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HomeMy WebLinkAboutSW8110906_HISTORICAL FILE_20170223STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW8 \ 10c\O�p DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS Q HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE Zvi -1 0223 YYYYMMDD Energy, Mineral & Land Resources ENVIRONMENTAL QUALITY February 23, 2017 Commanding Officer IJSMCI3 Camp Lejeune c/o Neal Paul, Depot\,Public Works Officer Building 1005 Michael Road Camp Lejeune, NC 28457-2539 Subject: State Stormwater Management Permit No. SW8 110906 21) Anglico and 2N BN OPS Complexes Overall Low Density Project with Areas of 13igher Density Onslow County Dear Mr. Paul ROY COOPER Gmernor MICHAEL S. REGAN Secrerary TRACY DAVIS Director Effective August 1, 2013, the State Stormwater program was transferred from the Division of Water Quality (DWQ) to the Division of Energy, Mineral and Land Resources (DEMLR). All previous references to DWQ will remain in older stormwater permits issued prior to August 1, 2013 until they are modified. Please note that this permit references DEMLR as the Division responsible for issuance of the permit. The Wilmington Regional Office received a complete, modified Stormwater Management Permit Application for 2D Anglico and 2N OPS Complexes on February 23, 2017. Staff review of the plans and specifications has determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We are forwarding modified Permit No. SW8 110906 dated February 23, 2017, 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 Aprilr�30;�,,2020, and shall be subject to the conditions and limitations as specified therein. Please pay special attention to the conditions listed in this permit regarding the Operation and Maintenance of the BMP(s), procedures for changing ownership, transferring the permit, and renewing the permit. Failure to establish an adequate system for operation and maintenance of the stormwater management system, to transfer the permit, or to renew the permit, will result in future compliance problems. The modifications covered by this permit include: 1. Pond A: An increase in drainage area and the use of the previously allocated future built -upon area for the construction of two new buildings and the relocated access road. The overall amount of built -upon area remains the same. 2. Additional drainage areas: An infiltration basin and sand filter have been approved to treat the runoff from a new parking lot and associated infrastructure. 3. Increase in project area: Additional project area has been delineated to ensure the project continues to meet the requirements of an overall low density development. 4. Approved Plans: New approved plan sheets have been provided. Please replace sheets "PL CE101, CE103, CE104, and drainage area sheets 1 of 2 and 2 of 2 with the new ones, attached. The remaining sheets should be added to.the approved plan set. State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington, NC 28405 910 79b 7215 State Storntwater PertnitNo. SW8 110906 Page 2 of 2 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). Per NCGS 143-215(e), the written petition must conform to Chapter 150B of the North Carolina General Statutes, and must be filed with the OA14 within thirty (30) days of receipt of this permit. You Should contact the O.AH with all questions regarding the filing fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their website at w,�vw.NCOAH.coin. Unless such demands are made this permit shall be final and bindine. If you have any questions, or need additional information concerning this matter, please contact Christine Hall in the Wilmington Regional Office at (910) 796-7215. Sincerely, 7- Tracv Davis, P.L., Director Division of Energy, Mineral and Land Resources GDS/ canh: A\\Stormwatta-Termits ds Projects\201 I\110906HD\2017 02 permit 110906 cc: Brian Lowther, Ame.c Foster Wheeler Wilmington Regional Office Stormwater File State of North Carolina I Environmental Quality I Eergy.Mmml and Land Resources Wilmington Regional Office 1 127 cardinal Drive Extension I Wilmington. NC 28405 910 796 7215 State Stormwater Management Systems Permit No. SW8 110906 STATE OF NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY DIVISION OF ENERGY, MINERAL AND LAND RESOURCES STATE STORMWATER MANAGEMENT PERMIT OVERALL LOW DENSITY DEVELOPMENT WITH AREAS OF HIGHER DENSITY 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 2D Anglico and 2N OPS Complexes Off Holcomb Boulevard, Camp Lejeune, Onslow County FOR THE construction, operation and maintenance of an overall 24% low density project with areas of higher density being treated by four (4) wet detention ponds, one (1) infiltration basin, and one (1) sand filter in compliance with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter referred to as the "storm water rules') the approved stormwater management plans and specifications and other supporting data as attached and on file with and approved by the Division of Energy, Mineral and Land Resources (hereafter referred to as the Division or DEMLR) and considered a part of this permit. This permit shall be effective from the date of issuance until April 30, 2020, and shall be subject to the following specified conditions and limitations: I. DESIGN STANDARDS This permit is effective only with respect to the nature and volume of stormwater described in the application and other supporting data. The overall density within the 160.65-acre project area must be maintained at 24% per the requirements of the stormwater rules. This project area is limited to a maximum of 1,676,974 square feet of impervious area. This project currently proposes a total of 1,535,400 ft2 of built - upon area and 141,574 ft2 of future impervious area. Within the project area, 192;750 ft2 of impervious area is not being picked up or treated. The runoff from the remainder of the project's built -upon area must be collected and treated in one of the stormwater control measures covered by this permit. 3. The stormwater system has been approved for the management of stormwater runoff as described in Section 1.10, 1.11, and 1.12 of this permit. The runoff from all built -upon area within the permitted drainage areas of this project must be directed into the appropriate permitted stormwater control measures. The stormwater controls labeled Pond A, Pond B, Pond C, Pond D, Infiltration Basin, and Sand Filter, have been designed to handle the runoff from 627,687 ft2, 252,148 ft2, 133,601 ft2, 394,958 ft2, 29,621 ft2, and 174,240 ft2 of built -upon area, respectively. 4. The tract and drainage areas will be limited to the amounts of built -upon area indicated in this permit, and per approved plans. The built -upon area for the future development within the drainage areas of Pond A, Pond B, Pond C and Pond D is limited to 3,649 ft2; 10,000 ft2, 10,000 ft2 and 10,000 ft2, respectively. Page 1 of 12 State Stormwater Management Systems Permit No. SW8 110906 5. Within the areas of low density, the only runoff conveyances systems allowed with be vegetated conveyance such as swales with minimum side slows of 3:1 (KV) as defined in the stormwater rules and approved by the Division. 6. Within the areas of low density, no piping shall be allowed except those minimum amounts necessary to direct runoff beneath an impervious surface such as road or under driveways to provide access. 7. The infiltration system is permitted per the Alternative Design Criteria under Section .1008 (h). The proposed system provides equal or better control, equal or better protection of surface waters and results in no increased potential for nuisance conditions. The infiltration system can store at least 2.5 times the minimum design storm, therefore neither an LS/VFS nor an offline bypass are required. 8. The project shall provide and maintain a minimum 50-foot wide vegetative buffer adjacent all surface waters, measured horizontally from and perpendicular to the normal pool of impounded structures, the top of bank of each side of streams and rivers and the mean high water line of tidal waters. All runoff directed into and through the vegetative buffer must flow through the buffer in a diffuse manner. Any roof drains from the low density areas must terminate at the outer edge of the buffer. Stormwater runoff that is directed to flow through any wetlands shall flow into and through these wetlands at a non -erosive velocity. 10. The following design criteria have been provided in the four wet detention ponds and must be maintained at design condition: Pond A Pond B Pond C Pond D a. Drainage Area, acres: Onsite, ft2: Offsite, ft? 23.4 1,019,304 0 11.42 497,272 0 5.25 228,797 0 18.52 806,844 0 b. Total Impervious Surfaces, ft2] Onsite, ft': Offsite, ft2: 627,687 627,687 0 252,148 252,148 0 133,601 133,601 0 394.958 394.958 0 c. Average Pond Design Depth, feet: 4.0 3.5 3.5 3.5 d. TSS Removal Efficiency: 90% 90% 90% 90% e. Design Storm, inches: 1.5 1.5 1.5 1.5 f. Permanent Pool PP Elevation, FMSL: 13.0 12.0 12.0 10.0 Permitted PP Surface Area, ftz: 57,953 29,496 22,626 48,499 h. Permitted Storage Volume, ft3: 76,991 35,871 19,797 54,145 r Temporary Storage Elevation, FMSL: 14.2 13.1 12.8 11.0 j. Predevelopment 1 yr-24 hr. discharge rate, cfs: 0.89 0.45 0.21 0.73 k. Controlling Orifice, inch O pipe: 4.00 2.75 2 50 3.50 I. Orifice Flow Rate, cfs: 0.26 0.12 0.09 0.18 gym. PP Volume, ft3: 219,464 93,377 70,586 145,008 n. Forebay Volume, ft3: 42,721 18,946 14,325 31,154 lo. Maximum Fountain Horsepower: 3/4 1/3 1/4 1/2 p. Receiving Stream/River Basin: Wallace Creek / White Oak WOK02 lq. Stream Index Number: 19-20 r. Classification of Water Body: SB, NSW Page 2 of 12 State Stormwater Management Systems Permit No. SW8 110906 11. The following design criteria have been provided in the infiltration basin and must be maintained at design condition: a. Drainage Area, acres: Onsite, ft2: Offsite, ft2: 1.66 72,310 0 b. Total Impervious Surfaces, ft2: Onsite, ft2: Offsite, ft2: 29,621 29,621 0 c. Design Storm, inches: 1.5 d. Basin Depth, feet: 3.0 e. Bottom Elevation, FMSL 245 I. Bottom Surface Area, ft2: 2.248 g. Bypass Weir Elevation, FMSL: 26.6 h. Permitted Storage Volume. ft3: 9,460 i. Predevelopment 1 yr-24 hr. discharge rate, cfs: 0.07 j, Type of Soil Baymeade k. Expected Infiltration Rate, in/hr: 1.295 . Seasonal High Water Table, FMSL: 22.5 m. Time to Draw Dawn, hours: 1.7 n. Receiving Stream/River Basin: Wallace Creek / White Oak WOK02 o. Stream Index Number: 19-20 p. Classification of Water Body SB, NSW 12. The following design criteria have been provided in the sand filter and must be maintained at design condition: a. Drainage Area, acres: Onsite, ft': Offsite, ft2: 5.25 228,690 0 b. Total Impervious Surfaces, ft2: Onsite, ft2: Offsite, ft2: 174,240 174,240 0 C. Design Storm, inches: 1.5 d. Sediment Chamber Bottom Elev. fmsl: 1&0 e. Sediment Chamber Depth, feet: 2.0 f. Sediment Chamber Surface Area, ft2: 4,117.8 g. Weir Elevation, fmsl: 18.0 h. Sand Chamber Bottom Elev., fmsl: 16.0 i. Sand Chamber Depth, ft: 2.0 Sand Media Depth, ft: 1.5 k. Sand Chamber Surface Area, ft2: 4,117.8 I. Maximum Head, feet: 2.6 m. Top of Ponding Elevation, fmsl: 20.6 n. Permitted Storage Volume, ft': 27,301 o. Predevelopment 1 yr-24 hr. discharge rate, cfs: 0.36 p. Orifice Diameter, inches: 6 Orifice Flowrate, cfs: I 0.14 r. Time to Draw Down, hours: 25 s. Seasonal High Water Table, fmsl: 11.33 t. Receivin Stream/River Basin: Wallace Creek / White Oak WOK02 u. Stream Index Number: 19-20 v. Classification of Water Body: SB, NSW Page 3 of 12 State Stormwater Management Systems Permit No. SW8 110906 II. SCHEDULE OF COMPLIANCE 1. No person or entity, including the permittee, shall alter the approved stormwater management system or fill in, alter; or pipe any drainage feature (such as swales) shown on the approved plans unless and until the permittee submits a modification to the permit and receives approval from the Division. 2. The permittee is responsible for verifying that the proposed built -upon area for the entire project does not exceed the maximum allowed by this permit. 3. 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. 4. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired immediately. 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. 5. The permittee shall at all times provide the operation and maintenance necessary to assure that all components of the permitted stormwater system function at design condition. The approved Operation and Maintenance Agreement is incorporated by reference into this permit and must be followed in its entirety and maintenance must occur at the scheduled intervals. 6. Records of maintenance activities must be kept and made available upon request to authorized personnel of DEMLR. The records will indicate the date, activity, name of person performing the work and what actions were taken. 7. 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 those deviations. 8. Decorative spray fountains will be allowed in the wet detention ponds, 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 fountain must not be placed into the forebay. d. The falling water from the fountain must be centered in the main pond, away from the shoreline. e. The maximum horsepower for a fountain in any of these ponds is as listed in Section 1.10 (o) of this permit. 9. The facilities shall be constructed in accordance with the conditions of this permit, the approved plans and specifications, and other supporting data. 10. 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. Access to the stormwater facilities for inspection and maintenance shall be maintained via appropriate recorded easements at all times. Page 4 of 12 State Stormwater Management Systems Permit No. SW8 110906 11. 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. e. The construction of any future BUA noted on the application. 11. 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. 12. Prior to transfer of the permit, the stormwater facilities will be inspected by Division personnel. The project and the stormwater facility must be in substantial compliance with all permit conditions. Any items not in substantial compliance must be repaired, replaced or restored to design condition prior to the transfer. Records of maintenance activities performed to date will be required. 13. The Base is required to keep track of the approved project limits to assure that the approved low density project area is not double -counted as project area in another low density project located on MCB Camp Lejeune. III. GENERAL CONDITIONS This permit is not transferable to any person or entity except after notice to and approval by the Director. The permittee shall submit a completed and signed Name/Ownership Change Form, accompanied by the supporting documentation as listed on the form, to the Division of Energy, Mineral and Land Resources at least 60 days prior to any one or more of the following events: a. An ownership change including the sale or conveyance of the project area in whole or in part, except in the case of an individual lot sale that is made subject to the recorded deed restrictions; b. The sale or conveyance of the common areas to a Homeowner's or Property Owner's Association, subject to the requirements of Session Law 2011-256; C. Bankruptcy; d. Foreclosure, subject to the requirements of Session Law 2013-121; e. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e) and NCGS 57D-6-07; f. A name change of the current permittee; g. A name change of the project, h. A mailing address change of the permittee; 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. Any individual or entity found to be in noncompliance with the provisions of this storrmwater management permit or the requirements of the Stormwater rules is subject to the enforcement procedures as set forth in G.S. 143 Article 21, 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. Page 5 of 12 State Stormwater Management Systems Permit No. SW8 110906 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. Additional or replacement stormwater management systems shall receive approval from the Division prior to construction. 6. The permittee grants DEMLR Staff permission to enter the property during normal business hours for the purpose of inspecting all components of the permitted stormwater management facility. 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. The issuance of this permit does not prohibit the Director from reopening and modifying the permit, revoking and reissuing the permit, or terminating the permit for cause as allowed by the laws, rules, and regulations contained in Title 15A of the North Carolina Administrative Code, Subchapter 21-1.1000, and North Carolina General Statute 143-215.1 et. al. 9. Approved plans, application, supplements, operation and maintenance agreements, and specifications for this project are incorporated by reference and are enforceable parts of the permit. A copy of this permit, application, supplements, operation and maintenance agreements, approved plans, and specifications shall be maintained on file by the Permittee at all times. 10. 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. 11. 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 modified updated, and reissued this the 23'd day of February 2017. NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION racy Davi P.E., Director Division of Energy, Mineral and Land Resources By Authority of the Environmental Management Commission Permit Number SW8 110906 Page 6 of 12 State Stormwater Management Systems Permit No. SW8 110906 2D Anglico and 2N OPS Complexes Stormwater Permit No. SW8 110906 Onslow County Designer's Certification — Wet Detention Pond(s) 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 7 of 12 State Stormwater Management Systems Permit No. SW8 110906 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. 8. 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: NCDEQ-DEMLR Regional Office Page 8 of 12 State Stormwater Management Systems Permit No. SW8 110906 2D Anglico and 2N OPS Complexes Stormwater Permit No. SW8 110906 Onslow County Designer's Certification — Infiltration Basin 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 specification: Signature Registration Number Date SEAL Page 9 of 12 State Stormwater Management Systems Permit No. SW8 110906 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 bypass structure weir elevation is per the approved plan. 6. The bypass structure is located per the approved plans. 7. A Trash Rack is provided on the bypass structure. 8. 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. All required design depths are provided. 13. All required parts of the system are provided. 14. The required system dimensions are provided per the approved plans. cc: NCDEQ-DEMLR Wilmington Regional Office Page 10 of 12 State Stormwater Management Systems Permit No. SW8 110906 2D Anglico and 2N OPS Complexes Stormwater Permit No. SW8 110906 Onslow County Designer's Certification — Sand Filter 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 are a part of this Certification. Noted deviations from approved plans and specifications: Signature Registration Number Date SEAL Page 11 of 12 State Stormwater Management Systems Permit No. SW8 110906 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 sand filter elevations are per the approved plan. 6. The sand filter is located per the approved plans. 7. A trash rack is provided on the outlet/bypass structure. 8. For open sand filters, all slopes are grassed with permanent vegetation. 8. 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, a forebay, and the vegetated filter. _15. The required dimensions of the system are provided, per the approved plan. cc: NCDEQ-DEMLR Regional Office Page 12 of 12 DEMLR USE ONLY Date Received Fee Paid Permit Number iev _f Appl cable Rules: ❑ Coastal SW - 1 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction (select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan ❑ Other WQ M mt Plan: State of North Carolina Department of Environment and Natural Resources Division of Energy, Mineral and Land Resources STORMWATER MANAGEMENT PERMIT APPLICATION FORM This form may be photocopied for use as an original I. GENERAL INFORMATION 1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans, specifications, letters, operation and maintenance agreements, etc.): 2D Anglico and 2N BN OPS Complexes 2. Location of Project (street address): Battalion Complex Road City:Camp Lejeune County:Onslow County Zip:28547 3. Directions to project (from nearest major intersection): Take Hwy 17 north to Hwy 24. Turn right from Hwy 24 to main gate at Camp Lejeune. Continue straight on Holcomb Boulevard. Turn right onto Turner Construction access road. Site is at the intersection of this road and Battalion Complex Road. 4. Latitude:34° 41' 15" N Longitude:77° 20' 12" W of the main entrance to the project. II. PERMIT INFORMATION 1. a. Specify whether project is (check one): []New ®Modification ❑ Renewal w/ Modification* tRenewals with modifications also requires SWU-102 - Renewal Application Form b.If this application is being submitted as the result of a modification to an existing permit, list the existing permit numberSW8110906 , its issue date (if known)01/31/2013 and the status of construction: []Not Started ®Partially Completed* ❑ Completed* *provide a designer's certification 2. Specify the type of project (check one): PKLow Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other 3. If this application is being submitted as the result of a previously returned application or a letter from DEMLR requesting a state stormwater management permit application, list the stormwater project number, if assigned, N/A and the previous name of the project, if different than currently proposed, N/A 4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be obtained by contacting the Customer Service Center at 1-877-623-6748): ❑CAMA Major ❑NPDES Industrial Stormwater ®Sedimentation/Erosion Control: 19.95 ac of Disturbed Area ❑404/401 Permit: Proposed Impacts b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number, issue date and the type of each permit: 5. Is the project located within 5 miles of a public airport? Jf No 0 V j If yes, see S.L. 2012-200, Part Vt: http://12ortal.ncdenr.org/web/ir/rules-and-re bons N 2 6 2017 Form SWU-101 Version Oct. 31, 2013 Page 1 of 6 III. CONTACT INFORMATION 1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee, designated government official, individual, etc. who owns the project): Applicant/Organization:U.S. Marine Corps, Camp Lejeune Signing Official & Title:Thomas Bradshaw, Public Works Civil Engineering b. Contact information for person listed in item I above: Street Address:Public Works Division, 1005 Michael Road City:Camp Lejeune State:NC Zip:28547 Mailing Address (if applicable):PSC Box 20005 City:Camp Lejeune Phone: (910 ) 451-3238 ext 3285 Email:thomas.bradshaw@usmc.mil State:NC Zip:28542 Fax: (910 ) 451-2927 c. Please check the appropriate box. The applicant listed above is: ® The property owner (Skip to Contact Information, item 3a) ❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below) ❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and 2b below) ❑ Developer* (Complete Contact Information, item 2a and 2b below.) 2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the person who owns the property that the project is located on): Property Owner/ Signing Official & b. Contact information for person listed in item 2a above: Street Address: City: State: Zip: Mailing Address (i applicable): City: State: Zip: Phone: ( ) Fax: Email: 3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other person who can answer questions about the project: Other Contact Person/Organization:Thomas Bradshaw, Civil Design Branch, Public Works Signing Official & b. Contact information for person listed in item 3a above: Mailing Address:PSC Box 20005 City:Camp Lejeune State:NC Zip:28542 Phone: (910 ) 451-3238 Email: thomas.bradshaw@usmc.mil 4. Local jurisdiction for building permits: Point of Fax: (910 ) 451-2927 Form SWU-101 Version Oct. 31, 2013 Page 2 of 7 IV. PROJECT INFORMATION 1. In the space provided below, briefly summarize how the stormwater runoff will be treated. Stormwater runoff for the area east of Battalion Complex Road will be treated in the Existing Wet Pond The existing Wet Pond was designed to treat runoff from future developement which includes 2' Radio Batallion Complex Operations Consolidation. Runoff from the parking lot and the associated infrastructure west of Battalion Complex Road will be treated with an infiltration basin and sandfilter. 2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved: ❑ Approval of a Site Specific Development Plan or PUDApproval Date: ❑ Valid Building Permit Issued Date: ❑ Other: Date: b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with: ❑ Coastal SW — 1995 ❑ Ph II — Post Construction 3. Stormwater runoff from this project drains to the White Oak River basin. 4. Total Property Area: 38.56 acres 5. Total Coastal Wetlands Area: 0 acres 6. Total Surface Water Area: 0 acres 7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project Area': 38.56 acres Total project area shall be calculated to exclude the following: the normal pool of impounded strictures, the area between the banks of streams and rivers, the area below the �lormal High Water (NHW) line or Mean High Water (MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to calculate overall percent built upon area (BUA). Non -coastal Wetlands landward of the NHW (or MHW) line may be included in the total project area. 8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 9. How many drainage areas does the project have?3 (For high density, count 1 for each proposed engineered stornnvater BMP. For lozo density and other projects, use 1 for the whole property area) 10. Complete the following information for each drainage area identified in Project Information item 9. If there are more than four drainage areas in the project, attach an additional sheet with the information for each area provided in the same format as below. FJ F-IVEml AB % 6 2017 Form SWU-101 Version Oct. 31, 2013 Page 3 of 7 Basin Information Drainage Area Drainage Area _ Drainage Area _ Drainage Area Receiving Stream Name See attached Stream Class * Stream Index Number Total Drainage Area (sf) On -site Drainage Area (sf) Off -site Drainage Area (sf) Pro osed Impervious Area`* (sf) % Impervious Area** (total) Impervious— Surface Area Drain e Area _ Draina e Area _ Draina e Area _ Draina e Area On -site Buildings/Lots (sf) On -site Streets (sf) On -site Parking (sf) On -site Sidewalks (sf) Other on -site (so Future (sf) Off -site (sf) Existing BUA*** (sf) Total (sf): Stream Class and Index Number can be determined at: littn:,*ortal.ncdenr.ory web/u7q/psLcsu/classifications Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas, sidewalks, gravel areas, etc. Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is to be removed and which will be replaced by new BUA. 11. How was the off -site impervious area listed above determined? Provide documentation. Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened & Endangered Species watershed that may be subject to more stringent stonnwater requirements as per ISA NCAC 02B .0600. V. SUPPLEMENT AND O&M FORMS The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded from htto://t)ortal.ncdenr.ore/web/wo/ws/su/bmo-manual. Vt. SUBMITTAL REQUIREMENTS Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application instruction sheet and BMP checklists are available from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. The complete application package should be submitted to the appropriate DEMLR Office. (The appropriate office maybe found by locating project on the interactive online map at httl2:ZZportal.ncdenr.org/web/wq/ws/su/mates.) Please indicate that the following required information have been provided by initialing in the space provided for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for each submitted application package from http://portal.ncdenr.orgzwebZwq/ws/su/"statesw/forms does. Initials 1. Original and one copy of the Stormwater Management Permit Application Form. <CT 2. Original and one copy of the signed and notarized Deed Re sti enants Form. (if required as per Part VII below)) 3. Original of the applicable Supplement Form(s) (sealed si d aittri ate 21OCL agreement(s) for each BMP. 4. Permit application processing fee of $505 payable to NCDE ,(For an Ex xevtew, refer toGL htto://www.envhelp.org/pages/onestopexl2ress.html for' ormation on the Express program Form SWU-101 Version Oct. 31, 2013 Page 4 of Drainage Area Drmnaec ArciC Drainage AreaK - -., Unll'alLd Area $u>in Infomulion tnr ht17 tion lot Modification for hlgdificalion Drainage Area A G Draimlcc Area P to, Dramuge Area B Drainage Area C Drainage Area D: Chilvde of Pond � + vDr fur Modification 1117 Mfxlitiratiim 2017 _ DAs 20 2U1, 2017 211I7 Untreated Area Area Overall -Loa Infillrntiun R;nin Sand Filter Gxisting Pond e\ Easement Bxi>ting fund 14 Fxi>ling Punt C F\16ting Pond D OulsiJe uC Pond Ihnaity DA'c Kcueiving Stream Nwae Wallace Creek Wallace C'rmk Wallace Creek \\':flare Creak Wallace Creek \\'aline, Creek Wa11acc Creek Wallace Crsk Wallace Creak Strewn Clas> ' .SB NSW SR NSW Sit NSW SB NSW SB NSW SB NSW SR NSW SR NSVA' SR SSW Swear, Ind,., Nund x 19-20 19-20 110-20 19 '_0 110-20 19-20 19-_0 1941) 19 20 Total Drunaa, Arca (,Cl 69999. 72311) 22S,690 87.556 497.272 225,797 906.844 4(35.165 On-.ileDrainage Area (sf) 5U75 075 710 228.690 1A1930.1 87556 0 0 0 11 Otf-.ate Drainage Ama(st) n n n 0 n n 0 u o Pmprsed Impervious AreaR9 fsD 1.676.974 29,621 174?_40 627,6S7 3 9hS 252, 148 133 601 394.955 I58.785 % Impervious Area** ftotall 24.I1 41.0 76.2 61.6 4.5 50.7 58.4 49.0 4,7 ;Imps rvinuv-'Sndnn. Area DrwnagccAre I ForMuiiilicanon DninugeAn I C It 1. Modihcnuonfoi Drlina c Area B Sludlhcatinn Drainage Area Q-(' -Cur hlndiGcafion ql nnage,Arr I F for Modilic awn_- Drainage Area R Drainage At C Drainage:\rcn D Ulitn:ated At Outadc of Pnnd DA's On -sin Rmldingslb,t, lsp 0 0 0 77.171 0 113,512 6.778 21.095 0 On -'a, Strecls (,11 101.897 19,962 36,271 45.664 ll ('5,014 II 0 48.2_24 On -site Parking (sQ 200,060 6,673 135,041 58,346 11 52830 117.323 363,863 $818 On -sire Sidea:dke (ef) 30.654 2J)86 2.928 21.072 3,6h8 10,792 0 II 19,761 Odle, on-mlc tsq I8.297 0 0 IS.(NHI _197 0 0 it 111,980 Finaro lsD 141.574 U II 3,6A9 U 10,(100 10.000 10m(1() U Off -site hD U o o u B u u o o B.xi.ming BDA"'(sl) I,IS4.492 U 0 40-,.785 U U i) B V 'Total lst): 1.670,974 29.621 174.240 617697 3,965 252,618 133,h01 394,958 IS8.7S5 rAQx^ `% pie.w,\..y Permitted Existing IMA M), Pond A 403,785 Pond R 212.148 Puad C 113,601 Pond 1) 394.958 Told 1. 184d92 and the associated fees. Contact the appropriate regional office Express Permit Coordinator for additional information and to schedule the required application meeting.) 5. A detailed narrative (one to two pages) describing the stormwater treatment/management for _ 2 the project. This is required in addition to the brief summary provided in the Project Information, item 1. 6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the �CZ receiving stream drains to class SA waters within 1h mile of the site boundary, include the 1/2 mile radius on the map. yp 7. Sealed, signed and dated calculations (one copy). P�C7 8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: a. Development/Project name. b. Engineer and firm. c. Location map with named streets and NCSR numbers. d. Legend. e. North arrow. f. Scale. g. Revision number and dates. It. Identify all surface waters on the plans by delineating the normal pool elevation of impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal waters, and any coastal wetlands landward of the MHW or NHW lines. • Delineate the vegetated buffer landward from the normal pool elevation of impounded structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters. i. Dimensioned property/project boundary with bearings & distances. j. Site Layout with all BUA identified and dimensioned. k. Existing contours, proposed contours, spot elevations, finished floor elevations. 1. Details of roads, drainage features, collection systems, and stormwater control measures. m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a qualified person. Provide documentation of qualifications and identify the person who made the determination on the plans. n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations. o. Drainage areas delineated (included in the main set of plans, not as a separate document). p. Vegetated buffers (where required). y'f�� 9. Copy of any applicable soils report with the associated SHWT elevations (Please identify 16/p elevations in addition to depths) as well as a map of the boring locations with the existing elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the project area clearly delineated. For projects with infiltration BMPs, the report should also include the soil type, expected infiltration rate, and the method of determining the infiltration rate. (Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior to submittal, (910) 796-7378.) 10. A copy of the most current property deed. Deed book: Page No: 11. For corporations and limited liability corporations (LLC): Provide documentation from the NC Secretary of State or other official documentation, which supports the titles and positions held by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 21-1.1003(e). The corporation or LLC must be listed as an active corporation in good standing with the NC Secretary of State, otherwise the application will be returned. httl2://www.secretary.state.nc.us/Corporations/CSearch.aspx EG1__R ` E JAId 2 6 2017 BY: Form SWU-101 Version Oct. 31. 2013 Page 5 of 7 VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and protective covenants forms can be downloaded from http:/://12ortal ncdenr.org/web/Ir/state-stormwater- forms does. Download the latest versions for each submittal. In the instances where the applicant is different than the property owner, it is the responsibility of the property owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring that the deed restrictions are recorded. By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and protective covenants for this project, if required, shall include all the items required in the permit and listed on the forms available on the website, that the covenants will be binding on all parties and persons claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot. Vill. CONSULTANT INFORMATION AND AUTHORIZATION Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as addressing requests for additional information). Consulting Engineer:Brian C Lowther. PE Consulting Firm: Amec Foster Wheeler Mailing Address:4021 Stirrup Creek Drive City:Durham Phone: (919 ) 765-9985 Emaibbrian.lowther@amecfw.com State:NC Zip:27703 Fax: (919 ) 381-9901 IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this section) I, (print or type name of person listed in Contact Information, item 2a) . certify that I own the property identified in this permit application, and thus give permission to (print or type name of person listed in Contact Information, item la) with (print or type name of organization listed in Contact Information, item la) to develop the project as currently proposed. A copy of the lease agreement or pending property sales contract has been provided with the submittal, which indicates the party responsible for the operation and maintenance of the stormwater system. JAid 2 6 F Bv: Form SWU-101 Version Oct. 31, 2013 Page 6 of 7 As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6. Signature: Date: I, a Notary Public for the State of do hereby certify that before me this _ day of stormwater permit. Witness my hand and official seal, SEAL County of personally appeared and acknowledge the due execution of the application for a My commission X. APPLICANT'S CERTIFICATION I, (print or type name of person listed in Contact Information, item 1a) Thomas Bradshaw certify that the information included on this permit application form is, to the best of my knowledge, correct and that the project will be constructed in conformance with the approved plans, that the required deed restrictions and protective covenants will be recorded, and that the proposed project complies with the requirements of the applicable stormwater r s under 15AN� 2�any other applicable state stormwater requirements. Signature: Date: I/27,I�% Iyy,��,, a Notary Public for the State of ��jV11 C 4I1G� , County of y�tk"Jl ) , do hereby certify that \Q'(`t�M�jS aiAd'.dr%V 0 personally appeared before me thisQJ53 day of and,�7ack�now_ledge the due execution of the application for a stormwater permit. Witness my hand and official sea9,,e'! r \%J nsAtnp G N0101y Public Onsiow County =My Commission fxF OSI26I2010 °'a,R!HtC AR SEAL My commission expires`o��(t`��i�� EGE. Vim' 1AP12 6 2017 Form SWU-101 Version Oct. 31, 2013 Page 7 of 7 L- t. _ Ot'7Na� C;:nUTA Hall, Christine From: Lowther, Brian <Brian.Lowther@amecfw.com> Sent: Thursday, February 23, 2017 3:08 PM To: Hall, Christine Cc: Lowe, Lester, Riccitiello, Michael Subject: Sw8110906 Revised Application Table Attachments: SW8 110906_Application_Table_rev2.pdf Christine, Thanks for the call. As we discussed, attached is the revised application table. I moved the 10,000 sq ft to future for Ponds B, C and D. Let me know if you need anything else or have any questions. Brian Brian Lowther, P.E. Project Engineer Amec Foster Wheeler Environment & Infrastructure 4021 Stirrup Creek Drive, Suite 100 Durham, NC 27703 Direct (919) 765-9985 Email brian.lowtherC@amecfw.com amecfw.com This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a result of email transmission. 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Please click http://amecfw.com/email-disclaimer for notices and company information in relation to emails originating in the UK, Italy or France. 2ND RADIO BATTALION COMPLEX OPERATIONS CONSOLIDATION (P1280) MCB CAMP LEJEUNE, NC STORMWATER MANAGEMENT REPORT (STORMWATER ROUTING AND CALCULATIONS) Prepared for: Marine Corps IPT Building Z-140, Room 104 9324 Virginia Avenue Norfolk, VA 23511-3095 Prepared by: Amec Foster Wheeler Environment & Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, NC 27703 NAVFAC Project Number: N40085-14-D-8406 TO 0007 Amec Foster -Wheeler Project Number: 6466155024.0001 February 20, 2017 A :m SEAL 03912j1 i��gNl r i 1 La Brian C. Lowther PE Water Resources Engineer Amec Foster Wheeler Environment B Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensure: NC Engineering F-1253; NC Geology C-247 Y-P 44V amec foster wheeler ZCEIVE FEB 2 2 2091 0 Tel —(919) 381-9900 Fax — (919) 381-9901 vmnv.amecfw.com Q2016 Amec Foster Wheeler. All Rights Reserved. Stormwater Management Report for 2"d Radio Battalion Facility U m Camp Lejeune, North Carolina aec February 2017 foster wheeler TABLE OF CONTENTS PAGE 1.0 PURPOSE.......................................................................................................................1 2.0 SITE DESCRIPTION.......................................................................................................1 3.0 STORMWATER MANAGEMENT ........................... 3.1 Design Calculations for BMP Volumes ............... 3.1.1 Water Quality Volume Calculations.......... 3.2 Evaluation of Infiltration Basin and Sandfilter ..... 3.2.1 Infiltration Basin ....................................... 3.2.2 Sandfilter.................................................. 3.2.3 Outlet Control Structures .......................... Ill 4.0 HYDROLOGIC MODELING............................................................................................7 5.0 EVALUATING COMPLIANCE WITH EXISTING WET POND PERMIT ...........................8 6.0 DRAINAGE DESIGN.....................................................................................................10 6.1 Storm Sewer System................................................................................................10 6.2 Culverts.....................................................................................................................11 7.0 CONCLUSION..............................................................................................................11 8.0 CLOSURE.....................................................................................................................11 LIST OF TABLES Table 3.1 - Stage -Storage for Infiltration Basin .................................. Table 3.2 - Stage -Storage for Sand Filter above the Internal Weir .... Table 5.1 - Permitted Drainage Area Parameters .............................. Table 5.2 - Design Drainage Area Parameters .................................. Amec Foster Wheeler Environment B Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensors: NC Engineering F-1253; NC Geology C-247 ......................................4 ......................................5 ......................................8 ......................................9 ¢EB 2 � 2p17 Tel — (919) 381-9900 Fax— (919) 381-9901 vmnv.amecf v.com 02016 Amec Foster Wheeler. All Rights Reserved ATP Stormwater Management Report for 2ne Radio Battalion Facility U Camp Lejeune, North Carolina amec February 2017 foster wheeler LIST OF APPENDICES Appendix A Figures Appendix B Runoff Coefficient and Drainage Area Calculations Water Quality Volume Calculations and Sand Filter Design Soils Report Hydraflow Output Ditches/Swales Reports Culvert Reports Storm Sewer Analysis Storm Sewer Profiles HydroCAD Output - Infiltration Basin and Sand Filter — 10 yr 24 hr Outlet Protection Calculations Amec Foster Wheeler Environment B Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensure: NC Engineering F-1253: NC Geology C-247 Page ii TtFEB 2 2 V17 Tel — (919) 381-9900 Fax — (919) 381-9901 wwW.amecfW.com 02016 Amec Foster Wheeler. All Rights Reserved. Stormwater Management Report for 2nd Radio Battalion Facility ameC (� Camp Lejeune, North Carolina foster February 2017 wheeler 1.0 PURPOSE The purpose of this report is to present a method for regulating stormwater run-off from 2nd Radio Battalion in Camp Lejeune, NC, in accordance with standard engineering practices and methods of analysis for stormwater management in the State of North Carolina and all applicable UFC codes. The method will prevent increase in runoff from the development from adversely impacting downstream conditions. Due to the location of the site, the project is covered under North Carolina's State Stormwater Program. Phase 1 of this project has an existing stormwater permit (Permit No. SW8110906) and all new developments that fall within the limit of the existing permit will have to comply with the conditions and requirements of this permit. This project is subject to the Low Impact Development (LID) requirements outlines in UFC 3-210- 1 (1 July 2015). LID is a stormwater management strategy designed to maintain site hydrology and mitigate the adverse impacts of stormwater runoff and nonpoint source pollution. To meet the LID requirements, the site will provide grass areas to promote infiltration and treat stormwater onsite with an infiltration basin, a sand filter, and utilize an existing wet detention basin. Technical constraints for this site include high groundwater table and low infiltration rates in areas of the site. The stormwater BMP's were designed to meet the EPA -established guidelines in Section 438 of the Energy Independence and Security Act (EISA) of the ninety-fifth percentile storm event (approximately 2.50 inches of rain) from new built upon areas and the State Stormwater requirement (Coastal County) of 1.5 inches. The BMPs were designed for the largest water quality volume for the storm events. The new development also meets pre- vs post- runoff control requirements for the design storm event. 2.0 SITE DESCRIPTION The site of the proposed development is located in the north Wallace Creek area of Camp Lejeune, NC in Onslow County. Refer to Figure 1 (Appendix A) for the Site Vicinity Map. The total area to be developed is separated into two areas by Battalion Complex Road (BCR). The area east of BCR is partially developed and consists of a number of buildings supporting ANGLICO and 2nd Intel Battalion, driveways, parking, landscaped areas, and the associated utilities. An inactive landfill borders the eastern section of this development. This area is drained by a series of pipes and a ditch that discharges into an existing wet pond. Stormwater management for 2nd Radio Battalion, Phase I was taken into consideration in design of the existing wet pond subject to the conditions of the approved pond permit. The area west of BCR is wooded with medium to thick underbrush. It has rolling terrain with slopes ranging from 1 to 10%. Located between this area and BCR is a 200-foot wide utility easement containing Duke Energy transmission lines, a Piedmont Natural Gas main, an overhead electric distribution line, and a sanitary force -main. Amec Foster Wheeler Environment B Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensure: NC Engineering F-1253; NC Geology C-247 Page 1 2TP(919) 38119900 F (919) 381-9901 vrww.emecNV.corn gY:f 02016 Amec Foster Wheeler. All Rights Reserved. Stormwater Management Report for 2nd Radio Battalion Facility U Camp Lejeune, North Carolina amec February 2017 foster wheeler Wetlands have been identified southeast of the site and the site is not located within a 100-yr floodplain based on FEMA Flood Insurance Maps 3720530400J and 3720438400J, 11/03/05. The latest version of the United States Department of Agriculture Soil Conservation Service Soil Survey of Onslow County, North Carolina map indicates that the on -site soils are primarily Baymeade fine sand with lesser amounts of Marvyn loamy fine sand and Pactolus fine sand — which are classified as Hydrologic Soils Group A, B, and A/C respectively. 3.0 STORMWATER MANAGEMENT A total of approximately 19.95 acres will be disturbed for the proposed development, separated into two areas by Battalion Complex Road (BCR). Development to the east of BCR and south of the existing Intel Ops facility consists of two new buildings (P1280), driveways, parking, landscaped areas and the associated utilities. Stormwater management for the new development in this area was taken into consideration in the design of the existing wet pond subject to the approved permit conditions (Permit No. SW8 110906) of the pond. The new development complies with the permit conditions as shown in Tables 5.1 and 5.2 in Section 5 below. The table provides a comparison of the relevant permitted design parameters to the proposed design parameters. The total area west of BCR with the new parking lot has two existing drainage basins, 6.19 and 11.56 acres respectively. One basin drains in a southeasterly direction to upstream of the culvert that convey surface runoff across BCR to the wetlands downstream. The other basin drains in a northwesterly direction upstream of the 18"RCP that convey surface runoff in westerly direction across Wallace Creek Road. Wallace Creek is the receiving stream for the development and the stream class is SB NSW. The proposed infiltration basin and sand filter will attenuate post -development peak flows to values that are less than the pre -developed. The site plan on sheets CS-101-105 show the location of the infiltration basin and sand filter. To effectively model stormwater BMPs, the post developed drainage basins are shown on CG-101-103. Provided in Appendix B are detailed calculations for Runoff Coefficient. Preliminary Time of Concentration (Tc) calculations indicated that post development Tc values would be close to the minimum of 5 minutes; therefore, for conservatism, time of concentration values were maintained at the minimum of 5 minutes for this analysis for post developed conditions. Figure 2 illustrates basin delineation for Pre- developed basin conditions. From our analysis, the projected post -development peak flows are less than the post - development peak flows for the 1-year 24 hour event. The development also complies with the conditions of the permit (Permit No. SW8 110906) for the existing wet pond. 3.1 Design Calculations for BMP Volumes 3.1.1 Water Quality Volume Calculations The following calculation was used to compute the minimum water quality volume ((...Wov . WQv = 3630 x Rd x R. x Aa 245� 2 Amec Foster Wheeler Environment B Infrastructure, Inc. Page 2 ' Tel— (919) 381-9900 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Fax— (919)38179 001 1a4',1___ w w.amecfw.com Licensure: NC Engineering F-1253; NC Geology C-247 02016 Amec Foster. W heeler. All Rights Reserved. �� Stormwater Management Report for 2"d Radio Battalion Facility U Camp Lejeune, North Carolina amec February 2017 foster wheeler WQ� = Water Quality Volume (ft3) Rd = Design storm rainfall depth (in) R, = Volumetric Runoff Coefficient = 0.05 + (1) x (0.9) 1 = Imperviousness (ratio) As = Area Draining to Wet Pond or LID BMP Imperviousness (1) obtained by dividing the total paved/impervious area by the total area that drains directly into the BMP. 3.2 Evaluation of Infiltration Basin and Sandfilter 3.2.1 Infiltration Basin Infiltration Basin Design Calculations: Drainage area (DA) = 1.66 acres Impervious Area = 0.68 acres Percentage Impervious (1) = 0.68/1.66 = 0.4096= 40.96%; Use I = 0.41 Minimum required water quality volume (WQv) based on the 95th percentile rainfall (2.50 in.) Rv = 0.05 + (1)*(0.9) Rv = 0.05 + 0.41 *(0.9) Rv = 0.42 WQv = 3630*RD*Rv*A WQv = 3630*2.5*(0.42)*(1.66) Therefore, WQv (required) = 6,307.13 CF Minimum required storage for the Coastal Stormwater rules (1.5 in) and oversized to waive offline bypass and vegetated filter strip requirements The NC BMP Manual states "To waive both the offline bypass and vegetated filter strip requirements in a single infiltration system, the applicant must provide active storage volume in the system for 2.5 times the regulated design storm and infiltrate that volume within 5 days using a soils infiltration rate of one-half the infiltration rate reported in the soils report." Rv = 0.05 + (1)*(0.9) 9)tit1 Rv = 0.05 + 0.41*(0.9) �— Rv = 0.42 FEB 2 2 2�i7 WQv = 3630*RD*Rv*A WQv = 3630*1.5*(0.42)*(1.66) - Therefore, WQv (required) = 3,784.28 CF * 2.5 = 9,460.69 CF 6V; Storage volume required for the Coastal Stormwater rules (1.5 in) and oversized to waive offline bypass and vegetated filter strip requirements is greater than volume for 95th percentile rainfall Amec Foster Wheeler Environment B Infrastructure, Inc. Page 3 Tel —(919) 381-9900 4021 Stirrup Creek Drive, Suite 100 Fax — (919) 381-9901 Durham, North Carolina 27703 www.amectw.com Licensum: NC Engineering F-1253; NC Geology C-247 @2016 Amec Foster Wheeler. All Rights Reserved. Stormwater Management Report for 2nd Radio Battalion Facility Camp Lejeune, North Carolina February 2017 IV15 Uamec foster wheeler (2.50 in.), therefore, the infiltration basin is designed for the water quality volume of at least 9,461 CF at Flev. 26.54 ft. Evaluation of the infiltration basin shows that it has adequate storage for water quality and 2.20 ft. freeboard to the top of basin at Elev. 27.5' for the 10 yr storm event with half the infiltration rate incorporated per DEQ Guidance Manual (See plan view on CG-101). The storage surface area for the basin is 7,386 ft2 at Elev. 26.60 ft. A detailed description of the OCS is provided in section 3.2.1 below. Infiltration Basin Design Calculations: Table 3.1, shows the stage -storage relationship for the infiltration basin. Table 3.1 - Stage -Storage for Infiltration Basin �24.5 2,248 0.00 25 3,371 1,405 25.5 4,543 3,383 26 5,823 5,975 26.5 7,084 9,202 27 8,594 13,121 27.5 9,187 17,567 Solve for Dewatering Time: A=V/2*(K*T) where: A = effective infiltrating area (ft2) V = volume of water requiring infiltration (ft3) K = hydraulic conductivity of soil (in/hr) one-half the infiltration rate reported in the soils report T = dewatering time (days) 2,248.04 ft2 = 9,925 ft3 / 2 * (1.295 * T) T= 1.70 days 3.2.2 Sandfilter Below is the calculation for the 95th percentile rainfall (2.50 in. The calculation for the Coastal Stormwater rules (1.5 in) design storm is in Appendix B. Sand filter Design Calculations: Drainage area (DA) flowing into Sand Filter = 5.25 acres Impervious Area = 4.00 acres Percentage Impervious (1) = 5.25/4.00 = 0.7619 = 76.19%; Use I = 0.76 Amec Foster Wheeler Environment B Infrastructure, Inc. Page 4 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensure: NC Engineering F-1253; NC Geology C-247 y 6 -' I FES 2 2 20`t7 a Tel —(919) 381-9900 Fax — (919) 381-9901 www.amectw.com 02018 Amec Foster Wheeler. All Rights Reserved. Stormwater Management Report for 2nd Radio Battalion Facility Camp Lejeune, North Carolina February 2017 510, �, Uamec foster wheeler Minimum required water quality volume (WQv) based on the 95th percentile rainfall (2.50 in.) Rv = 0.05 + (1)*(0.9) Rv = 0.05 + 0.76*(0.9) Rv = 0.74 WQv = 3630*RD*RV*A WQv = 3630*2.5*(0.74)*(5.25) Therefore, WQv (required) = 35,052.19 CF Adjusted WQv = WQv * 0.75 = 35,052.19 CF * 0.75 = 26,289.14 CF Evaluation of the Sand Filter shows that it has adequate storage for water quality volume with a minimum 1.00 ft. freeboard to the top of pond and bypass elevation of 20.6' (See plan view on CG-101 and details on C-513). The total storage volume in the sand filter above the weir elevation is 27,301 ft3. A diversion box in the forebay of the sand filter is designed to divert flows in excess of minimum active storage volume at elevation 20.6'. This sand filter is designed to completely drain the BMP design volume within 40-hours. A detailed description of the OCS (Diversion Box) is provided in section 3.2.6 below. Table 3.2 shows the total stage -storage relationship for the sand filter (main pond and sediment chamber above the weir elevation). Table 3.2 - Stage -Storage for Sand Filter above the Internal Weir 8.236 0 18 19 10,144 9,190 20 11,605 20,065 21 13,123 32,429 22 14,697 46,339 23 16,328 61,851 Provided below is a summary of the minimum required areas for the sedimentation chamber and sand filter bed. Detailed calculations for the minimum required areas for the sedimentation chamber and sand filter bed have been provided in Appendix B. Minimum area for sedimentation chamber As = 2,313.44 SF. Provided As = 4,118 SF Minimum area for sand filter bed = Af = 2,262.40 SF. Provided Af = 4,118 SF These are minimum areas - larger sand filters are acceptable. 3.2.3 Outlet Control Structures The infiltration basin is designed 2.5 times the 1.5" water quality volume and infiltrates that volume within 5 days using a soils infiltration rate of one-half the infiltration rate reported in the soils report. Volume over 2.5 times the water quality volume will discharge through a 2ft x 3ft drop inlet style overflow structure 'ZQ, Eiv � FEB 2 2 VA7 Amec Foster Wheeler Environment & Infrastructure, Inc. Page 5 Tel — (919) 381-9900 4021 Stirrup Creek Drive, Suite 100 Fax —(919) 381-9901 Durham, North Carolina 27703 6�5 v.v medw.com Licensure: NC Engineering F-1253; NC Geology C-247 @2016 Amec Foster Wheeler. All Rights Reserved. Dom° Stormwater Management Report for 2"d Radio Battalion Facility Camp Lejeune, North Carolina amec U February 2017 foster wheeler For the sand filter, a diversion box is designed to send all of the flow from rainfalls event into the BMP until the BMP design volume has been reached, at which point the flow splitter starts to divert a portion or all of the additional flow around the BMP. An infiltration rate of 3.5 ft/day or 1.75 in/hr is assumed for the filter bed. The BMP design volume is based the water quality volume (WQv) using the 95th percentile rainfall depth. Due to low infiltration rates in the subgrade, underdrains are provided in the sandfilter to facilitate drainage and prevent clogging of the soil media and these underdrains are connected to the sandfilter OCS's. The number of pipes needed for the underdrain system was determined using the following 4- step process from the DEQ BMP manual. 1. Determine flow rate through the soil media and apply a safety factor of 2 (this is now the underdrain design flow, Q). Estimated infiltration rate for media — 1.75 in/hr 3,509.7 ft2 x 1.75 in/hr x (1 ft/ 12 in) x (1 hour/3,600 sec) = 0.14 cfs By providing the safety factor (2) the flowrates becomes = 0.28 cfs. 2. Use the following equation: Use the following equation: D — 16(Qosl(a) Where D = s Diameter of single pipe, n = roughness factor (recommended to be 0.011), s = internal slope (recommended to be 0.005). Units: Q (cfs), D (in). Find diameter of single pipe for the sand filter. (n of 0.011 was used for PVC) 0.28*0.011 (8) D = 16 = 4.94 inches oos� 6 3. The only unknown is D. This is the diameter of a single pipe that could carry all the water were it to be the only underdrain. Pipe diameters are typically either 4 inches or 6 inches. Table 5-1 from the manual converts "D" (in inches) to an equal number of 4 or 6 inch underdrains at 0.5% slope. Table 5-1 Number of Pipes Required in the Underdrain If D is less than # of 4" pipes If D is less than # of 6" pipes 5.13 2 7.84 2 5.95 3 9.11 3 6.66 4 10.13 4 7.22 5 7.75 6 8.2 7 Amec Foster Wheeler Environment & Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensure: NC Engineering F-1253; NC Geology C-247 Page 6 l �Es 2 gel- 919) 381,%900 Fax — (919) 381-9901 v .amechv.com 02016 Amec Foster. W heeler. All Rights Reserved. �5P Stormwater Management Report for 2ne Radio Battalion Facility U Camp Lejeune, North Carolina amec February 2017 foster wheeler 4. With D = 4.94, the sandfilter will need (2) 4" pipes. Therefore, the sandfilter has (2) 4" pipes The drawdown calculation for the sandfilter is shown in Appendix B. 4.0 HYDROLOGIC MODELING The Rational method was used to determine the stormwater runoff from the site for the 1-year Pre and Post peak flow rates, using NOAA Atlas 14 Precipitation Data for Onslow County where Camp Lejeune is located. Peak Flow Calculations These were completed for the 1-yr, 24-hr rainfall depth using the rational method. Rational Equation: Q=ciA The Rational equation requires the following units: Q = Peak discharge, cfs c = Rational method runoff coefficient i = Rainfall intensity, inch/hour A = Drainage area, acre Infiltration Pre -Development c = 2.26 (0.2) / (2.26) = 0.2 i = 0.15 inch/hour A = 2.26 acres Q = 0.2*0.15*2.26 = 0.07 cfs Infiltration Post -Development c = 0.68 (0.9) + 1.58 (0.2) / (.68+1.58) = 0.41 i = 0.15 inch/hour A = 2.26 acres Q = 0.41*0.15*2.26 = 0.14 cfs Post -Development flow was routed in HydroCAD using the rational method through the infiltration basin and taking into account exfiltration at'/z the infiltration rate of 2.59 in/hr over the surface area of the basin (2817.46 sq ft) the basin results in no discharge from the basin (0.0 cfs). Attached is the HydroCAD report for the model. Sandfilter Pre -Development c=1.4(0.9)+4.79(0.2)/(1.4+4.79)=0.39 � � -7\ jN1 i = 0.15 inch/hour A=6.19acres 9Gnt :, FE622 Amec Foster Wheeler Environment & Infrastructure, Inc. Page 7 BV',_-- Tel — (919) 381-9900 4021 Stirrup Creek Drive, Suite 100 Fax— (919) 381-9901 Durham. North Carolina 27703 www.amecfw.com Licensure: NC Engineering F-1253; NC Geology C-247 02016 Amec Foster Wheeler. All Rights Reserved. r�64., Stormwater Management Report for 2"d Radio Battalion Facility V� Camp Lejeune, North Carolina amec February 2017 foster wheeler Q = 0.39*0.15*6.19 = 0.36 cfs Sondfil ter Post -Development c = 4.07 (0.9) + 1.58 (0.2) / (4.07+1.58) = 0.70 i = 0.15 inch/hour A = 5.65 acres Q = 0.70*0.15*5.65 = 0.29 cfs Post -Development flow was routed in HydroCAD using the rational method through the sandfilter resulting in a discharge rate of 0.14 cfs. Attached is the HydroCAD report for the model. 5.0 EVALUATING COMPLIANCE WITH EXISTING WET POND PERMIT In reference to the approved permit (Permit No. SW8 110906) for the existing wet pond (Pond A) at Camp Lejeune, the relevant conditions that apply to our development are as follows, otherwise requiring modification of the existing permit: 1. For any future development the total area draining to existing wet pond should not exceed 22.48 acres 2. The total built-up area draining to pond should not exceed 601,893 S.F. Table 5.1 below provides a breakdown of drainage areas from the existing approved permit for the wet pond and Table 5.2 provides a breakdown of drainage areas from our current design for comparison purposes. Table 5.1 - Permitted Drainage Area Parameters Land Use Pond A [�Amrea per approved permitted cr7es Drainage Area to Existing Wet Pond 22.48 acres Land Use Distribution (impervious Surface Area Area As Permitted ft2 On -site Buildings/Driveways 89,378 Onsite Streets & Curbing 130,913 On -site Parking 280,810 On -Site Sidewalks 10,793 Other on -site future im erviousness 90,000 Off -site 0 Total 601,894 Amec Foster Wheeler Environment & Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensure: NC Engineering F-1253; NC Geology C-247 F E6 2 2 �i1�7 Page 8 Tel — (919) 381-9900 Fax — (919) 381-9901 www.amecfw.com 02016 Amec Foster Wheeler, All Rights Reserved. Stormwater Management Report for 2nd Radio Battalion Facility Camp Lejeune, North Carolina February 2017 Table 5.2 - Design Drainage Area Parameters Uamec foster wheeler Land Use Drainage Area to wet pond Area per current design (q_cres)_ 23.4 acres 1,019,945 ft2 Land Use Distribution (impervious Surface Area Areas per current design ft2 On -site Buildings 77,171 Onsite Streets 45,664 On -site Parking 58,346 On -Site Sidewalks 21,072 Other on -site concretepavement) 18,000 Future 1 3,649 Off -site 0 i Existin BUA' 403,785 Total 1 14.3 acres 627,687 ft2 *Represents existing buildup area that will remain after development. Tables 5.1 and 5.2 above, show that the total area draining to the existing wet pond and the total paved area/BUA from our design is greater than maximum values approved in the existing permit for the wet pond. Therefore, the revised calculations that show the existing pond is adequately sized are provided below. The permit will be modified but there are not proposed improvements to the existing wet pond. Minimum required water quality volume (WQv) Drainage area (DA) = 23.4 acres Impervious Area = 14.3 acres Percentage Impervious (1) = 627,687 112/1 Rv = 0.05 + (1)*(0.9) Rv = 0.05 + 0.615*(0.9) Rv = 0.6035 WQv = 3630*RD*RV*A WQv = 3630*1.5*(0.6035)*(23.4) Therefore, WQv (required) = 76,894 ft3 019,945 ft2 = 0.615 = 61.5%; Use I = 0.615 The existing wet pond has adequate storage for the water quality volume with an existing storage volume 76,991 W. The existing average depth is 4.22 but the impervious percentage and drainage area increased; therefore, a revised SA/DA calculation was completed. The Ratio SA/DA for an average depth of 4ft and 61 % impervious is 5.37% (0.0537), with reference to interpolated numberlfrom Table 10- 2, Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 901P& cent TSS r1{ G Amec Foster Wheeler Environment & Infrastructure, Inc. Page 9 nn n 2 t F-Te — (94381-9900 4021 Stirrup Creek Drive, Suite 100 V L Fax — (919) 381-9901 Durham, North Carolina 27703 �` www.amecfw.com Licensure: NC Engineering F-1253; NC Geology C-247 N7n! 02016 Amec Foster. W heeler. All Rights Reserved. y�'��- 17 Stormwater Management Report for 2nd Radio Battalion Facility ;q Camp Lejeune, North Carolina amec U February 2017 foster wheeler Pollutant Removal Efficiency in the Coastal Region, Adapted from Driscoll, 1986 (NCDENR Stormwater BMP Manual, Chapter Revised 06-16-09): Where SA = Surface area at permanent pool elevation; and DA = Drainage Area. Therefore required permanent pool area = (0.0537)*(1,019,945 ft') = 54,771.05 ft' Total area at the existing permanent pool elevation (Elev. 6.4 ft.) = 67,603 ft' Therefore, the existing wet pond has sufficient surface area and volume to remove 90 percent of total suspended solids from the drainage area with the proposed additions. The existing outlet control structure for the wet pond consists of a 4 in orifice at Elev. 13.0' with the top of the riser at Elev.14.2'. Provided below are calculations to verify the draw -down of the WQv based on the existing orifice size. d = 0.33 ft. = 4" WQ Orifice @ Elev. 13.0 ft. A = Area of Orifice, ft2 A = Pi*(d2)/4; d2 = 0.11; A = 0.0873 Q = Flow through orifice, cfs Q = 0.6*A*[(2*32.2*(H/3))A0.50] H = Height above the centroid of the orifice, ft. Q = 0.6*0.0873*[(2*32.2*(1.03/3))A0.50] Q = 0.246 cfs Q = WQv/t or t = WQv/Q WQv = Water Quality Volume, ft' t = time, sec t = 76,991 ft3/0.246 cfs t= 312,971 secs, 86.9 hours, or 3.62 days 6.0 DRAINAGE DESIGN 6.1 Storm Sewer System The storm sewer for the proposed parking lot were modeled using the Hydraflow Storm Sewers Extension for AutoCAD. The drainage areas were delineated in AutoCAD using the topographic survey data and knowledge from recent site visits. Runoff coefficients were determined in Hydraflow by impervious and open areas for each drainage area. Time of concentrations (Tc) were calculated with TR-55 methods in Hydraflow as shown in Table 4.1. Calculations indicate that the proposed storm drain system is adequately sized for a 10-year design storm. The storm sewer network draining into the Sand Filter was run with both the (d/2 + D)/2 tailwater condition Amec Foster Wheeler Environment & Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensure: NC Engineering F-1253; NC Geology C-247 02016 Amec Foster Wheeler. All Rights Reserved. Page 10 Tel'- (919) 381-9900 Fax ry (vuu) cfw.c 01 www.amectw.com �. GV Stormwater Management Report for 2nd Radio Battalion Facility NOV Camp Lejeune, North Carolina amec February 2017 foster wheeler as well as a full condition with water at Elev. 21. The model with tailwater at 21.0' shows pressurized flow; however, no surcharge is present at grade, and the flow is contained within the structures. The modeling results and profiles are included in Appendix B. 6.2 Culverts Culverts for the site were modeled using the Hydraflow Storm Sewers Extension for AutoCAD similar to the storm sewer system. The modeling results and profiles are included in Appendix B. 7.0 CONCLUSION The proposed development does not adversely impact downstream conditions in terms of runoff volume, flow velocity, and pollution because: The post -developed peak flow computed at the POA of the basins is less than the pre -developed values resulting in a reduction in flow velocity and volume at those locations. This will alleviate or eliminate the potential for flooding and erosion/scouring in downstream receiving channels and/or water bodies. The wet pond and LID BMP's will allow most suspended sediments and other pollutants in the surface runoff from the development to settle, thus improving water quality discharged to downstream receiving water bodies. The stormwater management facilities discussed in this report exceeds the standard of care for control of stormwater runoff from the project site. This development would not adversely impact downstream conditions. 8.0 CLOSURE This report is based on, and limited by, the interpretation of data, circumstances, and conditions available at the time of completion of the work as referenced throughout the report. It has been prepared in accordance with generally accepted engineering practices. No other warranty, express or implied, is made. This report has been prepared for the exclusive use of 21d Radio Battalion Complex Operations Consolidation. Amec Foster Wheeler does not accept any responsibility for the use of this report, in whole, or in part, for any purpose other than that intended or to any third party for any use whatsoever. Amec Foster Wheeler appreciates the opportunity to provide 2nd Radio Battalion with this information. If additional information is required, please contact Brian Lowther, PE, at 919-765- 9985 or brian.lowther@amecfw.com. Amec Foster Wheeler Environment B Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Licensure: NC Engineering F-1253; NC Geology C-247 i` FEB 2 2 207 'ui Page 11 Tel — (919) 381-9900 —_Fax — (919)381-9901 ,,,--.Fax .amecfw.com 02016 Amec Foster Wheeler. All Rights Reserved. �'�\ i.^.j� ,. t+ ,l1�r;` i -{y1 i ft�6el�m�appirig iAerognd >IGN�,IGP�swissidpo, anilLfhe +� �a. NAVAL FACILITIES ENGINEERING. P1280 2nd RADIO BATTALION amec foster wheeler ��° COMMAND - MIDATLANTIC VICINITY MAP COMPLEX OPERATIONS FIGURE 1 CONSOLIDATION ...................... ................ ............. .... ... ...... ................. ....... m • r' rm,� ec foster wheeler DI NAVAL FACILITIES ENGINEERING COMMAND ♦ I — MIDATLANTIC . %--=ter_--• - - � 1 3 I 'I _` WETPQD•9T9 AC. ��—� �� IXWEf R'Jell � .:� •• --- _ . � I PRE —DEVELOPED DRAINAGE PLAN PI280 2nd RADIO BATTALION FIGURE 2 COMPLEX OPERATIONS CONSOLIDATION g' —. larslmo oxromo/smDLNa to RLYux � [Y61WL CagICM M 116 WI KH _ CANXp CGXIwR cc.:lvro v LWSIA4MR wrtD ) I`-- i '•�♦-+,W -nrsmo slLw Wux r/ox/IxoTOM . o .vaus Lxmvrexc wlm / I _. ,� - nrstno sumur snrzv mmr u.w nrstwc WavLPamo ltx[mL - nmwx wnW a vxx MZ v«olvuwxn Lawua.mxs _�... _. Emw [anvx a ewweunaxs KC[MME MII[P fM IX6 vPoIL[I 6 / I� _" 1 I � ._ i. _.. 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OF s1ORY i SlMllp[i S ILMIM 1. 1. 11. .1. 11 S ARE AI.. IPoY c[XRR M ... s1AAC.11 1. Eo IXD w Ix[ IV#➢ sIc1EM¢ S s ARE Ii AN mrs .1i GEMIV1GNDwGIgiES. I. RAY. .1. L61VARo P LgRERIIEIY}I io [A61K RoxlYlpxS ... EMMISE S1gYx. • [Y6RXi CEXMpM w IM5 AW IAALX MY sIIMY rMrIIo n AYU6 W1R9XE WRE AUARI MIS (ARAW NI E: I zw EC—�E' amec U foster wheeler Runoff Coefficient and Drainage Area Calculations Paved and Landscaped Areas draining into Sandfilter and Infiltration Practice Sand Filter Total Area ac Total Area SF Impervious (ac) Impervious (ac) Landscaped Landscaped (ac) Runoff Coeffient Basin Bl 0.61 26571.6 0 0.00 26571.60 0.61 0.20 Basin B2 0.47 20473.2 17025 0.39 3448.20 0.08 0.78 Basin B3 0.77 33541.2 27515 0.63 6026.20 0.14 0.77 Basin B4 0.66 28749.6 25200 0.58 3549.60 0.08 0.81 Basin B5 0.23 10018.8 9409 0.22 609.80 0.01 0.86 Basin B6 0.95 1 41382.0 36009 0.83 5373.00 0.12 0.81 Basin B7 0.75 32670.0 28690 0.66 3980.00 0.09 0.81 Basin B8 0.39 16988.4 14418 0.33 2570.40 0.06 0.79 Basin 89 0.42 18295.2 15974 0.37 2321.20 0.05 0.81 TOTALS 5.25 228690.0 174240 4.00 54450.00 1.25 Infiltration Basin Basin C-1 1.66 72309.6 29621 0.68 42553.60 0.98 0.49 TOTALS 1.66 93566.9 29621 0.68 63810.88 1.46 Bypassing Areas to culverts Basin F-6 0.49 21344.4 0 0.00 21344.40 0.49 0.20 Basin F-4 0.81 35283.6 3187 0.07 32096.60 0.74 0.26 Basin F-2 0.71 30927.6 778 0.02 30149.60 0.69 0.22 TOTALS 2.01 875SS-6 3965 0.09 83590.60 1.92 D-2 CULVERT TO WETLANDS 2.69 117176.4 0 0 117176.40 2.69 0.2 Total Area to Sand Filter Totallmpevious Percent Impervious 228690.00 5.249979 174240.00 3.999984 76.19% m 0 w N M N O Paved and Landscaped Areas draining into Pond A e e 0A jv5� q Area Total Area ac Total Area SF Impervious Impervious (ac) Landscaped Landscaped (ac) Comment A-1 0.40 17424.07 13217.31 0.30 4206.76 0.10 A-2 0.37 16117.26 10418.56 0.24 5698.70 0.13 A-3 0.08 3484.81 47.90 0.00 3436.91 0.08 A-4 0.64 27878.51 18913.39 0.43 8965.12 0.21 A-5 0.44 19166.48 5319.03 0.12 13847.44 0.32 A-6 0.18 7840.93 5708.30 0.13 2132.53 0.05 A-7 0.23 10018.84 6936.10 0.16 3082.74 0.07 A-8 0.36 15681.66 11750.63 0.27 3931.03 0.09 A-8.1 0.19 8276.43 3064.82 0.07 5211.61 0.12 A-8.2 0.20 8712.03 2481.38 0.06 6230.66 0.14 A-9 0.63 27442.91 22146.12 0.51 5296.79 0.12 A-10 0.25 10890.04 8683.37 0.20 2206.67 0.05 A-11 0.74 32234.53 31486.55 0.72 747.98 0.02 A-12 0.59 25700.50 11540.34 0.26 14160.16 0.33 A-13 0.00 0.00 0.00 0.00 0.00 0.00 not used as inlet (JB only) 42 cfs = Q at capacity here A-14 1.08 47044.99 38970.51 0.89 8074.49 0.19 A-15 0.43 19730.87 3325.91 0.08 15404.96 0.35 DIRECT DRAINAGE TO WEST FOREBAY POND SW -Al 2.86 124582.10 78799.18 1.81 45782.92 1.05 Drainage to FES-Ai SW-A2 0.62 27007.31 9086.04 0.21 17921.27 0.41 No Inlet, Direct Flow of SW-A2 into Forebay SW-133 2.74 119354.88 400.00 0.01 118954.88 2.73 DISCHARGE TO WETLANDS FROM FES D-1, includes drainage from F-2 and D-2 areas plus sand filter outflow Gl 3.36 146362.19 126459.34 2.90 Draining to anglico 36" G2 1.20 52261.57 44213.40 1.01 Draining to anglico 36" G3 0.62 26799.04 25862.67 0.59 Draining to anglico 42" G4 5.01 218236.47 128933.63 2.96 D2 IN ANGLICO GS 2.94 128051.57 16673.47 0.38 EAST SIDE POND A piped inflow and direct drainage Total 1 30.06 1 1309620.19 715649.10 amec U foster wheeler Water Quality Volume Calculations and Sand Filter Design Water Quality Volume Calculations (2.5" runoff) - Infiltration Basin On-siteArea Total On -site Basin As= 1.66 Acre Impervious Area TIA= 0.68 Acre % Impervious 1= 0.4096 0.41 95%Strom Event Weighted Volumetric Runoff Coefficient Rv= 0.05+Ix(0.9) Rv = 0.05 + 0.41 x (0.9) Rv = 0.42 Water Quality Volume Required WQv= 3630*Rp*Rv*A WQv = 3630 * 2.5 * 0.42 * 1.66 WQv = 6307.13 cf 1.5" Storm Event Weighted Volumetric Runoff Coefficient Rv= 0.05+Ix(0.9) Rv = 0.05 + 0.00 x (0.9) Rv = 0.42 Water Quality Volume Required WQv= 3630*RD*Rv*A WQv= 3630 * 1.5 * 0.42 * 0 WQv= 3784.28 cf To waive both the offline bypass and vegetated filter strip requirements in a EC E OVE single infiltration system, the applicant must provide active storage volume in the system for 2.5 times the regulated design storm and infiltrate that volume FEB 2 2 2017 within 5 days using a soils infiltration rate of one-half the infiltration rate reported in the soils report. BY: WQV = 3784.28 CF WQV*(2.5) = 9460.6875 CF Therefore, 9,460.69 CF is greater than the 95% storm volume and the BMP will be sized for 1.5" x 2.5 to wave the bypass and filter strip. Drawdown based on min. infiltration rate Solve for Dewatering Time: A=V/2*(K*T) where: A = effective infiltrating area (ft2) V = volume of water requiring infiltration (ft3) K = hydraulic conductivity of soil (in/hr) one-half the infiltration rate reported in the soils report T = dewatering time (days) 2,248.04 ft2 = 9,925 ft3 / 2 * (1.295 * T) T= 1.70 days C ,11E FEB 2 2 26V syl� - Water Quality Volume Calculations (1.5" runoff) - Sandfilter On-siteArea Total On -site Basin As= 5.25 Acre Impervious Area TIA= 4.00 Acre Impervious 1= 0.76 Weighted Volumetric Runoff Coefficient Rv = Rv = Rv = Water Quality Volume Required WQV = WQV = WQV = Recommended treatment: Sand Filter WQV = 21031.31 CF WQV (adjusted) _ (0.75)(WQV) _ 0.76 0.05+Ix(0.9) 0.05 + 0.76 x (0.9) 0.74 3630 * Rp * Rv * A 3630 * 1.5 * 0.74 21031.31 cf 15773.48 CF 5.25 Maximum Head on Sand Filter = hMaxFilter(ft) This head is typically measured from the top of the overflow weir which separates the sediment chamber from the sand chamber, to the top of the sand and should be no more than 6 feet. Choose the maximum head so that the following equation is true: hMaxFilter(ft) = WQV Adj (ft') A,: Surface area of the sedimentation basin (ft') At: Surface area of the sand filter (ft') hA(ft) = WQV Adi (ft 3) As(ft') _-Qo(ft3/sec)/w(ft/sec)*In(1-E) Qo (ft'/sec) = (WQv/24)*(1/3600) = 0.183 cfs E = Trap efficiency of the chamber = 0.9 (unitless) w = Settling Velocity = 0.0004 ft/sec Assume that the particles collected by the filter are 20 microns in diameter As = = 0.066WQV = 1388.07 ftZ Af(ft2) = (WQV)(cIF)/(k)(t)(hA+cIF) dF = Depth of sand filter bed, (ft). This should be a minimum of 1.50 ft. K: Coefficient of permeability for sand filter bed = 3.50 (ft/day) t: time required to drain the WQV through the and filter bed (day). This time should be 40 hours (1.66 days). Center for Watershed Protection, 1996.) assuming 3 foot max head, average at 1.5 Af(ft2) = (WQV)(dF)/(k*t*(hA+dF))= (35052.19)(1.5)/((3.5)(1.66)(1.3+1.5)) = 1939.20 ft' As +Af = 3327.27 ftZ Max Filter Head = 2.60 ft Average Filter head = 1.3 ft Drawdown within 40 hours - solve for t with Af = 4,117.8 ft, df = 2ft to include washed stone per design t = 21,031.31*2/((4117.8*(1.3+1.5)*3.5)) Drawdown = 1.04 days Drawdown = 25.02 hours Water Quality Volume Calculations (2.5" runoff) - Sandfilter On-siteArea Total On -site Basin As= 5.25 Acre Impervious Area TIA= 4.00 Acre Impervious 1= 0.76 Weighted Volumetric Runoff Coefficient Rv = Rv = Rv = Water Quality Volume Required WQv = WQV = WQV = Recommended treatment: Sand Filter WQV = 35052.19 CF WQV (adjusted) _ (0.75)(WQV) _ 0.76 0.05 + I x (0.9) 0.05 + 0.76 x (0.9) 0.74 3630 * Rp * Rv * A 3630 * 2.5 * 0.74 35052.19 cf 26289.14 CF 5.25 Maximum Head on Sand Filter = hM,„Fill,r(ft) This head is typically measured from the top of the overflow weir which separates the sediment chamber from the sand chamber, to the top of the sand and should be no more than 6 feet. Choose the maximum head so that the following equation is true: hMa„Nter(ft) = WQv Adj (ft3) A,: Surface area of the sedimentation basin (ftZ) At: Surface area of the sand filter (ftZ) hA(ft) = WQV Adj (ft3) As(ftZ)=-Qa(ft3/sec)/w(ft/sec)*ln(1-E) 0 0 (ft3/sec) = (WQv/24)*(1/3600) = 0.304 cfs E = Trap efficiency of the chamber = 0.9 (unitless) w = Settling Velocity = 0.0004 ft/sec Assume that the particles collected by the filter are 20 microns in diameter As = = 0.066WQV = Af(ft) = (WQV)(dF)/(k)(t)(hA+dF) 2313.44 ft2 dF = Depth of sand filter bed, (ft). This should be a minimum of 1.50 ft. K: Coefficient of permeability for sand filter bed = 3.50 (ft/day) t: time required to drain the WQV through the and filter bed (day). This time should be 40 hours (1.66 days). Center for Watershed Protection, 1996.) assuming 3 foot max head, average at 1.5 Af(ft2) _ (WQV)(dF)/(k*t*(hA+dF))= (35052.19)(1.S)/((3.5)(1.66)(1.3+1.5)) = As +Af = 5545.45 ft2 Max Filter Head = Average Filter head = 3232.01 ft2 2.60 ft 1.3 ft Drawdown within 40 hours based on 3.50 ft/day and 3.0 ft maximum head Drawdown = 0.74 days Drawdown = 17.83 hours 2n0 Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 6 of 14 The soils in this province are typically of those laid down in a shallow sloping sea bottom; sands, silts and clays with irregular deposits of shells. Some of the existing formations contain predominantly plastic clays interbedded with strata of sands and poorly consolidated limestones. Others contain predominantly sands and chalky or porous limestones with local lenticular deposits of highly plastic clays. Subsurface Conditions In the area of the proposed structures, approximately 5 to 24 inches of organics laden soil was encountered at the surface in the majority of the borings. Beneath the organics laden soil material, uncontrolled fill was encountered in the majority of the borings ranging in thicknesses of 0.5 to 5.0 feet. Natural soils encountered beneath the fill consisted mainly of poorly graded fine sands with varying fines contents (USCS symbols SC, SM, SP-SM, SP-SC, SW, SP). The upper 15 feet of the soil profile is comprised of loose to medium dense sands. Below 15 feet the density of the sands are highly variable ranging from very loose to dense. A very loose layer of sand was encountered at a consistent elevation of -20 feet in the majority of the borings and was typically around 5 feet in thickness. Natural soils consisting of silty and clayey sands to clean sands were encountered in all of the borings performed in the proposed surface parking area. In the majority of the borings the density of the sands encountered was very loose to loose. Below elevation 15 feet, some borings encountered medium dense to dense sands. A thin, low plastic clay layer typically 2 feet in thickness was encountered in Borings B-13, B-14 and B-19. Elevations of the clay layer ranged from 23.4 feet to 18.5 feet. Groundwater Levels Groundwater measurements were taken at the end of drilling operations in borings performed using hollow stem auger techniques (Borings B-13 through B-22). No groundwater was encountered at the end of drilling operations in these borings with the exception of Borings B-13 and B-18 in which groundwater was encountered at 5.1 and 4.9 feet below ground surface, respectively. Measurements were not taken immediately after drilling in borings in which mud rotary techniques were used due to the use of drilling slurry. Based on the observed moisture condition of the soils in the borings and the historical reports, it is estimated that the water table in the building areas is approximately elevation 18 feet. Fluctuations in the location of the groundwater table may occur depending on variations in precipitation, evaporation and surface water runoff. Water could also be perched on less permeable layers. Soil Infiltration Rates Soil infiltration rate (Ksat) measurements were conducted with a Guelph Permeameter (GP). Test locations evaluated included Soil Borings (SB) SB-3 within proposed sand filter areas and NB-1 and NB-2 within proposed infiltration basin areas. The K.t measurements were conducted in the unsaturated material above the apparent water table (if observed) on December 2 and 3, 2015, May 25 and 26, 2016, June 3, 2016 and August 4, 2016. These measurements were conducted at soil depths ranging from 46 to 66 inches BGS. Table 1 summarizes the in -situ Ksat measurements for each location. 20d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 7 of 14 Additional testing locations were performed in the area but are not included in this report. Data that is not presented in this report was used in early phases of the site design. Data presented in this report reflects that which is used in the civil site design. Table 1: In -situ Saturated Hydraulic Conductivity Measurements Test Location Approximate Existing Grade ft Depth (inches BGS) I Method Ksat cm/sec in/hr Proposed Sand Filter Areas SB-3 15.0 1 46 1 In -Situ GP 6.3E-05 0.10 Pro osed Infiltration Basin Areas NB-1 30.0 66 In -Situ GP 9.6E-03 13.58 NB-2 27.0 30 In -Situ (GP) 1.8E-03 2.59 Seasonal High Water Table The hand -auger borings were terminated at depths ranging from 44 to 112 inches BGS. SHWT depths were estimated based on observation of soil characteristics through identification of low chroma redoximorphic features (mottles) and/or evidence of soil saturation. The low chroma mottles suggest past conditions of saturation and reducing soil conditions. Evidence of a SHWT was observed at depths ranging from 56 to greater than 124 inches BGS as indicated in Table 2. Additional testing locations were performed in the area but are not included in this report. Data that is not presented in this report was used in early phases of the site design. Data presented in this report reflects that which is used in the civil site design. Table 2: SHWT Estimates on November 18 and December 3, 2015, and May 24, 2016 Test Location Approximate Existing Grade ft SHWT Depth (inches BGS) AWT Depth (inches BGS Proposed Sand Filter Areas SB-3 15.0 1 44 56 Proposed Infiltration Basin Area NB-1 30.0 96 >110 NB-2 27.0 112 >124 Recommendations Approx Elev. of SHWT 11.33 22.50 17.7 Recommendations developed for this project are based on the information outlined in the applicable portions of the Unified Facilities Criteria (UFC). The conditions encountered will allow support of the expected structural loads on shallow depth footings bearing in undisturbed natural soils or properly placed structural fill. Presented in the following sections are our recommendations for construction and design of earth supported structures. 17 amec U foster wheeler Hydraflow Output Ditches/Swales Reports Culvert Reports Storm Sewer Analysis Storm Sewer Profiles HydroCAD Output SWALE & DITCH CALCULATIONS SW A-1 TO DI A-12 BETWEEN FENCES SW A-2 DIRECTLY TO POND A FOREBAY SW B-3 TO WETLANDS FROM EASEMENT SW C-1 TO INFILTRATION SW F-6 TO DI F-6 SW TO FES F-4 Channel Report Hydranow Express Extension for Autodesk®AutoCADO Civil 3D® by Autodesk, Inc. SW A-1 TO DI A-12 BETWEEN FENCES Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 13.50 Slope (%) = 0.30 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 16.47 Elev (ft) 16.00 - 15.50 15'.00 14.50 14.00 13.50 13.00 Section Highlighted Depth (ft) Q (cfs) Area(sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Oct 4 2016 = 1.01 = 16.47 = 8.12 = 2.03 = 12.33 = 0.65 = 12.08 = 1.07 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 2.50 2.00 1.50 1.00 0.50 � e] -0.50 Channel Report HydraFlow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. SW-A2 DITCH TO POND A Trapezoidal Bottom Width (ft) = 3.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.12 Invert Elev (ft) = 12.00 Slope (%) = 1.10 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 2.45 Elev (ft) Section 14.00 13.50 13.00 12.50 12.00 11.50 Highlighted Depth (ft) Q (cfs) Area(sgft) Velocity (fUs) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Oct 4 2016 = 0.31 = 2.450 = 1.22 = 2.01 = 4.96 = 0.26 = 4.86 = 0.37 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) Depth (ft) 2.00 fR4A1 0.50 M n gn Channel Report Hydraflow Express Extension for Autodesk®AutoCADO Civil 3D@ by Autodesk, Inc. SW-B3 TO WETLANDS Trapezoidal Bottom Width (ft) = 3.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 13.50 Slope (%) = 0.30 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 6.67 Elev (ft) Section Tuesday, Oct 4 2016 Highlighted Depth (ft) = 0.75 Q (cfs) = 6.670 Area (sqft) = 3.94 Velocity (ft/s) = 1.69 Wetted Perim (ft) = 7.74 Crit Depth, Yc (ft) = 0.46 Top Width (ft) = 7.50 EGL (ft) = 0.79 Depth (ft) 16.00 2.50 2.00 15.50 15.00 1.50 1.00 14.50 14.00 7--E-E 0.50 0.00 13.50 1 z nn -0 50 2 4 6 8 Reach (ft) 10 12 14 16 Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. SW-C-1 DITCH TO INFILTRATION Trapezoidal Bottom Width (ft) = 1.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 24.00 Slope (%) = 0.50 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 4.47 M161H 25.00 24.50 24.00 Section Tuesday, Oct 4 2016 Highlighted Depth (ft) = 0.73 Q (cfs) = 4.470 Area (sqft) = 2.33 Velocity (fUs) = 1.92 Wetted Perim (ft) = 5.62 Crit Depth, Yc (ft) = 0.54 Top Width (ft) = 5.38 EGL (ft) = 0.79 P!E !EN__ 1 2 3 4 5 Reach (ft) Depth (ft) 2.00 1.50 1.00 0.50 911111, n an 6 7 8 9 - Channel Report HydraFlow Express Extension for Autodesk@ AutoCAD® Civil 3D® by Autodesk, Inc. SW F-6 TO DI F-6 Trapezoidal Bottom Width (ft) = 1.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 26.58 Slope (%) = 0.50 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 0.88 Elev (ft) 28.00 -1 27.50 27.00 26.50 26.00 Section Tuesday, Nov 15 2016 Highlighted Depth (ft) = 0.35 Q (cfs) = 0.880 Area (sqft) = 0.72 Velocity (ft/s) = 1.23 Wetted Perim (ft) = 3.21 Crit Depth, Yc (ft) = 0.23 Top Width (ft) = 3.10 EGL (ft) = 0.37 0 1 2 3 4 5 6 7 8 9 Reach (ft) Depth (ft) 1.42 I11VX 111MIN -0.58 Channel Report HydraFlow Express Extension for Autodesk@ AutoCAD® Civil 3DO by Autodesk, Inc. Swale to F-4 Trapezoidal Bottom Width (ft) = 5.00 Side Slopes (z:1) = 10.00, 10.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 24.00 Slope (%) = 0.60 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 9.68 Elev (ft) 26.00 25.50 25.00 24.50 24.00 23.50 Section 1 5 10 15 20 Reach (ft) Highlighted Depth (ft) Q (cfs) Area(sgft) Velocity (fUs) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 25 30 Friday, Nov 18 2016 = 0.52 = 9.680 = 5.30 = 1.83 = 15.45 = 0.38 = 15.40 = 0.57 Depth (ft) 2.00 1.50 1.00 0.50 -0.50 35 CULVERT CALCULATIONS FES D-2 TO FES D-1 CROSSNG BATTALION COMPLEX ROAD FES F-2 TO FES F-1 CROSSING DRIVEWAY 1 FES F-4 TO FES F-3 CROSSING NORTHERN SIDEWALK IN UTILITY EASEMENT Culvert Report Hydraflow Express Extension for Autodesk®AutoCADO Civil 3D® by Autodesk, Inc. Tuesday, Nov 15 2016 FES D-2 to FES D-1 - Crossing Battalion Complex Road Invert Elev Dn (ft) = 13.91 Calculations Pipe Length (ft) = 123.48 Qmin (cfs) = 9.22 Slope (%) = 0.20 Qmax (cfs) = 9.22 Invert Elev Up (ft) = 14.16 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 9.22 No. Barrels = 1 Qpipe (cfs) = 9.22 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.55 Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 5.31 Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 15.45 HGL Up (ft) = 15.24 Embankment Hw Elev (ft) = 15.72 Top Elevation (ft) = 19.00 Hw/D (ft) = 0.78 Top Width (ft) = 35.00 Flow Regime = Inlet Control Crest Width (ft) = 60.00 FES W m FES D-1 - Cro ng O Ilon C« ple Road A. DAIn(m 504 19. W Ixm Isx IIII 11 m uz 12M 0 tp 30 ]0 N 60 W iY 60 S4 1[0 fl: f30 tU ICi 1W 16i t)J cIrWUCWm NGL Empenx seem IN l& ]* Culvert Report HydraFlow Express Extension for Autodeskm AutoCADO Civil 31310 by Autodesk, Inc. Tuesday, Nov 15 2016 HW F-2 to HW F-1 - Crossing Driveway 1 Invert Elev Dn (ft) = 17.06 Calculations Pipe Length (ft) = 70.75 Qmin (cfs) = 4.39 Slope (%) = 0.51 Qmax (cfs) = 4.39 Invert Elev Up (ft) = 17.42 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 4.39 No. Barrels = 1 Qpipe (cfs) = 4.39 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.99 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.95 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 18.11 HGL Up (ft) = 18.27 Embankment Hw Elev (ft) = 18.77 Top Elevation (ft) = 22.00 Hw/D (ft) = 1.08 Top Width (ft) = 52.00 Flow Regime = Inlet Control Crest Width (ft) = 211.00 rJr IN Mw F2 to Mw F-1 -Crossing onvp.,sy 1 Rt DepN IU su 33.N 21M MOD— IB N Ie IT: ISw 0 6 i. Is Y l5 v M W K 66 6 M M 76 U 06 W p6 Qm4rWve HGL Fn,e.ns Reu+w IN Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Nov 15 2016 FES F-4 to FES F-3 - Northern Most Pipe Crossing in Utility Easement Invert Elev Dn (ft) = 22.04 Calculations Pipe Length (ft) = 17.25 Qmin (cfs) = 2.99 Slope (%) = 0.52 Qmax (cfs) = 2.99 Invert Elev Up (ft) = 22.13 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 2.99 No. Barrels = 1 Qpipe (cfs) = 2.99 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.92 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.27 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 23.01 HGL Up (ft) = 22.82 Embankment Hw Elev (ft) = 23.16 Top Elevation (ft) = 25.00 Hw/D (ft) = 0.83 Top Width (ft) = 8.30 Flow Regime = Inlet Control Crest Width (ft) = 93.00 Eye lm 26pp 25 U x) 22 21 FES FI to FES FJ - NeMem WuPi, Canal., in Whits Easement Irr Germ try. )B2 9 m w m O 0 3 e 5 ! Tl 12 tl 16 1B 30 32 N 26 GlroluGlret MGL � 5m5u,Y 4eecn l�I HYDRAFLOW REPORT OUTPUT WITH STORM SEWER PROFILES SHOWING HGL Hvdraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan DI F-6 C-I 1 2 2Q1-A2 8m1 DI-A8.2 DI -Al DI-A3 20 DI-B2 14 19 DI-84.3 DI-A8.1 DI-A4 HW Fd 30 YOuHall t3 12 VI-10 18 28 DI-B3 10 15 12 -A2 DI-A8 A9 DIAl 01-B4.2 D DI -AS 10 466tlall Outtall HW F-2 SMH-A13 DI-A11 29 9 8 2] 2B B4 BB S DI 1 OuHall DI-84.1 25 DI-B 1 DNERSIO 13VERSION BOX FES-Ai 3 Oulall Outfall 5 �Outfall FES D-2 r� Project File: P1280_Combined Storm Network.stm Number of lines: 33 Date: 1111812016 Strom Sewers 00.40 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data _ - Physical Data Line ID " No. Dnstr Line Deli Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) Oil 33 End 31.952 -73.682 MH 1.30 0.00 0.00 5.0 17.38 0.31 17.48 36 Cir 0.013 1.00 23.77 Pipe OCS-FES 2 32 31 98.680 62.050 Grate 0.00 0.23 0.86 5.0 19.21 0.58 19.78 15 Cir 0.013 1.00 21.72 Pipe B6- SMH 1 31 23 82.117 90.443 MH 0.00 0.00 0.00 5.0 18.73 0.58 19.21 15 Cir 0.013 0.90 25.80 Pipe SMH 1 - OCS 30 29 136.004 0.001 Grate 0.00 0.42 0.81 5.0 20.50 0.44 21.10 15 Cir 0.013 1.00 26.91 Pipe B2-B3 29 25 135.997 34.873 Grate 0.00 0.75 0.81 5.0 19.27 0.50 19.95 24 Cir 0.013 0.50 26.14 Pipe-B3-B4 28 27 141,019 8.958 Grate 0.00 0.39 0.79 5.0 21.00 0.57 21.81 15 Cir 0.013 1.00 26.97 Pipe B4.3-B4.2 27 26 149.209 65.710 Grate 0.00 0.95 0.81 5.0 20.00 0.50 20.75 24 Cir 0.013 0.50 25.49 Pipe B4.2-134.1 26 25 145.840 -55A28 Grate 0.00 0.77 0.77 5.0 18.77 0.50 19.50 30 Cir 0.013 1.39 24.40 Pipe B4.1-84 25 24 88.943 31.480 Grate 0.00 0.66 0.81 5.0 18.33 0.49 18.77 30 Cir 0.013 1.41 24.26 Pipe B4-135 24 23 69.111 0.471 Grate 0.00 0.47 0.78 5.0 17.48 0.51 17.83 36 Cir 0.013 0.87 22.87 Pipe 135-OCS 23 End 18.000 -163.83 MH 0.00 0.00 0.00 5.0 17.38 0.56 17.48 36 Cir 0.013 1.00 23.77 Pipe OCS-FES 1 22 8 110.191 -21.063 Hdwl 0.00 2.86 0.64 10.0 14.15 0.56 14.77 24 Cir 0.013 1.00 17.85 PIPE FES-At -At2 21 20 149.693 -88.048 Grate 0.00 0.40 0.72 5.0 17.25 0.49 17.99 15 Cir 0.013 1.00 23.00 PIPE AI-A2 20 19 46.698 0.009 Grate 0.00 0.37 0.65 5.0 16.92 0.49 17.15 18 Cir 0.013 1.50 22.42 PIPE A2-A3 19 18 80.095 0.111 Grate 0.00 0.08 0.20 5.0 16.42 0.50 16.82 18 Cir 0.013 0.50 21.24 PIPE A3-A4 18 10 53.952 18.214 Grate 0.00 0.64 0.67 5.0 16.05 0.50 16.32 24 Cir 0.013 0.50 20.71 PIPE A4-Al0 17 16 59.919 -14.968 Grate 0.00 0.44 0.39 5.0 18.30 0.33 18.50 15 Cir 0.013 1.00 21.00 PIPE A5-A6 16 15 52.592 -7.185 Grate 0.00 0.18 0.71 5.0 18.20 0.38 18.40 15 Cir 0.013 0.50 22.32 PIPE A6-A7 15 12 85.800 6.696 Grate 0.00 0.23 0.69 5.0 17.90 0.35 18.20 18 Cir 0.013 0.50 22.22 PIPE A7-A8 14 13 60.960 -0.351 Grate 0.00 0.20 0.41 5.0 19.10 0.49 19.40 15 Cir 0.013 1.00 22.65 PIPE A8.2-A8.1 13 12 79.459 90.859 Grate 0.00 0.19 0.46 5.0 18.60 0.50 19.00 15 Cir 0.013 0.50 22.16 PIPE A8.1-AS 12 11 121.267 -5.912 Grate 0.00 0.36 0.72 5.0 17.30 0.41 17.80 24 Cir 0.013 1.63 22.22 PIPE A8-A9 11 10 141.351 -65.580 Grate 0.00 0.63 0.77 5.0 16.02 1.00 17.43 24 Cir 0.013 0.50 22.07 PIPE A9-Al0 Project File: P1280_Combined Storm Network.stm Number of lines: 33 Date: 11/18/2016 Storm Sewers v10.40 Storm Sewer Inventory Report Page 2 Line Alignment Flow Data - - Physical Data Line ID No. Dnstr Line Deli Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Cooff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 10 9 124,383 26.142 Grate 0.00 0.25 0.76 5.0 14.83 0.90 15.95 24 Cir 0.013 1.84 21.12 PIPE A10-Al1 9 8 84.313 60.521 Grate 0.00 0.74 0.88 5.0 13.55 0.65 14.10 36 Cir 0.013 0.74 19.11 PIPE Al 1-Al2 8 End 200.229 158.090 Grate 0.00 0.59 0.51 5.0 12.15 0.67 13.50 42 Cir 0.013 1.39 18.11 PIPE Al2- FES-A2 7 End 18.918 -95.623 Howl 1.10 0.81 0.26 5.0 22.04 1.90 22.40 15 Cir 0.013 1.00 23.92 HW F-4 TO HW F-3 6 End 70.745 -97.393 Hdwl 2.99 0.71 0.22 5.0 17.06 0.51 17.42 15 Cir 0.013 1.00 18.93 HW F-2 TO HW F-1 5 End 123.484 172.383 Hdwl 4.39 2.69 0.20 5.0 13.91 0.20 14.16 24 Cir 0.013 1.00 16.54 FES D-2 TO FES D-1 4 End 167.158 178A33 MH 42.00 0.00 0.00 5.0 12.15 0.21 12.50 42 Cir 0.013 1.00 16.59 PIPE SMH-A13 -FES- 3 End 75.961 -168.13 Genr 0.00 1.08 0.78 5.0 13.15 0.50 13.53 18 Cir 0.013 1.00 15.33 PIPE DI-A-14 TO FE 2 End 66.922 -105.03 Hdwl 0.00 0.49 0.20 5.0 24.08 0.66 24.52 15 Cir 0.013 1.00 26.46 DI F-6 TO FES F-5 1 End 113.077 -168.93 Grate 0.22 0.00 0.00 5.0 24.04 0.20 24.27 15 Cir 0.013 1.00 26.60 C-1 TO FES C-1.1 Project File: P1280_Combined Storm Network.stm Number of lines: 33 Date: 11/18/2016 Storm Savers v10 40 Structure Report Page 1 Struct Structure ID Junction Rim - - Structure Line Out Line In No. - Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (It) (in) (ft) (in) (ft) 33 DIVERSION BOX Manhole 23.77 Rect 6.00 6.00 36 Cir 17.48 32 DI-B6 Grate 21.72 Rect 3.00 2.00 15 Cir 19.78 31 SMH 1 Manhole 25.80 Cir 4.00 4.00 15 Cir 19.21 15 Cir 19.21 30 DI-62 Grate 26.91 Rect 3.00 2.00 15 Cir 21.10 29 DI-63 Grate 26.14 Rect 4.00 4.00 24 Cir 19.95 15 Cir 20.50 28 DI-B4.3 Grate 26.97 Rect 4.00 4.00 15 Cir 21.81 27 DI-B4.2 Grate 25.49 Rect 4.00 4.00 24 Cir 20.75 15 Cir 21.00 26 DI-134.1 Grate 24.40 Rect 4.00 4.00 30 Cir 19.50 24 Cir 20.00 25 DI-134 Grate 24.26 Rect 4.00 4.00 30 Cir 18.77 30 Cir 18.77 24 Cir 19.27 24 DI-85 Grate 22.87 Rect 4.00 4.00 36 Cir 17.83 30 Cir 18.33 23 DIVERSION BOX Manhole 23.77 Rect 6.00 6.00 36 Cir 17.48 36 Cir 17.46 15 Cir 18.73 22 FES-Ai OpenHeadwall 17.85 n/a We n/a 24 Cir 14.77 21 DI -Al Grate 23.00 Rect 3.00 2.00 15 Cir 17.99 20 DI-A2 Grate 22.42 Rect 3.00 2.00 18 Cir 17.15 15 Cir 17.25 19 DI-A3 Grate 21.24 Rect 3.00 2.00 18 Cir 16.82 18 Cir 16.92 18 DI-A4 Grate 20.71 Rect 4.00 4.00 24 Cir 16.32 18 Cir 16.42 17 DI-A5 Grate 21.00 Rect 3.00 2.00 15 Cir 18.50 16 DI-A6 Grate 22.32 Rect 3.00 2.00 15 Cir 18.40 15 Cir 18.30 15 DI-A7 Grate 22.22 Rect 3.00 2.00 18 Cir 18.20 15 Cir 18.20 14 DI-A8.2 Grate 22.65 Rect 3.00 2.00 15 Cir 19.40 13 DI-A8.1 Grate 22.16 Rect 4.00 4.00 15 Cir 19.00 15 Cir 19.10 12 DI-A8 Grate 22.22 Rect 4.00 4.00 24 Cir 17.80 15 Cir 18.60 18 Cir 17.90 Project File: P1280_Combined Storm Network.stm Number of Structures: 33 Run Date: 11/18/2016 Stour, sewers 00.4o Structure Report Page 2 Struct Structure ID - Junction Rim Structure Line Out Line In No. Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (ft) (i n) (ft) (in) (ft) 11 DI-A9 Grate 22.07 Rect 4.00 4.00 24 Cir 17.43 24 Cir 17.30 10 DI-10 Grate 21.12 Rect 4.00 4.00 24 Cir 15.95 24 Cir 16.02 24 Cir 16.05 9 DI -Al 1 Grate 19.11 Rect 4.00 4.00 36 Cir 14.10 24 Cir 14.83 8 DI-Al2 Grate 18.11 Rect 5.00 5.00 42 Cir 13.50 36 Cir 13.55 24 Cir 14.15 7 HW F-4 OpenHeadwall 23.92 We n/a n/a 15 Cir 22.40 6 HW F-2 OpenHeadwall 18.93 We n/a n/a 15 Cir 17.42 5 FES D-2 OpenHeadwall 16.54 n/a n/a n/a 24 Cir 14.16 4 SMH-A13 Manhole 16.59 Cir 6.00 6.00 42 Cir 12.50 3 DI-A14 Generic 15.33 Rect 3.00 2.00 18 Cir 13.53 2 DI F-6 OpenHeadwall 26.46 n/a n/a n/a 15 Cir 24.52 1 C-1 Grate 26.60 Rect 3.00 2.00 15 Cir 24.27 Project File: P1280_Combined Storm Network.stm Number of Structures: 33 Run Date: 1111812016 Storm sewers v10.40 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 (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 33 Pipe OCS-FES 2 1.30 36 Cir 31.952 17.38 17.48 0.313 17.73 17.88 0.08 17.96 End Manhole 32 Pipe 66- SMH 1 1.77 15 Cir 98.680 19.21 19.78 0.578 20.98 21.03 0.03 21.06 31 Grate 31 Pipe SMH 1 - OCS 1.69 15 Cir 82.117 18.73 19.21 0.585 20.89' 20.95' 0.03 20.98 23 Manhole 30 Pipe B2-B3 3.05 15 Cir 136.004 20.50 21.10 0.441 22.36' 22.66' 0.10 22.76 29 Grate 29 Pipe-B3-B4 8.16 24 Cir 135.997 19.27 19.95 0.500 22.13` 22.31 0.05 22.36 25 Grate 28 Pipe B4.3-B4.2 2.76 15 Cir 141.019 21.00 21.81 0.574 22.77 23.01 0.08 23.09 27 Grate 27 Pipe 64.2-B4.1 9.23 24 Cir 149.209 20.00 20.75 0.503 22.47 22.70 0.07 22.77 26 Grate 26 Pipe B4.1-B4 13.79 30 Cir 145.840 18.77 19.50 0.501 22.13' 22.30' 0.17 22.47 25 Grate 25 Pipe B4-B5 25.13 30 Cir 88.943 18.33 18.77 0.495 21.22' 21.56' 0.57 22.13 24 Grate 24 Pipe 135-OCS 27.73 36 Cir 69.111 17.48 17.83 0.506 20.89' 21.01' 0.21 21.22 23 Grate 23 Pipe OCS-FES 1 28.95 36 Cir 18.000 17.38 17.48 0.556 20.60' 20.63' 0.26 20.89 End Manhole 22 PIPE FES-Al -Al2 13.39 24 Cir 110.191 14.15 14.77 0.563 16.50' 16.89' 0.28 17.17 8 OpenHeadwall 21 PIPE Al-A2 2.58 15 Cir 149.693 17.25 17.99 0.494 18.46 18.73 0.18 18.91 20 Grate 20 PIPE A2-A3 4.55 18 Cir 46.698 16.92 17A5 0.493 17.84 17.99 0.47 18.46 19 Grate 19 PIPE A3-A4 4.65 18 Cir 80.095 16.42 16.82 0.499 17.54 17.70 0.15 17.84 18 Grate 18 PIPE A4-A10 8.19 24 Cir 53.952 16.05 16.32 0.500 17.56 17.34 0.20 17.54 10 Grate 17 PIPE A5-A6 1.54 15 Cir 59.919 18.30 18.50 0.334 19.60 19.63 0.03 19.66 16 Grate 16 PIPEA6-A7 2.59 15 Cir 52.592 18.20 18.40 0.380 19.49 19.56 0.04 19.60 15 Grate 15 PIPEA7-AS 3.90 18 Cir 85.800 17.90 18.20 0.350 19.35 19.44 0.05 19.49 12 Grate 14 PIPEA8.2-A8.1 0.74 15 Cir 60.960 19.10 19.40 0.492 19.57 19.74 0.12 19.86 13 Grate 13 PIPEA8.1-A8 1.49 15 Cir 79.459 18.60 19.00 0.503 19.35 19.49 0.09 19.57 12 Grate 12 PIPEAS-A9 7.35 24 Cir 121.267 17.30 17.80 0.412 18.87 18.99 0.36 19.35 11 Grate 11 PIPE A9-A10 11.08 24 Cir 141,351 16.02 17.43 0.998 17.56 18.62 n/a 18.87j 10 Grate 10 PIPE A10-A11 20.10 24 Cir 124.383 14.83 15.95 0.900 16.37 17.56 n/a 17.56 9 Grate Project File: P1280_Combined Storm Network.stm Number of lines: 33 Run Date: 11/18/2016 NOTES: Return period = 10 Yrs. ; 'Surcharged (HGL above crown). j - Line contains hyd. jump. Storm Sewers 00,40 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 Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 9 PIPE At 1-Al2 24.99 36 Cir 84.313 13.55 14.10 0.652 16.50 15.71 0.48 15.71 8 Grate 8 PIPE Al2- FES-A2 38.32 42 Cir 200.229 12.15 13.50 0.674 15.65 15.77 0.73 16.50 End Grate 7 HW F-4 TO HW F-3 2.99 15 Cir 18.918 22.04 22.40 1.903 22.54 23.09 0.28 23.09 End OpenHeadwall 6 HW F-2 TO HW F-1 4.39 15 Cir 70.745 17.06 17.42 0.509 17.91 18.45 0.26 18.70 End OpenHeadwall 5 FES D-2 TO FES D-1 9.22 24 Cir 123.484 13.91 14.16 0.202 14.99 15.66 0.21 15.87 End OpenHeadwall 4 PIPE SMH-Al3-FES-A3 42.00 42 Cir 167.158 12.15 12.50 0.209 15.65 15.92 0.30 16.22 End Manhole 3 PIPE DI-A-14 TO FES-A4 7.56 18 Cir 75.961 13A5 13.53 0.500 14.65 15.03 0.28 15.31 End Generic 2 DI F-6 TO FES F-5 0.88 15 Cir 66.922 24.08 24.52 0.657 24.45 24.89 Na 24.89 j End OpenHeadwall 1 C-1 TO FES C-1.1 0.22 15 Cir 113.077 24.04 24.27 0.203 25.12 25.12 0.00 25.12 End Grate Project File: P1280_Combined Storm Network.stm Number of lines: 33 Run Date: 1111812016 NOTES: Return period = 10 Yrs. ;'Surcharged (HGL above crown). j - Line contains hyd. jump. Storm Sewers 00 40 Storm Sewer Tabulation Page 1 Station Len Drng Area - Rnoff Area C - Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID Incr Total coeff (1) flow full Line To Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) M (ft) (ft) (ft) (ft) (ft) (ft) 33 End 31.952 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 1.30 37.31 2.54 36 0.31 17.38 17.48 17.73 17.88 21.50 23.77 Pipe OCS-FES 2 32 31 98.680 0.23 0.23 0.86 0.20 0.20 5.0 5.0 9.0 1.77 4.91 1.45 15 0.58 19.21 19.78 20.98 21.03 25.80 21.72 Pipe B6- SMH 1 31 23 82.117 0.00 0.23 0.00 0.00 0.20 5.0 6.1 8.5 1.69 4.94 1.37 15 0.58 18.73 19.21 20.89 20.95 23.77 25.80 Pipe SMH 1 - OC 30 29 136.004 0.42 0.42 0.81 0.34 0.34 5.0 5.O 9.0 3.05 4.29 2.49 15 0.44 20.50 21.10 22.36 22.66 26.14 26.91 Pipe B2-B3 29 25 135.997 0.75 1.17 0.81 0.61 0.95 5.0 5.9 8.6 8.16 15.99 2.60 24 0.50 19.27 19.95 22.13 22.31 24,26 26.14 Pipe-B3-B4 28 27 141.019 0.39 0.39 0.79 0.31 0.31 5.0 5.0 9.0 2.76 4.89 2.27 15 0.57 21.00 21.81 22.77 23.01 25.49 26.97 Pipe 84.3-B4.2 27 26 149.209 0.95 1.34 0.81 0.77 1.08 5.0 6.0 8.6 9.23 16.04 2.95 24 0.50 20.00 20.75 22.47 22.70 24.40 25.49 Pipe B4.2-B4.1 26 25 145.840 0.77 2A1 0.77 0.59 1.67 5.0 6.9 8.3 13.79 29.02 2.81 30 0.50 18.77 19.50 22.13 22.30 24.26 24.40 Pipe B4.1-B4 25 24 88.943 0.66 3.94 0.81 0.53 3.15 5.0 7.7 8.0 25.13 28.85 5.12 30 0.49 18.33 18.77 21.22 21.56 22.87 24.26 Pipe 134-135 24 23 69A 11 0.47 4.41 0.78 0.37 3.52 5.0 8.0 7.9 27.73 47.46 3.92 36 0.51 17.48 17.83 20.89 21.01 23.77 22.87 Pipe 135-OCS 23 End 18.000 0.00 4.64 0.00 0.00 3.72 5.0 8.3 7.8 28.95 49.71 4.10 36 0.56 17.38 17.48 20.60 20.63 22.84 23.77 Pipe OCS-FES 1 22 8 110.191 2.86 2.86 0.64 1.83 1.83 10.0 10.0 7.3 13.39 16.97 4.26 24 0.56 14.15 14.77 16.50 16.89 18.11 17.85 PIPE FES-Al -Al 21 20 149.693 0.40 0.40 0.72 0.29 0.29 5.0 5.0 9.0 2.58 4.54 2.78 15 0.49 17.25 17.99 18.46 18.73 22.42 23.00 PIPE A1-A2 20 19 46.698 0.37 0.77 0.65 0.24 0.53 5.0 5.9 8.6 4.55 7.37 4.22 18 0.49 16.92 17.15 17.84 17.99 21.24 22.42 PIPEA2-A3 19 18 80.095 0.08 0.85 0.20 0.02 0.54 5.0 6.1 8.5 4.65 7.42 3.80 18 0.50 16.42 16.82 17.54 17.70 20.71 21.24 PIPE A3-A4 18 10 53.952 0.64 1.49 0.67 0.43 0.97 5.0 6.4 8.4 8.19 16.00 4.16 24 0.50 16.05 16.32 17.56 17.34 21.12 20.71 PIPEA4-A10 17 16 59.919 0.44 0.44 0.39 0.17 0.17 5.0 5.0 9.0 1.54 3.73 1.29 15 0.33 18.30 18.50 19.60 19.63 22.32 21.00 PIPE A5-A6 16 15 52.592 0.18 0.62 0.71 0.13 0.30 5.0 5.8 8.7 2.59 3.98 2.15 15 0.38 18.20 18.40 19.49 19.56 22.22 22.32 PIPE A6-A7 15 12 85.800 0.23 0.85 0.69 0.16 0.46 5.0 6.2 8.5 3.90 6.21 2.36 18 0.35 17.90 18.20 19.35 19.44 22.22 22.22 PIPE A7-A8 14 13 60.960 0.20 0.20 0.41 0.08 0.08 5.0 5.0 9.0 0.74 4.53 2.23 15 0.49 19.10 19.40 19.57 19.74 22.16 22.65 PIPE A8.2-A8.1 13 12 79.459 0.19 0.39 0.46 0.09 0.17 5.0 5.5 8.8 1.49 4.58 2.66 15 0.50 18.60 19.00 19.35 19.49 22.22 22.16 PIPE A8.1-A8 12 11 121.267 0.36 1.60 0.72 0.26 0.89 5.0 6.8 8.3 7.35 14.52 3.28 24 0.41 17.30 17.80 18.87 18.99 22.07 22.22 PIPE A8-A9 Project File: P1280_Combined Storm Network.stm Number of lines: 33 Run Date: 11/18/2016 NOTES:Intensity = 88.16 / (Inlet time + 12,30) A 0.80; Return period =Yrs. 10 c = cir e = ellip b = box stom, s�m.t040 Storm Sewer Tabulation Page 2 Station - Len Drng Area Rnoff Area x C - Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID Incr Total coeff (I) flow full Line To Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) M (ft) (ft) (ft) (ft) (ft) (ft) 11 10 141.351 0.63 2.23 0.77 0.49 1.37 5.0 7.4 8.1 11.08 22.59 4.97 24 1.00 16.02 17.43 1L56 18.62 21.12 22.07 PIPE A9-A70 10 9 124.383 0.25 3.97 0.76 0.19 2.54 5.0 7.9 7.9 20.10 21.46 7.59 24 0.90 14.83 15.95 16.37 17.56 19.11 21.12 PIPE A10-Al1 9 8 84.313 0.74 4.71 0.88 0.65 3.19 5.0 8.2 7.8 24.99 53.87 5.01 36 0.65 13.55 14.10 16.50 15.71 18.11 19.11 PIPE Al 1-Al2 8 End IM229 0.59 8.16 0.51 0.30 5.32 5.0 10.4 7.2 38.32 82.61 4.89 42 0.67 12.15 13.50 15.65 15.77 18.86 18.11 PIPE Al2- FES-A 7 End 18.918 0.81 0.81 0.26 0.21 0.21 5.0 5.0 9.0 2.99 8.91 5.39 15 1.90 22.04 22.40 22.54 23.09 23.56 23.92 HW F-4 TO HW F 6 End 70.745 0.71 0.71 0.22 0.16 0.16 5.0 5.0 9.0 4.39 4.61 4.50 15 0.51 17.06 17.42 17.91 18.45 19.79 18.93 HW F-2 TO HW F 5 End 123.484 2.69 2.69 0.20 0.54 0.54 5.0 5.0 9.0 9.22 10.18 4.48 24 0.20 13.91 14.16 14.99 15.66 17.52 16.54 FES D-2 TO FES 4 End 167.158 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 42.00 46.04 4.38 42 0.21 12.15 12.50 15.65 15.92 16.24 16.59 PIPE SMH-A13 -F 3 End 75.961 1.08 1.08 0.78 0.84 0.84 5.0 5.0 9.0 7.56 7.43 4.28 18 0.50 13.15 13.53 14.65 15.03 16.39 15.33 PIPE DI-A-14 TO 2 End 66.922 0.49 0.49 0.20 0.10 0.10 5.0 5.0 9.0 0.88 5.24 2.91 15 0.66 24.08 24.52 24.45 24.89 26.02 26.46 DI F-6 TO FES F- 1 End 113.077 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 0.22 2.91 0.22 15 0.20 24.04 24.27 25.12 25.12 28.31 26.60 C-1 TO FES C-1.1 Project File: P1280_Combined Storm Network.stm Number of lines: 33 Run Date: 11/18/2016 NOTES:Intensity = 88.16 / (Inlet time + 12.30) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Sto m Sewers V10.40 Hydraulic Grade Line Computations Page 1 Line Size Q - I Downstream _ Len Upstream Check JL Minor coeff loss Depth Area Vel Val EGL Sf Depth Area Vel Val EGL Sf head elev head elev (1) (in) (2) (cfs) (3) TnH (it) (6) (sgft) (7) (its) (8) (it) (9) (ft) (10) (%) (11) (it) (12) TInHG (ft) (15) (sgft) (16) (ft/s) (17) (it) (18) (it) (19) N (20) T22)y (K) (23) (ft) (24) 33 36 1.30 17.38 17.73 0.35' 0.47 2.79 0.12 17.85 0.443 31.952 17.48 17.88 0.40 0.57 2.30 0.08 17.96 0.255 0.349 0.112 1.00 0.08 32 15 1.77 19.21 20.98 1.25 1.23 1.45 0.03 21.01 0.076 98.680 19.78 21.03 1.25 1.23 1.45 0.03 21.06 0.075 0.075 0.074 1.00 0.03 31 15 1.69 18.73 20.89 1.25 1.23 1.37 0.03 20.92 0.068 82.117 19.21 20.95 1.25 1.23 1.37 0.03 20.98 0.068 0.068 0.056 0.90 0.03 30 15 3.05 20.50 22.36 1.25 1.23 2.49 0.10 22.46 0.223 136.00 21.10 22.66 1.25 1.23 2.49 0.10 22.76 0.223 0.223 0.304 1.00 0.10 29 24 8.16 19.27 22.13 2.00 3.14 2.60 0.10 22.24 0.130 135.99 19.95 22.31 2.00 3.14 2.60 0.10 22.41 0.130 0.130 0.177 0.50 0.05 28 15 2.76 21.00 22.77 1.25 1.23 2.25 0.08 22.85 0.183 141.01 21.81 23.01 1.20 1.21 2.29 0.08 23.09 0.159 0.171 0.241 1.00 0.08 27 24 9.23 20.00 22.47 2.00 3.14 2.94 0.13 22.60 0.166 149.20 20.75 22.70 1.95 3.12 2.96 0.14 22.83 0.147 0.157 0.234 0.50 0.07 26 30 13.79 18.77 22.13 2.50 4.91 2.81 0.12 22.25 0.113 145.84 19.50 22.30 2.50 4.91 2.81 0.12 22.42 0.113 0.113 0.165 1.39 0.17 25 30 25.13 18.33 21.22 2.50 4.91 5.12 0.41 21.63 0.376 88.943 18.77 21.56 2.50 4.91 5.12 0.41 21.96 0.375 0.376 0.334 1.41 0.57 24 36 27.73 17.48 20.89 3.00 7.07 3.92 0.24 21A3 0.173 69.111 17.83 21.01 3.00 7.07 3.92 0.24 21.25 0.173 0.173 0.120 0.87 0.21 23 36 28.95 17.38 20.60 3.00 7.07 4.10 0.26 20.86 0.189 18.000 17.48 20.63 3.00 7.07 4.10 0.26 20.89 0.188 0.189 0.034 1.00 0.26 22 24 13.39 14.15 16.50 2.00 3.14 4.26 0.28 16.78 0.351 110.19 14.77 16.89 2.00 3.14 4.26 0.28 17.17 0.351 0.351 0.387 1.00 0.28 21 15 2.58 17.25 18.46 1.21 1.21 2.13 0.07 18.53 0.140 149.69 17A9 18.73 0.74 0.75 3.43 0.18 18.91 0.375 0.257 0.385 1.00 0.18 20 18 4.55 16.92 17.84 0.92 1.14 3.98 0.25 18.09 0.384 46.698 17.15 17.99 0.84 1.02 4.47 0.31 18.30 0.516 0.450 0.210 1.50 0.47 19 18 4.65 16.42 17.54 1.12 1.42 3.29 0.17 17.71 0.238 80.095 16.82 17.70 0.88 1.08 4.32 0.29 17.99 0.467 0.353 0.282 0.50 0.15 18 24 8.19 16.05 17.56 1.51 1.61 3.22 0.40 17.96 0.000 53.952 16.32 17.34 1.02" 1.61 5.10 0.40 17.74 0.000 0.000 n/a 0.50 0.20 17 15 1.54 18.30 19.60 1.25 1.23 1.25 0.02 19.62 0.057 59.919 18.50 19.63 1.13 1.17 1.32 0.03 19.66 0.050 0.053 0.032 1.00 0.03 16 15 2.59 1&20 19.49 1.25 1.23 2.11 0.07 19.56 0.161 52.592 18A0 19.56 1.16 1.19 2.18 0.07 19.64 0.139 0.150 0.079 0.50 0.04 15 18 3.90 17.90 19.35 1.45 1.75 2.23 0.08 19.43 0.121 85.800 18.20 19.44 1.24 1.56 2.50 0.10 19.54 0.136 0.128 0.110 0.50 0.05 14 15 0.74 19.10 19.57 0.47 0.26 1.72 0.05 19.62 0.139 60.960 19.40 1974. 0.34" 0.27 2.75 0.12 19.86 0.508 0.323 0.197 1.00 0.12 13 15 1.49 18.60 19.35 0.75 0.44 1.94 0.06 19.41 0.118 79.459 19.00 19.49 0.49•' 0.44 3.38 0.18 19.66 0.520 0.319 0.254 0.50 0.09 Project File: P1280_Combined Storm Network.stm Number of lines: 33 Run Date: 11/18/2016 Notes: ' depth assumed.; '• Critical depth. ; c = cir e = ellip b = box Swan Ser mVIO<o Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Val Val EGL Sf EGL Sf Ave Enrgyhead elev head elev Sf loss(in) (1) (2) (cfs) (3) (ftl (4) Ift) (5) (ft) (6) (s9ft) (7) (ftfs) (8) (ft) (9) (ft) (10) M (11) (ft) (12)(15) TnHDepth (ftl(ft) TeaVeVol (18) (ft) (! (19) ) (20) (�) (21) (ft) (22) (K) (23) (ft) (24) 12 24 7.35 17.30 18.87 1.57 2.65 2.77 0.12 18.99 0.114 121.26 17.80 18.99 1.19 1.94 3.79 0.22 19.21 0.242 0.178 0.216 1.63 0.36 11 24 11.08 1&02 17.56 1.54 1.95 4.27 0.50 18.06 0.000 141.35 17.43 18.62j 1.19-- 1.95 5.67 0.50 19.12 0.000 0.000 n/a 0.50 0.25 10 24 20.10 14.83 16.37 1.54' 2.59 7.77 0.86 17.22 0.000 124.38 15.95 17.56 1.61" 2.71 7.42 0.86 18.41 0.000 0.000 n/a 1.84 n/a 9 36 24.99 13.55 16.50 2.95 3.87 3.55 0.65 17.15 0.000 84.313 14.10 15.71 1.61" 3.87 6.46 0.65 16.36 0.000 0.000 n/a 0.74 0.48 8 42 38.32 12A5 15.65 3.50' 9.62 3.98 0.25 15.90 0.145 200.22 13.50 15.77 2.27 6.61 5.80 0.52 16.29 0.254 0.200 0.400 1.39 0.73 7 15 2.99 22.04 22.54 0.50 0.46 6.52 0.28 22.82 0.000 18.918 22.40 23.09 0.69" 0.70 4.27 0.28 23.38 0.000 0.000 n/a 1.00 0.28 6 15 4.39 17.06 17.91 0.85 0.89 4.94 0.38 18.29 0.713 70.745 17.42 18.45 1.03 1.08 4.07 0.26 18.70 0.460 0.586 0.415 1.00 0.26 5 24 9.22 13.91 14.99 1.08' 1.74 5.31 0.44 15.43 0.509 123.48 14.16 15.66 1.50 2.53 3.65 0.21 15.87 0.200 0.354 0.438 1.00 0.21 4 42 42.00 12.15 15.65 3.50' 9.62 4.37 0.30 15.95 0.174 167.15 12.50 15.92 3.42 9.57 4.39 0.30 16.22 0.155 0.165 0.276 1.00 0.30 3 18 7.56 13.15 14.65 1.50' 1.77 4.28 0.28 14.93 0.518 75.961 13.53 15.03 1.50 1.77 4.28 0.28 15.31 0.494 0.506 0.384 1.00 0.28 2 15 0.88 24.08 24.45 0.37 0.30 2.89 0.13 24.58 0.000 66.922 24.52 24.89 j 0.37" 0.30 2.92 0.13 25.02 0.000 0.000 n/a 1.00 0.13 1 15 0.22 24.04 25.12 1.08 1.13 0.20 0.00 25.12 0.001 113.07 24.27 25.12 0.85 0.89 0.25 0.00 25.12 0.002 0.001 0.002 1.00 0.00 Project File: P1280_Combined Storm Network.stm Number of lines: 33 Run Date: 11 /1812016 Notes: ` depth assumed.; " Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box Stoop Sewers v1040 Hydraflow HGL Computation Procedure General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non -circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross -sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross -sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). -Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). . Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf/l00 x Line Length (Col. 211100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). Page 1 Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm � Om� Elev. (ft) +�oW 0 g [95 m - 26.00 J � O o* wW m K'= 26.00 23.00 23.00 20.00 20.00 17.00 17.00 14.00 - 14.00 — �s seau: _tee'®.o sox 11.00 11.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) 29.00 _q Y. p p C C J 7 0 25.00 21.00 17.00 13.00 9.00 9.00 0 25 50 75 100 125 150 175 HGL EGL Reach (ft) g 00 m m wW � � � m wui ems' zs.00 2s.00 21.00 17.00 — 13.00 197:15BL7-4Z'�U.2176 Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) 33.00 PRx0161 a-16181 tKxria :r r o m m O'er- pQ M,6 BEi WOE . m m N N N g m `Om N �-mm d mal a0 m WWW n Eii 9 ems= m •'Oa7 m m N mOY m www d. Eii 9 Qss m Nmm m Imo I- 0 m www a Eii 5 NN I�elQ A 6mO m WWW w Eii 9 CNN • Nmm �` mO m m www W Eii 5 ass m Nmm N Q�r•�1 m Nr+1` r! Nmm— A wWW Eii g a== m OQ OQ AN '!7 ww Ei as u 0 t � tag.—�s o.4sx i f-A;! 00• 46.698Lf - 18" @ 0.49%. 80.0951-f-18"@0.50% 2� 53.9521 f'-24-@-0.50% 124:383V -.24'=@-0:90% 33.00 28.00 23.00 18.00 13.00 8.00 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 — HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm DD m O C J �L, J 3C J �C J �C J �� J �C J �C J 0 0 0 0 0 0 0 0 p m Elev. (ft) w 33.00 00 28.00 00 23.00 00 18.00 00 5" @ 0.33% 13.00 00 8.00 8.00 0 100 200 300 400 500 600 700 800 900 HGL EGL Reach (ft) 4 oow WOE N N w m �p{q N �b10 V mWtO b wujru N a�� m �pN Yf mY� m w�� d. a== � Nyp4y m IOm uw uiuw � a== m �-p�p Pl Www m a== m Npp N Nm0 Q N�� 1� www ram- a== � Npp O fVNN t') Nmm O Wweu im a== m Npp an O llpll N O Nmm O N uww�y m w a== m a 3. I 8. 23. N � 1 B. 59"9]9Lf - 1 52.592Lf - 15" @ 0.38 85.800Lf �.� O.GI°b— 14]_35.1 Lf_24_(n�1.00:/0 121.267Lf - 24" @ 0.41 % 13. 7 24:3836 84r373Lf-3B"@085 f -24'= @ 0:80 °h Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) YI D L o �m .�- W ^ oom BEi mD = m OC ami men —f •- ei www 9 Eii m WQC 0 OL �' ��m m -•-` a'v www 9 Ei> 0 rc== OS O� H Imo � ovn O V* Www ,� www 9 Eii ;9 Eii m acc m acc OS OS o Nmm o moo o www ti www 9 E>i $ Eii W K« m Rcc O m mp m' WW B E� M K- 33.00 33.00 28.00 28.00 23.00 23.00 18.00 18.00 _ 79:4590-115""" .9606f.-45149 @a 0-5096 0.49°/ 13.00 - 2no.. (_'4Y0�.�q6— 141351LL- 241" @-1..00% 12L267Lf-24"@0.41 13.00 124.383Lf-24" @-0:90°.6 8.00 84-319tf-3B"@0:05Ya 8.00 0 100 200 HGL EGL 300 400 500 600 700 800 900 Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) 29.00 WDIII "K,ir1 17.00 iKIIIII m J 7 J ------ --- - 25 50 75 100 125 150 175 200 225 250 275 300 325 HGL EGL Reach (ft) I 0 Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm _ m � O R C Omp 4 lV Elev. (ft) po ui OpW H E i WOE ry JyJ UO m tim o ui`�`. p�W E i mOE 37.00 37.00 34.00 34.00 31.00 31.00 28.00 28.00 25.00 — 25.00 � 66:9211P-1S-®O.fiCi9L 22.00 22.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280—Combined Storm Network.stm Elev. (ft) J Pf � Om0 4 Ct 00 B E m Es J � Imo. OA A mN Q b p m K� 37.00 37.00 34.00 34.00 31.00 31.00 28.00 28.00 25.00 — — 25.00 _- - 11&077U-1S@0:20% 22.00 22.00 0 10 20 30 40 50 60 70 80 90 100 110 120 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) _ o 0 34.00 30.00 0 26.00 0 0 22.00 18.00 0 0 14 00 0 50 HGL 100 150 200 250 300 350 400 EGL Reach (ft) 450 • r r r m r ��—�—�� Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) 34.00 26.00 22.00 16.00 14.00 0 50 100 150 200 HGL EGL 34.00 30.00 26.00 22.00 ::: 14.00 250 300 350 400 450 500 550 600 650 Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) � N Y C i 34.00 30.00 26.00 22.00 1 B.00 14.00 0 25 50 75 100 125 150 175 200 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) 29.00 OmC -Ain H g w pO W ME ; WOE m J OE lV ^b- m�Y o _ nl rrr W W Eii M WEE � ^ MAO N -rz Q 4 w a� +� 9 n Ei W OE 29.00 25.00 25.00 21.00 21.00 17.00 17.00 110.1811i--2A10 0, 13.00 — 13.00 —�p;y�IJ=42' �.0.6Z7L 9.00 9.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) 33.00 28.00 23.00 MUDI.7 MNOT] 8.00 0 O Perry 09W BEi W .m 0 m.- N N nl y (75 W U- • �Pvf N �•pm d� mIHN m WWW N JFii g WCE m U- �Om b m N mV'rt m WWW Eii 9 rc== W U� • Nmm m ^,m0 A •OO m WWW Eii y ELSE W U- • NN I�O� A Omm m WWW ++ Eii .0 K55 W V= mm ANNn • A mm m' WWW +m Eii g gcc W Nmm N Query m IVAA �? WWW F Eii y Wcc W O� 0 n!A Nr- WW Ei rcs 33.0 28.0 80.095Li-18" 23.0 18.0 13.0 ,��t•(:4Z� (CD 149.-15-®U.•197L 0.50% 53.952Lf - 24:'-Q-O.50°l0 124:383L-f---24'=@-0,9G% 84313Lf-98"�iT0:6 A nr 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 - HGL EGL Reach (ft) 7 Storm Sewers Storm Sewer Profile Proj. file: P1280—Combined Storm Network.stm u O SE m J QL m J OL J OC J O'L J OE J OE J O m! Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) 33.00 pm L PAN w O.6 -0Ei mOE QL - n1 —!2 ryWWW Eii m WQ= l� QC V 64m ®a + WWW 9 Eii m Fcc QC QL {l �mO oon m nl .77 7 9 Eii Eii m acc m RSE QZ Q— � �mm o mom m� Nw NNmO�- WW g Eii 9 Eii m IrCs m gcc • Q m mo N— N- m . m WW 5 Ei m WE 33.00 28.00 28.00 23.00 23.00 18.00 18.00 0.49% - i 60.960Lt.--15'-�d _ Z�•�yt1:4r 79:459Lf--15''@-0: 1-4.1.351 LL24" @_1-00°l 121.267Lf - " 24@ 0.41% 12438W.--24'=@-0:90% 8.00 0 100 200 HGL EGL 84-313Li-36"-@-0:65% 8.00 300 400 500 600 700 800 900 Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm J m � Elev. (ft) o ui • v w 0 Ai m L9E 26.00 J Q o w ru M.i m K� 26.00 23.00 23.00 20.00 20.00 17.00 17.00 14.00 — — 14.00 75.B61LE-18_'@.a jM 11.00 11.00 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) D o J o 0 29.00 25.00 0 0 21.00 0 17.00 13.00 0 9.00 9.00 0 25 50 75 100 125 150 175 HGL EGL Reach (ft) 4�ry S o m9 � v Em iY [c aim W W E> 5 29.0 25.0 21.0 17.0 — 13.0 iB7:158LT-4T�Q0,29 % Storm Sewers Storm Sewer Profile Proj. file: P1280—Combined Storm Network.stm Elev. (ft) t J O omp P (V ocW J J � mnn W (K o ow 37.00 37.00 34.00 34.00 31.00 31.00 28.00 28.00 25.00 — 25.00 66:aza N ®.o.6�x 22.00 2200. 0 10 20 30 40 50 60 70 80 90 100 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) J � 4lV p 9 W m L9E J O O Q mp W W Ej m WE 37.00 37.00 34.00 34.00 31.00 31.00 28.00 28.00 25.00 - 25.00 _ 113:077L1=1S�'0:211% 22.00 22.00 0 10 20 30 40 50 60 70 80 90 100 110 120 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm N � � Elev. (ft) 34.00 30.00 26.00 22.00 18.00 14.00 - 0 N M L 34.00 30.00 26.00 22.00 18.00 14.00 50 100 150 200 250 300 350 400 450 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) 34.00 30.00 26.00 22.00 18.00 m � N t•I [L LV N Will 14.00 - 0 50 100 150 200 250 300 350 400 450 500 550 600 650 HGL EGL Reach (ft) Storm Sewers Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm Elev. (ft) n c 34.00 34.00 30.00 30.00 26.00 28.00 22.00 22.00 18.00 ,8.00 14.00 - 14.00 - 0 25 HGL 50 75 100 125 150 175 200 EGL Reach (ft) Storm Sewers 2S Basin DA Subcat Reach Aon Link A Infiltration Basin Infiltration_ No Infiltration Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD@ 10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area C Description (acres) (subcatchment-numbers) 1.660 0.49 (2S) Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: Basin DA Runoff Area=1.660 ac 0.00% Impervious Runoff Depth=3.36" Tc=5.0 min C=0.49 Runoff=0.23 cfs 0.464 of Pond 1 P: Infiltration Basin Peak Elev=26.6362' Storage=10,194 cf Inflow=0.23 cfs 0.464 of Outflow=0.23 cfs 0.236 of Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 Summary for Subcatchment 2S: Basin DA Runoff = 0.23 cfs @ 0.09 hrs, Volume= 0.464 af, Depth= 3.36" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Area (ac) C Description 1.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Basin DA Hydrograph 0.267 ... 0 Runoff 0. 0.oaas 0.23- ejeun' e1DF 10-yr 0.22. 021' - ... . .. - D ation-l:440min 0. r r 0:1fl Inten-0:29 in/hr 016- Ru ff Area_1.660 ac 0.14 a.,4- Runo Volume-0.464 of ° 0.11 R off Depth_3.36 ` 0.1- Tc=5.0 min o.os- - 0.06 C-0.49 0.07; 0.osi 0.05- 0.04' 0.03- 0.02' , - - 0.01 0 `. _,. .., .... ,....,_ ,,_.,._,. ...,.._...... .. .........._�. ,_..8 ,....,....,_... _.., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCADO 10.00-15 s/n 08711 02015 HydroCAD Software Solutions LLC Paoe 5 Time Runoff (hours) (cfs) 0.00 0.00 0.20 0.23 0.40 0.23 0.60 0.23 0.80 0.23 1.00 0.23 1.20 0.23 1.40 0.23 1.60 0.23 1.80 0.23 2.00 0.23 2.20 0.23 2.40 0.23 2.60 0.23 2.80 0.23 3.00 0.23 3.20 0.23 3.40 0.23 3.60 0.23 3.80 0.23 4.00 0.23 4.20 0.23 4.40 0.23 4.60 0.23 4.80 0.23 5.00 0.23 5.20 0.23 5.40 0.23 5.60 0.23 5.80 0.23 6.00 0.23 6.20 0.23 6.40 0.23 6.60 0.23 6.80 0.23 7.00 0.23 7.20 0.23 7.40 0.23 7.60 0.23 7.80 0.23 8.00 0.23 8.20 0.23 8.40 0.23 8.60 0.23 8.80 0.23 9.00 0.23 9.20 0.23 9.40 0.23 9.60 0.23 9.80 0.23 10.00 0.23 10.20 0.23 Hydrograph for Subcatchment 2S: Basin DA Time Runoff (hours) (cfs) 10.40 0.23 10.60 0.23 10.80 0.23 11.00 0.23 11.20 0.23 11.40 0.23 11.60 0.23 11.80 0.23 12.00 0.23 12.20 0.23 12.40 0.23 12.60 0.23 12.80 0.23 13.00 0.23 13.20 0.23 13.40 0.23 13.60 0.23 13.80 0.23 14.00 0.23 14.20 0.23 14.40 0.23 14.60 0.23 14.80 0.23 15.00 0.23 15.20 0.23 15.40 0.23 15.60 0.23 15.80 0.23 16.00 0.23 16.20 0.23 16.40 0.23 16.60 0.23 16.80 0.23 17.00 0.23 17.20 0.23 17.40 0.23 17.60 0.23 17.80 0.23 18.00 0.23 18.20 0.23 18.40 0.23 18.60 0.23 18.80 0.23 19.00 0.23 19.20 0.23 19.40 0.23 19.60 0.23 19.80 0.23 20.00 0.23 20.20 0.23 20.40 0.23 20.60 0.23 Time Runoff (hours) (cfs) 20.80 0.23 21.00 0.23 21.20 0.23 21.40 0.23 21.60 0.23 21.80 0.23 22.00 0.23 22.20 0.23 22.40 0.23 22.60 0.23 22.80 0.23 23.00 0.23 23.20 0.23 23.40 0.23 23.60 0.23 23.80 0.23 24.00 0.23 24.20 0.00 24.40 0.00 24.60 0.00 24.80 0.00 25.00 0.00 25.20 0.00 25.40 0.00 25.60 0.00 25.80 0.00 26.00 0.00 26.20 0.00 26.40 0.00 26.60 0.00 26.80 0.00 27.00 0.00 27.20 0.00 27.40 0.00 27.60 0.00 27.80 0.00 28.00 0.00 28.20 0.00 28.40 0.00 28.60 0.00 28.80 0.00 29.00 0.00 29.20 0.00 29.40 0.00 29.60 0.00 29.80 0.00 30.00 0.00 30.20 0.00 30.40 0.00 30.60 0.00 30.80 0.00 31.00 0.00 Time Runoff (hours) (cfs) 31.20 0.00 31.40 0.00 31.60 0.00 31.80 0.00 32.00 0.00 32.20 0.00 32.40 0.00 32.60 0.00 32.80 0.00 33.00 0.00 33.20 0.00 33.40 0.00 33.60 0.00 33.80 0.00 34.00 0.00 34.20 0.00 34.40 0.00 34.60 0.00 34.80 0.00 35.00 0.00 35.20 0.00 35.40 0.00 35.60 0.00 35.80 0.00 36.00 0.00 Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD@ 10.00-15 s/n 08711 02015 HydroCAD Software Solutions LLC Page 6 Summary for Pond 1 P: Infiltration Basin Inflow Area = 1.660 ac, 0.00% Impervious, Inflow Depth = 3.36" for 10-yr event Inflow = 0.23 cfs @ 0.09 hrs, Volume= 0.464 of Outflow = 0.23 cfs @ 18.05 hrs, Volume= 0.236 af, Atten= 0%, Lag= 1,077.6 min Primary = 0.23 cfs @ 18.05 hrs, Volume= 0.236 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 26.6362' @ 18.04 hrs Surf.Area= 7,495 sf Storage= 10,194 cf Plug -Flow detention time= 725.9 min calculated for 0.236 of (51 % of inflow) Center -of -Mass det. time= 372.6 min ( 1,095.2 - 722.5 ) Volume Invert Avail.Storage Storage Description #1 24.5000' 17,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 24.5000 2,248 0 0 25.0000 3,371 1,405 1,405 25.5000 4,543 1,979 3,383 26.0000 5,823 2,592 5,975 26.5000 7,084 3,227 9,202 27.0000 8,594 3,920 13,121 27.5000 9,188 4,446 17,567 Device Routing Invert Outlet Devices #1 Primary 26.6000' 2.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns X 6 rows C= 0.600 in 24.0" x 36.0" Grate (33% open area) Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 18.05 hrs HW=26.6362' (Free Discharge) t1=Orifice/Grate (Weir Controls 0.23 cfs @ 0.62 fps) Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pa ece77 Pond 1 P: Infiltration Basin 0.18- . 0.16- N 0 0.12' LL 0.1- 0.06- 0.04- 0 0 q 1 M aa Area=1.,660 ac Elev_26.6362' age=1,0,194 cf, v 0 i 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 1816 17 18 19 20 21 22 23 24 F Time (hours) Pond 1 P: Infiltration Basin Discharge (cfs) Minflow 0 Primary O Primary Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD®10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Page 8 Pond 1 P: Infiltration Basin Stage -Area -Storage ❑ Surface 0 Storage Storage (cublc-feat) Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD®10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Pacie 9 Hydrograph for Pond 1 P: Infiltration Basin Time Inflow Storage Elevation Primary (hours) Ids) (cubic -feet) (feet) (cfs) 0.00 0.00 0 24.5000 0.00 1.00 0.23 808 24.8108 0.00 2.00 0.23 1,650 25.0711 0.00 3.00 0.23 2,493 25.2929 0.00 4.00 0.23 3,336 25.4895 0.00 5.00 0.23 4,178 25.6671 0.00 6.00 0.23 5,021 25.8298 0.00 7.00 0.23 5,864 25.9808 0.00 8.00 0.23 6,707 26.1224 0.00 9.00 0.23 7,549 26.2562 0.00 10.00 0.23 8,392 26.3833 0.00 11.00 0.23 9,235 26.5047 0.00 12.00 0.23 10,045 26.6162 0.09 13.00 0.23 10,193 26.6360 0.23 14.00 0.23 10,195 26.6362 0.23 15.00 0.23 10,195 26.6362 0.23 16.00 0.23 10,195 26.6362 0.23 17.00 0.23 10,195 26.6362 0.23 18.00 0.23 10,195 26.6362 0.23 19.00 0.23 10,195 26.6362 0.23 20.00 0.23 10,195 26.6362 0.23 21.00 0.23 10,195 26.6362 0.23 22.00 0.23 10,195 26.6362 0.23 23.00 0.23 10,195 26.6362 0.23 24.00 0.23 10,195 26.6362 0.23 25.00 0.00 9,944 26.6026 0.01 26.00 0.00 9,926 26.6002 0.00 27.00 0.00 9,925 26.6000 0.00 28.00 0.00 9,925 26.6000 0.00 29.00 0.00 9,925 26.6000 0.00 30.00 0.00 9,925 26.6000 0.00 31.00 0.00 9,925 26.6000 0.00 32.00 0.00 9,925 26.6000 0.00 33.00 0.00 9,925 26.6000 0.00 34.00 0.00 9,925 26.6000 0.00 35.00 0.00 9,925 26.6000 0.00 36.00 0.00 9,925 26.6000 0.00 Infiltration No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD0 10.00-15 s/n 08711 02015 HydroCAD Software Solutions LLC Page 10 Elevation Primary (feet) (Cfs) 24.5000 0.00 24.5300 0.00 24.5600 0.00 24.5900 0.00 24.6200 0.00 24.6500 0.00 24.6800 0.00 24.7100 0.00 24.7400 0.00 24.7700 0.00 24.8000 0.00 24.8300 0.00 24.8600 0.00 24.8900 0.00 24.9200 0.00 24.9500 0.00 24.9800 0.00 25.0100 0.00 25.0400 0.00 25.0700 0.00 25.1000 0.00 25.1300 0.00 25.1600 0.00 25.1900 0.00 25.2200 0.00 25.2500 0.00 25.2800 0.00 25.3100 0.00 25.3400 0.00 25.3700 0.00 25.4000 0.00 25.4300 0.00 25.4600 0.00 25.4900 0.00 25.5200 0.00 25.5500 0.00 25.5800 0.00 25.6100 0.00 25.6400 0.00 25.6700 0.00 25.7000 0.00 25.7300 0.00 25.7600 0.00 25.7900 0.00 25.8200 0.00 25.8500 0.00 25.8800 0.00 25.9100 0.00 25.9400 0.00 25.9700 0.00 26.0000 0.00 26.0300 0.00 Stage -Discharge for Pond 1 P: Infiltration Basin Elevation Primary (feet) (Cfs) 26.0600 0.00 26.0900 0.00 26.1200 0.00 26.1500 0.00 26.1800 0.00 26.2100 0.00 26.2400 0.00 26.2700 0.00 26.3000 0.00 26.3300 0.00 26.3600 0.00 26.3900 0.00 26.4200 0.00 26.4500 0.00 26.4800 0.00 26.5100 0.00 26.5400 0.00 26.5700 0.00 26.6000 0.00 26.6300 0.17 26.6600 0.48 26.6900 0.88 26.7200 1.36 26.7500 1.90 26.7800 2.50 26.8100 3.15 26.8400 3.84 26.8700 4.59 26.9000 5.27 26.9300 5.53 26.9600 5.78 26.9900 6.01 27.0200 6.24 27.0500 6.46 27.0800 6.67 27.1100 6.88 27.1400 7.08 27.1700 7.27 27.2000 7.46 27.2300 7.64 27.2600 7.82 27.2900 8.00 27.3200 8.17 27.3500 8.34 27.3800 8.50 27.4100 8.67 27.4400 - 8.83 27.4700 8.98 27.5000 9.14 Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr Prepared byAmec Foster Wheeler Printed 11/18/2016 HVdroCAD® 10.00-15 s/n 08711 © 2015 HVdroCAD Software Solutions LLC Page 11 Stage -Area -Storage for Pond 1 P: Infiltration Basin Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 24.5000 2,248 0 24.5300 2,315 68 24.5600 2,383 139 24.5900 2,450 211 24.6200 2,518 286 24.6500 2,585 362 24.6800 2,652 441 24.7100 2,720 522 24.7400 2,787 604 24.7700 2,854 689 24.8000 2,922 775 24.8300 2,989 864 24.8600 3,057 955 24.8900 3,124 1,048 24.9200 3,191 1,142 24.9500 3,259 1,239 24.9800 3,326 1,338 25.0100 3,394 1,439 25.0400 3,465 1,541 25.0700 3,535 1,646 25.1000 3,605 1,754 25.1300 3,676 1,863 25.1600 3,746 1,974 25.1900 3,816 2,088 25.2200 3,887 2,203 25.2500 3,957 2,321 25.2800 4,027 2,441 25.3100 4,098 2,562 25.3400 4,168 2,686 25.3700 4,238 2,812 25.4000 4,309 2,941 25.4300 4,379 3,071 25.4600 4,449 3,203 25.4900 4,520 3,338 25.5200 4,594 3,475 25.5500 4,671 3,614 25.5800 4,748 3,755 25.6100 4,825 3,898 25.6400 4,901 4,044 25.6700 4,978 4,193 25.7000 5,055 4,343 25.7300 5,132 4,496 25.7600 5,209 4,651 25.7900 5,285 4,808 25.8200 5,362 4,968 25.8500 5,439 5,130 25.8800 5,516 5,294 25.9100 5,593 5,461 25.9400 5,669 5,630 25.9700 5,746 5,801 26.0000 5,823 5,975 26.0300 5,899 6,151 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 26.0600 5,974 6,329 26.0900 6,050 6,509 26.1200 6,126 6,692 26.1500 6,201 6,877 26.1800 6,277 7,064 26.2100 6,353 7,253 26.2400 6,428 7,445 26.2700 6,504 7,639 26.3000 6,580 7,835 26.3300 6,655 8,034 26.3600 6,731 8,234 26.3900 6,807 8,438 26.4200 6,882 8,643 26.4500 6,958 8,850 26.4800 7,034 9,060 26.5100 7,114 9,272 26.5400 7,205 9,487 26.5700 7,295 9,705 26.6000 7,386 9,925 26.6300 7,477 10,148 26.6600 7,567 10,374 26.6900 7,658 10,602 26.7200 7,748 10,833 26.7500 7,839 11,067 26.7800 7,930 11,303 26.8100 8,020 11,543 26.8400 8,111 11,785 26.8700 8,201 12,029 26.9000 8,292 12,277 26.9300 8,383 12,527 26.9600 8,473 12,780 26.9900 8,564 13,035 27.0200 8,618 13,293 27.0500 8,653 13,552 27.0800 8,689 13,812 27.1100 8,725 14,074 27.1400 8,760 14,336 27.1700 8,796 14,599 27.2000 8,832 14,864 27.2300 8,867 15,129 27.2600 8,903 15,396 27.2900 8,939 15,663 27.3200 8,974 15,932 27.3500 9,010 16,202 27.3800 9,045 16,472 27.4100 9,081 16,744 27.4400 9,117 17,017 27.4700 9,152 17,291 27.5000 9,188 17,567 2S Basin DA 9 Reach Aon Link A Infiltration Basin Infiltration Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area C Description (acres) (subcatchment-numbers) 1.660 0.49 (2S) Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCADO 10.00-15 s/n 08711 O 2015 HydroCAD Software Solutions LLC Paoe 3 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: Basin DA Runoff Area=1.660 ac 0.00% Impervious Runoff Depth=0.24" Tc=5.0 min C=0.49 Runoff=4.65 cfs 0.033 of Pond iP: Infiltration Basin Peak Elev=25.00' Storage=1,398 cf Inflow=4.65 cfs 0.033 of Discarded=0.10 cfs 0.033 of Primary=0.00 cfs 0.000 of Outflow=0.10 cfs 0.033 of Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCADO 10.00-15 s/n 08711 @ 2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Basin DA Runoff = 4.65 cfs @ 0.08 hrs, Volume= 0.033 af, Depth= 0.24" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr 1.660 0.49 1.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 3- m g Subcatchment 2S: Basin DA Hydrograph Time (hours) CampLejeunelDF 1-yr Duration=5 min; Inten=5.88 in/he Runoff Area=1.660 aid Runoff Volume=0.033 of Runoff .Depth=0.24" Tc=5.0 min C=0.49 � Runoff Infiltration CampLejeunelDF 1-yr Duration=5 min, lnten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 5 Time Runoff (hours) (cfs) 0.00 0.00 0.20 0.00 0.40 0.00 0.60 0.00 0.80 0.00 1.00 0.00 1.20 0.00 1.40 0.00 1.60 0.00 1.80 0.00 2.00 0.00 2.20 0.00 2.40 0.00 2.60 0.00 2.80 0.00 3.00 0.00 3.20 0.00 3.40 0.00 3.60 0.00 3.80 0.00 4.00 0.00 4.20 0.00 4.40 0.00 4.60 0.00 4.80 0.00 5.00 0.00 5.20 0.00 5.40 0.00 5.60 0.00 5.80 0.00 6.00 0.00 6.20 0.00 6.40 0.00 6.60 0.00 6.80 0.00 7.00 0.00 7.20 0.00 7.40 0.00 7.60 0.00 7.80 0.00 8.00 0.00 8.20 0.00 8.40 0.00 8.60 0.00 8.80 0.00 9.00 0.00 9.20 0.00 9.40 0.00 9.60 0.00 9.80 0.00 10.00 0.00 10.20 0.00 Hydrograph for Subcatchment 2S: Basin DA Time Runoff (hours) (cfs) 10.40 0.00 10.60 0.00 10.80 0.00 11.00 0.00 11.20 0.00 11.40 0.00 11.60 0.00 11.80 0.00 12.00 0.00 12.20 0.00 12.40 0.00 12.60 0.00 12.80 0.00 13.00 0.00 13.20 0.00 13.40 0.00 13.60 0.00 13.80 0.00 14.00 0.00 14.20 0.00 14.40 0.00 14.60 0.00 14.80 0.00 15.00 0.00 15.20 0.00 15.40 0.00 15.60 0.00 15.80 0.00 16.00 0.00 16.20 0.00 16.40 0.00 16.60 0.00 16.80 0.00 17.00 0.00 17.20 0.00 17.40 0.00 17.60 0.00 17.80 0.00 18.00 0.00 18.20 0.00 18.40 0.00 18.60 0.00 18.80 0.00 19.00 0.00 19.20 0.00 19.40 0.00 19.60 0.00 19.80 0.00 20.00 0.00 20.20 0.00 20.40 0.00 20.60 0.00 Time Runoff (hours) (cfs) 20.80 0.00 21.00 0.00 21.20 0.00 21.40 0.00 21.60 0.00 21.80 0.00 22.00 0.00 22.20 0.00 22.40 0.00 22.60 0.00 22.80 0.00 23.00 0.00 23.20 0.00 23.40 0.00 23.60 0.00 23.80 0.00 24.00 0.00 24.20 0.00 24.40 0.00 24.60 0.00 24.80 0.00 25.00 0.00 25.20 0.00 25.40 0.00 25.60 0.00 25.80 0.00 26.00 0.00 26.20 0.00 26.40 0.00 26.60 0.00 26.80 0.00 27.00 0.00 27.20 0.00 27.40 0.00 27.60 0.00 27.80 0.00 28.00 0.00 28.20 0.00 28.40 0.00 28.60 0.00 28.80 0.00 29.00 0.00 29.20 0.00 29.40 0.00 29.60 0.00 29.80 0.00 30.00 0.00 30.20 0.00 30.40 0.00 30.60 0.00 30.80 0.00 31.00 0.00 Time Runoff (hours) (cfs) 31.20 0.00 31.40 0.00 31.60 0.00 31.80 0.00 32.00 0.00 32.20 0.00 32.40 0.00 32.60 0.00 32.80 0.00 33.00 0.00 33.20 0.00 33.40 0.00 33.60 0.00 33.80 0.00 34.00 0.00 34.20 0.00 34.40 0.00 34.60 0.00 34.80 0.00 35.00 0.00 35.20 0.00 35.40 0.00 35.60 0.00 35.80 0.00 36.00 0.00 Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paae 6 Summary for Pond 1 P: Infiltration Basin Inflow Area = 1.660 ac, 0.00% Impervious, Inflow Depth = 0.24" for 1-yr event Inflow = 4.65 cfs @ 0.08 hrs, Volume= 0.033 of Outflow = 0.10 cfs @ 0.17 hrs, Volume= 0.033 af, Atten= 98%, Lag= 5.2 min Discarded = 0.10 cfs @ 0.17 hrs, Volume= 0.033 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 25.00' @ 0.17 hrs Surf.Area= 3,367 sf Storage= 1,398 cf Plug -Flow detention time= 134.5 min calculated for 0.033 of (100% of inflow) Center -of -Mass det. time= 134.6 min ( 139.6 - 5.0 ) Volume Invert Avail.Storage Storage Description #1 24.50' 17,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 24.50 2,248 0 0 25.00 3,371 1,405 1,405 25.50 4,543 1,979 3,383 26.00 5,823 2,592 5,975 26.50 7,084 3,227 9,202 27.00 8,594 3,920 13,121 27.50 9,188 4,446 17,567 Device Routing Invert Outlet Devices #1 Discarded 24.50' 1.100 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 22.50' #2 Primary 26.60' 2.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns X 6 rows C= 0.600 in 24.0" x 36.0" Grate (33% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.10 cfs @ 0.17 hrs HW=25.00' (Free Discharge) t-1=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.50' (Free Discharge) t-2=Orifice/Grate ( Controls 0.00 cfs) Infiltration CampLejeunelDF 1-yr Duration=5 min, lnten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydrOCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 7 Pond 1 P: Infiltration Basin Hydrograph ■ Inflow 4.650. : ❑Outflow Inflow Area=1 660 ac°'s`a`ded p Primary 5-Peak Elev=25.00' Storage 1;398 cf 4. m 3- --. Ui O LL 2- _ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Pond 1 P: Infiltration Basin Stage -Discharge ❑ Total ❑ Discarded O Primary 0 1 2 3 4 5 6 7 8 9 Discharge (cfs) Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD010.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Pacie 8 Pond 1 P: Infiltration Basin Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 0Surface 9 Horizontal ❑ Storage 0 2,000 4,000 6,000 8,000 10,000 12,000 Storage (cubic -teat) Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 9 Hydrograph for Pond 1 P: Infiltration Basin Time ours) Inflow (cfs) Storage (cubic -feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 24.50 0.00 0.00 0.00 1.00 0.00 1,104 24.91 0.09 0.09 0.00 2.00 0.00 782 24.80 0.08 0.08 0.00 3.00 0.00 496 24.70 0.07 0.07 0.00 4.00 0.00 242 24.60 0.07 0.07 0.00 5.00 0.00 33 24.51 0.03 0.03 0.00 6.00 0.00 1 24.50 0.00 0.00 0.00 7.00 0.00 0 24.50 0.00 0.00 0.00 8.00 0.00 0 24.50 0.00 0.00 0.00 9.00 0.00 0 24.50 0.00 0.00 0.00 10.00 0.00 0 24.50 0.00 0.00 0.00 11.00 0.00 0 24.50 0.00 0.00 0.00 12.00 0.00 0 24.50 0.00 0.00 0.00 13.00 0.00 0 24.50 0.00 0.00 0.00 14.00 0.00 0 24.50 0.00 0.00 0.00 15.00 0.00 0 24.50 0.00 0.00 0.00 16.00 0.00 0 24.50 0.00 0.00 0.00 17.00 0.00 0 24.50 0.00 0.00 0.00 18.00 0.00 0 24.50 0.00 0.00 0.00 19.00 0.00 0 24.50 0.00 0.00 0.00 20.00 0.00 0 24.50 0.00 0.00 0.00 21.00 0.00 0 24.50 0.00 0.00 0.00 22.00 0.00 0 24.50 0.00 0.00 0.00 23.00 0.00 0 24.50 0.00 0.00 0.00 24.00 0.00 0 24.50 0.00 0.00 0.00 25.00 0.00 0 24.50 0.00 0.00 0.00 26.00 0.00 0 24.50 0.00 0.00 0.00 27.00 0.00 0 24.50 0.00 0.00 0.00 28.00 0.00 0 24.50 0.00 0.00 0.00 29.00 0.00 0 24.50 0.00 0.00 0.00 30.00 0.00 0 24.50 0.00 0.00 0.00 31.00 0.00 0 24.50 0.00 0.00 0.00 32.00 0.00 0 24.50 0.00 0.00 0.00 33.00 0.00 0 24.50 0.00 0.00 0.00 34.00 0.00 0 24.50 0.00 0.00 0.00 35.00 0.00 0 24.50 0.00 0.00 0.00 36.00 0.00 0 24.50 0.00 0.00 0.00 Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 10 Stage -Discharge for Pond 1P: Infiltration Basin Elevation Discharge Discarded Primary (feet) (cfs) (cfs) (cfs) 24.50 0.00 0.00 0.00 24.55 0.06 0.06 0.00 24.60 0.07 0.07 0.00 24.65 0.07 0.07 0.00 24.70 0.07 0.07 0.00 24.75 0.08 0.08 0.00 24.80 0.08 0.08 0.00 24.85 0.09 0.09 0.00 24.90 0.09 0.09 0.00 24.95 0.10 0.10 0.00 25.00 0.10 0.10 0.00 25.05 0.11 0.11 0.00 25.10 0.11 0.11 0.00 25.15 0.12 0.12 0.00 25.20 0.12 0.12 0.00 25.25 0.13 0.13 0.00 25.30 0.13 0.13 0.00 25.35 0.14 0.14 0.00 25.40 0.15 0.15 0.00 25.45 0.15 0.15 0.00 25.50 0.16 0.16 0.00 25.55 0.16 0.16 0.00 25.60 0.17 0.17 0.00 25.65 0.17 0.17 0.00 25.70 0.18 0.18 0.00 25.75 0.19 0.19 0.00 25.80 0.19 0.19 0.00 25.85 0.20 0.20 0.00 25.90 0.20 0.20 0.00 25.95 0.21 0.21 0.00 26.00 0.22 0.22 0.00 26.05 0.22 0.22 0.00 26.10 0.23 0.23 0.00 26.15 0.24 0.24 0.00 26.20 0.24 0.24 0.00 26.25 0.25 0.25 0.00 26.30 0.26 0.26 0.00 26.35 0.26 0.26 0.00 26.40 0.27 0.27 0.00 26.45 0.28 0.28 0.00 26.50 0.28 0.28 0.00 26.55 0.29 0.29 0.00 26.60 0.30 0.30 0.00 26.65 0.67 0.30 0.37 26.70 1.35 0.31 1.03 26.75 2.22 0.32 1.90 26.80 3.25 0.33 2.92 26.85 4.42 0.34 4.09 26.90 5.62 0.34 5.27 26.95 6.05 0.35 5.70 27.00 6.45 0.36 6.09 27.05 6.82 0.36 6.46 Elevation Discharge Discarded Primary (feet) (cfs) (cfs) (cfs) 27.10 7.18 0.37 6.81 27.15 7.52 0.38 7.14 27.20 7.84 0.38 7.46 27.25 8.15 0.39 7.76 27.30 8.45 0.39 8.06 27.35 8.74 0.40 8.34 27.40 9.02 0.40 8.61 27.45 9.29 0.41 8.88 27.50 9.55 0.41 9.14 Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pape 11 Stage -Area -Storage for Pond 1 P: Infiltration Basin Elevation Surface Horizontal Storage (feet) (sq-ft) (sq-ft) (cubic -feet) 24.50 2,248 2,248 0 24.60 2,473 2,473 236 24.70 2,697 2,697 495 24.80 2,922 2,922 775 24.90 3,146 3,146 1,079 25.00 3,371 3,371 1,405 25.10 3,605 3,605 1,754 25.20 3,840 3,840 2,126 25.30 4,074 4,074 2,522 25.40 4,309 4,309 2,941 25.50 4,543 4,543 3,383 25.60 4,799 4,799 3,850 25.70 5,055 5,055 4,343 25.80 5,311 5,311 4,861 25.90 5,567 5,567 5,405 26.00 5,823 5,823 5,975 26.10 6,075 6,075 6,570 26.20 6,327 6,327 7,190 26.30 6,580 6,580 7,835 26.40 6,832 6,832 8,506 26.50 7,084 7,084 9,202 26.60 7,386 7,386 9,925 26.70 7,688 7,688 10,679 26.80 7,990 7,990 11,463 26.90 8,292 8,292 12,277 27.00 8,594 8,594 13,121 27.10 8,713 8,713 13,986 27.20 8,832 8,832 14,864 27.30 8,950 8,950 15,753 27.40 9,069 9,069 16,654 27.50 9,188 9,188 17,567 Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paae 12 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: Basin DA Runoff Area=1.660 ac 0.00% Impervious Runoff Depth=0.37" Tc=5.0 min C=0.49 Runoff=7.22 cis 0.051 of Pond 1P: Infiltration Basin Peak Elev=25.22' Storage=2,186 cf Inflow=7.22 cfs 0.051 of Discarded=0.13 cfs 0.051 of Primary=0.00 cfs 0.000 of Outflow=0.13 cfs 0.051 of Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD810.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Paoe 13 Summary for Subcatchment 2S: Basin DA Runoff = 7.22 cfs @ 0.08 hrs, Volume= 0.051 af, Depth= 0.37" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Area (ac) C Description 1.660 0.49 1.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Basin DA Hydrograph 6- 5- 4- 0 2- � Runoff CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Runoff Area=1.660 ac Runoff Volume=0.051 of Runoff Depth=0.37" Tc=5.0 min C_0.49 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 Time Runoff (hours) (cfs) 0.00 0.00 0.20 0.00 0.40 0.00 0.60 0.00 0.80 0.00 1.00 0.00 1.20 0.00 1.40 0.00 1.60 0.00 1.80 0.00 2.00 0.00 2.20 0.00 2.40 0.00 2.60 0.00 2.80 0.00 3.00 0.00 3.20 0.00 3.40 0.00 3.60 0.00 3.80 0.00 4.00 0.00 4.20 0.00 4.40 0.00 4.60 0.00 4.80 0.00 5.00 0.00 5.20 0.00 5.40 0.00 5.60 0.00 5.80 0.00 6.00 0.00 6.20 0.00 6.40 0.00 6.60 0.00 6.80 0.00 7.00 0.00 7.20 0.00 7.40 0.00 7.60 0.00 7.80 0.00 8.00 0.00 8.20 0.00 8.40 0.00 8.60 0.00 8.80 0.00 9.00 0.00 9.20 0.00 9.40 0.00 9.60 0.00 9.80 0.00 10.00 0.00 10.20 0.00 Hydrograph for Subcatchment 2S: Basin DA Time Runoff (hours) (cfs) 10.40 0.00 10.60 0.00 10.80 0.00 11.00 0.00 11.20 0.00 11.40 0.00 11.60 0.00 11.80 0.00 12.00 0.00 12.20 0.00 12.40 0.00 12.60 0.00 12.80 0.00 13.00 0.00 13.20 0.00 13.40 0.00 13.60 0.00 13.80 0.00 14.00 0.00 14.20 0.00 14.40 0.00 14.60 0.00 14.80 0.00 15.00 0.00 15.20 0.00 15.40 0.00 15.60 0.00 15.80 0.00 16.00 0.00 16.20 0.00 16.40 0.00 16.60 0.00 16.80 0.00 17.00 0.00 17.20 0.00 17.40 0.00 17.60 0.00 17.80 0.00 18.00 0.00 18.20 0.00 18.40 0.00 18.60 0.00 18.80 0.00 19.00 0.00 19.20 0.00 19.40 0.00 19.60 0.00 19.80 0.00 20.00 0.00 20.20 0.00 20.40 0.00 20.60 0.00 Time Runoff (hours) (cfs) 20.80 0.00 21.00 0.00 21.20 0.00 21.40 0.00 21.60 0.00 21.80 0.00 22.00 0.00 22.20 0.00 22.40 0.00 22.60 0.00 22.80 0.00 23.00 0.00 23.20 0.00 23.40 0.00 23.60 0.00 23.80 0.00 24.00 0.00 24.20 0.00 24.40 0.00 24.60 0.00 24.80 0.00 25.00 0.00 25.20 0.00 25.40 0.00 25.60 0.00 25.80 0.00 26.00 0.00 26.20 0.00 26.40 0.00 26.60 0.00 26.80 0.00 27.00 0.00 27.20 0.00 27.40 0.00 27.60 0.00 27.80 0.00 28.00 0.00 28.20 0.00 28.40 0.00 28.60 0.00 28.80 0.00 29.00 0.00 29.20 0.00 29.40 0.00 29.60 0.00 29.80 0.00 30.00 0.00 30.20 0.00 30.40 0.00 30.60 0.00 30.80 0.00 31.00 0.00 1 r11T�:i M11 (hours) (cfs) 31.20 0.00 31.40 0.00 31.60 0.00 31.80 0.00 32.00 0.00 32.20 0.00 32.40 0.00 32.60 0.00 32.80 0.00 33.00 0.00 33.20 0.00 33.40 0.00 33.60 0.00 33.80 0.00 34.00 0.00 34.20 0.00 34.40 0.00 34.60 0.00 34.80 0.00 35.00 0.00 35.20 0.00 35.40 0.00 35.60 0.00 35.80 0.00 36.00 0.00 Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 15 Summary for Pond 1 P: Infiltration Basin Inflow Area = 1.660 ac, 0.00% Impervious, Inflow Depth = 0.37" for 10-yr event Inflow = 7.22 cfs @ 0.08 hrs, Volume= 0.051 of Outflow = 0.13 cfs @ 0.17 hrs, Volume= 0.051 af, Atten= 98%, Lag= 5.3 min Discarded = 0.13 cfs @ 0.17 hrs, Volume= 0.051 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 25.22' @ 0.17 hrs Surf.Area= 3,876 sf Storage= 2,186 cf Plug -Flow detention time= 179.9 min calculated for 0.051 of (100% of inflow) Center -of -Mass det. time= 180.0 min ( 185.0 - 5.0 ) Volume Invert Avail.Storage Storage Description #1 24.50' 17,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 24.50 2,248 0 0 25.00 3,371 1,405 1,405 25.50 4,543 1,979 3,383 26.00 5,823 2,592 5,975 26.50 7,084 3,227 9,202 27.00 8,594 3,920 13,121 27.50 9,188 4,446 17,567 Device Routing Invert Outlet Devices #1 Discarded 24.50' 1.100 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 22.50' #2 Primary 26.60' 2.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns X 6 rows C= 0.600 in 24.0" x 36.0" Grate (33% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 0.17 hrs HW=25.22' (Free Discharge) t1=Exfiltration ( Controls 0.13 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.50' (Free Discharge) t2=Orifice/Grate ( Controls 0.00 cfs) Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 16 Pond 1 P: Infiltration Basin Hydrograph ■ Inflow T22 di ❑ Outflow 6- Inflow Area-1 660 ac, OPrmaryed 7= v_25.22C Peak Ele Storage=2;186 cf 6- 0 1 2 3 4 5 6 7 8 9 10 11 12 w a Time (hours) Pond 1 P: Infiltration Basin Stage -Discharge Discharge (cfs) ❑ Total ❑ Discarded Primary Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 17 Pond 1 P: Infiltration Basin Stage -Area -Storage Surface/HorizontallWetted Area (eq-ft) 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 0Surface ■ Horizontal O Storage 27- a 0 26- w 6,000 8,000 10,000 12,000 14,000 16,000 Storage (cubic -feet) Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCAD®10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Pace 18 Hydrograph for Pond 1P: Infiltration Basin Time Inflow Storage Elevation Outflow Discarded Primary lours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 24.50 0.00 0.00 0.00 1.00 0.00 1,826 25.12 0.12 0.12 0.00 2.00 0.00 1,431 25.01 0.10 0.10 0.00 3.00 0.00 1,076 24.90 0.09 0.09 0.00 4.00 0.00 758 24.79 0.08 0.08 0.00 5.00 0.00 474 24.69 0.07 0.07 0.00 6.00 0.00 223 24.59 0.07 0.07 0.00 7.00 0.00 25 24.51 0.02 0.02 0.00 8.00 0.00 1 24.50 0.00 0.00 0.00 9.00 0.00 0 24.50 0.00 0.00 0.00 10.00 0.00 0 24.50 0.00 0.00 0.00 11.00 0.00 0 24.50 0.00 0.00 0.00 12.00 0.00 0 24.50 0.00 0.00 0.00 13.00 0.00 0 24.50 0.00 0.00 0.00 14.00 0.00 0 24.50 0.00 0.00 0.00 15.00 0.00 0 24.50 0.00 0.00 0.00 16.00 0.00 0 24.50 0.00 0.00 0.00 17.00 0.00 0 24.50 0.00 0.00 0.00 18.00 0.00 0 24.50 0.00 0.00 0.00 19.00 0.00 0 24.50 0.00 0.00 0.00 20.00 0.00 0 24.50 0.00 0.00 0.00 21.00 0.00 0 24.50 0.00 0.00 0.00 22.00 0.00 0 24.50 0.00 0.00 0.00 23.00 0.00 0 24.50 0.00 0.00 0.00 24.00 0.00 0 24.50 0.00 0.00 0.00 25.00 0.00 0 24.50 0.00 0.00 0.00 26.00 0.00 0 24.50 0.00 0.00 0.00 27.00 0.00 0 24.50 0.00 0.00 0.00 28.00 0.00 0 24.50 0.00 0.00 0.00 29.00 0.00 0 24.50 0.00 0.00 0.00 30.00 0.00 0 24.50 0.00 0.00 0.00 31.00 0.00 0 24.50 0.00 0.00 0.00 32.00 0.00 0 24.50 0.00 0.00 0.00 33.00 0.00 0 24.50 0.00 0.00 0.00 34.00 0.00 0 24.50 0.00 0.00 0.00 35.00 0.00 0 24.50 0.00 0.00 0.00 36.00 0.00 0 24.50 0.00 0.00 0.00 Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 Stage -Discharge for Pond 1P: Infiltration Basin Elevation Discharge Discarded Primary (feet) (cfs) (cfs) (cfs) 24.50 0.00 0.00 0.00 24.55 0.06 0.06 0.00 24.60 0.07 0.07 0.00 24.65 0.07 0.07 0.00 24.70 0.07 0.07 0.00 24.75 0.08 0.08 0.00 24.80 0.08 0.08 0.00 24.85 0.09 0.09 0.00 24.90 0.09 0.09 0.00 24.95 0.10 0.10 0.00 25.00 0.10 0.10 0.00 25.05 0.11 0.11 0.00 25.10 0.11 0.11 0.00 25.15 0.12 0.12 0.00 25.20 0.12 0.12 0.00 25.25 0.13 0.13 0.00 25.30 0.13 0.13 0.00 25.35 0.14 0.14 0.00 25.40 0.15 0.15 0.00 25.45 0.15 0.15 0.00 25.50 0.16 0.16 0.00 25.55 0.16 0.16 0.00 25.60 0.17 0.17 0.00 25.65 0.17 0.17 0.00 25.70 0.18 0.18 0.00 25.75 0.19 0.19 0.00 25.80 0.19 0.19 0.00 25.85 0.20 0.20 0.00 25.90 0.20 0.20 0.00 25.95 0.21 0.21 0.00 26.00 0.22 0.22 0.00 26.05 0.22 0.22 0.00 26.10 0.23 0.23 0.00 26.15 0.24 0.24 0.00 26.20 0.24 0.24 0.00 26.25 0.25 0.25 0.00 26.30 0.26 0.26 0.00 26.35 0.26 0.26 0.00 26.40 0.27 0.27 0.00 26.45 0.28 0.28 0.00 26.50 0.28 0.28 0.00 26.55 0.29 0.29 0.00 26.60 0.30 0.30 0.00 26.65 0.67 0.30 0.37 26.70 1.35 0.31 1.03 26.75 2.22 0.32 1.90 26.80 3.25 0.33 2.92 26.85 4.42 0.34 4.09 26.90 5.62 0.34 5.27 26.95 6.05 0.35 5.70 27.00 6.45 0.36 6.09 27.05 6.82 0.36 6.46 Elevation Discharge Discarded Primary (feet) (cfs) (cfs) (cfs) 27.10 7.18 0.37 6.81 27.15 7.52 0.38 7.14 27.20 7.84 0.38 7.46 27.25 8.15 0.39 7.76 27.30 8.45 0.39 8.06 27.35 8.74 0.40 8.34 27.40 9.02 0.40 8.61 27.45 9.29 0.41 8.88 27.50 9.55 0.41 9.14 Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 11/18/2016 HydroCADO 10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Pace 20 Stage -Area -Storage for Pond 1 P: Infiltration Basin Elevation Surface Horizontal Storage (feet) (sq-ft) (sq-ft) (cubic -feet) 24.50 2,248 2,248 0 24.60 2,473 2,473 236 24.70 2,697 2,697 495 24.80 2,922 2,922 775 24.90 3,146 3,146 1,079 25.00 3,371 3,371 1,405 25.10 3,605 3,605 1,754 25.20 3,840 3,840 2,126 25.30 4,074 4,074 2,522 25.40 4,309 4,309 2,941 25.50 4,543 4,543 3,383 25.60 4,799 4,799 3,850 25.70 5,055 5,055 4,343 25.80 5,311 5,311 4,861 25.90 5,567 5,567 5,405 26.00 5,823 5,823 5,975 26.10 6,075 6,075 6,570 26.20 6,327 6,327 7,190 26.30 6,580 6,580 7,835 26.40 6,832 6,832 8,506 26.50 7,084 7,084 9,202 26.60 7,386 7,386 9,925 26.70 7,688 7,688 10,679 26.80 7,990 7,990 11,463 26.90 8,292 8,292 12,277 27.00 8,594 8,594 13,121 27.10 8,713 8,713 13,986 27.20 8,832 8,832 14,864 27.30 8,950 8,950 15,753 27.40 9,069 9,069 16,654 27.50 9,188 9,188 17,567 1S \� CB Sandfilter DA 2 P 3 P Junction Box Sandfilter Subcat Reach Pon Link Sandfilter Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pace 2 Area Listing (all nodes) Area C Description (acres) (subcatchment-numbers) 1.250 0.20 50-75% Grass cover, Fair (1 S) 4.000 0.90 Paved parking (1S) Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 3 Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment iS: Sandfilter DA Runoff Area=5.250 ac 0.00% Impervious Runoff Depth=2.66" Tc=0.0 min C=0.73 Runoff=0.59 cfs 1.163 of Pond 2P: Junction Box Peak EIev=21.08' Inflow=0.59 cfs 1.163 of Discarded=0.45 cfs 0.116 of Primary=0.59 cfs 1.047 of Outflow=0.59 cfs 1.163 of Pond 3P: Sandfilter Peak EIev=21.08' Storage=33,485 cf Inflow=0.59 cfs 1.047 of Primary=0.14 cfs 1.047 of Secondary=0.00 cfs 0.000 of Outflow=0.14 cfs 1.047 of Sandfilter CampLejeunelDF1-yr Duration=1,440min, Inten=0.15in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 1 S: Sandfilter DA Runoff = 0.59 cfs @ 0.00 hrs, Volume= 1.163 af, Depth= 2.66" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Area fac) C Descriotion 4.000 0.90 Paved parking 1.250 0.20 50-75% Grass cover, Fair 5.250 0.73 Weighted Average 5.250 100.00% Pervious Area Subcatchment 1S: Sandfilter DA u 0.35- rr 0.3- LL 0.1 CampLejeunelDF 1-yr Duration=1,446 min, Inten-0:15 in/hr Runoff Area=5.250 ac Runoff Volume=1.163 of Runoff Depth=2.66" Tc=0.0 min C=0.73 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1 Time (hours) 0 Runort Sandfilter CampLejeunelDF 1 -yr Duration= 1, 440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 Time Runoff (hours) (cfs) 0.00 0.59 1.00 0.59 2.00 0.59 3.00 0.59 4.00 0.59 5.00 0.59 6.00 0.59 7.00 0.59 8.00 0.59 9.00 0.59 10.00 0.59 11.00 0.59 12.00 0.59 13.00 0.59 14.00 0.59 15.00 0.59 16.00 0.59 17.00 0.59 18.00 0.59 19.00 0.59 20.00 0.59 21.00 0.59 22.00 0.59 23.00 0.59 24.00 0.59 25.00 0.00 26.00 0.00 27.00 0.00 28.00 0.00 29.00 0.00 30.00 0.00 31.00 0.00 32.00 0.00 33.00 0.00 34.00 0.00 35.00 0.00 36.00 0.00 37.00 0.00 38.00 0.00 39.00 0.00 40.00 0.00 41.00 0.00 42.00 0.00 43.00 0.00 44.00 0.00 45.00 0.00 46.00 0.00 47.00 0.00 48.00 0.00 49.00 0.00 50.00 0.00 51.00 0.00 Hydrograph for Subcatchment 1S: Sandfilter DA Time Runoff (hours) (cfs) 52.00 0.00 53.00 0.00 54.00 0.00 55.00 0.00 56.00 0.00 57.00 0.00 58.00 0.00 59.00 0.00 60.00 0.00 61.00 0.00 62.00 0.00 63.00 0.00 64.00 0.00 65.00 0.00 66.00 0.00 67.00 0.00 68.00 0.00 69.00 0.00 70.00 0.00 71.00 0.00 72.00 0.00 73.00 0.00 74.00 0.00 75.00 0.00 76.00 0.00 77.00 0.00 78.00 0.00 79.00 0.00 80.00 0.00 81.00 0.00 82.00 0.00 83.00 0.00 84.00 0.00 85.00 0.00 86.00 0.00 87.00 0.00 88.00 0.00 89.00 0.00 90.00 0.00 91.00 0.00 92.00 0.00 93.00 0.00 94.00 0.00 95.00 0.00 96.00 0.00 97.00 0.00 98.00 0.00 99.00 0.00 100.00 0.00 101.00 0.00 102.00 0.00 103.00 0.00 Time Runoff (hours) (cfs) 104.00 0.00 105.00 0.00 106.00 0.00 107.00 0.00 108.00 0.00 109.00 0.00 110.00 0.00 111.00 0.00 112.00 0.00 113.00 0.00 114.00 0.00 115.00 0.00 116.00 0.00 117.00 0.00 118.00 0.00 119.00 0.00 120.00 0.00 Sandfilter CampLejeunelDF1-yr Duration=1,440min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 Summary for Pond 2P: Junction Box Inflow Area = 5.250 ac, 0.00% Impervious, Inflow Depth = 2.66" for 1-yr event Inflow = 0.59 cfs @ 0.00 hrs, Volume= 1.163 of Outflow = 0.59 cfs @ 21.07 hrs, Volume= 1.163 af, Allen= 0%, Lag= 1,264.2 min Discarded = 0.45 cfs @ 24.00 hrs, Volume= 0.116 of Primary = 0.59 cfs @ 7.54 hrs, Volume= 1.047 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 21.08' @ 24.00 hrs Device Routing Invert Outlet Devices #1 Discarded 21.00' 6.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #2 Primary 17.48' 36.0" Round Culvert L= 31.9' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 17.48' / 17.38' S= 0.0031 7' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf Discarded OutFlow Max=0.45 cfs @ 24.00 hrs HW=21.08' (Free Discharge) t1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.45 cis @ 0.93 fps) Primary OutFlow Max=0.00 cfs @ 7.54 hrs HW=19.28' TW=19.28' (Dynamic Tailwater) t2=Culvert ( Controls 0.00 cfs) 0.1 0. Pond 2P: Junction Box Hydrograph _ ■Inflow ' ❑ Outflow Inflow Area-5.250 ac ®P maryetl TI Peak EIev=21.08' 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 7 Pond 2P: Junction Box ❑ Total ❑ Discarded ❑ Primary Discharge (cfs) Pond 2P: Junction Box Stage -Area -Storage O Storage Storage (cubic -feet) Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 8 Hydrograph for Pond 2P: Junction Box Time Inflow Elevation Outflow Discarded Primary (hours) (cfs) (feet) (cfs) (cfs) (cfs) 0.00 0.59 18.03 0.59 0.00 0.59 5.00 0.59 18.89 0.59 0.00 0.59 10.00 0.59 19.65 0.59 0.00 0.59 15.00 0.59 20.34 0.59 0.00 0.59 20.00 0.59 20.98 0.59 0.00 0.59 25.00 0.00 20.93 0.00 0.00 0.00 30.00 0.00 20.82 0.00 0.00 0.00 35.00 0.00 20.65 0.00 0.00 0.00 40.00 0.00 20.44 0.00 0.00 0.00 45.00 0.00 20.23 0.00 0.00 0.00 50.00 0.00 20.01 0.00 0.00 0.00 55.00 0.00 19.80 0.00 0.00 0.00 60.00 0.00 19.56 0.00 0.00 0.00 65.00 0.00 19.35 0.00 0.00 0.00 70.00 0.00 19.10 0.00 0.00 0.00 75.00 0.00 18.85 0.00 0.00 0.00 80.00 0.00 18.57 0.00 0.00 0.00 85.00 0.00 18.29 0.00 0.00 0.00 90.00 0.00 18.01 0.00 0.00 0.00 95.00 0.00 17.97 0.00 0.00 0.00 100.00 0.00 17.97 0.00 0.00 0.00 105.00 0.00 17.97 0.00 0.00 0.00 110.00 0.00 17.97 0.00 0.00 0.00 115.00 0.00 17.97 0.00 0.00 0.00 120.00 0.00 17.97 0.00 0.00 0.00 Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15in/hr Amec Foster Wheeler Printed 1/23/2017 Stage -Discharge for Pond 21P: Junction Box Elevation Discharge Discarded Primary (feet) (cfs) (cfs) (cfs) 17.48 0.00 0.00 0.00 17.53 0.00 0.00 0.00 17.58 0.00 0.00 0.00 17.63 0.00 0.00 0.00 17.68 0.00 0.00 0.00 17.73 0.00 0.00 0.00 17.78 0.00 0.00 0.00 17.83 0.00 0.00 0.00 17.88 0.00 0.00 0.00 17.93 0.00 0.00 0.00 17.98 0.00 0.00 0.00 18.03 0.55 0.00 0.55 18.08 1.04 0.00 1.04 18.13 1.50 0.00 1.50 18.18 1.99 0.00 1.99 18.23 2.51 0.00 2.51 18.28 3.07 0.00 3.07 18.33 3.56 0.00 3.56 18.38 3.97 0.00 3.97 18.43 4.40 0.00 4.40 18.48 4.84 0.00 4.84 18.53 5.30 0.00 5.30 18.58 5.78 0.00 5.78 18.63 6.28 0.00 6.28 18.68 6.79 0.00 6.79 18.73 7.33 0.00 7.33 18.78 7.87 0.00 7.87 18.83 8.44 0.00 8.44 18.88 9.02 0.00 9.02 18.93 9.61 0.00 9.61 18.98 10.22 0.00 10.22 19.03 10.84 0.00 10.84 19.08 11.48 0.00 11.48 19.13 12.13 0.00 12.13 19.18 12.79 0.00 12.79 19.23 13.47 .0.00 13.47 19.28 14.16 0.00 14.16 19.33 14.86 0.00 14.86 19.38 15.57 0.00 15.57 19.43 16.29 0.00 16.29 19.48 17.02 0.00 17.02 19.53 17.76 0.00 17.76 19.58 18.52 0.00 18.52 19.63 19.28 0.00 19.28 19.68 20.04 0.00 20.04 19.73 20.82 0.00 20.82 19.78 21.60 0.00 21.60 19.83 22.39 0.00 22.39 19.88 23.19 0.00 23.19 19.93 23.99 0.00 23.99 19.98 24.79 0.00 24.79 20.03 25.60 0.00 25.60 Elevation Discharge Discarded Primary (feet) (cfs) (cfs) (cfs) 20.08 26.42 0.00 26.42 20.13 27.23 0.00 27.23 20.18 28.05 0.00 28.05 20.23 28.87 0.00 28.87 20.28 29.69 0.00 29.69 20.33 30.51 0.00 30.51 20.38 31.33 0.00 31.33 20.43 32.15 0.00 32.15 20.48 32.96 0.00 32.96 20.53 33.78 0.00 33.78 20.58 34.58 0.00 34.58 20.63 35.38 0.00 35.38 20.68 36.18 0.00 36.18 20.73 36.96 0.00 36.96 20.78 37.74 0.00 37.74 20.83 38.50 0.00 38.50 20.88 39.25 0.00 39.25 20.93 39.99 0.00 39.99 20.98 40.72 0.00 40.72 21.03 41.52 0.10 41.42 21.08 42.55 0.44 42.10 Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 10 Elevation Storage (feet) (cubic -feet) 17.48 0 17.53 0 17.58 0 17.63 0 17.68 0 17.73 0 17.78 0 17.83 0 17.88 0 17.93 0 17.98 0 18.03 0 18.08 0 18.13 0 18.18 0 18.23 0 18.28 0 18.33 0 18.38 0 18.43 0 18.48 0 18.53 0 18.58 0 18.63 0 18.68 0 18.73 0 18.78 0 18.83 0 18.88 0 18.93 0 18.98 0 19.03 0 19.08 0 19.13 0 19.18 0 19.23 0 19.28 0 19.33 0 19.38 0 19.43 0 19.48 0 19.53 0 19.58 0 19.63 0 19.68 0 19.73 0 19.78 0 19.83 0 19.88 0 19.93 0 19.98 0 20.03 0 Stage -Area -Storage for Pond 2P: Junction Box Elevation Storage (feet) (cubic -feet) 20.08 0 20.13 0 20.18 0 20.23 0 20.28 0 20.33 0 20.38 0 20.43 0 20.48 0 20.53 0 20.58 0 20.63 0 20.68 0 20.73 0 20.78 0 20.83 0 20.88 0 20.93 0 20.98 0 21.03 0 21.08 0 Sandfilter CampLejeunelDF1-yr Duration=1,440min, Inten=0.15in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCAD®10.00-15 s/n 08711 @ 2015 HydroCAD Software Solutions LLC Page 11 Summary for Pond 3P: Sandfilter Inflow Area = 5.250 ac, 0.00% Impervious, Inflow Depth = 2.39" for 1-yr event Inflow = 0.59 cfs @ 7.54 hrs, Volume= 1.047 of Outflow = 0.14 cfs @ 0.26 hrs, Volume= 1.047 af, Atten= 76%, Lag= 0.0 min Primary = 0.14 cfs @ 0.26 hrs, Volume= 1.047 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 21.08' @ 24.00 hrs Surf.Area= 13,249 sf Storage= 33,485 cf Plug -Flow detention time= 2,063.0 min calculated for 1.046 of (100% of inflow) Center -of -Mass det. time= 2,062.6 min ( 2,713.2 - 650.6 ) Volume Invert Avail.Storage Storage Description #1 18.00, 61,851 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 18.00 8,236 0 0 19.00 10,144 9,190 9,190 20.00 11,605 10,875 20,065 21.00 13,123 12,364 32,429 22.00 14,697 13,910 46,339 23.00 16,328 15,513 61,851 Device Routing Invert Outlet Devices #1 Primary 15.40' 6.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 15.40' / 15.00' S= 0.0057 7' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 18.00' 0.14 cfs Exfiltration at all elevations #3 Secondary 22.00' 8.0' long x 16.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.14 cfs @ 0.26 hrs HW=18.05' (Free Discharge) t1=Culvert (Passes 0.14 cfs of 1.11 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.14 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.00' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 Pond 3P: Sandfilter Hydrograph _ .. - ■ Inflow ass 0, ❑Outflow Inflow Area=5 250'ac ° Primary 0.65- ❑ Secondary 0.6- .' - • Peak E1ev=21.08' 0.55- Storage=33,485 cf 0.5- 0.45- , 0.4; 0.35- 0 0.3' 0.25- o.t4ni7.ri?%%���� r 0.2, 0.14a: Cl. 15- 0.1? W 110 1151 Time (hours) Pond 3P: Sandfilter 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) ❑ Total M Primary ❑ Secondary Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Arnec Foster Wheeler Printed 1/23/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 13 Pond 3P: Sandfilter Stage -Area -Storage SurfaceMorizontaimetted Area (sq-ft) 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,00011,00012,00013,000 14,00015,00016,000 ❑ Surface O Storage 23 22- 21- d e u 20 to , ustom a Bala .' j 5,600 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,600 50,000 55,000 60,000 Storage (cubic -feet) Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCAD010.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Page 14 Hydrograph for Pond 3P: Sandfilter Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.59 8 18.00 0.14 0.14 0.00 5.00 0.59 8,038 18.89 0.14 0.14 0.00 10.00 0.59 16,068 19.65 0.14 0.14 0.00 15.00 0.59 24,098 20.34 0.14 0.14 0.00 20.00 0.59 32,128 20.98 0.14 0.14 0.00 25.00 0.00 32,984 21.04 0.14 0.14 0.00 30.00 0.00 30,464 20.85 0.14 0.14 0.00 35.00 0.00 27,944 20.65 0.14 0.14 0.00 40.00 0.00 25,424 20.45 0.14 0.14 0.00 45.00 0.00 22,904 20.24 0.14 0.14 0.00 50.00 0.00 20,384 20.03 0.14 0.14 0.00 55.00 0.00 17,864 19.81 0.14 0.14 0.00 60.00 0.00 15,344 19.58 0.14 0.14 0.00 65.00 0.00 12,824 19.35 0.14 0.14 0.00 70.00 0.00 10,304 19.11 0.14 0.14 0.00 75.00 0.00 7,784 18.86 0.14 0.14 0.00 80.00 0.00 5,264 18.60 0.14 0.14 0.00 85.00 0.00 2,744 18.32 0.14 0.14 0.00 90.00 0.00 224 18.03 0.14 0.14 0.00 95.00 0.00 0 18.00 0.00 0.00 0.00 100.00 0.00 0 18.00 0.00 0.00 0.00 105.00 0.00 0 18.00 0.00 0.00 0.00 110.00 0.00 0 18.00 0.00 0.00 0.00 115.00 0.00 0 18.00 0.00 0.00 0.00 120.00 0.00 0 18.00 0.00 0.00 0.00 Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 Stage -Discharge for Pond 3P: Sandfilter Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 18.00 0.00 0.00 0.00 18.05 0.14 0.14 0.00 18.10 0.14 0.14 0.00 18.15 0.14 0.14 0.00 18.20 0.14 0.14 0.00 18.25 0.14 0.14 0.00 18.30 0.14 0.14 0.00 18.35 0.14 0.14 0.00 18.40 0.14 0.14 0.00 18.45 0.14 0.14 0.00 18.50 0.14 0.14 0.00 18.55 0.14 0.14 0.00 18.60 0.14 0.14 0.00 18.65 0.14 0.14 0.00 18.70 0.14 0.14 0.00 18.75 0.14 0.14 0.00 18.80 0.14 0.14 0.00 18.85 0.14 0.14 0.00 18.90 0.14 0.14 0.00 18.95 0.14 0.14 0.00 19.00 0.14 0.14 0.00 19.05 0.14 0.14 0.00 19.10 0.14 0.14 0.00 19.15 0.14 0.14 0.00 19.20 0.14 0.14 0.00 19.25 0.14 0.14 0.00 19.30 0.14 0.14 0.00 19.35 0.14 0.14 0.00 19.40 0.14 0.14 0.00 19.45 0.14 0.14 0.00 19.50 0.14 0.14 0.00 19.55 0.14 0.14 0.00 19.60 0.14 0.14 0.00 19.65 0.14 0.14 0.00 19.70 0.14 0.14 0.00 19.75 0.14 0.14 0.00 19.80 0.14 0.14 0.00 19.85 0.14 0.14 0.00 19.90 0.14 0.14 0.00 19.95 0.14 0.14 0.00 20.00 0.14 0.14 0.00 20.05 0.14 0.14 0.00 20.10 0.14 0.14 0.00 20.15 0.14 0.14 0.00 20.20 0.14 0.14 0.00 20.25 0.14 0.14 0.00 20.30 0.14 0.14 0.00 20.35 0.14 0.14 0.00 20.40 0.14 0.14 0.00 20.45 0.14 0.14 0.00 20.50 0.14 0.14 0.00 20.55 0.14 0.14 0.00 Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 20.60 0.14 0.14 0.00 20.65 0.14 0.14 0.00 20.70 0.14 0.14 0.00 20.75 0.14 0.14 0.00 20.80 0.14 0.14 0.00 20.85 0.14 0.14 0.00 20.90 0.14 0.14 0.00 20.95 0.14 0.14 0.00 21.00 0.14 0.14 0.00 21.05 0.14 0.14 0.00 21.10 0.14 0.14 0.00 21.15 0.14 0.14 0.00 21.20 0.14 0.14 0.00 21.25 0.14 0.14 0.00 21.30 0.14 0.14 0.00 21.35 0.14 0.14 0.00 21.40 0.14 0.14 0.00 21.45 0.14 0.14 0.00 21.50 0.14 0.14 0.00 21.55 0.14 0.14 0.00 21.60 0.14 0.14 0.00 21.65 0.14 0.14 0.00 21.70 0.14 0.14 0.00 21.75 0.14 0.14 0.00 21.80 0.14 0.14 0.00 21.85 0.14 0.14 0.00 21.90 0.14 0.14 0.00 21.95 0.14 0.14 0.00 22.00 0.14 0.14 0.00 22.05 0.38 0.14 0.24 22.10 0.82 0.14 0.68 22.15 1.39 0.14 1.25 22.20 2.06 0.14 1.92 22.25 2.83 0.14 2.69 22.30 3.68 0.14 3.54 22.35 4.60 0.14 4.46 22.40 5.60 0.14 5.46 22.45 6.66 0.14 6.52 22.50 7.78 0.14 7.64 22.55 8.95 0.14 8.81 22.60 10.18 0.14 10.04 22.65 11.40 0.14 11.26 22.70 12.65 0.14 12.51 22.75 13.94 0.14 13.80 22.80 15.25 0.14 15.11 22.85 16.68 0.14 16.54 22.90 18.14 0.14 18.00 22.95 19.64 0.14 19.50 23.00 21.18 0.14 21.04 Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr Prepared by Amec Foster Wheeler Printed 1/23/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paae 16 Stage -Area -Storage for Pond 3P: Sandfilter Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 18.00 8,236 0 18.05 8,331 414 18.10 8,427 833 18.15 8,522 1,257 18.20 8,618 1,685 18.25 8,713 2,119 18.30 8,808 2,557 18.35 8,904 2,999 18.40 8,999 3,447 18.45 9,095 3,899 18.50 9,190 4,357 18.55 9,285 4,818 18.60 9,381 5,285 18.65 9,476 5,756 18.70 9,572 6,233 18.75 9,667 6,714 18.80 9,762 7,199 18.85 9,858 7,690 18.90 9,953 8,185 18.95 10,049 8,685 19.00 10,144 9,190 19.05 10,217 9,699 19.10 10,290 10,212 19.15 10,363 10,728 19.20 10,436 11,248 19.25 10,509 11,772 19.30 10,582 12,299 19.35 10,655 12,830 19.40 10,728 13,364 19.45 10,801 13,903 19.50 10,875 14,445 19.55 10,948 14,990 19.60 11,021 15,539 19.65 11,094 16,092 19.70 11,167 16,649 19.75 11,240 17,209 19.80 11,313 17,773 19.85 11,386 18,340 19.90 11,459 18,911 19.95 11,532 19,486 20.00 11,605 20,065 20.05 11,681 20,647 20.10 11,757 21,233 20.15 11,833 21,822 20.20 11,909 22,416 20.25 11,985 23,013 20.30 12,060 23,614 20.35 12,136 24,219 20.40 12,212 24,828 20.45 12,288 25,440 20.50 12,364 26,057 20.55 12,440 26,677 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 20.60 12,516 27,301 20.65 12,592 27,928 20.70 12,668 28,560 20.75 12,744 29,195 20.80 12,819 29,834 20.85 12,895 30,477 20.90 12,971 31,124 20.95 13,047 31,774 21.00 13,123 32,429 21.05 13,202 33,087 21.10 13,280 33,749 21.15 13,359 34,415 21.20 13,438 35,085 21.25 13,517 35,758 21.30 13,595 36,436 21.35 13,674 37,118 21.40 13,753 37,804 21.45 13,831 38,493 21.50 13,910 39,187 21.55 13,989 39,884 21.60 14,067 40,586 21.65 14,146 41,291 21.70 14,225 42,000 21.75 14,304 42,713 21.80 14,382 43,431 21.85 14,461 44,152 21.90 14,540 44,877 21.95 14,618 45,606 22.00 14,697 46,339 22.05 14,779 47,075 22.10 14,860 47,816 22.15 14,942 48,561 22.20 15,023 49,311 22.25 15,105 50,064 22.30 15,186 50,821 22.35 15,268 51,582 22.40 15,349 52,348 22.45 15,431 53,117 22.50 15,513 53,891 22.55 15,594 54,669 22.60 15,676 55,450 22.65 15,757 56,236 22.70 15,839 57,026 22.75 15,920 57,820 22.80 16,002 58,618 22.85 16,083 59,420 22.90 16,165 60,226 22.95 16,246 61,037 23.00 16,328 61,851 s \� CB Sandfilter DA 2P Junction Box Sandfilter 9 Reach Aon Link Sandfilter Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area C Description (acres) (subcatchment-numbers) 1.250 0.20 50-75% Grass cover, Fair (1 S) 4.000 0.90 Paved parking (1S) Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pace 3 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment IIS: Sandfilter DA Runoff Area=5.250 ac 0.00% Impervious Runoff Depth=0.40" Tc=7.0 min C=0.73 Runoff=24.29 cfs 0.173 of Pond 2P: Junction Box Peak Elev=19.95' Inflow=24.29 cfs 0.173 of Discarded=0.00 cfs 0.000 of Primary=24.29 cfs 0.173 of Outflow=24.29 cfs 0.173 of Pond 3P: Sandfilter Peak Elev=18.83' Storage=7,459 cf Inflow=24.29 cfs 0.173 of Primary=0.14 cfs 0.173 of Secondary=0.00 cfs 0.000 of Outflow=0.14 cfs 0.173 of Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pape 4 Summary for Subcatchment 1S: Sandfilter DA Runoff = 24.29 cfs @ 0.08 hrs, Volume= 0.173 af, Depth= 0.40" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Area (ac) C Descriotion 4.000 0.90 Paved parking 1.250 0.20 50-75% Grass cover, Fair 5.250 0.73 Weighted Average 5.250 100.00% Pervious Area Tc Length 7.0 24- 22. 20- 18- N � 14- LL 1z- 10- 8- 6- Description Direct Entry, Subcatchment 1S: Sandfilter DA Time (hours) CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Runoff Area=5.250 ac Runoff Volume-0.173 of Runoff Depth=0.40" Tc=7.0 min C=0.73 4 15 16 17 18 19 20 21 22 23 24 O Runoff Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HVdroCAD Software Solutions LLC Page 5 Time Runoff (hours) (cfs) 0.00 0.00 0.20 0.00 0.40 0.00 0.60 0.00 0.80 0.00 1.00 0.00 1.20 0.00 1.40 0.00 1.60 0.00 1.80 0.00 2.00 0.00 2.20 0.00 2.40 0.00 2.60 0.00 2.80 0.00 3.00 0.00 3.20 0.00 3.40 0.00 3.60 0.00 3.80 0.00 4.00 0.00 4.20 0.00 4.40 0.00 4.60 0.00 4.80 0.00 5.00 0.00 5.20 0.00 5.40 0.00 5.60 0.00 5.80 0.00 6.00 0.00 6.20 0.00 6.40 0.00 6.60 0.00 6.80 0.00 7.00 0.00 7.20 0.00 7.40 0.00 7.60 0.00 7.80 0.00 8.00 0.00 8.20 0.00 8.40 0.00 8.60 0.00 8.80 0.00 9.00 0.00 9.20 0.00 9.40 0.00 9.60 0.00 9.80 0.00 10.00 0.00 10.20 0.00 Hydrograph for Subcatchment 1S: Sandfilter DA Time Runoff (hours) (cfs) 10.40 0.00 10.60 0.00 10.80 0.00 11.00 0.00 11.20 0.00 11.40 0.00 11.60 0.00 11.80 0.00 12.00 0.00 12.20 0.00 12.40 0.00 12.60 0.00 12.80 0.00 13.00 0.00 13.20 0.00 13.40 0.00 13.60 0.00 13.80 0.00 14.00 0.00 14.20 0.00 14.40 0.00 14.60 0.00 14.80 0.00 15.00 0.00 15.20 0.00 15.40 0.00 15.60 0.00 15.80 0.00 16.00 0.00 16.20 0.00 16.40 0.00 16.60 0.00 16.80 0.00 17.00 0.00 17.20 0.00 17.40 0.00 17.60 0.00 17.80 0.00 18.00 0.00 18.20 0.00 18.40 0.00 18.60 0.00 18.80 0.00 19.00 0.00 19.20 0.00 19.40 0.00 19.60 0.00 19.80 0.00 20.00 0.00 20.20 0.00 20.40 0.00 20.60 0.00 Time Runoff (hours) (cfs) 20.80 0.00 21.00 0.00 21.20 0.00 21.40 0.00 21.60 0.00 21.80 0.00 22.00 0.00 22.20 0.00 22.40 0.00 22.60 0.00 22.80 0.00 23.00 0.00 23.20 0.00 23.40 0.00 23.60 0.00 23.80 0.00 24.00 0.00 Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCAD® 10.00-15 s/n 08711 @ 2015 HydroCAD Software Solutions LLC Page 6 Summary for Pond 2P: Junction Box Inflow Area = 5.250 ac, 0.00% Impervious, Inflow Depth = 0.40" for 10-yr event Inflow = 24.29 cfs @ 0.08 hrs, Volume= 0.173 of Outflow = 24.29 cfs @ 0.08 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 24.29 cfs @ 0.08 hrs, Volume= 0.173 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 19.95' @ 0.08 hrs Device Routing Invert Outlet Devices #1 Discarded 21.00' 6.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #2 Primary 17.48' 36.0" Round Culvert L= 31.9' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 17.48' / 17.38' S= 0.0031 7' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=17.48' (Free Discharge) t-1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Primary OutFlow Max=23.91 cfs @ 0.08 hrs HW=19.93' TW=18.42' (Dynamic Tailwater) t-2=Culvert (Barrel Controls 23.91 cfs @ 5.28 fps) Pond 2P: Junction Box Hydrograph Inflow Area=5.250 ac Peak Elev=19.95' N 16- 14 LL 12'" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) O Inflow It ❑ Outflow O Discarded O Primary Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 7 W Pond 2P: Junction Box Discharge (cfs) Pond 2P: Junction Box 0 Storage(cubiofeet) ❑ Total ❑ Discarded ❑ Primary 0 Storage Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 8 Hydrograph for Pond 213: Junction Box Time Inflow Elevation Outflow Discarded Primary (hours) (cfs) (feet) (cfs) (cfs) (cfs) 0.00 0.00 17.48 0.00 0.00 0.00 0.50 0.00 18.78 0.00 0.00 0.00 1.00 0.00 18.78 0.00 0.00 0.00 1.50 0.00 18.75 0.00 0.00 0.00 2.00 0.00 18.71 0.00 0.00 0.00 2.50 0.00 18.68 0.00 0.00 0.00 3.00 0.00 18.68 0.00 0.00 0.00 3.50 0.00 18.64 0.00 0.00 0.00 4.00 0.00 18.61 0.00 0.00 0.00 4.50 0.00 18.57 0.00 0.00 0.00 5.00 0.00 18.57 0.00 0.00 0.00 5.50 0.00 18.54 0.00 0.00 0.00 6.00 0.00 18.50 0.00 0.00 0.00 6.50 0.00 18.47 0.00 0.00 0.00 7.00 0.00 18.43 0.00 0.00 0.00 7.50 0.00 18.43 0.00 0.00 0.00 8.00 0.00 18.40 0.00 0.00 0.00 8.50 0.00 18.36 0.00 0.00 0.00 9.00 0.00 18.32 0.00 0.00 0.00 9.50 0.00 18.29 0.00 0.00 0.00 10.00 0.00 18.29 0.00 0.00 0.00 10.50 0.00 18.25 0.00 0.00 0.00 11.00 0.00 18.22 0.00 0.00 0.00 11.50 0.00 18.18 0.00 0.00 0.00 12.00 0.00 18.15 0.00 0.00 0.00 12.50 0.00 18.15 0.00 0.00 0.00 13.00 0.00 18.11 0.00 0.00 0.00 13.50 0.00 18.08 0.00 0.00 0.00 14.00 0.00 18.04 0.00 0.00 0.00 14.50 0.00 18.01 0.00 0.00 0.00 15.00 0.00 17.97 0.00 0.00 0.00 15.50 0.00 17.97 0.00 0.00 0.00 16.00 0.00 17.97 0.00 0.00 0.00 16.50 0.00 17.97 0.00 0.00 0.00 17.00 0.00 17.97 0.00 0.00 0.00 17.50 0.00 17.97 0.00 0.00 0.00 18.00 0.00 17.97 0.00 0.00 0.00 18.50 0.00 17.97 0.00 0.00 0.00 19.00 0.00 17.97 0.00 0.00 0.00 19.50 0.00 17.97 0.00 0.00 0.00 20.00 0.00 17.97 0.00 0.00 0.00 20.50 0.00 17.97 0.00 0.00 0.00 21.00 0.00 17.97 0.00 0.00 0.00 21.50 0.00 17.97 0.00 0.00 0.00 22.00 0.00 17.97 0.00 0.00 0.00 22.50 0.00 17.97 0.00 0.00 0.00 23.00 0.00 17.97 0.00 0.00 0.00 23.50 0.00 17.97 0.00 0.00 0.00 24.00 0.00 17.97 0.00 0.00 0.00 Sandfilter CampLejeunelDF fO-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydrOCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pace9 Stage -Discharge for Pond 2P: Junction Box Elevation Discharge Discarded Primary (feet) (cfs) (cfs) (cfs) 17.48 0.00 0.00 0.00 17.53 0.00 0.00 0.00 17.58 0.00 0.00 0.00 17.63 0.00 0.00 0.00 17.68 0.00 0.00 0.00 17.73 0.00 0.00 0.00 17.78 0.00 0.00 0.00 17.83 0.00 0.00 0.00 17.88 0.00 0.00 0.00 17.93 0.00 0.00 0.00 17.98 0.00 0.00 0.00 18.03 0.55 0.00 0.55 18.08 1.04 0.00 1.04 18.13 1.50 0.00 1.50 18.18 1.99 0.00 1.99 18.23 2.51 0.00 2.51 18.28 3.07 0.00 3.07 18.33 3.56 0.00 3.56 18.38 3.97 0.00 3.97 18.43 4.40 0.00 4.40 18.48 4.84 0.00 4.84 18.53 5.30 0.00 5.30 18.58 5.78 0.00 5.78 18.63 6.28 0.00 6.28 18.68 6.79 0.00 6.79 18.73 7.33 0.00 7.33 18.78 7.87 0.00 7.87 18.83 8.44 0.00 8.44 18.88 9.02 0.00 9.02 18.93 9.61 0.00 9.61 18.98 10.22 0.00 10.22 19.03 10.84 0.00 10.84 19.08 11.48 0.00 11.48 19.13 12.13 0.00 12.13 19.18 12.79 0.00 12.79 19.23 13.47 0.00 13.47 19.28 14.16 0.00 14.16 19.33 14.86 0.00 14.86 19.38 15.57 0.00 15.57 19.43 16.29 0.00 16.29 19.48 17.02 0.00 17.02 19.53 17.76 0.00 17.76 19.58 18.52 0.00 18.52 19.63 19.28 0.00 19.28 19.68 20.04 0.00 20.04 19.73 20.82 0.00 20.82 19.78 21.60 0.00 21.60 19.83 22.39 0.00 22.39 19.88 23.19 0.00 23.19 19.93 23.99 0.00 23.99 19.98 24.79 0.00 24.79 20.03 25.60 0.00 25.60 Elevation Discharge Discarded Primary (feet) (cfs) (cfs) (cfs) 20.08 26.42 0.00 26.42 20.13 27.23 0.00 27.23 20.18 28.05 0.00 28.05 20.23 28.87 0.00 28.87 20.28 29.69 0.00 29.69 20.33 30.51 0.00 30.51 20.38 31.33 0.00 31.33 20.43 32.15 0.00 32.15 20.48 32.96 0.00 32.96 20.53 33.78 0.00 33.78 20.58 34.58 0.00 34.58 20.63 35.38 0.00 35.38 20.68 36.18 0.00 36.18 20.73 36.96 0.00 36.96 20.78 37.74 0.00 37.74 20.83 38.50 0.00 38.50 20.88 39.25 0.00 39.25 20.93 39.99 0.00 39.99 20.98 40.72 0.00 40.72 Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HYdroCADO 10.00-15 s/n 08711 © 2015 HvdroCAD Software Solutions LLC Page 10 Elevation Storage (feet) (cubic -feet) 17.48 0 17.53 0 17.58 0 17.63 0 17.68 0 17.73 0 17.78 0 17.83 0 17.88 0 17.93 0 17.98 0 18.03 0 18.08 0 18.13 0 18.18 0 18.23 0 18.28 0 18.33 0 18.38 0 18.43 0 18.48 0 18.53 0 18.58 0 18.63 0 18.68 0 18.73 0 18.78 0 18.83 0 18.88 0 18.93 0 18.98 0 19.03 0 19.08 0 19.13 0 19.18 0 19.23 0 19.28 0 19.33 0 19.38 0 19.43 0 19.48 0 19.53 0 19.58 0 19.63 0 19.68 0 19.73 0 19.78 0 19.83 0 19.88 0 19.93 0 19.98 0 20.03 0 Stage -Area -Storage for Pond 2P: Junction Box Elevation Storage (feet) (cubic -feet) 20.08 0 20.13 0 20.18 0 20.23 0 20.28 0 20.33 0 20.38 0 20.43 0 20.48 0 20.53 0 20.58 0 20.63 0 20.68 0 20.73 0 20.78 0 20.83 0 20.88 0 20.93 0 20.98 0 Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HVdroCAD@ 10.00-15 s/n 08711 @ 2015 HydroCAD Software Solutions LLC Page 11 Summary for Pond 3P: Sandfilter Inflow Area = 5.250 ac, 0.00% Impervious, Inflow Depth = 0.40" for 10-yr event Inflow = 24.29 cfs @ 0.08 hrs, Volume= 0.173 of Outflow = 0.14 cfs @ 0.03 hrs, Volume= 0.173 at, Atten= 99%, Lag= 0.0 min Primary = 0.14 cfs @ 0.03 hrs, Volume= 0.173 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 18.83' @ 0.17 hrs Surf.Area= 9,813 sf Storage= 7,459 cf Plug -Flow detention time= 443.9 min calculated for 0.173 of (100% of inflow) Center -of -Mass det. time= 444.1 min ( 449.1 - 5.0 ) Volume Invert Avail.Storage Storage Description #1 18.00' 61,851 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 18.00 8,236 0 0 19.00 10,144 9,190 9,190 20.00 11,605 10,875 20,065 21.00 13,123 12,364 32,429 22.00 14,697 13,910 46,339 23.00 16,328 15,513 61,851 Device Routing Invert Outlet Devices #1 Primary 15.40' 6.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 15.40' / 15.00' S= 0.0057 ? Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 18.00' 0.14 cfs Exfiltration at all elevations #3 Secondary 22.00' 8.0' long x 16.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.14 cfs @ 0.03 hrs HW=18.06' (Free Discharge) t1=Culvert (Passes 0.14 cfs of 1.11 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.14 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.00' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Sandfilter CampLejeunelDF 10-yr Duration=5 min, lnten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCAD®10,00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 12 Pond 3P: Sandfilter 26= 24 22' -. 20- . ,6 76- m U 14- O 12 LL 8' W ■ Inflow ❑ Outflow Inflow Area=5.250ac ®Primary ❑Secondary Peak Elev=18.83' Storage=7,459 cf- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 3P: Sandfilter Stage -Discharge Discharge (cfs) ❑ Total ® Primary ❑ Secondary Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paw 13 c 0 q d W Pond 3P: Sandfilter Stage -Area -Storage Surface/HorizontaVWetted Area (sq-ft) Storage (cubic -feet) ❑ Surface 0 Storage Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in1hr Prepared by Amec Foster Wheeler Printed 1/25/2017 Hydrograph for Pond 3P: Sandfilter Time Inflow Storage Elevation Outflow 0.00 0.00 0 18.00 0.00 0.00 0.00 0.50 0.00 7,291 18.81 0.14 0.14 0.00 1.00 0.00 7,039 18.78 0.14 0.14 0.00 1.50 0.00 6,787 18.76 0.14 0.14 0.00 2.00 0.00 6,535 18.73 0.14 0.14 0.00 2.50 0.00 6,283 18.71 0.14 0.14 0.00 3.00 0.00 6,031 18.68 0.14 0.14 0.00 3.50 0.00 5,779 18.65 0.14 0.14 0.00 4.00 0.00 5,527 18.63 0.14 0.14 0.00 4.50 0.00 5,275 18.60 0.14 0.14 0.00 5.00 0.00 5,023 18.57 0.14 0.14 0.00 5.50 0.00 4,771 18.54 0.14 0.14 0.00 6.00 0.00 4,519 18.52 0.14 0.14 0.00 6.50 0.00 4,267 18.49 0.14 0.14 0.00 7.00 0.00 4,015 18.46 0.14 0.14 0.00 7.50 0.00 3,763 18.43 0.14 0.14 0.00 8.00 0.00 3,511 18.41 0.14 0.14 0.00 8.50 0.00 3,259 18.38 0.14 0.14 0.00 9.00 0.00 3,007 18.35 0.14 0.14 0.00 9.50 0.00 2,755 18.32 0.14 0.14 0.00 10.00 0.00 2,503 18.29 0.14 0.14 0.00 10.50 0.00 2,251 18.27 0.14 0.14 0.00 11.00 0.00 1,999 18.24 0.14 0.14 0.00 11.50 0.00 1,747 18.21 0.14 0.14 0.00 12.00 0.00 1,495 18.18 0.14 0.14 0.00 12.50 0.00 1,243 18.15 0.14 0.14 0.00 13.00 0.00 991 18.12 0.14 0.14 0.00 13.50 0.00 739 18.09 0.14 0.14 0.00 14.00 0.00 487 18.06 0.14 0.14 0.00 14.50 0.00 235 18.03 0.14 0.14 0.00 15.00 0.00 0 18.00 0.00 0.00 0.00 15.50 0.00 0 18.00 0.00 0.00 0.00 16.00 0.00 0 18.00 0.00 0.00 0.00 16.50 0.00 0 18.00 0.00 0.00 0.00 17.00 0.00 0 18.00 0.00 0.00 0.00 17.50 0.00 0 18.00 0.00 0.00 0.00 18.00 0.00 0 18.00 0.00 0.00 0.00 18.50 0.00 0 18.00 0.00 0.00 0.00 19.00 0.00 0 18.00 0.00 0.00 0.00 19.50 0.00 0 18.00 0.00 0.00 0.00 20.00 0.00 0 18.00 0.00 0.00 0.00 20.50 0.00 0 18.00 0.00 0.00 0.00 21.00 0.00 0 18.00 0.00 0.00 0.00 21.50 0.00 0 18.00 0.00 0.00 0.00 22.00 0.00 0 18.00 0.00 0.00 0.00 22.50 0.00 0 18.00 0.00 0.00 0.00 23.00 0.00 0 18.00 0.00 0.00 0.00 23.50 0.00 0 18.00 0.00 0.00 0.00 24.00 0.00 0 18.00 0.00 0.00 0.00 Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pace 15 Stage -Discharge for Pond 3P: Sandfilter Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 18.00 0.00 0.00 0.00 18.05 0.14 0.14 0.00 18.10 0.14 0.14 0.00 18.15 0.14 0.14 0.00 18.20 0.14 0.14 0.00 18.25 0.14 0.14 0.00 18.30 0.14 0.14 0.00 18.35 0.14 0.14 0.00 18.40 0.14 0.14 0.00 18.45 0.14 0.14 0.00 18.50 0.14 0.14 0.00 18.55 0.14 0.14 0.00 18.60 0.14 0.14 0.00 18.65 0.14 0.14 0.00 18.70 0.14 0.14 0.00 18.75 0.14 0.14 0.00 18.80 0.14 0.14 0.00 18.85 0.14 0.14 0.00 18.90 0.14 0.14 0.00 18.95 0.14 0.14 0.00 19.00 0.14 0.14 0.00 19.05 0.14 0.14 0.00 19.10 0.14 0.14 0.00 19.15 0.14 0.14 0.00 19.20 0.14 0.14 0.00 19.25 0.14 0.14 0.00 19.30 0.14 0.14 0.00 19.35 0.14 0.14 0.00 19.40 0.14 0.14 0.00 19.45 0.14 0.14 0.00 19.50 0.14 0.14 0.00 19.55 0.14 0.14 0.00 19.60 0.14 0.14 0.00 19.65 0.14 0.14 0.00 19.70 0.14 0.14 0.00 19.75 0.14 0.14 0.00 19.80 0.14 0.14 0.00 19.85 0.14 0.14 0.00 19.90 0.14 0.14 0.00 19.95 0.14 0.14 0.00 20.00 0.14 0.14 0.00 20.05 0.14 0.14 0.00 20.10 0.14 0.14 0.00 20.15 0.14 0.14 0.00 20.20 0.14 0.14 0.00 20.25 0.14 0.14 0.00 20.30 0.14 0.14 0.00 20.35 0.14 0.14 0.00 20.40 0.14 0.14 0.00 20.45 0.14 0.14 0.00 20.50 0.14 0.14 0.00 20.55 0.14 0.14 0.00 Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 20.60 0.14 0.14 0.00 20.65 0.14 0.14 0.00 20.70 0.14 0.14 0.00 20.75 0.14 0.14 0.00 20.80 0.14 0.14 0.00 20.85 0.14 0.14 0.00 20.90 0.14 0.14 0.00 20.95 0.14 0.14 0.00 21.00 0.14 0.14 0.00 21.05 0.14 0.14 0.00 21.10 0.14 0.14 0.00 21.15 0.14 0.14 0.00 21.20 0.14 0.14 0.00 21.25 0.14 0.14 0.00 21.30 0.14 0.14 0.00 21.35 0.14 0.14 0.00 21.40 0.14 0.14 0.00 21.45 0.14 0.14 0.00 21.50 0.14 0.14 0.00 21.55 0.14 0.14 0.00 21.60 0.14 0.14 0.00 21.65 0.14 0.14 0.00 21.70 0.14 0.14 0.00 21.75 0.14 0.14 0.00 21.80 0.14 0.14 0.00 21.85 0.14 0.14 0.00 21.90 0.14 0.14 0.00 21.95 0.14 0.14 0.00 22.00 0.14 0.14 0.00 22.05 0.38 0.14 0.24 22.10 0.82 0.14 0.68 22.15 1.39 0.14 1.25 22.20 2.06 0.14 1.92 22.25 2.83 0.14 2.69 22.30 3.68 0.14 3.54 22.35 4.60 0.14 4.46 22.40 5.60 0.14 5.46 22.45 6.66 0.14 6.52 22.50 7.78 0.14 7.64 22.55 8.95 0.14 8.81 22.60 10.18 0.14 10.04 22.65 11.40 0.14 11.26 22.70 12.65 0.14 12.51 22.75 13.94 0.14 13.80 22.80 15.25 0.14 15.11 22.85 16.68 0.14 16.54 22.90 18.14 0.14 18.00 22.95 19.64 0.14 19.50 23.00 21.18 0.14 21.04 Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr Prepared by Amec Foster Wheeler Printed 1/25/2017 HydroCADO 10.00-15 s/n 08711 O 2015 HydroCAD Software Solutions LLC Page 16 Stage -Area -Storage for Pond 3P: Sandfilter Elevation Surface Storage (feet) (sg-ft) (cubic -feet) 18.00 8,236 0 18.05 8,331 414 18.10 8,427 833 18.15 8,522 1,257 18.20 8,618 1,685 18.25 8,713 2,119 18.30 8,808 2,557 18.35 8,904 2,999 18.40 8,999 3,447 18.45 9,095 3,899 18.50 9,190 4,357 18.55 9,285 4,818 18.60 9,381 5,285 18.65 9,476 5,756 18.70 9,572 6,233 18.75 9,667 6,714 18.80 9,762 7,199 18.85 9,858 7,690 18.90 9,953 8,185 18.95 10,049 8,685 19.00 10,144 9,190 19.05 10,217 9,699 19.10 10,290 10,212 19.15 10,363 10,728 19.20 10,436 11,248 19.25 10,509 11,772 19.30 10,582 12,299 19.35 10,655 12,830 19.40 10,728 13,364 19.45 10,801 13,903 19.50 10,875 14,445 19.55 10,948 14,990 19.60 11,021 15,539 19.65 11,094 16,092 19.70 11,167 16,649 19.75 11,240 17,209 19.80 11,313 17,773 19.85 11,386 18,340 19.90 11,459 18,911 19.95 11,532 19,486 20.00 11,605 20,065 20.05 11,681 20,647 20.10 11,757 21,233 20.15 11,833 21,822 20.20 11,909 22,416 20.25 11,985 23,013 20.30 12,060 23,614 20.35 12,136 24,219 20.40 12,212 24,828 20.45 12,288 25,440 20.50 12,364 26,057 20.55 12,440 26,677 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 20.60 12,516 27,301 20.65 12,592 27,928 20.70 12,668 28,560 20.75 12,744 29,195 20.80 12,819 29,834 20.85 12,895 30,477 20.90 12,971 31,124 20.95 13,047 31,774 21.00 13,123 32,429 21.05 13,202 33,087 21.10 13,280 33,749 21.15 13,359 34,415 21.20 13,438 35,085 21.25 13,517 35,758 21.30 13,595 36,436 21.35 13,674 37,118 21.40 13,753 37,804 21.45 13,831 38,493 21.50 13,910 39,187 21.55 13,989 39,884 21.60 14,067 40,586 21.65 14,146 41,291 21.70 14,225 42,000 21.75 14,304 42,713 21.80 14,382 43,431 21.85 14,461 44,152 21.90 14,540 44,877 21.95 14,618 45,606 22.00 14,697 46,339 22.05 14,779 47,075 22.10 14,860 47,816 22.15 14,942 48,561 22.20 15,023 49,311 22.25 15,105 50,064 22.30 15,186 50,821 22.35 15,268 51,582 22.40 15,349 52,348 22.45 15,431 53,117 22.50 15,513 53,891 22.55 15,594 54,669 22.60 15,676 55,450 22.65 15,757 56,236 22.70 15,839 57,026 22.75 15,920 57,820 22.80 16,002 58,618 22.85 16,083 59,420 22.90 16,165 60,226 22.95 16,246 61,037 23.00 16,328 61,851 • • • DATE 11 /21 /2016 PROJECT NAME MCAS Lejuene PROJECT NO P1280 2d Radio Battalion 6466-15-5024 LOCATION Jacksonville, NC BY BCL Pipe No: Pipe Diameter: Pipe Material: Entrance Type Design Frequency: Discharge: Culvert Slope: PIPE F4-F3 15 in RCP FES 10 yrs 2.99 cfs 0.019 ft/ft from Hydraflow Outlet Protection Q10= 2.99 cfs Qio/Qfull= 0.34 Qfull = 8.92 cfs V/Vfull = 0.89 Vfull = 7.27 fps V = 6.49 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone = 1 Dso 4 in DMAX = 6 in Riprap Class = A Apron Thickness = 12 in Apron Length = 5.0 ft Apron Width = 3xDia = 3.75 It amec foster wheeler Amec Foster Wheeler 11/21/2016 Page 1 Outlet ProtectionDATE 1 PROJECT NAME MCAS Lejuene PROJECT NO � P1280 2d Radio Battalion 6466-15-5024 amec (, LOCATION Jacksonville, NC BY BCL foster wheeler Pipe No: PIPE F2-F1 Pipe Diameter: 15 in Pipe Material: RCP Entrance Type FES Design Frequency: 10 yrs Discharge: 4.37 cfs from Hydraflow Culvert Slope: 0.005 ft/ft Outlet Protection Qio= 4.37 cfs Qio/Qfull= 0.95 Qfull = 4.62 cfs V/Vfull = 1.14 Vfull = 3.76 fps V = 4.29 fps From Fig. 8.06.b.1: Zone = 1 From Fig. 8.06.b.2: D5o = 4 in DMAX = 6 in Riprap Class = A Apron Thickness = 12 in Apron Length = 5.0 ft 3 Apron Width = 3xDia = 3.75 ft Length Amec Foster Wheeler 11/21/2016 Page 2 • • - • DATE 11 /21 /2016 Cl-0 PROJECT NAME MCAS Lejuene PROJECT NO P1280 2d Radio Battalion 6466-15-5024 ameC (, LOCATION Jacksonville, NC BY BCL foster wheeler Pipe No: FES-131 Pipe Diameter: 36 in Pipe Material: RCP Entrance Type FES Design Frequency: 10 yrs Discharge: 0.46 cfs HydroCAD Culvert Slope: 0.006 ft/ft Outlet Protection 010= 0.46 cfs 010/Ofull= 0.01 Ofull = 49.99 cfs V/Vfull = 0.32 Vfull = 7.07 fps V = 2.27 fps From Fig. 8.06.b.1: Zone = 1 From Fig. 8.06.b.2: D50 = 4 in DMAX = 6 in Riprap Class = A r Apron Thickness = 12 in Apron Length = 12.0 ft 3 Apron Width = 3xDia = 9 ft Length Amec Foster Wheeler 11/21/2016 Page 3 • • • DATE 11 /21 /2016 C�D PROJECT NAME MCAS Lejuene PROJECT NO �a�C P1280 2d Radio Battalion 6466-15-5024 amec (, LOCATION Jacksonville, NC BY BCL foster wheeler Pipe No: Sandfilter Outlet Pipe Diameter: 6 in Pipe Material: PVC Entrance Type Design Frequency: 10 yrs Discharge: 0.14 cfs HydroCAD Culvert Slope: 0.002 ft/ft Outlet Protection Q10= 0.14 cfs 010/Qfull= 0.56 Qfull = 0.25 cfs V/Vfull = 1.02 Vfull = 1.28 fps V = 1.31 fps From Fig. 8.06.b.1: Zone = 1 From Fig. 8.06.b.2: D50 = 4 in DMAX = 6 in Riprap Class = A r Apron Thickness = 12 in Apron Length = 2.0 It 3 Apron Width = 3xDia = 1.5 ft I Length Amec Foster Wheeler 11/21/2016 Page 4 • • DATE 11 PROJECT NAME MCAS Lejuene PROJECT NO � P1280 2d Radio Battalion 6466-15-5024 amec (, LOCATION Jacksonville, NC BY BCL foster wheeler Pipe No: FES D-1 Pipe Diameter: 36 in Pipe Material: RCP Entrance Type FES Design Frequency: 10 yrs Discharge: 9.22 cfs from Hydraflow Culvert Slope: 0.002 ft/ft Outlet Protection Q10= 9.22 cfs Q10/Qfu11= 0.31 Qfull = 29.87 cfs V/Vfull = 0.87 Vfull = 4.23 fps V = 3.69 fps From Fig. 8.06.b.1: Zone = 1 From Fig. 8.06.b.2: D50 = 4 in DMAx = 6 in Riprap Class = A r Apron Thickness = 12 in Apron Length = 12.0 It 3 Apron Width = 3xDia = 9 It Length Amec Foster Wheeler 11/21/2016 Page 5 Outlet ProtectionDATE 11 /21 /201677 !.D PROJECT NAME MCAS Lejuene PROJECT NO � k P1280 2d Radio Battalion 6466-15-5024 amec U LOCATION Jacksonville, NC BY BCL foster wheeler Pipe No: FES-A2 Pipe Diameter: 42 in Pipe Material: RCP Entrance Type FES Design Frequency: 10 yrs Discharge: 38.32 cfs from Hydraflow Culvert Slope: 0.007 ft/ft Outlet Protection Q10= 38.32 cfs 010/Qfull= 0.46 Qfull = 82.48 cfs VNfull = 0.97 Vfull = 8.57 fps V = 8.35 fps From Fig. 8.06.b.1: Zone = 2 From Fig. 8.06.b.2: D50 = 8 in DMAX = 12 in Riprap Class = B r Apron Thickness = 18 in Apron Length = 21.0 It 3 Apron Width = 3xDia = 10.5 It Leng[h I Amec Foster Wheeler 11/21/2016 Page 6 • DATE 11 /21 /2016 CID PROJECT NAME MCAS Lejuene PROJECT NO C P1280 2d Radio Battalion 6466-15-5024 arrec (, LOCATION Jacksonville, NC BY BCL foster wheeler Pipe No: FES-A3 Pipe Diameter: 42 in Pipe Material: RCP Entrance Type FES Design Frequency: 10 yrs Discharge: 42.00 cfs Culvert Slope: 0.002 ft/ft Outlet Protection Qio= 42.00 cfs Q10/Qfull= 0.91 Qfull = 46.17 cfs WVfull = 1.13 Vfull = 4.80 fps V = 5.43 fps From Fig. 8.06.b.1: Zone = 2 From Fig. 8.06.b.2: D5o = 8 in DMAx 12 in Riprap Class = B r Apron Thickness = 18 in q Apron Length = 21.0 ft 3 Apron Width = 3xDia = 10.5 ft Leng[h I Amec Foster Wheeler 11/21/2016 Page 7 February 20, 2017 Ms. Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 127 Cardinal Drive Ext. Wilmington, NC 28405 Subject: Response to Request for Additional Information - EXPRESS Stormwater Project No. SW8 110906 2D Anglico and 2N BN OPS Complexes Camp Lejeune Military Base Onslow County Amec Foster Wheeler Project No. 64661550204 Dear Ms. Hall, amec U foster wheeler Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler) received your request for additional information on our modified Express State Stormwater Management Permit Application for 2D Anglico and 2N BN OPS Complexes on February 16, 2017. The following is our responses to your request and attached is the additional information needed to complete your review. Request: 15A NCAC 02H. 1 003(g)(7): a. In the drainage area exhibit provided for Section IV.10 of the application, the total built -upon area presented for the sand filter differs from the table titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice" in Appendix B. Please confirm the amount of built -upon area proposed for the sand filter. Response: Table titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice" was revised to match the application able. b. Please confirm the top surface area and provided storage volume of the infiltration basin. The information presented at the top of page 4 of the narrative and in the supplement appear to confuse the surface area and the storage volume. Response: The top surface area for the infiltration basin is 7,386 ft2 and is corrected on the supplement form and narrative. c. Please provide a copy of the updated infiltration calculations reflecting the changes to the drawdown calculations as demonstrated in the narrative. Response: Calculation revised and included. C lG O V E Correspondence Amec Foster Wheeler Environment &Intmstmcture, Inc. FEB 2 2 2017 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Tel (919) 381-9900 BY. Fax (919) 381-9901 Licensure: NC Engineering F-1253 NC Geology C-247 Response to Comments 2D Anglico and 2N BN OPS Complexes February 20, 2017 Onslow County Page 2 Amec Foster wheeler Project No. 6466150204 In addition, we have responded to two minor items that need to be addressed for the modification to SW8 081015 received 2/17/17. 1. Request: Drainage area 13 now shows an allocation of offsite built -upon area that was not shown the previous application. Please confirm. Response: This was an error and the value has been removed from the table. 2. Request: The previous version of the supplement for pond 15 received on May 2, 2012 shows that Option 2 was used to determine the average depth of the pond, not option 1. Please reconsider the average depth of the pond and make sure the information (including which average depth calculation is used) is presented consistently between the calculations and the supplement. Response: The supplement was revised per the original calculation using option 2 and the supplement and calculation have been updated. If you have any questions concerning this response, please contact us. Sincerely, Amec Foster Wheeler Environment & Infrastructure, Inc. Brian Lowther, PE Project Engineer Attachments SW8 110906 SW8 081015 Infiltration Supplement Form Stormwater Narrative with Revised Attachments Attachment — Infiltration Calculation Attachment — Table titled 'Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice" Application Table Wet Detention Basin Supplement Form Stormwater Narrative vfq Energy. Mineral & Land Resources ENVIRONMENTAL QUALITY February 16, 2017 Commanding Officer NICB Camp Lcjcune C/O Neal Paul, Deputy 1005 illichacl Road Public Works Officer Camp Lejeunc, NC 28542 Subject: Request for Additional Information Stormwater Project No. SNi'S 110906 21) Anglicu and 2N BN OPS Complexes Onslow County Dear Mr. Paul: ROY COOPER Governor MICHAEL S. REGAN secretory TRACY DAVIS Dhvcfor �✓`� Svc ���\ c� 'file Wilmington Regional Office received and accepted a modified Express State Stormwatcr Management Permit Application for 21) Anglico and 2N BN' OPS Complexes on January 26, 2017 with additional information received on February 14, 2017. A preliminary in-depth review of that information has determined that the application is not complete. The following information is needed to continue the stormwatcr review: 15A _NCAC 021-1.1003(g)(7): In the drainage area exhibit provided for Section IV.10 of the application, the total built - upon area presented for the sand filter differs from the table titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice" in Appendix 13. Please confirm the amount of built -upon area proposed for the sand filter. vb. Please confirm the top surface area and provided storage volume of the infiltration basin. The information presented at the top of page 4 of the narrative and in the supplement appear to confuse the surface area and the storage volume. Please provide a copy of the updated infiltration calculations reflecting the changes to the drawdown calculations as demonstrated in the narrative. 2. Due to the relatively minor nature of these comments, the express additional information review fee has been waived. Please keep in mind that changing one number may change other numbers and require the calculations, supplements, and other supporting documentation to be updated. Verify all numbers are correct to ensure consistency in the application documents. Please note that this request for additional information is in response to a preliminary review. The requested information should be received in this Office prior to February 24, 2017, or the application will be returned as incomplete. Please note that only two letters requesting additional information is allowed in the State Storntwater Program. If the information is not satisfactorily provided after the second request, the project will be returned. If the project is returned and you wish to re -submit to the Express Program, you will need to reschedule the project through the Express Coordinator for the next available review date and will need to resubmit all of the required items at that time, including the application fee. If you need additional time to submit the information, please email or fax your request for a time extension to the Division at the email address or fax number at the bottom of this letter. The request must indicate the date by which you expect to submit the required information, which shall be no later than 5 business days past the original due date. State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington. NC 28405 910 796 7215 State Stormwater Permit No. SW8 110906 Page 2 of 2 The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A. Please label all packages and cover letters as "Express" and reference the project name and State assigned project number on all correspondence. If you have any questions concerning this matter, please feel free to call me at (910) 796-7215 or email me at christinc.hall@ncdenr.gov. Sincerely, Q Christine Hall Environmental Engineer GDS/canh: %SiormwaterTermits & Projects\2011\110906 I ID\2017 02 addinfo_2 110906 cc: Brian Lowthcr_ Amec Foster Whecler Wilmington Regional Office Stormwater File Stateof North Carolina I Environmental Quality I rnergy.Mincialand Land Resources Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405 910 796 7215 Hall, Christine From: Hall, Christine Sent: Thursday, February 16, 2017 3:29 PM To: 'Lowther, Brian'; Thomas Bradshaw; David Towler Cc: Weaver, Cameron; Lowe, Lester; Riccitiello, Michael Subject: RE: request for additional information - SW8 110906 Attachments: 2017 02 addinfo_2 110906.pdf Gentlemen, Attached is a pdf of the second request for additional information for the modification to SW8 110906. There are just a few minor items that need to be addressed. I will start looking at the items submitted for the modification to SW8 081015 next. Thanks, Christine Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 910 796 7215 office 910 796 7335 direct christine.hail@ncdenr.gov 127 Cardinal Drive Ext. Wilmington, NC 28405 Nothing Compares..-._. Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. From: Lowther, Brian[maiIto: Brian. Lowther@amecfw.comj Sent: Tuesday, February 14, 2017 8:36 AM To: Hall, Christine <Christine.Hall@ncdenr.gov>; Thomas Bradshaw <Thomas.bradshaw@usmc.miI>; David Towler <david.towler@usmc.mil> Cc: Weaver, Cameron <cameron.weaver@ncdenr.gov>; Lowe, Lester <Lester.Lowe@amecfw.com>; Riccitiello, Michael <michael.riccitiello@amecfw.com> Subject: RE: request for additional information - SW8 110906 Christine, We sent a hard copy of our response letter and attachments to you yesterday so you should get them today but I have attached them for your convenience. Let me know if you have any questions. Thanks, RM Brian Lowther, P.E. Project Engineer Amec Foster Wheeler Environment & Infrastructure 4021 Stirrup Creek Drive, Suite 100 Durham, NC 27703 Direct 1 (919) 765-9985 Email I brian.lowther@amecfw.com amecfw.com From: Hall, Christine f mailto:Christine.Hall@ncdenr.Pov) Sent:.Friday, February 03, 2017 4:06 PM To: Lowther, Brian <Brian.Lowther@amecfw.ccm>; Thomas Bradshaw <Thomas.bradshaw@usmc.mil>; David Towler <david.towler@ usmc.mil> Cc: Weaver, Cameron <cameron.weaver@ncdenr.gov> Subject: request for additional information - SW8 110906 Gentlemen, Attached is a pdf of the request for additional information on the modification to SW8 110906. Please let me know if you have any questions or concerns. I will be out of the office all day on Monday but will return on Tuesday. Have a great weekend! Christine Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 910 796 7215 office 910 796 7335 direct christine.hall()ncdenr.gov 127 Cardinal Drive Ext. Wilmington, NC 28405 =''Nothing Compares Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a result of email transmission. If you have received this message in error, please notify us immediately by reply email to the sender and confirm that the original message and any attachments and copies have been destroyed and deleted from your system. If you do not wish to receive future unsolicited commercial electronic messages from us, please forward this email to: unsubscribe@amecfw.com and include "Unsubscribe" in the subject line. If applicable, you will continue to receive invoices, project communications and similar factual, non-commercial electronic communications. Please click http://amecfw.com/email-disclaimer for notices and company information in relation to emails originating in the UK, Italy or France. r 1 February 10, 2017 Ms. Christine Hall Environmental Engineer Ev. EIVE III 1 H 2012 BY: Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 127 Cardinal Drive Ext. Wilmington, NC 28405 Subject: Response to Request for Additional Information - EXPRESS Stormwater Project No. SW8 110906 2D Anglico and 2N BN OPS Complexes Camp Lejeune Military Base Onslow County Amec Foster Wheeler Project No. 64661550204 Dear Ms. Hall, AWr amec (� foster wheeler Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler) received your request for additional information on our modified Express State Stormwater Management Permit Application for 2D Anglico and 2N BN OPS Complexes on February 3, 2017. The following is our responses to your request and attached is the additional information needed to complete your review. Request: 15A NCAC 02H.1003(g)(7): Please confirm the following information: a. In the drainage area exhibit provided for Section IV.10 of the application, the total built -upon area presented for the sand filter differs between the top and bottom tables. Additionally, in the table titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice', the sum of the impervious areas associated with the sand filter differs from either total presented in the application. Please confirm the amount of built -upon area proposed for this drainage area. Response: Sandfilter BLA corrected to 174,240 sq ft. For simplicity, the table titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice", has been updated to show only total impervious and the numbers were revised to match the application. b. Please confirm the amount of built -upon area located within the drainage area of the infiltration basin. The information presented in the drainage area exhibit mentioned in the item above is different than the information presented in the supplement and the calculations. Response: For simplicity, the table titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice", has been updated to show only Correspondence: Amec Foster Wheeler Environment &Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Tel (919) 381-9900 Fax (919)381-9901 Licensure: INC Engineering F-1253 NC Geology C-247 ,i Response to Comments February 10, 2017 Page 2 2D Anglico and 2N BN OPS Complexes Onslow County Amec Foster Wheeler Project No. 6466150204 total impervious and the numbers were revised to make sure they match the application. c. Please confirm the surface area at the top elevation of the infiltration basin. This surface area presented on the supplement is different than in the calculations. Response: The storage surface area is 9,925 ft2at 26.6'. Report language updated. d. Please confirm the top of the sand filter / grate elevation presented in storage volume section of the supplement. This elevation is intended to represent the top of the storage volume or the temporary pool elevation. Response: This was revised to the diversion weir elevation at 20.6'. e. Please confirm the drawdown of the sand filter and Pond A. The drawdown time listed in the supplements are different than shown in the calculations. Response: Drawdown calculation has been updated for the sandfilter on the new supplement and calculation. For Pond A, the supplement form was corrected to match calculation. 2. Request: 15A NCAC 02H.1008(h): In order to waive the offline bypass and vegetated filter strip, the infiltration system has been designed to handle 2.5 times the minimum required storage volume. However, per the options listed in the BMP Manual, the system must drawdown within 5 days using a soils infiltration rate of one-half the rate reported in the soils report. The soils report lists the infiltration rate as being 2.59 in/hr, which is the same rate that was used to determine the drawdown time for the infiltration basin. Please provide additional information demonstrating that the infiltration basin has been designed to meet all of the requirements of the option presented in the BMP Manual. Response: Calculation and supplement form revised to show drawdown time of one-half the infiltration rate reported in the soils report. 3. Request: 15A NCAC 02H.1005(a)(3)(B)(iii) and 15A NCAC 02H.1008(h): The design storm used for the sand filter is listed as being 2.5 inches. Even though the UFC codes requires a design storm of 2.5 inches, the jurisdiction of the State Stormwater Management Program is limited to the 1.5 inch design storm. Please demonstrate that the sand filter will function properly under a design storm of 1.5 inches. Response: Supplement and calculation in the Appendix B have been updated for the 1.5 inch design storm. 4. Request: 15A NCAC 02H.1003(g)(8): Since the project area has changed and grassed swales are part of the stormwater system, please submit either a revised low density supplement or include grass swales on the O&M EZ form. Response: We have updated the O&M EZ form to include the easement area. Response to Comments February 10, 2017 Page 3 2D Anglico and 2N aN OPS Complexes Onslow County Amec Foster Wheeler Project No. 6466150204 If you have any questions concerning this response, please contact us. Sincerely, Amec Foster Wheeler Environment & Infrastructure, Inc. Brian Lowther, PE Project Engineer Attachments Application Table Wet Detention Basin Supplement Form Sandfilter Supplement Form Infiltration Supplement Form Stormwater Narrative with Revised Attachments Attachment — Sandfilter Calculation 1.5" Design Storm Attachment — Table titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice' EZ O&M Form Hall, Christine From: Hall, Christine Sent: Thursday, February 09, 2017 12:57 PM To: 'Lowther, Brian'; Thomas Bradshaw, David Towler Cc: Weaver, Cameron; Lowe, Lester; Riccitiello, Michael Subject: RE: request for additional information - SW8 110906 Brian, An extension until the 151" is fine. We haven't moved in to the digital era yet, so the received date is considered to be the date the hard copies are received. The only exception is if a few sheets need to be revised and are on letter, legal, or tabloid sizes and they don't require an original signature, then I don't mind printing out those few sheets. Christine Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 910 796 7215 office 910 796 7335 direct christine.hall@ncdenr.gov 127 Cardinal Drive Ext. Wilmington, NC 28405 -s. Nothing Compares,,. Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. From: Lowther, Brian[mailto:Brian.Lowther@amecfw.com] Sent: Thursday, February 09, 2017 12:03 PM To: Hall, Christine <Christine.Hall@ncdenr.gov>; Thomas Bradshaw <Thomas.bradshaw@usmc.mil>; David Towler <david.towler@usmc.mil> Cc: Weaver, Cameron <cameron.weaver@ncdenr.gov>; Lowe, Lester <Lester. Lowe@a mecfw.com>; Riccitiello, Michael <michael.riccitiello@amecfw.com> Subject: RE: request for additional information - SW8 110906 Christine, We are working to address your comments and just waiting on the signed 0&M. I should be able to send you an electronic copy of the additional information by February 13 `h but I would like to ask for an extension for the hard copies. I would like to send those out with the additional information for SW8 001015 by February 151h. Also, for my information, does an electronic copy count as meeting the submittal deadline or do those have to be hardcopies? Thanks, Brian Brian Lowther, P.E. Project Engineer Amec Foster Wheeler Environment & Infrastructure 4021 Stirrup Creek Drive, Suite 100 Durham, NC 27703 Direct (919) 765-9985 Email brian.lowther@amecfw.com a mecfw.co m From: Hall, Christine[mailto:Christine.Hall@ncdenr.gov] Sent: Friday, February 03, 2017 4:06 PM To: Lowther, Brian <Brian.Lowther@amecfw.com>; Thomas Bradshaw <Thomas.bradshaw@usmc.mil>; David Towler <david.towler@ usmc.m il> Cc: Weaver, Cameron <cameron.weaver@ncdenr.gov> Subject: request for additional information - SW8 110906 Gentlemen, Attached is a pdf of the request for additional information on the modification to SW8 110906. Please let me know if you have any questions or concerns. I will be out of the office all day on Monday but will return on Tuesday. Have a great weekend! Christine Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 910 796 7215 office 910 796 7335 direct Christine. hall(oncdenr.gov 127 Cardinal Drive Ext. Wilmington, NC 28405 Nothing Compares 1 Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a result of email transmission. If you have received this message in error, please notify us immediately by reply email to the sender and confirm that the original message and any attachments and copies have been destroyed and deleted from your system. If you do not wish to receive future unsolicited commercial electronic messages from us, please forward this email to: unsubscribe@amecfw.com and include "Unsubscribe" in the subject line. If applicable, you will continue to receive invoices, project communications and similar factual, non-commercial electronic communications. \A 1 Energy, Mineral & Land Resources ENVIFONMENTAL OUALITY February 3, 2017 Commanding Officer MC13 Camp Lejeune c/o Neal Paul, Deputy Public Works Officer 1005 Michael Road Camp Lejeune, NC 28542 Subject: lZequest for Additional Information Stormwater Project No. SW8 110906 21) Anglico and 2N BN OPS Complexes Onslow County Dear Mr. Paul: ROY COOPER Governor MICHAEL S. REGAN Secretory TRACY DAVIS Director The Wilmington Regional Office received and accepted a modified Express State Stormwater Management Permit Application for 2D Anglico and 2N 13N OPS Complexes on January 26, 2017. A preliminary in-depth review of that information has determined that the application is not complete. The following information is needed to continue the stonnwater review: 1. 15A NCAC 02H.1003(g)(7): Please confirm the following information: a. In the drainage area exhibit provided for Section IV.10 ofthe application, the total built - upon area presented for the sand filter differs between the lop and bottom tables. �t 1` Additionally, in the table titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration Practice", the sum of the impervious areas associated with the sand filter differs from either total presented in the application. Please confirm the amount of built - upon area proposed for this drainage area. Please confirm the amount of built -upon area located within the drainage area of the infiltration basin. The information presented in the drainage area exhibit mentioned in the item above is different than the information presented in the supplement and the calculations. r'M c '7 c. Please confirm the surface area at the top elevation of the infiltration basin. This surface area presented on the supplement is different than in the calculations. d. Please confirm the top of the sand filter / grate elevation presented in storage volume section of the supplement. This elevation is intended to represent the top of the storage volume or the temporary pool elevation. e. Please confirm the drawdown of the sand filter and Pond A. "fhc drawdown time listed in the supplements are different than shown in the calculations. 15A NCAC 02H.I008(h): In order to waive the oflline bypass and vegetated filter strip, the infiltration system has been designed to handle 2.5 times the minimum required storage volume. However, per the options listed in the 13MP Manual, the system must drawdown within 5 days using a soils infiltration rate of one-half the rate reported in the soils report. The soils report lists the infiltration rate as being 2.59 in/hr, which is the same rate that was used to determine the drawdown time for the infiltration basin. Please provide additional information demonstrating that the infiltration basin has been designed to meet all of the requirements of the option presented in the 13MP Manual. 3. 15A NCAC 0211.1005(a)(3)(13)(iii) and 15A NCAC 02H.I008(h): The design storm used for the sand filter is listed as being 2.5 inches. Even though the UFC codes requires a design storm of 2.5 inches, the jurisdiction of the State Stormwater Management Program is limited to the 1.5 inch design storm. Please demonstrate that the sand filter will function properly under a design storm of 1.5 inches. State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington. NC 28405 910 796 7215 1' State Stormwater Permit No. SW8 110906 Page 2 of 2 4. 15A NCAC 021-1.1003(g)(8): Since the project area has changed and grassed swales are part of the stormwater system, please submit either a revised low density supplement or include grass swales on the O&M EZ form. 5. Due to the relatively minor nature of these comments, the express additional information review fee has been waived. Please keep in mind that changing one number may change other numbers and require the calculations, supplements, and other supporting documentation to be updated. Verify all numbers are correct to ensure consistency in the application documents. Please note that this request for additional information is in response to a preliminary review. The requested information should be received in this Office prior to February 13, 2017, or the application will be returned as incomplete. If the project is returned and you wish to re -submit to the Express Program; you will need to reschedule the project through the Express Coordinator for the next available review date and will need to resubmit all of the required items at that time, including the application fee. If you need additional time to submit the information, please email or fax your request for a time extension to the Division at the email address or fax number at the bottom of this letter. The request must indicate the date by which you expect to submit the required information, which shall be no later than 5 business days past the original due date. The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A. Please label all packages and cover letters as "Express" and reference the project name and State assigned project number on all correspondence. If you have any questions concerning this matter, please feel free to call me at (910) 796-7215 or email me at christine.hall@ncdenr.gov. Sincerely, Christine hall Environmental Engineer GDS/canh: A\\StormwaterAPermits & Projects\201 1\110906 HD\2017 02 addinfo 110906 cc: Brian Lowther, Amec Foster Wheeler Wilmington Regional Office Stormwater File State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources Wilmington Regional Office 1127 Cardinal Drive Extension I N9lmington, NC 28405 910 796 7215 Hall, Christine From: Hall, Christine Sent: Friday, February 03, 2017 4:06 PM To: 'Lowther, Brian', Thomas Bradshaw, David Towler Cc: Weaver, Cameron Subject: request for additional information - SW8 110906 Attachments: 2017 01 addinfo 110906.pdf Gentlemen, Attached is a pdf of the request for additional information on the modification to SW8 110906. Please let me know if you have any questions or concerns. I will be out of the office all day on Monday but will return on Tuesday. Have a great weekend! Christine Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 910 796 7215 office 910 796 7335 direct christine.hall@ncdenr.gov 127 Cardinal Drive Ext. Wilmington, NC 28405 I , I. T. Nothing Compares.... Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. 1 Hall, Christine From: Lowther, Brian <Brian.Lowther@amecfw.com> Sent: Friday, January 27, 2017 1:05 PM To: Hall, Christine Cc: Lowe, Lester; Riccitiello, Michael; Bradshaw CIV Thomas C; Towler, David W CIV MARFORCOM, I&E/PWD DESIGN Subject: Information requested from yesterdays express review meeting (SW8110906, SW8081015, SW8 161202) Attachments: P686_Redevleopment Exclusion Response Letter_2017_0127.pdf; SW8 110906 _Application Table_REV.pdf; USGS Quad 2d Radio.pdf; SW8081015_SWMR_01-27-2017 _rev.pdf; SW8081015_Application Tables_REV.pdf; Pond 15_Supplement_Wet Basin_Rev9 _Locked_REV_sealed.pdf Christine, Please find the attached documents requested from our express meeting yesterday: SW8110906— revised application table with all existing BMPs included SW8081015 — revised original application table and revised calculation and supplement with new SA/DA numbers SW8 161202 — Redevelopment Exclusion Response Letter I also included our USGS location map because I came back with a couple of them so you might not have gotten one. Let me know if you have any questions and hope you have a good weekend. Brian Brian Lowther, P.E. Project Engineer Amec Foster Wheeler Environment & Infrastructure 4021 Stirrup Creek Drive, Suite 100 Durham, NC 27703 Direct 1 (919) 765-9985 Email I brian.lowther@amecfw.com amecfw.com amec 1J foster wheeler This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by 17 law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a result of email transmission. If you have received this message in error, please notify us immediately by reply email to the sender and confirm that the original message and any attachments and copies have been destroyed and deleted from your system. This disclaimer applies to any and all messages originating from us and set out above. If you do not wish to receive future unsolicited commercial electronic messages from us, please forward this email to: unsubscribe@amecfw.com and include "Unsubscribe" in the subject line. If applicable, you will continue to receive invoices, project communications and similar factual, non-commercial electronic communications. ' Please click http://amecfw.com/email-disclaimer for notices and company information in relation to emails originating in the UK, Italy or France. SI�wT�pA rrke- ;, aPl �,x ale cook �i t� a amec U September 4, 2015 foster (Revised November 18, 2016) wheeler MBF Architects, P.A. 317-C Pollock Street New Bern, North Carolina 28560 Attention: Mr. David L. Griffith, Jr. Subject: Report of Geotechnical Exploration �� . 2nd Radio Battalion Complex (P1280) MCB Camp Lejeune JAN 2 6 2017 Jacksonville, North Carolina Amec Foster Wheeler Project No. 6466-15-5024 BY: Dear Mr. Griffith: Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler) is pleased to submit this revised report of our geotechnical exploration for the proposed 2nd Radio Battalion Complex (P1280) located in the North Wallace Creek area at MCB Camp Lejeune in Jacksonville, North Carolina. Our services were provided in general accordance with Amec Foster Wheeler Proposal No. 15PROP0005.MBFA. This report presents a review of the information provided to us, a discussion of the site and subsurface conditions and our recommendations. Appendix A contains a site location map, a boring location plan, boring logs and the results of laboratory testing. Appendix B contains calculations supporting the recommendations presented in this report. This report supersedes the report submitted on September 4, 2015 of the same name, as well as the two addendums to the report dated February 4 and April 1, 2016. The purpose of this exploration was to determine the subsurface conditions at the site and to provide recommendations for design of earth supported structures based on those conditions. The assessment of site environmental conditions or determining the presence of contaminants in the soil, rock, surface water or groundwater of the site was beyond the scope of this exploration. Project Information Based on the information provided from MBF Architects and NAVFAC MIDLANT, we understand that the proposed project includes constructing two, multi -story structures and associated parking areas to be used as the 2nd Radio Battalion Complex. 'Building A" is approximately 24,000 square feet and "Building B" is approximately 53,250 square feet. Based on preliminary project information, we Amec Foster Wheeler Environment & Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100 Durham, North Carolina 27703 Tel (919)381-9900 Fax (919) 381-9901 Licensure: NC Engineering F-1253 w .amecfw.com 2nd Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 2 of 14 understand that the proposed buildings will consist of low rise steel frame structures with reinforced concrete masonry walls, brick veneer, reinforced concrete floors and standing seam metal roof. A proposed surface parking lot area consisting of approximately 500 new spaces is located on the west side of the project site. See the attached Figures 2, 3 and 4 for the layout of the site. Based on preliminary information provided by the project structural engineer, we understand that the following loads for the proposed structures are anticipated: • Column Loads: 75 kips • Exterior Masonry Walls: 3 kips per foot • Interior Masonry Walls: 2 kips per foot • Typical Floor Load: 150 psf (including slab) • Mechanical/Electrical Room Floor Load: 300 psf (including slab) • Column Loads: 100 kips • Exterior Masonry Walls: 3 kips per foot • Interior Masonry Walls: 2.5 kips per foot • Typical Floor Load: 150 psf (including slab) • Mechanical/Electrical Room Floor Load: 250 psf (including slab) • Vehicle Bay Floor Load: 300 psf (including slab) Based on preliminary grading plans and current topographic survey, it is estimated that upt to approximately 2 feet of structural fill will need to be placed in the southern portion of the proposed structure footprint of Building A to achieve finished floor elevation of 23.0 feet. Minimal cut of less than 1 foot will be required to achieve finished floor elevation in the northeast corner of the building footprint. It is estimated that approximately 2 to 6 feet of structural fill will need to be placed within the proposed structure footprint of Building B with more fill being placed on the south side of the footprint to achieve finished floor elevation of 22.0 feet. The proposed parking area may require cut ranging up to approximately 8 feet and fill up to approximately 3 feet. Most areas have cuts of 2 to 4 feet. The deepest cuts are at the north end of the parking lot with most of the fill needed on the south end. In addition to the complex and parking lot, the project includes the realignment to the south of Construction Access Road #2 that currently crosses the site. The portion of the road that will be realigned will require fills of up to approximately 4 feet. Historic Information As required by the SAES, historic topographic maps, aerial photographs and the existing borings and geotechnical data provided by NAVFAC were reviewed to aid in evaluation of the site conditions and areas of man-made land or other subsurface anomalies. 20d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 3 of 14 Based on historic aerial photographs, the site for proposed Building A appears to have been graded during the construction of the adjacent structures. The area is currently covered in new sod and is relatively flat with a small downward slope from the northeast to the southwest. The site of the proposed Building B currently has an existing construction roadway running through the footprint of the structure. As part of this project, that roadway will be realigned around the structure. The historic geotechnical data and reports indicated a mostly sand profile with varying fines contents ranging in density from very loose to firm in the upper 15 feet and very loose to dense from approximately 37 to 67 feet below ground surface. Below these sands, very loose to very dense sands of varying fines contents, consisting of Castle Hayne deposits, was encountered. A thin layer of high plasticity clay was encountered in some borings between 13 and 16 feet below ground surface. Very loose and loose sands were encountered between depths of 7 to greater than 20 feet below ground surface in the majority of the historical borings. Some areas encountered sandy clay layers within the upper 10 feet of the soil profile while other borings encountered layers of sand with thin clay seams from around 5 to 35 feet below ground surface. Groundwater was generally reported within the upper 10 feet with some depths ranging as deep as 15 feet. These reports included foundation recommendations consisting of shallow spread footings for the proposed Anglico Headquaters and Storage Buildings and deep foundations or stone columns for support of the proposed parking structure. A foundation bearing pressure of 2,000 psf was included in the report recommendations. Limiting structural loads of 150 kips for Anglico Headquaters building and 60 kips for the Anglico Supply buildings were provided along with the foundation recommendations. Deep foundation recommendations for the proposed parking structure consist of pre -stressed concrete piles driven to a termination depth of 55 to 60 feet below ground surface to achieve capacities of 75 tons in axial compression and 35 tons in uplift. Exploration Procedures The exploration consisted of soil test borings at five locations within the footprint of the proposed Building A, seven soil test borings within the footprint of the proposed Building B and 10 borings within the proposed footprint of the surface parking area. Two cone penetration test (CPT) sounding with shear wave velocity measurements were performed, one in the footprint of Building A and one in the footprint of Building B. Six hand auger borings were performed for evaluation of the proposed roadway subgrade soils. Two of the six hand auger borings were performed in the area of the new roadway realignment and four hand auger borings with asphalt cores were performed in the existing construction roadway. The approximate boring and hand auger locations are shown on Figure 2 in Appendix A. Final boring locations were established in the field by a utility locating subcontractor based on locations proposed by Amec Foster Wheeler. The utility locating subcontractor also provided services to determine the presence of underground utilities and anomalies located within the area of the proposed soil test borings. These locations should be considered accurate only to the degree implied by the method used. Boring elevations were estimated using the topographic survey of the site. The borings within the proposed structure footprint were advanced using mud rotary drilling procedures to termination depths of 40 and 75 feet below ground surface. The borings located in the 2" Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 4 o/ 14 proposed surface parking area were advanced using hollow stem auger drilling procedures to a termination depth of 15 feet below ground surface. Samples were obtained by driving a 1-3/8 inch ID split -spoon sampler with an automatic hammer in general accordance with ASTM D1586 specifications. Sampling was performed continuously within the upper 12 feet of the soil profile and at intervals of 5.0 feet to termination depth, thereafter. Upon completion of drilling, the borings within the proposed building footprints were backfilled with cuttings from the drilling process and bentonite hole plug. Borings in the surface parking area were backfilled with soil cuttings. The CPT soundings consisted of slowly pushing a hardened sixty degree steel cone into the soil with hydraulic assistance and measuring the tip resistance, side friction and pore water pressure during penetration to termination depth, or refusal, whichever occurred first. These tests was performed in general accordance with ASTM D 3441 specifications. For shear wave velocity measurements, the cone was stopped at various depths, a source was used to generate a shear wave in the ground, and its propagation through the ground was measured by the cone. The results of the cone penetration test are useful in evaluation of foundation bearing capacities, settlement, liquefaction potential, soil strength and soil elasticity. Hand auger borings and asphalt coring were performed in areas of the existing construction roadway and in areas of the proposed new, roadway realignment. At each of the test locations within the existing roadway, asphalt cores were returned to the laboratory for testing. After coring through the asphalt and the aggregate base, Kessler Dynamic Cone Penetrometer (DCP) was performed to depths of approximately 14 to 24 inches below the pavement structure. Termination depth was limited by equipment limitations. Due to equipment limitations, at each of the test locations within the proposed roadway, a supplemental DCP test was performed from the ground surface to approximately 36 inches below ground surface in the adjacent shoulder. Hand auger borings were performed after completing DCP testing to depths of 36 to 48 inches below the pavement structure to classify the soils. Two locations tested with the new roadway alignment did not require asphalt coring. These test locations consisted of DCP testing from ground surface to approximately 36 inches below ground surface and hand auger borings to approximate termination depth of 94 inches to classify the soils. Boring logs were kept in the field by an engineer where the samples were visually classified in accordance with the Unified Soil Classification System. Representative portions of the samples were placed in plastic re -sealable bags and returned to our laboratory where they were reviewed by an experienced geotechnical engineer and the classifications were revised where necessary. Amec Foster Wheeler will store the test boring samples, available for inspection, for a period of ninety days after which time they will be discarded unless requested otherwise. Representative samples were selected for laboratory testing to determine their physical characteristics and engineering properties. The laboratory program included natural moisture content, Atterberg limits, particle size distribution (gradation), standard Proctor, and California Bearing Ratio (CBR) testing. Asphalt cores were tested for bulk density, theoretical maximum density and asphalt thickness. All testing was done in general accordance with applicable ASTM specifications. A summary of the laboratory test results and the results of the tests are included in the Appendix A. 20d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 5 or 14 The test boring records showing visual descriptions of the soil strata, sampling information, field test data, and select laboratory results are included in Appendix A. An information sheet describing the Unified Soil Classification System and the terms and symbols used on the boring records is also included in Appendix A. Testing results for CPT sounds and DCP results are presented in Appendix A. Chemical analyses were also performed to evaluate the corrosion potential of the onsite soils. Analyses included pH, soluble sulfates, chlorides, electrical resistivity, redox potential and sulfides testing. The tests were performed on one composite, bulk soil sample collected in the general vicinity of anticipated foundation and utility excavations. Laboratory test results are presented in Appendix A. Amec Foster Wheeler conducted an exploration to estimate depths to seasonal high water table (SHWT) and apparent water table (AWT) (if present), and in -situ soil infiltration tests. An Amec Foster Wheeler soil scientist advanced seven hand auger borings ranging from depths of 58 to 84 inches below the existing ground surface (BGS). Infiltration testing with a constant head permeameter was conducted within four areas proposed for permeable pavement and two areas proposed for bio-retention BMPs. The infiltration tests were conducted at depths ranging from 45 to 54 inches BGS, and in general accordance with ASTM D 5216 procedures. The evaluation and recommendations presented in this report were developed from an interpretation of the general subsurface conditions at the site based on information obtained from the soil borings, CPT soundings and DCP testing. The stratification lines indicated on the boring logs represent the approximate boundaries between soil types. In -situ, the transitions may be gradual. Site Conditions and Geology The area of the proposed 2"d Radio Battalion Complex is located in the North Wallace Creek area of MCB Camp Lejeune. The proposed site is located off Construction Access Road #2, located approximately 2.1 miles south of the Main Gate on Holcomb Boulevard. The site of the proposed structures is located to the south of the 2"d Intel Battalion Complex buildings that were recently constructed. The proposed surface parking area is located to the west of the proposed structures, adjacent to the construction area of the new base entrance, currently under construction. The proposed site for Building A is relatively flat with a slight downward slope from the northeast to the southwest with an elevation change of approximately 2 feet. The area is currently clear and covered in sod. The area of proposed Building B has greater elevation changes than Building A, ranging up to 5 feet. Currently, a drainage swale and an area of thick vegetation are located in the south side of the Building B footprint. The area of the proposed surface parking area is currently heavily wooded on the north side, and covered by low lying shrubs and felled trees on the south side. Topographical changes across the surface parking area range up to 18 feet. The project site is located in the Coastal Plain Physiographic Province. The Coastal Plain consists mainly of marine sediments which were deposited during successive periods of fluctuating sea level and moving shoreline. The formations dip slightly seaward and several are exposed at the surface in bands paralleling the coast. Many beds exist only as fragmental erosional remnants sandwiched between more continuous strata above and below. 2w Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 5 of 14 The soils in this province are typically of those laid down in a shallow sloping sea bottom; sands, silts and clays with irregular deposits of shells. Some of the existing formations contain predominantly plastic clays interbedded with strata of sands and poorly consolidated limestones. Others contain predominantly sands and chalky or porous limestones with local lenticular deposits of highly plastic clays. Subsurface Conditions In the area of the proposed structures, approximately 5 to 24 inches of organics laden soil was encountered at the surface in the majority of the borings. Beneath the organics laden soil material, uncontrolled fill was encountered in the majority of the borings ranging in thicknesses of 0.5 to 5.0 feet. Natural soils encountered beneath the fill consisted mainly of poorly graded fine sands with varying fines contents (USCS symbols SC, SM, SP-SM, SP-SC, SW, SP). The upper 15 feet of the soil profile is comprised of loose to medium dense sands. Below 15 feet the density of the sands are highly variable ranging from very loose to dense. A very loose layer of sand was encountered at a consistent elevation of -20 feet in the majority of the borings and was typically around 5 feet in thickness. Natural soils consisting of silty and clayey sands to clean sands were encountered in all of the borings performed in the proposed surface parking area. In the majority of the borings the density of the sands encountered was very loose to loose. Below elevation 15 feet, some borings encountered medium dense to dense sands. A thin, low plastic clay layer typically 2 feet in thickness was encountered in Borings B-13, B-14 and B-19. Elevations of the clay layer ranged from 23.4 feet to 18.5 feet. Groundwater Levels Groundwater measurements were taken at the end of drilling operations in borings performed using hollow stem auger techniques (Borings B-13 through B-22). No groundwater was encountered at the end of drilling operations in these borings with the exception of Borings B-13 and B-18 in which groundwater was encountered at 5.1 and 4.9 feet below ground surface, respectively. Measurements were not taken immediately after drilling in borings in which mud rotary techniques were used due to the use of drilling slurry. Based on the observed moisture condition of the soils in the borings and the historical reports, it is estimated that the water table in the building areas is approximately elevation 18 feet. Fluctuations in the location of the groundwater table may occur depending on variations in precipitation, evaporation and surface water runoff. Water could also be perched on less permeable layers. Soil Infiltration Rates Soil infiltration rate (Ksat) measurements were conducted with a Guelph Permeameter (GP). Test locations evaluated included Soil Borings (SB) SB-3 within proposed sand filter areas and NB-1 and NB-2 within proposed infiltration basin areas. The Kaat measurements were conducted in the unsaturated material above the apparent water table (if observed) on December 2 and 3, 2015, May 25 and 26, 2016, June 3, 2016 and August 4, 2016. These measurements were conducted at soil depths ranging from 46 to 66 inches BGS. Table 1 summarizes the in -situ Ksat measurements for each location. 2n° Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 7 of 14 Additional testing locations were performed in the area but are not included in this report. Data that is not presented in this report was used in early phases of the site design. Data presented in this report reflects that which is used in the civil site design. Table 1: In -situ Saturated Hydraulic Conductivity Measurements Test Location Approximate Existing Grade ft Depth (inches BGS) Method I Ksat cm/sec in/hr Prop osed Sand Filter Areas SB-3 15.0 46 1 In -Situ GP 6.3E-05 0.10 Pro osed Infiltration Basin Areas NB-1 30.0 66 In -Situ GP 9.6E-03 13.58 NB-2 27.0 30 In -Situ (GP) 1.8E-03 2.59 Seasonal High Water Table The hand -auger borings were terminated at depths ranging from 44 to 112 inches BGS. SHWT depths were estimated based on observation of soil characteristics through identification of low chroma redoximorphic features (mottles) and/or evidence of soil saturation. The low chroma mottles suggest past conditions of saturation and reducing soil conditions. Evidence of a SHWT was observed at depths ranging from 56 to greater than 124 inches BGS as indicated in Table 2. Additional testing locations were performed in the area but are not included in this report. Data that is not presented in this report was used in early phases of the site design. Data presented in this report reflects that which is used in the civil site design. Table 2: SHWT Estimates on November 18 and December 3, 2015, and May 24, 2016 Test Location Approximate Existing Grade ft SHWT Depth (inches BGS) AWT Depth (inches BGS Proposed Sand Filter Areas SB-3 15.0 44 56 Pro osed Infiltration Basin Area NB-1 30.0 96 > 110 NB-2 27.0 112 >124 Recommendations Recommendations developed for this project are based on the information outlined in the applicable portions of the Unified Facilities Criteria (UFC). The conditions encountered will allow support of the expected structural loads on shallow depth footings bearing in undisturbed natural soils or properly placed structural fill. Presented in the following sections are our recommendations for construction and design of earth supported structures. 21d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 8 of 14 Seismic Evaluation For the southeast region of the United States, large historical earthquakes occurred in New Madrid, Missouri in 1812 and in Charleston, South Carolina in 1886. The Charleston area is the most significant contributor to seismic site risk within the Craven County region. For determining the seismic Site Class, the UFC requires knowledge of the subsurface profile to a depth of 100 feet through subsurface exploration or understanding of the geology. The basis of the Site Class is the soil shear wave velocity. The UFC and building code also provide conservative estimation methods based on SPT N-values. For this evaluation, two cone penetration test (CPT) soundings with shear wave velocity measurements were performed to refusal at 48.6 and 82.7 feet below ground surface. Based on the shear wave velocity measurements in the soil profile and our knowledge of the area geology, Site Class D is applicable for this site. Liquefaction is a phenomenon that can occur during an earthquake when loose sands are present below the groundwater table. During liquefaction, shear waves cause strain reversal that can lead to the generation of excess pore water pressures in loose sands below the groundwater table and the sands lose shear strength and behave as a fluid. Following the earthquake event, the liquefied soils reconsolidate. Very loose, potentially liquefiable sands were encountered in all of the building borings between depths of approximately 30 and 60 feet below the ground surface. These layers were also encountered in the CPT soundings performed in both buildings. The thickness of the layers were variable. To evaluate liquefaction potential, the seismic hazard and associated ground motion values for the 2%PE50yrs (2 percent probability of exceedance in 50 years) earthquake event obtained from the USGS website (http://geohazards.cr.usgs.gov) were used to establish a target response spectra on a fictitious outcrop of rock having a shear wave velocity of 2,500 feet per second. The associated 2%PE50yrs earthquake for this site has a magnitude Mw of about 7.03 and a maximum ground surface acceleration of 11.2%g. The liquefaction potential was evaluated using the N-value methodology and CPT methodology. Using the 2%PE50yrs earthquake and the two methodologies, our analyses indicates that the very loose sands between approximately 30 feet and 60 feet are potentially liquefiable during the design earthquake event. Based on published literature, no surface settlement or collapse is anticipated due to the depth of non -liquefiable soils above the potentially liquefiable layers. Therefore, Site Class D is applicable for the site and mitigation of the liquefaction potential is not required for this project. General Site Preparation Unsuitable soils (noted as uncontrolled fill) may be encountered during subgrade preparation and excavation and shall be removed and replaced with select fill at the direction of the Contracting Officer. Per comments in September 2015, NAVFAC will allow up to 250cy of structural fill in the contract for this project. Site preparation shall be performed in accordance with the below recommendations and specification 31 23 00.00 20 "EARTHWORK & FILL" (the specification) provided in Appendix D. 2nd Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 9 of 14 Prior to the construction of foundations or the placement of compacted structural fill, all organic laden soils and other organic materials, frozen, wet and other deleterious material should be removed in accordance with section 3.2 of the specification. Following stripping or excavation to subgrade elevation, the exposed subgrade should be proof rolled. Proof -rolling requirements are provided in section 3.4.1 of the specification. The contracting office shall be notified a minimum of 3 days prior to proof rolling. The Contracting Officer shall be on site for all proof rolling operations. Should proof -rolling operations disclose soft, excessive pumping, yielding, or unstable soils, these materials should be excavated and replaced under direction of the Contracting Officer and in accordance with sections 3.3, 3.4 and 3.6 of the specification. Based on the soil borings, it is not anticipated at this time that undercut to remove unsuitable materials will be required. However, this situation may change based on proof -rolling operations once site grading has begun. The soils at the site can be excavated with conventional earthwork equipment. Care should be taken not to disturb the naturally deposited soils that will remain below the proposed construction. Fill material shall be practically free of debris and organic materials and have a maximum particle diameter of two inches. Guidelines for material classifications are provided in section 2.1 of the specification, based on material type and depending on which area of the site the fill is used. Per the specification, common fill shall be placed in maximum 8 inch, loose lifts. Backfll and select material shall be placed in maximum 6 inch, loose lifts. Compaction requirements are provided in section 3.10 of the specification. Soil Corrosion Potential A single, composite bulk sample of onsite soils (Sample CRS-1) was collected and tested for corrosion potential. Chemical analyses included pH, soluble sulfates, chlorides and electrical resistivity. Results of each test are tabulated below. Test Result Resistivity 3,300 ohm -cm pH 7.34 Chloride 6.96 ppm Water Soluble Sulfate 1095.7 ppm Based on results of the sulfate content testing and following the Portland Cement Association's Design and Control of Concrete Mixtures, 14th Edition, 2003 (see Table below; note that 0.10 percent by mass is equivalent to 1,000 ppm), sulfate exposure is moderate. As a result, cement type as indicated in table below is required for the use of construction. 20d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 10 or 14 Requirements for Concrete Exposed to Sulfate -Containing Solutions Water -Soluble MaximumMinimum Sulfate (SOa) Sulfate (SOa) Water - Design Sulfate Exposure in soil, in Water Cement Type** CementitiousCompressive Material percent by ppm* Ratio, Strength, mass* by mass Mpa (psi) Negligible Less than 0.10 Less than 150 No special type _ required Moderates 0.10 to 0.20 150 to 1500 Il, MS, IP(MS), P(MS), 0.50 28 (4000) I(PM)(MS), I(SM)(MS) Severe 0.20 to 2.00 1500 to 10,000 V, HS 0.45 31 (4500) Very Severe Over 2.00 Over 10,000 1 V, HS 0.40 35 (5000) ' Tested in accordance with the Method for Determining the Quantity of Soluble Sulfate in Solid (Soil and Rock) and Water Samples, Bureau of Reclamation, Denver, 1977. " Cement Types II and V are in ASTM C 150 (AASHTO M 85), Types MS and HS in ASTM C 1157, and the remaining types are in ASTM C 595 (AASHTO M 240). Pozzolans or slags that have been determined by test or service record to improve sulfate resistance may also be used. r Seawater. Note: Adapted from Design and Control or Concrete Mixtures, p. 150, by the Portland Cement Association, 14th Edition, 2003. Based on results of the testing and a reference from Florida Department of Transportation, 2015 Structures Design Manual (see Table below), an environmental classification of Slightly Aggressive should be adopted for designs of steel and concrete. Note that such a classification is made mainly based on the resistivity measurements of the tested samples. 2n° Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 11 of 14 Criteria for Substructure Environmental Classifications Classification Environmental Condition Units Steel Concrete Water I Soil Water I Soil Extremely pH < 6.0 < 5.0 Aggressive (If Cl ppm > 2,000 > 2,000 any of these SO4 ppm N.A. > 1,500 > 2,000 conditions exist) Resistivity Ohm -cm < 1,000 < 500 Slightly pH > 7.0 > 6.0 Aggressive (If CI ppm < 500 < 500 all of these SO4 ppm N.A. < 150 1 < 1,000 conditions exist) Resistivity Ohm -cm > 5,000 > 3,000 Moderately Aggressive This classification must be used at all sites not meeting requirements for either slightly aggressive or extremely aggressive environments. pH = acidity (-Iog,oH4; potential of Hydrogen, Cl = Chloride content, SO4 = Sulfate content. Note. Adapted from Structures Design Manual; p. 1-4, by the Florida Department of Transportation, 2015. Shallow Foundations If the above described site preparation and fill placement procedures are carried out, the proposed structures may be supported on shallow foundations consisting of column and wall footings bearing on approved natural soils or on properly placed and compacted fill. The footings should be designed for a net allowable bearing pressure of 2,500 psf. Minimum footing widths of 18 inches for wall footings and 24 inches for column footings are recommended. In order to provide adequate frost protection and develop the bearing capacity, all exterior footings should be located at least 18 inches below finished grades. Interior footings may be embedded a nominal depth in an area that will not be subject to frost heave. To minimize placement of backfill adjacent to the foundations, the footings should be excavated to neat lines with concrete cast directly against the cut faces, if possible. We recommend that a geotechnical engineer or technician observe the footing excavations immediately prior to placing concrete. He should compare the soils exposed with those encountered in the soil test borings and see that the exposed soils are capable of supporting the design footing pressure. Any soft or loose soils should be undercut to suitable material and backfilled with approved soil fill materials, clean stone, or lean concrete. Soil backfill should be compacted as described above. Footing excavations bearing in properly compacted fill need to be checked and cleaned of any loose soil prior to concrete placement. All foundation bearing areas should be level or suitably benched and free of loose soil, ponded water and debris. We anticipate that total and differential settlement for foundations designed as indicated above will be less than 1 inch and %2 inch, respectively. Due to the granular nature of the materials on site, the majority of the settlement should occur rather quickly during the construction process. 2"d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 12 of 14 Slabs -on -Grade The slab subgrade should be prepared in accordance with the procedures outlined above. Based on the characteristics of the on -site soils, we recommend that the slab be designed using a subgrade modulus of 100 pounds per cubic inch. Floor slab settlements are calculated to be less than % inch based on the loads provided. A 4-inch thick layer of washed stone or stone and coarse sand, as well as a suitable moisture barrier, should be provided beneath all slabs to prevent capillary rise and a damp slab. Even though the groundwater level may not be close to the finished floor elevations, low permeability layers located near the surface could temporarily trap surface water causing water related slab problems if moisture barriers are not provided. The slab should be jointed around columns and along footing supported walls so that footings and slabs can move differentially without damage. Piping underneath the slabs should be avoided whenever possible. Construction activities and exposure to the environment may cause deterioration of prepared slab subgrades. Therefore, the final subgrade soils should be observed by the geotechnical engineer or his representative immediately prior to slab construction to determine their condition to decide if undercutting and replacement of loose or soft soils is required. Pavement Traffic loads were not provided for our analysis as part of this project. However, it is anticipated that typical asphalt and concrete pavement sections could be used for this project. Four CBR tests were performed in accordance with ASTM D1883 and ASTM D698. The tests were performed on bulk samples collected from the cuttings generated by the borings in the proposed surface parking area. A roadway assessment was also performed including coring of the asphalt materials, performing Kessler Dynamic Cone Penetration (DCP) testing and hand augering the subgrade soil materials. Recovered samples were returned to the laboratory for index testing. Based on laboratory testing and DCP testing data a CBR value of 10 was used in design of pavements constructed on the sands at the site. Plans provided to us indicate that asphalt paved areas will include driveways for passenger vehicles, tactical vehicles and garbage trucks and parking areas for vehicles. Traffic volumes have not been provided for this project, but we have assumed traffic loads of 500,000 ESALs for the heavy duty traffic (roadway and drive areas as well as areas of truck and tactical vehicle traffic) and 150,000 ESALs for the light duty traffic (surface parking areas). The on -site soils in general provide good subgrades for pavements. Infiltration of water into the subgrade can adversely impact the subgrade soils. Therefore, prevention of infiltration of water into the subgrade is essential for the successful performance of the pavement. Both the subgrade and the pavement surface should be sloped to promote surface drainage. Based on the assumed traffic volumes, the following flexible pavement thicknesses are recommended for the heavy and light duty traffic areas. If it is found that the anticipated traffic loads are greater than those assumed, the pavement section will have to be recalculated. 21d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 13 of 14 Presented in the table below are the recommended properties and thicknesses for flexible pavements. Values presented below meet or exceed those specified in UFC 3-250-01 FA. Material Thickness inches Heavy Duty Light Duty Asphalt Surface Course 1 3 Asphalt Intermediate Course 3 - Aggregate Base Course 6 6 Pavements and bases should be constructed in accordance with the guidelines of the latest applicable Unified Facilities Criteria (UFC), Department of Defense. Materials, weather limitations, placement and compaction are specified under UFC 3-250-03 (Standard Practice Manual for Flexible Pavements) and UFC 3-250-4 (Standard Practice for Concrete Pavements). The asphalt, stone and subgrade of the existing Construction Access Road #2 were evaluated based on observations of the condition, laboratory test results, field test results and subsurface stratigraphy. Based on the evaluation, the existing pavement structure is suitable to remain as part of the final pavement section. An overlay of at least 1 inch of asphalt surface course would be required for the final roadway and the assumed traffic loading. Rigid pavements should be designed using a subgrade modulus (k) of 120 pounds per cubic inch. Based on UFC 3-250-01FA, we recommend that rigid, plain concrete pavements be at least 6-inch thick concrete underlain by 4 inches of aggregate base. Rigid pavements that should be designed using these criteria include the concrete parking/maneuver area surrounding the east and south sides of proposed Building B. The concrete pavement thickness assumes that the concrete will have a 28-day compressive strength of at least 4,000 psi. Joints for the concrete pavement should be laid out in a square or rectangular pattern and spacing should not exceed 15 feet. The depth of joints should be approximately one-fourth of the slab thickness. Construction Considerations When soils similar to those at the site become saturated, they lose strength and become difficult to compact. Therefore, the contractor should promptly remove any surface water or groundwater from the construction area. This has been done effectively on similar construction projects by means of gravity drainage and sump pumping. The surface soils should be protected from excessive infiltration and surface water by grading the site to promote the rapid clearing of rainwater and surface runoff from the building areas both during and after construction. Additional Services Recommended 1. Site Preparation and Proofrolling: The geotechnical engineer or technician should observe the site after it has been stripped and the building pad regraded. The engineer should determine the ?'0 Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 16, 2016 Amec Foster Wheeler Project No. 6466-15-5024 Page 14 of 14 extent of undercutting or in -place densification necessary to prepare the subgrade for fill placement or for slab support. 2. Fill Placement and Compaction: The geotechnical engineer or technician should observe any required filling operations and take sufficient in -place density tests, approve borrow materials used and determine if their existing moisture contents are suitable. 3. Footino Excavation Examination: The geotechnical engineer or technician should examine all of the footing excavations for the building. In -place soils should be checked to verify that the design bearing pressures recommended are available and that unsuitable soils are not present near the bearing surface of the footing excavations. Based on the examinations, the engineer would either approve the bearing surface or recommend that unsuitable soils be undercut to expose satisfactory bearing materials. Closing These analyses and recommendations are, of necessity, based on the concepts made available to us at the time of the writing of this report, and on -site surface and subsurface conditions that existed at the time of the exploratory borings. Further assumption has been made that the limited exploratory borings, in relation to both the area extent of the site and depth, are representative of conditions across the site. If, during the design phase, or later construction phases, conditions are encountered which differ significantly from those reported herein, we should be immediately notified so that our analyses and recommendations can be reviewed and/or revised as necessary. We appreciate the opportunity of providing our services to you during the exploration phase of this project and look forward to assisting you during the design and construction phases as well. If you have any questions concerning this report or any of our testing, inspection design or consulting services please do not hesitate to contact us. Respectfully submitted, Amec Foster Wheeler EnvironWpnt Infrastructure, Inc. OESslof SEAL r 043298 b Brian J. Weyer, P.E. 11`f 0�2 Bon Lien, Ph.D., P.E. Geotechnical Engineer FA'�INEE;�Q \�� Principal Engineer - Geotechnical Registered, North Carolina'Og1*� WE Registered, North Carolina 030132 rr/fII11111��\ Hall, Christine From: Riccitiello, Michael<michael.riccitiello@amecfw.com> Sent: Tuesday, December 20, 2016 11:52 AM To: Hall, Christine Cc: Weaver, Cameron, Lowe, Lester Subject: RE: Express request for 2nd radio battalion Attachments: 2nd Radio Stormwater Site Plan.pdf Christine, I'll see if this one can make it through. The attachment includes the site plan, drainage plan, and details for the stormwater features at 2"d Radio. If I need to cut it down I will. And if you'd like to see the final grading, just let me know and I can send that along as well. Thank you for your help! And have a great holiday. Mike Riccitiello, P.E., PMP Project Manager, Amec Foster Wheeler Environment 8 Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100, Durham NC 27703 U.S. T +1 919 381 9900 D +1 919 765 0067 M +1 919 599 5479 michael.riccitielloa),amecfw.com amecfw.com From: Hall, Christine tmailto:Christine.Hall@ncdenr.gov] Sent: Tuesday, December 20, 2016 11:35 AM To: Riccitiello, Michael<michael.riccitiello@amecfw.com>; Weaver, Cameron <cameron.weaver@ncdenr.gov> Subject: RE: Express request for 2nd radio battalion Just a site plan or something showing the BUA and treatment measures. Thanks! Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 910 796 7215 office 910 796 7335 direct christine. hall()ncdenr.gov 127 Cardinal Drive Ext. Wilmington, NC 28405 Nothing Compares Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. From: Riccitiello, Michael [mailto:michael.riccitiello@amecfw.comj Sent: Tuesday, December 20, 2016 11:33 AM To: Hall, Christine <Christine.Hall@ncdenr.gov> Subject: RE: Express request for 2nd radio battalion Christine, Thank you very much for the heads up on the changes. My permit expert, Brian Lowther, is out today but will be back in the office tomorrow. I'll have him take a look and get back to you on whether or not we'll be doing it under the old rules or the new. As for the plans —do you need full site plans (everything) or just site plan and grading/drainage? Depending on what you need, I may have to cut it down into smaller chunks to e-mail the PDF. Thank you again. Mike Riccitiello, P.E., PMP Project Manager, Amec Foster Wheeler Environment & Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100. Durham NC 27703 U.S. T +1 919 381 9900 D +1 919 765 0067 M +1 919 599 5479 michael.riecitiello(a?amecfw.com amecfw.com- From: Hall, Christine [mailto:Christine.Hall@ncdenr.gov] Sent: Monday, December 19, 2016 4:02 PM To: Riccitiello, Michael <michael.riccitiello@amecfw.com>; Weaver, Cameron <cameron.weaver@ncdenr.gov> Cc: Thomas Bradshaw <Thomas.bradshaw@usmc.mil>; David Towler <david.towler@usmc.mil>; Lowe, Lester <Lester.Lowe @amecfw.com>; Lowther, Brian <Brian.Lowther@amecfw.com> Subject: Express request for 2nd radio battalion Mike, Cameron has approached me to schedule the express submittal meeting for this project. However, it doesn't look like a site plan has been provided. Can you please send one so I know the scope of the project? Also, since this meeting will be scheduled in the new year, I just wanted to give you a heads up that the new rules were passed by the RRC on November 17"' and are effective January V. I've attached the "almost" final version for your review. This version was submitted to OAH for publication and still show the underlines and strike -through. I understand that OAH is working on entering the rules into the code and the final version should be available on the OAH rules website as of 1/1/2017. The reason I bring this up is because there is a provision in the revised 15A NCAC 02H.1001(5) that addresses projects that wish to follow an earlier version of the rule. If it is desired to permit this project under the current rule, then documentation will be needed to demonstrate the project meets one of the options outlined in this section of the revised rule. There is also the option of permitting under the revised rule too. Either way, I'd like to know which way you intend on going so I can be prepared. Please send that site plan so we can get you scheduled. Thanks! Christine Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 910 796 7215 office 910 796 7335 direct christine.hall(oDncdenr.gov 127 Cardinal Drive Ext. Wilmington, NC 28405 A, Z.- !/ Nothing Compares.- . Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. amec foster wheeler This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. 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I I '�—aE�51'�ISIXI[4L/:dCHr[SW a { ���"j ¢�+nrz I I src 11 QI �r, I f ai sin u+runt pn sss nr [ RIM1L nR R94II � lil � R'le�uLlwL a �I I i ¢rw �mn��i a ersx,anonw nu s�mw�wL [1bIM6 S!K Y.[ .4MFAL •� TxTi�L�Jt$li I iYJllllllllll) 1. tGwltR<1GN SIM.(NFI$ I I. YCIE%M901f � I s ,- ,1 ter- I , � I. � .I i I.:,> c �} ann ui� �r lul `-Imn i�i 1 nnllnlu 71 u t ul s e IU"lei y ,' i' I RSA rn I egg cv /� I •fip; � �I a oo C 9 u cun1C SUL[' o' [ ij LL c I rt n F nn rt c E srw � 3 i Lxem mw Lcmn ew- L. `p pac. Iv � f0l r41 I IEI Iw _T.. I �: � tL "Z 12I I9620_ c 3 FILL-IN all the information below and Permit Coordinator along with a cJm ap ckage of the project location. Plea: For DEO Use ONLY Revlewe[ North Carolina Department of Environmental Quality sLy Request for Express Permit Review 1 x1 TnTe' Conh.r. 'K the Permits) you are requesting for express review. Call and Email the completed form to the application package. • Asheville Region -Alison Davidson 828-296-4698;alison.davidson@ncdenr.gov related to this Proiect • Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee@ncdenr.gov • Mooresville or Winston Salem -Marcia Allocco 704.235.2107; marcia.allocco@ncdenr.gov SW_ .. Washington Region -Lyn Hardison 252-948-3842 or lynhardison@ncdenrqov SW • • Wilmington Region -Cameron Weaver 910-796-7303 or cameron. weaver@ncdenr.gov SW_ NPDES �CSt NOTE: Project application received after 12 noon will be stamped in the following work day. NPDES _ \„ WQ Project Name: 2ND RADIO BATTALION COMPLEX OPERATIONS CONSOLIDATION County: ONSLOW WO'\ Applicant THOMAS BRADSHAW Company: PUBLIC WORKS DIVISION. CAMP LEJEUNE E&S _ Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 2854T E&S Phone:910-451-3238, Fax:910-451-2927, Email: THOMAS.BRADSHAW@USMC.MIL Other_ Physical Location: BATTALION COMPLEX ROAD, CAMP LEJEUNE Project Drains into NSW waters — Water classification SB (DWR Surface Water Classifications Map) Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within 1/2 mile and draining to class SA waters N or within 1 mile and draining to class HQW waters? Y/N Engineer/Consultant: MIKE RICCITIELLO Company: AMEC FOSTER WHEELER Address: 4021 STIRRUP CREEK ROAD City: DURHAM, State: NC Zip: 27703-_ Phone: 919-765-0067, Fax: 919-381-9901, Email: MICHAEL.RICCITIELLO@AMECFW.COM PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE S_ 4 JOBS RECT DEC K SECTION ONE: REQUESTING A SCOPING MEETING ONLY ❑ Sopping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ 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 fl 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 1 # Treatment Systems ® High Density -Infiltration 1 #Treatment Systems ❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems ® High Density -Other 1 # Treatment Systems/® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8110906 (Provide permit a) ❑ 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 # & Amt. (for DEQ 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: Oacre(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 For DF.Q use only Fee Split for multiple permits: (Check # ) Total Fee Amount$ SUBMITTAL DATES Fee I SUBMITTAL DATES Fee CAMA S Variance (❑ Mai; ❑ Min) $ SW (❑ HD, ❑ LD, ❑ Gen) S 401: $ Los S Stream Deter,_ $ NCDEQ EXPRESS March 2016 C X Weaver, Cameron From: Riccitiello, Michael<michael.riccitiello@amecfw.com> Sent: Monday, December 19, 2016 1:27 PM To: Weaver, Cameron Cc: Lowe, Lester; Lowther, Brian Subject: RE: Camp Lejeune Permits - Amec Foster Wheeler Attachments: 2nd Radio Stormwater Express Request.docx; 2nd Radio Stormwater Narrative.pdf Cameron, I'd like to go ahead and schedule an express stormwater review for 2n' Radio Bn Complex (P1280) sometime in late January. I've attached the form and stormwater narrative — is there anything else you need from me to schedule this meeting? Thank you. Mike Riccitiello, P.E., PMP Project Manager, Amec Foster Wheeler Environment & Infrastructure, Inc. 4021 Stirrup Creek Drive, Suite 100, Durham NC 27703 U.S. T +1 919 381 9900 D +1 919 765 0067 M +1 919 599 5479 michael.riccitiello@amecfw.com amecfw.com From: Weaver, Cameron[mailto:cameron.weaver@ncdenr.gov] Sent: Monday, December 12, 2016 11:15 AM To: Riccitiello, Michael<michael.riccitiello@amecfw.com> Subject: RE: Camp Lejeune Permits - Amec Foster Wheeler We are scheduling mid -January at this point, so get the request packet on in and I'll get things moving for you. Cameron Cameron Weaver Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and Customer Service 127 Cardinal Drive Ext. Wilmington, NC 28405 910-796-7303 NCDEQ NEW WEBSITE: http://deg.nc.gov/ DEACS NEW WEBSITE: http://deg.nc.gov/about/divisions/environmental-assistance-customer-service E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties. From: Riccitiello, Michael [mailto:michael.riccitiello@amecfw.com] Sent: Monday, December 12, 2016 9:54 AM To: Weaver, Cameron <cameron.weaver@ncdenr.gov> Cc: Lowe, Lester <Lester.Lowe@amecfw.com> Subject: RE: Camp Lejeune Permits - Amec Foster Wheeler Cameron, I hope the holidays are going well on your end. I wanted to re-engage on the permit packages we currently have in the works. For the MARSOC P1219/P1288 project, we are going non -express and plan to have those packages in sometime in mid to late January. For 2nd Radio Battalion, we just turned in the final design drawings last week and would like to go ahead and schedule an express review meeting for stormwater. About how far out are you scheduling those meetings at this point? Mike Riccitiello, P.E., PMP Project Manager, Amec Foster Wheeler Environment & Infrastructure. Inc. 4021 Stirrup Creek Drive, Suite 100, Durham INC 27703 U.S. T +1 919 381 9900 D +1 919 765 0067 M +1 919 599 5479 michael.riccitiello@amecfw.com amecfw.com From: Weaver, Cameron [mailto:cameron.weaver@ncdenr.gov] Sent: Thursday, September 29, 2016 6:07 PM To: Riccitiello, Michael<michael.riccitiello@amecfw.com> Subject: RE: Camp Lejeune Permits - Amec Foster Wheeler Sewer Extensions are handled in this office through their Fast Track program and the best contact is Dean Hunkele at 910-796-7380 or Dean.Hunkele@ncdenr.gov . We are currently scheduling 3-4 weeks in Express, so send me your request materials for each project. Water Extension permits are handled through Public Water's Central office I think. A contact in this office is Bryan Lievre at 910-796-7369 or Bryan.Lievre@ncdenr.gov . Let me know of any issues. Cameron Weaver Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and Customer Service 127 Cardinal Drive Ext. Wilmington, NC 28405 910-796-7303 NCDEQ NEW WEBSITE: http://deg.nc.goy/ DEACS NEW WEBSITE: http://deg.nc.goy/about/divisions/environmental-assistance-customer-service E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties. From: Riccitiello, Michael(mailto:michael.riccitiello@amecfw.comj Sent: Thursday, September 29, 2016 2:58 PM To: Weaver, Cameron <cameron.weaver@ncdenr.gov> Cc: Lowther, Brian <Brian.Lowther@amecfw.com>; Lowe, Lester <Lester.Lowe@amecfw.com> Subject: Camp Lejeune Permits -Amec Foster Wheeler Cameron, I wanted to get in touch with you regarding two of our remaining projects: P1280 (2ntl Radio Battalion) and P1219/P1288 (MARSOC 2"d MSOB and CSS Facility). Each of these will have stormwater, E&SC, and water extension permits. I'd like to start looking into scheduling these, and I wanted to find out how far in advance are you booking permit appointments? Both of these have completed scoping meeting already. Last question for you — do you handle the water extension and/or sewer permits, or does that go through the central office in Raleigh? Thank you. Mike Riccitiello, P.E., PIMP Project Manager, Amec Foster Wheeler Environment & Infrastructure, Inc. 4021'Stirrup Creek Drive, Suite 100, Durham NC 27703 U.S. T +1 919 381 9900 D +1 919 765 0067 M +1 919 599 5479 michael.riccitiello@amecfw.com ameclw.com d.1 amec faster wheeler This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a result of email transmission. If you have received this message in error, please notify us immediately by reply email to the sender and confirm that the original message and any attachments and copies have been destroyed and deleted from your system. This disclaimer applies to any and all messages originating from us and set out above. If you do not wish to receive future unsolicited commercial electronic messages from us, please forward this email to: unsubscribe@amectw.com and include "Unsubscribe" in the subject line. If applicable, you will continue to receive invoices, project communications and similar factual, non-commercial electronic communications. Please click http://amecfw.com/email-disclaimer for notices and company information in relation to smalls originating in the UK, Italy or France. Express Stormwater Permit Stormwater Narrative 2"° Radio Battalion Complex Operations Consolidation MCB Camp Lejeune, NC December 19`h, 2016 The 2" Radio Battalion Complex Operations Consolidation (2"d Radio Battalion) project site is located at MCB Camp Lejeune, in Onslow County, North Carolina in the White Oak River Basin. A portion of the 2n1 Radio Battalion site is permitted under SW8 110906 (January 31, 2013) for 2D ANGLICO and 2D BN OPS Complexes and a portion is new development to be covered under a new stormwater permit. Construction of 2D ANGLICO and 2D BN OPS Complex (2nd Intel Battalion) is nearly complete. Existing conditions on site are sodded yard, asphalt -paved construction drive, construction parking and trailers, utility easement corridors, and undisturbed area. The site drains to Wallace Creek, classified as SB, NSW (19-20). No impacts are proposed to any wetlands on site. Fifty -foot buffers around wetlands will also remain intact. A licensed soil scientist determined seasonal high water table (SHWT) levels for an infiltration basin and sandfilter. For the infiltration basin, the SHWT depth below ground surface (BGS) ranges from a minimum of 30" BGS to greater than 66" BGS, where hand auger depths were terminated. The infiltration rates were 2.59 and 13.58 in/hr (2.59 was used for the design). For the sandfilter the SHWT is approximately 46" BGS. A capped landfill located east of 2"d ANGLICO and 2nd Intel Battalion will remain undisturbed. 2"d Radio Battalion is located to the south of 2"d Intel Battalion and parking is located to the west of ANGLICO/Intel and the utility easements. According to base personnel, unexploded ordnance is not a concern for this site. Scope of project 2" Radio Battalion, Phase 1 is a federally funded military construction (MILCON) project. It consists of two, one-story buildings with the accompanying utilities located to the east of Battalion Complex Road. Privately owned vehicle (POV) parking for 2"d Radio Battalion and additional parking for the existing development will be located west of the 100-ft wide Duke Energy transmission easement in a 535-space lot. Phase 2 is for future development under a separate contract. The limits of disturbance for 2nd Radio Battalion is 16.75 acres. This is a high density development. The state stormwater requirements for the proposed development are to treat the first flush (1.5" for coastal counties) for 85% total suspended solids (TSS) for the net increase in impervious area associated with the new development. The site also meets federal pre- and post -development runoff control requirements for the 95" percentile storm. The net increase in impervious area will be treated by an infiltration basin, sandfilter, and the existing wet pond. The existing Wet Pond A (SW8 110906) designed and constructed as part of ANGLICO and Intel Battalion, has capacity to capture and treat runoff from 2"d Radio Battalion east of Battalion Complex Road. The sand filter is located at the south end of the POV parking lot west of Battalion Complex Road to capture and treat runoff from the parking lot. The infiltration basin is located north of the POV parking lot and will capture and treat runoff from the parking lot and entrance road. Stormwater Narrative Page 1 Grading of the site was carried out with an effort to balance cut and fill and to achieve positive gradient with adequate ground slopes. Drainage structures will be located so as to maximize their effectiveness and efficiency in capturing surface runoff. No wetlands or buffers will be disturbed as part of this project. The existing 100' power transmission and 40' gas main easements will be disturbed with the following activities: construction of an access drive from Battalion Complex Road to the POV parking lot area, two sidewalks, and an outlet pipe for the sand filter, and limited grading. The outlet pipe will be provided to convey runoff routed from the wet pond perpendicularly across the easement and discharged at the east side of Battalion Complex Road. Construction will be carried out so as to minimize the disturbance to the easement and maintain vertical clearance beneath the 240 kV transmission lines and over the 8" gas main. All activities will be approved with Duke Energy. An 8" water line will be looped from the water main that runs in a north -south direction along Battalion Complex Road. Domestic water and fire lines will be tapped from this looped water line to serve the two buildings. Sanitary sewer will be carried by gravity flow to the main collector on Battalion Complex Road. The gravity line discharges to a lift station at the south end of Battalion Complex Road and a force main then travels north up the opposite side of the road. Water service and wastewater treatment are provided by the Utilities Department at MCB Camp Lejeune. A geotechnical report is complete and available for review. Results of a soil investigation to determine seasonal high water table (SHWT), apparent water table (AWT) (if present), and in situ saturated hydraulic conductivity (K,,,) testing are included as an addendum to the geotechnical report. Stormwater Narrative Page 2 AREA 1 AREA 3 AREA 4 sign on on 1 L J 4 J x......�. �] SITE NOTES u¢[nx 1 �,� xAlu[rEa !' Lxcv ure rtrcL $J! spp wWIF m[ "E,,C 11% RISEd4 LPAv i A. Ed TAG MTE V4/SIRYLIua[ l0 alYYx - 0aIVEW.I ] v I AII1 v.r. xllx 1.1.11,, SlaoS I.. ELSm4 u?!WI `II VOC 9"' IL."5 1.14PY pJ[px: L Y P Y [ F LIE u L x 1 5 C E9x.41N11t i� AT, .""A., W.ar',x0 5191P (95'-0 I3.50'-0-) _ ... 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EIDER L E MF AG • AE /CUSS NP STORM PH' . 111 L'NSIA s M IVIY[ I ! E'tl[ S W OR ILSS Or COVFA .. @OY ML 10P 01 TEL PPL 10 THE PREFER CRIOL ;Mi IF 1 na . Sl L STI MEET R OSMO [nx I,H noc WELL. S. FILTER 1111111,111S ISI I@ Cf YlO m ¢P Q E0 IF 4E.5 WIRE 9IL2 2F Y DO > - WMSI4LCFm ' l FEED n ELEVATIONS so o SE AAUEnUs 4 < OR S ISWIES Sx0 FOR SO OAIx.Q PIPES HL MEASURES FROM DIETER m STORM SSIAUCMPES LET 5 �C E) mo m wo F HIT HIRED SECTIONS. SHIELD LCF elAoLET FS m OR IN5 .LMI. O GE.EWLGU➢'SOYOFS Qq 1. pL1YRN RETIRED R [0 SIAFI LION 10 N p RI\C M15K I'LETS LESTER'. LXI . _ Ofl EVPIIL 54E=-+CO RT 0 W' IM .�u.�. uIF. — wO 1 J I C 5 FSE� RE AREA E1R „ rsl A�cl 1I iL—�, y K� �J :11"91 s- I. F,.IE \ i 17>• I II 1`I'i } 1� I I t r A t Ac / .. l l 1 �1,1 /I I TR } +s �� ���,C vI n�nEnlll y N Ilrl rl1Vj1� �4 B=— IWE I „v -WC � it lllll llpIF Al 11y U 1thn/ii/—-- III I✓illlljil o,HE WV `V ♦` A\ All AL� \FEY A. \P — n \11i 4 IN o-I=x=s AS. , Y `\F y � ! DRAINAGE PLAN 3 grrc IS i uu s..-I.A.A[ .c 1 AREA SW I I 13 I 4 M SUILICT IDESTNC SIDLES [OIIWRRE IO 9[Y.'X RV s aR ISYSTIC HBO. CIS c ASPIVALF MI'C5C9 YNIN rE ,,. Y I! 4 YEA YiI [MI C l S[ 4 EL , ITC SAII II OF FIEF EASE IS TIESCRW CLC 'u IMYS UNDER. EFCmc a ,L•S 6 1@ 11 NO. IS SIM ".A, ARE IR rw rt u ® Co t CRan 1 1 , CONCEPT, SL,F SEDIC SNf / �n EF 3 © ( � ASIA [S.CwI ,O,r 6'.CNEMOUS, FINTHEI C . G F s,FIRCIF b FIT co ou nosseu.oA( ® (6rCM Q (UI I'ALB I I PITH C EP i [D, ,VCI.,S ERIBI [ A, X[ KU 111 11. END ® r C Sm STIR YCu E 6I'. G SAAEAP ROPER FORCE .11 • REAL,KL 0 OF mIIWWJHICAT*N STRUCTURES m No � aONICS SLOW. .RE LIBIDINAL DEPEND UJEI 1 CREBI .1 SHOWN . Snl AWAY( 11 EASY HIDES a D.111 ,SLY IM11 AEI IUVOAA O IL E RL'. RsauCY ITS ATERES .,RI UP, suWn IRON", Oi WITY1, III N CoNECIANTS DARE s/Ps/OE s AND HEARING BE 'OLDS L G tTI E.I'D .1 AIS SF09M OWJ+AGE NOTES F. SEND, DRAWN.. PEES I'. BE: .. ECP/CUSS a FOR SmNA CR4Nml PIR .. RCP/CLASS Y FDA SIOIY OAUY.. 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CONIOURM C1.11 cox10UA -- EXETING SHRUBS FUMING .IDX41 rslvG rom O9\ [XISIEA ME S111"I PEWDUATY PAN EXISIII:O UACT ALPCL'II EII[IN'F USING BEFTOW BEB.X I.! NO BNEEPREFORSIC CENAMIC.11Mls ORPINAO 1.1TRE¢ R NllBill.Bl IOGTI L STAY UP IS T"S PAGES LNE — ITERN BUD Pi[ GARAGE SIAIR 1.111 YIN O CONCAR[ 1.111, 101CREE SUB ..—I 1.00 SPEAME 110[ ©Nm oM E wrz urc a Bw PAGE AS. BE EXIS1 O PRL Al 111[IPItAL WNN1LL �- LXSI. L [OY U [ IION SIRUL: LLP[ ' RIM E IL1[C NPEAIICNS STRICTURE ® TOT ®AIMED NO NI END s.11" A) EXRI CIETEREG A-1k IS, NO "MER AN. r .'INS [ILCIP. SIRUCIUPL �--� IRA A O LIBLIANNI AGE " LL rl0 "I ® CETI 'TOM, SUIT, YARWA( EX I SMEARY SUER FORCE YAW • PEPEA Pa.[ to LI m BE. A.IIOY SIRVCTU,IS wPNAN OTES ."IS SYLY. ME IpRRC(14 GRE:YO MISGRORNIP1. CASPIE"I'll IRE EBB. IN STATE 1 N[ WO unelryou wm ! .IOS MI lAGBRS0N. NATURAL SUTV s TAAN T GSRIS GIO A 4rtY.L P,. ) .NAIL BE A. ENGINEERING. OA10 NAY BOOB. "'RI, o4ANA0 NOTES T. SIOAY CUBAN. PI AjSF R PC / UI FOR STORU DRAINAGE PIPE AI CLASS !i IS GAL VR NAG 1, M UNCB (E CE "I BPIPE IN STOW BRAIN STRUCTURES AUDI BE RNSYEO m nx POPE 11 3. UNDER NO EUCLMTAMPUS NOTE MMR N A.O=EE IO "OWAREAS ADS PIPES ME BEING C STMTED AIM Yl5n PA EMPIC.S M 5FGN OWN Ms. IS FIGNS II PER ED DRAINAGE All AM 1 m IRON CENTER 01 SPUN SIRLCN:a ENO m "I Or AXE IIARGO SECTR S. AOPfS ARE USED 0 N Ina4. "MALG4IXY^NOTES I. PENRN ARIAS OISIL'PUM BE CONSIAU[IIOI 10 [MISTING CONGIBING NIPS' 0TISITASE "NOWN_ ,RAMS SEA. I. I 0 C01)0' Em !Y! :.:. uNLwEI Ieu/AIUN NriBw BA. wa. l SAND EST WYSIA'JCIICn li 16' Ix[ READ HER IOLA10x 6 uuo 1s A SE WMT EARN FOR LEONON mrrFn. S.4a tore Cr xPu [c]r y4IDN of Ill[ .11.11 YUSI el WCnc THE I CCAS 4sIRDCICA s1.1G[ Cr IAa¢I ro 111 S. NNE OMI LAi1 Ali HOT 1 LC."0 to IK . 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(IT Ru O III }55 A)II Sle] ]fi.0 UEI I'll ME UVI IPA STAGE STORAGE TABLE GRASS IHPPf2GIP�LDLt1_SCCiLQN ❑xrrvc } Da 01 1 whim ca DEPTH OF Flow, IT TN OI TOUCH, Oa E RomD, Fe OncN rv.e[ 0°'R°R AP°�"}) LEFT SIDE smPF Wn GIGWI SIDE smPE oLPn1.0a (R) Cmcu olseNnaeE) (crs) UOF STEPPE vnOnEP (FPs) ROW o[PEx,o+ FREE- ooARo Fr)sw rv_eAEGF m¢N n-+ r0 O LSG +G.os0 I Ds L01 U..9DOSOsw c-+ rU INFILTRATION s:1 s^. 1.GG AoSO :9z C,IS O.n ODUGSRAsssw 0-R TO AACEPnOsdDDI1s. C. + sblSO D.DID cRAss sw F-e TO m F-6_ 1 Ua I D.E D osD L]= ors e_ D.CW_ "A - 30NU_9_ f5_�0 1 3R D,R _0. _UTUT EPA IS w ID F- rvl Da 0:1 1 D 9,68 1 �50 �8]- 05] oA90DID GRASS S 1 DITCH CHART A M _ Ma NO77AC E ED co IS m`O RSU oOF u _ �`F ¢H ry op m ME lA.11InED//roe ar11EIN usE DNIr _ Weaver, Cameron From: Slate, Louise O <louise.slate@amecfw.com> Sent: Friday, May 13, 2016 11:54 AM To: Weaver, Cameron Cc: thomas.bradshaw@usmc.mil Subject: FW: reschedule express review Cameron, We are currently scheduled for an express permit submittal meeting next Thursday. There are some design changes that affect drainage and a potential design modification, so we would like to re -schedule this meeting at a later date once we know what the final decision on the redesign will be. That way we save everyone a few steps. Please remove next Thursday's meeting from your calendar and I will coordainte with you and Thomas on a new date in the near future. Louise -----Original Message ----- From: Bradshaw CIV Thomas C[mailto:thomas.bradshaw@usmc.mil] Sent: 'Thursday, May 12, 2016 3:14 PM To: Slate, Louise O <Louise.Slate@amec.com> Cc: Lowe, Lester <lcstcr.lowe@amec.com> Subject: RE: reschedule express review That actually works better for me as I have a commitment next Thursday anyway. Thanks, Thomas Bradshaw, PE Public Works Design, Civil Branch Camp Lejeune, NC 910-451-3238 ext3285 -----Original Message ----- From: Slate, Louise O[maiIto:louise.slate@amecfw.com] Sent: Thursday, May 12, 2016 12:05 PM To: Bradshaw CIV Thomas C Cc: Lowe, Lester Subject: [Non-DoD Source] reschedule express review Thomas, We are making some changes to the P-1280 2nd Radio Battalion design which is triggering some plan revisions in the parking lot and a back check of calculations. There may also be a modification which would require redesign of Building B. Until we know the direction this will go, we would like to reschedule the express review meeting for the stormwater permit. If you are ok with this action, I will go ahead and call Cameron to see about rescheduling it. Louise This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a result of email transmission. 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For DEO Use ONLY Reviewer: North Carolina Department of Environmental Quality sebm ' '�J l ) Request for Express Permit Review Time: Confin FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the Permit Coordinator along with a completed DETAILED narrative, site plan IPDF 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(dncdenr.gov • Fayetteville or Raleigh Region -David Lee 919-791-4203; daviddee(ibncdenr.yov • Mooresville or Winston Salem -Marcia Allocco 704-235-2107, marcia.allocco(lncdenr.gov • Washington Region -Lyn Hardison 252-948.3842 or Ivn.hardison(pincdenr.gov • Wilmington Region -Cameron Weaver 910-796-7303orcameron.weaverfincdenr.gov NOTE: Project application received after 12 noon will be stamped in the following work day. Project Name: 2ND RADIO BATTALION COMPLEX OPERATIONS CONSOLIDATION County: ONSLOW Applicant: THOMAS BRADSHAW Company: PUBLIC WORKS DIVISION, CAMP LEJEUNE Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28547-_ ) Phone: 910451-3238, Fax: 910451-2927, Email: THOMAS.BRADSHAW@USMC.MIL Physical Location BATTALION COMPLEX ROAD CAMP LEJEUNE SW _ SW SW _ NPDES _ NPDES _ WQ _ wQ E&S _ E&S _ Other Project Drains into NSW waters - Water classification SB (DWR Surface Water Classifications Map) Project Located in WHITE OAK River Basin. Is project draining to class ORIN waters? N, within '/, mile and draining to class SA waters N or within 1 mile and draining to class HOW waters? Y/N Engineer/Consultant: LOUISE SLATE Company: AMEC FOSTER WHEELER Address: 4021 STIRRUP CREEK ROAD City: DURHAM, State: INC Zip: 27703 Phone: 919-381-9900, Fax: 919-381-9901, Email: LOUISE.SLATE@4MECFW.COM PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE W'D APR 0 81016 $_ #_JOBS SECTION ONE: REQUESTING A SCOPING MEETING ONLY ❑ Scoping Meeting ONLY ❑DWR, ❑ DCM, ❑ DEMLR, ❑OTHER: SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING ❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions ❑ IntermittenUPerennial Determination: —# of stream calls - Please attach TOPO map marking the areas in questions ❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance ® State Stonnwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other ❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)] ® High Density -Detention Pond 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems ® High Density -Bio-Retention 2 # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems ® High Density -Other _ # Treatment Systems /® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8110906 (Provide permit$) ❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ❑ Upland Development ❑ Manna Development ❑ Urban Waterfront ❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed. (CK # & Amt. (for DEQ use)) SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopinq and express meeting request) Wetlands on Site ® Yes ❑ No Wetlands Delineation has been completed: ® Yes ❑ No US ACOE Approval of Delineation completed: ® Yes ❑ No Received from US ACOE ® Yes ❑ No For D14p use Fee Sold for multiole permits: (Check It 1 Buffer Impacts: ❑ No ® YES: 0) lacre(s) Isolated wetland on Property ❑ Yes ® No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit SUBMITTAL DATES Fee SUBMITTAL DATES Fee CAMA $ Variance (❑ Maj; ❑ Min) $ SW (U HD, ❑ LD, ❑ Gen) $ 401: $ Los $ Stream Deter,_ $ NCDEQ EXPRESS March 2016 Weaver, Cameron From: Slate, Louise O <louise.slate@amecfw.com> Sent: Monday, April 04, 2016 1:00 PM To: Weaver, Cameron Subject: Re: Express SW Request for 2nd Radio Battalion - Camp Lejeune Cameron I will coordinate with folks in our office to get these for you. Our server is down right now and not expected to be restored until 1:30 at the earliest. Louise Sent from my iPhone On Apr,4, 2016, at 11:57 AM, Weaver, Cameron <cameron.weaver@ncdenr.gov> wrote: Hi Louise. Can you send me the vicinity map and overall site plan (which I didn't see included) for this as well as another file of the narrative? When the narrative printed, it was obscured by coding and jibberish. Cameron Weaver Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and Customer Service ' 127 Cardinal Drive Ext. Wilmington, NC 28405 910-796-7303 NCDEQ NEW WEBSITE: http://deg.nc.gov/ DEACS NEW WEBSITE: http://deg.nc.goy/about/divisions/environmental-assistance-customer-service E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties. From: Slate, Louise O [mailto:louise.slate@amecfw.com] Sent: Friday, April 01, 2016 7:32 PM To: Weaver, Cameron <cameron.weaver@ncdenr.gov> Cc: Motlagh, Ghazoll <ghazoll.motlagh@amecfw.com>; Lowe, Lester <Iester.lowe@amecfw.com>; Kyiamah, George <george.kyiamah@amecfw.com> Subject: Express SW Request for 2nd Radio Battalion - Camp Lejeune Cameron, Attached please find a request for a stormwater express review of 2nd Radio Battalion at Camp Lejeune. This will be a major modification of existing permit SW8 110906. Please let us know what dates are available in May and I will coordinate with Thomas Bradshaw on a day and time that works for us. Thank you and have a great weekend. Louise <image001.jpg> This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a result of email transmission. If you have received this message in error, please notify us immediately by reply email to the sender and confirm that the original message and any attachments and copies have been destroyed and deleted from your system. This disclaimer applies to any and all messages originating from us and set out above. If you do not wish to receive future unsolicited commercial electronic messages from us, please forward this email to: unsubscribe@amecfw.com and include "Unsubscribe" in the subject line. If applicable, you will continue to receive invoices, project communications and similar factual, non-commercial electronic communications. Please click htto://amecfw.com/email-disclaimer for notices and company information in relation to emails originating in the UK, Italy or France. 2nd Radio Battalion Complex Operations Consolidation MCB Camp Lejeune, NC March 31, 2016 The 2nd Radio Battalion Complex Operations Consolidation (2nd Radio Battalion) project site is located at MCB Camp Lejeune, in Onslow County, North Carolina in the White Oak River Basin. A portion of the 2nd Radio Battalion site is permitted under SW8 110906 (January 31, 2013) for 2D ANGLICO and 2D BN OPS Complexes and a portion is new development to be covered under a new stormwater permit. Construction of 2D ANGLICO and 2D BN OPS Complex (2nd Intel Battalion) is nearly complete. Existing conditions on site are sodded yard, asphalt -paved construction drive, construction parking and trailers, utility easement corridors, and undisturbed area. The site drains to Wallace Creek, classified as SB, NSW (19-20). No impacts are proposed to any wetlands on site. Fifty -foot buffers around wetlands will also remain intact. A licensed soil scientist determined seasonal high water table (SHWT) levels for bioretention areas and under permeable pavement. SHWT depth below ground surface (BGS) ranges from a minimum of 44" BGS to greater than 84" BGS, where hand auger depths were terminated. A capped landfill located east of 2ndANGLICO and 2nd Intel Battalion will remain undisturbed. 2nd Radio Battalion is located to the south of 2nd Intel Battalion and parking is located to the west of ANGLICO/Intel and the utility easements. According to base personnel, unexploded ordnance is not a concern for this site. Scope of project 2nd Radio Battalion, Phase 1 is a federally funded military construction (MILCON) project. It consists of two, one-story buildings with the accompanying utilities located to the east of Battalion Complex Road. Privately owned vehicle (POV) parking for 2nd Radio Battalion and additional parking for the existing development will be located west of the 100-ft wide Duke Energy transmission easement in a 535-space lot. Phase 2 is for future development under a separate contract. The limits of disturbance for 2nd Radio Battalion is 16.75 acres. This is a high density development. The state stormwater requirements for the proposed development are to treat the first flush (1.5" for coastal counties) for 85%total suspended solids (TSS) for the net increase in impervious area associated with the new development. The site also meets federal pre- and post -development runoff control requirements for the 95m percentile storm. Net Increase in impervious area is about 456,237 SF (10.47 ac.). The net increase in impervious area will be treated by two wet ponds and LID measures. The existing Wet Pond A (SW8 110906) designed and constructed as part of ANGLICO and Intel Battalion, has capacity to capture and treat runoff from 2nd Radio Battalion east of Battalion Complex Road. Wet Pond B is located at the south end of the POV parking lot west of Battalion Complex Road to capture and treat runoff not infiltrated through permeable pavement and bioretention areas. Porous concrete pavement is used in the majority of parking spaces in the POV parking lot. Landscape islands and vegetated strips are located throughout the POV parking lot. Standard, light -duty pavement is used in the drive aisles and the southernmost parking spaces. The southernmost parking spaces drainsouthern boundary of the parking lot to capture and treat runoff not infiltrated. Grading of the site was carried out with an effort to balance cut and fill and to achieve positive gradient with adequate ground slopes. Drainage structures will be located so as to maximize their effectiveness and efficiency in capturing surface runoff. No wetlands or buffers will be disturbed as part of this project. With exception of construction of an access drive from Battalion Complex Road to the POV parking lot area, two sidewalks, and an outlet pipe for Wet Pond B, the existing 100' power transmission and 40' gas main easements will remain undisturbed. The outlet pipe will be provided to convey runoff routed from the wet pond perpendicularly across the easement and discharged at the east side of Battalion Complex Road. Construction will be carried out so as to minimize the disturbance to the easement and maintain vertical clearance beneath the 240 kV transmission lines and over the 8" gas main. Am 8" water line will be looped from the water main that runs in a north -south direction along Battalion Complex Road. Domestic water and fire lines will be tapped from this looped water line to serve the two buildings. Sanitary sewer will be carried by gravity flow to the main collector on Battalion Complex Road. The gravity line discharges to a lift station at the south end of Battalion Complex Road and a force main then travels north up the opposite side of the road. Water service and wastewater treatment are provided by the Utilities Department at MCB Camp Lejeune. A geotechnical report is complete and available for review. Results of a soil investigation to determine seasonal high water table (SHWT), apparent water table (AWT) (if present), and in situ saturated hydraulic conductivity (Ksat) testing are included as an addendum to the geotechnical report. ®YIF / •1 North Carolina Department of Environment and Natural Resources NCDENR SCOPING MEETING REQUEST Please complete all the information below. Call and Email the appropriate coordinator with the completed form. • Asheville & Mooresville Regions - Alison Davidson 828-2964698; alison.davidson(d)ncdenr.gov • Fayetteville, Raleigh or Winston-Salem Regions - David Lee 919-7914204; david.lee(tcdenrgov • Washington Region - Lyn Hardison 252-948-3842; Iyn.hardison(dncdenr.gov \\� • 'Wilmington Region - Cameron Weaver 910-796.7303; cameron.weaver(o)ncdenr.gov Project Name: 21d Radio Battalion Complex Operations Consolidation County: Onslow Applicant: Thomas Bradshaw Company: MCB Camp Leieune Address: Public Works Division, 1005 Michael Road City: Camp Leieune State: NC Zip: 28547 Phone: 910-451-3238 x3285 Fax: 910-451-2927 Email: Thomas.bradshawa)usmc.mil Physical Location of Project: North Wallace Creek Area of MCB Camp Leieune, Battalion Complex Road t offs opa Engineer/Consultant: George Kyiama ompa y: Amec Foster Wheeler RECD FEB 2 31016 Address: 4021 Stirrup Creek Drive, Suite 100 City: Durham State: NC Zip: 27703 Phone:919-381-9900 Fax:919-381-9901 Email: George.kyiamaha(diamecfw.com Please provide a DETAILED proiect narrative, pdf site plan and a vicinity map with road names along with this Request form. The project narrative should include the following when available: Existing Conditions- List of existing permits, previous project name(s) or owner name(s), existing compliance or pollution incidents, current conditions or development on site, size of tract, streams or wetlands on site', stream name and classification, historical significance of property, seasonal high water table elevation, riparian buffers, areas of environmental concern, setbacks Proposed- Full scope of project with development phase plan, acreage to be disturbed, wetlands to be disturbed, waste treatment & water supply proposed, soils report availability, % impervious surface, stormwater treatment and number of bmps, public or private funding. "Relative To Wetlands — Federal and coastal wetlands must be delineated by a US Army Corps Regulatory Official. Coastal Management Field Rep or a qualified environmental consultant prior to undertaking work such as filling, excavating or land clearing. The delineations must be aoproved by the US Armv Corps of Engineers (USACE) and/or the Division of Coastal Management. Wetland delineations are valid for a period not to exceed five years from date of USACE approval Please provide estimated investment & expected employment numbers: $_52,843,000 Jobs For the scoping meeting, it is best to provide a list of questions and topics of concern. It is helpful to know what you hope to gain from the meeting. Please have thoughts and presentations organized as much as possible to make the best use of time. Agencies Involved: Check all agencies that may be involved with project: ❑ Marine Fisheries ❑ National Marine Fisheries ❑ U.S. Fish & Wildlife ❑ NC Wildlife Resources ❑ Coastal Management ❑ Shellfish Sanitation eE.Land -Resources.(®.Stormwate ❑ U.S. Army Corps of Engineers ❑Water Resources: (❑ 401/buffer ❑ NPDES ❑ Non -discharge) ❑ Air Quality ❑ Solid Waste ❑ UST ❑ Other_ ❑ Other ❑ Other _ ❑ Other_ ❑ Other ® Public Water Supply ❑ Other_ NCDENR Scoping Meeting September 2015 Request for Scoping Meeting Stormwater Narrative 2"d Radio Battalion Complex Operations Consolidation MCB Camp Lejeune, NC February 22, 2016 The 2"d Radio Battalion Complex Operations Consolidation (2"d Radio Battalion) project site is located at MCB Camp Lejeune, in Onslow County, North Carolina in the White Oak River Basin. A portion of the 2"d Radio Battalion site is permitted under SW8 110906 (January 31, 2013) for 2D ANGLICO and 2D BN OPS Complexes and a portion is new development to be covered under a new stormwater permit. Construction of 2D ANGLICO and 2D BN OPS Complex (2nd Intel Battalion) is nearly complete. Existing conditions on site are sodded yard, asphalt -paved construction drive, construction parking and trailers, utility easement corridors, and undisturbed area. The site drains to Wallace Creek, classified as SB, NSW (19-20). No impacts are proposed to any wetlands on site. Fifty -foot buffers around wetlands will also remain intact. A licensed soil scientist determined seasonal high water table (SHWT) levels for bioretention areas and under permeable pavement. SHWT depth below ground surface (BGS) ranges from a minimum of 44" BGS to greater than 84" BGS, where hand auger depths were terminated. A capped landfill located east of 2"d ANGLICO and 2nd Intel Battalion will remain undisturbed. 2nd Radio Battalion is located to the south of 2nd Intel Battalion and parking is located to the west of ANGLICO/Intel and the utility easements. According to base personnel, unexploded ordnance is not a concern for this site. Scope of project 2"d Radio Battalion, Phase 1 is a federally funded military construction (MILCON) project. It consists of two, one-story buildings with the accompanying utilities located to the east of Battalion Complex Road. Privately owned vehicle (POV) parking for 2"d Radio Battalion and additional parking for the existing development will be located west of the 100-ft wide Duke Energy transmission easement in a 535-space lot. Phase 2 is for future development under a separate contract. The limits of disturbance for 2"d Radio Battalion is 16.75 acres. This is a high density development. The state stormwater requirements for the proposed development are to treat the first flush (1.5" for coastal counties) for 85% total suspended solids (TSS) for the net increase in impervious area associated with the new development. The site also meets federal pre- and post -development runoff control requirements for the 95`h percentile storm. Net Increase in impervious area is about 456,237 SF (10.47 ac.). The net increase in impervious area will be treated by two wet ponds and LID measures. The existing Wet Pond A is designed andconstructed to capture and treat runoff from 2n0 Radio Battalion, Phase 1. Wet Pond B located at the south end of the POV parking lot to capture and treat runoff not infiltrated through permeable pavement and bioretention areas. Porous pavement is used in the majority of parking spaces in the POV parking lot. Landscape islands and vegetated strips are located throughout the POV parking lot. Standard, light -duty pavement is used in the drive aisles and the southernmost parking spaces. The southernmost parking spaces drain to two Stormwater Narrative Page ] bioretention areas located at the south end of the parking lot. Wet pond B is proposed at the southern boundary of the parking lot to capture and treat runoff not infiltrated. Grading of the site was carried out with an effort to balance cut and fill and to achieve positive gradient with adequate ground slopes. Drainage structures will be located so as to maximize their effectiveness and efficiency in capturing surface runoff. No wetlands or buffers will be disturbed as part of this project. With exception of construction of an access drive from Battalion Complex Road to the POV parking lot area, two sidewalks, and an outlet pipe for Wet Pond B, the existing 100' power transmission and 40' gas main easements will remain undisturbed. The outlet pipe will be provided to convey runoff routed from the wet pond perpendicularly across the easement and discharged at the east side of Battalion Complex Road. Construction will be carried out so as to minimize the disturbance to the easement and maintain vertical clearance beneath the 240 kV transmission lines and over the 8" gas main. Am 8" water line will be looped from the water main that runs in a north -south direction along Battalion Complex Road. Domestic water and fire lines will be tapped from this looped water line to serve the two buildings. Sanitary sewer will be carried by gravity flow to the main collector on Battalion Complex Road. The gravity line discharges to a lift station at the south end of Battalion Complex Road and a force main then travels north up the opposite side of the road. Water service and wastewater treatment are provided by the Utilities Department at MCB Camp Lejeune. A geotechnical report is complete and available for review. Results of a soil investigation to determine seasonal high water table (SHWT), apparent water table (AWT) (if present), and in situ saturated hydraulic conductivity (K,a,) testing are included as an addendum to the geotechnical report. Stormwater Narrative Page 2 ,r CV �� r( n'� ti E� .I/✓��� u IL It �.r� •� thIt Was �` *• ark � �. °�� �� � .� � ---�� (1�! � 1 COASTAL SITE DESIGN, PC Wilmington, NC 28406 Phone: 910 791-4441 Fax: 910 791-1501 License N C-2710 September 30, 2015 Jo Casmer Administrative Assistant for DEMLR/Stormwater Section NC Department of Environment & Natural Resources Dept. of Environmental Assistance & Customer Service 127 Cardinal Drive Extension Wilmington, NC 28405 Re: Designer's Certification SWS 110906 Mod. — 2D ANGLICO and 2N OPS Complexes Onslow County CSD Project No. 11-0253 Dear Jo: Enclosed please find the following items for the referenced project: original set of Stormwater Record Drawings / As-builts original completed Designer's Certification form We appreciate your assistance in this matter. Please call if you require any additional information. Sincerely, Howard Resnik, PE, LEED® AP RECEIVED Encl.: As noted above SEP 3 0 2015 cc: Turner Construction Company