(s): 910.791.6707 Part VI: Property Owner I Applicant Certification I I, (the Owner & Applicant listed above), —b I L4*A--'J , certify that the information included on this permit applicant 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 restrictusion and protective covenants will be recorded, and that the proposed project complies with the requirements of the applicable state stormwater rules and requirements. Signature: �/ � % Date: �(2 6b I, Sset cs� 2. Y , a Notary Public for thgStat-7 ��✓TA ZA2/r4lay �l Count of , do h arb certify that L .10ir 6 personally appeared before me this ' ( day of , iiu I U , ei and acknowledge the due execution of the a ication for a s ormwater permit ` /p Witness my hand and official seal, _ I,//► 44 t4rY IQ.LJ JESSICA Z. VAMV KIAS NOTARY PUBLIC New Hanover County North Carolina b3 My Commission Expires Seal ECE' V E BY: STORM-EZ 7/26/2017 Version 1.4 Application Page 4 of 4 Ot Lewis NC Dry Stack ® /� s Hampstead, NC PENDER County i•� White Oak River Basin NCDENR RAINFALL & CALCULATION DATA I Project County: PENDER Project City: Hampstead Rainfall Source: Wilmington Loaded Rainfall: I Wilmin ton Design Storm: I 1- r, 24•hr Discrete SCS Method, Calculation Method Pre • Poat (Minimum Design Storm = P90 for non -SA, 1-yr, 24-hr for SA) Storm Event Depth Inches First Flush I WQV 1.50 P90 1.74 P95 2.45 1; r 2Yh 2- r 24-hr 3.85 4.68 10-yr, 24-hr 7.26 25- r, 24-hr 9.13 50- r, 24-hr 10.80 100- r, 24-hr 12.70 Click here to load forms. >>> NOTE: Please use the Storm-EZ calculation sheets to document the stormwater design and create the 08M Agreement. Highlighted Storm is Design Storm I PROJECT INFORMATION I Total Property Area 2.22 acres Total Coastal Wetlands Area 0.00 acres Total Surface Water Area 0.00 acres Complete the breakdown of impervious area for the project Basin Information Entire Site Receiving Stream name TopsailSound Stream Class HQW; SA Stream Index Number 18-87-10 Total Drainage Area 95,832 On -Site Drainage Area sf 95,832 Offete Drainage Area sf 0 Proposed Impervious Area sf 21,840 % Imperious Area total 23% Impervious Surface Area Entire Site On -Site Buildin sti-ots sf On -Site Streets s/ On -Site Parkin (at)21,030 On -Site Sldewalks sf Other On -Site sf Future sf Off -site sf ExistingBUA sf 810 Total 21,840 Total Impervious Area 0.50 acres Project % impervious area 23% ALL AREAS ARE IN SQUARE FEET Use Worksheet Data? yes Data in italics is derived from application forms and land use data worksheets and cannot be changed by user. Click above to load forms. Etc; NJ eft AUG 2 2 n17 STORM-EZ 8/22/2017 Version 1.4 Project Data Page 5 of 13 Pre -Development Land Ui Note: Enter BUA Donning to Pemeable Pavamanl Below User Defined Drainage Lewis Rd Dry Stack Hampstead,NC PENDERCounty White Oak River Basin Area # F-T-1 of LAND USE CALCULATIONS WAWA NCDENR le: Are. HSG Landu.e CN . acres % A Im ervi0us 9B 8 c 0.20 8.89% A Posture orOpen S ace 39 88272 2.03 91.11% Subtotal: 96,682 2.22 Existing ermoa a Pavement n trat on : BCM# D... flagon 1001 Existing Green Roofs: SCM 0 HSG se t...at Area Additional BUA Sell Inaltratlo nRat. Gravel Vold Spec. Total Gravel Da th OriBca Ols. orma. Height BUA% Has SynthaUc Lineri D.S. BMP (afi (6il (InIIR) (%) (it (in) (in) end Use summary: DS SCM N I Note. Are. (AM From Land Use Tablas. 96,882 2.22 acres Permeable Pavement Addi11.1 BUA: 0 Green Roofs: 0 Preserved Su ace Waters& Non -Coastal Wetlands: M2. Preserved Coastal Walla d Total Site Area: g8852 Pro -Development SCN1s: SCM 0 SCM T e 200 WO Volume Pmvld.d Oreine aArea Downseeam SCM Im . O en s s c HSG 8610 88272 Design Storm Runoff Fate Summary: Rainfall Volume= 8,56 ace -Inches . 31,083 cf Runoff Reduction Components: Natural Infiltration & ET = .7.78 acre -inches • -28,255 cf Disconnected Impervious Surfaces = 0.00 acre -Inches a a cf SCM Infiltration = 0.00 acre -Inches • 0 of Permeable Pavement Infiltration = 0.00 acre-inche. s 0 of Green Roof ET= 0.00 acre -inches . 0 cf Post Filtration Discharge = 0.00 acre -Inches . 0 at Total Runoff Reduction o .7.78 acn-Ia.has a -28,255 cf SCM Treatment: Treated SCM Outflow= 0.00 acre-lecne. - 0 of Untreated Surface Runoff a 0.78 acre -inches a 2,828 cf The Pre -Development protect area contains $610 at of built upon area, resulting In an overall density of 8.89%. 1 1 ! i . i TA ' I j I i 0 I p STORM-EZ Version 1.4 PreAevelopmenl 812212017 Page 6 of 13 Lewis Dry Stack � � HampWh tNC PENDSR County o 0 k River Bas n NCDENR Drainage Area P 1 of 1 POST -DEVELOPMENT LAND USE CALCULATIONS inunreuan olel Hsc Drmu ornm• Down- Pevmem Aria geauion,i BOA vole aP•e• anvil mniv,non Da.nnon HSO 11.I TYp• R•b 0• IM1 Slln•a�a Dla. HaIOM1I cSLM CM1acF LM1eck (d) (acres) (s0 (acre. (inpi (%) (in) (ia) (In) SCMa Boo A PC 12,845 0.29 8,800 0.15 1211 40% 8 NO OK T>SDe Sort A PC 8L00 0,18 4,800 0.11 T.0) 4.% S Na OR c 502 q PC 5,580 0.13 5,530 0.13 848 40% 8 No Or %5D• T>SD. 502 A PC 3,5J5 008 3,350 0.08 T.39 40% 8 No OR T>5De, RNrollli I Downrtrsem I Coronaries Residential Lot CH Calculator EsI or RM and dedicated open spaces); Lot Aro a oo:, of LOU Max Imp I Lot %ImO. wI Lot Open Space I Lot Avg Lot Size (NJ tl sl (all 000 Renz in HSD A A Lana -Bee cN a1.10 % Open Space (Managed pen Space) F. 51,58) 5J3J% Impervloue g8.0 1,)60 004 182% Permeable Pavement -BOA: NIA 43555 100 44.90% Oren. Rooly NIA 0 000 ON% Sub -Total 06882 322 100 ri L•ntl Exclutla0 or Panlall Ealutletl Iron Volume Cakula0ona: Samoa wrier: S Nen.c...ul wenenea: D D.pD C.asMl Wetl.22 0 0.00 TaWass Are•: 98882 1 2.22 Rai Plat l Volume a 858 ecmdacaes • 31,083 of Runoff Reduction Components: Natural ln(Iltretion B ET= -403 ec .arches • -14,631 cl Disconnected impervious Surfaces= 000 ilia inches • 0 cl SCM InfiPration= 000 sc -aches , n cl P.Tranble Pavement lnlilllelion= -4.35 eco�ocre, -15,785 cl Green Roo/ET= pops inure, 0 n Post Filtration Discharge = 0.00 ac ernes 0 _ cl Total �-Reductiiona .a]S scm-leNs • -31J,�1B C: ECIEDVE AUG 2 2 2017 BY: - STORM (C 81 Version 1.4 Post Derelopmenl Page 7 of 13 Lewis Rd Dry Stack NC Hampstead, NC PENDER County White Oak River Basin Drainage Area# 1 of 1 ®�� p,' NCDENR POST -DEVELOPMENT LAND USE CALCULATIONS SCM Treefinent. Treated SCM COMO.v= ON ..he, 0 Of Untreated Surface Runoff • e.t9 .,a-lncka. 667 .1 Pre-Develomans RunoN= 078•cn-aces. 2828 cl DMerence = .a e0 ..".arms -2 161 cf TM Post Development project arms contain. 09430 at of Oula upon...... use, In an..nll e... lry of 30.309. AUG 2 2 2017 `I 1'1 BY:____-----_ S1ORWE2 0/ 011 varaam 1 4 Pa. Ppa 8.113 Lewis Dry Stack //�� Hampstead. ad, NC PENDER County OH/..� Mite Oak River Basin NC RR Drainage Area 1 01 1 PROPOSED SIP. S STRUCTURAL RUNOFF VOLUME CONTROLS i Enter only runoff volume below that will be Infiltrated or drawn down over f to 5 days. Additional volume provided In devices should not be entered In this worWheet. Drewdown time requirement applies to all atom events. OHNe lnpen»u• 0 ✓ 77771 Nee Tre•IM •LM War".'. 0 ✓ hprNwe wu ems so mmCerM re I'm ✓ml✓✓VarrI or.., 1W1 %WTWr %Or... •avele Oowm N••Mb. MM• Hdson♦ enearvio- Pa. Volume amemsc. Volume volume ET Mbe1Nr✓. ✓enbn wnWe so ap.e. ✓s. va. Design Saprm Runoff Fate Summary: Rainfall Velum.• Lb .oelumw 51.085 ef Ru enf Reducllon Components: Natural InNlmllon a ET • -ado —`inns. • Ia. W 1 d Olsounnecoor Imprvbu. Ame • aW .tnJxle. 0 ✓ SCM InIHmtlon• 0. emlwdme 0 d Mrmeebb Penman lnfrnuhm• Jl5•mimnw -IM85 1 Omen Roof ET • a00 •us iron. 0 ✓ POsIFI1n11on Dlscna a 100 aoee,ms 0 d Tot.I Ron eH R.dutllen• a9 .n•Jrcba 40,416 of SCM Treatment Fueled SCM Outlbw, • 0.00 —.1 • 0 It Untested Buda.. RuneH • a A. amarrae. ere d Pre,Dev.1tormm Runoff• 01. ematle. 2,828 cf Corson. • ow•mpeIdns.• 2,161 cl "VOLUME MATCHING ACHIEVED•• TL• Pod-0•ebpnum wol•r.... coin•.least If W Arin upon was, nwa, Fin —,.I may as ID].%. AUG 2 2 20W BY:�_ year mrs. T—wa %.IaCM ONllee euebx volume aTdiMES fl2llM,l vmH I T a.. Comes page 9 d r] Lewis Dry Stack Nempeuea, NG NC FENCER County V eN/.,1 it White Oak River B.em R-bMR own... No. a t of t FATE OF RAINFALL select storm: I t Y... BASICTREATMENT SCALE C.unpilauric. St., • t Year storm - RainfallDepth = 3.85JUchas a e.n. Trolm.m Tnrwroa VOLUME MATCHING SCALE Year Storm Rainfall e t Inches Wlum. Fai Tlvnebla FATE OF RAINFALL GRAPHS Pre Development Fates Post Development Fates ,me Ima ma Y{ .as eoa — �'Y roe ma mx ma 5M1a � SOIf i�, 5 1 Iml 1 Ipn — M M lml tPf — IP M LM IrexMpnlleurremaMn�a rl YmreMNSurlxe Pumll-l.Na . InIMW-I Nl fl-tl m0n nul6vrem PMN�ea VmrnrMSWxe Pvna661 r1 InNvrbn . I.-n.a .•r. b..oa n a oarnao nebwon .exm rlo rx r 'PNr rebailo. alno..oa O1^" ebnvabnWeMft. on . loorr.x m Irxar.on .Gr..r, Poor l..wr.,.aNb,..oa a rbaal.ueo.mesa e lorernbo.oem vvssa xoo.orr.a..Me Imexvb..mmm�orr.oa Pu'Fx.elfl.nl.Iar bOepnrM1ryJWpC p%.N..b.IrN IvrlYwbm.. v..WIMnO Gn.Om MC.rMneOvaWWw. he M.—.a vgri MxM GYMN.I. The Uu1 v. E.greEb WWYMNWmnlw nn n.Ivm M.T OnOMe. ar.pe. b M lryvobpCMl.MrNreW Ilam ua.¢ebn.rE VYMN.Ipnmlx mnpemMMMpM ECERV AUG 222017 BY:- eTOPM£3 MLIa11 Va. I. aanhu F.,. GraphPepe 10 M 1) Lewis Rd Dry Stack o Hampstead, NC FENDER County ALTA r: White Oak River Basin NCDENR Drainage Area # 1 of 1 ADDITIONAL CALCULATIONS TIME OF CONCENTRATION CALCULATIONS: Pro -Development Sheet Flow: Sheet Flow: Shallow Flow: Shallow Flow: Channel Flow: Channel Flow: Predovelopment T,= 5.00 min IMmlmums ann0rea) Post Development (-- Sheet Flow: N �,.� Sheet Flow: nee Shallow Flow: tV �s Shallow FIDw: C'V Channel Flow: Izj Channel Flow: Post ovolopment T. 5.00 min (Mmlmvm 5 m mW) ADJUSTED CURVE NUMBER CALCULATIONS: Analysis Area = 2.22 Acres (0.003 sq. miles) Pre -Development P.F. Post Development it PEAK FLOW CALCULATIONS: Analysis Area = 2.22 Acres (0.003 sq. miles) F.F. P90 P95 1-Yr 2-Yr 10-Yr 25-Yr 50-Yr 100•Yr Pre -Development O' (In) q° (csm/In) a (cfs) Post Development O' (in) qu(csm/in) 11 O (cfe) "Nola: To decrease Post -development peak flows. increase storage volume being drawdown or infiltrated or lengthen post - development time of concentration. See LID HELP for more information. Length (tt) Slope (PoN) Surface Cover T, (hn) Length (N) Slope (tuft) n-value ow as (N') Wattotl Perimeter (tt) T, (hrs) Length (tt) Slope (N/N) Surface Cover T, (hrs) Length (N) Slope (Nltt) n•velua (N') P90 P95 1•Yr 2•Yr 10•Yr 25-Yr 50-Yr 100•Yr Rainloll In = 1.50 1.74 2.45 3,85 4.68 7.28 9.13 10.80 12.70 O'n= 0.11 0.13 0.20 0.35 0.52 1.d1 2.31 3.24 4.42 CN,a = 72 69 62 52 49 48 45 44 43 F.F. P90 P95 1•Yr 2•Yr 10• r 25-Yr 50-Yr 100•Vr Re1n1911 In = 1.50 774 2.45 3.85 4.68 7.28 9.13 10.80 72.70 O' - 0.02 0.03 0.04 O.OB 0.16 0.59 1.05 1.54 2.t6 CN,4 = 64 61 52 42 40 35 33 32 31 0.11 0.13 0.20 0.35 0.52 7,41 2.31 3.24 4.42 385.00 385.00 385.00 385.00 666.59 931.89 931.69 931.69 931.69 0.15 0.18 0.26 0.47 1.21 4.57 7.47 10.49 14.30 0.02 0.03 0.04 0.08 0.78 0.59 1.05 1.54 2.16 385.00 385,00 385.00 385.00 385.00 385.00 512.90 666.59 809.52 0.03 0.04 0.05 0.11 0.21 0.79 1.87 3.58 6.06 -80.0% -77.8°/s -80.8% -76.6°0 -82.8% -82.8°° -75.0% -66.1% •57.5% STORM-EZ 8122/2017 Version 1.4 Peek Flow Calcs Page 11 of 13 pARAMOUNTE E N G I N E E R 1 N O. 1 N C. August 15, 2017 State of North Carolina Environmental Quality: Energy, Mineral and Land Resources Wilmington Regional Office Attn: Linda Lewis, Environmental Engineer 127 Cardinal Drive Extension ecel v/ e , Wilmington, NC 28405 AUO i � �i9 RE: Request for Additional Information Stormwater Project No. SW8 170721 BY: Lewis Road Dry Stack Pender County Dear Ms. Lewis, Please find this letter in response to your letter received August 8, 2017. 15A NCAC 021-1.1042(2)(g)(iv): There are not enough spot elevations shown along the inside curve of the access road within the drainage area of SCM 503. If no additional spot elevations are provided, the Division will assume that the pavement edge of the road is consistent at 7.0 from the beginning of the road extension to the first dry stack permeable pavement driveway. If this is not the proposed condition, please provide additional post -development contours and/or spot elevations. • Yes, that is the grade. We have updated the contours and added some additional grades. The grass or landscape areas are depressed and the depression is shown near this area. 15A NCAC 02H .1042(2)(g)(v): Please provide dimensions for the existing Ship's Store. a The ship store's dimensions are provided on Sheet C-2.0. The drawings are to scale as well. The drainage area for SCM 502 has been modified, and we are piping only 810 sf of rooftop to SCM 502. 15A NCAC 02H.1003(8): The proposed boat wash area may need to be reviewed and/or permitted by DWR for an NPDES permit to discharge / treat the boat wash water. Per the SCM Design Manual, permeable pavement shall not be used in areas where concentrations of oil, grease, heavy metals and toxic chemicals are likely to be higher than in typical stormwater runoff. • The boat wash area has been relocated (south of the dry -stack) and is noted not to discharge into the pervious concrete subbase. The wash water will be captured and treated in a proprietary device and the owners will either obtain a close -looped recycled permit or either a subsurface (non -discharge) permit through III The stormwater plans indicate no stormwater runoff enters or 1 2 2 ❑ IN E M A D R I V E. W I L M 1 N❑ T❑ N. NO 2 9 40 3 F H: 1 9 1❑ 1 7 9 1- 6 7❑ 7 FAX: 1 9 1❑ 1 7 9 1- 6 7 6❑ PARAMOUNTE E N 13 1 N E E R I N C3. I N C. exits this area in order to protect the pervious concrete infiltration systems. See revised plans. 4. 15A NCAC 02H.1055(7): Runoff from adjacent pervious areas shall be prevented from reaching the permeable pavement. It appears that the proposed septic field is included within the Drainage areas for SCM500 and SCM501. It is recommended that this area be regraded so that it will not drain onto the permeable pavement. • The septic field grades have been removed to show no stormwater runoff enters the pervious and no stormwater is sloped back into the septic dosing area. See revised grades and drainage area map. 15A NCAC 02H.1003(3)(b): Based on the contour information provided, offsitc drainage from Lewis Road may impact SCM500. How is the drainage from Lewis Road and the upslope development being routed through the proposed project? The existing contour information does not clearly show any type of swale or ditch system along Lewis Road or any existing drainage outlets. How will the extension of Lewis Road affect the drainage outlet for the existing upslope development? • Field investigations and survey indicate a portion of the roadway drainage flows along the roadside swales. A more prominent swale has been proposed along the property line to pick more of this offsite water away from the pervious concrete, as well as the grading of the larger depression as shown on the other property line. A small speed hump is shown to reduce sedimentation, water flow, and to divert the smaller rain events towards the property line Swale. 6. 15A NCAC 02H.1055(7): Rooftop runoff is not subject to the 1:1 loading limitation, however, the Design Manual indicates that no one downspout shall drain more than 1,000 square feet of roof area to a single point onto the permeable pavement. The proposed design appears to be draining the entire existing Ship Store roof area (approximately 2,300 sf based on scaling) to one downspout which is released directly into the gravel base at a single point. • Technically, the building is not required to be treated since it is existing, however, a portion (810 sQ of rooftop is collected and piped into SCM 502. 7. 15A NCAC 02H.1042(3)(b): The access easement and parking area detail cross-section indicates that the design is a 4" PC over a 6" stone base. However, the plan notes and calculations indicate that the design is a 6" PC over either a 6" base or an 8" base. Please adjust the detail accordingly. • The details/plans have been revised to be 4" PC over 8" base. 15A NCAC 02H.1042(3)(b): Please note what material is being used for the "pervious sidewalk on natural ground" identified in the access easement and parking area detail cross- section. To be counted as a pervious surface, the sidewalk must meet one of the requirements listed in SL 2017- 10, including 4" of #57 stone over a geotextile fabric, or landscaping material including gravel, mulch, sand and vegetation placed on areas that receive pedestrian or bicycle traffic and will not be compacted by the weight of a vehicle. • The sidewalk has been revised to typical concrete sidewalk. See revised plans/details. RECEIVE AUG 15 2017 1 2 2 C IN E M A D R I V E. W I L M I N G T❑ N, NO fR; P H: 1 9 1 ❑ 1 7 9 1- 6 7❑ 7 FAX: 1 9 1❑ 1 7 9 1- 6 7 6❑ -PARAMOUNTE E N O 1 N E E R 1 N Q, 1 N C. 9. 15A NCAC 02H.1042(3)(b): The narrative needs to stipulate to the amount of existing BUA that already lies within the 50' buffer and how much permeable pavement is being added inside the buffer. • The Narrative is updated with this information. 10. 15A NCAC 02H.1042(3)(b): Where does the "Concrete Pavement Section- (Heavy Duty Pavement)" apply on this project? If that detail is not needed, please remove it from the plans for clarity. If that detail does apply, please indicate those areas on the plan. • It is removed. 11. 15A NCAC 02H.1042(2)(e): Please revise the location map to show the nearest intersection of US 17 with a I, 2, or 3 digit numbered road, such as Highway 210, for example. • Updated Vicinity Map on Sheet C-3.1. Also note a portion of the SCM 503 is now converted back to concrete due to the grades dropping towards the boat launch. The existing boat launch is compacted gravel and the depth of the pervious could not make the grades work at these lower elevations at the bulkhead, therefore this area is remaining impervious as it was before. I had to increase the pervious concrete in front of the building to make sure I met the 1:1 loading ratio. Thank you for your attention to this matter. If you have any questions regarding any of this information or require additional material, please let us know. Sincerely, Paramounte Engineering, Inc. I. anch Smith, P Encl: (2) Revised Plans Revised Narrative -Calculations and DA Map Revised Storm-EZ Form ECEOVE AUG 15 a0V BY: 1 2 2 C I N E M A D R I V E, W I L M I N D T O N, N C 2 9 4 D 3 P H: 1 9 1❑ 1 7 9 1- 6 7 0 7 FAX; 1 9 1 01 7 9 1- 6 7 6 D LEWIS RD DRY STACK TOPSAIL TOWNSHIP, NORTH CAROLINA STORMWATER AND EROSION CONTROL NARRATIVE Prepared for: Hampstead Investment Holdings, LLC 60 Gregory Road, Suite 1 Belville, NC 28451 Prepared by: P,ARAMOUNTE 122 Cinema Drive Wilmington, NC 28403 NC License #: C-2846 Project #16380,PE August 2017 ECEI V E AUG 15 Z9i7 i 60� a 21 =p OF'ESS%p�'yy ;a SEAL 9� 034354 6;vGINE��41�: i�'i ;;Z_ LEWIS RD DRY STACK TOPSAIL TOWNSHIP, NORTH CAROLINA Table of Contents Project Narrative Proposed Erosion Control Measures Proposed Stormwater Control Measures XfTACI-IMENTS: Sails Map Stormwater Calculations PROJECT NARRATIVE Hampstead Investment Holdings, LLC will be managing and building a dry stack structure for boats/watercraft on existing tracts of land that current serve as a private boat launch, a waterfront marina building, and a few wet slips along the Intracoastal Waterway (ICWW). The site is further identified as Pender County P1Ns#: 4224-02-5093-0000 and 4224-01-5894-0000 (2.22 ac) at the terminus of Lewis Rd (NC SR 1564) located off Sloop Point Rd in Hampstead. (Lac 34' 24' 24.1", Long: W77° 36' 19.2"). The topography of the site is less than 1 % and existing soils on the site are predominantly Autryville (AuB) and Pactolus (PaA) according to the NRCS Web Soil Survey. According to the attached USGS and NC Stream Classification maps, the site drains to the ICWW; Topsail Sound, which is classified as SA; HQW (White Oak River Basin). See LMG Soil Suitability Analysis. PROPOSED EROSION CONTROL MEASURES A. TEMPORARY CONSTRUCTION ENTRANCE (DENR PRACTICE 6.06) Two driveways for this property will serve as the construction entrances off Lewis Rd. B. TEMPORARY SILT (SEDIMENT) FENCE (DENR PRACTICE 6.62) Temporary silt fence will be installed to keep sedimentation on -site and to prevent the sediment from washing into undisturbed areas. C. TEMPORARY INLET PROTECTION (DENR PRACTICE 6.51) Inlet protection is shown for the new drainage inlets and they will be noted for maximum sediment blockage on the inlets since the inlets are for the permanent infiltration systems. PROPOSED STORMWATER CONTROL MEASURES The Pervious Concrete is designed to infiltrate the 10-yr, 24-hr storm based on pervious porosity, stone porosity, and soil infiltration rates. The project is based on Pender County's LID Ordinance, which is permitted by the State Coastal Stormwater Rules. The design is based on routing the 10-yr, 24-hr rain event through a simulation spreadsheet developed by Dr. H.R. Malcom and NC Ready Mix Concrete Association. It routes the storm rather than looking at max. volume of rainfall at a single time event on the max. volume of storage available which is how the NCDEQ Storm-EZ Spreadsheet works. This spreadsheet is used for Runoff Match Volume Analysis and we didn't have the benefit of verifying the results since there are no instructions or calculations manual that goes along with it. Therefore, we evaluated the pervious storage using both spreadsheets to determine the appropriate design. Pender County LIDO Section 7.14.13.2 states "LID Projects in the RA, RP, GB, 01, and IT zoning districts shall be allowed a 50% reduction in the Minimum Lot Width, Minimum Chord Length at ROW Line for "cul de sac's", Minimum Front, Side, and Rear Yards, and Minimum Required Structure Separation" if the property is being designed to meet the County's section 7.14 LID standards. This project meets LID definition as part of the Runoff Volume Match of NCDEQ and will be certified as an LID project under Pender County's Ordinance in conjunction with the NCDEQ Stormwater Permit Certification. There is 3,876 sf of existing gravel and building inside the 50-ft NC Coastal Stormwater setback and 400 sf of pervious concrete inside the 50-ft setback. Project: Lewis DryStack - DA 87 - SCM 500 Designer: Branch Smith Values shown In blue are user Inputs. Values shown in rod ere computed results. See caution note below. Coneguratlon Pervious concrete Thickness 6 in Surface area 1 0 825 sq ft Porosity18 % Gravel base Thicknessin Porosity 40 Pending limit Din Exfdlration rate 6.470 in/hr Impervious surface Surface area 8 400 sq It Off -site drainage Area 500 sq It CN 39 Summary of results Effective CN 21 Estimated runoff (5 days) 0.00 in Available storage used 0 % Number of hours of pending 0 Max pending depth .12.0 in Available storage after 24 hr 100 Available storage after 5 days 100 % Stage after 5 days 0.0 in Additional time to drain completely 0 hr Interme�dlate resuits. Total drafted surface area 17,,7725 sgft Storage capacity;; pervious -974 cuft ,concrete Storage capacity gravel base "r 2:165 cuff Storage, capacity, pending '"6CA 1 �= Total stbnnwattarstorags r'3139 _cuff p Total preclp vol me t0Ii05 cuft 5-day exfiltrauon volume ' 101805 cuft ` y "'- Total runoff 1'` 0 cuft ` ` Watestored after^5-0ysT `n'S�-'F'O Weis balbnce�efror rpsb`O'cuft , a P A Click Here for Metric Conversion Run date 1 8.15.17 24-hr Precipitation Locatioril Return period 1 7.5 in Surf City I 10 Design aim Target CNO Allowable runoff pDIV/01 in Coovdaht 2004 CRMCA All rights reserved. Permission Is granted to use this material for its intended purpose, provided Its origin is attributed to the copyright holder. Rise, Mix PeriConc Lsw s Dryelack DA 91,r1e Printed W52017 24-hr orean 7.5 L.ben in Sort G Retan ermE 10.0 Page 1 CRMCA Pemq Conaete Hydrological Model Total vdume m (oml Total exfOSatiw TWaI mnoR vd (oRt) Saxage at erM (wfl) FJmr 108p5 10805 0 0 0.00 sm aae Ina Volume in Ina VOWme out Available (e R) PV W (viq slags (nl Tw 6p9e (le) ezNlraled 3139 12.0 12.0 T hr Prey 'n V ry aft Vim ry wft V oRvte wft Sum inaV in wfl Max Ina V exftl w ft S d e a state v Ina vol mwfl wfl %Storage used lxnIsE stye In 0 0.00 0 a 0 0 0.0 1 0.08 74 M 0 118 118 0 0 0 0.0 2 0.09 81 48 0 129 129 0 0 0 0.0 3 GAO 81 48 0 129 129 0 0 0 0.0 4 0.10 8a 52 0 140 140 0 0 0 0.0 5 0.12 108 64 0 172 172 0 0 0 0.0 6 0.12 108 64 0 122 172 0 0 0 0.0 7 0.15 135 80 0 215 215 0 0 0 0.0 8 0.15 135 80 0 215 215 0 0 0 0.0 9 0.20 183 to8 0 291 291 0 0 0 0.0 10 0,26 230 136 0 366 366 0 0 0 0.0 11 OA1 372 220 0 592 1 592 0 0 1 0 0.0 12 3.20 2889 1708 8 4605 4605 0 0 0 0.0 13 0.85 765 452 8 1225 1225 0 0 0 0.0 14 0.32 332 196 4 532 532 0 0 0 0.0 15 0.23 210 124 3 332 337 D 0 0 0.0 16 0.19 169 iD0 3 222 272 0 0 0 0.0 12 0.17 149 88 2 239 239 0 0 0 00 18 0.14 129 16 2 207 207 0 0 0 0.0 19 0.12 108 64 2 174 124 0 0 0 0 0 20 0.11 101 60 2 163 163 0 0 0 0.0 21 0.09 81 48 1 131 131 0 D 0 0.0 22 ON 81 48 1 131 131 0 0 0 0.0 23 1 0.09 81 1 48 1 131 131 0 0 0 0.0 24 0.08 24 dd 1 120 120 0 0 0 0.0 25 0.00BIG 0 0 0 0 0 0 0 0.0 26 0.00 0 0 0 0 0mo 0 0.0 27 D.aa 0 0 0 0 0 0 D.0 28 0.00 0 0 0 0 0 0 0.0 29 0.00 0 0 0 0 0 0 0.0 30 0.00 0 0 0 0 0 0 0.0 31 0.00 0 0 0 0 0 0 0.0 32 0.00 0 0 0 0 0 0 0.0 33 OW 0 0 0 a 0 0 0.0 34 0 00 0 0 0 0 0 0 0.0 35 0 00 0 0 0 0 0 0 0.0 36 0.00 0 0 0 0 0 0 0.0 32 0.00 0 0 a D 0 0 0.0 38 000 0 0 0 0 0 0 0 0.0 39 0.00 0 0 0 0 0 0 0 0 0.0 40 0.00 0 0 0 0 0 0 0 0 0.0 41 0.00 0 0 0 0 0 0 0 0 0.0 42 0.00 0 0 0 D 0 0 0 0 0.0 43 000 0 0 0 0 0 0 0 0 0.0 44 0.00 0 0 0 0 0 0 0 0 0.0 45 0.00 0 0 0 0 0 0 0 0 0.0 46 0.00 0 0 0 0 0 0 0 47 0GO 0 0 0 0 0 0 0 0 0.0 afi am 0 0 0 0 0 0 0 0 0.0 49 0.00 0 0 0 0 0 0 0 D 0.0 So o.00 0 0 0 o D 0 0 0 o.D Page 1 Ready Mm PervConc Lewis DryStac DA Bt.xh Project Lewis DryStack - DA B2 - SCM 501 Designer: Branch Smith Values shown in blue are user Inputs. Values shown in red are computed results. See caution note below. Configuration Pervious concrete Thickness fi in Surface area 8 230 sq ft Porosity 18 Gravel base Thickness 6 in Porosity 40 % Pending limit in Exflltralion rate 3.500 in/hr Impervious surface Surface area 4 900 sq it Off -site drainage Area 500 sq ft CN 39 Summary of results Effective CN 21 Estimated runoff (5 days) 0.00 in Available storage used 47 % Number of hours of pending 0 Max ponding depth .7.9 in Available storage after 24 fir 100 Available storage after 5 days 100 Stage after 5 days 0.0 in Additional time to drain completely 0 hr Intermediate results Total drained surface area 13,630 sgft Storage capacity, pervious concrete 741 tuft Storage capacity, gravel base 1,646 tuft Storage capacity, pending 0 tuft Total stormwater storage 2,387 tuft Total precip volume 8,246 tuft 5-day exfiltratlon volume 8,246 tuft Total runoff (overflow) 0 tuft Water stored after 5-days 0 cult Water balance offer 0.0 tuft Click Mere for Metric Conversion Run date 1 8.15.17 24-hr Precipitation Location Return Deriod 7.5 In Surf City 10 Design aim Target CN 0 Allowable runoff #DIV/01 in pending SIP 't4 or iy i5 iD4 �1 s I s+JdF:rvI F ;v : f 1a2 tt iF us 'inese k .I "filtration Sell rs, to Cement 2004 CRMCA All dghts reserved. permission is granted to use this material for its intended purpose. provided Its origin Is attributed to the copyright holder. Caution: This spreadeheat Is Intended for study purposes to Illuseab espectad hydrologic behavior of pervious concrete. Designers must verity results for specific sites by Independent means. Reedy Mix PmC Lees DnStack DA 02 xis Pnnled WIWD17 CRMCA Pervious Concrete Hydrological Model 244a m ].5 LoaWn Surl ' ReWm eriod 10.0 Page 1 Total vdume n (wft) Total e�d9tre6on Total r w (cuft) Storage at a (daft) Error 8246 8246 0 0 0.00 Storage tr VWume m mcr Vdume M AealaSb (crR0 PaW ImW stage (vi) Top Stage (M) exfYlrated 238] 12.0 1 12.0 T hr ta V ad, aft Vim ry tuft V doat.jdMl Sum merV m aft Max Incr V eA cu fl Stara a stale aft Ina v ..ffidaftl % Sagan. used Lveeted stage in 0 0.00 0 0 0 0 0.0 1 0.08 57 36 0 90 90 0 0 0 0.0 2 0.09 62 37 0 98 98 0 0 0 0.0 3 0.09 62 37 0 98 98 0 0 0 0.0 4 0.10 67 40 0 107 107 0 0 0 0.0 5 0.12 82 49 0 131 131 0 0 0 0.0 6 0.12 82 49 0 131 131 0 0 0 0.0 7 0.15 103 61 0 1" 164 0 0 0 0.0 8 0.15 103 61 0 164 164 0 0 0 0.0 9 0.20 139 83 0 222 222 0 0 0 0.0 10 0.26 175- 1W 0 279 279 0 0 0 0.0 11 0.41 283 1 168 0 451 451 0 0 1 0 0.0 12 3.20 21% 1308 B 3512 24M 1112 0 47 4.1 13 0.85 581 346 9 936 2047 0 0 0 0.0 14 0.37mo 150 4 406 406 0 0 0 0.0 15 0.23 95 3 257 257 0 0 0 0.0 16 0.19 ]] 3 208 208 0 0 0 0.0 17 0.17 67 2 183 183 0 0 0 0.0 18 0.14 58 2 158 158 0 0 0 0.0 19 0.12 49 2 133 133 0 0 0 0.0 20 0.11 46 2 125 125 0 0 0 0.0 21 0.09 37 1 100 100 0 0 0 0.0 22 0.09 37 1 100 100 0 0 0 0.0 23 0.09 37 1 100 100 0 0 0 0.0 24 0.08 34 1 92 92 0 0 0 0.0 25 0.00 0 0 0 0 0 0 0 0.0 26 0.00 0 0 0 0 0 0 0 0.0 27 0.00 0 0 0 0 0 0 0 0 0.0 28 0.00 0 0 0 0 0 0 0 0 0.0 29 0.00 0 0 0 0 0 0 0 0 0.0 30 0.00 0 0 0 0 0 0 0 0 0.0 31 0.00 0 0 0 0 0 0 0 0 0.0 32 0.110 0 0 0 0 0 0 0 0 0.0 33 0.00 0 0 0 0 0 0 0 0 0.0 34 0.00 0 0 0 0 0 0 0 0 0 0 35 0.00 0 0 0 0 0 0 0 0 0.0 36 0.00 0 0 0 0 0 0 0 0 0.0 3] 0.00 0 0 0 0 0 0 0 0 0.0 38 0.00 0 0 0 0 0 0 0 0 0.0 39 0.00 0 0 0 0 0 0 0 0 0.0 40 0.00 0 0 0 0 0 0 0 0 0.0 41 0.00 0 0 0 0 0 0 0 0 0.0 42 0.00 0 0 0 0 0 0 0 0 0.0 43 0.00 0 0 0 0 0 0 0 0 0.0 44 0.00 0 0 0 0 0 0 0 0 0.0 45 0.00 0 0 0 0 0 0 0 0 0.0 46 OM 0 0 0 0 0 0 0 0 0.0 4] 0.00 0 0 0 0 0 0 0 0 0.0 4 o.w 0 0 0 0 0 a o 0 0.0 d9 000 0 0 0 0 0 0 0 0 0.0 50 0.00 0 0 0 0 0 01 0 1 0 0.0 Page 1 Ready Mix PervConc Levis DryStack DA B2.xds Project: Lewis DryStack - DA B3 - SCM 502 Designer: Branch Smith Values shown in blue are user inputs. Values shown in red are computed results. See caution note below. Pervious concrete Thickness 6 in Surface area 5 580 sq ft Porosity 18 Gravel base Thickness B In Porosity 40 % Ponding limit in Exfiltration rate 4.245 in/hr Impervious surface Surface area 5 325 sq ft Off -site drainage Summary of results Effective CN 21 Estimated runoff (5 days) 0.00 in Available storage used 47 % Number of hours of ponding 0 Max ponding depth -8.9 in Available storage after 24 hr 100 % Available storage after days 100 % Stage after 5 days 0.0 in Additional time to drain completely 0 fir Intermediate results Total drained surface area 11,405 sgft Storage capacity, pervious concrete 502 cuff . Storage capacity, gravel base 1,488 cuff Storage capacity, ponding 0 cufl Total stormweter storage 1,990 cufl Total precip volume 6.855 curt 5-day mfiltration volume 6,855 cult Total runoff (overflow) 0 cult Water stored after 5-days 0 cuff Water balance error 0.0 cult N� Click Mere for Metric Conversion Run date 1 8,15.17 24-hr Precipitation Locationi Return perrod 7.5 in Surf City I 101vr Design aim Target CNO Allowable runoff #DIV/01 in Coovdoht 2004 CRMCA All rights reserved. Permission is granted to use this material for its intended purpose, provided Its origin is attributed to the copyright holder. Ready Ux PervConc Lever DgStOCk DA 33.xle Panted BlI V2017 CRMCA Pery aConaere HydrONg lMocel 24t L5 Lu apon " Reem 10.0 Page 1 Total vohvneo (W:t) Total effitYaBW Total rvWff vct(Mt) Storage ateM(M) Ertor 6855 6855 0 0 0.00 Sb 4ga bta Vdume o, ea Vaemre - Ava4a6re lam) PqW b 14 0=0 (m) TW Stage (e) e#YtrateE 199D 1d.0 14.0 T fir) Prey e V oery ottt V ry afl V o8sve W8 Sum via V n aft Max 1rn V eW a fl Sere a stare tuft ea vd ranafl artt %Sewage Used Leaded adage, e 0 0.00 0 0 0 0 0.0 1 0.WM42 37 0 75 ]5 0 0 0 0.0 2 0.09 40 0 82 82 0 0 0 0.0 3 0.09 40 0 82 u 0 0 0 0.04 0.10 43 0 89 89 0 0 0 0.05 0.12 53 0 109 109 0 0 0 0.0 6 OA2 53 0 109 109 0 0 0 0.0 ] 0.15 67 0 136 136 0 0 0 0.0B 0.15 6] 0 136 136 0 0 0 0.09 0.W 90 0 184 1" 0 0 0 0.0 10 0.26 113 0 232 232 0 0 0 0.0 11 O41 183 0 3]5 375 0 0 0 0.0 12 3.20 1421 8 2918 1974 944 0 4] 5.1 13 0.85 34 376 8 719 1]23 0 0 0 0.0 14 0.37 171 163 4 338 338 0 0 0 0.0 15 0.23142 103 3 214 214 0 0 0 0.0 16 0.19 83 3 173 173 0 0 0 0.0 17 0.17 73 2 152 152 0 0 0 0.0 18 0.14 63 2 132 132 0 0 0 0.0 19 0.12 53 2 111 111 0 0 0 0.0 20 0.11 50 2 104 104 0 0 0 0.0 21 22 0.09 0.09 40 40 1 1 83 83 B3 83 0 0 0 0 0 0 00 0.0 23 0.09 40 1 8] 83 0 0 0 0.0 24 0.08 3] 1 ]6 ]6 0 0 0 0.0 25 0.W 0 0 0 0 0 00 0.0 26 27 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 28 0.00 0 0 0 0 0 0 0 0 0.0 z9 0.00 0 0 0 0 0 0 0 0 D.0 30 0.00 0 0 0 0 0 0 0 0 0.0 31 0.W 0 0 0 0 0 0 0 0 0.0 32 33 0.W 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 34 0.00 0 0 0 0 0 0 0 0 0.0 35 % 0.DO 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 3] 0.W 0 0 0 0 0 0 0 0 0.0 38 0.W 0 0 0 0 0 0 0 0 0.0 39 0.W 0 0 0 0 0 0 0 0 00 40 41 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 42 0.00 0 0 0 0 0 0 0 0 0.0 43 000 0 0 0 0 0 0 0 0 0.0 M 0.W 0 0 0 0 0 0 0 0 0.0 45 0.00 0 0 0 0 0 0 0 0 0.0 46 0.00 0 0 0 0 0 0 0 0 0.0 4] 000 0 0 0 0 0 0 0 0 0.0 4e o.W 0 0 0 0 0 0 0 0 00 49 O.W 0 0 0 0 O o 0 0 0.0 m o.o0 0 0 1 0 0 0 0 0 0 0.0 Page 1 Ready Mix PewConc Lams DryStack DA B3.xIs Project: Lewis DrySteck - DA SO - SCM 503 Designer: Branch Smith Values shown in blue are user inputs. Values shown in red are computed results. See caution note below. Configuration Pervious concrete Thickness 8 in Surface area 34405gft Porosity - 18 Gravel base Thickness 8 in Porosity 40 % Ponding limit in Ex0llralion rate 3.700 in/hr Impervious surface Surface area 53a5 sq it Ott -site drainage Area 500 sq If 39 Summary of results Effective CN 21 Estimated runoff (5 days) 0.00 in Available storage used 62 % Number of hours of ponding 0 Max ponding depth .7.4 in Available storage after 24 hr 100 % Available storage after 5 days 100 % Stage after 5 days 0.0 in Additional time to drain completely 0 hr Click Hare for Metric Conversion Run date 1 8.15.17 24-hr Precipitation Location Return period 7.5 in Surf Ci 10 Design aim Target CNO Allowable mnoff ttDIV/01 in pomftno �Ie i 117SIry 1 '2 nrl<k id q Gravel `c`$ roll raise it subbase Coovr rtht 2004 CRMCA All rights reserved, Permission is granted to use this material for its intended purpose, provided Its origin is attributed to the copyright holder. RW, Mu P.,Canc -n .13,51. F OA eO.xle Printed BI I W2017 24-0r T.5 LomSon m Surf Realm Penod f0.0 Page 1 CRMCA Pervious CWoreta Hydio".1 Model Total vakrme m (cdt) Total exfieretian Total wu vd 1 1 Storage at ervl (arft) E r 4280 42N 0 0 0.00 Storage Inc Va m try Valume out Avalade (Wft) Pond timM1 sla9a (n) TW Stage (m) exf4baletl 1221 14.0 14.0 T ftr V wa V ry aft V otrsita Sum »cV m aft Max b V exgl cu ft S e state Wft hrc vd mW0 am % Stord used Lvrvlad sla a In 0 am . 0 O 0 0 0.0 1 0.08 24 23 0 42 47 0 0 0 0.0 2 0.09 26 25 0 51 51 0 0 0 0.0 3 0.09 26 25 0 51 51 0 0 0 0.0 4 0.10 28 27 0 55 55 0 0 0 0.0 5 0.12 34 33 0 68 68 0 0 0 0.0 6 0.12 34 33 0 68 68 0 0 0 0.0 2 0.15 43 42 0 85 85 0 0 0 0.0 8 0.15 43 42 0 85 85 0 0 0 0.0 9 0.20 58 % 0 114 114 0 0 0 0.0 10 0.26 23 21 0 144 144 0 0 0 0.0 11 0.41 118 115 0 1 233 233 0 0 0 0.0 12 3.20 918 893 8 1819 1061 258 0 62 6.6 13 0.85 243 236 8 488 1061 185 0 15 1.6 14 0.37 105 102 4 212 397 0 0 0 0.0 15 0.23 fit 65 3 17 134 0 0 0 0.0 16 OA9 Sd 52 3 109 im 0 0 0 0.0 it 0.12 42 46 2 96 96 0 0 0 0.0 18 0.14 41 40 2 83 83 0 0 0 0.0 19 OA2 3a 33 2 TO 20 0 0 0 0.0 20 0.11 32 31 2 65 65 0 0 0 0.0 21 0.09 26 25 1 52 52 0 0 0 0.0 22 0.09 26 25 1 52 52 0 0 0 0.0 23 0.09 26 25 1 52 52 0 0 0 0.0 24 008 24 23 1 48 48 0 0 0 0.0 25 0.W 0 0 0 0 0 0 0 O 0.0 26 0.00 0 0 0 0 0 0 0 0 0.0 27 0.00 0 0 0 0 0 0 0 a 0.0 28 0.W 0 0 0 0 0 0 0 0 0.0 29 O.W 0 0 0 0 0 0 0 0 0.0 30 0.00 0 0 0 0 0 0 0 0 0.0 31 O.Oa 0 0 0 0 0 0 0 0 0.0 32 0.W 0 0 0 0 0 0 0 0 0.0 33 0.00 0 0 0 0 0 0 0 0 0.0 34 0.00 0 0 0 0 0 0 0 0 0.0 35 0.W 0 0 0 0 0 0 0 1 0 0.0 36 O.W 0 0 0 0 0 0 0 0 0.0 37 0.00 0 1 0 0 0 0 0 0 0 0.0 38 0.00 0 0 0 1 0 0 0 0 0 0.0 39 000 0 0 0 0 0 0 0 0 00 40 O.W 0 0 0 0 0 0 0 0 0.0 41 0.W 0 0 0 0 0 0 0 0 00 42 0.00 0 0 0 0 0 0 0 0 0.0 43 0.W 0 0 0 0 0 0 0 0 0.0 d4 000 0 0 0 0 0 0 0 0 0.0 45 O.W 0 0 0 0 0 0 0 0 0.0 46 O.W 0 0 0 0 0 0 0 0 0.0 47 0.00 0 0 0 0 0 0 0 0 0.0 d8 OM 0 0 0 0 0 0 0 0.0 49 0.00 0 0 O 0 0 0 0 0 00 50 0.00 1 0 0 0 0 0 1 0 1 0 1 0 0.0 Page 1 Ready Mu PervC nc Lewis Dry6tack DA e0.ds Lewis,Linda From: Lewis,Linda Sent: Thursday, August 10, 2017 12:39 PM To: 'Branch Smith' Cc: Scott, Georgette; Sams, Dan; Gregson, Jim Subject: RE: Lewis Dry Stack Branch I suggest you contact Jim Gregson regarding the possibility of an NPDES permit for the boatwash did speak to him briefly to let him know about this facility, but I am not well -versed in those requirements. I hesitate to act as the go-between in this matter. I will check with stormwater staff whether the soap is a substance that needs to be prevented from entering the permeable pavement. That may be a moot point if DWR requires you to collect that washwater. Per .1003(3)(d) only the runoff from the net increase in BUA on the site is required to be treated. you are unable to redirect the runoff from the existing (not subject) BUA away from the proposed SCM, then you do have to account for that drainage area and built -upon area in the design of the SCM. You are free to remove that roof drain collection and allow it to continue to drain as it was before. I think that improving the water quality by collecting that existing roof runoff is great, but I'm not sure how to marry that with the design requirements of the permeable pavement, especially if the integrity or function of the permeable pavement may be adversely affected. Linda From: Branch Smith[maiIto: bsmith@paramounte-eng.com] Sent: Thursday, August 10, 2017 12:13 PM To: Lewis,Linda <linda.lewis@ncdenr.gov> Subject: Lewis Dry Stack Linda Can you answer a few questions based on the Lewis Dry Stack Review: • Per q3, the boats will only be washed with soap. No gas fill -ups or changing of oils will occur onsite. So only sand and soap will enter the pervious concrete. Please check with DWR on the soap issue, but there won't be oil, grease, heavy metals or boat acids used. Soap from residences I assume get into the wet pond system and possible pervious pavements over driveways currently. Per #6, do we have to treat existing impervious such as the bldg. or existing boat ramp? I didn't look into the rules. I'll get these to you Monday or Tues (deadline) at latest Thanks 1. Branch Smith, PE Paramounte Engineering, Inc. 1 122 Cinema Drive I Wilmington, NC 28403 Office: (910) 791-6707 1 Cell: (910) 264-1071 1 Fax: (9111) 791-6760 1 \x�v.paramounte-eng.coin Lewis,Linda From: Lewis,Linda Sent: Tuesday, August 08, 2017 5:09 PM To: 'Branch Smith' Cc: 'Jessica Vamvakias' Subject: Express Review Comments for SW8 170721 (REVISED) Attachments: DEMLR WIRO Letterhead_BW 2017 01 20.pdf ME Please see the revised review comments for the subject project, attached. Old Comment #8 was relocated to be Comment #7 and old Comment #7 was modified to reflect current BUA definitions in SL 2017-10, and renumbered as Comment #8. Sorry for any confusion. Linda Linda Lewis, E.I. Environmental Engineer III Division of Energy, Mineral and Land Resources Department of Environmental Quality 910-796-7215 Office linda.lewis(a)ncdenr.gov Wilmington Regional Office 127 Cardinal Drive Extension Wilmington, NC 28405 'Nothing Compares, Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. Energy. Mineral & Land Resources ENVIRONMENTAL QUALITY August 8, 2017 I lanipstead Investment I loldings, LLC Attn: D.I. Logan, Managing Member 60 Gregory Road, Suite I Belville, NC 28451 Subject: Request for Additional Information Slormw: ter Project No. SW8 170721 Lewis Road Dry Stack Pender County ])car Nit. Logan: ROY COOPER Governor MICHAEL S. REGAN $eCJCtprl' TRACY DAVIS Director The Wilmington Regional Office received and accepted an Express State Stornwater Management Permit Application for the subject project on July 28, 2017. A preliminary in-depth review of that information has determined that the application is not complete and that additional information is needed. To continue the review, please provide the following additional information: 1. 15A NCAC 0211.1042(2)(g)(iv): There are not enough spot elevations shown along the inside curve of the access road within the drainage area of SCM 503. If no additional spot elevations are provided, the Division will assume that the pavement edge of the road is consistent at 7.0 from the beginning of the road extension to the first dry stack permeable pavement driveway. If this is not the proposed condition, please provide additional post -development contours and/or spot elevations. 2. 15A NCAC 0211 .1042(2)(g)(v): Please provide dimensions for the existing Ship's Store. 3. 15A NCAC 02I-I.1003(8): The proposed boat wash area may need to be reviewed and/or permitted by DXVR for an NPDES permit to discharge / treat the boat wash water. Per the SCM Design Manual, permeable pavement shall not be used in areas where concentrations of oil, grease, heavy metals and toxic chemicals are likely to be higher than in typical stormwater runoff. 4. 15A NCAC 021-1.1055(7): Runoff from adjacent pervious areas shall be prevented from reaching the permeable pavement. It appears that the proposed septic field is included within the Drainage areas for SCM500 and SCM501. It is recommended that this area be regraded so that it will not drain onto the permeable pavement. 5. 15A NCAC 0211.1003(3)(b): Based on the contour information provided, offsite drainage from Lewis Road may impact SCM500. I low is the drainage from Lewis Road and the upslope development being routed through the proposed project? The existing contour information does not clearly show any type of Swale or ditch system along Lewis Road or any existing drainage outlets. I -low will the extension of Lewis Road affect the drainage outlet for the existing upslope development? 6. 15A NCAC 021-1.1055(7): Rooftop runoff is not subject to the 1:1 loading limitation, however, the Design Manual indicates that no one downspout shall drain more than 1,000 square feet of roof area to a single point onto the permeable pavement. The proposed design appears to be draining the entire existing Ship Store roof area (approximately 2,300 sf based on scaling) to one downspout which is released directly into the gravel base at a single point. State of North Carolina I rnvironmental Quality I Energy, Mineral and Land Resources Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington, NC 28405 910 746 7215 State Stormwater Permit No. SW817072I Page 2 of 2 7. 15A NCAC 021-1.1042(3)(b): The access casement and parking area dctail cross-section indicates that the design is a 4" PC over a 6" stone base. I lowever, the plan notes and calculations indicate that the design is a 6" PC over either a 6" base or an 8" base. Please adjust the detail accordingly. 8. 15A NCAC 021I.1042(3)(b): Please note what material is being used for the "pervious sidewalk on natural ground" identified in the access casement and parking area detail cross-section. To be counted as a pervious surface, the sidewalk must meet one of the requirements listed in SL 2017- 10, including 4" of ii57 stone over a gcotextile fabric, or landscaping material including gravel, mulch, sand and vegetation placed on areas that receive pedestrian or bicycle traffic and will not be compacted by the weight of a vehicle. 9. 15A NCAC 0214.1042(3)(b): The narrative needs to stipulate to the amount of existing RUA that already lies within the 50' buffer and how much permeable pavement is being added inside the buffer. 10. 15A NCAC 02I-1.1042(3)(b): Where does the "Concrete Pavement Section- (Ileavy Duty Pavement)" apply on this project? If that detail is not needed, please remove it from the plans for clarity. If that detail does apply, please indicate those areas on life plan. 11. 15A NCAC 021-1.1042(2)(c): Please revise the location map to show the nearest intersection of US 17 with a I, 2, or 3 digit numbered road, such as Highway 210, for example. Please remember to confirm that any revised information is presented consistently throughout the application documents including calculations, supplements, narrative, and plans. Please also remember to provide two hard copies of any updated documents per 15A NCAC 021-1.1042(2). The requested information should be received in this Office prior to August 15, 2017, or the application will be returned as incomplete. If the project is returned and you wish to re -submit to the Express Program, you will need to reschedule the project through the Express Coordinator for the next available review date and will need to resubmit all required items at that time, including the application fee. If additional time is needed to submit the requested information, please email your extension request, prior to the original clue date, to the Division at the email address provided below. The extension request must include a justification and a date of when the requested information will be submitted to the Division, which shall be no later than 5 business days past the original due date. Please remember that extension requests hill delay the issuance of the final permit. The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion Control flan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A. ]'lease label all packages and cover letters as "Express" and reference the State assigned project number oil all correspondence. If you have any questions concerning this matter, please feel free to call me at (910) 796-7215 or email me at linda.lewis r7 ncdcnr.gov. Sincerely, Linda Lewis, L.I. Environmental Engineer GDS/arl: \\\Stormwater\Permits & projects\2017\170721 1ID\2017 08 addinfo 170721 cc: Branch Smith, P.E. Paramonnte Engineering Jim Gregson, DWIZ WiIZO Wilmington Regional Office Stormwater File State of North Carolina I Environmental Quality I Energy, Mincral and Land Resources Munington Regional Office I I27Cardlnal Uriw Ezlen9on I'Ailmington.NC 28405 910 796 7215 Lewis,Linda From: Lewis,Linda Sent: Tuesday, August 08, 2017 11:06 AM To: 'Branch Smith' Cc: 'Jessica Vamvakias' Subject: Express Review comments SW8 170721 Attachments: DEMLR WIRO Letterhead_BW 2017 01 20.pdf Attached please find my review comments for this express projects, Lewis Road Drystack. Linda Lewis, E.I. Environmental Engineer III Division of Energy, Mineral and Land Resources Department of Environmental Quality 910-796-7215 Office linda.lewis a ncdenr.gov Wilmington Regional Office 127 Cardinal Drive Extension Wilmington, NC 28405 �4 Nothing Compares Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. Lewis,Linda From: Lewis,Linda Sent: Friday, August 04, 2017 5:34 PM To: Lucas, Annette Cc: Scott, Georgette Subject: Permeable pavement / StormEZ Annette: Can you please explain to me where I can find the amount of volume provided in each proposed permeable pavement section on StormEZ? Although the post -developed land use information regarding pavement area, adjacent BUA area, stone depth, infiltration rate and void space for each PP SCM is shown, there is no individual volume provided. The StormEZ just comes up with a single volume in the runoff fate summary and I have no idea how it got that volume. With the other types of SCM's, the volume that each SCM provides is reported somewhere on StormEZ. When I calculate the permeable pavement storage volume in the gravel base on my spreadsheet using the formulas in the SCM Design manual chapter for volume and drawdown, the total volume of all the permeable pavement areas is much less than StormEZ says. This is for an express review, so any help as quickly as possible would be appreciated. Linda Lewis, E.I. Environmental Engineer III Division of Energy. Mineral and Land Resources Department of Environmental Quality 910-796-7215 Office linda.lewis(a)ncdenr.gov Wilmington Regional Office 127 Cardinal Drive Extension Wilmington, NC 28405 5Nothing Compares_-,. . KM Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. PARAMOUNTE E N G I N E E R 1 N C3. I N C. 1 2 2 CINEMA DRIVE W I L M I N G T O N, NC 2 8 4 0 3 9 1 0- 7 9 1- 6 7 0 7( O) 9 1 0- 7 9 1- 6 7 6 0 ( F) L E T T E R O F T R A N S M I T T A L To: NCDEQ Date 7/28/17 DEAff-R — Land Qwfity - Stormwater 127 Cardinal Drive Extension Re: Lewis Dry Stack Wilmington, NC 27405 1 Express Stormwater Resubmittal Attn: Linda Lewis Project No. I 16337.PE e are sendin ® Originals ❑ Prints ❑ Shop Drawings ® Calculations ❑ Correspondence ® Plans ❑ Specifications ❑ Other as fisted below 'he following items: Quantity Date Dwg. No. Description 2 7/25/17 C-3.1 Stomtwater Plan (24"x36" Final Design — NFC) 2 DA-Map Drainage Area Map for SCbi's 24"06") 2 Storm EZ LID Forms 2 Storm EZ O&DI Forms 1 Deed 1 Narrative & Calcs 1 I11filtration/SHW17 Report 1 7.26.17 Express Fee $4,000 Check #82045 1 SofS LLC Issue Status, For Approval ❑ As Requested ❑ Construction ❑ Bid ❑ For Your Use ❑ For Review and Comment ❑ Approved its Noted ❑ See Remarks etion Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit ❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other Remarks: Contact me with my additional information or questions. Thank you. Branch Smith bstnith a. r mo a -en . om Cc: Jessica Vamvakias; He Signed: J. tC-e4 `t cc( VE JUL 2 8 201 7 BY:_____ a LIMITED LIABILITY COMPANY ANNUAL REPORT NAME OF LIMITED LIABILITY COMPANY: Hampstead Investment Holdings, LLC SECRETARY OF STATE ID NUMBER: 1545818 STATE OF FORMATION: NC REPORT FOR THE YEAR: 2017 1. NAME OF REGISTERED AGENT: Loaan, D I. 2. SIGNATURE OF THE NEW REGISTERED AGENT: Fins Office Use Only E-Filed Annual Report 1545818 CA201710300466 4/13/2017 08:40 Changes SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT 3. REGISTERED OFFICE STREET ADDRESS & COUNTY 4. REGISTERED OFFICE MAILING ADDRESS 60 Gregory Road Suite 1 60 Gregory Road Suite 1 Belville, NC 28451-9276 Brunswick County 1. DESCRIPTION OF NATURE OF BUSINESS: Developer 2. PRINCIPAL OFFICE PHONE NUMBER: 910452-7175 4. PRINCIPAL OFFICE STREET ADDRESS 6 COUNTY Belville, NC 28451-9276 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction 5. PRINCIPAL OFFICE MAILING ADDRESS 60 Gregory Road Suite 1 60 Gregory Road Suite 1 Belville, NC 28451-9276 Belville, NC 28451-9276 SECTION C: COMPANY OFFICIALS (Enter additional Company Officials in Section E.) NAME: D I Logan Mr. NAME: SHP Hampstead Investments, LL NAME: TITLE: Managing Member TITLE: Managing Member TITLE: ADDRESS: ADDRESS: 60 Gregory Rd, Suite 1 1442 Military Cutoff Rd, Suite 26 Belville. NC 28451 Wilmington, NC 28403 ADDRESS: ECEIVE SECTION D: CERTIFICATION OF ANNUAL REPORT Section D must be completed in its enti b J6pe sonn/business ity. ff L2 8 2017 D I Logan Mr. 4/13/2017 By, SIGNATURE Form must be signed by a Company Official listed under Section C of this form. D I Logan Mr. Print or Type Name of Company Official Managing Member Print or Type The Title of the Company Official This Annual Report has been filed electronically. MAIL TO: Secretary of State, Corporations Division, Post Office Bon 29525, Raleigh, NC 27626-0525 .1� Lewis Rd Dry Stack Hampstead, INC PENDER County J Branch Smith, PE, Paramounte Engineering Inc NCDENR Type of Only complete application packages will be accepted and reviewed. A complete package Includes all of the items in the checklist below. Add any comments, and indicate the page or plan sheet number where the following Information can be found. Please Indicate that you have provided the following required Information by initialing in the space provided next to each item. Part I: Submittal Checklist I Item Notes I Comments Initials 1 Original and one copy of this application form (all worksheets) and the permit JBS application fee. For applications submitted to the DEMLR regular permitting program, the fee is $505 payable to NCDENR. For Express Review, click on the link below for information and fee schedule. Contact the appropriate regional office Express Review Coordinator to schedule the required pre- annlinafinn maelinn Click here for Express Permitting info 2 A USGS map identifying the site location. If the receiving stream is reported JBS as class SA or the receiving stream drains to and is within 112 mile of SA waters, then include the 1/2 mile radius on the map. 3 A copy of the most current property deed. JBS 4 Two copies of additional calculations (as needed). Sealed, signed and dated. JBS 5 Two sets of sealed, signed, & dated full-sized plans of the entire site at a JBS readable scale, including: a. Project name, engineer and firm, revision number and dates. JBS b. Location map with street names and SR numbers, legend, north arrow, JBS scale. c. Dimensioned property/project boundary with bearings & distances. JBS d. The boundaries of all surface waters, regulatory flood zones, and JBS protected riparian buffers or a note on the plans that none exist. e. The boundaries of all vegetated or protected riparian buffers. JBS I. Site layout showing all built -upon areas, drainage features, stormwater JBS collection systems (inlets, outlets, swales, pipe elevations, slopes and diameters), and SCMs at ultimate build -out. g. Existing contours, proposed contours, spot elevations, and finished floor JBS elevations. h. Existing drainage (including off -site), drainage easements, pipe sizes, JBS runoff calculations. I. Drainage area boundaries (included in the main set of plans, not as a JBS separate document). j. Existing and proposed maintenance access routes, utility easements, JBS drainage easements, public rights -of -way etc. k. A construction sequence that shows how the SCMs will be protected JBS from sediment until the entire drainage area is stabilized. 6 Two sets of sealed, signed, & dated full-sized plan details of each SCM (or JBS typical if appropriate) in both plan view and cross-section at a scale of 1" _ 30' or larger, including: a. Dimensions, side slopes, length to width ratios and elevations with a JBS benchmark for clean -out if appropriate. b. All applicable conveyance devices, including: bypass structure, JBS pretreatment area, Flow distribution device, underdrains, outlet device, outlet dissipater and level spreader. c. A table of elevations, incremental volumes and accumulated volumes (If JBS applicable). d. Specifications for applicable materials, such as planting medi device,,etc.hE ��� JBS aggregate, sod, underdrains, outlet nJUL 28 2017 I I BY:_� STORM-EZ 7/28/2017 Version 1.4 Application Page 1 of 13 7 Two sealed, signed, & dated planting plans for each SCM (or typical) at a NA scale of 1" = 20' or larger, as applicable, including: a. The locations of each species and a planting detail. b. A table summarizing the size, spacing and total quantity of each plant species that should be used. c. The source nursery for the plants. d. A one-time fertilizer specification to establish plants if necessary. 8 A soils report based on field evaluation indicating the SHWT elevations JBS within the footprints of the proposed SCM(s). Provide a map of the boring locations with the existing elevations and boring logs. For infiltration SCMs, the report shall include the soil type, infiltration rate and method for determining the infiltration rate. Soils information shall be signed and sealed 0 A copy of the signed and notarized operation and maintenance (O & M) JBS agreement. 10 A copy of the proposed deed restrictions protecting the SCMs and limiting NA the built -upon area so that it does not exceed the capacity of the SCM(s) or the high density threshold (as applicable). NCDENR Deed Restriction Forms 11 For corporations and limited liability corporations (LLC): Documentation from JBS the NC Secretary of Slate or other official documentation, which supports the titles and positions held by the persons listed in the Contact Information section. The corporation or LLC must be listed as an active corporation in good standing with the NC Secretary of State, otherwise the application will he reh vned NC Dept, of the Secretary of State JBS 12 A copy of the lease agreement or pending sales agreement if applicable. INA ECEI V E JUL %Y2017 BY: -- - - STORM-EZ 7/28/2017 Verslon 1.4 Application Page 2 of 13 Part It: General Project and Applicant Information j Project Name: Lewis Rd Dry Stack Date:WCOASTAL Jul Project Street Address: 579 Lewis Road Lat: City: Hampstead Zip: 2 1 Long: Directions to Project: 3000 it from Intersection of Sloop Point Rd and Lewis Rd County: (from nearest Intersection) Project Applicant:1 Hampstead Investment Holdings LLC (Identify the corporation, organization, property owner, designated government official, etc. which owns the arolect.) Owner / Signing Offical's Name: Title: Address: City: State: Zip: Phone: Fax: Email: Status of applicant: D 1 Logan Managing Member 60 Gregory Rd, Suite 1 Belville NC 28451 910-332-3524 liv@loganhomes.com Owner River Basin: White Oak Receiving Stream(,): Topsail Sound Stream Classics): SA;HOW Surface Water Area (ac): Coastal wetland area (ac): Total property area (ac): 2.22 Total project area (ac): Goals/characteristics: YES Volume Matching (LID) NO Drains to an offsite slormwater system NO Low Density NO Within 575' of Saltwater ORW YES High Density NO Within 5 miles of a public airport summarize how the stormwater runoff will be treated: Flow Runoff to and on Pervious Concrete Part III: Permit Information Status of construction: FNot Started Other permits needed: F YES Sedimentation & erosion control 404 Permit 1401 Certification CAMA Major Permit Isolated Wetlands Permit Threatened & Endangered Species NPDES Industrial Slormwater Permit If an application for this project has been previousl returned, provide the original project number and previous name of the project: Provide the permit this If claiming vested rights, the Identify (and attach) the supporting documents and approval dates: Approval of a site -specific development plan or PUD Approval date: Valid building permit Issue dater Other Date: Not Started Point of Contact: Phone number:0 ECEIVE JUL %? 2O17 BY: STORM-EZ Version 1.4 Application 7/28/2017 Page 3 of 13 Lewis NC Dry Stack A e Hampstead, NC PENDER County NCDENR White Oak River Basin RAINFALL & CALCULATION DATA Project County: PENDER Project City: I Hampstead Rainfall Source: Wilmington Loaded Rainfall: Wilmington Design Storm: 1- r, 24-hr Discrete SCS Method, Calculation Method Pre - Post (Minimum Design Storm = P90 for non -SA, 1-yr, 24-hr for SA) Storm Event Depth (inches) First Flush / W OV 1.50 P90 1.74 P95 2.45 1 r, 24=hr 2- r 24-hr 3.85 4.68 10-yr, 24-hr 7.26 25- r, 24-hr 9.13 50- r, 24 -.hr 10.80 100- r, 2 12.70 Click here to load forms. >>> NOTE: Please use the Storm-EZ calculation sheets to document the stormwater design and create the 08M Agreement. Highlighted Storm is Design Storm PROJECT INFORMATION Total Propery Area 1 2.22 lacres Total Coastal Wetlands Area 10.00 lacres Total Surface Water Area 0.00 acres Complete the breakdown of impervious area for the project Basin Information Entire Site Receiving Stream name TopsailSound Stream Class HOW; SA Stream Index Number 18-87-10 Total Drainage Area 96,882 On -Site Drainage Area sf 95,832 Offsite Drainage Area sf 1,050 Proposed Impervious Area sf 20,550 %Impervious Area total 21% Impervious Surface Area Entire Site On -Site Buildings/Lots sf On -Site Streets at On -Site Parkin sf 18,300 On -Site Sidewalks s Other On -Site sf Future sf Off -site sf Existing BUA sf 2.250 Total 20,550 Total Impervious Area 0.47 acres Project % impervious area 1 21 % ALL AREAS ARE IN SQUARE FEET Use Worksheet Data? Yes Data in italics is derived from application forms and land use data worksheets and cannot be changed by user. Click above to load forms. ECEIVE JUL a S 10Y� BY. STORM.EZ 7/28/2017 Version 1.4 Project Data Page 5 of 13 Lewis Rd Dry Stack NC Hampstead, NC PENDER County ®�� ATA White Oak River Basin I—� NCDENR Drainage Area # = of i 1 PRE -DEVELOPMENT LAND USE CALCULATIONS Pre -Development Land Ut Note: Enter BUA Draining to Permeable Pavement Below User Defined Drainage e: Area HSG Land.use EN • acres % A Impervious 98 8fi10 0.20 8.89% A Pasture or Open space 38 88 272 2.03 91.11% Subtotal: 90,882 2,22 Existing ermea a Pavement (Infiltration): scat Description 100= Existing Green Roofs: BCM HSG Pavement Area Atltlltlonal BUA Solt In011ratlo nRete Gravel Vold Spoce Total Grevel Da Ih Orlflce Dla, Ortflce Haight BUAX Ha• Synthetic LI... 7 D.S. BMP (of) Isll (mulls) 1%) (in) (In) (in) PAW and DS SCM # i Note. From Land Use Tables: 98882 2,22 acres Permeable Pavement+ Addi9Dnal BUA: 0 aeo aaes Green Roofs: 0 0.00 acres Preserved Sudace Waters B Non -Coastal Wetlands: Uou aaes Preserved Coastal Wetlands: 0.00 aaes Total Site Area: 96,882 2.22 acres Pro -Development SCMs: SCM# SLMT a 200 WO Volume Provided Ds aArea Downstream SCM Iramm . Open (sq El cf HSG 8610 88272 Design Storm Runoff Fate Summary: Rainfall Volume - 8.56 sae-Incha. • 31,083 cf Runoff Reduction Components: Natural Infiltration 8 ET = -7.78 acre -inches = .2B255 of Disconnected Impervious Surfaces = 0.00 acre-Inchea - 0 of SCM Infiltration= 0,00 ecre-Incnes- 0 at Permeable Pavement Infiltration = 0.00 acre -Inches • 0 cf Green Roof ET= o00 acre-Inchea = 0 cf Post Filtration Discharge = 0,00 acre -inches - 0 cf Total Runoff Reduction - .7.78 acre -inches -28,255 cf SCM Treatment: Treated SCM Outflow = 0,00 ...inches 0 cf Untreated Surface Runoff = 0.78 acre.inchea 2,828 cl The Pre -Development protect area contain. 8610 of of built upon area, resulting In an overall density of 8.89%. STORM-EZ Version 1,a EiCEIVE JUL 2 A 2017 Pro -Development 7I28R017 Page 6 of 13 Lewis Rd Dry Stack TA NO Hampstead, NO PENDER County L.1 White Oak River Basin NCDENR DminaDe Area N 1 of 1 ' POST -DEVELOPMENT LAND USE CALCULATIONS P., Iol. P...... I. Inlltlnllon Tobl Nu OrMlu Orlllca Oowm Prve-.nl No M6111onsI0UA Vole Space Onval MIIIVtlIan Oetenllon HBO pvml TYpa Rab Oa IF SLlnrtic Ola. NeIpM at.. CFacF LllecF BCMY (aQ (scree) lal) acres)I 000r) j (%) lin) (n) (I. 600 A PC 1096U 015 6AW 0.1< 129J 1O% 8 NO ON T>SOsa Sof A PC B.<BU Oxi B.00].0I LO% 0 Na OK T>SOaa 602 A PC 5.500 0.1J 5,x]U 0,10 1 BAB 1 .0% B1 No OK T>SOea 503 A PC 4.800 Utt <200 D.10 1 ].JB 1 40% 0 1 OK I T>50a a �.xLla Tor tF� ;ts is 140WAtto Green ROnfs: 1M1>✓ ��� 1 p8p pAW D, Nae RatrpOtl Dowmtresm Lamment. aV4 SLM• % al acre BLMa Soo1 385 1 1 D 000 I, Lot Mee Tool lob Maa lmpl Lal %Imp, WDoe.ILot 0". Spec.I Lo1 Av8 tet 8k. (i1) al (al (sl 1 o.oe L.neAu I CN al s real % pen Space l.o... e .,on pace) 39D 54.582 125 56.3a% Permeable Paremenl r BUA: NIA ct 300 097 L356% Green Raft NIA 0 000 a 00 Sao Tmw OBe81 23i 100M% Lane E.clWee ur Panlall E.cIW.e Lom Volum. CakPl.Hov: M. Bad— Wnler. B No,CoaMal Mounea: 0 DO0 cpeael wevanea: D poe Tp1a181b Nea: 96 sex xRt Rainfall Volume. 066 ecre'amnea 31,083 Runoff Roducffon Components: Natural lnhitnuron 6 ET= .4.0e eov8 hea • -u,93i cl Disconneclee Impervious Surfaces = 0.00 arre.ncnes • 0 c/ SCM lnflliralion= 000 ens.ghee • o c PBn9Ba0lo Pevement lnlJhSlian- ..x4 ernl hs. • 16.106 It Gmen Roof ET = 000 .c. mhe. • 0 c] post Filfmfion Discha e = OME' Pa aa0 em irclMa • 0 f Tote uno 6 uct on 0.5x a e c ECEIVE JUL %7 209 BY: STORM-EZ ]20201] v.1 < POM DevsbD .nl Page 7 of 13 Lewis NC Dry Stack Hampstead, NC PENDER County TA Whit. Oak River Basin NCDENR Drainage Area 1 al 1 POST -DEVELOPMENT LAND USE CALCULATIONS SCM Traefmanf: Treafwkm OleeOw= OW ..,he. 0 c! Untreated Surface Runoff a a." acre -lochs 145 cf Pre-Davelo marl Runoff = 0.18 peramcnee 2,828 Cf Difference = dla ene;ncnee -2,683 c/ TM Poet-pevalopmanl prolaot area confine xexao of of auto upon area, resulting In an overall density of 29.110%, ECEIVE 11 JUL 8 Z 201.7 ©Y: STORMEZ 708/2017 Voyager 1.e nofl Devalopmanl Page 8 of 13 Lewis Dry Stack e4FA NamOtleaq NC NC PENOER County Mile Oak Rlv.r Basin RdbMR- Dreinage Area e 1 of 1 PROPOSED Sips S STRUCTURAL RUNOFF VOLUME CONTROLS Enter only runoff volume below that will be Inflamed or drawn down over Y to 5 days. Additional volume provided In devices should not be entered In this worksheat. Drawdown time requirement applies to all atom events. OHaa. Ynprvwua 0 d Alea inal.E D•aWp. Total Pen an I.. a.1 TaRl %of Too atonal. Dery wa.. Mbw YiYYarona Papal. T•uw %or acts .C. Ian ,I (m anPr.bea ParMua nn.m so. v..n. v... ET cumber ONrnw V... ..real D alFgrvan.n. mlx.O mnplrslroo orl open..1. mf dons' Mo. oleMarp.mou, m^O.rW mSl yo 11. npnlgra p.moae awl ern.. area w.. Design Stocm Runoll Summary: Rainfall Volume a ex mearu,.r - 81,085 cl Runoff Raductlon Comlwn.nb: Natural ln611ra0an 8 ET- yap weaowe maul d Dlacroo.ded Impervious Area • One an.aeov.- p d $CM lnfJtralion • aW warts. • 0 d Permeable Pavement ln0rtra0an. yea Green Roof ET - OW viNrcLes 0 d Post Filtration Discharge. O.M ecreMl,ea- 0 0l Total Runoff Reduction • 40 011.aoaea. - 40,938 cf SCOT Trnlmam: Traarad SCM Om0ow - 0. ar..im .a - 0 cl Untreated Surface Runoff • aM amMm 145 cf Pm-0evebpment Runoff. Ole wekrn.a- 8,828 of Wfierance• .11 evaprm.e .2,683 of "VOLUME MATCHING ACHIEVED" Tlv Pe.larveeom.rl project area conum. 2e2.e.1 of sus voon.•,a, rnunlrq In an away aamay 029.1 M. EGEBVE JUL 8 2120, BY: STORM Er 11. Version 1 a aemm.w ConW pp.8 N I] Lewis Rd Dry Stack Nampetutl, NC PENOER County White Oak River Basin Oreln.ae Are. e 1 DI 1 //�� ®�/.,1 NCDENR FATE OF RAINFALL el¢t Storm: I 1 ynr BASIC TREATMENT SCALE Com Ilanc for YearRainfall 88 Inches r' I:Ifl it } sell[ TI.elm.. Tnre.now VOLUME MATCHING SCALE I-YAar §tqM - Rainfalla inches as W... W10In1TMe tell FATE OF RAINFALL GRAPHS law sox 8 i [w e Pre Development Fates Post Development Fates IW — AI w — me — 3 sw a Y ew a — n re o sort El lrl55t1 Ire[1 a rom BMle�Gr1 IlmrenM Sorters Punoll �lXl. rl e ra on OJlluw�a rl • n a In11 rIv, b 1M11-1,, • emer a eremenr n rxun�00 •arar.r. IIII-I. IVI lnllXrnbn�Gr1 •Green Poul [v.wtrnl,plrvllon�a rl •InIlXrellon eon El�11155 r1 In11 X,nlon mal1�3a31a[1 l0,111 tlb MR�0a1 Inn nllrnlon DUHlowatl m DZ e In11Nr.Ibn BY BMI[a [I meedepevemencln n-I..d •Dluenne[IeG lmp.rvlpuL lnlAOeXpn �a[1 IlmrenN 3urlxePunoll-1[Stl iM'Fn.MP.nIeY'[X.N EINI.yN. MOrploPcr,......b WrkX I...VObm.e er. wLIttI.E Be.. G.r Ne..n... randw.WItrye,eM IlprmxtlwLpnVpa.nlerea Ey Ne wer.iXecXeN s'e OeapneE Ip Eaplry Yre ttprmwabr n. him MACXIM4.1.. <Xwp.e I. P. lnirnpek ry ..1,—I It. ,b......na vnbu..iwmm.l.r......m.M........ ECEIVE JUL 8 S 20? BY: STOF.E3 1naen vs 11 nWY Feb OrRen "a"I.I I] Lewis Rd Dry Stack s Hampstead, NC FENDER County White Oak River Basin ATA Drainaqe Area # 1 of 1 NCDENR OF CONCENTRATION CALCULATIONS: Pre -Development Length (fl) Slope (ft/fl) Surface Cover T, (hre) Sheet Flow: Sheet Flow: Shallow Flow: Shallow Flow: Channel Flow: Channel Flow: ADDITIONAL CALCULATIONS Length (h) Slope (hlft) n-value ow roe (h) Mince Porimeter (ft) T, (hrs) Pre -development Tc = 5.00 min I1401.5 mnmvs) Post Development Length(h) Slope(f0h) Surface Cover T,(hrs) Sheet Flow: Sheet Flow: Shallow Flow: Shellew Flow: Channel Flaw: Channel Flaw: Pre -Development Length (h) Slope (tuft) n-value (ttr) Wetted Perimeter (h) T,(hrs) Post -development T.= 5.00 min (M".. 5 ntivrer) Analysis Area - 2.22 Acres (0.003 sq. miles) F.F. P90 P95 1-Yr 2- r 10-Yr 1 25-Yr 1 50-Yr 100-Yr Rainfall fin )= 1.50 1.74 2,45 3.85 4.68 7.2b 9.13 10.80 12.70 IQ,a) = 0.11 0.13 0.20 0.35 0.52 1.41 2.31 3.24 1 4.42 CN,4 = 72 69 62 52 49 46 45 44 43 Post Development F.F. P90 1 P95 1 1-Yr 1 2• r 10-Vr 25-Yr 50-Vr 11 Rainfall in = 1.50 1 1.74 1 2.45 1 3,85 1 4.68 it 7.25 9.13 10.80 12.70 10*1bi = 0.00 1 0,00 1 0.00 1 0.02 1 0.08 1 0.49 0.94 1.42 2.05 ICN.dj 1 57 1 53 1 45 1 38 1 37 1 34 1 32 31 30 Analysis Area = 2.22 Acres (0.003 sq. miles) F.F. P90 P95 1-Yr 2•Vr I 10-Yr 25•Yr 50-Yr 100•Vr Pre -Development O' (in) qu (csm/in) it Q (cfe) Post Development 0' (in) in) 0.11 0.13 0.20 0.35 0.52 1.41 2.31 3.24 4.42 385.00 385.00 385.00 385,00 668.59 931.89 931.69 931.69 931.69 0.15 0.18 0.28 0.47 1.21 4.57 7.47 10.49 14.30 0.00 0.00 0.00 0.02 0,08 0.49 0.94 1.42 2.05 "Note: To decrease Post -development peak flows - increase storage volume being development time of concentration. See LID HELP for more inlormotion, JUL 27 209 STORM-EZ 4 G I/ 712812017 Version 1.4 Peak Now Calcs BVC Page 11 of 13 E LEWIS RD DRY STACK TOPSAIL TOWNSHIP, NORTH CAROLINA RMWATER AND EROSION CONTROL NARRATIVE Prepared for: Hampstead Investment Holdings, LLC 60 Gregory Road, Suite 1 Belville, NC 28451 Prepared by: -nARAMOUNTE 122 Cinema Drive Wilmington, NC 28403 NC License #: C-2846 Project #16380.PE. July 2017 E G E'VE JUL 2 8 2017 BY: CARpl� :a SEAL 034354 +v• Q' •h2� �v .F,yG I e-2-1 '! f Hydrologic Soil Group—Pender County, North Carolina Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit— Ponder County, North Carolina (NC141) Map i init symbol 7Map unit name Rating Acres In AOI Percent of Act AnB Alpin One sand, 1 to 6 percent slopes A 5.3 15.7% AuB Autryville fine sand, 1 to 4 percent slopes A 14.6 43.4% PeA Pactolus fine sand, 0 to 2 percent slopes A 12.2 36.3% W Water 1.6 4.6% Totals fo Area of Interest 33. 1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and VD). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. usoA Natural Re¢ourcee Web Soil Survey 7/3/2017 Conservati+ n Servlce National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil GroIp—Pender County, North Carolina Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff., None Specified Tie -break Rule: Higher USIA Natural Re4ourcee Web Soil Survey 7/3/2017 Conservatl n Service National Cooperative Soll Survey Page 4 of 4 Pervious Concrete Hydrological Analysis- Program_ To return to Home Page please close this Excel program. Click "Data Input Sheet" to begin entering in values. Now Data Input Sheet Results Rainfall Info 07 SCS Curve Help Numbers r Concrete P�lh r T 1 - Thinking mNRMCA Imaskinnple wutltl PortlanO CemtRswtlatlon - LMG LAND MANAGEMENT GROUP iHc. Environmental Consultants Mr. Tim Clinkscales mounte Engineering, Inc. Cinema Drive nineton. NC 28403 ECEIVE JUL 2 8 2017 gY: July 24, 2017 RE Stormwater infiltration study for the proposed stormwater control measures associated with the proposed Lewis Road Dry Stack Marina Project, Pender County, Hampstead, NC. Mr. Clinkscales: riday, July 21, 2017, Land Management Group, Inc. evaluated the stormwater SCM areas iated with the proposed Lewis Road Dry Stack Marina Project, Pender County, Hampstead, The purpose of the evaluation was to describe the soil profile, quantify the depth to the nal high water table (SHWT) and quantify infiltration rates for the project engineer. The led soil boring locations are shown in Figure One. c1 \ I \\ \ QA...../ ,i - ` i .art • o _,_� .. /1 \\.\ \`�� 1 `y All IIecorded depths are from the existing surface as noted in the soil profile description in Appl-ndix B. The site appears to be a landscaped primarily with turf grass (see Test Area Map Appi ndix A, soil profile descriptions in Appendix B.). LMG was asked to determine the infilttration rate at the four preselected locations in the proposed SCM areas. The site was tested at a depth within 24 inches above the seasonal high water table (SHWT) at each boring location (math ked by wooden stakes and orange ribbon). Soil permeability was tested using a Double Ring Infiltrometer method taken from Methods of Soil Analysis, 2000. The turf layer was removed and all tests were conducted in bare soil. The soils on this site are mapped as the Pactolus fine sand soil unit the Soil Survey of Pender County (USDA, 1991). Soil borings 1-4 are confirmed as the Pactolus Soil Type (see Appendix B). The Pactolus soil can best be described as alluvial and aeolian marine sandy sediment formed on low ridges and stream terraces in the Coastal Plane. Official series description for the Paci olus soil series is shown in Appendix B for comparison. In s it boring 4 a minor amount of fill was encountered in the upper five inches overlying a sorrewhat poorly drained variant of the Pactolus soil type. The surface of the buried soil was higher in organic matter but appeared to have very little coarse vegetative matter present. Infiltration tests were conducted in the sediment below the existing root mat at each bore hole m. Boring 4 infiltration tests were conducted in the buried surface and in the soil below the I surface. It is recommended that the buried surface soil be removed and back filled with sand to maintain the 24 inch separation from the bottom of the SCM to the SHWT. seasonal high water table (SHWT) is normally evident by observation of redoximorphic res suggesting past conditions of saturation and reduction. The evidence of SHWT was I to be at 19 in boring 4 to as deep as 31 inches in boring I from the existing surface. One shows both the SHWT and the measured infiltration rate for the preselected boring Detailed soil profile descriptions are shown in Appendix A. Th test results for borings I through 4 are shown in Table One. B I was conducted at 8 inches be[ w ground surface (BGS) and had an infiltration rate of 12.93 in/hr. B2 was conducted at 2 inc es BGS and had an infiltration rate of 7.07 in/hr. B3 was conducted at 2 inches BGS and had an nfiltration rate of 8.49 in/hr. B4 was conducted at 5 inches BGS and had an infiltration rate of 2.611 in/hr. B4 was also conducted at the sandier material below the old surface at 9 inches BGS had an infiltration rate of 7.39 in/hr. LMG recommends utilizing fifty percent of the sured rate as the design infiltration rate for the proposed SCM areas as shown in Table 1. Table 1. Bore SHWT BGS inches Test Depth (Inches Infiltration Rate (inches perhour) 50% Reduction in/hr BIN 31 8 12.93 6.47 B 24 2 7.07 3.54 B 27 2 1 8.49 4.25 84 19 5 2.61 1.31 64 19 9 7.39 3.70 In s mmary, this site has an area that is proposed for stormwater SCM placement. This area has soil with a seasonal high water table that ranges from 19-31 inches at the boring locations from the Lil surface as shown in Table 1. It is recommended that all surface soil root mat and tation be removed and backfilled with clean sand where applicable. The soils in boring 4 are ested to be excavated and back filled with clean sand below the buried surface soil layer and bac filled with clean sand to create the required 24 inch separation to the SHWT. The measured infi tration rates exceed the minimum 0.52 inches per hour at each location as shown in Table 1. It i recommended that 50% of the recommended rates be utilized for design purposes Please do iesitate to contact me if you have any questions with this report. If you have any questions it this report or need any additional information I may be reached at 910-452-0001, 910-471- or at nhowell(@,Imgroup.net . holas "Nick" P. Howell Licensed Soil Scientist 91294 \ CPSS #328892 Soil Classifier #113 www.lmgroup.net • info@lmgroup.net • Phone: 910.452.0001 • Fax: 910.452.0060 3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 „k rr ti An6 its`. +.`;�•?r,r wi ��,A 0.r''S N w r✓ram �Yi tip.'. ...`. {fir / •,,�.r .r r, �.. �~� P `Ci ns`�.;�� *'\, .2. L,.,,'f f5 BI i •�!""i fir,. 1 ,•� •B4 `. f.. Goo'gWE8fti1, d c ig 4.0-1% Slope Somewhat Poorly Drained variant of Pactolus - 0-5" Mixed Clean Sandy Fill -9" 10YR 3/1, Loamy Sand, granular, friable, non sticky non plastic. 9-19" 10YR 3/3, Sand, granular, very friable, non sticky non plastic. 9-30" 1 OYR 3/4 with 1 OYR 3/6 RMF mottles 1 OYR 6/2 depletions, Loamy Sand, grained, loose, non sticky non plastic. 30-48" 10YR 6/2, Sand, single grained, loose, non sticky non plastic. Water: 26" 19" terminated due to heaving sand ig 3 0-1% Slope, Pactolus Soil Type -4" 10YR 3/3, Sand, granular, very friable, non sticky non plastic. 4-14" 1 OYR 4/4, Sand, single grained, loose, non sticky, non plastic. 14-27" 10YR 5/6, Sand, single grained, loose, non sticky, non plastic. 27-44" 1 OYR 6/4 with 1 OYR 6/2 depletions and 1 OYR 5/6 RMF mottles, Sand, grained, loose, non sticky, non plastic. 44-50" 1 OYR 6/1 with IOYR 6/4 RMF mottles, Sand, single grained, loose, non non plastic. ,al Water: 31" 27" terminated due to heaving sand ing 1 2% Slope, Pactolus Soil Type 0-4" 1 OYR 3/3, Sand, granular, very friable, non sticky non plastic. — 4-12" 1 OYR 4/3, Sand, single grained, loose, non sticky, non plastic. —12-31" 10YR 5/6, Sand, single grained, loose, non sticky, non plastic. — 31-60" 1 OYR 6/6 with 1 OYR 6/2 depletions and 7.5YR 5/6 RMF mottles, Sand, ;le grained, loose, non sticky, non plastic. Water: 36" 31" ling 2 2% Slope, Pactolus Soil Type - 0-13" I OYR 3/3, Sand, granular, very friable, non sticky non plastic. —13-24" 10YR 4/4, Sand, single grained, loose, non sticky, non plastic. — 24-28" 1 OYR 4/3 with 1 OYR 5/2 depletions and 1 OYR 3/6 RMF mottles, Sand, gle grained, loose, non sticky, non plastic. — 28-50" 1 OYR 6/2 with IOYR 3/6 RMF mottles, Sand, single grained, loose, non non plastic. i1 Water: 27" 24" terminated due to heaving sand Appendix C Published Description and Chemical and Physical Properties Of the Pactolus Soil Series LOC4TION PACTOLUS NC+AL FL SC VA Established Series Rev. 11-PLT SERIES 1(s): 133A, 153A SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh, North Carolina Class: Very deep rge Class: Moderately well to somewhat poorly drained ability: Rapid e Runoff: Slow Material: Sandy fluvial and marine sediments 0 to 6 percent Annual Air Temperature (type location): 63 degrees F. Annual Precipitation (type location): 48 inches CLASS: Thermic, coated Aquic Quartzipsamments TY�ICAL PEDON: Pactolus loamy sand --cultivated. (Colors are for moist soil unless otherwise stated.) to 8 inches; dark grayish brown (I OYR 4/2) loamy sand; weak fine granular structure; very friable; m fine roots; moderately acid; clear wavy boundary. (5 to 14 inches thick) Cl -8 to 15 inches; light yellowish brown (I OYR 6/4) loamy sand; single grained; very friable; few fine roo s; moderately acid; clear wavy boundary. (4 to 8 inches thick) 15 to 25 inches; brownish yellow (10YR 6/6) loamy sand; single grained; very friable; few fine roots; strongly acid; gradual wavy boundary. (8 to 12 inches thick) 03 -25 to 40 inches; light yellowish brown (10YR 6/4) loamy sand; common medium distinct light gray (I 9YR 7/1) iron depletions; single grained; very friable; few fine roots; strongly acid; gradual wavy boundary. (10 to 20 inches thick) 40 to 80 inches; light gray (10YR 7/1) loamy sand; common medium distinct brownish yellow (10YR soft masses of iron accumulation; single grained; very friable; very strongly acid. s LOCATION: Pitt County, North Carolina; about 4 miles north of Grimesland on SR 1566, 350 feet of intersection SR 1564; 80 feet northeast of bam, 10 feet east of path. IN CHARACTERISTICS: of sandy horizons: 80 inches or more. The 10 to 40 inch control section contains 10 to 25 percent h to Bedrock: Greater than 80 inches h to Seasonal High Water Table: 18 to 36 inches, December to April Reaction: extremely acid to strongly acid except where the surface has been limed or Ap horizon: )lor--hue of I OYR or 2.5Y, value of 3 through 6, and chroma of 1 to 4 :xture--loamy sand, loamy fine sand, sand, or fine sand horizon (upper part): tlorhue of I OYR or 2.5Y, value of 5 to 7, and chroma of 3 through 8 :xture--sand, loamy sand, fine sand, coarse sand, or loamy fine sand horizon (lower part): rlorl OYR or 2.5Y, value of 5 to 8, and chroma of 3 or 4 :xture--sand, loamy sand, fine sand, coarse sand, or loamy fine sand iic features --iron depletions with chroma of 2 or less may occur in some pedons within a depth Iron masses in shades of yellow, brown, or red are found in some pedons. The tipper part of the C horizon has hue of 1 OYR or 2.5Y, value of 5 to 7, and chroma of 3 through 8. The lowe{ part of the C horizon has hue of 1 OYR or 2.5Y, value of 5 to 8, and chroma of 3 or 4. Iron depletions in sh des of gray are at depths of less than 40 inches, and may occur within a depth of 20 inches. The lower C horizon in some pedons is mottled with redoximorphic features in shades of gray, yellow, brown, or red. Clean sand grains are in the lower part of the C horizon in most pedons. Texture is sand, loamy sand, fine sand coarse sand, or loamy fine sand. The g horizon, where present, has hue of I OYR or 2.5Y, value of 5 to 7, and chroma of I or 2. Soft mas es of iron accumulation in shades of red, yellow, or brown range from none to many. Texture is the sam� as for the C horizon. 4PETING SERIES: ley soils --somewhat poorly drained soils (seasonal high water table 18 to 36 inches)with 5 to 10 :nt silt plus clay in the 10 to 20 inch control section ah soils --somewhat poorly drained soils (seasonal high water table 18 to 36 inches) with 5 to 10 rat silt plus clay in the 10 to 20 inch control section s soils -moderately well to somewhat poorly drained soils (seasonal high water table 18 to 36 inches) buried A horizons within a depth of 40 inches GRAPHIC SETTING: cape: Coastal Plain brm: Stream an marine terraces lion: 25 to 120 feet above mean sea level t Material: Loamy and sandy fluvial sediments and marine sediments Annual Air Temperature: 59 to 70 degrees Annual Precipitation: 38 to 60 inches Free Period: 210 to 270 days GEOGRAPHICALLY ASSOCIATED SOILS: 9I 11 c! soils --somewhat excessively drained soils (seasonal high water table greater than 60 inches)with a midimum of 10 percent silt plus clay in the control section Ke to sville soils --well drained soils (seasonal high water table greater than 48 inches) in loamy particle size class on slightly higher landscapes I. Sonia soils --well drained soils in coarse -loamy family on slightly higher landscapes Os er soils --poorly drained soils (seasonal high water within 12 inches of the surface for 3 to 6 months in most years) on lower parts of the landscapes Troup soils --somewhat excessively drained soils (seasonal high water table greater than 60 inches) in loamy particle size class on higher landscapes W ram soils -well drained soils (seasonal high water table greater than 72 inches) with loamy particle size class on higher landscapes : AND PERMEABILITY: Drainage Class: Moderately well to somewhat poorly drained : Rapid AND VEGETATION: r Uses: Mostly cultivated inant Vegetation: Where cultivated --corn, soybeans, peanuts, improved pasture grasses, tobacco, and crops. Where wooded--loblolly pine, longleaf pine, sweetgum, blackgum, red maple, water oak, w oak, and black cherry, gallberry, inkberry, blueberry, huckleberry, greenbrier, sassafras, and switch IBUTION AND EXTENT: ition: Florida, Georgia, North Carolina, South Carolina, and Virginia Moderate R unicnuu�mmuia i� �u _____ 217301 Re 6 N 0408 PMDeN0016 Fee Aml: %' 00 Papa 1 of 4 Exdae Tar: 83.700 00 Pander CowN Nonh Carolina Sh enLeer INIOOUghby, Register of Desds Bk 4632 PG 1798 - 1801 (4) NORTH CAROLINA GENERAL WARRANTY DEED Parcel Identifier No. 5'.>7eTY- 0%._TeTS,Y1Y �flerified by Mail/Box to: Jellrey P. r cete This instrument was prepared County on the _ day of , 20_ Brief description for the Index: PARTTRACT41 AND TRACT#2 OF THE EVA LEWIS LANDS THIS DEED trade this 15th day of November , 2016 , by and between Roy Wayne Mathews and Patsy Rose Mathews 148 Redd Banks Lane Hampstead,NC 28443 Hampstead Investment Holdings, LLC 60 Gregory Road, Suite I Belvillc,NC 28451 Enter in appropriate block for each Grantor and Grantee: name, mailiag address, and, if appropriate, character of entity, e.g. corporation or partnership _ The desigoution Grantor and Grantee as used berein shall include said parties, their -heirs, successors, and assigns, and shall include singular, plural, masculine, feminine or neuter as required by context. W ITNESSETH, that the Grantor, for a valuable consideration paid by the Granme, the rweipt of which is hereby acknowledged, has and by dme presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot, parcel of land or condominium unit situated in the City of Hampstead I Township, Pender County, North Carolina and more particularly described as follows: See attached Exhibit "A". The property hereinabove described was acquired by Grantor by instrument recorded in Book � 11,241f page a%H All or a portion of the property herein conveyed _ includes or _X_ does not include the primary residence of a Grantor. A map showing the above described property is recorded in Plat Book 15 page 80 Peso 1 of 2 NC By Associstioo Four No. 3 O 1976. Revived O 1977, 2002. 2013 Ibis a.Ward form has bees epprovW by Prisnd by Asreemear wW the NC Bar Aswcistiw -1981 North C.U. It. Arsocisdos - NC Bar Fun No. 3 4 ECEI Y E JUL 28 2017 BY: TO HAVE AND T'D HOLD the aforesaid lot or parcel of land and all privileges and appurtaoances thcreto belonging to the Grantee in fee simple. And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever, other than the following exceptions: Covenants and Restrictions of record; Easements of Record; Applicable Zoning and Land Use Laws and/or Ordinances pertaining to the use of the premises; Taxes to be assessed. Sk 4832 IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above wrinen. Pn 1 7qq (Entity Name) Mot/Type Narrle & By: Print/Type Name & Title: Print/Type Name: By: (SEAL) Primllype No= & Title: Print/Type Name: State of ,North Carolina - County or City of Pender 1, the undersigned Notary Public of the County or City of Pender _ and State aforesaid, certify that Roy Wayne Mathews and Patsy, Rose Mathews _ personally appeared before me this day and acknowledged thedue execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial stamp or seal this 15�h day of November 20 16 STEPHANIE B. OTT NOTARY PUBLIC My Commission Expires: !% Z5--,;-7V0 Brunswick County, North Not Public (Affix Seal) Printed or Typed Name State of - County or City of I, the undersigned Notary Public of the County or City of and State aforesaid, certify that personally appeared before me this day and acknowledged thedue execution of the foregoing instrument for s my hand and Notarial stamp or seal this _ day of 2oSSTEPHANIE B. OTTAWAY NOTARY PUBLIC My Cotmnission Expires: County, North CetVoh (Affix Seal) Notary's Printed or Typed Name Public Store of - County or City of 1, the undersigned Notary Public of the County or City of and State aforesaid, certify that personally came before me this day and acknowledged that _he is the of —a North Carolina or corporation/limited liability company/genual parmership/limited partnership (strike through the inapplicable), and that by authority duly given and as the act of such entity, _he signed the foregoing instrument in its name on its behalf as its act and deed. Witness my hand and Notarial stamp or seal, this _ day of , 20_ My Commission Expires: (Affix Seal) NC Bu Assaciadoo Farm No. 3 O 1976, Revisal O 1977, 2002. 2013 Printed by Apoern of m0i arc NC By Association -19a1 Public Notary's Printed or Typed Name Pop 2 of 2 7hls uandW room has beea appmvrd by: NoM Cmolim B. Association -NC nor I. No. 3 Sk 4632 EXHIBIT Pg 1800 LOCATED IN TOPSAILTOWNSHIP, PENDER COUNTY, NORTH CAROLINA, AND BEING DESCRIBED AS FOLLOWS: TRACT I: LOCATED INTOPSAILTOWNSHIP, PENDER COUNTY, NORTH CAROLINA, ADJACENT TO AND NORTHWEST OFTOPSAIL SOUND AND BEING MORE FULLY DESCRIBE) AS FOII.OWS,TO WIT: BEGINNING AT AN EXISTING IRON PIPE THAT MARKS THE NORTHEASTERN MOST CORNER OF TRACT NO.1 OF THE MRS. EVA LEWIS LAND DIVISION, SAID IRON PIPE BEING IN THE SOUTHWESTERN LINE OF TRACT NO2 AT THE SOUTHEASTERN TERMINUS OF SECONDARY ROAD NO.1564 AS SHOWN ON A MAP OF SAID DIVISION BEING DULY RECORDED IN MAP BOOK 15. AT PAGE 80 OF THE FENDER COUNTY REGISTRY; AND RUNNING THENCE, FROM THE BEGINNING, SO LOCATED, (1) WITH THE DIVIDING LINE BETWEEN TRACT NO. I ANDTRACT NO2 OF THE ABOVE SAID EVA LEWIS DIVISION SOUTH 37 DEGREES 23 MINUTES 00 SECONDS EAST 157.10 FEET (PASSING OVER AN INLINE IRON PIPE AT 147.70 FEET) TO A POINT ON THE EDGE OF A CONCRETE BULK READ; THENCE, (2) ALONG SAID BULK HEAD SOUTH 74 DEGREES 45 MINUTES 21 SECONDS WEST 100.00 FEET TO A POINT ON SAID CONCRE4TE BULK HEAD; THENCE, (3) NORTA 26 DEGREES 47 MINUTES 19 SECONDS WEST 140.38 FEET TO AN IRON STAKE IN LINE; THENCE, (4) TO AND WITH THE DIVIDING LIVE BETWEEN TRACT NO.1 AND THE SOUTHEASTERN TERMINUS OF SECONDARY ROAD NO.1564 NORTH 68 DEGREES 09 MINUTES 00 SECONDS EAST 6935 FEET (PASSING OVER AN INLINE IRON STAKE AT 7.05 FEET) TO THE BEGINNING CONTAINING 0278 ACRES, MORE OR LESS, AND IS AS SURVEYED BY THOMPSON SURVEYING CO., PA., OF BURGAW, NORTH CAROLINA DURING MARCH 1995. THE ABOVE DESCRIBED TRACT BEING A PORTION OF TRACT NO. I OF TIIE MRS. EVA LEWIS LAND DIVISION AS SIIOWN ON A MAP OF SAME BEING DULY RECORDED IN MAP BOOK 15. AT PAGE 80 OF THE PENDER COUNTY REGISTRY. Sk 4612 Pn 7R(17 THIS CONVEYANCE IS ALSO A PORTION OF LOT NO.I OFTHE EVA LEWIS LAND DIVISION AS SHOWN IN MAP BOOK 15, AT PAGE 80 OFTHE FENDER COUNTY REGISTRY THAT WAS CONVEYEDTO VERNON KING LEWIS IN SEPTEMBER 1977, AS RECORDED INDEED BOOK 528, PAGE 95 OFTHE PENDERCOUNTY REGISTRY. TOGETHER WITH ALL RIGHT,TTTLE AND INTEREST OF GRANTOR IN AND TO. TILE PROPERTY LYING BETWEEN THE SOUTHEASTERN LINE(CONCRETE BULKHEAD) OFTRE ABOVE-DESCR®ED PROPERTY ANDIME CENTERLINE OF THE INTRACOASTAL WATERWAY THAT UES BETWEEN THE FOLLOWING TWO LINES: (1) THE PROJECTION OF THE FIRST CALL INA SOUTHEASTERLY - DIRECTION SOUTH 37 DEGREES 23 MINUTES 00 SECONDS EAST FROM THE POINT ON THE EDGE OF A CONCRETE BULKHEAD (THE CORNER AT TIE; END OF THE FIRST CALL) TO THE CENTERLINE OF THE INTRACOASTAL WATERWAY, AND _ (2) THE PROJECTION OFTHETIHRD CALL INA SOUTHEASTERLY DIRECTION SOUTH 26 DEGREES 47 MINUTES 19 SECONDS EAST FROM A POINT ON THE CONCRETE BULKHEAD (THE CORNER AT THE END OFTHE SECOND CALL) TO THE CENTERLINE OFTHE INTRACOASTAL WATERWAY. komal1PR BEING ALI, OF LOT 2, CONTAINING 1.94 ACRES, AS SHOWN ON MAP OFTHE DIVISION OF LANDS OF MRS EVA LEWIS RECORDED IN MAP BOOK [SAT PAGE 80 OF THE PENDER COUNTY REGISTRY, REFERENCE TO WHICH SAID MAP IS HEREBY MADE FOR A MORE PARTICULAR DESCRIPTION. SIGN UP SHEI:'r MEETING Lewis Road Dry Stack Proposal SW Express Meeting Lewis Road Pender County 7/26/2017 Name Agency Phone Email Cameron Weaver NCDEQ-DEACS 91.0-796-7303 Cameron.Weavet'@ncdenr.,pv L i�o�2 L e<.N S NC LEK9 0/ -79 34 V �sy�a VaMva las Logan 61WS 9io-33� 3�a ✓ l anllawc�5.�owl (/ L?lo - 7`I(� 7v 7 e/kr�l1 %oo�a c%vE R!/ 4-7 NCDENR WILNI NGTON REGIONAL OPPICE 127 CARDINAL DRIVE WILMINGTON, NC 28405 910-796-7215,FAX 910-350-2004 North Carolina Department of Environmental Quality SCOPING MEETING REQUEST Please complete all the information below. Call and email the appropriate coordinator with the completed form. • Asheville Region -Alison Davidson 828-296.4698; alison.davidson(alncdenr.gov • Fayetteville and Raleigh Regions - David Lee 919-791.4204; david.lee(&,ncdenr.pov • Mooresville and Winston-Salem Regions — Marcia Allocco 704.235.2107; marcia.allocco0mcdenr.aov • Washington Region -Lyn Hardison 251-948-3841; Iyn.hardison(�ncdenr.aov • Wilmington Region - Cameron Weaver 910-796.7303; cameron.weaver(tncdenr.gov Project Name: Lewis Road Dry Stack Boat Storage County: Pander Applicant: D Logan Company: Hampstead Investment Holdings, LLC Address: 60 Gregory Road, Suite 1 City: Belville State: NC Zip: 28451 Phone: 910.452.7175 Fax: nla Email: dlogan()loganhomes.com Physical Location of Project: Lewis Road, Pander County Engineer/Consultant: Steve Morrison Company: Land Management Group, Inc. Address: 3805 Wrightsville Avenue, Suite 15 City: Wilmington State: NC Zip: 28403 Phone: 910-452-0001 Fax: 910-452-0060 Email: smorrison(rDlmgroup.net Please provide a DETAILED project narrative, pdf site plan and a vicinity map with road names along with this Request form. The project narrative should include the following when available: Existing Conditions- List of existing permits, previous project name(s) or owner name(s), existing compliance or pollution incidents, current conditions or development on site, size of tract, streams or wetlands on site', stream name and classification, historical significance of property, seasonal high water table elevation, riparian buffers, areas of environmental concern, setbacks Proposed- Full scope of project with development phase plan, acreage to be disturbed, wetlands to be disturbed, waste treatment & water supply proposed, soils report availability, % impervious surface, stormwater treatment and number of bmps, public or private funding. 'Relative To Wetlands — Federal and coastal wetlands most be delineated by a US Army Corps Regulatory Official, Coastal Management Field Rep or a qualified environmental consultant prior to undertaking work such as filling, excavating or land clearing. The delineations must be approved by the US Army Corps of Engineers (USACE) andlor the Division of Coastal Management. Wetland delineations are valid for a period not to exceed five years from date of USACE approval. Please provide estimated investment & expected employment numbers: $1.972 million, estimated 6 Jobs For the scoping meeting, it is best to provide a list of questions and topics of concern. It is helpful to know what you hope to gain from the meeting. Please have thoughts and presentations organized as much as possible to make the best use of time. Agencies Involved: Check all agencies that may be involved with project: ® Marine Fisheries ❑ National Marine Fisheries ❑ U.S. Fish & Wildlife ❑ NC Wildlife Resources ® Coastal Management ® Land Resources (® Stormwater ®Erosion Control) ® U.S. Army Corps of Engineers ® Shellfish Sanitation ®Water Resources: (® 4011buffer ❑ NPDES ❑ Non -discharge ❑ Public Water Supply) ❑ Air Quality ❑ Solid Waste ❑ UST ❑ Hazardous Waste _ ❑ Other _ - ❑ Other_ ❑ Other_ ❑ Other _ ❑ Other NCDEO Scoping Meeting March 2016 LMG LAND MANAGEMENT GROUP rec. Environmental Consultants 4/27/ 17 Cameron Weaver NCDEQ 127 Cardinal Drive Extension Wilmington, N.C. 28405-3845 Re: Scoping Meeting Request, Lewis Road Dry Stack Boat Storage, Hampstead Investment Holdings, LLC, Pender County Dear Cameron, On behalf of Hampstead Investment Holdings, LLC, 1 am requesting a scoping meeting for the Lewis Road Dry Stack Boat Storage project on Lewis Road in Pender County. The applicant has received a conditional rezoning recommendation from the County Planning Board and the Pender County Commissioners will meet on May 15`h to take up the matter. I have enclosed the project narrative that was prepared for the conditional rezoning by Paramounte Engineering. It contains some of the information requested for the scoping meeting. In addition to the conditional rezoning narrative, we are providing the following additional information: There is an existing CAMA Major Permit (Number 98-15, issued 9/28/15, expires 12/31/19) obtained by the former owners Roy Matthews and Ron Baxley for the ship's store/bait shop parcel of the subject property formerly known as Channel Marker 90 Seafood Marina. That permit authorized the addition of an 8'x80' floating dock to supplement the existing fixed dock system. The approved total number of boat slips is 9. That floating dock has since been installed. A bulkhead also exists along the shoreline of this parcel and the adjoining vacant parcel of the subject property. The existing structures appear to be in compliance with the CAMA permitting and there are no known incidents of pollution. According to Paramounte Engineering, an earlier CAMA Major Permit (Number 40-05, issued 1/13/06, expired 12/31/08) was authorized for bulkhead and pier construction. The proposed facility includes dry stack slips with a capacity for 224 boats which are to be leased. The range of boat sizes to be stored is 20' to 30' in length. All docks will be for temporary tie up for launch, loading and unloading and retrieval. No permanent wet slips are proposed. Bulkhead reinforcement in its current location near the south end of the waterfront for the forklift launch site is included. www.lmgroup.net • info@lmgroup.net • Phone: 910.452.0001 • Fax: 910.452.0060 3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402 The project property is located on Topsail Sound and the water quality classification is SA, HQW. According to NCDEQ, there is a 100' prohibited shellfishing area extending from the former Sloop Point Boathouse Marina and the former Channel Marker 90 Seafood Marina. Boating access to the Intracoastal Waterway is through a dredged channel approximately 300' to the northeast. Information on any past dredging in front of the subject property is currently unknown. The only wetland on the subject property is the coastal wetland fringe beginning at the toe of the existing bulkhead on the vacant parcel. The seasonal high water table on the parcel proposed for the dry stack operation ranges between 22" and 36" below the soil surface. The 75' coastal shoreline Area of Environmental Concern (AEC) and 30' buffer extends landward of the normal high water line, which is located at the toe of the existing bulkheading. For the proposed project; the total impervious surface area would be 7917 sf within the 75' AEC (37%) and 64,754 sf total for the overall property. This does not take into consideration the use of pervious paving materials. The project will be privately funded. Please contact me with any questions that you may have regarding this scoping meeting request. Sincerely, Steve Morrison Environmental Consultant Encl: Scoping Meeting Request form, conditional rezoning narrative, vicinity map, development plan, soils report Cc: Hampstead Investment Holdings, UC www.lmgroup.net • info@lmgroup.net • Phone: 910.452.0001 • Fax: 910.452.0060 3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402 PA RAMOUNTE E N G 1 Date: 16 March 2017 Lewis Rd. Drystack Conditional Zoning Map Amendment The requested rezoning is submitted by Paramounte Engineering, Inc. on behalf of the applicant, Hampstead Investment Holdings, LLC. This request's subject parcels located on the Intracoastal Waterway at the end of Lewis Road and described as parcel ID numbers 4224-02-5093-0000 and 4224-01-5894-0000, totaling ±2.22 acres. One of these two parcels currently operates as a ship's store/ bait shop while the other tract is primarily undeveloped. Boats are stored on the property now, but not in the form of a drystack. The parcels are currently zoned Residential Performance (RP) zoning. The applicant requests a conditional rezoning to General Business (GB) to create water -related businesses similar and compatible with the ones existing in this area of Lewis Rd. While these subject tracts and all others adjacent to them are zoned RP, the existing uses on these subject parcels and on the surrounding tracts are all operating as water -related businesses/uses or water access recreation areas. The subject parcel is located at the end of Lewis Rd. and contains a ship store and bait shop. Both parcels have direct access to the Intracoastal Waterway as well as Lewis Rd. A large boatyard is currently operating directly behind and to the east of the two subject tracts and adjacent to Lewis Rd. A private Pecan Grove boat ramp and associated building are located immediately to the southwest of the subject parcels. The state boat ramp and associated parking is located one parcel away and across Lewis Rd. to the west/southwest from the two subject tracts. The nearest residential homes are located almost one quarter mile away to the north of the County boat ramp facility and north/northwest of the boatyard on Lewis Rd. No adjacent property to the subject parcels is used as single family home sites. Because all the surrounding uses are compatible with the proposed use of the subject parcels, we respectfully request consideration for a conditional rezoning to GB to continue operation of the existing ship's store and add the drystack use to the property. The subject parcels have existing wells in operation for the ship's store that are planned to remain in operation. In addition, a previously permitted potable well exists to serve up to seven 2-bedroom mobile homes on the land. At a minimum, the capacity of this well is estimated to be 1680 gpd based on 240 gpd for each mobile home. Land Management Group performed a preliminary soil assessment for the subject properties. The results assure an equal amount of wastewater can be treated in on -site septic (1680 gpd). The flow generated for the dry stack boat storage and existing store, using the 2T sewer rules is based on the number of employees under the general business use. We estimate 6 employees maximum for the new drystack facility. Total, this will generate a flow of 150 gpd based on 25 gallons per employee. The same flow will apply for the potable water usage. The boat 2 2 C I N r M Y D R I V E, W I L M I N D T D N, NO 2 O 9 O P H t 1 9 1 0 1 7 9 1- 8 7 D 7 F A x I 1 9 1 0 1 7 9 1- 8 7 6 0 Page 2 of A washing activity will use a separate, non -potable well and will be permitted and constructed without affect to the project's domestic water use. This project employees the following: Pender County LIDO Section 7.14.B.2 "LID Projects in the RA, RP, GB, OI, and IT zoning districts shall be allowed a 50% reduction in the Minimum Lot Width, Minimum Chord Length at ROW Line for "cul de soc's", Minimum Front, Side, and Rear Yards, and Minimum Required Structure Separation" The above section allows for a reduction in setbacks making this parcel capable of achieving the prosed 43' dry stack structure height. The project is being designed to meet the County's section 7.14 LID standards and will be certified as an LID project under such guidelines. A soils consultant performed the necessary soil testing to verify the viability of the soils to handle infiltration/ LID practices. The results confirm that the soils can support either of the options proposed on this project. The plans show two stormwater/LID options since the project has not gone through the full design and permitting process. As the project moves forward, and the full design informs the best option for this site, one of the two options will be selected. In the interested of informing the staff and boards of our intentions, we show both the option of using pervious asphalt or concrete to allow infiltration throughout the site AND the option of underground infiltration trenches/piping with an infiltration basin. Both are approved LID options suitable to handle this site's stormwater. we will use the recommendation of professionals that construct these types of facilities and on the final necessary bearing capacity of the parking surface to inform the best option for the site. In either scenario, we will be providing the necessary storage to meet the various regulatory agency's mandated storm requirements with no direct discharge to the waterway. The proposed project will not exceed the 100 AM/PM peak hours trips triggering a TIA. Although there is no exact drystack use identified in the Trip Generation Manual, we did use a more intensive marina use for the site. The 224 drystacks using the marina use produced 663 daily trips with 18 AM peak hours trips and 43 PM peak hour trips. However, the dry stack uses will be under these trip generations as it is limited public water access and the use is geared toward weekend boaters. After consultation with Pender County Planning staff, we are requesting this conditional rezoning to GB as suitable uses/zoning for the site to maintain and offer a new business compatible with the surrounding land uses. As this project is in keeping with adopted 2009 Pender County Future Land Use Plan's "Mixed Use" designation and the conditional zoning will not change existing land use patterns or alter the character of the area, the applicant respectfully requests consideration of the conditional rezoning of the these parcels. Page 3 of 4 Post TRC Revisions: TRC comments brought forth questions about general operations and maintenance of the drystack facility. The applicant is working with a dry stack operator to develop this project, and that entity outlined the daily operations as follows: A dry stack is a business, usually with 3 employees to 6 employees, who oversee daily operations and take the boats to the water and store them after use. A drystack is not for the general public to put boats in the water. A drystack is a paid service for people that do not want to transport their boat back and forth on a trailer to the water. There is an important distinction to be made. Drystacks with holding docks are not marinas. There is no fee charged to park the boat at the dock. Nor do the boats stay at the docks for an extended period of time. The docks are a necessary part of a drystack operation. The drystack business stores boats and manages everything that happens to the boat on the drystack property. The dock master runs the overall operations and oversees maintenance of the boats and equipment. The administrative portion of the business handles sales and accounts. The forklift drivers use forklifts to remove and place boats in and out of the drystack racks as well as deliver the boats to the water and tie them to a holding dock until the owner is ready to get in the boat and drive away. The holding docks are for temporary boat staging. People generally call the drystack operators on the way to the drystack and request a time to place the boat in the water. The owner shows up, settles any outstanding accounts with the administration, and is free to get on his boat and leave. Generally, boats are in the holding area for 30 minutes at one time. The drystack operates from dawn to dusk in good weather and reduced hours in colder months. If an owner returns after the drystack Is closed for the day, he knows to leave his boat at the holding dock and the drystack operator will put it away in the morning. The boats are washed down before being put away, and that wash down has a filtration system under the boat wash that filters debris, oil, fuel and other potential pollutents into a filter tank. These tanks do require maintenance approximately every year. It is the drystack's responsibility to hire the filter clean out service. The drystack will operate with two boat lifts that put boats in the water. There is one pier and one shoreline -area dock existing on site now. This could handle approximately 3% of the boats in a holding capacity and the drystack operators say 10% holding docks is preferred. The applicants plan shows holding docks suitable to handle 10% of the drystack's boats. This higher quantity of holding docks helps alleviate congestion on the mainland operations side of the drystack, so we ask the board to consider the extra docks as the most efficient way to run this type of business. The future holding docks do need CAMA approval and there is a long process of design and review to permit and build these temporary staging areas. The plan shows a concept of the arrangement we would like to have, but the CAMA permitting process may alter the number, location, size, etc. of the holding docks. The applicant will work through that process with CAMA, the County planning staff and all other regulatory agencies. Page 4 of 4 At TRC, we received questions about the parking provided. We provide the required parking for the use per the County's code. The site plan is compliant with the code, and the drystack operator tells us the parking is adequate for his needs based on the company's experience with use of these types of facilities. Other TRC comments have been addressed on the attached plans and in the response letter. We appreciate review and consideration of this drystack business being allowed to operate on this land that is not currently zoned to accept the business, but that is surrounded by similar water -dependent boating facilities. r� v\ \ �a EA STING LAND USE TYARD CEEB LEWIS 062021. PG 38 PB 15, Pc IT.GRAVEL tDELINETAION t sae e: \ .I VAPCcL 3'S r A_ EaSTWG IAND USE \ \ - �¢ / / •' BOATIN \ 0i PIN4 42$0.-D810 \ " MARK L`31 \ \ \ -llb LIa Is It, n �IAll Y� tl0 Al PING -]999 \ .\. -\I / :••• /• I�I 'R.-,. PECAN PN GRGROVE STING MDVS PLA^IIATION,HOT. SVaT€FtT�R2RIE58 /YY DB37SO.PG f49 WBDLIPE � O-0A]1-0P1A0A]t P649PG 1W PN422 TINGEAND USE, VACANT NC. An \ p ULAIS SCJFORCOAIM1eOAt TRAILER ERX!IwS4PqT. NO US 'E B OA PARXPG DO 3750.G157 \ 1POSEA i'����� VV NORTH EXISTING CONDITIONS MAP LSCALE. i" = 40' GRAVEL DELINEATION FLOOD ZONE X STING AND USE: 4TE FI HERIES & 3LIFE OAT RAM' 44 422-02-0107 N.C. TATE AN OFFICE B 3 50, PG 167 P 50, PG 36/ BEMIC TANK \ nwr j \ / FLOOD ZGNE GRAVEAE-8 L \ PIN# 4224-01 5894 0000 O HAMPSTEAD INVESTMENT HOLDINGS, LLC OB /) 32. PG 1798 PEB 15. 15, PG 80 PARCEL AREA 2f ZONE X 1 HDUSEp EXISTING BUILDING / LONG E=]]5 \ R'VAT GLAND US C RAMP ANCDB�AT H I Y BIf OAT LOOD \ it / ONE / �s AE 0 l tT o` Q EXIST/ BUILDING , EFEE39 Q / GRAVEL / FLOOD / ZONE i ccN RED AREA FLOOD ZONE VE40 9Oq�\ nLk§ER / .1 EXISTI SCALE: V WXWN i Hydrologic Soil Group —Pender County, North Carolina > A 4 e 2BWD 2MM Alm 2 = 2mDo aiNm 3 MS Map S®1e: 1:4,950Ipa*sOmAddsape(11'x&s,)gw . N Mores 0 9D HID 2p 300 A 0 2X1 400 am tr Map prcJerdm: Web Wa Cm axrdrHtes: WGSa4 Edge ti6: U1M Zme ION VOGS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey g 3M N'ta N ie>9D anmo aU)00 a® lBLRID s 7/3/2017 Page 1 of 4 Area of Interest (At70 Area of interest(A011 soils Soil Rating Polygons O A A/C Q B BID Q C GD D L] Not rated or not available Soil Rating Lines . . A .-s A/D .. CiD ... D . . Not rated or oot available Soil Rating Points A A!D B B/D Hydrologic Sal Group ender County. North Carolina ® V Not rated or not available Water Features Streams and Canals Transportation a++ Rails ..,� interstate Highways US Routes Major Roads Local Roads Background Will Aerial Photography MAP INFORMATION The soil surveys that compnse your AOI were mapped at 1,24.000, Wareing: Soil Map may not be vaW at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed Scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used A more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version dates) listed below. Sal Survey Area: Render County, North Carolina Survey Area Data Version 18, Sep 20. 2016 Soil map units are labeled (as space allows) for map scales 1.50.000 or larger. Date(s) aerial Images were photographed. Mar 7, 2010— Cct 17, 2010 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifbng of map unit boundaries may be evident. usDA Natural Resources Web Soil Survey 7/3/2017 Conservation Service National Cooperative Soil Survey Page 2 of 14.00! - ay.r-'•L r' n 1 • .. � ��1r�QArr � -� • -� - � •a AO v k I \\\ prod dooIS . s ON pealsdweH P8 SIMO-1