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SW8100201_HISTORICAL FILE_20111220
STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW8 [bOZC) DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE 'Zo 11 / 2.2-0 YYYYM M D D Beverly Eaves Perdue Governor December 20, 2011 NCDENR North Carolina Department of Environment and Natural Resources Division of Water Quality Coleen H. Sullins Director Carl Baker, Deputy Public Works Director USMCB — Camp Lejeune Building 1005 Michael Road Camp Lejeune, NC 28547 Subject: State Stormwater Management Permit No. SW8 100201 French Creek BEQ P-107 & P-1047 High Density Commercial Wet Detention Pond Project Onslow County Dear Mr. Baker: Dee Freeman Secretary The Wilmington Regional Office received a complete Stormwater Management Permit Application for French Creek BEQ P-107 & P-1047 on December 16, 2011. Staff review of the plans and specifications has determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We are forwarding Permit No. SW8 100201 dated December 20, 2011, for the construction, operation and maintenance of the BMP's and built -upon areas associated with the subject project. This permit shall be effective from the date of issuance until June 11, 2020, and shall be subject to the conditions and limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit. Failure to establish an adequate system for operation and maintenance of the stormwater management system will result in future compliance problems. If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an adjudicatory hearing by filing 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. Unless such demands are made this permit shall be final and binding. You should contact the OAH with all questions regarding the filing fee and/or the details of the filing process. The mailing address, telephone and fax numbers for the Office of Administrative Hearings are: 6714 Mail Service Center, Raleigh, NC 27699-6714, Telephone 919-431-3000 or visit their website at www.ncoah.com. If you have any questions, or need additional information concerning this matter, please contact Chris Baker, at (910) 796-7215. Sincerely, -� For Coleen Sullins, Director Division of Water Quality GDSI csb: S:1WQS1StormwaterlPermits & Projects12011\100201 HD12011 12 permit 100201 cc: Howard Resnik, P. E., Coastal Site Design Wilmington Regional Office Stormwater File Wilmington Regional Office One 127 Cardinal Drive Extension, Wilmington, North Carolina 28405 NOrthCaro ina Phone: 910-796.72151 FAX: 910-350-2004 t Customer Service: 1-877-623-6748 I11 Internet: www,ncwaterqualiry.org �atl1rai State Stormwater Management Systems Permit No. SW8 100201 STATE OF NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF WATER QUALITY STATE STORMWATER MANAGEMENT PERMIT HIGH DENSITY COMMERCIAL 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 USMCB — Camp Lejeune French Creek BEQ P-1017 and P-1047 Sneads Ferry Road, Camp Lejeune, Onslow County FOR THE construction, operation and maintenance of four (4) wet detention ponds in compliance with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively referred to as the "stormwater rules') the approved stormwater management plans and specifications and other supporting data as attached and on file with and approved by the Division of Water Quality and considered a part of this permit. This permit shall be effective from the date of issuance until dune 11, 2020, and shall be subject to the following specified conditions and limitations: I. DESIGN STANDARDS 1. This permit is effective only with respect to the nature and volume of stormwater described in the application and other supporting data. 2. This stormwater system has been approved for the management of stormwater runoff as described in Section 1.8 on page 3 of this permit. The stormwater controls labeled DA-A, DA-B, DA-C, and DA-D have been designed to handle the runoff from 333,858, 139,856, 115371, and 175,038 square feet of built -upon area, respectively. 3. A 50' wide vegetative buffer must be provided adjacent surface waters, measured horizontally from and perpendicular to the normal pool of impounded structures, the top of bank of both sides of streams and rivers and the mean high water line of tidal waters. 4. The tract will be limited to the amount of built -upon area indicated on page 3 of this permit, and per approved plans. The built -upon area for the future development is limited to 39,500 square feet. 5. All stormwater collection and treatment systems must be located in either dedicated common areas or recorded easements. The final plats for the project will be recorded showing all such required easements, in accordance with the approved plans. 6. The runoff from all built -upon area within the permitted drainage area(s) of this project must be directed into the permitted stormwater control system. Page 2 of 7 State Stormwater Management Systems Permit No, SW8 100201 7. The following design criteria have been provided in the wet detention pond and must be maintained at design condition: Pond A Pond B Pond C Pond D a. Drainage Area, acres: Onsite, ft .. Offsite, ft2 13.07 569,142 None 6.6 287,469 None 15.63 680,697 None 7.65 333,366 None b. Total Impervious Surfaces, ft: Onsite, ft2. Offsite ft2 333,858 333,858 None 139,856 139,856 None 115,371 115,371 None 175,038 175,038 None c. Design Storm, inches: 1.5 1.5 1.5 1.5 d. Average Pond Design Depth, feet: 5 4 4 4 e. TSS removal efficiency: 90 90 90 90 f. Permanent Pool Elevation, FMSL: 15.2 10.65 12.5 12.5 g. Permanent Pool Surface Area, ft: 27,880 13,976 13,753 15,208 h. Permitted Storage Volume, ft : 43,871 18,613 29,982 22,394 i. Temporary Storage Elevation, FMSL: 16.3 11.7 13.6 13.7 j. Pre-dev. 1 r-24 hr. discharge rate, cfs: 16.36 0.86 15.69 11.97 k. Controlling Orifice, in: 3.5 2 1.75 2.5 I. Orifice flowrate, cfs: 0.19 0.06 0.05 0.1 M. Permitted Forebay Volume,ft: 25,224 10,120 5,440 11,361 n. Fountain Horsepower 112 116 118 116 o. Receiving_Stream/River Basin: Co dels Creek 1 White Oak Stream Index Number: 19 - 23 q. Classification of Water Body: SC;NSW II. SCHEDULE OF COMPLIANCE 1. The stormwater management system shall be constructed in its entirety, vegetated and operational for its intended use prior to the construction of any built -upon surface. 2. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired immediately. 3. The permittee shall, at all times, provide the operation and maintenance necessary to assure the permitted stormwater system functions at optimum efficiency. The signed and approved Operation and Maintenance Agreement must be followed in its entirety and maintenance must occur at the scheduled intervals including, but not limited to: a. Semiannual scheduled inspections (every 6 months). b. Sediment removal. C. Mowing and re -vegetation of slopes and the vegetated filter. d. Immediate repair of eroded areas. e. Maintenance of all slopes in accordance with approved plans and specifications. f. Debris removal and unclogging of outlet structure, orifice device, flow spreader, catch basins and piping. g. Access to the outlet structure must be available at all times. 4. Records of maintenance activities must be kept and made available upon request to authorized personnel of DWQ. The records will indicate the date, activity, name of person performing the work and what actions were taken. 5. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of this permitted facility, a certification must be received from an appropriate designer for the system installed certifying that the permitted facility has been installed in accordance with this permit, the approved plans and specifications, and other supporting documentation. Any deviations from the approved plans and specifications must be noted on the Certification. A modification may be required for Page 3 of 7 State Stormwater Management Systems Permit No. SW8 100201 those deviations. 6. The facilities shall be constructed as shown on the approved plans. This permit shall become void unless the facilities are constructed in accordance with the conditions of this permit, the approved plans and specifications, and other supporting data. 7. Decorative spray fountains will be allowed in the stormwater treatment system, subject to the following criteria: a. The fountain must draw its water from less than 2' below the permanent pool surface. b. Separated units, where the nozzle, pump and intake are connected by tubing, may be used only if they draw water from the surface in the deepest part of the pond. c. The falling water from the fountain must be centered in the pond, away from the shoreline. d. The maximum horsepower for a fountain in this ponds A, B; C, and D are 112, 116, 118, and 116 horsepower, respectively. 8. If the stormwater system was used as an Erosion Control device, it must be restored to design condition prior to operation as a stormwater treatment device, and prior to occupancy of the facility. 9. Access to the stormwater facilities for inspection and maintenance shall be maintained via appropriate recorded easements at all times. 10. The permittee shall submit to the Director and shall have received approval for revised plans, specifications, and calculations prior to construction, for any modification to the approved plans, including, but not limited to, those listed below: a. Any revision to any item shown on the approved plans, including the stormwater management 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. The project area is defined as all property owned by the permittee, for which Sedimentation and Erosion Control Plan approval or a CAMA Major permit was sought. d. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan. 11. Prior to the construction of any permitted future areas shown on the approved plans, the permittee shall submit final site layout and grading plans to the Division for approval. 12. The Director may notify the permittee when the permitted site does not meet one or more of the minimum requirements of the permit. Within the time frame specified in the notice, the permittee shall submit a written time schedule to the Director for modifying the site to meet minimum requirements. The permittee shall provide copies of revised plans and certification in writing to the Director that the changes have been made. 13. Approved plans and specifications for this project are incorporated by reference and are enforceable parts of the permit. A copy of the approved plans and specifications shall be maintained on file by the Permittee at all times. Page 4of7 State Stormwater Management Systems Permit No. SW8 100201 III. GENERAL CONDITIONS This permit is not transferable to any person or entity except after notice to and approval by the Director. At least 30 days prior to a change of ownership, or a name change of the permittee or of the project, or a mailing address change, the permittee must submit a completed and signed Name/Ownership Change Form to the Division of Water Quality, accompanied by the supporting documentation as listed on the form. The approval of this request will be considered on its merits and may or may not be approved. 2. The permittee is responsible for compliance with all permit conditions until such time as 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 stormwater permit. 3. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute 143-215.6A to 143-215.6C. 4. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules, regulations, or ordinances, which may be imposed by other government agencies (local, state, and federal) having jurisdiction. 5. In the event that the facilities fail to perform satisfactorily, the Permittee shall take immediate corrective action, including those as may be required by this Division, such as the construction of additional or replacement stormwater management systems. 6. The permittee grants DENR Staff permission to enter the property during normal business hours for the purpose of inspecting all components of the permitted stormwater management facility. 7. The permit remains in force and effect until modified, revoked, terminated or renewed. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a permit modification, revocation and re -issuance or termination does not stay any permit condition. 8. Unless specified elsewhere, permanent seeding requirements for the stormwater control must follow the guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual. 9. The permittee shall submit a permit renewal request at least 180 days prior to the expiration date of this permit. The renewal request must include the appropriate documentation and the processing fee. Permit issued this the 20th day of December, 2011. NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION iZ ' J _ � 9 for olee . Sui ins, Director Division of Water Quality By Authority of the Environmental Management Commission Page 5 of 7 State Stormwater Management Systems Permit No. SW8 100201 French Creek BEQ P-1017 & P-1047 Stormwater Permit No. SW8 100201 Onslow 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 included in the Certification. Noted deviations from approved plans and specifications: Signature Registration Number Date SEAL Page 6 of 7 State Stormwater Management Systems • Permit No. SW8 100201 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 roof drains are located such that the runoff is directed into the system. 5. The outlet structure elevations are per the approved plan. 6. The outlet structure is located per the approved plans. 7. Trash rack is provided on the outlet structure. $. All slopes are grassed with permanent vegetation. 9. Vegetated slopes are no steeper than 3:1. .10. The inlets are located per the approved plans and do not cause short-circuiting of the system. _11. The permitted amounts of surface area and/or volume have been provided. _12. Required drawdown devices are correctly sized and located per the approved plans. _13. All required design depths are provided. _14. All required parts of the system are provided, such as a vegetated shelf, and a forebay. .15. The required system dimensions are provided per the approved plans. _16. All components of the stormwater BMP are located in either recorded common areas, or recorded easements. CC' NCDENR-DWQ Regional Office Page 7 of 7 Permit Number SW8100201 Central Files: AP5 SWP 12/20/11 Permit Tracking Slip Program Category Status Project Type State SW / Active Major modification Permit Type \J Version Permit Classification State Stormwater 1.30 Individual Primary Reviewer chris.baker Coastal SW Rule Coastal Stormwater - 2008 Permitted Flow Permit Contact Affiliation Facility Facility Name Major/Minor Region French Creek BEQ P1017 and P1047 Minor Wilmington Location Address County Sneads Ferry Rd Onslow Camp Lejeune NC 28547 Facility Contact Affiliation Owner Owner Name Owner Type Commanding Officer US Marine Corps - Camp Lejeune Government - Federal Owner Affiliation Carl H. Baker Jr. Building 1005 Michael Rd Dates/Events Camp Lejeune NC 28547 Scheduled Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration 08/09/11 12101 /11 12/20/11 12/20/11 06111 /20 Regulated Activities Requested/Received Events State Stormwater - HD - Detention Pond Deed restriction requested Deed restriction received Additional information received Additional information requested 12/09/1 1 Oudall NULL Waterbody Name Stream Index Number Current Class Subbasin f �. �� ■ / . 6 11 COASTAL SITE DESIGN, PC PO Box 4041 Wilmington; NC 28406 Phone:916 791-4441 Fax: 910 791-1501 License # C-2710 January 24, 2011 Chris Baker Express Review Permitting N.C. Department of Environment And Natural Resources Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Re: Express Submittal modification SWS 100201 FY09 French Creek Birch and Gonz. St Extension Onslow County CSD Project No. 09-021 1 Dear Chris: -Enclosed please find the following items. - one (1 copy of the Stormwater Management Calculations - two (2) copies of sheets C-104, C-510- C-512, C-5 T5 two (2) copies project limits and drainage area map - two (2) copies road profiles. - Original stormwater application Original O & M for wet basins - Check for $4,000 check # 3546 - Wet basin supplements ACOE permit for wetlands crossings Please call if you have any questions. Very truly yours, i Rodney •fight Encl.: As noted above JAN 2 4 2011 BY Cc�� cc: Calibre Engineering a I'M is COASTAL SITE DESIGN, PC PO Box 4041 Wilmington, NC 28406 Phone: 910 791-4441 Fax: 910 791-1501 License # C-2710 December lb, 2011 Chris Baker Express Review Permitting N.C. Department of Environment And Natural Resources Division'of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Re: Express Submittal modification SWS 100201 FY09 French Creek Birch and Gonz. St Extension Onslow County CSD Project No. 09-0211 & 11-0239 Dear Chris: Enclosed please find the following items. - one (1) copy of the revised cales for Pond C - two (2) copies of sheets C-510 - revised wet basin supplements for pond C Please call if you have any questions. Very truly yours, Rodney righ Encl.: As noted above cc: Calibre Engineering i:,o .OPINED i DEC 1 6 Z011 COASTAL SITE DESIGN, PC PQ Box 4041 Wilmington, NC 28406 Phone: 910 791-4441 Fax: 910 791-1501 License # C-2710 December b, 2011 Chris Baker Express Review Permitting N.C. Department of Environment And Natural Resources Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Re: Express Submittal modification SW8100201 FY09 French Creek Birch and Gonz. St Extension Onslow County CS Project No. 09-021 1 & 11-0239 Dear Chris: Enclosed please find the following items. - one (1) copy of the revised calcs for Pond B - two (2) copies of sheets C-101, C-505- C-509, C-510,C-515 - two (2) copies project limits, impervious dimensions and drainage area maps - revised wet basin supplements for pond B - two (2) copies of the grading sheets Please call if you have any questions. Very truly yours, Rodney Wright Encl.: As noted above cc: Calibre Engineering RECEIVED DEC o s ton BY: AGFANorth Carolina Department of Environment and Natural Resources RMEN Request for Express Permit Review , '3 C) �S- or FiLL-iN all the information below and CHECK the Permit(s) you are requesting for express review. FAX o a co ►,�s.�c 11- 22.. Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same item., a..rc�+c c nr}nr w�ixunaHd of the project location. Please include this form in the application package. . , • Asheville Region -Alison Davidson 828-296-4698;a1_i_son.davidson@ncmail.net • Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(aDncmail.net • Mooresville & -Patrick Grogan 704-663-3772 or patrick.gragan@ncmail.net • Washington Region -Lyn Hardison 252-946-9215 or I n.hardisoapncmaif.net • Wilmington Region -Janet Russell 910-350-2004 or 'anet.russell ncmail.net NOTE: Project application received after 12 noon will be stamped in the following work day. Enter Related SW Permits of request SW 100201 SW SW SW SW Project Name: FY09 FRENCH CREEK P1017 & P1047 County: ONSLOW Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547- Phone: 910-451-2213. Fax: 910.451-2927, Email: carl.h.baker@Umc.mil Physical Location:END OF BIRCH STREET l SNEADS FERRY SiDE Project Drains into SC:NSW waters — Water classification 19_23 (for classification see-http.Ilh2o.enr.state.nc,uslbims/reportslre ortsWB.html) Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile and draining to class HOW waters? N Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC p y .��__ t-_ ._. Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 82 406-_ v Phone: 910-791-4441, Fax:910-791-1501, Email: HOWARD@COASTALSITEDESIGN.COM NOV 0 SECTION ONE: REQUESTING A SCOPING MEETING ONLY i ❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR. ❑ OTHER: SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING ❑ 401 Unit ❑ Stream Origin Determination: , # of stream calls - Please attach TOPO map marking the areas in questions ❑ Intermiltent/Perennial Determination: _ # of stream calls - Please allach TOPO map marking the areas in questions ❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance ® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other ❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ElOff-site [SW (Provide permit #)] ® High Density -Detention Pond 3 # Treatment Systems ® High Density -Infiltration 2 #Treatment Systems ❑ High Density -Bio-Retention — # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems ❑ High Density -Other _ # Treatment Systems / ® MOD:[] Major ❑ Minor ❑ Ran Revision ❑ Redev. Exclusion SW (Provide permit a) ❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront 11 RC-VCS CA %5 1'Klr nc CA VCITION nd Quality Erosion and Sedimentation Control Plan with - acres to be disturbed.(CK # (for DENR use)) THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request] Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ❑ YES: _acre(s) Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process wl US ACOE: ❑ Yes ❑ No Permit Received from US ACOE ® Yes ❑ No Fee Split for multiple permits: (Check >l } Total Fee Amount S SUBMITTAL DATES Fee SUBMITTAL DATES Fee CAMA $ Variance (❑ Maj; ❑ Min) $ SW (❑ AID, ❑ LD, ❑ Gen} $ 401: 1 $ LDS $ Stream Deter,_— $ W11,WKIP 1=V0000c eA"" �nnn DIVISION OF WATER QUALITY INFILTRATION SYSTEM INVESTIGATION Complete and email this form to Vincent. Lewis@ncdenr.gov. If them are more than 7 areas to be tested, attach a second sheet. State Soil Scientist Confirmation Visit date/time: 1111012011------8:00* Project Name: FY09 FRENCH CREEK BEQ P-1017 P-1047 County: ONSLOW Street Address: Gonzalez Blvd Directions from the nearest intersection of two major roads: Intersection of US 17 and NC 24. Take NC 24 East to Holcomb Blvd. Turn right onto Holcomb Blvd. Travel approximately 3.3 miles to Sneads Ferry Road. Turn Left on Sneads Ferry Road. Travel approximately 1.3 miles turn right onto Gonzalez blvd (under construction) proceed to intersection of Gonzalez and Birch St. >1 acre being disturbed? ®YES ❑NO CAMA Major required? DYES ®NO Consultant Name: Rodney Wright Phone: (910) 791-4441 Consultant Firm Name: Coastal Site Design, PC Bore Number 1 2 3 4 5 6 7 a Existing Ground Elevation b Proposed Bottom Elevation c Difference a minus b d Add 2 ft. Min. Bore Depth) e Hardpan Depth? Approx. Elev. Of SHWT Max. lowest bottom elev. h Infiltration Rate OK? * i Confirmation of SHWT * 2 4 , N l- For projects requiring more than 5 hand borings, manpower or equipment to conduct the excavation must be provided by the consultant. *State Soil Scientist Use ONLY Comments Required Attachments: 1. Legible vicinity map. 2. Complete Soils Report. 3. PDF formatted site plan with the boring locations to be tested. Site plans should be emailed or hand -delivered only. Illegible faxed maps will not be accepted. All proposed infiltration areas and existing, active utility lines located within the proposed basir0rench must be marked and Nagged. If these areas are not flagged, the Soils Scientist reserves the right to decline to do the investigation. If the proposed infiltration system will be located in an area of existing pavement and there is no open area nearby, equipment capable of breaking through the impervious layer must be provided. The soils investigation does not take the place of'a soils report prepared by an appropriate professional. The Soils Scientist will only verify the soil conditions that are reported in the Soils Report, and make a determination as to the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and assumes no liability should the system fail. !'lit, .. TRUPA14! !P13 •TQVP NOTTIFI:', . ....... ... . Loop Q fps So L M A OW T-`� !I won, N. YLA""ov, A VOW; 10% loy-Unx PlAl 14URAL J.J. WW s .11 LIM 0 -n" i1 4121 r I 1111A jul is 11, V V =4 'U"T t "0 I � A t 2 3 a 5 LOC.N T,fON MAP . � r DaQFRM 1 •� j ' • Caliit a e \ Y. ep�,JF ra ti I '_.it. r_s���� i •or we �� J 1r t • -y �. 1 gar JO GG W LEoewo yy 1 F y � O wFl Vlp�y�pH S 6LL .... � umsoa+. co�rta,• twssu u.wis-lcacal st,l o 6ES C130 _ i R `4 :-- :S �__ � S _' f_ i 2 4 { i � a ' st � , - I 1 1 1' + � f � .. . t i Infiltration Testing Form P1317 French Creek BEQ Site Jacksonville, Onslow County, North Carolina ECS Project No. 22.16855 August 23, 2011 Location Depth Soil Description 1-1 0-611 PEAT 6"-18" Gray fine SAND 18"-24" Dark brown silty SAND 24"-36" Tan fine SAND 36"-60" Tan fine sandy CLAY Seasonal High Water Table was estimated to be at 30 inches below the existing grade elevation. Infiltration Rate: 3.3 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 50 inches below the existing grade elevation. Location Depth Soil Description 1-2 0-14" Gray fine SAND 14"-20" Brown fine SAND 20"-60" Tan fine SAND Seasonal High Water Table was estimated to be at 36 inches below the existing grade elevation. Infiltration Rate: 6.1 inches per hour Test'was conducted at 12 inches below existing grade elevation Groundwater was encountered at 55 inches below the existing grade elevation. 11 . I ul ri C� i �j JfA IPL I JO, '41, 1 C'rl , v 'NIzii� oi STORMWATER MANAGEMENT CALCULATIONS For FY09 FRENCH CREEK BEQ P-1017 P-1047 SW8100201 MODIFICATION PREPARED FOR Deputy Public Works Officer Bld 1005 Michael Road MCB Camp Lejeune 28547 Prepared by: COASTAL SITE DESIGN, PC PO Box 4041 Wilmington, NC 28406 Phone: 910 791-4441 Fax: 910 791-1501 License # C-2710 r \,��114'f•f lll��� S E'A• s ' 7 025 v mob?° I t ECEIVED iowardResnk P.E. DEC 4 6 2011 " , BY. COASTAL SITE DESIGN, PC PO Box 4041 Wilmington, NC 28406 Phone: 910 791-4441 Fax: 910 791-1501 License # C-2710 FOR STORMWATER EXPRESS REVIEW December, 2011 PROJECT NAME: French Creek BEQ P-1017 & P-1047 (SW8 100201) MCB Camp Lejeune, NC Onslow County PROJECT DESCRIPTION: This project will be a modification to existing stormwater permit SW8 100201. This modification will be adding a Mess Hail, BEQ building, parking deck and a driveway extension to the existing parking lot. The owner is the United States Marine Corps. Water and sewer service to the new buildings will be provided by the MCB through existing water and sewer that's installed along Gonzalez Blvd. Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index # 19-23). Runoff from the Mess hall site will be conveyed to existing stormwater pond C through a collection system. Stormwater pond C was approved with a future impervious allocation of 38,000 sf. The mess hall and driveway extension is a total of 50,000 sf. The increase of 12,000 sf of impervious caused the SADA ratio to increase and the surface area permitted for the pond was deficient. During the process of checking the pond numbers to see what changes would be needed to increase the surface area it was realized that the surface area permitted was only the surface area of the main bay of the pond and it didn't include the surface area of forebay. Adding the additional surface area from the forebay allows the pond as constructed to meet State requirements for minimum surface area, storage and draw down. The site where the proposed BEQ building is located has an existing stormwater ditch that conveys water from the existing parking lot and portion of the existing BEQ site to an existing stormwater pond (stormwater pond A). The proposed improvements for the BEQ site will require installing conveyance pipe in the existing ditch so the area can be filled and site improvements be constructed. Only a portion of the new BEQ site will be drain to the existing stormwater pond A. Pond A wasn't permitted for any future impervious so the additional area will require raising the outlet structure 0.1' to obtain the minimum storage requirements. The remaining portion of the new BEQ site and the parking deck will direct its stormwater to a wet basin (pond D) designed for 90% TSS remove.. ECS has been to the site and provided SHWT and infiltration testing where the proposed pond is located. The project will have direct access onto Gonzalez Blvd. PROJECT BMP: high density/ wet basins. DEC 0 1 2011 STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC PO Box 4041 Wilmington, NC 28406 Rodney Wright rodney@coastalsitedesign.com 910 7914441 office 910 791 1501 fax DEC 0 a Z011 E �, •fir. PROJECT DATA: Pond A Existing Site Data (areas -within property boundary): wetland area 0.00 sf (0,00 acres) upland area 569,142 sf (13.07 acres) Total site area 569,142 sf (13.07 acres) Proposed Site Data: Proposed Building 59,221 sf (1.36 acres) Proposed asphalt/curb and gutter 184,475 sf (4.23 acres) sidewalks 16,218 sf (0.37 acres) Fire access road 62,618 sf (1.44 acres) Recreation 11,326 sf (0.26 acres) Total proposed impervious area 333,858 sf (7.66 acres) Soil Types: Abbreviation Type and Description Hydrologic Group Area Bab Baymeade A 13.07 ac (See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the Soils") DEC 01 Z011 1 Y - PROJECT DATA: Pond C Existing Site Data (areas within drainage areaZ wetland area upland area Total site area Proposed Site Data: Buildings paved area sidewalks Total proposed impervious area Soil -Types: 0.00 sf (0.00 acres) 680,697 sf (15.63 acres) 680,697 sf (15.63 acres) 21,208 sf (0.49 acres) 70,886 sf (1.63 acres) 23,277 sf (0.53 acres) 115,371 sf (2.65 acres) Abbreviation Type and Description Hydrologic_Group Area Bab Baymeade A 13.60 ac Mac Marvyn B 0.24 ac KuB Kureb A 1.79 ac (See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the Soils") DF C 0 1 2011 PROJECT DATA: Pond D Existing Site Data (areas within drainage area): wetland area upland area Total site area Proposed Site Data: Buildings paved area sidewalks fire road recreation future Total proposed impervious area Soil Types: Abbreviation Type and Description Bab B aymeade Mac Marvyn 0.00 sf (0.00 acres) 333,366 sf (7.65 acres) 333,366 sf (7.65 acres) 103,806 sf (2.38 acres) 22,480 sf (0.52 acres) 11,120 sf (0.26 acres) 18,052 sf (0.41 acres) 10,080 sf (0.23 acres) 9,500 sf (0.22 acres) 175,038 sf (4,02 acres) Hydrologic Group Area A 7.28 ac B 0.37 ac (See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the Soils") DEC 0 1 Z011 13Y: POND A CALCULATIONS Pre-dev. Value of Runoff Coefficient (c) for Rational Formula = 0.20 Area = 569,142 sf or 13.07 acres Qmax for pre-dev 1-yr storm =16.36 cfs Post Dev Value of Runoff Coefficient (c) for Rational Formula = 0.64 Area = 569,142 sf or 13.07 acres ((333,858 x 0.95) + (235,284 x 0.20)) / 569,142 = 0.6390 or 0.64 Qmax for post-dev 1-yr storm = 52.32 cfs Routed site.— areas draining to pond routed through pond (see hydrograph summary & reports): Qmax for post route 1-yr storm = 0.17 cfs Summary: Qmax for routed post dev 1-yr/24-hr storm = 0.17 cfs < 16.36 cfs.... O.K. DEC 0 1 2011 POND C CALCULATIONS Pre-dev. Value of Runoff Coefficient (c) for Rational Formula = 0.20 Area = 680,697 sf or 15.63 acres Tc = 10 min Qmax for pre-dev 1-yr storm = 15.69 cfs Post Dev Value of Runoff Coefficient (c) for Rational Formula = 0.33 Area = 680,697 sf or 15.63 acres Tc = 10 min (115,371 x 0.95) + (565,326 x 0.20) / 680,697 = 0.327 or 0.33 Qmax for post-dev 1-yr storm = 25.88 cfs Routed site — areas draining to pond routed through pond (see hydrograph summary & reports): Qmax for post route 1-yr storm =. 0.075 cfs Summary' Qmax for routed post dev 1-yr/24-hr storm = 0.075 efs < 15.69 cfs....0.K. f DEC 0 1 2011 POND D CALCULATIONS Pre-dev. Value of Runoff Coefficient (c) for Rational Formula = 0.20 Area = 333,366 sf or 7.65 acres Tc=5min Qmax for pre-dev 1-yr storm = 1197 cfs Post Dev Value of Runoff Coefficient (c) for Rational Formula = 0.59 Area = 333,366 sf or 7.65 acres Tc = 5 min (175,038 x 0.95) + (158,328 x 0.20)1333,366 = 0.593 or 0.59 Qmax for post-dev 1-yr storm = 28.25 cfs Routed site-- areas draining to pond routed through pond (see hydrograph summary & reports); Qmax for post route 1-yr storm = 0.1 cfs Summary: Qmax for routed post dev 1-yr/24-hr storm = 0.10 cfs < 1197 cfs....0.K. DEC 0 1 Z011 WET DETENTION BASIN CALCULATIONS FRENCH CREEK BEO POND Pond A DETERMINE IMPERVIOUS PERCENTAGE Permitted conditions area to basin = 545.294 sf 12.52 acres buildings = 51,164 sf 1.17 acres paved area = 184,475 sf 4.23 acres sidewalks = 8,749 sf 0.20 acres recrecational = 11,326 sf 0.26 acres fire road = 49,525 sf 1.14 acres total impervious surface= 305,239 sf 7.01 acres total non -impervious surface = 240,055 sf 5.51 acres percent imp. = 56.0 % Additional Area to be directed to exisiting pond area to basin = 23,848 sf 0.55 acres buildings = 8,057 sf 0.18 acres paved area = - sf acres sidewalks = 7,469 sf 0.17 acres recrecational = - sf - acres fire road = 13,093 sf 0.30 acres total impervious surface = 28,619 sf 0.66 acres Total area to Pond area to basin = 569,142 sf 13.07 acres buildings = 59,221 sf 1.36 acres paved area = 184,475 sf 4.23 acres sidewalks = 16,218 sf 0.37 acres recrecational = 11,326 sf 0.26 acres fire road = 62,618 sf 1.44 acres total impervious surface = 333,858 sf 7.66 acres total non -impervious surface = 235,294 sf 5.40 acres percent imp. = 58.7 % DETERMINE REQUIRED SURFACE AREA from 90% TSS Removal Chart: ® depth = 5 ft imp % SAfDA 50 3.5 58.7 x 60 4.3 x = 4,19 minimum surface area = 0.0419 x = 23,863 sf 569,142 st D E C 0 1 2011 ' T ' surface area provided = 27,880 of @ elevation 16.2 COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTCN, NC 28406 1.5" VOLUME DETERMINATION: DETERMINE RUNOFF COEFFICIENT (Rv) I = 58.7 percent impervious Rv = ? (runoff coefficlent, inches per inch) Rv = 0.05 + 0.009 (1) Rv = 0.58 iNln DETERMINE VOLUME design storm = 1.5 inch Rv = 0.58 intin drainage area = 13.07 acres volume = ? volume = (design storm) (Rv)(drainage area) volume = 0.9 acre-ft volume = 41,116 cf of required storage volume WET DETENTION BASIN STAGE -STORAGE TABLE: ELEVATION AREA (IFT) (SIF) 9 14,985 10 16,556 11 18,183 12 19,866 13 21,606 14 23,403 Bottom Shelf 14.7 24,694 15 26,587 PP 15.2 27,880 Top Shelf 15.7 42,746 16 43.687 State Storage 16.3 44,645 17 46,875 volume at permanent pool (elev. 15.2) = 1.5" storage volume provided (elev. 16.3) = total volume of basin = surface area at bottom of 10:1 shelf ( 14.7) = volume at bottom of 10:1 shelf = surface area at top of 10:1 shelf (15.7) = volume at top of 10:1 shelf = minimum forebay volume INCREMENTAL VOLUME STORAGE (cf) (cf) 15,771 17,370 19,025 20,736 22,505 16,834 7.692 5,447 17,657 12.965 13,250 32,032 125,378 cf 43,871 cf 201,281 cf 24,694 of 112,239 cf 42,746 sf 143,034 cf 25,076 cf 17,657 30,621 43,871 75,903 DEC 0 1 2011 r-• COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTON, NC 28406 AVERAGE POND DEPTH AREA BOTTOM SHELF (ABS) = 24,694 SF AREA PP (APP) = 27,880 SF AREA BOTTOM POND (ABP) = 14,985 SF DEPTH = 14.7 -9 = 5.7 It [0.25 X (1 + (ABS/APP))]+[((ABS+ABP)/2) X (DEPTH/ASS)] AVERAGE DEPTH = 5.05 POREBAY 1 STAGE -STORAGE TABLE: INCREMENTAL ELEVATION AREA VOLUME STORAGE (FT) (SF) (cf) (cf) 11 1,635 12 2,160 1,898 1,898 13 2,742 2,451 4,349 14 3,380 3,061 7,410 15 4,594 3,987 11.397 16.2 6,116 4,855 16,252 forebay volume provided = 16,252 cf FOREBAY 2 STAGE -STORAGE TABLE: INCREMENTAL ELEVATION AREA VOLUME STORAGE (FT) (SF) (cf) (co 11 693 12 1,026 860 860 13 1,416 1,221 2,081 14 1,862 1,639 3,720 15 2,750 2,306 6,026 15.2 3,143 2,947 8,972 forebay volume provided = 8,972 cf DLC 0 ? Z011 COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTON, NC 28406 STAGE - DISCHARGE TABLE: size of orifice (in) = 3.50 crest length of weir cut (ft) = 0.00 crest length of grates (sf) = 4.0 crest length of spillway (ft) = 20.0 ELEVATION 3.5" PVC WEIR (ft) (CIS) (de) elevation of orifice = 15.2 elevation of weir cut = 0.0 elevation of grates = 16.3 elevation of spillway = 16.5 GRATES SPILLWAY TOTAL (cfs) (cfs) (CIS) 15.2 0.00 - 16 0.29 no weir cut - 0.29 16.3 0.34 no weir cut 0.00 0.34 17 0.43 no weir cut 7.73 21.21 29.38 PVC DRAW DOWN Orifice size = 3.50 in Normal Pool Storage Elev. = 15.2 1.5" storage Elev. = 16.3 Orifice coefficient (C) = 0.6 Average head from 1.5" storage to orifice (h) = (16.3 - 15.2) /3 = 0.37 ft Orifice cross sectional area (A) = pi x M2 = 3.14 x (r/12)^2 = 0,06678 st Acceleration due to gravity (g) = 32.2 ft/sA2 Q=CA (2gh)Ai/2 = 0.6 x 0.06678 x (2x32.2x0.37)111/2 = 0.19470 cfs 43,871/ 0.19470 = 225,324 seconds = 2.61 days DEC 0 1 2011 COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTON, NC 28406 WET DETENTION BASIN CALCULATIONS FRENCH CREEK Road Pond Gonz. Pond C DETERMINE IMPERVIOUS PERCENTAGE area to basin = 680,697 st 15.63 acres buildings = 21,208 sf 0,49 acres paved area = 70,886 sf 1.63 acres sidewalks = 23,277 sf 0.53 acres future = - sf acres fire road = - sf acres total impervious surface = 115,371 sf 2.65 acres total non -impervious surface = 565,326 sf 12.98 acres percent imp. = 16.9 % DETERMINE REQUIRED SURFACE AREA from 90% TSS Removal Chart: 0 depth = 4 It imp % SAIDA 10 0.8 16.9 x 20 1.8 x = 1,49 minimum surface area = 0.0149 x 680,697 sf 10,176 sf surface area provided = 13,753 sf ® elevation 12.5 1.5" VOLUME DETERMINATION: DETERMINE RUNOFF COEFFICIENT (Rv) = 16.9 percent impervious Rv = ? (runoff coefficient, inches per inch) Rv = 0.05 t 0,009 (1) Rv = 0.20 inlin DETERMINE VOLUME design storm = 1.5 inch Rv = 0.20 in/in drainage area = 15.63 acres volume = ? volume = (design storm) (Rv)(drainage area) volume = 0.4 acre-ft volume = 17,235 cf of required storage volume i��.t".C�IVED DEC 1 6 2011 �6 COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTON, NC 28406 WET DETENTION BASIN STAGE -STORAGE TABLE: INCREMENTAL ELEVATION AREA VOLUME STORAGE (FT) (SF) (cf) (cf) 7 3,240 - 8 3,917 3,579 9 4,650 4,284 10 5,523 5,087 11 5,441 5,482 Bottom Shelf 12 7,190 6,316 PP 12.5 13,753 5,236 - Top Shelf 13 16,135 7,472 7,472 State Storage 13.6 17,032 9,950 17,422 14 17,642 5,201 22,623 15 19,204 12,896 35,519 16 20,823 20,014 55,533 volume at permanent pool (elev. 12.5) = 29,982 cf 1.5" storage volume provided (elev. 13.6) = 17,422 cf total volume of basin = 85,515 cf surface area at bottom of 10:1 shelf ( 12.0) = 7,190 sf volume at bottom of 10:1 shelf = 24,746 cf surface area at top of 10:1 shelf (13.0) = 16,135 sf volume at top of 10:1 shelf = 37,454 cf minimum forebay volume = 5,996 cf AVERAGE POND DEPTH AREA BOTTOM SHELF (ABS) = 7,190 SF AREA PP (APP) = 13,753 SF AREA BOTTOM POND (ABP) = 3,240 SF DEPTH = 12 -7 = 5.0 ft [0,25 X (1 + (ABS/APP))]+[((ABS+ABP)12) X (DEPTH/ABS)] AVERAGE DEPTH = 4.01 FOREBAY 1 STAGE -STORAGE TABLE: INCREMENTAL ELEVATION AREA VOLUME STORAGE (FT) (SF) (cf) (cf) 9 813 10 1,170 992 1,377 1,818 forebay volume provided = 992 2,368 4,186 5,440 5,440 cf DEC 1 6 2011 Y: COASTAL SITE DESIGN, PC Po Box 4041 WILMINGTON, NC 28406 8 STAGE - DISCHARGE TABLE: size of orifice (in) = 1.75 crest length of weir cut (ft) = 2.00 crest length of grates (sf) = 4.0 crest length of spillway (h) = 0.0 ELEVATION 1.75" PVC WEIR (ft) (cfs) (cfs) 12.5 0.00 - 13 0.06 14 0.10 1.67 15 0.13 10.93 16 0.15 24.54 PVC DRAW DOWN Orifice size = 1.75 in Normal Pool Storage Elev. = 12.5 1.5" storage Elev. = 13.60 elevation of orifice = 12.5 elevation of weir cut = 13.6 elevation of grates = 14.5 elevation of spillway = 0.0 GRATES SPILLWAY TOTAL (cfs) (cfs) (cfs) 4.67 24.25 Orifice coefficient (C) = 0.6 Average head from 1.5" storage to orifice (h) = (13.6 - 12.5) /3 = Orifice cross sectional area (A) = pi x r^2 = 3.14 x (r/12)^2 = Acceleration due to gravity (g) _ Q=CA (2gh)^1/2 = 0.6 x 0.01669x (2x32.2x0.37)^1/2 = 17,422 / 0.04868 = 357,921 seconds = 0.00 0.00 0.37 ff 0.01669 sf 32.2 (Vs^2 0.04868 cfs 4.14 days 0.06 1.77 15.73 48.94 = F`CEIVED DEC 1 6 M1 %Y: COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTON, NC 28406 WET DETENTION BASIN CALCULATIONS POND D DETERMINE IMPERVIOUS PERCENTAGE area to basin = 333,366 sf 7.65 acres buildings = 103,806 sf 2.38 acres paved areas = 22,480 sf 0.52 acres fire road = 18,052 sf 0.41 acres recreation = 10,080 sf 0.23 acres sidewalks = 11,120 sf 0.26 acres future = 9,500 sf 0.22 acres total impervious surface = 175,038 sf 4.02 acres total non -impervious surface = 158,328 sf 3.63 acres percent imp. = 52.5 % DETERMINE REQUIRED SURFACE AREA from 90% TSS Removal Chart: 0 depth = 4 ft imp % SAIDA 50 4.3 52.5 x 60 5.3 x = 4.55 minimum surface area = 0.0455 x = 15,170 sf surface area provided = 15,208 of @ elevation 12.5 1.5" VOLUME DETERMINATION: DETERMINE RUNOFF COEFFICIENT (Rv) = 52.5 percent impervious Rv = ? (runoff coefficient, inches per inch) Rv = 0.05 + 0.009 (1) Rv = 0.52 in/in DETERMINE VOLUME design storm = 1.5 inch Rv = 0.52 Win drainage area = 7.65 acres volume = 7 volume = (design storm)(Rv)(drainage area) volume = 0.5 acre-ft volume = 21,776 cf of required storage volume 333,366 sf DEC 0 1 2011 L. COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTON, NC 28406 WET DETENTION BASIN STAGE -STORAGE TABLE: INCREMENTAL ELEVATION AREA VOLUME STORAGE (FT) (SF) (cf) (cf) 7 6336 - 8 7592 6,964 9 8,961 8,277 10 10,442 9,702 11 12,011 11,227 Bottom Shelf 12 13,661 12,836 - PP 12.5 15,208 7,217 Top Shelf 13 18,778 8,497 8,497 State Storage 13.7 20,929 13,897 22,394 14 21,506 6,365 28,759 15 23,468 22,487 51,246 16 25,487 24,478 75,724 volume at permanent pool (elev. 12.5) = 56,222 cf 1.5" storage volume provided (elev. 13.7) = 22,394 cf total volume of basin = 131,946 cf surface area at bottom of 10:1 shelf (12.0) = 13,661 sf volume at bottom of 10:1 shelf = 49,005 cf surface area at top of 10:1 shelf (13.0) W 18,778 sf volume at top of 10:1 shelf = 78,616 cf minimum forebay volume = 11,244 cf AVERAGE POND DEPTH AREA BOTTOM SHELF (ABS) = 13,661 SF AREA PP (APP) = 16.208 SF AREA BOTTOM POND (ASP) = 6,336 SF DEPTH = 12 - 7 = 5 ft [0.25 X (1 + (ABS/APP))]+[((ABS+ABP)12) X (DEPTH/ABS)] AVERAGE DEPTH = 4.13 It FOREBAY A STAGE -STORAGE TABLE: INCREMENTAL ELEVATION AREA VOLUME STORAGE (FT) (SF) (c) (cf) 8 1034 9 1571 1,303 1,303 10 2218 1,895 3,197 11 2,949 2,584 5,781 12 3,743 3,346 9,127 12.5 5,195 2,235 11,361 forebay volume provided = 11,361 cf DEC 0 1 2011 COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTON, NC 28406 STAGE - DISCHARGE TABLE: size of orifice (in) = 2.50 crest length of weir cut (ft) = 0.00 crest length of grates (sf) = 4.0 crest length of spillway (ft) = 20.0 elevation of orifice = 12.50 elevation of weir cut = 0.0 elevation of grates = 13.7 elevation of spillway = 15.5 ELEVATION 2.5" PVC WEIR GRATES SPILLWAY TOTAL (ft) (CIS) (cfs) (cfs) (cfs) (cis) 12.5 0.00 - 13 0.12 - 0.12 14 0.20 no weir cut 2.17 0.00 2.37 15 0.26 no weir cut 19.57 0,00 19.82 16 0.31 no weir cut 46.04 21.21 67.56 PVC DRAW DOWN Orifice size = 2.50 in Normal Pool Storage Elev. = 12.50 1.5' storage Elev. = 13.7 Orifice coefficient (C) = 0.6 Average head from 1.5' storage to orifice (h) = (13.7 - 12.5) /3 = 0.40 ft Orifice cross sectional area (A) = pi x rA2 = 3.14 x (r/12)A2 = 0.03407 sf Acceleration due to gravity (g) = 32.2 fVsA2 O=CA (2gh)A1/2 = 0.6 x 0.02181 x (2x32.2x0.40)A1/2 = 0.10376 cis 22,394 / 0.10376 = 215,834 seconds = 2.50 days DEC 0 1 7011 COASTAL SITE DESIGN, PC PO BOX 4041 WILMINGTON. NC 28406 Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.1 Hyd. No. Hydrograph type (origin) Peak flow (cis) Time Interval (min) Time to peak (min) Hyd, volume (tuft) Inflow hyd(s) Maximum elevation (1t) Total strge used (cuft) Hydrograph description 1 Rational 16.36 1 5 4,909 ---- ------ ------ Pre Dev 2 Rational 52.32 1 5 15,695 ---- ------ ------ Post Dev 3 Reservoir 0.166 1 10 12,384 2 M64 15,646 Routed DEC 0 1 2011 L - FC_POND_A.gpw Return Period: 1 Year Wednesday, Nov 30, 2011 Hydrograph Report Hydratiow Hydrographs by Intellsolve Al Wednesday, Nov 30, 2011 Hyd. No. 1 Pre Dev Hydrograph type = Rational Peak discharge = 16.36 cfs Storm frequency = 1 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 4,909 cuft Drainage area = 13.070 ac Runoff coeff. = 0.2 Intensity = 6.259 inlhr Tc by User = 5.00 min OF Curve = wilmington_2008.1DF Asc/Rec limb fact = 1/1 0 (cfs) 18.00 15.00 12,00 9.00 6.00 3.00 0.00 0 1 --- Hyd No. 1 Pre_Dev Hyd. No. 1 -- 1 Year 2 3 4 5 6 7 8 9 DEC 0 1 Z011 Q (cfs) 18.00 15,00 12.00 M 3.00 x- 0.00 10 Time (min) Hydrograph Report Hydraf low Hydrographs by Intellsolve v9.1 Wednesday, Nov 30, 2011 Hyd. No. 2 Post_Dev Hydrograph type = Rational Peak discharge = 52.32 cfs Storm frequency = 1 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 15,695 cuft Drainage area = 13.060 ac Runoff coeff. = 0.64* Intensity = 6.259 inlhr Tc by User = 5.00 min OF Curve = wilmington_2008.IDF Asc/Rec limb fact = 1/1 Composite (Area/C) = ((7.660 x 0.95) + (5.400 x 0.20)j / 13.060 a (cis) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 = 0 1 2 Hyd No. 2 Post_Dev Hyd. No. 2 -- 1 Year 3 4 5 6 7 8 9 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 X- 0.00 10 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011 Hyd. No. 3 Routed Hydrograph type = Reservoir Peak discharge = 0.166 cfs Storm frequency = 1 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 12,384 cult Inflow hyd. No. = 2 - Post_Dev Max. Elevation = 15.64 ft Reservoir name = POND A Max. Storage = 15,646 cult Storage Indication method used. Q (cfs) 60.00 50.00 111111I87 30.00 20.00 10.00 0.00 0 300 --- Hyd No. 3 Routed Hyd. No. 3 -- 1 Year 600 900 1200 1500 1800 2100 2400 2700 Hyd No. 2 Ul'1 -1-11 Tl Total storage used = 15,646 cult DEC 0 1 Z011 Q (cfs) 60.00 W1I1I11 40.00 30.00 20.00 10.00 1 0.00 3000 Time (min) Hydrograph Summary Report Hydrallow Hyd rographs by Intelisolve v9.1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Tlme Interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cutl) Hydrograph description 1 Rational 25.32 1 5 7,597 ---- ------ ------ Pre_Dev 2 Rational 80.97 1 5 24,292 ---- ------ ------ Post Dev 3 Reservoir 0.223 1 10 19,885 2 15.88 24,222 Routed r DEC 1 2011 FC_POND_A.gpw Return Period: 10 Year Wednesday, Nov 30, 2011 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Hyd. No. 1 Pre_Dev Hydrograph type = Rational Storm frequency = 10 yrs Time interval = 1 min Drainage area = 13.070 ac Intensity = 9.688 in/hr OF Curve = wilmington_2008.IDF a (Gfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 000 0 1 2 - Hyd No. 1 Pre_Dev Hyd. No. 1 -- 10 Year 3 4 5 6 Wednesday, Nov 30, 2011 Peak discharge = 25.32 cfs Time to peak = 5 min Hyd. volume = 7,597 cult Runoff coeff. = 0.2 Tc by User = 5.00 min Asc/Rec limb fact = 1/1 Q (cfs) 7 a 9 10 -' Time (min) DEC 0 1 Z011 L �_ Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011 Hyd. No. 2 Post_Dev Hydrograph type = Rational Peak discharge = 80.97 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 24,292 tuft Drainage area = 13.060 ac Runoff coeff. = 0.64* Intensity = 9.688 in/hr Tc by User = 5.00 min OF Curve = wilmington_2008.IDF Asc/Rec limb fact = 1/1 " Composite (Area/C) = [(7.660 x 0.95) + (5.400 x 0.20)] / 13.060 0 1 Hyd No. 2 Post_Dev Hyd. No. 2 -- 10 Year 2 3 4 5 6 7 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 8 9 10 Time (min) DEC 01 Z611 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011 Hyd. No. 3 Routed Hydrograph type = Reservoir Peak discharge = 0.223 cfs Storm frequency = 10 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 19,885 cult Inflow hyd. No. = 2 - Post_Dev Max. Elevation = 15.88 ft Reservoir name = POND A Max. Storage = 24,222 cult Storage Indication method used Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 - 0 300 Hyd No. 3 Routed Hyd. No. 3 -- 10 Year 0 (cfs) 90.00 70.00 60.00 50.00 40,00 30,00 20.00 10.00 0.00 900 1200 1500 1800 2100 2400 2700 3000 - Hyd No. 2 iI HH-11H Total storage used = 24,222 cult Time (min) I DEC 0 1 Z011 F-. . Pond Report Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011 Pond No. 1 - POND A Pond Data Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 15.20 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr, Storage (cult) Total storage (cuff) 0.00 15.20 27,880 0 0 0.80 16.00 43,687 28,388 28,388 1.00 16.20 44,325 8,800 37,189 1.80 17.00 46,875 36,472 73,660 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 18.00 3.50 0.00 0.00 Crest Len (ft) = 4.00 20.00 0.00 0.00 Span (In) = 18.00 3.50 0.00 0.00 Crest El. (ft) = 16.30 16.50 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 2.60 3.33 Invert El. (ft) = 15.20 15.20 0.00 0.00 Weir Type = Riser Broad Broad --- Length (ft) = 39.00 1.00 0.00 0.00 Multi -Stage = Yes Yes No No Slope (fie) = 0.50 0.00 0.00 rya N-Value = .013 .013 .013 rVa Orifice Coeff. = 0.60 0,60 0.60 0.60 Exfil.(infir) = 0,000 (by Contour) Multi -Stage = n/a Yes No No TW Elev. (ft) = 0.00 Stage (ft) 2.00 1.80 1.6Q 1.40 1.20 1.00 0.80 0.60 0.40 0,20 0 00 Note: Culven/Orifice oti lows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions {Ic) and submergence (s). Stage / Discharge 0,00 1.00 2.00 3.00 4,00 Total Q Elev (ft) 17.20 17.00 16.80 16.60 16.40 16,20 16.00 15.80 15.60 15.40 = 15.20 5.00. -6.00 ? 7.00 s�-u ---' 1 Discharge (cfs) DEC 0 1 Z011 Hydrograph Summary Re K d t flow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 Rational 15.69 1 10 9,412 — — — Pre—Dev 2 Rational 25.88 1 10 15,530 — — — Post Dev 3 Reservoir 0.075 1 20 10,111 2 13.48 15,477 Routed DEC 0 1 Z011 FC_GONZ_POND.gpw Pof\c1 c. Return Period: 1 Year Wednesday, Nov 30, 2011 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 317® 2010 by Autodesk, Inc. v9.25 Wednesday, Nov 30, 2011 Hyd, No. 1 Pre_Dev Hydrograph type = Rational Peak discharge = 15,69 cfs Storm frequency = 1 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 9,412 cult Drainage area = 15.630 ac Runoff. coeff. = 0.2 Intensity = 5.018 in/hr Tc by User = 10.00 min OF Curve = wilmington_2008.IDF Asc/Rec limb fact = 1/1 Q (cfs) 18.00 15.00 12.00 • M MM 3.00 0.00 if I 0 2 — Hyd No. 1 Pre_Dev Hyd. No. 1 — 1 Year Q (cfs) 18.00 15.00 12.00 • 3.00 0.00 4 6 8 10 12 14 16 18 20 Time (min) s DEC a 1 2011 fi3.r,._._ I Hydrograph Report Hydra@ow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Wednesday. Nov 30, 2011 Hyd. No. 2 Post Dev Hydrograph type = Rational Peak discharge = 25.88 cfs Storm frequency = 1 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 15,530 cuft Drainage area = 15.630 ac Runoff. coeff. = 0.33* Intensity = 5.018 inlhr Tc by User = 10.00 min OF Curve = wilmington_2008.IDF Asc/Rec limb fact = 111 " Composite (Area/C) = [(12,980 x 0.20) + (2.650 x 0.95)) / 15.630 Q (Cfs) 28.00 24.00 20.00 16.00 12.00 M 4.00 0.00 If 0 2 4 --- Hyd No. 2 Post Dev Hyd. No. 2 —1 Year 6 8 Q (Cfs) 28.00 24.00 20.00 16.00 12.00 M 4.00 0.00 10 12 14 16 18 20 Time (min) DEC 0 ? Z011 - I Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (tuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 SCS Runoff 0.862 3 744 7,577 ---- ------ ------ Pre_dev 2 SCS Runoff 7.131 3 744 40,971 ---- ------ ------ Post dev 3 Reservoir 0.832 3 885 40,379 2 11.93 24,332 Routed RECEIVED DEC 0 6 2011 BY: FC_SIRCH—PQND.gpw G�cl C� Return Period: 1 Year Monday, Dec 5, 2011 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Monday, Dec 5, 2011 Hyd. No. 1 Pre dev Hydrograph type = SCS Runoff Peak discharge = 0.862 cfs Storm frequency = 1 yrs Time to peak = 744 min Time interval = 3 min Hyd. volume = 7,577 cuft Drainage area = 6.600 ac Curve number = 51 Basin Slope = 4.2 % Hydraulic length = 260 ft Tc method = LAG Time of conc. (Tc) = 11.49 min Total precip. = 3.83 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = ((1.480 x 60) + (3.700 x 36) + (1.420 x 79)] 16.600 Q (cfs) 1.00 0.90 0.80 .0.70 0.60 0.5a 0.40 0.30 0,20 0.10 000 0 180 Hyd No. 1 Pre_dev Hyd. No. 1 -- 1 Year 360 540 720 900 1080 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 1260 1440 1620 Time (min) RECEIVED DEC 66 2011 BY: Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Hyd. No. 2 Post dev Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 3 min Drainage area = 6.600 ac Basin Slope = 1.3 % Tc method = LAG Total precip. = 3.83 in Storm duration = 24 hrs Monday, Dec 5, 2011 Peak discharge = 7.131 cfs Time to peak = 744 min Hyd. volume = 40,971 tuft Curve number = 77* Hydraulic length = 1186 ft Time of conc. (Tc) = 35.06 min Distribution = Type III Shape factor = 484 ' Composite (Area/CN) = [(3.210 x 98) + (0.830 x 61) + (1.470 x 39) + (1.090 x 80)] / 6.600 Q (cfs) 8.00 AM 4.00 2.00 180 360 Hyd No. 2 Post_dev Hyd. No. 2 -- 1 Year 540 720 900 1080 1260 1440 :CEIVEI7 OEC 0 6 2011 BY: Q (Cfs) 8.00 4.00 2.00 1 0.00 1620 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Hyd. No. 3 Routed Hydrograph type = Reservoir Storm frequency = 1 yrs Time interval = 3 min Inflow hyd. No. = 2 - Post_dev Reservoir name = Pond B Storage Indication method used. Routed Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Monday, Dec 5, 2011 = 0.832 cfs = 885 min = 40,379 tuft = 11.93 ft = 24,332 tuft 0 (cfs) Hyd. No. 3 -- 1 Year 0 (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 L 2.00 000 nnn 0 720 Hyd No. 3 1440 2160 2880 3600 4320 5040 5760 6480 7200` - Hyd No. 2 ffCLt LEB Total storage used = 24,332 cuff Time (min) RECEIVED DEC 0 6 2011 BY: Hydrograph Summary Report Hydraf low Hydrographs by Intelisolve v9.1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph descriptlon 1 SCS Runoff 10.19 3 732 45,121 ---- ------ ---- Pre dev 2 SCS Runoff 19.57 3 744 111,298 ---- ------ ------ Post dev 3 Reservoir 8,771 3 771 110,690 2 12.87 48,687 Routed RECEIVED DEC 0 6 2011 BY: FC_BIRCH_PQND.gpw Q4 Return Period: 10 Year Monday, Dec 5, 2011 Hydrograph Report Hydratlow Hydrographs by intelisoive v9.1 Monday, Dec 5, 2011 Hyd. No. 1 Pre_dev Hydrograph type = SCS Runoff Peak discharge = 10.19 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 3 min Hyd. volume = 45,121 cuft Drainage area = 6.600 ac Curve number = 51" Basin Slope = 4.2 % Hydraulic length = 260 ft Tc method. = LAG Time of cone. (Tc) = 11.49 min Total precip. =. 7.22 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = ((1.480 x 60) + (3.700 x 36) + (1.420 x 79)] / 6.600 Q (cfs) 12.00 10.00 M N. ai 4.00 2.00 0.00 ' ' 0 180 Hyd No. 1 Pre_dev Hyd. No. 1 -- 10 Year 360 540 720 900 1080 1260 1440 LIVED DEC 0 6 2011 6y: Q (cfs) 12.00 10.00 CK5111 MIX ---1- 0.00 1620 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Monday, Dec 5, 2011 Hyd. No. 2 Post_dev Hydrograph type = SCS Runoff Peak discharge = 19.57 cfs Storm frequency = 10 yrs Time to peak = 744 min Time interval = 3 min Hyd. volume = 111,298 cuft Drainage area = 6.600 ac Curve number = 77* Basin Slope = 1.3 % Hydraulic length = 1186 ft Tc method = LAG Time of conc. (Tc) = 35.06 min Total precip. = 7.22 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 ' Composite (Area1CN) = [(3.210 x 98) + (0.830 x 61) + (1.470 x 39) + (1.090 x 80)] / 6.600 Q (cfs) 21.00 18.00 15.00 12.00 . �N 3.00 0.00 0 180 --- Hyd No. 2 Post deg Hyd. No. 2 -- 10 Year 360 540 720 900 Q (Cfs) 21.00 18.00 15.00 12.00 FIRE 3.00 4 10.00 1080 1260 1440 1620 RFC,EIVED Time (min) DEC 0 6 Z011 I fi Y: Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Hyd. No. 3 Routed Hydrograph type = Reservoir Storm frequency = 10 yrs Time interval = 3 min Inflow hyd. No. = 2 - Post—dev Reservoir name = Pond B Storage Indication method used. o (cfs) 21.00 18.00 15.00 12.00 1 Mile] 3.00 D 360 Hyd No. 3 Routed Hyd. No. 3 -- 10 Year 720 1080 - Hyd No. 2 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Monday, Dec 5, 2011 8.771 cfs = 771 min = 110,690 cuft = 12.87 ft = 48,687 cuft Q (cfs) 21.00 18.00 15.00 12.00 M . fl 3.00 f�TiT�I• 1440 1800 2160 2520 2880 ELLL= Total storage used = 48,687 cuft Time (min) RECEIVED DEC 0 6 2011 13Y: Pond Report Hydraflow Hydrographs by Intelisolve v9.1 Monday, Dec 5, 2011 Pond No. 1 - Pond B Pond Data Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 10.65 It Stage 1 Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 10,65 13,976 0 0 0.35 11.00 15,751 5,199 5,199 0.50 11,15 16,536 2,421 7,620 0.85 11.50 22,461 6,797 14,417 1.35 12.00 23,755 11,551 25,968 2.35 13.00 28,584 26,130 52,098 Culvert/ Orifice Structures Weir Structures [A] [B] [C] [PrfRSr] [A] [B] [C] [D] Rise (in) = 18.00 2.00 0,00 0.00 Crest Len (ft) = 4.00 2.00 20.00 0.00 Span (in) = 18.00 2.00 0.00 0.00 Crest El. (ft) = 12.50 11.70 13.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33 Invert El. (ft) = 10.65 10.65 0.00 0.00 Weir Type = Riser Rect Broad --- Length (ft) = 60.00 1.00 0.00 0.00 Multi -Stage = Yes Yes Yes No Slope (%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000 (by Contour) Multl-Stage = n/a Yes No No TW Elev. (ft) = 0.00 Stage (ft) 3.00 2.00 1.00 No* Culvert)Orifioe outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s) Stage 1 Discharge 0.00 -' -- - 1 1 1 1 1 0.00 1.00 2.DO 3.00 4.00 5.00 6.00 Total 0 Elev (ft) 13,65 12.65 11.65 10.65 7.00 _ 8.00 9.00 10.00 +I t-<_F CC ,, IVEDischarge (cfs) I DEC 0 6 Z011 I �BY- PROJECT DATA: Pond B Existing Site Data (areas within drainage area): wetland area upland area Total site area Proposed Site Data: Proposed Roads Proposed sidewalks Future Total proposed impervious area Soil Types: 7,609 sf (0.17 acres) 279,887 sf (6.43 acres) 287,496 sf (6.60 acres) 86,267 sf (198 acres) 23,589 sf (0.54 acres) 30,000 sf (0.69 acres) 139,856 sf (3.21 acres) Abbreviation Type and Description Hydrologic Group Area Bab Baymeade A 4.05 ac Mac Marvyn B 1.13 ac Mk Mucklee D 1.42 ac (See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the Soils") RP, EIVED DEC 0 6 2011 BY: POND B CALCULATIONS PRE -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports): Pre-dev. to pond CN Pre Developed = 51 (SCS) composite value determined as follows: +/- 161,105 sf of soils area A, woods, fair condition (CN = 36) +/- 64,487 sf of soils area B, woods, fair condition (CN = 60) +/- 61,904 sf of soils area D, woods, fair condition (CN = 79) Area = 287,496 sf or 6.60 acres Hydraulic Length = 260 ft Basin Slope = 4.2% Qmax for pre-dev 1-yr/24-hr storm = 0.86 cfs POST -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports): Post-dev. to pond CN Pre Developed = 77 (SCS) composite value determined as follows: +/- 139,856 sf of impervious surface (CN = 98) +I- 64,218 sf of soils area A, open space, good condition (CN = 39) +/- 36,155 sf of soils area B, open space, good condition (CN = 6 l ) +/- 47,267 sf of soils area D, open space, good condition (CN = 80) ((139,856 x 98) + (64,218 x 39) + (36,155 x 61) + (47,267 x 80)) / 287,496 = 77.2 USED CN = 77 Area = 287,496 sf or 6.60 acres Hydraulic Length = 1,186 ft Basin Slope = 1.3% Qmax for post-dev 1-yr124-hr storm = 7.13 cfs Routed site — areas draining to pond routed through pond (see hydrograph summary & reports): Qmax for post route l-yr/24-hr storm = 0.83 SUMMARY: Qmax for routed post-dev 1-yr124-hr storm = 0.83 cfs < =0.86 cfs.... DEC 0 6 2011 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Wednesday. Nov 30, 2011 Hyd. No. 3 Routed Hydrograph type = Reservoir Peak discharge = 0.075 cfs Storm frequency = 1 yrs Time to peak = 20 min Time interval = 1 min Hyd. volume = 10,111 cult Inflow hyd. No. = 2 - Post Dev Max. Elevation = 13.48 ft Reservoir name = Pond C� Max. Storage = 15,477 cult Storage Indication method used Q (cfs) 28.00 24.00 16.00 12.00 M 4.00 0.00 0 300 Hyd No. 3 Routed Hyd. No. 3 -- 1 Year 600 900 1200 -W--� Hyd No. 2 Q (cfs) 28.00 FZI91I41 20.00 16.00 12.00 M 4.00 0,00 1500 1800 2100 2400 2700 3000 [E I i-I E:❑ Total storage used = 15,477 cult Time (min) DEC 0 1 Z011 Hydrograph Summary Re p%yrt flow hiydrographs Extension for AutoCAD® Civil M0 2010 by Autodesk, Inc. v9.25 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (tuft) (ft) (cuft) 1 Rational 24.74 1 10 14,844 ------ ----- ------ Pre_Dev 2 Rational 40.82 1 10 24,492 ----- ------ -- Post Dev 3 Reservoir 1,657 1 20 17,132 2 13.99 23,983 Routed DEC 4 1 2011 FC_GONZ_POND.gpw R"A C- Return Period: 10 Year Wednesday, Nov 30, 2011 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Wednesday, Nov 30, 2011 Hyd. No. 1 Pre_Dev Hydrograph type = Rational Peak discharge = 24.74 cfs Storm frequency = 10 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 14,844 cult Drainage area = 15.630 ac Runoff coeff. = 0.2 Intensity = 7.914 inlhr Tc by User = 10.00 min OF Curve = wilmington_2008.IDF Asc/Rec limb fact = 111 Q (cfs) 28.00 24.00 20.00 16.00 12.00 M Q+I11 0.00 If I 0 2 4 Hyd No. 1 Pre_Dev Hyd. No. 1 -- 10 Year 6 8 Q (cfs) 28.00 24.00 20.00 16.00 12.00 KI 4.00 1 1 - I 1 0.00 10 12 14 16 18 20 Time (min) :DEC 0 2011_ Hydrograph Report Hydrallow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Wednesday, Nov 30, 2011 Hyd. No. 2 Post_Dev Hydrograph type = Rational Peak discharge = 40.82 cfs Storm frequency = 10 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 24,492 tuft Drainage area = 15.630 ac Runoff coeff. = 0.33* Intensity = 7.914 inlhr Tc by User = 10.00 min OF Curve = wilmington_2008.IDF Asc/Rec limb fact = 111 Composite (Area1C) = [(12.980 x 0.20) + (2.650 x 0.95)] 115.630 Q (cfs) 50.00 40.00 10.00 0.00 If 0 2 Hyd No, 2 Post Deg Hyd. No. 2 -- 10 Year 4 6 8 10 12 14 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 16 18 20 Time (min) DEC 0 Z�1� Hydrograph Report Hydraflow Hydrographs Extension for AutoCAp® Civil 3106 2010 by Autodesk, Inc. v9.25 Hyd. No. 3 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 2 - Post_Dev Max. Elevation Reservoir name = Pond C Max. Storage Storage Indication method used. Q (cfs) 50.00 40.00 30.00 20,00 `1111111 0.00 0 300 Hyd No. 3 Routed Hyd, No. 3 -- 10 Year 600 900 1200 Hyd No. 2 Wednesday, Nov 30, 2011 = 1.657 cfs = 20 min = 17,132 tuft = 13.99 ft = 23,983 cuft Q (cfs) 50.00 1011111] 30,00 20.00 10.00 0.00 1500 1800 2100 2400 2700 3000 il. I is Cl 1 l Total storage used = 23,983 cuft Time (min) DEC 0 1 ZG11 Pond Report Hydraflow Nydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Wednesday, Nov 30, 2011 Pond No. 1 - Pond C Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 12.50 ft Stage 1 Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 12.50 13,753 0 0 0.50 13.00 16,135 7,463 7,463 1.20 13.70 17,032 11,606 19.069 1.50 14.00 17,642 5,200 24.270 2.50 15.00 19,204 18,416 42.685 3.50 16.00 20.823 20,006 62,691 Culvert I Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [Al [B] [C] [D] Rise (in) = 18.00 1.75 0.00 0.00 Crest Len (ft) = 4,00 2.00 0.00 0.00 Span (In) = 18.00 1.75 0.00 0.00 Crest El. (ft) = 14,50 13.60 0.00 0.00 No. Barrels = 10 10 0 0 Weir Coeff. = 3,330.00 3,33 3.33 3.33 Invert Et. (ft) = 12.50 12.50 0.00 0.00 Weir Type = 1 Rect --- - Length (ft) = 106,00 1.00 0.00 0.00 Multistage = Yes Yes No No Slope (%) = 0.30 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(Inlhr) = 0 (by Contour) Multistage = n1a Yes No No TW EIev. (ft) = 0.00 Stage (ft) 4.00 3.00 2.00 1.00 0.00 ' ' 0.00 1.00 Total Q Note: Culverb(Crifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s) Stage I Discharge 2.00 3.00 4.00 5.00 6.00 7.00 Elev (ft) 16,50 15.50 14.50 13.50 - -- , I r 1 12.50 8.00 9,00 10.00 11.00' 12,00 i Discharge left) DEC 0 1 Z011 F� _ Hydrograph Summary Report Hydrallow Hydrographs by Intelisolve v9.1 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time Interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 Rational 11.97 1 5 3,591 ---- ------ ------ Pre 2 Rational 28.25 1 5 8,475 ---- ------ ------ Post 3 Reservoir 0.100 1 10 7,418 2 13.00 8,443 Routed DEC 01 z01� Pond_D.gpw Return Period: 1 Year Wednesday, Nov 30, 2011 Hydrograph Report Hydraflow Hydrographs by Inlellsolve v9.1 Hyd. No. 1 Pre Hydrograph type = Rational Storm frequency = 1 yrs Time interval = 1 min Drainage area = 7.650 ac Intensity = 6.259 in/hr OF Curve = wilmington_2008.IDF Q (cfs) 12.00 10.00 4.00 2.00 0.00 -r 0 1 - Hyd No. 1 Pre Hyd. No. 1 -- 1 Year 2 3 4 5 6 Wednesday, Nov 30, 2011 Peak discharge = 11.97 cfs Time to peak = 5 min Hyd. volume = 3,591 cuft Runoff coeff. = 0.25 Tc by User = 5.00 min Asc/Rec limb fact = 1/1 Q (cfs) 12.00 10.00 . rr 4.00 2.00 7 8 9 10 Time (min) DEC 0 t031 j 1 Hydrograph Report Hydraf low Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011 Hyd. No. 2 Post Hydrograph type = Rational Peak discharge = 28.25 cfs Storm frequency = 1 yrs Time to peak = 5 min Time internal = 1 min Hyd. volume = 8,475 cult Drainage area = 7.650 ac Runoff coeff. = 0.59* Intensity = 6.259 in/hr Tc by User = 5.00 min OF Curve = wilmington_2008.1DF Asc/Rec limb fact = 1/1 Composite (Area/C) = [(4.020 x 0.95) + (3.630 x 0.20)] / 7.650 a (cfs) 30.00 25.00 20.00 15,00 10.00 5.00 0,00 r ' 0 1 - Hyd No. 2 Post Hyd. No. 2 -- 1 Year 2 3 4 5 6 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 _ 1 31 0.00 7 8 9 10 1 Time (min) DEC 0 1 M1 Hydrograph Report Hydraf low Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011 Hyd. No, 3 Routed Hydrograph type = Reservoir Peak discharge = 0.100 cfs Storm frequency = 1 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 7,418 cult Inflow hyd. No. = 2 - Post Max. Elevation = 13.00 ft Reservoir name = Pond D Max. Storage = 8,443 cuft Storage Indication method used. 0 (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0 300 Hyd No. 3 Routed Hyd. No. 3 -- 1 Year 600 900 1200 1500 1800 2100 2400 2700 Hyd No. 2 11-llL111ILI Total storage used = 8,443 cuft DEC 0 1 2011 i -.r. 0 (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 --1 0.00 3000 Time (min) Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.1 Hyd. Hydrograph Peak Time Tlme to Hyd. Inflow Maximum Total Hydrograph No. two flow Interval peak volume hyd(s) alevatlon strge used description (origin) (cfs) (min) (min) (tuft) (ft) (cuft) 1 Rational 18.53 1 5 5,558 — ------ Pre 2 Rational 43.73 1 5 13,118 ---- ------ Post 3 Reservoir 0.126 1 10 11,608 2 13.23 13,075 Routed ---- - DEC 0 1 2011 L - Pond_D.gpw Return Period: 10 Year Wednesday, Nov 30, 2011 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011 Hyd. No. 1 Pre Hydrograph type = Rational Peak discharge = 18.53 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 5,558 cult Drainage area = 7.650 ac Runoff coeff. = 0.25 Intensity = 9,688 inlhr Tc by User = 5.00 min OF Curve = wilmington_2008.IDF Asc/Rec limb fact = 1/1 Q (cfs) 21.00 18.00 15.00 12.00 • M M 1/ 3.00 0.00 x ' 0 1 Hyd No. 1 Pre Hyd. No. 1 -- 10 Year 2 3 4 5 6 7 8 9 i DEC 0 1 Z011 Q (cfs) 21.00 18.00 15.00 EP49111 M M 3.00 A- 0.00 10 Time (min) Hydrograph Report Hydraf low Hydrographs by Intelisolve v9A Wednesday, Nov 30, 2011 Hyd. No. 2 Post Hydrograph type = Rational Peak discharge = 43.73 cfs Storm frequency ' = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 13,118 cult Drainage area = 7.650 ac Runoff coeff. = 0.59* Intensity = 9.688 inlhr Tc by User = 5.00 min OF Curve = wilmington_2008.IDF Asc/Rec limb fact = 1/1 " Composite (Area/C) = [(4.020 x 0.95) + (3.630 x 0.20)] 17.650 Q (Cfs) 50.00 40.00 30.00 20.00 10.00 0.00 IC I 0 1 --- Hyd No. 2 Post Hyd. No. 2 -- 10 Year 2 3 4 5 6 7 Q (cfs) 50,00 40.00 30,00 20.00 10.00 x- 0.00 8 9 10 Time (min) DEC 0 1 2011 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.1 Hyd. No. 3 Routed Hydrograph type = Reservoir Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 2 - Post Reservoir name = Pond D Storage Indication method used. 0 (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 300 - Hyd No. 3 Routed Hyd. No. 3 -- 10 Year 600 900 1200 - Hyd No. 2 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Wednesday, Nov 30, 2011 = 0.126 cfs = 10 min = 11,608 cult = 13.23 ft = 13,075 cult 0 (cfs) 50.00 40.00 30.00 20.00 10.00 1500 1800 2100 2400 2700 3000 fl-11]1.IIII-1 Total storage used = 13,075 cult Time (min) DEC 0 1 2011 Pond Report Hydraflow Hydrographs by tntelisolve v9.1 Wednesday, Nov 30, 2011 Pond No. 1 - Pond D Pond Data Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 12.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 12.50 15,208 0 0 0.50 13.00 18,778 8,480 8,480 1.50 14.00 21,506 20,125 28,605 2.50 15.00 23.468 22,478 51,082 3.50 16.00 25,487 24,468 75,550 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (In) = 24.00 2.50 0.00 0.00 Crest Len (ft) = 4.00 0.00 20.00 0.00 Span (in) = 24.00 2.50 0.00 0.00 Crest El. (ft) = 13.70 0.00 15.50 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 2.60 3.33 Invert El. (ft) = 12.50 12.50 0.00 0.00 Weir Type = Riser Broad Broad --- Length (ft) = 100.00 0.50 0.00 0.00 Multi -Stage = Yes Yes No No Slope (%) = 0.50 0.00 0.00 n/a N-Value = .013 .013 .013 Na Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(In/hr) = 0.000 (by Contour) Multi -Stage = n/a Yes No No TW Elev. (ft) = 0.00 Stage (ft) 4.00 3.00 2.00 1.00 0.00 t r 0.00 4.00 - Total Q Note: Gulvert/Onflce outflows are analyzed under inlet {Ic) and outlet (oc) control, weir risers checked for orifice conditions (ic) and submergence (a) Stage / Discharge Elev (ft) 16.50 15.50 14.50 13.50 12.50 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 - 40.00 Discharge (cts) DEC 0 1 2011 UnCalibre COMPOSITE 'C, FACTORS LOCATION: MCS Camp LeJeune, NC - French Creek DATE: 11/29/2011 BASIN DESIGNATION AREAS (ACRES) UNDEV PAVED LAWNS COMP. C FACTOR UNDEV PAVED LAWNS TOTAL %1 10 YR %1 10 YR %1 10 YR %1 10 YR Notes A 0.00 0.30 0.08 0.39 2.00 0.30 100 0.95 0 0.15 78.8 0.78 B 0.00 0.15 0.04 0.19 2.00 0.30 100 0.95 1 0 0.15 77.1 0.77 C 0.00 0.01 0.17 0.17 2.00 0.30 100 0.95 0 0.15 4.0 0.18 D 0.00 0.18 0.12 0.30 2.00 0.30 100 0.95 0 0.15 61.4 1 0.64 E 0.00 0.13 0.08 0.20 2.00 0.30 100 0.95 0 0.15 61.8 0.64 F 0.00 0.13 0.11 0.24 2.00 0.30 10D 0.95 0 0.15 54.1 0.58 S 0.00 0.24 0.30 0.54 2.00 0.30 100 0.95 0 0.15 44.7 0.51 G 0.00 0.33 0.14 0.46 2.00 0.30 100 0.95 0 0.15 70.6 0.71 H 0.00 0.15 0.76 0.90 2.00 00.30 100 0.95 0 0.15 16.1 0.28 1 0.00 0.00 0.94 0.94 2.00 0.30 100 0.95 0 0.15 0.0 0.15 1 0.00 0.23 0.13 0.36 2.00 0.30 100 0.95 0 0.15 64.5 0.67 K 0.00 0.19 0.41 0.60 2.00 0.30 100 0.95 0 0.15 30.9 0.40 L 0.00 2.10 1.15 3.25 2.00 0.30 100 0.95 0 0.15 64.7 0.67 POND TOTAL 0.00 4.13 4.41 8.53 2.00 0.30 100 0.95 0 0.15 48.4 0.54 M 0.00 0.10 0.22 0.32 2.00 0.30 100 0.95 0 0.15 31.3 0.40 N 0.00 0.19 0.08 0.28 2_00 0.30 100 0.95 0 0.15 69.9 0.71 O 0.00 0.04 0.03 0.07 2.00 0.30 100 0.95 0 0.15 56.9 0.61 P 0.00 0.08 0.06 0.14 2.00 0.30 100 0.95 0 0.15 55.5 0.59 Q 0.00 0.14 0.06 0.20 2.00 0.30 100 0.95 0 0.15 70.1 1 0.71 R 0.00 0.11 0.07 0.18 2.00 0.30 100 0.95 0 0.15 59.2 0.62 REFERENCE: North Carolina DENR Sediment and Erosion Control Manual, Chapter 8 F, --- 0 12011 A_ PASUNDT CL BEQ's\DRAINAGEIFC Rational.xlsx 11rA m11 STORM DRAINAGE SYSTEM DESIGN uAcwibke (RATIONAL METHOD PROCEDURE) DESIGN STORM: 10-YEAR DEVELOPED Calr- by-, KH Chled by: RWL LOCATION: MCB Camp LoJoLmel NC • French Creek Dates. 11/2012011 DIRECT RUNOFF TOTAL RUNOFF W d x D = �_ p a PIPE TRAVEL TIME REMARKS W ae z z c7 al WO z in a a !r 16 li m O E �_ 3 O _ c F `a Z a _ - M Z C a E 7 C E u F E 7 _ ° - a y E = M _O O i ` 2 O In In 2 = u O LL X W o J w N la 0. ae W b LL z J 1 W W a r DEVELOPED CB-1 1 A 0.39 0.78 1.2 5.0 0.30 910 2.9 2.9 P 0.013 2.9 0.5% 14 15 45 3.9 0.2 A CB-2 2 B 0.19 0.77 1,0 5.0 0.14 9.70 1A 0.57 5.0 9.70 0.45 4.3 4.3 P 0.013 4.3 0.5% 16 15 95 4.2 0.4 A+B EW-1 3 C 0.17 0.18 3.1 5.0 0.03 9-70 0.3 0.3 P 0.013 0.3 3.8% 4 15 45 4.3 0.2 C CB-3 4 D 0.30 0.64 1.7 5.0 0.19 9.70 1.9 1.05 5.0 9.70 0 67 6.5 8.5 P 0.013 6.5 0-5% 19 15 226 3.7 1.0 A + B + C + D C84 5 E 0.20 0.64 2.5 5.0 0.13 9.70 1.3 1.3 P 0.013 1.3 2.0% 8 15 70 5.2 0.2 E CB-5 6 F 0.24 0.58 2.0 5.0 0.14 9.70 1.4 1.49 5.0 9.70 0.94 9.1 9.1 P 0.013 9.1 0.5% 22 18 80 4,2 0.3 A - F CB-13 19 S 0.54 0.51 2.5 5.0 0.27 9.70 2.7 2.7 P 0.013 2.7 0.3% 16 42 92 2.8 0.6 5 Cm 7 G 0.46 0.71 2.0 5.0 0-33 9.70 3.2 3.2 P 0.013 3.2 0.3% 16 15 47 3.2 0.2 1 G EW4 8 H 0.90 0.28 4.8 5.0 0,25 9.70 2.4 3.40 5.0 9.70 1.80 17.4 17,4 P 0.013 17.4 1.3% 23 24 93 8.7 0 2 A - H EW-8 9 1 0.94 0.15 3.0 0.14 9.70 1.4 1.4 P 0.013 1.4 0.8% 10 15 64 3.7 0.3 1 EW-5 10 .1 0.36 0.67 2.1 0.24 9.70 2.3 2.3 P 0.013 2.3 0.5% 13 15 25 3.7 0.1 1 EW-10 12 K 0.60 0,40 3A 0.24 9.70 2.3 2.3 P 0.013 2.3 0.5% 13 15 100 3.7 0.4 K POND 11 L 3.25 0.67 4.2 2.17 9.70 21.0 8.53 &0 9.70 3.91 38.0 38.0 P 0.013 38.0 0.5% 37 24 10 5.1 0.0 A -L EEW-1 EX. K - L 3.34 0.81 3.5 115,0 2.71 9.70 26.2 26.2 P 0.013 26.2 0.8% 29 24 82 6.4 0.2 EX. K - L ECB-1 EX. M 0.27 0.68 1.8 0.18 9.70 1,8 1.8 P 0.013 1.8 1.0% 10 15 65 4.5 0.2 EX. M CB-7 13 M 0.32 0.40 3.4 0.13 9.70 1.2 3.93 5.0 9.70 3.02 29.3 29.3 P 0.013 29.3 2.1 % 26 42 74 11,7 0.1 EX. K - M + M CB-8 14 N 0.28 0.71 1.6 0.20 9.70 1.9 1.9 P 0.013 1.9 0.3% 14 42 170 2.5 1.1 N ECB-2 EX. N 0.14 0.66 2.1 0.09 9.70 0.9 0.9 P 0.013 0.9 1.0% 8 15 41 3.6 0.2 EX. N CB-9 15 O 0.07 0.61 1.1 0.04 9.70 0.4 0.21 5.0 9.70 0.14 1.3 1.3 P 0.013 1.3 0.3% 12 15 44 2.5 0.3 EX. N + O ECB-3 EX. O - Q 0.79 0.67 2.3 0.53 9.70 5.1 5.1 P 0A13 5.1 0.7% 17 15 58 4.8 0.2 EX. O - O CB-10 16 P 0.14 0.59 2.3 5.0 0.08 9.70 0.8 0.93 5.0 9.70 0.61 5.9 5.9 P 0.013 5.9 0.7% 17 15 43 4.3 0.2 EX. O - Q + P CB-11 17 O 0.20 0.71 2.2 5.0 0,14 9.70 1,4 5.55 5.0 9.70 4.10 39.8 39.8 P 0.013 39.8 0.3% 43 30 65 4.2 0.3 EX. K - Q - Q CB-12 18 R 0.18 0.62 2.0 5.0 0,11 9.70 1.1 1.1 P 0.013 1.1 0.3% 11 42 91 2.1 0.7 R DEC 0 1 2011 i My: PASUNOT CL BEQ'a1DRAlNAGE%FC Rath .bsx 11r2gmtl Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2011 Plan i FHE 1 - --- MH-11 32 Outfall 7 7 J WJ/H-f, EC&2 H-4 0 EW-1 . / /V / CE'- y_.# //1 ECB-3 3 M H-7 MH-8 -13 4IJ8/2 27 MH 10 Outfall 2 MH-9 Outfall 1 QutfaEl E-W� Outfall a \ \ I i EW-8 ECB-1 3� Project File; FCSTORM_11 29.stm Number of lines: 33 Date: 11/29/2011 Storm Sewers v8.00 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dna Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cis) (in) (tt) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 SD-41 (1) 40.80 42 Cir 28.442 15.96 16.03 0.246 18.69 18.73 0.18 18.91 End Manhole 2 SD-41 (2) 40.80 42 Cir 133.716 16.03 16.37 0.254 18.91 19.10 0.13 19.23 1 Manhole 3 SD-58 40.80 42 Cir 35.418 16.37 16.48 0.311 19.23 19.27 0.38 19.65 2 Manhole 4 SD-40 39.70 42 Cir 104.360 16.48 16.72 0.225 19.65 19.76 0.31 20.07 3 Manhole 5 SD-39 38.30 42 Cir 36.765 16.72 16.81 0.250 20.07 20.10 0.25 20.36 4 Manhole 6 SD-38 32.40 42 Cir 73.730 16.81 17.18 0.500 20.36 20.40 0.17 20.57 5 Manhole 7 SD-37 31.10 42 Cir 32,144 17.18 17.34 0.498 20.57 20.59 0.17 20.76 6 Manhole 8 SD-33 29.20 36 Cir 71.005 17.64 18.35 0.718 20.76 20.82 0.51 21.33 7 Generic 9 SD-28 26.20 24 Cir 25.220 19.35 19.55 0.793 21.33* 21_61* 1.08 22.70 8 None 10 SD-32 1.80 15 Cir 14.984 19.88 20.03 1.001 21.33* 21.35* 0.01 21.36 8 Manhole 11 SO-31 1.80 15 Cir 49.333 20.03 20.60 1.155 21.36 21.37 0.08 21.45 10 Generic 12 SD-59 1.40 15 Cir 12.934 18.97 19.02 0.387 20.07 20.07 0.03 20.10 4 Generic 13 SD-36 1.90 15 Cir 46.463 18.28 18.75 1.012 20.76* 20.80* 0.04 20.84 7 Manhole 14 SD-45 9.20 18 Cir 49.164 15.76 15.98 0.447 17.09 17.48 0.86 18.33 End Generic 15 SD-54 6.50 18 Cir 92.876 16.08 16.53 0.485 18.33* 10.69' 0.21 18.90 14 Manhole 16 SD-3 6.50 18 Cir 133.046 16.63 17.30 0.504 18,90* 19.41* 0.31 19.72 15 Generic 17 SD-2 4.30 15 Cir 95.434 17.55 18.02 0.492 19.72* 20.14* 0,17 20.31 i6 Generic 18 SD-1 2.90 15 Cir 44.864 18.11 18.34 0.513 20.31* 20.40• 0.09 20.49 17 Generic 19 SD-18 1.10 15 Cir 42.350 17.74 17.96 0.519 19.65* 19.67* 0.01 19.68 3 Generic 20 SD-35 1.30 15 Cir 31.787 17.43 17.59 0.503 20.57* 20.58* 0.01 20.59 6 Generic 21 SD-34 0.90 15 Cir 40.620 17.59 18,00 1.009 20.59* 20.60* 0.01 20.61 20 Generic 22 SD-47 0.30 15 Cir 45.144 17.55 19.27 3.810 19.72 19.72 0.01 19.73 16 Open Headwall 23 SD-43 5.90 15 Cir 32.590 17.04 17.25 0.644 20.36* 20.63* 0.18 20.81 5 Generic 24 SD-42 5.10 15 Cir 58.356 17.25 17.64 0.666 20.81* 21.17* 0.27 21.44 23 Grate Project File; FC-STORM_11 29.stm I Number of lines: 33 Run Date: 11129/2011 NOTES: Return period = 10 Yrs. ; `Surcharged (HGL above crown). 7011 � L7,-' �-,- I sum S&MM V8-00 Storm Sewer Summary Report Page 2 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL On EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 25 SO-9 1.30 15 Cir 70.210 16.23 17.64 2.008 18.33 18.35 0.05 18.40 14 Generic 26 SD-50 5.90 15 Cir 46.788 15.51 15.63 0.256 16.48" 17.05' 0.19 17.24 End Manhole 27 SD-56 2.70 15 Cir 104.937 15.73 15.99 0.248 17.24' 17.42' 0.05 17.47 26 Manhole 28 SD-55 2.70 15 Cir 44.637 16.09 16.20 0.246 17.47' 17.55' 0.08 17.62 27 Generic 29 SD-51 2.30 15 Cir 23.581 15.23 15.47 1.018 15.84 16.08 We 16.08 End OpenHeadwall 30 Si -57 1.40 15 Cir 63.677 14.85 15.17 0.503 15.32 15.65 0.16 15.81 End OpenHeadwall 31 SD-48 17.40 24 Cir 86.995 14.21 15.17 1.104 15.69 16.65 n/a 16.65 End OpenHeadwall 32 SD-61 2.30 15 Cir 15.368 14.44 14.51 0.455 15.05 15.16 0.16 15.32 End Manhole 33 SD-60 2.30 15 Cir 97.231 14.51 14.96 0.463 15.32 15.58 0.23 15.80 32 OpenHeadwall DEC 0 1 Z011 Project File: FC-STORM_11 29.stm Number of lines: 33 Run Date: 11/29/2011 NOTES: Return period = 10 Yrs. ; 'Surcharged (HGL above crown). St0fM Serer v6.00 muCalibre COMPOSITE 'C' FACTORS LOCATION: MCB Camp L.eJeune, NC - French Creek DATE: 11/29/2011 BASIN DESIGNATION AREAS (ACRES) UNDEV PAVED LAWNS COMP. C FACTOR UNDEV PAVED LAWNS TOTAL %1 10 YR %1 10 YR %1 10 YR %1 10 YR Notes A 0.00 0.30 0.08 0.39 2.00 0.30 100 0.95 0 0.15 78.8 0.78 8 0.00 0.15 0.04 0.19 2.00 0.30 100 0.95 1 0 0.15 77.1 0.77 C 0.00 0.01 0.17 0.17 2.00 0.30 100 0.95 0 0.15 4.0 0.18 D 0.00 0.18 0.12 0.30 2.00 0.30 100 0.95 0 0.15 61.4 0.64 E 0.00 0.13 0.08 0.20 2.00 0.30 100 0.95 0 0.15 61.8 0.64 F 0.00 0.13 0.11 0.24 2.00 0.30 100 0.95 0 0.15 54.1 0.58 S 0.00 0.24 0.30 0.54 2.00 0.30 100 0.95 0 0.15 44.7 0.51 G 0.00 0.33 0.14 0.46 2.00 0.30 100 0.95 0 0.15 70.6 0.71 H 0.00 0.15 0.76 0.90 2.00 0.30 100 0.95 0 0.15 16.1 0.28 1 0.00 0.00 0.94 0.94 2.00 0.30 100 0.95 0 0.15 0.0 0.15 1 0.00 0.23 0.13 0.36 2.00 0.30 100 0.95 0 0.15 64.5 0.67 K 0.00 0.19 0.41 0.60 2.00 0.30 100 0.95 0 0.15 30.9 0.40 L 0.00 2.10 1.15 3.25 2.00 0.30 100 0.95 0 0.15 64.7 0.67 POND TOTAL 0.00 4.13 4.41 8.53 2.00 0.30 100 0.95 0 0.15 48.4 0.54 M 0.00 0.10 0.22 0.32 2.00 0.30 1 100 0.95 0 0.15 31.3 0.40 N 0.00 0.19 0.08 0.28 2.00 0.30 100 0.95 0 0.15 69.9 0.71 O 0.00 0.04 0.03 0.07 2.00 0.30 100 0.95 0 0.15 56.9 0.61 P 0.00 0.08 0.06 0.14 2.00 0.30 100 0.95 0 0.15 55.5 0.59 a 0.00 0.14 0.06 0.20 1 2.00 0.30 100 0.95 0 0.15 70.1 0.71 R 0.00 0.11 0.07 0.18 2.00 0.30 100 0.95 0 0.15 59.2 0.62 REFERENCE: North Carolina DENR Sediment and Erosion Control Manual, Chapter 8 DEC 0 1 2011 ice_- - P:15UNDT CL BEQ's0RAJNAGE1FC Rational.Am 112gmil STORM DRAINAGE SYSTEM DESIGN UaCmibi a (RATIONAL METHOD PROCEDURE) DESIGN STORM: 10-YEAR DEVELOPED Calc. br. KM ChWd tn: RWL LOCATION: MCB Camp LaJeune, NC - French Creek Date: 11129/2011 DIRECT RUNOFF TOTAL RUNOFF W LL d cc O 13 n PIPE TRAVEL TIME REMARKS W I- F z_ W O u At ci Q N = .. 5 -• : C de C E E _ w ` a R m = a R LL _ O 64 O IY i W 6 -1 ' DEVELOPED GB-1 1 A 0.39 0.78 1.2 5,0 0.30 9.70 2.9 2.9 P 0.013 1 2.9 0.5% 14 15 45 3.9 0.2 A CB-2 2 B 0.19 0.77 1.0 5.0 0.14 9.70 1.4 0.57 5.0 9.70 0.45 4-3 4.3 P 0.013 1 C3 0.5% 16 15 95 4.2 0.4 A + B EW-1 3 C 0.17 0.18 3.1 5.0 D.03 9.70 0.3 0.3 P 0.013 0.3 3.8% 4 15 45 4.3 0.2 C CB-3 4 D 0.30 0.64 1.7 5.0 0.19 9.70 1.9 1.05 5.0 9.70 0.67 6.5 6.5 P 0.013 6.5 1 0.5% 19 15 226 3.7 1.0 A + B + C + O CS-4 5 E 0.20 0.64 2.5 5.0 0.13 9.70 1.3 1.3 P 0.013 1.3 2.0% 8 15 70 5.2 0.2 E CS-5 6 F 0.24 0.58 2.0 5.0 0.14 9.70 1.4 1.49 5.0 9.70 0.94 9.1 9.1 P 0.013 9.1 0.5% 22 18 80 4.2 0.3 A - F CB-13 19 5 0.54 0.51 2.5 5.0 0.27 9.70 2.7 2.7 P 0.013 2.7 0.3% 16 42 92 2.8 0.6 $ CB-6 7 G 0.46 0.71 2.0 5.0 0.33 9.70 3.2 3.2 P 0-013 3.2 0.3% 16 15 47 3.2 0.2 G EW-4 8 H 0.90 0.28 4.8 5.0 0.25 9.70 2.4 3.40 5.0 9.70 1.80 IT4 17.4 P 0.013 17A 1.3% 23 24 93 8.7 0.2 A - H EW-8 9 1 0.94 0.15 3.8 5.0 0.14 9.70 1.4 1A P 0.013 1.4 0.8% 10 15 64 3.7 0.3 1 EW-5 10 1 0.36 0.67 2.1 5.0 0.24 9.70 2.3 2.3 P 0.013 2.3 0.5% 13 15 25 3.7 0.1 J EW-10 12 K 0.60 0.40 3.4 5.0 0.24 9.70 2.3 2.3 P 0.013 2.3 0.5% 13 15 100 3.7 0A K POND 11 L 3.25 0.67 4.2 5.0 2.17 9.70 21.0 8.53 5.0 9.70 3.91 38-0 38.0 P 0.013 38.0 0.5% 37 24 10 5.1 0.0 A -L EE:W-1 EX. K - L 3.34 0.81 3.5 5.0 2.71 9.70 26.2 26.2 P 0.013 26.2 0.8% 29 24 82 6A 0.2 EX. K - L ECB-1 EX. M 0.27 0.68 1.8 5.0 0.18 9.70 1.8 1 1.8 P 0.013 1.8 1-0% 1 10 15 65 C5 0.2 EX M CB-7 13 M 0.32 0.40 3A 5.0 0.13 9.70 1.2 3.93 5.0 9.70 3.02 29.3 29.3 P 0.013 29.3 2.1% 26 42 74 11.7 0.1 EX. K - M + M CB-8 14 N 0.28 0.71 1.6 5.0 0.20 9.70 1.9 1.9 P 0.013 1.9 0.3% 14 42 170 2.5 1.1 N ECB-2 EX. N 0.14 0.66 2.1 5.0 0.09 9.70 0.9 0.9 P 0.013 0.9 1.0% 8 15 41 3.6 0.2 EX. N CB-9 15 O 0.07 0.61 1.1 5.0 0.04 9.70 0.4 0.21 5.0 9.70 0.14 1.3 1.3 P 0.013 1.3 0.3% 12 15 44 2.5 0.3 EX. N + O ECS-3 EX. O - Q 0.79 0.67 2-3 5.0 0.53 9.70 5.1 5.1 P 0.013 6A 0.7% 17 15 58 4.6 0.2 EX. O - 4 CB-10 16 P 0.14 0.59 2.3 5.0 0.08 9.70 0.8 0.93 5.0 9-70 0.61 5.9 5.9 P 0.013 5.9 0.7% 17 15 43 4.3 0.2 EX. O - Q + P CB-11 17 Q 0.20 0.71 2.2 5 00 0. M 9.70 1.4 5.55 5.0 9.70 4.10 39.8 39.8 P 0.013 39.8 0.3% 43 30 65 4.2 0.3 EX. K - Q - Q CB-12 18 R 0.18 0.62 2.0 5.0 0.11 9.70 1.1 1.1 P 0.013 1.1 0.3% 111 42 1 91 1 2.1 1 0.7 r R DEC Q 1 7.011 RISUNOT CL 9EQ'540RAJNA3EIFC RaLkmi.xhu 112gm11 Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D@ 2011 Plan �Z 7 Fn-� 1-1-- 2 ECB-1 J 13 PH-4 ECB-2 CB L EW-1 JV/l %� CB-1/ }�EIIH� Lu-'•, ECB-3 3 M H-7 C -4 1 MH-8 1 13 MH 10 27 Outfall 2 MH-9 Outfall 1 Outfall EW4 l 31 DEC 0 1 2011 EW-8 Outfall �._.�_ a MH-11 32 Outfall O 11 �29 �i EW- 33 Project File: FCSFORM_11 29.strn Number of lines: 33 Date: 11/29/2011 Sturm seven ve.00 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cis) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 SD-41 (1) 40.80 42 Cir 28.442 15.96 16.03 0.246 18.69 18.73 0.18 18.91 End Manhole 2 S10-41 (2) 40.80 42 Cir 133.716 16.03 16.37 0.254 18.91 19.10 0.13 19.23 1 Manhole 3 SD-58 40.80 42 Cir 35.418 16.37 16.48 0.311 19.23 19.27 0.38 19.65 2 Manhole 4 SD-40 39.70 42 Cir 104.360 16.48 16.72 0.225 19.65 19.76 0.31 20.07 3 Manhole 5 SD-39 38.30 42 Cir 36.765 16.72 16.81 0.250 20.07 20.10 0.25 20.36 4 Manhole 6 SD-36 32.40 42 Cir 73.730 16.81 17.18 0.500 20.36 20.40 0.17 20.57 5 Manhole 7 SD-37 31.10 42 Cir 32.144 17.16 17.34 0.498 20.57 20.59 0.17 20.76 6 Manhole 8 SD-33 29.20 36 Cir 71.005 17.84 18.35 0.718 20.76 20.82 0.51 21.33 7 Generic 9 SD-28 26.20 24 Cir 25.220 19.35 19.55 0.793 21.33' 21.61 1.08 22.70 8 Norte 10 SD-32 1.80 15 Cir 14.984 19.88 20.03 1.001 21.33' 21.35' 0.01 21.36 8 Manhole 11 SD-31 1.80 15 Cir 49.333 20.03 20.60 1.155 21.36 21.37 0.08 21.45 10 Generic 12 SD-59 1.40 15 Cir 12.934 18.97 19.02 0.387 20.07 20.07 0.03 20.10 4 Generic 13 SO-36 1.90 15 Cir 46.463 18.28 18.75 1.012 20.76' 20.80' 0.04 20.84 7 Manhole 14 SD-45 9.20 18 Cir 49.164 15.76 15.98 0.447 17.09 17.48 0.86 18.33 End Generic 15 SD-54 6.50 18 Cir 92.876 16.08 16.53 0.485 18.33' 18.69' 0.21 18.90 14 Manhole 16 SD-3 6.50 18 Cir 133,046 16.63 17.30 0.504 18.90' 19.4V 0.31 19.72 15 Generic 17 SD-2 4.30 15 Cir 95.434 17.55 18.02 0.492 19.72' 20.14' 0.17 20.31 16 Generic 18 SD-1 2.90 15 Cir 44.864 18.11 18.34 0.513 20.31' 20.40' 0.09 20.49 17 Generic 19 SD-18 1.10 15 Cir 42.350 17.74 17.96 0.519 19.65' 19.67' 0.01 19.68 3 Generic 20 S11-35 1.30 15 Cir 31.787 17.43 17.59 0.503 20.57' 20.58' 0.01 20.59 6 Generic 21 SD-34 0.90 15 Cir 40.620 17.59 18.00 1.009 20.59' 20.60' 0.01 20.61 20 Generic 22 SD-47 0.30 15 Cir 45.144 17.55 19.27 3.810 19.72 19.72 0.01 19.73 16 OpenHeadwall 23 SD-43 5.90 15 Cir 32.590 17.04 17.25 0.644 20.36' 20.63' 0.18 20.81 5 Generic 24 SD-42 5.10 15 Cir 58.356 17.25 17.64 0.668• 20.81' 21.17' 0.27 21.44 23 Grate Project File: FC-STORM_11 29.stm .r Number of lines: 33 Run Date: 11/29/2011 NOTES: Return period = 10 Yrs. ; 'Surcharged (HGL above crown). D C r i3 ; Z 1 i I L- $toms Sellers V8.00 Storm Sewer Summary Report Page 2 Line Line 10 Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) (%) jft) (ft) (ft) (ft) No. 25 SD-9 1.30 15 Cir 70.210 16.23 17.64 2.008 18.33 18.35 0.05 18.40 14 Generic 26 SD-50 5.90 15 Cir 46.788 15.51 15.63 0.256 16.48' 17.05' 0.19 17.24 End Manhole 27 SD-56 2.70 15 Cir 104.937 15,73 15.99 0.248 17.24' 17.42' 0.05 17.47 26 Manhole 28 SD-55 2.70 15 Cir 44.637 16.09 16.20 0.246 17.47' 17.55' 0.08 17.62 27 Generic 29 SD-51 2.30 15 Cir 23.581 15.23 15.47 1.018 15.84 16.08 n/a 16.08 End OpenHeadwall 30 SD-57 1.40 15 Cir 63.677 14.85 15.17 0.503 15.32 15.65 0.15 15.81 End OpenHeadwall 31 SD-48 17.40 24 Cir 86.995 14.21 15.17 1.104 15.69 16.65 n/a 16.65 End OpenHeadwall 32 SD-61 2.30 15 Cir 15.388 14.44 14.51 0.455 15.05 15.16 0.15 15.32 End Manhole 33 SD-60 2.30 15 Cir 97.231 14.51 14.96 0.463 15.32 15.58 0.23 15.80 32 OpenHeadwall DEC 0 1 Z011 Project File: FC-STORM-11 29.stm Number of lines: 33 Run Date: 11/29/2011 NOTES: Return period = 10 Yrs. ; *Surcharged (HGL above crown). Storm Sewer r8.00 COASTAL f SITE DESIGN, PC f14®.p /A on 1Dp !M FlNMi /R — �K R�111ML i� � w lilCaliblawe Calibre Engln(4-ring, 5pF0 South Rlognfina soulnvani, 5uittl 105 Zhiands Ranch, CO 60t 29 Hi U 001) T311{kl:id Owww. c a b br o- e n g�.n en dT i g,com Consftcdon Management Civil Enpine ft Suv"irg I a rAl t Y" .'l • i• i'. a. .f: .ram .�. i• 1. I . r� 's; '.. .'.' •. • .; --- ,r.. VI,. •V• �.F DEC P1317 BORING LOC. POND FRENCH CK CAMP LEJEUNE �,_ -/] 0 1 2011 SHEET BL �ALE:_1 "-6a ___....._ DATE: NOV 30 2011 Infiltration Testing Form n P1317 French Creek BEQ Site - No Rc� Jacksonville, Onslow County, North Carolina ECS Project No. 22.16855 August 23, 2011 Location Depth Soil Description 1-1 0-6" PEAT 6"-18" Gray fine SAND 18"-24" Dark brown silty SAND 24°-36" Tan fine SAND 36"-60" Tan fine sandy CLAY Seasonal High Water Table was estimated to be at 30 inches below the existing grade elevation. Infiltration Rate: 3.3 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 50 inches below the existing grade elevation. Location Depth Soil Description 1-2 0-14" Gray fine SAND 14"-20" Brown fine SAND 20"-60" Tan fine SAND Seasonal High Water Table was estimated to be at 36 inches below the existing grade elevation. Infiltration Rate: 6.1 inches per hour Test was conducted at 12 inches below existing grade elevation Groundwater was encountered at 55 inches below the existing grade elevation. DEC 0 1 2011 TM - ECS CA RO L I N AS, LLP "Setting the Standard for Service" C aRCLINAG Geotechnical - Construction Materials • Environmental • Facilities April 28, 2010 Mr. Aaron Eriksson RQ Construction Inc. 3194 Lionshead Avenue Carlsbad, Cafifomla 92010 Reference: Deport of Seasonal High Water Table Estimation French Creek BEQ P-1017-1047 Camp Lejeune, Onslow County, North Carolina ECS Project No. 22.15763E Dear Mr. Erlksson: ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Table (SHWT) for the proposer) stormwater best management practice (BMP) areas at the proposed French Creek BEQ P-1017-1047 on Camp Lejeune, Onslow County, North Carolina. This letter, with attachments, is the report of our estimation. Field Testing On April 21, 2010 ECS conducted an exploration of the subsurface soil and groundwater conditions at four requested locations shown on the attached Boring Location Plan (Figure 1). The purpose of this exploration was to estimate the depth of the SHWT of the in -place soils for the proposed stormwater BMP areas. The locations were surveyed prior to ECS's visit. ECS explored the subsurface soil and groundwater conditions by advancing one hand auger boring into the existing ground surface at the requested boring locations. ECS visually classified the subsurface soils and obtained representative samples of each soil type encountered. ECS recorded the SHWT and groundwater level observed at the time of each hand auger boring. The attached SHWT sheet provides a summary of the subsurface conditions encountered at each hand auger boring location. The area In which boring locations 1 and 2 were located had been cut approximately four feet below the former existing grade elevation. ECS advanced one additional boring (#3) adjacent to boring number one in the natural grade elevation. DEC 0 1 2011 7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T. 910-686-9114 * F: 910-686-9666 • www.ecslimited.com ECS Carollnes, LLP - ECS Florida, LLC • ECS Illinois, LLC - ECS Mid -Atlantic, LLC - ECS southeast, LLC • ECS Texas, LLP Report of SHWT Estlmahw French Creek BEQ P-1017-1047 Camp Lejeune, Onslow County, North Carolina ECS Project No. 22.15763B April 28, 2010 The groundwater level and the SHWT were estimated at each boring location below the existing grade elevation. Below is a summary of each boring location. Location Water Level SHWT 1 10 inches 0 inches 2 8 inches 0 inches 3 38 inches 24 inches 4 Winches 42 inches 5 40 inches 30 inches The SHWT may vary within the proposed site due to changes in subsurface conditions and elevation. Closure The activities and evaluative approaches used in this assessment are consistent with those normally employed in assessments of this type. Our evaluation of site conditions has been based on our understanding of the project information and the data obtained during our field activities. ECS appreciates the opportunity to provide our services to you on this project. If you have any quesdons concerning this report or this projeci please contact us at (910) 686-9114. Respectfully, ECS CAROLINAS, LLP �z .6."4 4/-- K. Brooks Wall Project Manager Walid M. Sobh, P.E. Principal Engineer CC: Ryan Littleton — Calibre Engineering; Rodney Wright — Coastal Site Design, PLLC Attachments: Boring Location Plan SHWT sheet 2 DEC 0 1 2011 0 APPROXIMATE BORING LOCATIONS French Crook Site Camp Lejeune, Onslow Co., NC ECS Project No. 22-15763B April 21, 2010 KBW Figure 1— Boring Location Plan Provided by: Calibre Engineering DEC 0 1 2011 1 Season High Water Table Estimation French Creek BEQ P-1017-1047 Camp Lejeune, Onslow Co., North Carolina ECS Project No. 22.15763B Apri 121, 2010 Location Depth epth Soil Description 1 0-24" Tan/gray fine SAND Seasonal High Water Table was estimated to be at 0 inches below the existing grade elevation. Groundwater was encountered at 10 inches below the existing grade elevation. Location Depth Sol] Description 2 0-24" Tan/gray fine SAND Seasonal High Water Table was estimated to be at 0 inches below the existing grade elevation. Groundwater was encountered at 8 inches below the existing grade elevation. Location Depth Soil Description 3 0-48" Tan/gray fine SAND Seasonal High Water Table was estimated to be at 24 inches below the existing grade elevation. Groundwater was encountered at 38 inches below the existing grade elevation. Location Depth Soil Description 4 0-18" Gray fine SAND 18"-60" Tan/orange fine SAND Seasonal High Water Table was estimated to be at 42 inches below the existing grade elevation. Groundwater was encountered at 60 inches below the existing grade elevation. DEC 0 1 2011 Season High Water Table Estimation French Creek BEQ P-1017-1047 Camp Lejeune, Onslow Co., North Carolina ECS Project No. 22.15763B April 21, 2010 Location Depth Soil Description 5 0-18" Gray silty SAND 18"-30" Gray fine SAND 30"-40" Hard Pan 40"-60" Tan/gray fine SAND Seasonal High Water Table was estimated to be at 30 inches below the existing grade elevation. Groundwater was encountered at 40 inches below the existing grade elevation. DEC 0 1 2011 j ECS CAROLINAS, LLP . CAROLINAS GeotechWcal • Construction Materials f Environmental • Facilitfgust 3, 2010 Mr. Chad Webb Archer WestemlRQ Construction Joint Venture P.O. Box 8444 . Camp Lejeune, North Carolina 28547 Re: Infiltration Testing Gonzalez Boulevard/Birch Avenue . MCB Camp Lejeune, Onslow County, North Carolina ECS Project No. 22.16014 Dear Mr. Webb, ECS Carolinas, LLP' (ECS) recently conducted Infiltration testing .for the proposed infiltration areas at the above referenced site located off of Gonzalez Boulevard and Birch Avenue in MCB Camp Lejeune', North Carolina. This letter, with attachments, is the report of our testing. Field Testing . On July 29, 2010 ECS conducted an exploration of the subsurface soil and ground- water conditions at the thirteen locations shown on the attached. Site Diagram. The locations, were' field: located utilizing a; boring- location map provided by Calibre Frlgineering. The purpose .of this exploration was to obtain subsurface Information of the in -place soils for the proposed Infiftratlbn area.: We explored the subsurface soil and ground water conditions byadvancing one hand auger boring into the e)asting ground surface at file thirteen boring locations. We visually classified the; subsurface b- soils and ` obtained representative samples of each soil type encountered.. We. also recorded the ground water level observed at the time of each hand auger boring. The attached Infiltration Testing Form provides a summary of the 'subsurface conditions encou ntered: at each hand auger boring location. The ground ,water level and the seasonal high ground water level (SHWL) were estimated, at each boring location below the existing grade. -elevation. Below is a summary of each boring location:' DEC 0 1 2011 Infiltration Testing Gonzalez BoulavardlBiroh Avenue MCB Camp Lejeune. North Carolina ECS Project No. 22.16014 Location Water Level SHWL 1 30 inches 6 inches 2 . -70 inches Winches 3 70 inches 30 inches 4 36 inches 18 inches 5 70 inches 36 inches 6 70 inches Winches 7 75 inches 40 inches 8 Winches 48 inches 9 85 inches 40 inches 10 85 Inches Winches 11 55 inches 16 inches 12 55 inches 13 inches • 13 55 inches 16 inches We have conducted thirteen infiltration tests utilizing a compact constant head permeameter near the hand auger borings to estimate the infiltration rate for the subsurface soils. The infiltration tests are typically conducted at two feet above the SHWL. Field Test Results Below is a summary of the Infiltration test results: Location Description Depth Incheslhour Inches/minute 1 Dark Gray Silty 10 inches 3.6 0.060 SAND 2 Dark Gray Silty 10 inches 6.5 0.108 SAND 3 Dark Gray Silty 10 Inches 8.9 0.148 SAND 4 Gray Fine 10 inches 20.1 1 0.335 SAND 5 Gray Fine 12 Inches 21.1 0.352 SAND 6 Tan Fine 10 inches 8.9 0.148 SAND 7 Tan Fine 16 inches 12.7 0.212 SAND 8 Tan Fine 24 inches 11.2 0.187 SAND 9 Tan Fine 16 inches 9.0 0.150 SAND .l Infiltration Testing Gonzalez Boulevard/Birch Avenue MCB Camp Lejeune. North Carolina ECS Project No. 22.16014 10 Tan Fine 12 inches 7.5 0.125 SAND 11 Tan Fine 10 inches 2.2 0.037 SAND 12 Mottled Clayey 10 inches 1.1 0.018 SAND 13 Mottled Clayey 10 inches 1.9 0.032 SAND Infiltration rates and SHWL may vary within the proposed site due to changes In elevation and subsurface conditions. If you have any questions regarding this report, please contact us at (910) 686-9114. Respectfully, ECS CAROLrNAS, LLP �H �C��=j \`\`, UA'kk < L' 03 Winslow E. Goins, P.E. zz Project Engineer ��� • �' fhi�' NC License No. 033751 "(pW; ' •���'� Attachments: Site Diagram Infiltration Testing Farm Walid M. Sobh, P. E. Principal Engineer NC License No. 022983 3 I DEC 0 1 2011 Infiltration Testing Form Gonzales Road Camp Lejeune, Onslow County, North Carolina ECS Project No. 22.16014 July 30, 2010 Location Depth 1 0-36" 36"-48" Soil Description Dark gray SAND wlsilt Gray clayey SAND Seasonal High Water Table was estimated to be at 6 inches below the existing grade elevation. Infiltration Rate: 3.6 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 30 inches below the existing grade elevation. Location Depth Soil Description 2 0-12" Dark gray fine SAND wlsilt 12"-70" Tan fine SAND Seasonal High Water Table was estimated to be at 30 inches below the existing grade elevation. Infiltration Rate: 6.5 inches per hour Test was conducted -at 10 inches below existing grade elevation, Groundwater was encountered at 70 inches below the existing grade elevation. Location Depth Soil Description 3 0-16" Dark gray fine SAND wlsilt 16"-70" Tan fine SAND Seasonal High Water Table was. estimated to be at 30 inches below the existing grade elevation. Infiltration Rate: 8.9 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 70 inches below the existing grade elevation. DEC 0 1 2011 Infiltration Testing Form Gonzales Road Camp Lejeune, Onslow County, North Carolina ECS Project No. 22.16014 July 30, 2010 Location Depth Sol[ Description 4 0-24" Gray fine SAND 24"-30" Dark brown silty SAND (hardpan) 30"-48" Tan fine SAND Seasonal High Water Table was estimated to be at 18 inches below the existing grade elevation. Infiltration Rate: 20.1 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 36 inches below the existing grade elevation. Location Depth Soil Description 5 0-24" Gray fine SAND 24"-48A Tan fine SAND 48"-60" Tan clayey SAND Seasonal High Water Table was estimated to be at 36 inches below the existing grade elevation. Infiltration Rate: 21.1 inches per hour Test was conducted at 12 inches below existing grade elevation Groundwater was encountered at 70 inches below the existing grade elevation. Location Depth Soil Description 6 0-36" Tan fine SAND 36"-60" Tan sandy CLAY Seasonal High Water Table was estimated to be at 30 inches below the existing grade elevation. Infiltration Rate: 8.9'inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 70 inches below the existing grade elevation. DEC 0 1 Z011 Infiltration Testing Form Gonzales Road Camp Lejeune, 4nslow County, North Carolina ECS Project No. 22.16014 July 30, 2010 Location Depth Soil Description 7 0-60" Tan fine SAND 60"-70" Tan sandy CLAY Seasonal High Water Table was estimated to be at 40 inches below the existing grade elevation. Infiltration Rate: 12.7 inches per hour Test was conducted at 16 inches below existing grade elevation Groundwater was encountered at 75 inches below the existing grade elevation. Location Depth Soil Description 8 0-48" Tan fine SAND 48"-85" Tan clayey SAND Seasonal High Water Table was estimated to be at 48 inches below the existing grade elevation. Infiltration Rate: 11.2 inches per hour Test was conducted at 24 inches below e)dsting grade elevation Groundwater was encountered at 85 inches below the existing grade elevation. Location Depth Soil Description 9 048" Tan fine SAND 48"-85" Tan clayey SAND Seasonal High Water Table was estimated to be at 40 inches below the existing grade elevation. Infiltration Rate: 9.0 inches per hour Test was conducted at 16 inches below existing grade elevation Groundwater was encountered at 85 inches below the existing grade elevation. DEC 0 1 2011 S Infiltration Testing Form Gonzales Road Camp Lejeune, Onslow County, North Carolina ECS Project No. 22.16014 July 30, 2010 Location Depth Soil Description 10 0-26" Tan fine SAND 26"-85" Tan clayey SAND Seasonal High Water Table was estimated to be at 36 inches below the existing grade elevation. Infiltration Rate: 7.5 inches per hour Test was conducted at 12 inches below existing grade elevation Groundwater was encountered at 85 inches below the existing grade elevation. Location Depth Soil Descrpton 11 0-16" Tan fine SAND 16"-85" Tan clayey SAND Seasonal High Water Table was estimated to be at 16 inches below the existing grade elevation. Infiltration Rate: 2.2 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 55 inches below the existing grade elevation. Location Depth Soil Description 12 0-60" Tanlorangelgray clayey SAND Seasonal High Water Table was estimated to be at 13 inches below the existing grade elevation. Infiltration Rate: 1.1 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 55 inches below the existing grade elevation. DEC 0 1 zoii r ' 4 Infiltration Testing Form Gonzales Road Camp Lejeune, Onslow County, North Carolina ECS Project No. 22.16014 July 30, 2010 Location Death Soil Descri tion 13 0-60" Tan/orange/gray clayey SAND Seasonal High Water Table was estimated to be at 16 inches below the existing grade elevation. Infiltration Rate: 1.9 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 55 inches below the existing grade elevation. F , DEC 0 1 2O11 77 ECS CAROLINAS, LLP "Setting the Standard for Service" Geotechnical • Construction Materials • Environmental • Facilities NCRL i,TLiaUEf im,. ogFi[^,r-104; October 12, 2010 Mr. Chad Webb Archer Western/ RQ Construction Joint Venture French Creek Site Camp Lejeune, North Carolina 28542 Reference: Report of Infiltration Testing Gohzalez/Birch Stormwater BMP's Camp Lejeune, Onslow County, North Carolina ECS Project No. 22.16223 Dear Mr. Webb: ECS Carolinas, LLP (ECS) recently conducted infiltration testing. for the proposed stormwater best management practice (BMP) areas at the Gonzalez/Birch roadway extension site on Camp Lejeune, Onslow County, North Carolina. This letter, with attachments, is the report of our testing. Field Testing On October 8, 2010, ECS conducted an exploration of the subsurface soil and groundwater conditions at two requested locations shown on the attached Test Location Plan (Figure 1). The test areas were located with GPS equipment. The purpose of this exploration was to obtain subsurface information of the in -place soils for the proposed stormwater BMP areas. ECS explored the subsurface soil and groundwater conditions by advancing one hand auger boring into the existing ground surface at the requested boring locations. ECS visually classified the subsurface soils and obtained representative samples of each soil type encountered. ECS also recorded the groundwater level and the seasonal high water table (SHWT) observed at the time of the hand auger borings. The attached Infiltration Testing Form provides a summary of the subsurface conditions encountered at the hand auger boring locations. The groundwater level and the SHWT were estimated at the boring locations below the existing grade elevation. A summary of the findings are as follows: L'ocation:,": Water, -Level., - r :'SHWT .;' 1 6 inches 0 inches 2 82 inches 50 inches ECS has conducted two infiltration tests utilizing a compact constant head permeameter near the hand auger borings to estimate the infiltration rate for the subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT. If the SHWT is les's than three feet, the tests. are conducted at ten inches below the surface elevation. DEC 0 1 2011 J 721fi:;Ogden Business Park, Suite 201, Wilmington, NC 28411 • T: 910-686-9114 F; 910-686-9666 w%"v.ecslimited.cem ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC . ECS Mid-Allantic, LLC ECS Southeast, LLC ECS Texas, LLP Report oflnfiltration Testing Gonzalez/Birch Stormwater BMP's Camp Lejeune, Onslow County, North Carolina ECS Project No, 22.16223 October 12, 2010 Field Test Results Below is a summary of the Infiltration test results: Locatiari Description Depth Inches! ` hour 1 Black sil SAND 19 inches 0.0 2 Tan fine SAND 26 inches 4.3 Infiltration rates and SHWT may vary within the proposed site due to changes in elevation and subsurface conditions. Closure The activities and evaluative approaches used in this assessment are consistent with those normally employed in assessments of this.type. ECS's testing of site conditions has been based on our understanding of the project information and the data obtained during our field activities. ECS appreciates the opportunity to provide our services to you on this project If you have any questions conceming this report or this project, please contact us at (910) 686- 9114. Respectfully, ECS CAROLINAS, LLP k,145UA K. Brooks Wall Project Manager t M. Walid M. Sobh, P.E. Principal Engineer Attachments: Figure 1 and Figure 2 -Test Location Plan Infiltration Testing Form DEC 0 E 1 2011 Season High Water Table Estimation Gonzalez/Birch Stormwater BMP's Camp Lejeune, Onslow Co., North Carolina ECS Project No. 22.16223 October 8, 2010 Location Depth Soil Description 1 0-24" Black silty SAND Seasonal High Water Table was estimated to be at 0 inches below the existing grade elevation. Infiltration Rate: 0.0 inches per hour Test was conducted at 10 inches below existing grade elevation Groundwater was encountered at 6 inches below the existing grade elevation. Location Depth Soil Description 2 0-10" Gray silty SAND 10"-30" Tan fine SAND 30"-48" Brown/orange clayey SAND 48"-65" Tan fine SAND 65"-90" Tan clayey SAND Seasonal High Water Table was estimated to be at 5❑ inches below the existing grade elevation. Infiltration Rate: 4.3 inches per hour Test was conducted at 26 inches below existing grade elevation Groundwater was encountered at 82 inches below the existing grade elevation. _1 DEC 0 1 2011 I Vy N}J� t hA. go a e! U �• 111,Calibwe Uw=M Ow Mmau 37 •.✓r '� r.•w.catpra�yirrrgca ® APPROXIMATE TEST LOCATION Gonzalez[Birch BMP Camp Lejeune, NC ECS Project No. 22-16223 October 9, 2010 KBW Figure 1— Test Location Plan Provided by: Calibre DEC 0 Y Z011 L1_ - S Q E GbnzalezJBifch BMP Camp Lejeune, NC ECS Project No. 22-16223 October 8, 2010 KBW FRENCH CREEK ?A 1, � `���„ ,;l`'• ;': , APPROXIMATE TEST LOCATION Figure 2—Test Location Plan Provided by: Calibre Frtt,t�. crttl< Name of Stream Description Curr. Class Date Basin Stream Index #t Southwest Creek From Mill Run to New C;HQW,NSW 08/01/91 White Oak 19-17-(6.5) River Catherine Lake From Catherine Lake to C;NSW 08/01/91 White Oak 19-17-1 Creek Southeast Creek Catherine Lake Entire Lake B;NSW 08/01/91 White Oak 19-17-1-1 Deep Run From source to C;NSW 08/01/91 White Oak 19-17-2 Southwest Creek Harris Creek From source to C;NSW 08/01/91 White Oak 19-17-3 Southwest Creek Haws Run From source to C;NSW 08/01/91 White Oak 19-17-4 Southwest Creek Tank Creek From source to C;NSW 08/01/91 White Oak 19-17-5 Southwest Creek Hicks Run From source to C;NSW 08/01/91 White Oak 19-17-6 (Hickory Run) Southwest Creek Mill Run From source to SC;NSW 08/01/91 White Oak 19-17•-7 Southwest Creek Morgan Bay Entire Bay SC;NSW 08/01/91 White Oak 19-1B Lewis Creek From source to New SC;HQW,NSW 08/01/91 White Oak 19-19 River Cowford Branch From source to New C;NSW 08/01/91 White Oak 19-2 River Wallace Creek From source to New SB;NSW 08/01/91 White Oak 19-20 River Bearhead Creek From source to Wallace SB;NSW 06/01/91 white Oak 19-20-1 Creek Beaverdam Creek From source to Wallace SB;NSW 08/01/91 White Oak 19-20-2 Creek Town Creek From source to New SC;HQW,NSW 08/01/91 White Oak 19-21 River Farnell Bay Entire Bay SC;NSW 08/01/91 White Oak 19-22 ,Cogdels`Creek•:.rt q'(Cog11ri�C"reek)t,'! From source to River New SC;NSW OB/01/91 White Oak 19-23 Frenchs Creek From source to New SC;NSW 08/01/51 White oak 19-24 River Jumping Run From source to Frenchs SC;NSW 08/01/91 White Oak 19-24-1 Creek Cowhead Creek From source to Frenchs SC;NSW 08/01/91 white Oak 19-24-2 Creek Duck Creek From source to New SC;NSW 08/01/91 White Oak 19-25 River Whitehurst Creek From source to New SC;HQW,NSW OB/01/91 White Oak 19-26 River Goose Creek From source to New SC;HQW 08/01/90 White Oak 19-2B River Two Pole Branch From source to New SC;HQW 08/01/90 White Oak 19-29 River Squires Run From source to New C;NSW OB/01/91 White Oak 19-3 River Mill Swamp From source to Squires C;NSW 08/61/91 White Oak 19-3-1 Run Page 4 of 11 2009-08-15 07:12:25 DEC 0 1 2011 0 Frttt�, Crttl< Name of Stream Description Curr, Class Southwest Creek From Mill Run to New C;HQW,NSW River Catherine Lake From Catherine Lake to C;NSW Creek Southeast Creek Catherine Lake Entire Lake B;NSW Deep Run From source to C;NSW Southwest Creek Harris Creek From source to C;NSW Southwest Creek Haws Run From source to C;NSW Southwest Creek Tank Creek From source to C;NSW Southwest Creek Hicks Run From source to C;NSW (Hickory Run) Southwest Creek Mill Run From source to SC;NSW Southwest Creek Morgan Bay Entire Bay SC;NSW Lewis Creek From source to New SC;HQW,NSW River Cowford Branch From source to New C;NSW River Wallace Creek From source to New SB;NSW River Bearhead Creek From source to Wallace SB;NSW Creek Beaverdam Creek From source to Wallace SB;NSW Creek Town Creek From source to New SC;HQW,NSW River Farnell Bay Entire Bay SC;NSW Cggdela'u.Czeek%;"s `{Coglin'::•Creek):,• From source to New SC;NSW River Frenchs Creek From source to New SC;NSW River Jumping Run From source to Frenchs SC;NSW Creek Cowhead Creek From source to Frenchs SC;NSW Creek Duck Creek From source to New SC;NSW River Whitehurst Creek From source to New SC;HQW,NSW River Goose Creek From source to New SC;HQW River Two Pole Branch From source to New SC;HQW River Squires Run From source to New C;NSW River Mill Swamp From source to Squires C;NSW Run Page 4 of 11 Date Basin Stream Index # 06/01/91 White Oak 19-17-(6.5) 08/01/91 white Oak 19-17-1 08/01/91 white Oak 19-17-1-1 OB/01/91 White Oak 19-17-2 08/01/91 white Oak 19-17-3 08/01/91 White Oak 19-17-4 08/01/91 White Oak 19-17-5 08/01/91 White Oak 19-17-6 08/01/91 White Oak 19-17-7 OB/01/91 white Oak 19-18 Ce/01/91 White Oak 19-19 08/01/91 -White Oak 19-2 08/01/91 white Oak 19-20 08/01/91 White Oak 19-20-1 OB/01/91 white Oak 19-20-2 08/01/91 White Oak 19-21 08/01/91 White Oak 19-22 08/01/91 White Oak 19-23 CB/01/91 white Oak 19-24 08/01/91 white Oak 19-24-1 08/01/91 White Oak 19-24-2 08/01/91 White Oak 19-25 08/01/91 White Oak 19-26 08/01/90 White Oak 19-28 08/01/90 White Oak 19-29 08/01/91 White oak 19-3 08/01/91 White Cak 19-3-1 O E C 0 1 2011 2 09-08-15 07:12:25 a ' Appendices Table 8.03e Runoff curve numbers of urban areas' Curve number for -- -------------Cover Description hydrologic soil group - Average Cover type and hydrologic condition percent A B C D impervious area Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses; cemeteries, etc.) 3: Poor condition (grass cover < 5D%) ............................. 68 79 86 89 Fair condition (grass cover 50% to 75%) ..................... 49 69 79 84 Good condition (grass cover > 75%) ............................ 39 61 74 80 Impervious areas: Paved parking.lots-, roofs, driveways, etc. 98 98 98 98' (excluding right-of-way) ............................................... Streets and roads: Paved; curbs and storm sewers (excluding 98 98 98 98 right-of-way).............................................................. Paved; open ditches (including right-of-way) ................ 83 89 92 93. Gravel (including right-of-way) ...................................... 76 85 89 91 '~ Dirt (including right-of-way) ... 72 82 87 89 —� urban districts: Commercial and business ................................................. 85 89 92 94 95 Industrial..............................................::....1...................... 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less (town houses) ......................................... 65 .77 85 90 92 1/4 acre........................:................................................... 38 61. : 75 .83 87 1/3 acre............................................................................. 30 57 72 81 -.86 1 /2 acre.............................................................................. 25 54 70 80 85 1 acre ........................ .... 20 51 68 79 84 2 acres.............................................................................. 12 46 65 .77 82 Developing urban areas Newly graded areas 77 86 91 94 (pervious areas only, no vegetation) 4 .............................. . Idle lands (CN's are determined using cover types similar to those in table 2-2c). 1. Average runoff condition, and ]a = 02S. 2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: Impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition. CN's for outer combinations of conditions may be computed using Figure 8.03c or 8.03d. 3. CN's shown are equivalent to those of pasture, Composite CN's may be computed for other combinations of open space cover type. :�. 4. Composite CN's to use forthe design of temporary measures during grading and construction should be computed using Figure 8.03c or 8.03d based on the degree of development (Impervious area percentage) and the CN's for the newly graded pervious areas. DEC 0 1 zoli Rev. 6r06 8.03.1 S Appendices Table 8.03g Runoff curve numbers for other agriculture lands' Curve numbers for -------�--Cover description hydrologic soil groups Hydrologic Cover type condibons3 A B C D Pasture, grassland, or range— Poor 68 79 86 99 continuous forage for grazing. 2 Fair 49 69 79 84 Good 39 61 74 BO Meadow —continuous grass, protected — 30 -58 71 78 from grazing and generally mowed for hay. Brush —brush -weed -grass mixture with Poor 48 67. " 77 83 brush the major element. 3 Fair 35 56 70 77 Good 304 48 65 73 Woods —grass. combination (orchard or .Poor 57 73 82 86 tree farm). Fair 43 65 76 82 Good 32 58 72 79 Woods. ° Poor 45 66 .77 B3 Fair 36 60 73 79 Good 30 4 55 70 77 Farmsteads --buildings, lanes, — 59 74 82 86 driveways, and surrounding lots. 1 Average runoff condition, and 1.= 0.25. 2 Poor. <50% ground cover or heavily grazed with no mulch, Fair. 50 to 75% ground cover and not heavily grazed. Good: > 756% ground cover and -lightly or only occasionally grazed. 3 Poor: <50% ground cover. Fair. 50 to 75% ground cover. Good: >75% ground cover. 4 Actual curve number is less than 30; use CN = 30 for runoff computations. 5 CN's shown were computed for areas wish 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed from the CN's for woods and pasture. 6 Poor. Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning. Fair. Woods are. grazed but not burned, and some forest litter covers the soil. Good. Woods are protected from grazing, and litter and brush adequately cover the soil. DEC' 0 1 2011 Rev. 6106 - 8.03.17 8.03a Value of Runoff Coefficient (C) for Rational Formula Land Use C Land Use C Business: Lawns: Downtown areas 0.70-0.95 Sandy soil, flat, 20/. 0.05-0.10 Neighborhood areas 0.50-0.70 Sandy soil, eve., 2-7% 0,1 0-0.15 Sandy soil, steep, 70% 0.15-0.20 Residential. Heavy soil, flat, 2% 0.13-0.17 Single-family areas 0.30-0.50 Heavy soil, ave., 2-7`/0 0.18-0.22 Multi units, detached 0.40-0.60 Heavy soil, steep, 7% 0.25-0.35 Mufti units, attached 0.60-0.75 Suburban 0.25=0.40 Agricultural land: Bare packed soil Industrial: Smooth 0.30-0.60 Light areas 0.50-0.80 Rough 0.20-0.50 Heavy areas 0.60-0.90 Cultivated rows Heavy soil no crop 0,30-0.60 Parks, cemeteries 0.10-0.25 Heavy soil with crop 0.20-0.50 Sandy soil no crop 0.20-0.40 Playgrounds 0.20-0.35 Sandy soil with crop 0.1 0-0.25 Pasture Railroad yard areas 0.20-0.40 Heavy soil 0.15-0.45 Sandy sail 0-05-0-25 Unimproved areas 0.10-0.30 Woodlands 0,05-0.25 Streets: Asphaft 0.70-0.95 Concrete 0,80-0.95 Brick 0.70-0.85 Drives and walks 0.75-0.85 Roofs 0.7S-0.8S NOTE: The designer roust use judgment to select the appropriate C value within the range for the appropriate land use. Generally, larger areas with permeable soils, flat slopes, and dense vegetation should have lowest C values_ Smaller areas with slowly permeable soils, steep slopes, and sparse vegetation should be assigned highest C values. Source: American Society of Civil Engineers The overland flow portion of flow time may be determined from Figure 8.03a. The flow time (in minutes) in.the channel can be estimated by calculating the average velocity in feet per minute and dividing the length (in feet) by the average velocity. Step 4. Determine the rainfall intensity, frequency, and duration (Figures 8.03b through 8.03g--source: North Carolina State Highway Commission; Jan. 1973). Select the chart for the locality closest to youx location. Enter the "duration" axis of the chart wi[h the calculated time of concentration, ` c. Move vertically until you intersect the curve of the appropriate design storm, then move horizontally to read the rainfall intensity factor, i, in incites per hour. Step S. Determine peals discharge, Q Of Isec), by multiplying the previously determined factors using the rational formula (Sample Problem 8.03a). DEC 0 1 2011 8.03.2 r POINT PRECIPITATION�,�' FREQUENCY ESTIMATES FROM NOAA ATLAS 14 W1I MWGTON WSO AIRPORT, NORTH CAROLINA (31-9457) 34.2683 N 77.9061 W 26 feet from "Pruipitntiom-FTcq= cy Atlas of the UnitedSores' NOAA Aunt 14. VDblme 2, Vmiaa 3 G-K B=Wz6 D. lv rt B, Lfa. T. P=ybok, NLYCkL4 and D, RIT NOAA, National Weashm Service, Silver Spring. Maryh=L M P� She Feb 5 2009 Co • derive' sasoriaf' cwowwz ari a a" 7 a °' .,S, Ma Precipitation Frequency Estimates inches} *) gL'PRJ�[Z[L 0� 3 hr 6 it � jl day ]_do dayj _Lr. 0.52 0.83 1.04 1.43 1.78 2.10 2 25 2 79 3.26 3.83 4.54 5.15 5.93 6.7Q 8.97 11.00 13,76 16,52 �_i___l l��� 0.62 D.99 1 24 1.72 2 I5 .56 73 38 3.96 .65 5.49 . 6 21 7.14 8.02 I0.68 I3.08 Ib 25 19.45 L ' J 0.72 1.16 1.47 2.09 2.67 3.27 3,50 34 5.11 6.02 7.04 7,86 8 98 9.94 33.01 15.70 19.26 22.75 IO 0.81 129 1.64 237 3A8 3. 66 17 5.18 6.I4 7� 839 9 10 11.54 14.95 17.83 1.71 2538 25 091 1.46 1.84 2.73 3.64 � 5,17 6.45 7.69 9.08 30.45 1139 12,7fi I3,87 17 20.78 F5 .08 91 ,50 0,99 1.56 2.D0 3.D1 4.08 5.4$ 6.06 7.57 9,09 10.73 12.26 13.22 14.66 15. 33 19 23.14 27.75 31.65 100 1.07 1.7I 2 ]6 330 .55 630 7.05 8.$4' 10.68 12.61 1430 1S 24 16.72 17.93 37 25 57 0.48 3438 200 L15 L83 231 3.59 5.04 7.2(1 8.15. 1026 12.47 14.75 I6.61 17.48 1897 D.21 .92 28.09 3.28 37.12 500 126 1.99 2.50 3.98 5.72 8.54 9.84 12.45 I528 I8.06 0.14 D.86 2225 2352 .55 3158 37.12 40.75 1000 134 11 65 430 627 9.70 11.31 1437 37,77 0.99 � .78 � 6.28 31.5 3433 40,12 43,SI s - ,erslQn '� proclp Moe %Worn' an based an a ARI is fire Average Rammmm bh6enmL Please rarer b he docuMffaUft for mare h m Wart NOTE Fomhetfmg forces estrnales mar zero to appear in zonL * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) Pai (years* } m� min min mm min min lv hr hr ltr itr 7dalday da da day day Clay Fog -al 1.I2 153 191 ®2.46 3.04 3,58 27 5.02 68 6.46 727 .65 11,74 I4,60 17.50 �.J 0.66 L06 133 1.84 31 79 98 3.69 33, 5.19 6.08 6.85 7.79 8.71` 11.51 13.976 17 26 0.61 0.78 1 24 1S7 224 $7 3.56 .81 S9 6.7I 7.80 6.68 9.79 10.80 I4.02 ]6.74 24.45 4. 00 10 • 0.87 139 1.75 2 54 31 4 21 4,54 5.64 6.69 8.03 929 14?S 11,46 I2.53 16.077 18.99 EA35T85 0 0.98 1.56 1.97 2 92 .89 5.14 5.6I 6 99 837 10,07 11.58 12,60 1391 15.07 19.03 221 fi 26.61 30.61 50 1.06 1.69 2.14 3 23 .37 5.95 5B 8 20 9.67 11.90 13.61 14.64 15.99 17.22 2Z.55 24.73 29.49 3.58 100 1;15 1.63 31 3S3 .87 6.84. 7.64 9S5 11:58 I3.98 15.91 16,93 I828 19.54 21 7.39 3247 6.58 200 1-2 1.96 2.47 3.85 5.40 7.80 8.81 11.�9 13.52 1638 18.56 19.49 20.80 22 7.11 30.19 35.58 39.58 500 135 2.14 2.69 4,28 6.14 9 28 10.64 I3,46 16.57 20.1'$ 22 64 23.42 24,61 25.94 1 ?S 34.19 39.86 3.67 1000 1.44 27 2,85 4.62 6.75 ]OS7 1226 1558 1924 2357 2625 6.90 27.83 9.18 34.76 37.38 43.3846.91 The upper bound of the cmiderme htsrval at gt%'bzWerme level Is firs value which 5% or the simulated quenflo values for a given fr Warny are Qreatia than: ileac presiptgtan frequenc�y esGnetes are baW an a ARI is firs Amge Ramnerxe IntermL fieasa refer to the dorzumerrfaton tar Wrote infamatom NOTE Fam ftQ prevents edra tts4 near zero to appear as zero. * Lower bound of the 90% confidence Interval .Prec' itation Fr ueiicy Estimates (inches) r [Z�jZF3-0jF475f670 hr 12 T24 478 (y rc*) min �QlOri� mM30�m�60y 0 0.49 DJ 0.97 F,34gj 1.94 2.08 59 3: 00 3_SQ ®4.73 5,49 6,22 8,37 1037 Z3A0 15.63 0� 0.58 0.93 1.16 1.61 2A2 236 2 53 3.14 3.64 4,24 5.03 5.70 6:62 7,43 9.98 1232 15.38 ]8,42 L � J 0.68 1.08 137 195 2.50 3.02 3.23 .02 .7D 5.48 6.44 7.19 630 9.19 i2.14 14.78 I8.21 21.53 10 0.75 1 20 I.52 2.21 2 87 3.56 3.83 .78 5.62 6.56 7.b4 8.45 9.69 to 6 13.91 16.73 0,47 23.95 25 0.85 135 1.71 2.53 3.37 4.33 .73 5.91 6.98 $.15 9.43' 10.26 R133 12,74 3636 19.43 23.57 27.20 50 0,92 1,46 1.85 2 78 3.77 4:99 5.51 6.90 $.21 9.56 10.97 11.83 14.45 1835 21.54 25.94 99.677 100 0,98 1.57 1.98 3.03 .17 5.71 636 8.00 9S7 I1.10 I2:63 13.52 1 16,23 .41 23:65 2833 32.0fi 200 1.05 1.b7 2 10 3.27 4.59 6.47 7.29 9.17 11.06 12.$0 14.4E 15.32 16.89 I$_lI 22,55 25.78 30.73 34.41 DEC 0 l Z011 POINT PRECIPITATION' FREQUENCY ESTIMATES FROM NOAA ATLAS 94 WHAUNGTON WSO AIRPORT, NORTH CAROLINA (31-9457) 34.2683 N 779061 W 26 feet fram "i4eaipifatiomFrcgnr9cy Atlas of the slain d States' NOAA Atlas 14, Vahme 2, Vrzsioa 3 G.M_ Spann, D. Mmtiy B. I iv, T. Pirmbok, M.Yektk end D. P.t7ey NOAA, National Weafl=Sffvioc, Scher Spring. Maryland 2D04 F,zbsrhd: Mon Feb 4 2009 A�i,ETS_ID 17r_ _ ate' hgiency estimates era based on a m3rGaf d r� ram serfrs. ARI Is the Average Recurrmim IrbNOL Please r m. efer to the km=nbdon ter more h ormadon. NOTE: Forme ft forces estimates nearzem to appear as zero. * Upper bound of the 90% confidence interval Precipitation Intensity Estimates (in/hr) FAiE 20 *XI? 6]FEJ min min min lmin hr J[ hr hr hr hr day day day day daynd.�60 y 0� 6.73 S37 4.48 .07 1.91 1.15 0.82 0.51 0.34 0.18 0,10 D.06 0.04 0.03 0.02 0.02 0.01 0.01 I 17.97 6.37 5.34 3.69 2.31 139 0.99 0.62 0.36 022 0.13 0.07 0.05 O.D4 0.02 0.02 0.02 0.01 = 9.32 7.4b 630 4.47 2.87 1.78 127 D.74 D.a6 0 28 4.16 4.D9 D.46 0.04 0.03 0.02 0.02 0.42 1D 10 39 6.32 7.D1 S.D8 3.31 2.10 I 0.94 0.56 033 0.19 0.11 0.07 0.05 O.D3 D.03 0.02 0.02 C25:11.72 934 7.89 5.64 3.89. 2.57 1.87 1.I7 . D.69 D.42 0 24 0.13 EDfl O 06 0.04 0.03 0.02 D92 50 12.74 10.15 8.56 6.45 4.37 2.98 2.19 1.37 0.82 O.SO 028 O.1S 0.10 0.07 0.04 0.03 O:D3 0.02 100 13.79 1Q.96 923 7.D7 .87 3.42 54' 1.60 0.96 0.56 D33 0.18 D.11 0.08 0.05 0.64 0.03 D.03 200 14.84 11.76 9.89 7.7D 5.40 3,90 93 L85 1.12 0.68" 039 0 20 0.12 OA9 0.06 0.04 0.03 0.03 540 16.22 12.83 10.77 8.57 6.14 3.54 2.25 138 0.84 D.47 0.24 0.15 0.11 0.07 0.05 0.04 D.03 1DOD 17.33 13.64 11.42 924 6.75 5.24 ,D$ 2.64 1.60 0.48 D.55 0.28 D.17 0.12 0.47 0.05 0.04 O.D3 'The upper bolmd d fire l Ini@rYdl ffi 9076 COfrfrdenCe "Is Om vahs W6:h S% of file slentl31d Grrwa vabes fcr a given fn gwm:y M 91 UL r then These.pmc#Nm hers mq adre0i am band m e WZW durafon ulkL ARI i fire Average Reeunmee IntervaL Please refertn the Awa2ajaft for mare hdonnafioa NOTE: Fmmafiirq prevere catinmles near zero to appear is zero. * Lauver bound of the 90% confidence Interval Precipitation Intensity Estimates Cmfhr)' 20 lmhr a [T 0 dy dears)min mhr hr da dyday da a (yZISm4n Z6O 5-367 4.68 3.96 ,67 I.67 0.97 .64 0.43 0.25 0.15 0:04 0.05 0.03 D.03' 0.02 0.01 4.61 0,01 5 452 2.0 1 084 052 40 D8 D 006 0. 03 00 2000.0105 =KEF6751 5.49 3.90. 2 50 1.51 1A8 0.67 0.39 D.23 0.13 0.47 0.45 0.04 D.03 OA2 0.02 0.01 • 10 9A2 7 22 6.09 45 2.87 I.78 1.28 D.80 0.47 0.27 O.I6 0.09 0.06 0.04 D.03 OA2 0.02 0.02 25 ]0.16 8.09 6.84 S.D7 37 .16 157. 0.49. D.56 4.34 02D 4.11 p,07 0.05. OA3 0.03 0.02 0.02 50 10.96 8.75 7.38 5.�6 3.77 2.50 1.83 1.15 0.68 0.40 0 23 0.12 4.08 0.06 0.04 0.03 0.02 D.02 100 IL82J9.44 7.42 6.06 .17 2.$S 2.12 1.34 D.79 0.46 026 0.14 0.04 0.07 0.04 0.03 0:03 D.02 200 12 61 10.00 $.41 6.55 4.59 3.24 2.43 1.53 0.92 D.53 0.30 D.I6 O.1D 0.08 0.45 0.04 0.03 0.02 APR-09-1996 16115 FROM EHNR. WILL REG OFFICE TO 97624201 P.82 85% TS5 REMOVAL 30 FOOT VEGETATED FILTER REQUIRED DEPTH 3 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5' IMP % 10% .9 .8 .7 1.6- .5 0 0 0 0 0 1.070 1.7 1.3 -1.2 1.1 1.0. .9 .8 .7 .6. _5 30 % 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 .9 40 % 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0 50 % 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3 60 % 5.0 4.5 3.8 3.5 3.2 29 2.6 2.3 2.0 1.6 '70% 6.0 5.2 4.5 4.1 3.7 3.1 2.9 2.5 2.1 1.9 80 % 6.8 6.0 5.2 4.7 4.2 3.7 1 3.2 2.7 2,2 2.0 90 % 7.5 6.5 5.8 5.3 4.9 4.3 3.8 3.3 2.8 1.3 1 00.% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.9 3.2 2.6 90% TSS REMOVAL NO VEGETATED FILTER REQUMD DEPTH 3' 3.5' 4.0' 4.5' 5.0' 5.S' 6.0' 6.5' 7.0' 7.5, Il�m % 10% 1.3 1.0 .8 .7 .6 .5 .4 ,3 .2 1.1 20 % 2.4 2.0 1.8 1.7 1.5 1.4 1.2 1.0 .9 .6 30% 3.5 3.0 2.7 2.5 2.2 1.9 1.6. 1.3 1.1 ;8 40% 4.5 4.0 3.5 3.1 2.8 2.5 2.1 1.8 1.4 I. Z.. . 50% 5.6 5.0 4.3 3.9 3.5 3.1 2.7 2.3 1.9 1-3 60% 7.0 6.0 5.3 4.8 4.3 39 3.4 2.9 2.4 -1.9 70% .9.1 7.0 6.0 5.5 5.0 4.5 3.9 3.4 [2.9 2.3-. 80% 9.4 8.0 7.0 6.4. 5.7 5.2 4.6 4.0 3.4 • 2.8'- 90 % 10.7 9.0 7.9 7.2 6.5 5.9 5.2 14.6 3.9 3.3 100 % 12.0 16.0 9.$ j 8.1 7.3E ' 1 n m CD a• Table 8.03a Value of Runoff Coefficient (C) for Rational Formula 8.03.2 Land Use C Land Use C Business: Lawns: Downtown areas 0.70-0.95 Sandy soil, flat, 2% 0.05-0.10 Neighborhood areas 0.50-0.70 Sandy soil, ave., 2-7% 0-10-0.15 Sandy soil, steep, 70% 0.15-0.20 Residential: Heavy soil, flat, 2% 0.13-0.17 Single-family areas 0.30-0.50 Heavy soil, ave., 2-7% 0,18-0.22 Mufti units, detached 0.40-0.60 Heavy soil, steep, 7% 0.25-0.35 Multi units, attached 0.60-0.75 Suburban 0.25-0.40 Agricultural land: Bare packed soil Industrial: Smooth 0,30-0.60 Light areas 0.50-0.80 Rough 0.20-0.50 Heavy areas 0.60-0.90 Cultivated rows Heavy soil no crop 0.30-0.60 Parks, cemeteries 0.10-0.25 Heavy soil with crop 020-0.50 Sandy soil no crop 0.20-0.40 Playgrounds 0.20-0.35 Sandy soil with crop 0.10-0.25 Pasture Rai=road yard areas 0.20-0.40 Heavy soil 0.15-0.45 Sandy soil 0.05-0.25 Unimproved areas 0.10-0.30 Woodlands 0.05-0.25 Streets: Asphalt 0.70-0.95 Concrete 0.80-0.95 Brick 0.70-0.85 Drives and walks 0.75-0.85 Roofs 0.75-0.85 NOTE: The designer must use judgment to select the appropriate C value within the range for the appropriate land use_ Generally, larger areas with permeable soils, flat slopes, and dense vegetation should have lowest C values. Smaller areas with slowly permeable soils, steep slopes, and sparse vegetation should be assigned highest C values. Source: American Society of Civil Engineers The overland flow portion of flow time may be determined from Figure 8.03a. The flow time (in minutes) in the channel can be estimated by calculating the average velocity in feet per minute and dividing the length (in feet) by the average velocity. Step 4. Detennine the rainfall intensity, frequency, and duration (Figures 8.03b through 8.03g--source: North Carolina State Highway Commission; Jan- 1973). Select the chart for the locality closest to your location. Enter the "duration" axis of the chart with the calculated time of concentration, Tc. Move vertically until you intersect the curve of the appropriate design storm, then move horizontally to read the rainfall intensity factor, i, in inches per hour. Step S. Determine peak discharge, Q (0/sec), by multiplying the previously determined factors using the rational formula (Sample Problem 8.03a). DEC 0 1 2011 M �(3dZo 1 FMA -North Carolina Department of Environment and r... G"A Natural Resources NCDENR Request for Express Permit Review FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Coordinator along with a completed DETAILED narrative site plan PDF file and vicinity ma sap of the project location. Please include this form in the application package. • Asheville Region -Alison Davidson 828-296-4698;alison.davidson(rDncmaiLnet • Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leeftncmail.net • Mooresville & -Patrick Grogan 704-663-3772 or atrick. re an ncmail.not • Washington Region -Lyn Hardison 252-946-9215 or lyn.hardisontfDncmail.net • Wilmington Region -Janet Russell 910-350-2004 or 'anet.russell ncmail.net NOTE: Project application received after 12 noon will be stamped in the following work day. For DENR Use ONLY Reviewer. �L Submit: ! e r / Time: ' Confirm: FAX or Email the completed form to Express Enter Related SW Permits of request SW 100201 SW SW SW SW 1-1� 18 GL.e_� Project Name: FY09 FRENCH CREEK P1017 & P1047 County: ONSLOW Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE Address. BLDG 1005 MICHAEL ROAD City. MCB CAMP LEJEUNE, State: NC Zip: 28547 Phone: 910-451-2213, Fax: 910-451-2927, Email: carl.h.baker@usmc.mil Physical Location:END OF BIRCH STREET / SNEADS FERRY SIDE Project Drains into SC:NSW waters — Water classification 1919=23 (for classification see-http:l/h2o.enr. state. nc.uslbims/reports/reoortsWB.html) Project Located in WHITE OAK River Basin, Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile and draining to class HQW waters? N Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC 7BY: CEIVED Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 28406-_ Phone:910-791-4441, Fax: 910-791-1501, Email: HOWARD@COASTALSITEDESIGN.COM V 0 SECTION ONE: REQUESTING A SCOPING MEETING ONLY ❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING ❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions ❑ Intermittent/Perennial Determination: — # of stream calls — Please attach TOPO map marking the areas in questions ❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or acres) ❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance ® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other ❑ Low Density ❑ Low Density -Curb & Gutter —# Curb Outlet Swales ❑ Off -site [SW (Provide permit #)] ® High Density -Detention Pond 3 # Treatment Systems ® High Density -Infiltration 2 #Treatment Systems ❑ High Density -Bio-Retention — # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems ❑ High Density -Other _ # Treatment Systems / ® MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (provide permit #} ❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront ❑ Land Quality ❑ Erosion and Sedimentation Control Plan with - acres to be disturbed.(CK # (for DENR use)) SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ❑ YES: —acre(s) Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit Received from US ACOE ® Yes ❑ No use only***+*++++++++***+**+*+**++*+*+++*++*+++++++*++++*+*+++++**** Fee Split for multiple permits: (Check # Total Fee Amount $ SUBMITTAL DATES Fee I SUBMITTAL DATES Fee CAMA $ Variance (❑ Maj; ❑ Min} $ SW (❑ HD, ❑ LD, ❑ Gen) $ 401: $ LQS $ Stream Deter,_ $ NCDENR EXPRESS March 2009 1 2 3 4 5 L OCA T1ON MAP r ry �l r �f� � / � •� 1 Tom• ' � •Calfire r�� � 1 4 1 H l• t t. r _ e-+ . � 5 f ` r A •LSE F-A \ _ # • ow z V W 2 Cc 3 'x ' \ 7vI 1 �! [c S E oesiw Rr`C-130 s ..• w ..� 1 2 3 a 5 COASTAL SITE DESIGN, PC PO Box 4041 Wilmington, NC 28406 Phone: 910 791.4441 Fax: 910 791-1501 License # C-2710 FOR STORMWATER EXPRESS REVIEW November, 2011 PROJECT NAME: French Creek BEQ P-1017 & P-1047 (SW8 100201) MCB Camp Lejeune, NC Onslow County PROJECT DESCRIPTION: This project will be a modification to existing stormwater permit SW8 100201. This modification will be adding a Mess Hall, BEQ building, parking deck and a driveway extension to the existing parking lot. The owner is the United States Marine Corps. Water and sewer service to the new buildings will be provided by the MCB through existing water and sewer that's installed along Gonzalez Blvd. Stonnwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index 9 19-23). Runoff from the Mess hall site will be conveyed to existing stormwater pond C through a collection system. Stormwater pond C was approved with a future impervious allocation of 38,000 sf. The mess hall and driveway extension is a total of 50,000 sf. The increase of 12,000 sf of impervious caused the SADA ratio to increase and the surface area permitted for the pond was deficient. To increase the surface area of the pond we will be adding a separate forebay to achieve minimum required surface area. The site where the proposed BEQ building is located has an existing stormwater ditch that conveys water from the existing parking lot and portion of the existing BEQ site to an existing stormwater pond (stormwater pond A). The proposed improvements for the BEQ site will require installing conveyance pipe in the existing ditch so the area can be filled and site improvements be constructed. Only a portion of the new BEQ site will be drain to the existing stormwater pond A. Pond A wasn't permitted for any future impervious so the additional area will require raising the outlet structure 0. F to obtain the minimum storage requirements. The remaining portion of the new BEQ site and the parking deck will direct its stormwater to an infiltration basin. ECS has been to the site and provided SHWT and infiltration testing where the proposed basins are located. The basin bottom are > 2 ft above SHWT elevation and the infiltration rate has an average rate of 4.2 in/hr. The project will have direct access onto Gonzalez Blvd, PROJECT BMP: high density/ wet basins and infiltration basin. STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC PO Box 4041 Wilmington, NC 28406 Rodney Wright rodney a coastalsitedesign.com 910 791 4441 office 910 791 1501 fax CEIVED NOV 0 S 2011 BY: COASTAL SITE DESIGN, PC PO Box 4041 Wilmington, NC 28406 Phone: 910 791.4441 Fax: 910 791-1501 License # C-2710 December 1, 2011 Chris Baker Express Review Permitting N.C. Department of Environment And Natural Resources Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Re: Express Submittal modification SW8100201 FY09 French Creek Birch and Gonz. St Extension Onslow County CSD Project No. 09-0211&1 1-0239 Dear Chris: Enclosed please find the following items. - one (1 copy of the Stormwater Management Calculations - two (2) copies of sheets C-101, C-505- C-509, C-50 - two (2) copies project limits, impervious dimensions and drainage area maps - Original stormwater application - Original O & M for wet basin D - Check for $4,000 check # 1007 - wet basin supplements for pond A,C and D - two (2) copies of the grading sheets Please call if you have any questions. Very truly yours, Rodney right Encl.: As noted above 7DEC CEIVE 0 1 2011 L� ;T: cc: Calibre Engineering COASTAL SITE DESIGN, PC PO Sox 4041 Wilmington, NC 28406 Phone: 910 791-4441 Fax: 910 791-1501 License #i C-2710 December 1, 2011 Chris Baker Express Review Permitting N.C. Department of Environment And Natural Resources Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Re: Express Submittal modification SW8 100201 FY09 French Creek Birch and Gonz. St Extension Onslow County CS Project No. 09-0211&11-0239 Dear Chris: Enclosed please find the following items. - one (1 copy of the Stormwater Management Calculations - two (2) copies of sheets C-101, C-505- C-509, C-50 - two (2) copies project limits, impervious dimensions and drainage area maps - Original stormwater application - Original O & M for wet basin D - Check for $4,000 check # 1007 - wet basin supplements for pond A,C and D - two (2) copies of the grading sheets Please call if you have any questions. Very truly yours, 41 Rodney right Encl.: As noted above cc: Calibre Engineering DEC 0 1 2011 "3Y:_ ANDALEISUNDT, A JOINT VENTURE 2015 W River Rd Ste 101 Tucson, AZ 85704 PAY F.r p1r1V-r !N'1 YrIk- ,sAf K HOLD 7 ANC;LF'TO Vft-w JPMorgan Chase Bank, N.A. 00001007 Phoenix, AZ s1_2 1221 DATE AMOUNT I1-18-11 $*****4,715.00 FOUR THOUSAND SEVEN HUNDRED FIFTEEN AND 00/100************************************ Dollars TO NC Department of Environment & THE Natural Resources ORDER 3805 Cherry Avenue OF Wilmington NC 28403 Al" • STATE OF NORTH CAROLINA Department of Environment and Natural Resources eIL-In. Regional Office FILE ACCESS RECORD SECTION SWtJ _ DATEfTlME NAME +2ndne wjin0 72f-1!'1y1 REPRESENTING Ca,ar�•s( Ph C'Ie- Guidelines for Access: The staff of the Regional Office is dedicated to making public records in our custody readily available to the public for review and copying. We also have the responsibility to the public to safeguard these records and to carry out our day-to-day program obligations. Please read carefully the following before signing the form. 1. Due to the large public demand for file access, we request that you cal! at least a day in advance to schedule an appointment for file review so you can be accommodated. Appoihtments are scheduled between 9:00 a.m, and 3:00 p.m. Viewing time ends at 4.45 p.m. Anyone arriving without an appointment may view the files to the extent that time and staff supervision are available. 2. You must specify files you want to review by facility name or incident number, as appropriate. The number of files that you may review at one appointment will be limited to five. 3. You may make copies of a file.when the copier is not in use by the staff and if time permits. Cost per copy is 2.5 cents for ALL copies if you make more than 25 copies -- there is no charge for 25 or less copies. Payment is to be made by check, money order, or cash in the administrative offices, 4. Files must be kept in the order you received them. Files may not be taken from the office. No briefcases, large totes, etc. are permitted in the file review area. To remove, alter; deface, mutilate, or destroy material in public files is a misdemeanor for which you can be fined up to $500.00. 5. In accordance with GS 25-3-512, a $25.00 processing fee will be charged and collected for checks on which payment has been refused. 6. The customer must present a photo ID, sign -in, and receive a visitor sticker prior to reviewing files. FACILITY NAME Gt-7 e r2Q tC EQ - Swg I DD 2-C 1 2. 3. 4. 51 Signatur /Nam of Firrn or Business Date Please attach business card to form if available COUNTY On<CoI../ CT, 1, IS, Time kn Time Out Meeting Memorandum ❑ DESIGN ❑ PHONE ❑ C.A. PROJECT: �• \� Y PROJECT NO.: DATE: ................ .�.�. . PARTICIPANTS: ....................................... ..... . ............................................. NOTES BY: r4 N1 V-- Dr,-1 'A w. d,.j(-tv- ,j " Rus 5c-11 A -OD AC--� 0111�y C--c r--A DA,,-k'tf E' UU' T!MMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. E 100 i Boulders Parkway TEL 804.200.6500 Suite 300 FAX 804.560.1016 Richmond, Virgnia 23225 at Wl ac A�5e--Ie,"<e H c-g , C lr Ru b l W0, �-,s r-3c— D i✓ P,3 � c W14 M a .3 S �,ao o' 7'rM-ON;r 6 fl-vuf0 Q5 to 3 Z 3$ x 3 2-& c� ate; � • -�-0 cJ [ c r � c.2S+�.r c . � r .> - 9 j JA B. c-usSei� ej nCcicllra S e-v,�,A,t a,., p. --4--� A- A, d A S . r- Gr► t'1 `1{� - 3lJbr �biZ L Cjfgk�'�"4i1 11T+M�'+6nf • iJ�M 1l7 1002-0 ` For DENR � (3 NReviewer: North Carolina Department of Environment and s06; Natural Resources � 13 f 00 NCDENR Request for Express Permit Review Time: --�,��� Confirm: FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package of the project location. Please include this form in the application package. • Asheville Region -Alison Davidson 828-296-4698;alison.davidson(o}ncmail.net • Fayetteville or Raleigh Region -David Lee 919-791-4203; david-leeowmail.net • Mooresville & -Patrick Grogan 704-663-3772 or patrick.groganRncmail.net • Washington Region -Lyn Hardison 252-946-9215 or lyn.hardisonl&ncmail.net • Wilmington Region -Janet Russell 910-350-2004 or ianet.russe�ncmail.net NOTE., Project application received after 12 noon will be stamped in the following work day. Enter Related SW Permits of request SW 100201 SW SW SW SW G Ce�� Project Name: FY09 FRENCH CREEK P1017 & P1047 County: ONSLOW Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-� Phone: 910-451-2213, Fax: 910-451-2927, Email: cad.h.baker@usmc.mil Physical Location:END OF BIRCH STREET / SNEADS FERRY SIDE Project Drains into SC:NSW waters — Water classification 1919 23 (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.htmI Project Located in WHITE OAK River Basin. 1s project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile and draining to class HOW waters? N Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC - Address: P0BOX 4041 City: WILMINGTON, State: NC Zip: 28406 _ I "� '�` _J VED Phone: 910-791-4441, Fax:910-791-1501, Email: HOWARD@COASTALSITEDES IGN.COM I AUG 2 5 2011 SECTION ONE: REQUESTING A SCOPING MEETING ONLY ® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR,�❑ OTHER: `3 Y: SECTION TWO: CHECK ONLY THE PROGRAM U YOU ARE REQUESTING FOR EXPRESS PERMITTING ❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions ❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions ❑ 401 Water Quality Certification ❑ Isolated Wetland (linear ft or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance ❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other ❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)] ❑ High Density -Detention Pond 0 # Treatment Systems ❑ High Density -Infiltration — #Treatment Systems ❑ High Density -Bio-Retention — # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems ❑ High Density -Other _ # Treatment Systems / ❑ MOD:[] Major ❑ Minor ❑Plan Revision ❑ Redev. Exclusion SW (Provide Permit #7 ❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront ❑ Land Quality ❑ Erosion and Sedimentation Control Plan with - acres to be disturbed.(CK # (for DENR use)) SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina and express meeting reauest Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ❑ YES: _acre(s) Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process wl US ACOE: ❑ Yes ❑ No Permit Received from US ACOE ® Yes ❑ No DENR use only+*+*ttt***t****+*+*+tttt*******++++*t#+*t*++*+++*+**+s++*+*t Fees lit for multiplepermits: Check# Total Fee Amount $ SUBMITTAL DATES Fee SUBMITTAL DATES Fee CAMA $ Variance (❑ Ma); ❑ Min) $ SW (❑ HD, ❑ LD, ❑ Gen) $ 401: S LOS $ Stream Deter,_ $ NCDENR EXPRESS March 2009 N.C. DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES D:INISION.OF Name: MARINE ISHERIES — WEEKLY ACTIVITY REPORT Week Ending (Friday): DAY/ CHARGE SUB- BRIEF DESCRIPTION OF DATE OBJECT ACTIVITY ELEMENT ELEMENT HOURS WORK PERFORMED SAT. DMF SUN. DMF NION. Di'vIF , TUES. DMF WED. - DMF T HU R. DMF FRI. DMF PLANNED ACTIVITIES FOR UP -CODING WEEK TOTAL HOURS: 1 certify that the above is an accurate account of accomplished and planned activities for the period reponeqon. SIGNATURE TITLE SUPERVISOR'S SIGNATURE DATE r O 1 � SZ � 1 " SO, l I ' ` :.s VED AUG 2 5 2011 1 ,i..0 Y . •; NAVAL FACIUfIESENGIN[ERING CGNSMANO- MI0.ATlANT1C •. ,i..-w A itr 11I ©ll � L..L�I_r' JY-t-�^AIL.-r..r �I4 lllQ �'09 BACHELORFRCH REEK -1 OUAATERS• FRENCH CREEK P-1317 - FRENCH CHEEK SITE PLAN > m t7 O N.C. DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF MARINE FISHERIES — WEEKLY ACT.IV.ITY .REPORT Name: Week Ending (Friday): DAY/ CHARGE SUB- BRIEF DESCRIPTION OF DATE OBJECT ACTIVITY ELEMENT ELEMENT HOURS WORK PERFORMED SAT. DMF SUN. DMF MON. DMF TUES. DMF WED. DMF THUR. DMF FRI. DMF PLANNED ACTIVITIES FOR UP -COMING WEEK "TOTAL H URS: I certify that the above is an accurate account of accomplished and planned activities for the period reportedlon. SIGNATURE SUPERVISOR'S SIGNATURE TL DATE u Name: IY.C. DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF MARINE ISHERIES — WEEKLY ACTIVITY RFPORT Week Ending (Friday): DAY/ CHARGE SU - BRIEF DESCRI PTION OF DATE OBJECT ACTIVITY ELEMENT ELEMENT- HOURS WORK PERFORMED SAT. DMF SUN. DMF MON. DMF TUES. DMF WED. DMF THU R. DMF FRI. DMF PLANNED ACTIVITIES FOR UP-0017ING WEEK TOTAL 7URS: I certify drat the above is an accurate account of accomplished and planned activities for the period SIGNATUR SUPERVISOR'S SIGNATURE on. E DATE,