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Home My WebLink About20110608 Ver 1_401 Application_20110611 309 Cameronwood Drive 20 1 10 6 0 8 LEE R. HINES, JR., PE Fuquay-varina, NC 27526 Phone 919.422.8011 Email richie@hinesengineeringgroup.com June 7, 2011 NC DWQ, 401 /Wetlands Unit FJ@11 . 1650 Mail Service Center Raleigh, NC 27699-1650 UN 2 S 2011 Raleigh Regulatory Field Office US Army Corps of Engineer 3351 Heritage Trade Drive, Suite 105 Wake Forest, NC 27587 Subject: Highway 42 Commercial Subdivision Johnston County Please find attached a Pre-Construction Notification Form and submittal package for the subject project. The Highway 42 Commercial Subdivision is a proposed 10-lot commercial subdivision located off of NC 42 in Johnston County in the Old Drug Store area. A total of 0.01 acres of wetlands impact is proposed by the project, and approximately 0.33 acres of riparian buffer impact is proposed. This application is only seeking Riparian Buffer Authorization in writing for the impacts due to installation of the sanitary sewer. Johnston County has reviewed and verbally approved the stormwater plan, and is currently reviewing the wet detention basin planting plan. A copy of the stormwater plan is attached and the County's written approval will be forwarded when it is received. A gravity sewer system will be constructed to tie to an existing gravity system approximately 2,2001f downstream from the project. The outfall line encroaches into Zone 2 of the riparian buffer in several areas where it is not feasible to move further away from the stream feature. No Zone 1 impact is proposed with the exception of a perpendicular stream crossing for the sewer on two different streams. Please note that the crossing has to be made above the convergence of the two streams because a property owner, Mr. Lewter, will not allow the County an easement across his property. I trust that this is sufficient for your review, but please feel free to contact me if you have any questions or need additional information. Sincerely, 4 A-/-Vw% Lee R. Hines, Jr. (Richie), PE LRH/ cc: Highway 42 Associates, LLC 20110608 O?0F WATF9pG o 'c Office Use Only: Corps action ID no. DWQ project no. Form Version 1.3 Dec 10 2008 Pre-Construction Notification PC Form A. Applicant Information 1. Processing 1 a. Type(s) of approval sought from the Corps: El Section 404 Permit ? Section 10 Permit 1 b. Specify Nationwide Permit (NWP) number: N/A or General Permit (GP) number: N/A 1 c. Has the NWP or GP number been verified by the Corps? ? Yes ? No 1 d. Type(s) of approval sought from the DWQ (check all that apply): ? 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit ? 401 Water Quality Certification - Express ® Riparian Buffer Authorization le. Is this notification solely for the record because written approval is not required? For the record only for DWQ 401 Certification: ® Yes ? No For the record only for Corps Permit: ? Yes ? No 1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu fee program. ? Yes ® No 1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h below. ? Yes ® No 1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No 2. Project Information 2a. Name of project: Highway 42 Commercial Subdivision 2b. County: Johnston 2c. Nearest municipality / town: Clayton or Old Drug Store 2 8 2011 2d. Subdivision name: Highway 42 Commercial Subdivision 2e. NCDOT only, T.I.P. or state project no: N/A s" w?naA 3. Owner Information 3a. Name(s) on Recorded Deed: Highway 42 Associates, LLC; George B. and Gayle F. Mast; George B. Mast 3b. Deed Book and Page No. DB 3151, Pgs 196-197; DB 2865, Pgs 452-454; DB 2602, Pgs 506-508 3c. Responsible Party (for LLC if applicable): Charles D. Mast 3d. Street address: Post Office Box 119 3e. City, state, zip: Smithfield, NC 27577 3f. Telephone no.: (919) 934-6187 3g. Fax no.. (919) 553-9017 3h. Email address: charles@mastfirm.com Page 1 of 10 PCN Form - Version 1.3 December 10, 2008 Version 4. Applicant Information (if different from owner) 4a. Applicant is: ? Agent ? Other, specify: 4b. Name: 4c. Business name (if applicable): 4d. Street address: 4e. City, state, zip: 4f. Telephone no.: 4g. Fax no.: 4h. Email address: 5. Agent/Consultant Information (if applicable) 5a. Name: Lee R. Hines, Jr. (Richie), PE 5b. Business name (if applicable): Lee R. Hines, Jr., PE 5c. Street address: 309 Cameronwood Drive 5d. City, state, zip: Fuquay-Varina, NC 27526 5e. Telephone no.: (919) 422-8011 5f. Fax no.: N/A 5g. Email address: richie@hinesengineeringgroup.com Page 2 of 10 PCN Form - Version 1.3 December 10, 2008 Version B. Project Information and Prior Project History 1. Property Identification 1a. Property identification no. (tax PIN or parcel ID): 162700-64-0047, 162700-64-7387,162700-53-7696 1 b. Site coordinates (in decimal degrees): Latitude: 35.6013 Longitude: - 78.5755 (DD.DDDDDD) (-DD.DDDDDD) 1c. Property size: 16.7 acres 2. Surface Waters 2a. Name of nearest body of water (stream, river, etc.) to UT to Buffalo Creek proposed project: 2b. Water Quality Classification of nearest receiving water: C; NSW 2c. River basin: Neuse 3. Project Description 3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this application: The site is generally wooded and is located adjacent to commercial development. 3b. List the total estimated acreage of all existing wetlands on the property: 0.48 acres 3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 1,935 If on site, 2,225 If off site 3d. Explain the purpose of the proposed project: Construct infrastructure for a commercial subdivision, including an of-site sanitary sewer gravity outfall line constructed to tie to the existing County sewer system. 3e. Describe the overall project in detail, including the type of equipment to be used: Excavators, pans, and dump trucks will be used to clear, install erosion control devices, perform grading operations, and install utilities for the project. 4. Jurisdictional Determinations 4a. Have jurisdictional wetland or stream determinations by the Corps or State been requested or obtained for this property / ®Yes ? No ? Unknown project (including all prior phases) in the past? Comments: 4b. If the Corps made the jurisdictional determination, what type ? Preliminary Final of determination was made? 4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: Neal Floyd and Associates Name (if known): Thomas Brown Other: 4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation. March 2011 ? - ------------- --- ------ --- - 5. Project History 5a. Have permits or certifications been requested or obtained for ?Yes ® No ? Unknown this project (including all prior phases) in the past? - 5b. If yes, explain in detail according to "help file" instructions. 6. Future Project Plans ---- ------ 6a. Is this a phased project? ? Yes ® No 6b. If yes, explain. Pane 3 of i o C. Proposed Impacts Inventory 1. Impacts Summary 1 a. Which sections were completed below for your project (check all that apply): ® Wetlands ? Streams - tributaries ® Buffers ? Open Waters ? Pond Construction 2. Wetland Impacts If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted. 2a. 2b. 2c. 2d. 2e. 2f. Wetland impact Type of jurisdiction number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact Permanent (P) or (if known) DWQ - non-404, other) (acres) Temporary W1 ®P ? T Clearing ® Yes ? No ® Corps ? DWQ 0.01 W2 ? P ? T ? Yes ? No ? Corps ? DWQ W3 ? P ? T ? Yes ? Corps ? No ? DWQ W4 ? P ? T ? Yes ? Corps ? No ? DWQ W5 ? P ? T ? Yes ? Corps ? No ? DWQ W6 ? P ? T ? Yes ? Corps ? No ? DWQ 2g. Total wetland impacts 0.01 2h. Comments: Stream Impacts if there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this i nc iastinn fnr all stream sites impacted i - -.. ._ ? ly k. i - Jan. ,.. wrtR •Mrf .::;, r el .. h' , i-- rt n n r .?. v !.. - ' yr w? T ' f ric 4. Open Water Impacts If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of the U.S. then individually list all open water impacts below. 4a. 4b. 4c. 4d. 4e. Open water Name of waterbody impact number - (if applicable) Type of impact Waterbody type Area of impact (acres) Permanent (P) or Temporary T 01 ?P?T 02 ?P?T 03 ?P?T 04 ?P?T 4f. Total open water impacts 4g. Comments: 6. Pond or Lake Construction If and or lake construction proposed, then complete the chart below. 5a. 5b. 5c. 5d. 5e. Wetland Impacts (acres) Stream Impacts (feet) Upland Pond ID Proposed use or purpose (acres) number of pond Flooded Filled Excavated Flooded Filled Excavated Flooded P1 P2 5f. Total 5g. Comments: 5h. Is a dam high hazard permit required? ? Yes ? No If yes, permit ID no: 5i. Expected pond surface area (acres): 5j. Size of pond watershed (acres): 5k. Method of construction: 6. Buffer Impacts (for DWQ) If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts below. If an impacts require mitigation, then you MUST fill out Section D of this form. 6a. ® Neuse ? Tar-Pamlico ? Other: Project is in which protected basin? ? Catawba ? Randleman 6b. 6c. 6d. 6e. 6f. 6g. Buffer impact number - Reason Buffer Zone 1 impact Zone 2 impact Permanent (P) or for Stream name mitigation (square feet) (square feet) Temporary impact required? 131 ®P ? T Utility Crossing UT to Buffalo Creek ? Yes ® No 1,200 800 B2 ®P ? T Utility Crossing UT to Buffalo Creek ? Yes ® No 1,200 800 B3 ®P ? T Parallel (SS Rte) UT to Buffalo Creek ? Yes ® No 0 14,386 6h. Total buffer impacts 2,400 15,986 6i. Comments: Two perpendicular crossings for gravity sanitary sewer installation and parallel impacts in Zone 2 along route. Page 5 of 10 PCN Form - Version 1.3 December 10, 2008 Version D. Impact Justification and Mitigation 1. Avoidance and Minimization 1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project. There are no roadway crossings of the stream proposed at this time and the utility crossings are minimized and perpendicular to the stream. Steeper side slopes are designed on the enbankment for the proposed detention basin to keep the toe of the fill slope out of the riparian buffer. The sewer line is designed to encroach in Zone 2 only as required by existing structures and easements. Zone 1 impacts were avoided with the exception of the perpendicular crossings. 1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques. Erosion control measures will be installed prior to the commencement of construction to minimize sedimentation. Work will be minimized or avoided during and directly after rain events and efforts will be made to stage construction and stabilization to minimize the amount of disturbance on the project at any given time. 2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State 2a. Does the project require Compensatory Mitigation for impacts to Waters of the U.S. or Waters of the State? ? Yes ® No 2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps 2c. If yes, which mitigation option will be used for this project? pro ? Mitigation bank ? Payment to in-lieu fee program ? Permittee Responsible Mitigation 3. Complete if Using a Mitigation Bank 3a. Name of Mitigation Bank: 3b. Credits Purchased (attach receipt and letter) Type Quantity 3c. Comments: 4. Complete if Making a Payment to In-lieu Fee Program 4a. Approval letter from in-lieu fee program is attached. ? Yes 4b. Stream mitigation requested: linear feet 4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold 4d. Buffer mitigation requested (DWQ only): square feet 4e. Riparian wetland mitigation requested: acres 4f. Non-riparian wetland mitigation requested: acres 4g. Coastal (tidal) wetland mitigation requested: acres 4h. Comments: 5. Complete if Using a Permittee Responsible Mitigation Plan 5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan. Page 6 of 10 PCN Form - Version 1.3 December 10, 2008 Version 6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ 6a. Will the project result in an impact within a protected riparian buffer that requires buffer mitigation? ? Yes ® No 6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the amount of mitigation required. Zone 6c. Reason for impact 6d. Total impact (square feet) Multiplier 6e. Required mitigation (square feet) Zone 1 3 (2 for Catawba) Zone 2 1.5 6f. Total buffer mitigation required: 6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank, permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund). 6h. Comments: Page 7 of 10 PCN Form -Version 1.3 December 10, 2008 Version E. Stormwater Management and Diffuse Flow Plan (required by DWQ) 1. Diffuse Flow Plan 1 a. Does the project include or is it adjacent to protected riparian buffers identified ® Yes ? No within one of the NC Riparian Buffer Protection Rules? 1 b. If yes, then is a diffuse flow plan included? If no, explain why. ® Yes ? No Comments: Discharge routed through a wet detention basin & preformed scour hole 2. Stormwater Management Plan 5.1 % (street only) 2a. What is the overall percent imperviousness of this project? 60% (full build-out of comrcl lots) 2b. Does this project require a Stormwater Management Plan? ® Yes ? No 2c. If this project DOES NOT require a Stormwater Management Plan, explain why: 2d. If this project DOES require a Stormwater Management Plan, then provide a brief, na rrative description of the plan: Runoff from the proposed street will be directed into a wet detention basin that will provide peak flow attenuation and nitrogen removal. The storm drain system and basin are designed to manage and treat stormwater runoff as lots are developed in the future. ® Certified Local Government 2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program ? DWQ 401 Unit 3. Certified Local: Government Stormwater Review 3a. In which local government's jurisdiction is this project? Johnston County ? Phase II ? NSW 3b. Which of the following locally-implemented stormwater management programs ? USMP apply (check all that apply): ? Water Supply Watershed ? Other: 3c. Has the approved Stormwater Management Plan with proof of approval been ® Yes ? No attached? 4. DWQ Stormwater Program Review ? Coastal counties ? HQW 4a. Which of the following state-implemented stormwater management programs apply ? ORW (check all that apply): ? Session Law 2006-246 ? Other: 4b. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No attached? 5. DWQ 401 Unit Stormwater Review 5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No Page 8 of 10 PCN Form - Version 1.3 December 10, 2008 Version 5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No F. Supplementary Information 1. Environmental Documentation (DWQ Requirement) 1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ? Yes ® No use of public (federal/state) land? 1 b. If you answered "yes" to the above, does the project require preparation of an environmental document pursuant to the requirements of the National or State ? Yes ? No (North Carolina) Environmental Policy Act (NEPA/SEPA)? 1 c. If you answered "yes" to the above, has the document review been finalized by the State Clearing House? (if so, attach a copy of the NEPA or SEPA final approval letter.) ? Yes ? No Comments: 2. Violations (DWQ Requirement) 2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No or Riparian Buffer Rules (15A NCAC 2B .0200)? 2b. Is this an after-the-fact permit application? ? Yes ® No 2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s): 3. Cumulative Impacts (DWQ Requirement) 3a. Will this project (based on past and reasonably anticipated future impacts) result in dditi ® Yes ? No a onal development, which could impact nearby downstream water quality? 3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the most recent DWQ policy. If you answered "no," provide a short narrative description. Johnston County requires a "stub" street to the north for future connectivity, but is allowing the Applicant to dedicate the right of way for the stub so the physical impact to the stream will not have to be made at this point. It is expected that the street will be built at some point in the future. 4. Sewage Disposal (DWQ Requirement) 4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from the proposed project, or available capacity of the subject facility. Wastewater from this project will tie into an existing gravity sewer line and pump station maintained by the County. Page 9 of 10 PCN Form - Version 1.3 December 10, 2008 Version 5. Endangered Species and Designated Critical Habitat (Corps Requirement) 5a. Will this project occur in or near an area with federally protected species or Yes ? ®No habitat? 5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ® No impacts? 5c. If yes, indicate the USFWS Field Office you have contacted. ? Raleigh ? Asheville 5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical Habitat? 6. Essential Fish Habitat (Corps Requirement) 6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ® No 6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat? 7. Historic or Prehistoric Cultural Resources (Corps Requirement) 7a. Will this project occur in or near an area that the state, federal or tribal governments have designated as having historic or cultural preservation ? Yes ® No status (e.g., National Historic Trust designation or properties significant in North Carolina history and archaeology)? 7b. What data sources did you use to determine whether your site would impact historic or archeological resources? 8. Flood Zone Designation (Corps Requirement) 8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No 8b. If yes, explain how project meets FEMA requirements: 8c. What source(s) did you use to make the floodplain determination? Johnston County GIS Mapping Lee R. Ilines, Jr. June7, 2011 Applicant/Agent's Printed Name Applicant/Agent's Signature Date (Agent's signature is valid only if an authorization letter from the applicant - is provided) --- - Page 100f 10 i r - - • ?. 8 rt_,jV r''_?I(i7-'+jt jf?{] t 1 2(`108 V-Id yl Highway 42 Commercial Tract PCN Form Attachment LEE R. HINES, ,R., PE " CA1610NW= VIM MKM `? ?• Zone 1 Parallel Buffer Impact 0 sf Zone 2 Parallel Buffer Impact 14,386 sf/ 0.33 ac Wetland Impact 483 sf/ 0.011 ac Proposed SS Line (Typ.) Limits of Disturbed Area (Typ.) Perpendicular Buffer Impact 400 sf Zone 1 2 , .. /Zone 2 1,600 sf .._ Latitude 35.6009 • ;.:.., - , \:"-__ .___. __ ?.:-, _ ngitude -78.5810 Existing Stream (Typ.) ---? --------------- -- ------- - ------------ Zone 2 NRB (Typ.) Wetlands (Typ.) Zone 1 NRB (Typ.) Wet Detention Basin Not to Scale , • . Agent Authorization for the Pre-Construction Notification (PCN) Form Highway 42 Commercial Subdivision PROPERTY LEGAL DESCRIPTION: LOT NO. PLAN NO. PARCEL ID: STREET ADD,7ESS: 5842 NC Highway 42 West 162700-64-0047,162700-64-7387,162700-53-7696 Garner, NC 27529 Please print: Property Owner: Charles D. Mast, Manager, for Highway 42 Associates, LLC Property Owner: The undersigned, registered property owne+'s of the above noted property, do hereby authorize Lee R. Hines, Jr. of Lee R. Hines, Jr., PE (Contractor / Agent) (Name of ccnsr Ling frrn) to act on my behalf and take all actions necessary for the p ocess ng, issuance and acceptance of this perm t or certification and any and ali standard and speciai conditions attached. Property Owner's Address (if dffe°ent than property above): Post Office Box 119 Smithfield, NC 27577 Te'.ephone: (919) 934-6187 We hereby certify the above mfo-mation submitted in this app ication t true and accurate to the best of our knowledge. 6?IwAeq Authorized Signatuee Authorized Signature Date: / / Date: 309 Cameronwood Drive Fuquay-Varina, NC 27526 LEE R. HINES, JR., PE Phone 919.422 8011 Email richie@hinesengineeringgroup.com DESIGN CALCULA'T'IONS HIGHWAY 42 COMMERCIAL SUBDIVISION JOHNSTON COUNTY, NORTH CAROLINA D? JUN 2 8 10II I NOVEMBER 2010 J R`; ACA R ?oFEss/0 Q < SEAL C? 22993 ? II ??'? R• HiNE`' ` . `?? 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STORM DRAIN AND CHANNEL DESIGN Design Assumptions Project: Highway 42 Commercial Subdivision Site Area (ac): 16.71 Composite C Calculations C-Values Existing Conditions: Primarily Wooded Area 0.25 Proposed Conditions: Assume 60% Impervious Area at Build Out 0.95 60% total site area = 10.03 acres impervious area 0.95 40% total site area = 6.68 acres grass and landscaped area 0.35 C comp = 0.71 Use 0.80 to be conservative An assumption was made during design that one-half of the area in the "rear" lots in the subdivision would drain back toward proposed Street "A," and the catch basins in the street were sized accordingly. As an extra factor of safety, the drop inlets at the back of these lots were designed with the assumption that they would receive all of the drainage from the rear lots. v'M'vl nl my vi ml Lm o oL N, oII ? vIm of i I ''. I I l ?' I ! II ? n) r ai rn of I r m J l I :. I . , mj of I o l I ? I I '1I I I I I ? l ?? I ? a t I i I l ?? 1 > ll I I X11 L I'L 1 11 -? 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Z LL F- Fi F F- WI WI IF-I F iW W F- F- F- W F-I F-I F-I W l .. O O U W W F- W W F- I I li I =I 7 0 = I Z Z_I ZI Z O Z ZIZ Z Z OI Z Z OI ?O j L V I oI N __Nt.N_ r i- I ro I I -_ ? l O O O N M r r V c0? V Imo. W m V V V O O 91 O N I w W LL °I ° i o o m °! of of o oI o olI oo°I of ml ctDi ! I II I ? v M M! MI Mi, M N I M MI MI M MI M I M MI MI NI N. I I , I Z W W J U] OI OI NI r O' IN NI O r, OI o O Q U uj O W F I f0 O M V V I? O V V V O c O? OOIO OIL WI OI OI ICI III VI ICI ?IM rIV O i 2 Z MI MI MI MI M NI mI MI OMI MI °M, OII MI MI NI NI j I I ti W N n ~ II I INI MII VIM NI NI V rtn ?'. O V ICI OI r M MI _I m mI - (? m ml m ml m m ? LLi UIU , ? ? ? UIU ? ? U'U U O? ' 7 I I U I I I '. I W W II II 11 u C m L I I II I + , -1 ? I r M V i N M n Y'1 fO ? I I r V in M r M (A N M 1 l 1 '1 .. ,,. .. a R] m m m m m m ,) W ?I ?I U ? I W ? ? O ? ? I I I I i i I I l i! I i l i I , I 'I II h i l l CHANNEL DESIGN PROJECT NAME Highway 1;' ?n ;tr,arcial Subdl:ision PROJECT NUMBER LRH 10 03 STREET NAME Ei:ist_ ng Charnel. Between Lots 1 and CHANNEL NUMBER TRIBUTARY AREA 163,500 square feet 3.75 acres INTENSITY(2 yr) 5.76 in/hour INTENSITY(10 yr) r.<?. in/hour RATIONAL "C" 0.90 USE THE NORMAL-DEPTH PROCEDURE TO FIND THE DEPTH OF FLOW (Y) AT Q2 5 Q10 DISCHARGES IN A TRAPEZOIDAL CHANNEL OF GIVEN DIMENSIONS. USE THE DEPTH TO FIND THE VELOCITY OF FLOW (V) AND THE SHEAR STRESS (T) TO DETERMINE THE TYPE OF CHANNEL LINING REQUIRED. PROPOSED CHANNEL INFORMATION PROPOSED BOTTOM WIDTH: 3 ft PROPOSED SIDE SLOPE: 3 :1 ALLOWABLE DEPTH OF FLOW: 1 ft PROPOSED LINER INFORMATION NAG C-350 PERMISSIBLE SHEAR: 3.2 lb/ft^2 PERMISSIBLE VELOCITY: 10.5 ft/sec TEMPORARY LINING Q2 = 17.30 Design Discharge [cfs] M = 3 Horizontal Component of Side Slope n = 0.03 Manning Roughness Coefficient S = 7.80? Longitudinal Channel Slope [ft/ft] B = 3 Bottom Width of Channel [ft] Zreq = 1.25 Required Value B Y A P R Zav 3 0.53 2.4327 6.35 0.38 1.28 V = 7.11 Water Vel of Normal Depth Section [ft/sec] T = 2.58 Shear Stress [lb/ft^2] TEMP LINING OX + ---------- ------- ------- ------- + I USE: NAG C-350 I + ---------- ------- ------- PERMANENT LINING Q10 = 21.-18 Design Discharge [cfs] M = 3 Horizontal Component of Side Slope n = 0.03 Manning Roughness Coefficient s = 7.s?0 Longitudinal Channel Slope [ft/ft] B = 3 Bottom Width of Channel [ft] Zreq = 1.56 Required Value B Y A P R Zav 3 0.59 2.81 6.73 0.42 1.57 DEPTH OX V = 7.70 Water Vel of Normal Depth Section [ft/sec] VELOCITY OX + ---------- ------- ------- I USE: NAG C.-350 I + ---------- ------- ------- + WET DETENTION BASIN DESIGN m Z91fl, OX u ? a ? I I ) --Ar 17 IL - 111 .>> ,???I ? I A/I I I I 1111/ ? I r,?, /I ? r, ? I - _ ? ? IE ----- . /////// '•;?'??/// ,fit \ \??- ----? ----? ? 1 ?I 'i I ?. I?fIdr I I oui HYDRAF'Low ROUTING RESULTS Hyd rog ra p h Return Pe ri oFTydra-flo9Fydropraphs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 Rational - 6.506 8.196 11.63 13.70 - 16.45 Pre-Development Discharge 3 Rational 28.77 35.95 - 49.90 58.34 68.64 Post-Development Discharge 5 Reservoir 3 0.113 0.859 - 14.19 15.51 - 16.66 Routed Flow Proj. file: Mast Commercial Final.gpw Saturday, Nov 27, 2010 s Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Saturday, Nov 27, 2010 Pond No. 1 - Mast 1 Pond Data Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 289.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult) 0.00 289.00 7,332 0 0 1.00 290.00 9,023 8,178 8,178 2.00 291.00 10,828 9,926 18,103 3.00 292.00 12,746 11,787 29,890 4.00 293.00 14,776 13,761 43,651 4.50 293.50 18,411 8,297 51,948 5.00 294.00 22,222 10,158 62,106 6.00 295.00 24,444 23,333 85,439 7.00 296.00 26,722 25,583 111,022 8.00 297.00 29,049 27,886 138,908 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A) [B] [C] [D] Rise (in) = 15.00 0.50 3.00 0.00 Crest Len (ft) = 16.00 20.00 0.00 0.00 Span (in) = 15.00 0.50 3.00 0.00 Crest El. (ft) = 295.50 296.50 0.00 0.00 No. Barrels = 1 1 2 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 289.00 293.50 295.00 0.00 Weir Type = Riser Broad - - Length (ft) = 72.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope (%) = 7.60 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exffl.(in/hr) = 0.000 (by Wet area) Multi-Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exffl User Total ft cult ft cis cfs cfs cis cfs cis cfs cfs cfs cis cfs 0.00 0 289.00 0.00 0.00 0.00 - 0.00 0.00 - -- - - 0 000 1.00 8,178 290.00 0.00 0.00 0.00 - 0.00 0.00 - - - - . 0 000 2.00 18,103 291.00 0.00 0.00 0.00 - 0.00 0.00 - - - - . 0 000 3.00 29,890 292.00 0.00 0.00 0.00 - 0.00 0.00 - - - - . 0 000 4.00 43,651 293.00 0.00 0.00 0.00 - 0.00 0.00 - - - - . 0 000 4.50 51,948 293.50 0.00 0.00 0.00 - 0.00 0.00 - - - - . 0 000 5.00 62,106 294.00 0.00 0.00 is 0.00 - 0.00 0.00 - - - -- . 0 005 6.00 85,439 295.00 0.00 0.01 is 0.00 - 0.00 0.00 - --- - - . 0 008 7.00 111,022 296.00 14.69 is 0.01 is 0.44 is - 14.69s 0.00 - - - - . 15 14 8.00 138,908 297.00 16.03 is 0.01 is 0.65 is - 16.01 s 18.38 - -- - - . 35.05 H yd rog ra p h Summary ReJ? ra ow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hydrograph Report 3 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Saturday, Nov 27, 2010 Hyd. No. 5 Routed Flow Hydrograph type = Reservoir Peak discharge = 0.113 cfs Storm frequency = 1 yrs Time to peak = 44 min Time interval = 1 min Hyd. volume = 4,721 cuft Inflow hyd. No. = 3 - Post-Development DischargReservoir name = Mast 1 Max. Elevation = 295.17 ft Max. Storage = 89,864 cuft Storage Indication method used. Wet pond routing start elevation = 293.50 ft. Hydrograph D ischarge Table (Printed values -1.00%ofQp. Print interval=10) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10 13.08 293.69 ---- 0.003 ----- ---- ----- ----- 0.003 20 26.15 294.24 --- 0.006 --- --- -- ---- ---- ---- --- 0.006 30 18.31 294.86 ---- 0.008 ---- --- ---- --- -- -- -- 0.008 40 5.230 295.15 ----- 0.008 0.083 ----- --- ---- ____ ?_ ____ 0.092 50 0.000 295.17 ---- 0.008 0.103 -- ---- ---- ----- ----- --- 0.111 60 0.000 295.17 ---- 0.008 0.101 ----- ----- ----- ----- ----- ----- 0.109 70 0.000 295.17 ----- 0.008 0.098 ---- ----- ----- ----- ----- ---- 0.107 80 0.000 295.16 ---- 0.008 0.096 ----- ----- ----- ----- ----- ----- 0.105 90 0.000 295.16 - 0.008 0.094 - - - -- - -- 0.102 100 0.000 295.16 ---- 0.008 0.092 ----- ---- - ---- ---- --- 0.100 110 0.000 295.16 -- 0.008 0.090 --- ----- ----- --- ---- ----- 0.098 120 0.000 295.15 ---- 0.008 0.088 ---- ---- ----- --- ----- ---- 0.096 130 0.000 295.15 ----- 0.008 0.086 ----- ----- ----- ----- ----- ---- 0.094 140 0.000 295.15 ----- 0.008 0.084 ----- ---- ----- ----- ----- ----- 0.092 150 0.000 295.15 ----- 0.008 0.082 ----- ----- ----- ----- ----- ----- 0.090 160 0.000 295.15 --- 0.008 0.080 ---- -- --- ----- ---- --- 0.088 170 0.000 295.14 --- 0.008 0.078 --- ---- ----- ---- ----- --- 0.087 180 0.000 295.14 --- 0.008 0.076 0 085 190 0.000 295.14 -- 0.008 0.075 -- ---- . ---- --- --- --- 0 083 200 0.000 295.14 ----- 0.008 0.073 ----- ----- . ----- ---- ----- ----- 0 081 210 0.000 295.14 ----- 0.008 0.071 ----- ----- . ----- ---- ----- ----- 0 080 220 0.000 295.13 ----- 0.008 0.070 ----- ---- . ----- ----- ----- 0.078 230 0.000 295.13 -- 0.008 0.068 ---- ---- ---- ---- ----- --- 0 076 240 0.000 295.13 ----- 0.008 0.067 -- ---- . ----- ----- ----- --- 0 075 250 0.000 295.13 ---- 0.008 0.065 ---- --- . ---- ___ _____ ?__ 0 073 260 0.000 295.13 ---- 0.008 0.063 -- ----- . 0 072 270 0.000 295.13 ----- 0.008 0.062 ----- ----- . ----- _____ ----- _____ 0 070 280 0.000 295.12 ----- 0.008 0.061 ---- ----- . ----- ----- _____ ----- 0 069 290 0.000 295.12 --- 0.008 0.059 ----- ---- . ----- ---- ----- 0 067 300 0.000 295.12 ---- 0.008 0.058 ----- ----- . ----- ----- ----- ----- 0 066 310 0.000 295.12 ---- 0.008 0.056 . 0 065 320 0.000 295.12 --- 0.008 0.055 ----- ---- . --- ----- ----- ----- 0 063 330 0.000 295.12 ---- 0.008 0.054 ---- ---- . -_-_ ----- 0 062 340 0.000 295.11 ----- 0.008 0.052 ----- ----- . ----- __-- _____ 0 061 350 0.000 295.11 ----- 0.008 0.051 ----- ----- . ----- ----- ----- 0 060 360 0.000 295.11 ----- 0.008 0.050 ----- ----- . ----- ----- ----- ---- 0 058 370 0.000 295.11 ---- 0.008 0.049 ----- --- . ---- ----- ---- ---- 0 057 380 0.000 295.11 ---- 0.008 0.048 ----- . -- - ----- ----- 0 056 390 0.000 295.11 ---- 0.008 0.046 . 0 055 400 0.000 295.11 ----- 0.008 0.045 ---- ----- . ----- ----- 0 054 410 0.000 295.11 ----- 0.008 0.044 ----- ----- . _____ ----- ----- ----- 0.053 Continues on next page... 4 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 420 0.000 295.10 ----- 0.008 0.043 0.051 430 0.000 295.10 - 0.008 0.042 0.050 440 0.000 295.10 - 0.008 0.041 -- ---- -- --- --- -- 0.049 450 0.000 295.10 - 0.008 0.040 --- ---- --- - -- -- 0.048 460 0.000 295.10 - 0.008 0.039 -- - - - - --- 0.048 470 0.000 295.10 -- 0.008 0.039 ----- ----- --- ----- ----- ----- 0.047 480 0.000 295.10 ---- 0.008 0.038 ----- ----- ---- -- ---- ----- 0.047 490 0.000 295.10 --- 0.008 0.038 -- ---- ----- ---- ---- --- 0.046 500 0.000 295.10 ---- 0.008 0.038 -- --- --- -- ----- -- 0.046 510 0.000 295.09 - 0.008 0.037 -- -- -- --- --- --- 0.045 520 0.000 295.09 - 0.008 0.037 -- --- ---- --- - - 0.045 530 0.000 295.09 -- 0.008 0.036 ----- --- --- ---- - -- 0.045 540 0.000 295.09 ----- 0.008 0.036 _-__ __-_ _____ _____ 0.044 550 0.000 295.09 --- 0.008 0.036 ----- ----- ----- ----- ----- ----- 0.044 560 0.000 295.09 ----- 0.008 0.035 -- ---- ----- --- ---- ----- 0.043 570 0.000 295.09 -- 0.008 0.035 -- ----- --- ---- ---- --- 0.043 580 0.000 295.09 - 0.008 0.034 - --- -- --- ---- -- 0.043 590 0.000 295.09 -- 0.008 0.034 0.042 600 0.000 295.08 ---- 0.008 0.034 0.042 610 0.000 295.08 ---- 0.008 0.033 ----- ----- ----- ----- --- ----- 0.041 620 0.000 295.08 ----- 0.008 0.033 --- - --- - 0.041 630 0.000 295.08 ----- 0.008 0.032 0.041 640 0.000 295.08 -- 0.008 0.032 - - -- --- --- -- 0.040 650 0.000 295.08 ---- 0.008 0.032 -- -- --- -- --- --- 0.040 660 0.000 295.08 --- 0.008 0.031 --- -- --- --- -- -- 0.039 670 0.000 295.08 ---- 0.008 0.031 - --- - -- -- --- 0.039 680 0.000 295.08 ----- 0.008 0.031 ---- ---- ----- ----- ----- ----- 0.039 690 0.000 295.08 ---- 0.008 0.030 --- ----- ----- ----- ---- ---- 0.038 700 0.000 295.08 ---- 0.008 0.030 --- ---- --- ---- ---- --- 0.038 710 0.000 295.07 -- 0.008 0.029 ----- --- -- --- ---- ---- 0.038 720 0.000 295.07 ---- 0.008 0.029 ----- ---- ----- ---- ----- ---- 0.037 730 0.000 295.07 -- 0.008 0.029 -- --- -- -- ---- --- 0.037 740 0.000 295.07 -- 0.008 0.028 --- - -- --- --- -- 0.037 750 0.000 295.07 ---- 0.008 0.028 ----- ----- ----- ----- ---- ----- 0.036 760 0.000 295.07 ----- 0.008 0.028 ---- ---- ---- --- --- ---- 0.036 770 0.000 295.07 --- 0.008 0.027 ---- --- ----- ---- --- ----- 0.036 780 0.000 295.07 ---- 0.008 0.027 -- ----- -- ----- --- ----- 0.035 790 0.000 295.07 -- 0.008 0.027 -- --- --- ---- - --- 0.035 800 0.000 295.07 --- 0.008 0.026 -- -- ---- --- -- --- 0.035 810 0.000 295.07 -- 0.008 0.026 --- --- ---- -- -- - 0.034 820 0.000 295.07 ----- 0.008 0.026 ----- ----- ----- ----- ----- ----- 0.034 830 0.000 295.06 ---- 0.008 0.026 ----- ----- ----- ----- --- ----- 0.034 840 0.000 295.06 ----- 0.008 0.025 ----- ----- ----- ---- -- ---- 0.033 850 0.000 295.06 --- 0.008 0.025 0.033 860 0.000 295.06 --- 0.008 0.025 0.033 870 0.000 295.06 - 0.008 0.024 --- ----- -- ---- ----- -- 0.032 880 0.000 295.06 --- 0.008 0.024 -- ---- --- -- --- --- 0.032 890 0.000 295.06 ----- 0.008 0.024 ----- ----- ----- ----- ---- ----- 0.032 900 0.000 295.06 ---- 0.008 0.023 ----- ----- ----- ----- ---- ----- 0.032 910 0.000 295.06 ----- 0.008 0.023 ---- ----- ---- ----- --- ----- 0.031 920 0.000 295.06 --- 0.008 0.023 ---- ---- --- ----- ----- --- 0.031 930 0.000 295.06 ----- 0.008 0.023 --- ---- --- --- ---- --- 0.031 940 0.000 295.06 -- 0.008 0.022 -- ---- ---- ---- ---- --- 0.030 950 0.000 295.06 -- 0.008 0.022 --- --- ---- --- ---- --- 0.030 Continues on next page... 5 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 960 0.000 295.05 ---- 0.008 0.022 ---- ----- ---- ---- ---- ---- 0.030 970 0.000 295.05 - 0.008 0.021 - 0 030 980 0.000 295.05 - 0.008 0.021 - . 0 029 990 0.000 295.05 -- 0.008 0.021 ---- ---- -- -- --- --- . 0 029 1000 0.000 295.05 - 0.008 0.021 - ----- --- --- --- ---- . 0 029 1010 0.000 295.05 ----- 0.008 0.020 ----- ----- ---- ----- ---- ----- . 0 028 1020 0.000 295.05 ----- 0.008 0.020 ----- ----- ---- ----- --- ---- . 0 028 1030 0.000 295.05 ----- 0.008 0.020 ---- ----- ----- -- ----- ---- . 0 028 1040 0.000 295.05 -- 0.008 0.020 ---- --- . 0 028 1050 0.000 295.05 -- 0.008 0.019 - -- --- -- ---- -- . 0 027 1060 0.000 295.05 - 0.008 0.019 . 0 027 1070 0.000 295.05 - 0.008 0.019 . 0 027 1080 0.000 295.05 ----- 0.008 0.019 --- ----- . 0 027 1090 0.000 295.05 ---- 0.008 0.018 ----- ----- . 0 026 1100 0.000 295.05 ----- 0.008 0.018 ----- ----- ----- ----- --- ---- . 0 026 1110 0.000 295.05 --- 0.008 0.018 . 0 026 1120 0.000 295.04 -- 0.008 0.018 . 0 026 1130 0.000 295.04 --- 0.008 0.017 . 0 025 1140 0.000 295.04 - 0.008 0.017 . 0 025 1150 0.000 295.04 ----- 0.008 0.017 -- -- ----- _____ _____ _____ _____ . 0 025 1160 0.000 295.04 ---- 0.008 0.017 ----- ----- ----- ----- ----- _____ . 0 025 1170 0.000 295.04 ----- 0.008 0.016 ----- ----- . 0 025 1180 0.000 295.04 -- 0.008 0.016 -- - ----- -_- -___ -, . 0 024 1190 0.000 295.04 --- 0.008 0.016 . 0 024 1200 0.000 295.04 ---- 0.008 0.016 . 0 024 1210 0.000 295.04 --- 0.008 0.016 . 0 024 1220 0.000 295.04 ----- 0.008 0.015 ----- ----- _____ _____ ----- . 0 023 1230 0.000 295.04 ----- 0.008 0.015 ----- ----- ----- ----- ----- . 0 023 1240 0.000 295.04 ----- 0.008 0.015 ---- --- ----- _____ -- -- _____ . 0 023 1250 0.000 295.04 ----- 0.008 0.015 ----- _____ ----- . 0 023 1260 0.000 295.04 -- 0.008 0.014 . 0 023 1270 0.000 295.04 -- 0.008 0.014 _-__ _____ . 0 022 1280 0.000 295.04 ----- 0.008 0.014 . 0 022 1290 0.000 295.04 ----- 0.008 0.014 ----- ----- ----- ----- ----- . 0 022 1300 0.000 295.03 ---- 0.008 0.014 ----- ----- ----- ----- _____ . 0 022 1310 0.000 295.03 ---- 0.008 0.013 ----- ----- ----- ----- ----- . 0 022 1320 0.000 295.03 --- 0.008 0.013 . 0 021 1330 0.000 295.03 -- 0.008 0.013 . 0 021 40 0.000 295.03 --- 0.008 0.013 ---- ---- ____ _____ . 0 021 1350 0.000 295.03 -- 0.008 0 013 . 1360 0.000 295.03 ----- 0.008 . 0 012 ----- ----- - 0.021 370 0.000 295.03 ----- 0.008 . ____ ----- - 0 012 ----- ----- 0.021 380 0.000 295.03 ----- 0.008 . ----- ____ ----- 0 012 ----- ----- 0.020 1390 0.000 295.03 -- 0.008 . ----- ----- 0 012 0.020 1400 0.000 295.03 ---- 0.008 . ----- 0 012 0.020 1410 0.000 295.03 --- 0.008 . 0 012 --- ----- 0.020 1420 0.000 295.03 -- 0.008 . 0 011 ---- ----- 0.020 1430 0.000 295.03 ----- 0.008 . 0 011 ----- ----- 0.019 440 0.000 295.03 ---- 0.008 . ----- ----- ..... 0 011 ----- ----- 0.019 450 0.000 295.03 ----- 0.008 . _____ _____ ..... 0 011 ----- ----- 0.019 1460 0.000 295.03 ---- 0.008 . ----- ..... 0 011 ----- ---- 0.019 47 0.000 295.03 -- 0.008 . ----- --- - 0 010 ----- ----- 0.019 1480 0.000 295.03 ---- 0.008 . ----- ----- 0 010 0.019 1490 0.000 295.03 ---- 0.008 . 0 010 0.018 . 0.018 Continues on next page... Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ELI Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1500 0.000 295.03 ---- 0.008 0.010 0 018 1510 0.000 295.02 -- 0.008 0.010 --- - -- . -- --- ----- 0 018 1520 0.000 295.02 -- 0.008 0.010 . 0 018 1530 0.000 295.02 -- 0.008 0.009 - --- -- . --- --- -- 0 018 1540 0.000 295.02 --- 0.008 0.009 - ----- - . - - - 0 017 1550 0.000 295.02 ----- 0.008 0.009 ----- ---- --- . ----- ----- ---- 0 017 1560 0.000 295.02 ----- 0.008 0.009 . 0 017 1570 0.000 295.02 --- 0.008 0.009 ---- ----- --- . ---- ---- --- 0 017 1580 0.000 295.02 --- 0.008 0.009 . 0 017 1590 0.000 295.02 -- 0.008 0.009 ---- -- . -- -- ----- 0 017 1600 0.000 295.02 -- 0.008 0.008 -- -- -- . --- -- - 0 016 1610 0.000 295.02 -- 0.008 0.008 -- --- --- . - - - 0 016 1620 0.000 295.02 --- 0.008 0.008 ---- ---- -- . --- ----- ----- 0 016 1630 0.000 295.02 ----- 0.008 0.008 ---- ---- --- . _____ ____ _____ 0 016 1640 0.000 295.02 ----- 0.008 0.008 --- --- -- . --- ----- ---- 0 016 1650 0.000 295.02 - 0.008 0.008 -- -- ---- . _____ _____ 0 016 1660 0.000 295.02 -- 0.008 0.007 . 0 016 1670 0.000 295.02 -- 0.008 0.007 - - -- . ---- --- -- 0 015 1680 0.000 295.02 -- 0.008 0.007 -- -- - . -- -- --- 0 015 1690 0.000 295.02 --- 0.008 0.007 ----- ----- ----- . _____ __-_ ----- 0 015 1700 0.000 295.02 ----- 0.008 0.007 ---- ----- _____ . 0 015 1710 0.000 295.02 ----- 0.008 0.007 ----- . 0 015 1720 0.000 295.02 ---- 0.008 0.007 --- . 0 015 1730 0.000 295.02 --- 0.008 0.007 - ----- --- . -- -- ----- 0 015 1740 0.000 295.02 - 0.008 0.006 -- - --- . ---- - -- 0 014 1750 0.000 295.02 --- 0.008 0.006 - - - . - ---- -- 0 014 1760 0.000 295.02 ----- 0.008 0.006 ----- ----- ----- . ----- ----- ----- 0 014 1770 0.000 295.02 ----- 0.008 0.006 ---- ----- ----- . ----- ----- ----- 0 014 1780 0.000 295.01 --- 0.008 0.006 -- -- --- . ----- --- ---- 0 014 1790 0.000 295.01 - 0.008 0.006 ---- ----- --- . ----- ---- -- 0 014 1800 0.000 295.01 --- 0.008 0.006 . 0 014 1810 0.000 295.01 --- 0.008 0.005 . 0 013 1820 0.000 295.01 ---- 0.008 0.005 -- - --- . - - -- 0 013 1830 0.000 295.01 ---- 0.008 0.005 -- -- ----- ---- . ---- ----- ----- 0 013 1840 0.000 295.01 ---- 0.008 0.005 ---- ---- ----- . ----- ----- --- 0 013 1850 0.000 295.01 --- 0.008 0.005 -- - --- . ----- ----- --- 0 013 1860 0.000 295.01 ---- 0.008 0.005 -- ---- ---- . ----- ---- -- 0 013 1870 0.000 295.01 -- 0.008 0.005 ----- - --- . --- - -- -- 0 013 1880 0.000 295.01 -- 0.008 0.005 -- ---- -- . --- --- --- 0 013 1890 0.000 295.01 -- 0.008 0.005 ----- --- --- . -- --- -- 0 013 1900 0.000 295.01 ----- 0.008 0.004 ---- ----- -- -- . ----- ----- ----- 0 012 1910 0.000 295.01 ----- 0.008 0.004 ----- ----- ----- . ----- ----- ----- 0 012 1920 0.000 295.01 --- 0.008 0.004 --- --- ----- . ----- ---- ----- 0 012 1930 0.000 295.01 --- 0.008 0.004 -- --- ---- . ---- ---- ----- 0 012 1940 0.000 295.01 - 0.008 0.004 -- -- --- . --- ----- --- 0 012 1950 0.000 295.01 - 0.008 0.004 - - -- . ---- ----- --- 0 012 1960 0.000 295.01 - 0.008 0.004 -- -- --- . -- --- -- 0 012 1970 0.000 295.01 ----- 0.008 0.004 ---- ----- ----- . ----- ----- ----- 0 012 1980 0.000 295.01 --- 0.008 0.004 ----- ---- ----- . ---- ----- ----- 0 012 1990 0.000 295.01 ---- 0.008 0.003 ----- ----- ----- - . ---- ----- ----- 0 011 2000 0.000 295.01 --- 0.008 0.003 ----- --- --- - . ---- ---- --- 0 011 2010 0.000 295.01 - 0.008 0.003 -- --- ---- - . --- -- - 0 011 2020 0.000 295.01 - 0.008 0.003 --- --- -- - . -- -- -- 0 011 2030 0.000 295.01 ----- 0.008 0.003 . 0.011 Continues on next page... 7 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2040 0.000 295.01 ---- 0.008 0.003 -- ----- 0 011 2050 0.000 295.01 ---- 0.008 0.003 ---- . 0 011 2060 0.000 295.01 -- 0.008 0.003 ----- . 0 011 2070 0.000 295.01 -- 0.008 0.003 . 0 011 2080 0.000 295.01 --- 0.008 0.002 . 0 010 2090 0.000 295.01 ---- 0.008 0.002 ---- ----- . _____ _____ ----- 0 010 2100 0.000 295.01 ----- 0.008 0.002 . _____ ----- 0 010 2110 0.000 295.01 -- 0.008 0.002 -- -- ----- . 0 010 2120 0.000 295.01 ----- 0.008 0.002 . 0 010 2130 0.000 295.01 - 0.008 0.002 . 0 010 2140 0.000 295.00 -- 0.008 0.002 . 0 010 2150 0.000 295.00 --- 0.008 0.002 . 0 010 2160 0.000 295.00 ---- 0.008 0.002 --- ----- . ----- ----- ----- 0 010 2170 0.000 295.00 --- 0.008 0.002 ----- --- . ----- _____ 0 010 2180 0.000 295.00 --- 0.008 0.002 ---- ---- . _____ _-- ____ ----- 0 010 2190 0.000 295.00 -- 0.008 0.001 . --- - -__- 0 009 2200 0.000 295.00 -- 0.008 0.001 . 0 009 2210 0.000 295.00 - 0.008 0.001 . 0 009 2220 0.000 295.00 -- 0.008 0.001 . 0 009 2230 0.000 295.00 ----- 0.008 0.001 ----- ----- . ----- -_-- ----- _____ 0 009 2240 0.000 295.00 --- 0.008 0.001 ----- . 0 009 2250 0.000 295.00 ---- 0.008 0.001 --- ----- . 0 009 2260 0.000 295.00 ----- 0.008 0 001 . 2270 0.000 295.00 ----- 0 008 . 0 001 0.009 2280 0.000 295.00 . -- 0 008 . 0 001 0.009 2290 0.000 295.00 . -- 0 008 . 0 001 0.009 300 0.000 295.00 . ----- 0.008 . 0 001 ----- ----- 0.009 2310 0.000 295.00 ----- 0.008 . 0 000 ----- ----- _____ ----- _____ _____ 0.009 2320 0.000 295.00 ---- 0.008 . 0 000 ----- _____ ----- ..... 0.008 0 0.000 295.00 ----- 0.008 . 0 000 ___ 0.008 340 0.000 295.00 --- 0.008 . 0 000 0.008 2350 0.000 295.00 ---- 0.008 . 0 000 0.008 2360 0.000 295.00 -- 0.008 . 0 000 0.008 370 0.000 295.00 ---- 0.008 . 0 000 ----- ----- 0.008 0 0.000 295.00 ---- 0.008 . ----- ----- -_ ----- ----- _____ 0.008 390 0.000 295.00 ----- 0 008 __ ----- _____ ----- ----- ----- 0.008 2400 0.000 295.00 . -- 0.008 ---- ---- 0.008 2410 0.000 295.00 -- 0 008 ----- ---- ---- - --- 0.008 420 0.000 295.00 . --- 0 008 ----- ----- -- 0.008 2430 0.000 295.00 . - 0.008 --- -?_ 0.008 440 0.000 295.00 --- 0.008 ----- ----- --- 0.008 2450 0.000 295.00 ----- 0.008 - ----- ---- --- ----- ----- ----- ----_ 0.008 2460 0.000 295.00 --- 0.008 -- ---- ----- ---- -- -- ----- ----- ----_ 0.008 2470 0.000 295.00 ---- 0.008 - ---- ---- ---- ---- ----- ----- ----- 0.008 2480 0.000 295.00 ----- 0.008 --- --- -- --- - 0.008 ? _-_- _ - 490 0.000 295.00 --- 0.008 - ---- -- -- ---_ _ 0.008 2500 0.000 295.00 ----- 0.008 - - 0.008 510 0.000 295.00 ---- 0.008 - ---- ----- ----- ---- --- --- 0.008 520 0.000 295.00 ----- 0.008 - ---- ----- ---- ----- ----- 0.008 2530 0.000 295.00 ----- 0.008 - - --- ---- --- ----- ----- ----- ----- 0.008 540 0.000 295.00 --- 0.008 - -- ---- ----- ---- ----- ----- .... ----- 0.008 2550 0.000 295.00 --- 0.008 - --- --- - 0.008 560 0.000 295.00 -- 0.008 - --- ---- ----- 0.008 2570 0.000 295.00 - 0.008 ---- ---- - 0.008 - 0.008 Continues on next page... 8 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EAU Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2580 0.000 295.00 0.008 ---- ----- --- --- ---- -- ---- 0.008 2590 0.000 295.00 - 0.008 --- --- --- -- 0.008 2600 0.000 295.00 -- 0.008 - --- - ?- - --- 0.008 2610 0.000 295.00 -- 0.008 --- -- -? -- -?- -- --- 0.008 2620 0.000 294.99 -- 0.008 -- -- - -- -- --- -? 0 008 2630 0.000 294.99 ----- 0.008 ---- ---- ----- --- --?- ---- --- . 0 008 2640 0.000 294.99 ----- 0.008 --- --- ----- ----- ---- --- ---- . 0.008 2650 0.000 294.99 ----- 0.008 ---- ---- --- ---- ---- --- --- 0 008 2660 0.000 294.99 --- 0.008 --- --- -- --- --? -- . 0 008 2670 0.000 294.99 -- 0.008 --- ---- -- --- - . 0.008 2680 0.000 294.99 -- 0.008 --- --- -- --- -- -- -- 0.008 2690 0.000 294.99 - 0.008 -- - -? -- -- - -- 0 008 2700 0.000 294.99 ----- 0.008 ---- --- ----- --- ---- --- ---- . 0 008 2710 0.000 294.99 -- 0.008 --- ---- ---- --- ----- ---- --- . 0.008 2720 0.000 294.99 --- 0.008 ----- ---- ----- ---- --- ---- ----- 0.008 2730 0.000 294.99 -- 0.008 -__ 0.008 2740 0.000 294.99 - 0.008 -- -- --- - -- -- -- 0 008 2750 0.000 294.99 --- 0.008 --- - -- -- -- ----- -- . 0 008 2760 0.000 294.99 ---- 0.008 -- - --- --- -- ---- - . 0 008 2770 0.000 294.99 ----- 0.008 ---- ---- ----- ----- ----- ----- ---- . 0.008 2780 0.000 294.99 --- 0.008 ----- ---- ----- ----- ----- ---- ---- 0.008 2790 0.000 294.99 --- 0.008 ---- --- ----- ----- ---- --- ---- 0.008 2800 0.000 294.99 - 0.008 - - - - -- -- -- 0.008 2810 0.000 294.99 -- 0.008 - --- --- ---- --- -- --- 0.008 2820 0.000 294.99 -- 0.008 -- --- ---- -- -- - -- 0.008 2830 0.000 294.99 - 0.008 -- --- -- --- -- -- -- 0.008 2840 0.000 294.99 ----- 0.008 ----- ----- ----- ----- ----- ---- ----- 0.008 2850 0.000 294.99 ----- 0.008 ---- ---- ----- ----- ---- ---- ----- 0.008 2860 0.000 294.99 --- 0.008 --- ---- ---- -- ---- ----- ----- 0.008 2870 0.000 294.99 -- 0.008 -- --- ---- ---- ---- -- --- 0.008 2880 0.000 294.99 ----- 0.008 0.008 ... End 10 H yd rog ra p h Summary Re,?draflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hydrograph Report 11 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2009 by Autodesk, Inc. v6.066 Saturday, Nov 27, 2010 Hyd. No. 5 Routed Flow Hydrograph type = Reservoir Peak discharge = 0.859 cfs Storm frequency = 2 yrs Time to peak = 43 min Time interval = 1 min Hyd. volume = 13,855 cuft Inflow hyd. No. = 3 - Post-Development DischargReservoir name = Mast 1 Max. Elevation = 295.53 ft Max. Storage = 99,063 cuft Storage Indication method used. Wet pond routing start elevation = 293.50 ft. Hydrograph Discharge Table ( Printed values= 1.00% of Qp. Print interval = 10) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 30 22.88 295.17 ----- 0.008 0.101 ----- ----- --- --__ _-? _-_ 0 110 40 6.536 295.51 0.148 0.009 0.293 --- 0.148 --- . --- ---- -- 0 449 50 0.000 295.52 0.366 0.009 0.297 - 0.366 -- . ---- - --- 0 673 60 0.000 295.51 0.148 0.009 0.293 -- 0.148 ----- . --- ----- ---- 0 449 70 0.000 295.50 0.002 0.009 0.289 ----- 0.002 ---- . ---- ---- ---- 0 300 80 0.000 295.49 ----- 0.009 0.287 ----- ----- ----- . ----- ----- _____ 0 296 90 0.000 295.49 ----- 0.009 0.284 ---- ----- ----- . _____ _____ _ 0 293 100 0.000 295.48 ---- 0.009 0.281 ---- ---- ----- . ----- _____ _ 0 290 110 0.000 295.47 - 0.009 0.278 . 0 287 120 0.000 295.47 --- 0.009 0.275 ----- . 0 284 130 0.000 295.46 -- 0.009 0.272 . 0 282 140 0.000 295.45 ---- 0.009 0.270 . 0 279 150 0.000 295.45 ----- 0.009 0.267 ----- ----- ----- . ----- ----- 0 276 160 0.000 295.44 ----- 0.009 0.264 ---- ----- _____ . ----- ----- 0 273 170 0.000 295.43 ----- 0.009 0.262 ----- ---- ----- . 0 271 180 0.000 295.43 --- 0.009 0.259 -- --- -- - . _____ --- - 0 268 190 0.000 295.42 -- 0 009 0 256 . 200 0.000 295.41 ---- . 0 009 . 0 254 --- ----- 0.266 210 0.000 295.41 ---- . 0.009 . 0 251 --- -?_ _ 0.263 220 0.000 295.40 ----- 0 009 . 0 249 ---- ----- 0.260 230 0.000 295.40 ----- . 0.009 . 0 246 ----- ----- ----- ----- __-_ _____ 0.258 240 0.000 295.39 ---- 0.009 . 0 243 ----- ----- ----- ----- ----- ----- 0.255 250 0.000 295.38 ---- 0.009 . 0 240 ----- ----- 0.252 260 0.000 295.38 ----- 0.009 . 0 237 ---- 0.249 270 0.000 295.37 --- 0.009 . 0 234 ---- ----- 0.246 280 0.000 295.37 ---- 0.009 . 0 231 -- --- 0.243 - 290 0.000 295.36 ----- 0.009 . 0 229 ----- --- ----- -- - 0.240 300 0.000 295.36 ---- 0.009 . 0 226 ---- ----- ----- ----- 0.238 310 0.000 295.35 ----- 0.009 . 0 223 -- -- ----- ----- _____ - 0.235 320 0.000 295.35 ----- 0.009 . 0 220 ---- ----- --- -- -- ----- 0.232 330 0.000 295.34 -- 0.009 . 0 218 ----- ----- ----- 0.229 340 0.000 295.33 --- 0.009 . 0 215 0.227 350 0.000 295.33 ---- 0.009 . 0 212 0.224 360 0.000 295.32 ----- 0.009 . 0 210 ----- ----- 0.221 370 0.000 295.32 ----- 0.009 . 0 207 ---- ----- ----- _____ 0.219 380 0.000 295.31 ----- 0.009 . 0 205 ----- ---- ----- ----- ----- 0.216 390 0.000 295.31 --- 0.009 . 0 202 --- ----- ----- ----- 0.214 400 0.000 295.30 ---- 0.009 . 0 200 ---- ----- ----- 0.211 410 0.000 295.30 ---- 0.009 . 0 197 ---- ---- - ----- ---- - 0.209 420 0.000 295.29 --- 0.009 . 0 194 ---- -? - ----- --- --- --- - 0.206 430 0.000 295.29 ----- 0.009 . ----- 0 191 ----- ----- ---- 0.203 . ----- ----- 0.199 Continues on next page... -12 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 440 0.000 295.29 -- 0.009 0.187 ---- ---- ---- ----- ---- --- 0.196 450 0.000 295.28 - 0.009 0.184 - -- ---- --- ---- -- 0.193 460 0.000 295.28 -- 0.009 0.181 -- --- -- -- ----- -- 0.190 470 0.000 295.27 --- 0.009 0.178 - --- ----- ---- ---- -- 0 187 480 0.000 295.27 - 0.009 0.175 -- -- ----- ----- -- -- . 0 184 490 0.000 295.26 --- 0.009 0.172 ----- ---- ----- ---- ----- ----- . 0.181 500 0.000 295.26 ----- 0.009 0.169 --- ----- ----- ----- 0.178 510 0.000 295.25 -- 0.009 0.166 --- ---- ---- --- --- ---- 0.175 520 0.000 295.25 --- 0.009 0.163 --- - --- ---- --- ---- 0.172 530 0.000 295.25 - 0.009 0.161 - -- --- ----- --- ----- 0.169 540 0.000 295.24 -- 0.009 0.158 -- ----- ---- --- -- -- 0.167 550 0.000 295.24 - 0.009 0.155 --- --- ----- --- -- ----- 0 164 560 0.000 295.24 ----- 0.009 0.153 --- --- ---- ---- ---- ----- . 0.161 570 0.000 295.23 ----- 0.009 0.150 --- ---- --_ _____ 0.159 580 0.000 295.23 ----- 0.009 0.147 --- ---- ----- ---- ---- --- 0.156 590 0.000 295.22 -- 0.009 0.145 0.153 600 0.000 295.22 -- 0.009 0.142 0.151 610 0.000 295.22 --- 0.009 0.140 -- --- ----- --- ---- -- 0.149 620 0.000 295.21 -- 0.009 0.138 -- --- --- -- ----- -- 0.146 630 0.000 295.21 ---- 0.009 0.135 ----- ----- ----- ----- ----- ----- 0.144 640 0.000 295.21 ---- 0.009 0.133 0 141 650 0.000 295.20 --- 0.009 0.131 ---- ----- ---- --- ---- --- . 0.139 660 0.000 295.20 - 0.009 0.128 - -- - -- - - 0.137 670 0.000 295.20 - 0.008 0.126 -- --- -- --- --- - 0.134 680 0.000 295.19 --- 0.008 0.123 --- -- -- - - --- 0.131 690 0.000 295.19 --- 0.008 0.120 - -- --- - --- -- 0.129 700 0.000 295.19 ----- 0.008 0.117 ----- ----- ----- ----- ---- ----- 0.126 710 0.000 295.19 ----- 0.008 0.115 ---- ---- --- --- ---- ---- 0.123 720 0.000 295.18 --- 0.008 0.112 ---- ----- ---- ----- --- -- 0.121 730 0.000 295.18 -- 0.008 0.110 --- --- ---- ----- ----- ---- 0.118 740 0.000 295.18 - 0.008 0.107 ----- 0.116 750 0.000 295.17 --- 0.008 0.105 ----- --- -- -- ---- ----- 0.113 760 0.000 295.17 - 0.008 0.103 - -- -- --- -- -- 0.111 770 0.000 295.17 ----- 0.008 0.100 ----- ----- ----- ----- ----- ----- 0.109 780 0.000 295.17 ----- 0.008 0.098 ----- ---- ---- ----- ---- ----- 0.107 790 0.000 295.16 ----- 0.008 0.096 --- ----- ---- ----- --- -- 0.104 800 0.000 295.16 --- 0.008 0.094 ---- ---- ---- --- ----- --- 0.102 810 0.000 295.16 ----- 0.008 0.092 ----- ----- ---- ---- ---- -- 0.100 820 0.000 295.16 -- 0.008 0.090 --- ---- ----- ---- -- - 0.098 830 0.000 295.15 - 0.008 0.088 ---- -- ----- -- --- - 0 096 840 0.000 295.15 ----- 0.008 0.086 ----- ----- ----- ----- ----- ----- . 0.094 850 0.000 295.15 ----- 0.008 0.084 ----- ----- ---- ----- _____ 0.092 860 0.000 295.15 ---- 0.008 0.082 --- ---- --- ----- ----- -- 0.090 870 0.000 295.15 --- 0.008 0.080 0.088 880 0.000 295.14 -- 0.008 0.078 - ---- ---- _? __- ____ 0.087 890 0.000 295.14 ----- 0.008 0.076 0.085 900 0.000 295.14 ---- 0.008 0.075 ----- --- --- ---- --- --- 0.083 910 0.000 295.14 ---- 0.008 0.073 ----- ----- ----- ----- 0.081 920 0.000 295.14 ----- 0.008 0.071 ----- ----- ----- ----- ----- ---- 0.080 930 0.000 295.13 --- 0.008 0.070 --- ---- ---- ----- ----- ---- 0.078 940 0.000 295.13 -- 0.008 0.068 ----- ---- ---- --- ---- -- 0.076 950 0.000 295.13 --- 0.008 0.066 ----- --- --- ---- ---- -- 0.075 960 0.000 295.13 ---- 0.008 0.065 ---- ---- --- ---- --- -- 0.073 970 0.000 295.13 ----- 0.008 0.063 ---- ---- -- -- ----- ----- -- 0.072 Continues on next page... 13 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 980 0.000 295.13 ----- 0.008 0.062 --- ----- 0 070 990 0.000 295.12 ---- 0.008 0.060 . -- --- ---- ____ -_ _? 0.069 1000 0.000 295.12 - 0.008 0.059 - ----- --- --- --- -- 0.067 1010 0.000 295.12 ---- 0.008 0.058 -- -- -- - ----- ----- 0.066 1020 0.000 295.12 - 0.008 0.056 -- - -- -- --- -- 0.065 1030 0.000 295.12 ---- 0.008 0.055 --- ---- ----- ----- ----- ---- 0 063 1040 0.000 295.12 ---- 0.008 0.054 . ---- ----- ----- ----- ----- --- 0 062 1050 0.000 295.11 ---- 0.008 0.052 . -- ---- ----- ---- ---- ----- 0 061 1060 0.000 295.11 -- 0.008 0.051 . ---- --- -- -- -- -- 0 059 1070 0.000 295.11 - 0.008 0.050 . -- -- --- ----- ---- -- 0 058 1080 0.000 295.11 - 0.008 0.049 . --- --- -- - ----- -- 0 057 1090 0.000 295.11 -- 0.008 0.048 . -- - -- - -- - 0 056 1100 0.000 295.11 ----- 0.008 0.046 . ---- --- ----- ----- ---- ---- 0 055 1110 0.000 295.11 --- 0.008 0.045 . --- ----- ----- ---- ----- ---- 0 054 1120 0.000 295.11 --- 0.008 0.044 . 0 052 1130 0.000 295.10 --- 0.008 0.043 . --- --- ----- ---- -- -- 0 051 1140 0.000 295.10 -- 0.008 0.042 . 0 050 1150 0.000 295.10 ---- 0.008 0.041 . --- ----- ---- ---- -- --- 0 049 1160 0.000 295.10 -- 0.008 0.040 . -- --- - ----- -- -- 0 048 1170 0.000 295.10 ----- 0.008 0.039 . ---- ---- ----- ----- ----- ---- 0 048 1180 0.000 295.10 ----- 0.008 0.039 . ----- ---- ----- ----- --- ----- 0 047 1190 0.000 295.10 ----- 0.008 0.038 . ---- ----- 0 047 1200 0.000 295.10 - 0.008 0.038 . - -- - -- - --- 0 046 1210 0.000 295.10 -- 0.008 0.038 . 0 046 1220 0.000 295.09 --- 0.008 0.037 . ____ ___- 0 045 1230 0.000 295.09 -- 0.008 0.037 . - -- --- -- -- ----- 0 045 1240 0.000 295.09 ----- 0.008 0.036 . ----- ----- ---- ----- ----- ----- 0 045 1250 0.000 295.09 ---- 0.008 0.036 . ----- ----- ---- ----- 0 044 1260 0.000 295.09 --- 0.008 0.035 . ----- ----- ---- ----- ----- 0 044 1270 0.000 295.09 -- 0.008 0.035 . --- --- ---- ---- --- ---- 0 043 1280 0.000 295.09 ---- 0.008 0.035 . ---- ----- 0 043 1290 0.000 295.09 --- 0.008 0.034 . 0 042 1300 0.000 295.09 -- 0.008 0.034 . 0 042 1310 0.000 295.08 ----- 0.008 0.033 . ---- ----- ----- ----- ----- ----- 0 042 1320 0.000 295.08 ---- 0.008 0.033 . ----- ----- ____ _____ _____ _____ 0 041 1330 0.000 295.08 ---- 0.008 0.033 . --- ---- ----- _____ 0 041 1340 0.000 295.08 --- 0.008 0.032 . 0 041 1350 0.000 295.08 -- 0.008 0.032 . 0 040 1360 0.000 295.08 ---- 0.008 0.032 . -- ---- ---- --- --_ --- 0 040 1370 0.000 295.08 --- 0.008 0.031 . 0 039 1380 0.000 295.08 ----- 0.008 0 031 - . ---- ----- 1390 0.000 295.08 ----- 0.008 . 0 031 - ----- ----- ----- ----- 0.039 ---- ----- 1400 0.000 295.08 ----- 0.008 . 0 030 - ----- ----- _____ ----- 0.039 --- ----- 1410 0.000 295.08 --- 0.008 . 0 030 - _____ ----- _____ _____ 0.038 -- ---- 1420 0.000 295.07 --- 0 008 . 0 029 ____ ----- ___ _____ 0.038 1430 0.000 295.07 . ---- 0.008 . 0 029 0.038 1440 0.000 295.07 --- 0.008 . 0 029 0.037 - ----- 1450 0.000 295.07 ---- 0.008 . 0 028 - 0.037 ---- ---- 1460 0.000 295.07 ----- 0.008 . 0 028 - ----- ----- ----- ----- 0.037 ---- ----- 1470 0.000 295.07 ----- 0.008 . 0 028 - ----- ----- ----- 0.036 ---- ----- 1480 0.000 295.07 --- 0.008 . 0 027 ---- ----- -- -- ----- 0.036 1490 0.000 295.07 --- 0.008 . 0 027 - 0.036 --- ----- 1500 0.000 295.07 ----- 0.008 . 0 027 -- ---- ----- --- ----- - 0.035 - ----- 510 0.000 295.07 ---- 0.008 . 0 026 ----- --- 0.035 - ---- . --- - 0.035 Continues on next page... 14 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ELI Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1520 0.000 295.07 ----- 0.008 0.026 0 034 1530 0.000 295.07 --- 0.008 0.026 - -- . ---- -- --- - 0 034 1540 0.000 295.06 -- 0.008 0.025 - - . - - -- - 0 034 1550 0.000 295.06 --- 0.008 0.025 - -- . - ----- --- - 0 033 1560 0.000 295.06 ----- 0.008 0.025 ---- --- . ----- - -- ---- 0 033 1570 0.000 295.06 ---- 0.008 0.025 ---- ----- . ----- ----- ---- ---- 0 033 1580 0.000 295.06 ----- 0.008 0.024 -- -- . -- ---- ----- ---- 0.032 1590 0.000 295.06 --- 0.008 0.024 -- ----- 0 032 1600 0.000 295.06 -- 0.008 0.024 - - . - - -- - 0 032 1610 0.000 295.06 - 0.008 0.023 ----- -- . - -- - ----- 0 032 1620 0.000 295.06 -- 0.008 0.023 - -- . -- -- - -- 0 031 1630 0.000 295.06 - 0.008 0.023 -- - . -- -- - - 0 031 1640 0.000 295.06 ---- 0.008 0.023 . 0 031 1650 0.000 295.06 ---- 0.008 0.022 . 0 030 1660 0.000 295.06 --- 0.008 0.022 -- -- . ----- --- --- --- 0 030 1670 0.000 295.05 -- 0.008 0.022 ----- --- . --- -- --- --- 0 030 1680 0.000 295.05 - 0.008 0.021 --- ----- . --- -- ----- -- 0 030 1690 0.000 295.05 - 0.008 0.021 . 0 029 1700 0.000 295.05 -- 0.008 0.021 . 0 029 1710 0.000 295.05 ---- 0.008 0.021 ----- ----- . ---- ---- ----- ----- 0 029 1720 0.000 295.05 ---- 0.008 0.020 --- ---- . ----- ----- ----- --- 0 028 1730 0.000 295.05 ---- 0.008 0.020 . 0 028 1740 0.000 295.05 - 0.008 0.020 --- --- . - -- - - 0 028 1750 0.000 295.05 ---- 0.008 0.020 --- ----- . -- --- -- - 0 028 1760 0.000 295.05 --- 0.008 0.019 -- -- . -- 0 027 1770 0.000 295.05 - 0.008 0.019 -- - . -- - -- - 0 027 1780 0.000 295.05 ----- 0.008 0.019 ---- ---- . ----- ----- ---- ----- 0 027 1790 0.000 295.05 ----- 0.008 0.019 -- ----- . ----- ---- ---- ---- 0.027 1800 0.000 295.05 ---- 0.008 0.018 - ----- 0 026 1810 0.000 295.05 --- 0.008 0.018 -- ---- . ---- ----- ---- -- 0 026 1820 0.000 295.05 ---- 0.008 0.018 -- --- . -- ---- ---- -- 0 026 1830 0.000 295.04 --- 0.008 0.018 -- -- . - --- -- - 0.026 1840 0.000 295.04 - 0.008 0.017 - - --- -- - -- 0 025 1850 0.000 295.04 --- 0.008 0.017 ----- ----- . ----- ----- ----- ----- 0.025 1860 0.000 295.04 ---- 0.008 0.017 ---- ----- ----- ---- ----- ---- 0.025 1870 0.000 295.04 ---- 0.008 0.017 0.025 1880 0.000 295.04 -- 0.008 0.016 ---- --- --- --- ----- -- 0.025 1890 0.000 295.04 --- 0.008 0.016 - ----- --- ---- --- -- 0 024 1900 0.000 295.04 ---- 0.008 0.016 - -- . -- -- ---- - 0.024 1910 0.000 295.04 ---- 0.008 0.016 -- -- -- -- --- --- 0 024 1920 0.000 295.04 ----- 0.008 0.016 ---- ----- . --- ----- ----- ----- 0.024 1930 0.000 295.04 ----- 0.008 0.015 ---- ---- ----- ---- ----- ----- 0.023 1940 0.000 295.04 ---- 0.008 0.015 ----- - --- ----- 0.023 1950 0.000 295.04 --- 0.008 0.015 0.023 1960 0.000 295.04 ---- 0.008 0.015 -- -- - ---- ----- -- 0.023 1970 0.000 295.04 ----- 0.008 0.014 - --- ----- --- -- ----- 0.023 1980 0.000 295.04 --- 0.008 0.014 -- -- - -- -- -- 0 022 1990 0.000 295.04 ----- 0.008 0.014 ---- ----- . --- ----- ----- ---- 0.022 2000 0.000 295.04 ----- 0.008 0.014 ---- ----- ---- ----- ----- ----- 0.022 2010 0.000 295.03 --- 0.008 0.014 -- ---- ---- ----- --- --- 0.022 2020 0.000 295.03 --- 0.008 0.013 -- ----- --- ---- --- -- 0.022 2030 0.000 295.03 -- 0.008 0.013 -- ---- ---- ---- -- -- 0.021 2040 0.000 295.03 --- 0.008 0.013 -- ---- ---- - --- - 0 021 2050 0.000 295.03 --- 0.008 0.013 ----- -- . --- --- -- --- 0.021 Continues on next page... 15 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2060 0.000 295.03 -- 0.008 0.013 ---- ---- ----- ---- --- --- 0.021 2070 0.000 295.03 -- 0.008 0.012 0.021 2080 0.000 295.03 -- 0.008 0.012 ----- --- - -- --- --- 0.020 2090 0.000 295.03 -- 0.008 0.012 0.020 2100 0.000 295.03 - 0.008 0.012 - -- - - -- ----- 0.020 2110 0.000 295.03 ---- 0.008 0.012 ---- ----- ---- ---- ---- ----- 0.020 2120 0.000 295.03 ----- 0.008 0.012 ---- ---- ---- ---- ----- ---- 0.020 2130 0.000 295.03 ---- 0.008 0.011 ---- ----- ----- 0.019 2140 0.000 295.03 ---- 0.008 0.011 0.019 2150 0.000 295.03 - 0.008 0.011 -- -- - --- ----- --- 0.019 2160 0.000 295.03 ---- 0.008 0.011 -- ---- -- -- ---- -- 0.019 2170 0.000 295.03 -- 0.008 0.011 --- - ----- - ---- --- 0.019 2180 0.000 295.03 ----- 0.008 0.010 --- ----- --- ----- --- ----- 0.019 2190 0.000 295.03 ---- 0.008 0.010 ----- ----- ----- ---- ----- --- 0.018 2200 0.000 295.03 --- 0.008 0.010 ---- --- --- --- ----- ----- 0.018 2210 0.000 295.03 --- 0.008 0.010 0 018 2220 0.000 295.02 - 0.008 0.010 . 0 018 2230 0.000 295.02 --- 0.008 0.010 --- ---- --- -- --- --- . 0 018 2240 0.000 295.02 - 0.008 0.009 -- -- -- - ----- -- . 0 018 2250 0.000 295.02 ----- 0.008 0.009 ----- ---- ----- ----- . 0 017 2260 0.000 295.02 ---- 0.008 0.009 ----- ----- ----- ____ _____ _____ . 0 017 2270 0.000 295.02 ----- 0.008 0.009 ----- ----- . 0 017 2280 0.000 295.02 - 0.008 0.009 - -- - --- -- -- . 0 017 2290 0.000 295.02 --- 0.008 0.009 ---- --- -- ---- ----- -- . 0 017 2300 0.000 295.02 --- 0.008 0.009 . 0 017 2310 0.000 295.02 -- 0.008 0.008 -- -- ---- - -- -- . 0 016 2320 0.000 295.02 ----- 0.008 0.008 ----- ----- ----- ----- ----- ----- . 0 016 2330 0.000 295.02 ---- 0.008 0.008 ----- ----- ----- ----- ----- ---- . 0 016 2340 0.000 295.02 --- 0.008 0.008 ----- ----- . 0 016 2350 0.000 295.02 --- 0.008 0.008 ---- ----- _- _____ -__ __- . 0 016 2360 0.000 295.02 - 0.008 0.008 ----- ---- --- ---- -- --- . 0 016 2370 0.000 295.02 ----- 0.008 0.007 -- ---- -- ---- --- -- . 0 016 2380 0.000 295.02 -- 0.008 0.007 . 0 015 2390 0.000 295.02 ---- 0.008 0.007 ----- ---- ----- ----- ----- ----- . 0 015 2400 0.000 295.02 ----- 0.008 0.007 ---- ----- -- -- _____ ----- . 0 015 2410 0.000 295.02 -- 0.008 0.007 ----- ----- -- _____ . 0 015 2420 0.000 295.02 -- 0.008 0.007 -- --- ---- ----- ---- - . 0 015 2430 0.000 295.02 ---- 0.008 0.007 . 0 015 2440 0.000 295.02 ---- 0.008 0.007 . 0 015 2450 0.000 295.02 ---- 0.008 0.006 -- ---- - --- -- ---- . 0 014 2460 0.000 295.02 ----- 0.008 0.006 ----- ----- ----- ----- ----- ----- . 0 014 2470 0.000 295.02 ---- 0.008 0.006 ----- ---- ----- ----- ----- ----- . 0 014 2480 0.000 295.02 --- 0.008 0.006 ---- ----- ---- ----- ---- ----- . 0 014 2490 0.000 295.01 --- 0.008 0.006 . 0 014 2500 0.000 295.01 --- 0.008 0.006 . 0 014 2510 0.000 295.01 --- 0.008 0.006 --- --- -- ----- --- -- . 0 014 2520 0.000 295.01 -- 0.008 0.005 . 0 013 2530 0.000 295.01 ----- 0.008 0.005 ----- ----- ----- ----- __-_ ----- . 0 013 2540 0.000 295.01 ---- 0.008 0.005 ----- ---- _____ _____ _____ _____ . 0 013 2550 0.000 295.01 ---- 0.008 0.005 ----- __-_ _____ _____ . 0 013 2560 0.000 295.01 --- 0.008 0.005 . 0 013 2570 0.000 295.01 --- 0.008 0.005 . 0 013 2580 0.000 295.01 --- 0.008 0.005 . 0 013 2590 0.000 295.01 ---- 0.008 0.005 ----- _-_ _-- . 0.013 Continues on next page... 16 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ELI Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2600 0.000 295.01 --- 0.008 0.005 --- --- ---- --- --- --- 0.013 2610 0.000 295.01 --- 0.008 0.004 - -- - ---- -- -- 0.012 2620 0.000 295.01 -- 0.008 0.004 -- --- -- -? - --- 0.012 2630 0.000 295.01 -- 0.008 0.004 --- -- -- -- -- - 0.012 2640 0.000 295.01 -- 0.008 0.004 - -- -- - - - 0.012 2650 0.000 295.01 ---- 0.008 0.004 --- ---- ---- ---- ---- ---- 0.012 2660 0.000 295.01 ---- 0.008 0.004 _____ ----- ----- 0.012 2670 0.000 295.01 --- 0.008 0.004 ---- --- - --- -? --- 0.012 2680 0.000 295.01 ---- 0.008 0.004 0.012 2690 0.000 295.01 -- 0.008 0.004 - ---- -- --- -- --- 0.012 2700 0.000 295.01 -- 0.008 0.003 -- -- - -- ---- -- 0.011 2710 0.000 295.01 - 0.008 0.003 - - -- - - - 0 011 2720 0.000 295.01 ---- 0.008 0.003 ----- . 0.011 2730 0.000 295.01 --- 0.008 0.003 ---- ---- ----- ----- ----- --- 0.011 2740 0.000 295.01 --- 0.008 0.003 ---- --- ----- ---- ----- ---- 0.011 2750 0.000 295.01 -- 0.008 0.003 - --- -- --- ---- -- 0.011 2760 0.000 295.01 -- 0.008 0.003 -- -- -- -- --- -- 0.011 2770 0.000 295.01 -- 0.008 0.003 --- --- -- -- --- --- 0.011 2780 0.000 295.01 -- 0.008 0.003 - - -- - - -- 0 011 2790 0.000 295.01 ---- 0.008 0.002 ----- ----- ---- ----- . 0.010 2800 0.000 295.01 --- 0.008 0.002 ---- ---- ----- _____ __-_ ____ 0.010 2810 0.000 295.01 --- 0.008 0.002 -- ---- - ----- ---- --- 0.010 2820 0.000 295.01 - 0.008 0.002 - - - - - - 0.010 2830 0.000 295.01 - 0.008 0.002 -- -- -- - -- --- 0.010 2840 0.000 295.01 - 0.008 0.002 0.010 2850 0.000 295.00 -- 0.008 0.002 -- --- --- - - -- 0.010 2860 0.000 295.00 ----- 0.008 0.002 ----- ----- ----- ----- ----- ---- 0.010 2870 0.000 295.00 --- 0.008 0.002 ---- ---- ----- ----- ---- ---- 0.010 2880 0.000 295.00 ---- 0.008 0.002 ---- ----- --- ---- ----- ---- 0.010 ... End 17 Hyd rog ra p h Summary Redr9aflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Saturday, Nov 27, 2010 Hyd. No. 5 Routed Flow Hydrograph type = Reservoir Peak discharge = 14.19 cfs Storm frequency = 10 yrs Time to peak = 38 min Time interval = 1 min Hyd. volume = 32,243 cuft Inflow hyd. No. = 3 - Post-Development Dischargeeservoir name = Mast 1 Max. Elevation = 295.92 ft Max. Storage = 109,050 cuft Storage Indication method used. Wet pond routing start elevation = 293.50 fl. Hydrograph D ischarge Table (Printed values >=1.oo%ofop. Print interval = to) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 30 31.75 295.72 5.639 0.010 0.365 ---- 5.639 -- ---- ----- --- 6.014 40 9.072 295.91 13.60 0.010 0.419 - 13.60 -- ---- --- -- 14.03 50 0.000 295.72 5.570 0.010 0.364 ---- 5.569 - ----- ---- - 5.944 60 0.000 295.62 2.426 0.010 0.334 - 2.426 ---- -- --- ----- 2.769 70 0.000 295.58 1.279 0.009 0.317 -- 1.279 - -- -- -- 1.606 80 0.000 295.54 0.757 0.009 0.306 --- 0.757 ----- ----- ----- ---- 1.072 90 0.000 295.52 0.408 0.009 0.298 -- 0.408 --- ---- ----- ---- 0.716 100 0.000 295.51 0.176 0.009 0.293 ---- 0.176 ---- ---- ----- ----- 0.478 110 0.000 295.50 0.020 0.009 0.290 -- 0.020 --- -- -- -- 0.319 120 0.000 295.49 --- 0.009 0.287 -- ----- --- ---- -- ---- 0.296 130 0.000 295.49 ---- 0.009 0.284 --- -- --- -- ----- -- 0.293 140 0.000 295.48 --- 0.009 0.281 - -- - -- -- - 0.290 150 0.000 295.47 ---- 0.009 0.278 --- ----- ----- ----- ---- ---- 0.288 160 0.000 295.47 ----- 0.009 0.276 ---- --- ----- ----- --- ----- 0.285 170 0.000 295.46 ---- 0.009 0.273 ----- ----- --- ----- ----- --- 0.282 180 0.000 295.45 -- 0.009 0.270 -- -- ----- -- -- -- 0.279 190 0.000 295.45 --- 0.009 0.267 --- - ----- 0 277 200 0.000 295.44 - 0.009 0.265 ---- ----- . 0.274 210 0.000 295.43 --- 0.009 0.262 - --- - - -- -- 0 271 220 0.000 295.43 ----- 0.009 0.259 ----- ---- . ----- ---- ----- ----- 0.269 230 0.000 295.42 ----- 0.009 0.257 ---- ----- 0 266 240 0.000 295.42 --- 0.009 0.254 ---- ----- . 0.263 250 0.000 295.41 ----- 0.009 0.252 - - -- -- ---- -- 0 261 260 0.000 295.40 -- 0.009 0.249 - ---- . --- --- --- --- 0 258 270 0.000 295.40 ----- 0.009 0.246 --- --- . -- --- ----- --- 0 255 280 0.000 295.39 -- 0.009 0.243 --- ----- . - -- -- - 0 252 290 0.000 295.39 ---- 0.009 0.241 ---- ----- . -_-- ----- ----- -?_ 0 250 300 0.000 295.38 ---- 0.009 0.238 ---- - . ---- ----- _____ 0 247 310 0.000 295.37 --- 0.009 0.235 ----- . 0 244 320 0.000 295.37 ---- 0.009 0.232 . 0 241 330 0.000 295.36 - 0.009 0.229 -- --- . - --- -- - 0 238 340 0.000 295.36 - 0.009 0.226 ---- -- . --- --- -- -- 0 235 350 0.000 295.35 ---- 0.009 0.224 . 0 232 360 0.000 295.35 ---- 0.009 0.221 --- ---- . ----- ----- ----- 0 230 370 0.000 295.34 ---- 0.009 0.218 ---- ---- . --- ----- ----- ---- 0 227 380 0.000 295.34 ----- 0.009 0.215 ---- --- . ----- ---- --- ----- 0 224 390 0.000 295.33 -- 0.009 0.213 - ----- . --- __-_ __-- --- 0 222 400 0.000 295.33 --- 0.009 0.210 -- - . -_- ___-- -?_ ___ 0 219 410 0.000 295.32 ----- 0.009 0.208 . 0 217 420 0.000 295.31 --- 0.009 0.205 --- -- . -_- __-_ 0 214 430 0.000 295.31 ----- 0.009 0.203 ----- ---- . ----- ----- ----- ----- 0.211 Continues on next page... 19 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 440 0.000 295.31 ----- 0.009 0.200 ----- --- ---- ----- ---- -- 0.209 450 0.000 295.30 - 0.009 0.198 ---- - -- --- -- - 0.207 460 0.000 295.30 - 0.009 0.194 - -- ---- ---- --- -- 0.203 470 0.000 295.29 -- 0.009 0.191 ----- ---- -- --- ----- --- 0.200 480 0.000 295.29 - 0.009 0.188 0.197 490 0.000 295.28 ---- 0.009 0.185 ----- ---- ----- ----- ----- ----- 0.193 500 0.000 295.28 ---- 0.009 0.182 ----- ----- ---- ---- ----- ---- 0.190 510 0.000 295.27 ---- 0.009 0.179 ---- ---- ----- - 0.187 520 0.000 295.27 - 0.009 0.176 - -- -- --- ---- -- 0.184 530 0.000 295.26 - 0.009 0.173 - ---- -- -- --- ----- 0.181 540 0.000 295.26 --- 0.009 0.170 --- -- --- --- ---- ---- 0.178 550 0.000 295.26 - 0.009 0.167 - --- --- --- ---- -- 0.175 560 0.000 295.25 --- 0.009 0.164 ---- ----- ---- ----- ----- ----- 0.173 570 0.000 295.25 --- 0.009 0.161 -- ---- ----- --- ----- --- 0.170 580 0.000 295.24 ---- 0.009 0.158 0.167 590 0.000 295.24 -- 0.009 0.156 - ---- - ----- --- ---- 0.164 600 0.000 295.24 -- 0.009 0.153 -- --- --- ----- ----- - 0.162 610 0.000 295.23 -- 0.009 0.150 -- -- --- --- ----- -- 0.159 620 0.000 295.23 --- 0.009 0.148 -- -- --- -- --- -- 0.156 630 0.000 295.22 ----- 0.009 0.145 ----- ----- ---- ----- ----- ----- 0.154 640 0.000 295.22 ---- 0.009 0.143 ---- ---- ---- ----- ---- ----- 0.151 650 0.000 295.22 --- 0.009 0.140 ----- ----- ---- ---- ---- ---- 0.149 660 0.000 295.21 - 0.009 0.138 - -- -- --- - - 0.147 670 0.000 295.21 --- 0.009 0.136 -- -- -- ---- ----- --- 0.144 ..End 20 H yd rog ra p h Summary Redoflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 22 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 440 0.000 295.31 --- 0.009 0.202 ---- ---- --- --- ----- ---- 0.211 450 0.000 295.30 ----- 0.009 0.200 -- ---- ----- --- --- -- 0.208 460 0.000 295.30 -- 0.009 0.197 0.206 470 0.000 295.29 --- 0.009 0.194 -- -- -- -- ---- ---- 0.202 480 0.000 295.29 ----- 0.009 0.190 - -- - - ----- -- 0.199 490 0.000 295.28 ---- 0.009 0.187 --- ---- ---- ----- ---- ----- 0.196 500 0.000 295.28 ----- 0.009 0.184 ----- ---- ----- ---- ---- ----- 0.193 510 0.000 295.28 ---- 0.009 0.181 ---- ---- ----- ---- ----- --- 0.190 520 0.000 295.27 -- 0.009 0.178 --- --- -- --- ---- -- 0.186 530 0.000 295.27 -- 0.009 0.175 - --- ----- --- -- ----- 0.183 540 0.000 295.26 ----- 0.009 0.172 ---- ---- ---- --- ----- -- 0.180 550 0.000 295.26 -- 0.009 0.169 --- -- - -- -- --- 0.178 560 0.000 295.25 ----- 0.009 0.166 ----- ----- ----- ----- ----- ----- 0.175 570 0.000 295.25 ---- 0.009 0.163 ----- ----- 0.172 580 0.000 295.25 ---- 0.009 0.160 ----- ---- ---- ---- ----- --- 0.169 590 0.000 295.24 ----- 0.009 0.158 ---- ---- -- ----- ---- --- 0.166 600 0.000 295.24 --- 0.009 0.155 ---- --- -- --- ----- --- 0.164 610 0.000 295.23 ---- 0.009 0.152 ----- 0.161 620 0.000 295.23 - 0.009 0.150 --- --- - -- --- -- 0.158 630 0.000 295.23 ----- 0.009 0.147 ----- ----- ----- ----- ----- ----- 0.156 ..End Hydrograph Report 21 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Saturday, Nov 27, 2010 Hyd. No. 5 Routed Flow Hydrograph type = Reservoir Peak discharge = 15.51 cfs Storm frequency = 25 yrs Time to peak = 38 min Time interval = 1 min Hyd. volume = 43,380 cuft Inflow hyd. No. = 3 - Post-Development DischargReservoir name = Mast 1 Max. Elevation = 296.17 ft Max. Storage = 115,804 cuft Storage Indication method used. Wet pond routing start elevation = 293.50 ft. Hydrograph D ischarge Table (Printed values -1.00%ofOp. Print interval=10) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EAU Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 30 37.12 295.98 14.42 0.010 0.436 --- 14.42 -- --- - ---- 14 86 40 10.61 296.16 15.00 0.011 0.481 -- 15.00 . ----- - -- - 15 49 50 0.000 295.88 12.34 0.010 0.409 12.34 . ---- --- -- -- 12 76 60 0.000 295.69 4.444 0.010 0.355 - 4.443 . - ----- - -- 4 808 70 0.000 295.61 1.978 0.009 0.329 ----- 1.977 . -- --- -- -- 2 316 80 0.000 295.57 1.131 0.009 0.314 ---- 1.131 . ---- -- --- --- 1 455 90 0.000 295.54 0.659 0.009 0.304 --- 0.659 . --- ---- ---- ---- 0 971 100 0.000 295.52 0.342 0.009 0.297 ---- 0.342 . --- --- ---- ----- 0 649 110 0.000 295.51 0.132 0.009 0.292 - 0.132 . - - - - 0 433 120 0.000 295.50 ---- 0.009 0.289 -- - . 0 298 130 0.000 295.49 -- 0.009 0.286 ----- -- . - -- - -- 0 296 140 0.000 295.49 - 0.009 0.283 ----- - . -- ---- ----- - 0 293 150 0.000 295.48 --- 0.009 0.281 ----- ----- . ----- ----- ----- ---- 0 290 160 0.000 295.47 ---- 0.009 0.278 ---- --- . --- ---- ----- ---- 0 287 170 0.000 295.47 --- 0.009 0.275 ----- --- . -- --- -- ---- 0 284 180 0.000 295.46 - 0.009 0.272 -- - . ----- -- - - 0 281 190 0.000 295.45 - 0.009 0.270 . 0 279 200 0.000 295.45 -- 0.009 0.267 -- - . - --- -- --- 0 276 210 0.000 295.44 - 0.009 0.264 -- - . - - - - 0 273 220 0.000 295.43 --- 0.009 0.261 ----- ---- . ----- ---- ----- ----- 0 271 230 0.000 295.43 ---- 0.009 0.259 --- ---- . -- -- ----- ---- ---- 0.268 240 0.000 295.42 -- 0.009 0.256 ---- ---- -- ---- -- -- 0.265 250 0.000 295.41 -- 0.009 0.254 - - --- --- -- -- 0.263 260 0.000 295.41 - 0.009 0.251 ---- - - ---- -- -- 0.260 270 0.000 295.40 - 0.009 0.249 - --- --- - --- - 0 258 280 0.000 295.40 - 0.009 0.246 -- -- . - - -- - 0 255 290 0.000 295.39 ---- 0.009 0.243 --- ----- . -- ---- ----- ----- 0 252 300 0.000 295.38 --- 0.009 0.240 ----- ---- . ----- ---- ----- ---- 0.249 310 0.000 295.38 ---- 0.009 0.237 --- -- -- -- ----- --- 0.246 320 0.000 295.37 - 0.009 0.234 -- -- ---- ----- --- -- 0.243 330 0.000 295.37 --- 0.009 0.231 0.240 340 0.000 295.36 - 0.009 0.228 - -- ---- --- - - 0 237 350 0.000 295.36 -- 0.009 0.226 -- - . - - ----- - 0.235 360 0.000 295.35 ---- 0.009 0.223 --- ---- ---- --- ---- --- 0.232 370 0.000 295.34 ---- 0.009 0.220 --- ---- --- ---- ---- --- 0 229 380 0.000 295.34 ---- 0.009 0.218 ---- ----- . -- ----- --- ---- 0.226 390 0.000 295.33 -- 0.009 0.215 ---- - ---- _? -__ -- 0 224 400 0.000 295.33 - 0.009 0.212 . 0.221 410 0.000 295.32 --- 0.009 0.210 -- -- -- - - - 0.218 420 0.000 295.32 ----- 0.009 0.207 --- - --- -- -- ----- - 0 216 430 0.000 295.31 ----- 0.009 0.205 ----- - ---- . ---- ----- ----- ----- 0.213 Continues on next page... 23 Hyd rog ra p h Summary Repdr?aflow Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 Rational 16.45 1 45 44,410 - - - Pre-Development Discharge 3 Rational 68.64 1 22 90,599 - - - Post-Development Discharge 5 Reservoir 16.66 1 39 56,966 3 296.54 125,985 Routed Flow Mast Commercial Final.gpw Return Period: 100 Year Saturday, Nov 27, 2010 ' Hydrograph Report 24 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Saturday, Nov 27, 2010 Hyd. No. 5 Routed Flow Hydrograph type = Reservoir Peak discharge = 16.66 cfs Storm frequency = 100 yrs Time to peak = 39 min Time interval = 1 min Hyd. volume = 56 966 cuft Inflow hyd. No. = 3 - Post-Development DischarglReservoir name , = Mast 1 Max. Elevation = 296.54 ft Max. Storage = 125,985 cuft Storage Indication method used. Wet pond routing start elevation = 293.50 ft. Hydrograph D ischarge Table ( Printed values - 1.00% of Op. Print interval = 10) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 30 43.68 296.27 15.17 0.011 0.507 ----- 15.17 --- ----- ----- ---- 15.69 40 12.48 296.53 15.50 0.011 0.560 - 15.48 0.511 -- --- -- 16.56 50 0.000 296.24 15.13 0.011 0.499 -- 15.12 ---- - --- --- 15.63 60 0.000 295.91 13.58 0.010 0.418 --- 13.58 -- - --- --- 14.01 70 0.000 295.70 4.826 0.010 0.359 ---- 4.826 - -- -- --- 5.194 80 0.000 295.62 2.155 0.010 0.331 ----- 2.155 ----- ----- ----- ---- 2.495 90 0.000 295.57 1.191 0.009 0.315 ----- 1.191 ---- ----- ---- ----- 1.516 100 0.000 295.54 0.698 0.009 0.304 ----- 0.698 ---- ---- ----- ----- 1.012 110 0.000 295.52 0.369 0.009 0.297 - 0.369 - -- -- -- 0.676 120 0.000 295.51 0.150 0.009 0.293 -- 0.150 -- ---- ---- --- 0.451 130 0.000 295.50 0.003 0.009 0.289 ----- 0.003 ---- -- ----- ---- 0.301 140 0.000 295.49 -- 0.009 0.287 - --- -- ----- -- ---- 0.296 150 0.000 295.49 ---- 0.009 0.284 ----- ----- ----- ----- ----- ----- 0.293 160 0.000 295.48 ----- 0.009 0.281 --- ----- ----- ----- ---- ----- 0.290 170 0.000 295.47 ----- 0.009 0.278 ---- ----- ---- ----- --- ---- 0.287 180 0.000 295.47 - 0.009 0.275 --- ---- -- --- --- -- 0 284 190 0.000 295.46 -- 0.009 0.273 . _____ ----- 0.282 200 0.000 295.45 -- 0.009 0.270 ---- --- ----- ---- -- ---- 0.279 210 0.000 295.45 ----- 0.009 0.267 - --- ----- -- - - 0 276 220 0.000 295.44 ----- 0.009 0.264 ----- ----- ----- . ----- ----- ----- 0 274 230 0.000 295.43 ---- 0.009 0.262 ----- ---- ----- . --- ----- ----- 0.271 240 0.000 295.43 ---- 0.009 0.259 --- ----- 0 268 250 0.000 295.42 -- 0.009 0.257 . 0 266 260 0.000 295.41 --- 0.009 0.254 --- ---- --- . -- --- -- 0 263 270 0.000 295.41 ----- 0.009 0.251 . 0 260 280 0.000 295.40 --- 0.009 0.249 . 0 258 290 0.000 295.40 ----- 0.009 0.246 ----- ----- ----- . ----- ----- ----- 0 255 300 0.000 295.39 ----- 0.009 0.243 ----- ----- ---- . ---- ----- ---- 0 252 310 0.000 295.38 ---- 0.009 0.240 . - ----- 0 249 320 0.000 295.38 ---- 0.009 0.237 -- ----- . 0 246 330 0.000 295.37 ---- 0.009 0.234 . 0 243 340 0.000 295.37 ----- 0.009 0.232 . 0 240 350 0.000 295.36 -- 0.009 0.229 . 0 238 360 0.000 295.36 ----- 0.009 0.226 ----- ----- ---- . --- ----- ----- 0 235 370 0.000 295.35 ---- 0.009 0.223 ----- ----- -- . ----- ----- --- 0 232 380 0.000 295.35 --- 0.009 0.220 ---- ----- ----- . ----- ----- 0 229 390 0.000 295.34 ----- 0.009 0.218 . 0 227 400 0.000 295.33 - 0.009 0.215 --- --- --- . -- ----- --- 0 224 410 0.000 295.33 --- 0.009 0.212 ----- ----- . 0 221 420 0.000 295.32 --- 0.009 0.210 . 0 219 430 0.000 295.32 ----- 0.009 0.207 ----- ----- ----- . ----- ----- ----- 0.216 Continues on next page... 25 Routed Flow Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 440 0.000 295.31 --- 0.009 0.205 --- --- ---- ---- ----- -- 0.214 450 0.000 295.31 - 0.009 0.202 - -- -- ----- -- ----- 0.211 460 0.000 295.30 - 0.009 0.200 -- --- -- --- -- -- 0.209 470 0.000 295.30 -- 0.009 0.197 - -- -- - --- - 0.206 480 0.000 295.29 ---- 0.009 0.194 ----- - ----- - -- -- 0.203 490 0.000 295.29 ---- 0.009 0.191 0.199 500 0.000 295.29 --- 0.009 0.187 _____ ----- _____ 0.196 510 0.000 295.28 -- 0.009 0.184 -- ----- ---- ---- -- -- 0.193 520 0.000 295.28 -- 0.009 0.181 -- --- --- ----- ---- -- 0.190 530 0.000 295.27 - 0.009 0.178 -- -- --- -- --- - 0.187 540 0.000 295.27 - 0.009 0.175 -- - - --- -- ----- 0.184 550 0.000 295.26 --- 0.009 0.172 -- - ----- -- -- --- 0.181 560 0.000 295.26 --- 0.009 0.169 ----- ----- ----- ----- ---- ----- 0.178 570 0.000 295.25 --- 0.009 0.166 --- ---- ---- ---- --- ---- 0.175 580 0.000 295.25 ---- 0.009 0.164 0.172 590 0.000 295.25 -- 0.009 0.161 --- --- -- -- ---- ----- 0.169 ... End Hydraflow Rainfall Report 26 Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Sunday, Nov 28, 2010 Return Period Intensity-Duration-Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 98.4838 18.3000 0.9804 2 130.3750 19.6000 0.9875 3 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 10 210.9607 23.3001 1.0057 25 244.0800 24.0001 0.9989 50 0.0000 0.0000 0.0000 100 317.8350 27.4001 1.0067 File name: Johnston.idf Intensity = B / (Tc + D)"E Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 4.50 3.72 3.17 2.76 2.45 2.20 2.00 1.83 1.69 1.57 1.46 1.37 2 5.52 4.60 3.94 3.45 3.07 2.76 2.51 2.30 2.13 1.98 1.84 1.73 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 7.31 6.21 5.40 4.77 4.27 3.87 3.54 3.26 3.02 2.81 2.63 2.47 25 8.45 7.21 6.28 5.57 5.00 4.54 4.16 3.83 3.55 3.31 3.10 2.92 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 9.59 8.30 7.31 6.54 5.91 5.39 4.96 4.59 4.27 3.99 3.75 3.53 rc = time in minutes. Values may exceed 60. me nanlC. JUIM510n uoun Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 3.20 3.70 0.00 4.90 5.80 6.70 7.50 8.40 STORMWATER MANAGEMENT STORMWATER MANAGEMENT PLAN NARRATIVE Subdivision Name: Highway 42 Associates Commercial Tract Location: The intersection of NC 42 and SR 1524 (Old Drug Store Road). The site is not located inside the Environmentally Sensitive Area (ESA). Developer: Highway 42 Associates, LLC Post Office Box 119 Smithfield, NC 27577 Consultant: Lee R. Hines, Jr., PE 309 Cameronwood Drive Fuquay-Varina, NC 27526 Phone (919) 422-8011 General Information The total acreage in the site is approximately 16.71 acres. The site is primarily wooded and has a riparian buffered stream as its northern boundary. Impervious Area Approximately 1,067 linear feet of new roadway is proposed with a right-of-way width of 50 feet. Concrete curb and gutter with a 36 foot back to back width is proposed. Zoning for this area is GB, and there are 10 proposed lots that average 1.15 acres in size. Based upon the Johnston County Stormwater Design Manual, the allowable impervious area (without land dedication) for commercial sites outside of the ESA is 60 percent. Total Site Area = 16.71 Acres (727,887 SF) A Maximum Impervious Area of 60% Yields 436,732 SF Impervious Area The Proposed Impervious Area in the Roadway is 37,487 SF Max. Allow. Imp. Area - Imp. Area in Roadway = Allow. Imp. Area in Lots 436,732 SF - 37,487 SF = 399,245 SF The Maximum Available Impervious Area for the Lots is 399,425 SF The developer and future commercial lot owners will work with Johnston County staff to track the amount of impervious area used and available as the individual commercial lots are developed. If the allowable impervious area for the site is not exceeded, land dedication will not be required. Additional BMP's, nitrogen offset payments, and / or land dedication may be required from the individual lot owners if the allowable impervious area is exceeded in the future. Peak Runoff Reduction A regional wet detention basin is proposed to reduce the peak runoff from the developed site. The basin is designed to accommodate 60 percent impervious coverage at build out for the entire site. Each of the 10 proposed lots shall direct its stormwater runoff to the basin via the drainage system in the proposed roadway and/or the proposed drop inlets located at the rear of each lot. The routing calculations indicate that post-development discharge is less than pre-development discharge for the 1-Year Storm Event, which is in accordance with the requirements of the Stormwater Ordinance. A brief summary of the basin routing is below; the complete Hydraflow calculation package is attached. 1-Year 2-Year 10-Year 25-Year 100-Year Pre-Development Discharge 6.5 cfs 8.2 cfs 11.6 cfs 13.7 cfs 16.5 cfs "Routed" Post-Development Discharge 0.1 cfs 0.9 cfs 14.2 cfs 15.5 cfs 16.7 cfs Nitrogen Loading Estimation Use Method 2 (Fall Build Out of Subdivision) Site TN Export TN Export Type of Land Cover Area Coefficient By Land Use (ac) (lbs/ac/yr) (lbs/yr) Permanently Protected Undisturbed Open Space 2.20 0.6 1.32 (forest, unmown meadow, etc.) Permanently Protected Managed Open Space 4.80 1.2 5.76 (grass, landscaping, etc) Impervious Surfaces 9.17 21.2 194.04 Total 16.71 201.48 At 60 percent imperviousness, the total proposed N-loading for the site is 12.06 lbs/acre/year, which is greater than the 10.0 lbs/acre/year limit and requires the use of a BMP. The proposed wet detention basin reduces the total nitrogen export for the site by 25 percent to a value of 9.05 lbs/acre/year. A nitrogen offset payment will be required in the amount of $ 77,454.61 at full build out conditions with 60 percent impervious coverage. (9.05 - 3.6) lbs/ac/yr x 16.71 ac x $28.35/lb x 30 years The Developer will work with the future lot owners to ensure that the offset payments are made as the lots are sold and developed. Use Method 2 (Street Construction Only) Type of Land Cover Site TN Export TN Export By Land Area Coefficient Use (ac) (lbs/ac/yr) (lbs/yr) Permanently Protected Undisturbed Open Space 2.20 0.6 1.32 (forest, unmown meadow, etc.) Permanently Protected Managed Open Space 13.65 1.2 16.38 (grass, landscaping, etc) Impervious Surfaces 0.86 21.2 18.23 Total 16.71 35.93 When construction of the roadway is finished, prior to any lot development, the total proposed N-loading for the site is 2.151bs/acre/year, which is less than the 10.0 lbs/acre/year limit. A nitrogen offset payment is not required from the Developer at this time. Existing Drainage Ways The site is located in the drainage basin for an unnamed tributary to Buffalo Creek (see attached USGS topographic map). The only hardened drainage structures proposed are driveway pipes and roadway drainage culverts. Any post-development erosion or flooding impacts to the existing tributary are expected to be insignificant because of the minimal increase in peak flow due to the effect of the wet detention basin. Downstream and Upstream Drainage Structures There is an existing pipe located downstream from the site on NC 42 which should not be impacted by development of this site because of the minimal increase in peak flow due to the effect of the wet detention basin. There are no drainage structures located upstream that will be affected by development of this site.