The URL can be used to link to this page

Home My WebLink About20141227 Ver 1_401 Application_20141114Environmental Consultants, 8412 Falls of Neuse Road, Suite 104, Raleigh, NC 27615 • Phone. (919) 846 -5900 • -d- - To US Army Corps of Engineers Raleigh Regulatory Field Office Attn• David Shaeffer 3331 Heritage Trade Drive, Suite 105 Wake Forest, NC 27587 From Deborah E Shirley Sod & Environmental Consultants, PA Re- Spring Arbor of Cary- Assisted Living Cary, Wake County, NC November 25; 2014_ S&EC Protect # 12194.W8 NC DWR, 401 & Buffer Permitting Unit Attn Karen Higgins 2 O '� 4 2 2 7 Archdale Budding — 90' Floor 512 North Salisbury Street Raleigh, NC 27604 NOV 2 6 2014 On behalf of the applicant, HH Hunt Corporation (Attn W. R Cook, Jr ) please find attach d� @�� and supplemental information requesting written concurrence from the U S Army Corps o ngineers and I a -C— Division of Water Resources ( NCDWR) that the activities proposed below may proceed under Nationwide Permit 29 and Water Quality Certification 3890 In addition, a No Practical Alternatives review is requested through the NCDWR Please contact me at (919) 846 -5900 if you have any questions or require additional information PROJECT SUMMARY Project Name Spring Arbor of Cary-Assisted Living Project Type Residential Development Owner / Applicant HH Hunt Corporation County Wake Nearest Town Cary Waterbody Name UT to Long Branch Basin Neuse Index Number 27-43-28 Class WS -III, NSW IMPACT SUMMARY Stream Impact (acres) 0.004 Wetland Impact (acres) 0.02 Open Water Impact (acres) 0 Total Impact to Waters of the US acres 0 024 Total Stream Impact (linear feet) 41 Attachments Pre - construction Notification (PCN) Application Form Agent Authorization Form NRCS Sod Survey Map USGS Topographic Map DWR Surface Water Determination (NBRRO #14 -314) State Historic Preservation Office letter -June 3, 2013 Dominion Due Diligence to USF&WS -Apnl 29, 2013 Impact Maps- sheets 1-4 Existing Conditions Plan -1 of 2 Grading /Drainage /EC Plan -2 of 2 Sewer Outfall Profile -CS -5 DWR ONLY Stormwater Calculations Grading /Drainage /ES Plan Data CD $240 DWR Application Fee W A T�c9OG o r Office Use Only- Corps action ID no DWQ project no Form Version 1.3 Dec 10 2008 Page 1 of 12 PCN Form — Version 1 3 December 10, 2008 Version Pre - Construction Notification (PCN) Form A. Applicant Information 1. Processing la Type(s) of approval sought from the Corps ®Section 404 Permit ❑Section 10 Permit 1b Specify Nationwide Permit (NWP) number 29 or General Permit (GP) number. 1c Has the NWP or GP number been venfied 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 1 e. 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 1g Is the project located in any of NC's twenty coastal counties If yes, answer 1 h below ❑ Yes ® No 1h Is the project located within a NC DCM Area of Environmental Concern (AEC)? ❑ Yes ® No 2. Project Information 2a Name of project. Spnng Arbor of Cary- Assisted Living 2b County Wake 2c. Nearest municipality / town Cary 2d Subdivision name. Spnng Arbor of Cary 2e NCDOT only, T LP or state project no* N/A 3. Owner Information 3a Name(s) on Recorded Deed Keisler Group, LLC 3b Deed Book and Page No Deed Book. 7025, Deed Page. 336 3c Responsible Party (for LLC if applicable) C A Kessler, Jr. 3d Street address 1695 Kdda►re Farm Road 3e City, state, zip Cary, NC 27511 3f Telephone no 919 - 274 -3813 3g Fax no N/A 3h Email address. N/A Page 1 of 12 PCN Form — Version 1 3 December 10, 2008 Version 4. Applicant Information (if different from owner) 4a Applicant is ❑ Agent ® Other, specify: Applicant is owner as listed on the Agent Authorization, please copy agent (S &EC) on all correspondence. 4b Name, W R Cook, Jr. 4c Business name (if applicable) HH Hunt Corporation 4d. Street address 1401 Sunday Drive, Suite 109 4e. City, state, zip Raleigh, NC 27607 4f Telephone no: 919 -461 -0587 4g Fax no 919 -461 -0589 4h Email address wrcookCcDhhhunt com 5. Agent/Consultant Information (if applicable) 5a Name. Deborah Edwards Shirley 5b Business name (if applicable): Soil & Environmental Consultants, PA 5c. Street address: 8412 Falls of Neuse Road 5d City, state, zip Raleigh, NC 27615 5e. Telephone no 919 - 846 -5900 5f. Fax no 919 - 846 -9467 5g Email address DShirlev@SandEC com Page 2 of 12 B. Project Information and Prior Project History 1. Property Identification la Property identification no (tax PIN or parcel ID)- 0762 -56 -5508 1 b Site coordinates (in decimal degrees) IMPACT 1b Latitude: 34 7470 Longitude - 78.7770 (DD DDDDDD) ( -DD DDDDDD) 1 c Property size 32 68 acres 2. Surface Waters 2a Name of nearest body of water (stream, river, etc ) to UT to Long Branch proposed project- 2b Water Quality Classification of nearest receiving water WS -Ill; NSW, 27 -43 -2 8 2c River basin Neuse River 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 subject property is currently wooded with a single family residence and open field to the west. Within the wooded area to the east there is a stream system with riparian wetlands The land use in the vicinity consists of residential development, with some commercial on the southeast side of US1. 3b List the total estimated acreage of all existing wetlands on the property Approximately 1.276 acres 3c List the total estimated linear feet of all existing streams (intermittent and perennial) on the property- Approximately 1,421 linear feet 3d Explain the purpose of the proposed project The purpose of this project is to construct a sanitary sewer connection for a planned Assisted Living Development 3e Describe the overall project in detail, including the type of equipment to be used The overall project consists of construction of a sanitary sewer connection for a proposed Assisted Living Development and its attendant features, including but not limited to, buildings, parking and stormwater devices. Specifically, this project will require temporary impacts to streams and wetlands Heavy equipment associated with development including backhoes, dump trucks, cement mixers and excavators will be utilized 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 of determination was madel JD package was submitted to ❑ Preliminary ❑ Final the USA CE on September 2, 2014 4c If yes, who delineated the jurisdictional areas? Agency / Consultant Company Soil & Environmental Consultants, PA Name (if known) Steven Ball Other 4d If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation USACE -site visit conducted by Dave Shaeffer on 09118114 venfying junsdicbonal wetlands and streams, NCDWR -site visit conducted by James Graham on 09108114 verifying Neuse Riparian Buffers. See attached Surface Water Determination letter NBRRO #14 -314. 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 Page 3 of 12 PCN Form — Version 1 3 December 10, 2008 Version B. Project Information and Prior Project History 6. Future Project Plans 6a Is this a phased project? ❑ Yes ® No 6b If yes, explain N/A Page 4 of 12 C. Proposed Impacts Inventory 1. Impacts Summary la 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 T W1( #1c) [-1P ®T Open-Cut- Utilities Bottomland ® Yes ® Corps 0.02 (Sanitary Sewer) Hardwood Forest ❑ No ❑ DWQ W2 ❑ P ❑ T ❑ Yes ❑ Corps ❑ No ❑ DWQ W3 ❑ P ❑ T ❑ Yes ❑ Corps ❑ No ❑ DWQ W4 ❑ P ❑ T ❑ Yes ❑ Corps ❑ No ❑ DWQ W5 ❑P ❑T El Yes [:1 Corps ❑ No ❑ DWQ W6 ❑ P ❑ T ❑ Yes ❑ Corps ❑ No ❑ DWQ 2g. Total wetland impacts 0.02 2h. Comments Temporary wetland impact will be brought back to original contours and allowed to re- vegetate with wetland plant species. 3. Stream Impacts If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this question for all stream sites impacted 3a 3b 3c 3d 3e 3f 3g Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact number - (PER) or (Corps - 404, 10 stream length Permanent (P) or intermittent DWQ — non -404, width (linear Temporary (T) (INT)? other) (feet) feet) S1 ( #1a) [:]P ®T Open -Cut Utilities UT to Long ® PER ® Corps 4 21 (Sanitary Sewer) Branch ❑ INT ❑ DWQ S2 ( #16) [:1 P ®T Open-Cut- Utilities UT to Long ® PER ® Corps 4 20 (Sanitary Sewer) Branch El INT ❑ DWQ S3 ❑ P ❑ T ❑ PER ❑ Corps ❑ INT ❑ DWQ S4 ❑ P ❑ T ❑ PER ❑ Corps ❑ INT ❑ DWQ S5 ❑ P ❑ T ❑ PER ❑ Corps ❑ INT ❑ DWQ S6 ❑ P ❑ T ❑ PER ❑ Corps ❑ INT ❑ DWQ 3h Total stream and tributary impacts 41 31 Comments Temporary stream impacts will be brought back to original stream bed elevation and stream banks stabilized Page 5 of 12 PCN Form — Version 1 3 December 10, 2008 Version 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 indivi ually list all open water impacts below. 4a Open water impact number — Permanent (P) or Temporary T 4b Name of waterbody (if applicable) 4c Type of impact 4d. Waterbody type 4e Area of impact (acres) #1 ❑P ❑T #2 ❑ PE] T 03 ❑P ❑T 04 ❑ PE] T 0. Total open water impacts 4g. Comments: 5. Pond or Lake Construction If pond or lake construction proposed, then complete the chart below 5a Pond ID number 5b Proposed use or purpose of pond 5c Wetland Impacts (acres) 5d Stream Impacts (feet) 5e. Upland (acres) 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 51 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 any impacts require mitigation, then you MUST fill out Section D of this form 6a. Project is in which protected basin? ® Neuse El Tar-Pamlico El Other ❑ Catawba ❑ Randleman 6b Buffer impact number — Permanent (P) or Temporary T 6c Reason for impact 6d Stream name 6e Buffer mitigation required? 6f Zone 1 impact (square feet) 6g Zone 2 impact (square feet) 61 ( #1a) ❑P ®T Open-Cut. Uhhhes (Sanitary Sewer) UT to Long Branch El Yes ® No 1,280 873 B2 ( #1 b)❑ P ®T Open -Cut. Utthhes (Sanitary Sewer) UT to Long Branch ❑ Yes ® No 906 402 B3 ❑P ❑T ❑Yes ❑ No 6h Total buffer impacts 2,186 1,275 61 Comments Page 6 of 12 D. Impact Justification and Mitigation 1. Avoidance and Minimization la Specifically describe measures taken to avoid or minimize the proposed impacts in designing project S &EC completed a wetland delineation and Neuse Buffer evaluation for the property in order to identify natural resources. Proposed impacts include temporary stream and wetland impacts necessary for a sanitary sewer connection to an existing 20' Town of Cary Sanitary Sewer Easement. Impacts la, lb and 1 c are for one 20' wide sanitary sewer easement crossing a stream and wetland system at a 90° angle The stream will be brought back to original stream bed elevation and stream banks will be stabilized, the wetland will be brought back to existing contours and allowed to re- vegetate The Town will require a permanent maintenance corridor Furthermore, the applicant is aware of the regional conditions associated with the Nationwide Permits 29. With respect to residential developments (NWP 29- Regional Conditions section 4 0) the applicant does not anticipate any impacts to streams or wetlands associated with stormwater facilities, there are no impact associated with single - family recreation facilities, there are no permanent wetland or stream fills proposed within the floodway/floodplain and the stream classification for this project is WS -ill, NSW (i a not Outstanding Resource Waters, High Quality Waters, Coastal Wetlands or wetland adjacent to these waters) 1b Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques Erosion and sedimentation control measures will be installed to protect downstream water quality during construction operations. 2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State 2a Does the project require Compensatory Mitigation for ❑ Yes ® No impacts to Waters of the U S or Waters of the State? 2b If yes, mitigation is required by (check all that apply) ❑ DWQ ❑ Corps ❑ Mitigation bank 2c If yes, which mitigation option will be used for this ❑ Payment to in -lieu fee program project? ❑ 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 - npanan wetland mitigation requested acres 4g Coastal (tidal) wetland mitigation requested- acres 4h Comments. Page 7 of 12 PCN Form — Version 1 3 December 10, 2008 Version 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 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 8 of 12 E. Stormwater Management and Diffuse Flow Plan (required by DWQ) 1. Diffuse Flow Plan la Does the project include or is it adjacent to protected riparian buffers identified within ® Yes ❑ No one of the NC Riparian Buffer Protection Rules? lb If yes, then is a diffuse flow plan included? If no, explain why Comments The stormwater management plan (SMP) will be submitted to the Town of ❑ Yes ® No Cary for review and anticipated approval. This SMP includes Stormwater devices that treat nitrogen The applicant would like to request a conditional Approval that would allow them to submit the Approved SMP to the DWR once received by the Town 2. Stormwater Management Plan 2a. What is the overall percent imperviousness of this project? 1346% 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, narrative description of the plan Two (2) wet detention ponds will be constructed providing 25% nitrogen reduction, TSS removal, and control of peak stormwater runoff from the 10 -year storm event to below existing conditions. The applicant would Eke to request a conditional Approval that would allow them to submit the Approved SMP to the DWR once received by the Town. Please see attached Stormwater Calculations and Grading /Draining /Erosion Control Plan with drainage areas identified ® 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? Town of Cary ® Phase II 3b Which of the following locally - implemented stormwater management programs apply ® NSW ❑ USMP (check all that apply) ® Water Supply Watershed ❑ Other 3c Has the approved Stormwater Management Plan with proof of approval been attached? ❑ Yes ® No 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 attached? ❑ Yes ❑ No 5. DWQ 401 Unit Stormwater Review 5a Does the Stormwater Management Plan meet the appropriate requirements? ❑ Yes ❑ No 5b Have all of the 401 Unit submittal requirements been met? ❑ Yes ❑ No Page 9 of 12 PCN Form — Version 1 3 December 10, 2008 Version F. Supplementary Information 1. Environmental Documentation (DWQ Requirement) la 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 ❑ Yes ❑ No environmental document pursuant to the requirements of the National or State (North Carolina) Environmental Policy Act (NEPA/SEPA)? 1 c If you answered "yes" to the above, has the document review been finalized by the ❑ Yes ❑ No State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval letter) Comments 2. Violations (DWQ Requirement) 2a Is the site in violation of DWQ Wetland Rules (15A NCAC 2H 0500), Isolated ❑ Yes ® No Wetland Rules (15A NCAC 2H 1300), DWQ Surface Water or Wetland Standards, 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 ❑ Yes ® No additional 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 We have reviewed the "Draft Internal Policy, Cumulative impacts and the 401 Water Quality Certification and Isolated Wetlands Programs "document prepared by the NC Division of Water Quality on Apnl 10, 2004, version 2 1. The draft states that many pnvate developments are unlikely to cause cumulative impacts, including projects such as urban in -fill, most residential subdivisions and small commercial developments as well as agricultural and s►Ivicultural operations. The Spring Arbor of Cary Assisted Living project is a small residential development It is important to note that the project is located within Town of Cary 's ETJ, therefore the adjacent properties that have potential for development will have the following regulations to protect downstream waters. 1) the Water Supply, Watershed Protection Program which limits development densities as well as requires protective riparian buffers; 2) the Neuse River Basin Riparian Buffer Protection regulations, these regulations require limited development within the riparian buffer area in addition to `diffuse flow" requirements at a minimum and could require Best Management Practices that control nitrogen if diffuse flow cannot be achieved, and finally 3) the Phase ll NPDES Stormwater Permit Program, this program includes permitting requirements for Municipal Separate Storm Sewer Systems (MS4s) in addition to post - construction stormwater management requirements We anticipate that the DWR will advise us if any additional information is needed 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 This property will be connected to the Town of Cary's Sewer System The Town will ensure that capacity of their treatment facility will not be exceeded Page 10 of 12 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 habitat 5b Have you checked with the USFWS concerning Endangered Species Act impacts? ❑ Yes ® No *Threatened /Endangered Species have been identified within the Apex topographic Quadrangle but not necessarily in or near this project ® Yes* ❑ No *Please note that the Dominion Due Diligence Group contacted USF &WS on April 29, 2013 requesting comment on the proposed project, no response was received Please see attached letter. 5c If yes, indicate the USFWS Field Office you have contacted I ® Raleigh ❑ Asheville 5d What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical Habitat? The NC- Natural Heritage Programs Data Search was used to search for elemental occurrences of federally protected species listed within the Apex Topographic Quadrangle map It was determined based on the search that there are two elemental occurrences that are federally listed within the Apex Quad map See table below Monotropsis odorata ° Sweet Pmesap j SC -V FSC dry forests and bluffs ° Necturus lewis► Neuse River Waterdog SC s FSC ; rivers and large streams in Neuse and Tar, drainages (endemic to North Carolina) References North Carolina Natural Heritage Program Online Map Viewer [November 25, 2014] Department of Environment and Natural Resources, Office of Land and Water Stewardship, Raleigh, NC http / /www ncnhp org 6. Essential Fish Habitat (Corps Requirement) 6a. Will this project occur in or near an area designated as essential fish habitats ❑ Yes ® No 6b What data sources did you use to determine whether your site would impact Essential Fish Habitat? Project located in Wake County This project is not near any designated Essential Fish Habitat areas 7. Historic or Prehistoric Cultural Resources (Corps Requirement) 7a Will this project occur in or near an area that the state, federal or tribal El Yes ® No governments have designated as having historic or cultural preservation 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? Records checks at the State Historic Preservation Office (SHPO) or the Office of State Archeology were not performed by S &EC, however a letter was provided by the client The attached June 3, 2013 letter from SHPO indicates that they conducted their review and are aware of no historic resources which would be affected by the proposed project Please see attached letter from SHPO Page 11 of 12 ? State "'Federal Scientific Name Common Name r Protection E Protection T _Habitat Comments Status , Status Monotropsis odorata ° Sweet Pmesap j SC -V FSC dry forests and bluffs ° Necturus lewis► Neuse River Waterdog SC s FSC ; rivers and large streams in Neuse and Tar, drainages (endemic to North Carolina) References North Carolina Natural Heritage Program Online Map Viewer [November 25, 2014] Department of Environment and Natural Resources, Office of Land and Water Stewardship, Raleigh, NC http / /www ncnhp org 6. Essential Fish Habitat (Corps Requirement) 6a. Will this project occur in or near an area designated as essential fish habitats ❑ Yes ® No 6b What data sources did you use to determine whether your site would impact Essential Fish Habitat? Project located in Wake County This project is not near any designated Essential Fish Habitat areas 7. Historic or Prehistoric Cultural Resources (Corps Requirement) 7a Will this project occur in or near an area that the state, federal or tribal El Yes ® No governments have designated as having historic or cultural preservation 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? Records checks at the State Historic Preservation Office (SHPO) or the Office of State Archeology were not performed by S &EC, however a letter was provided by the client The attached June 3, 2013 letter from SHPO indicates that they conducted their review and are aware of no historic resources which would be affected by the proposed project Please see attached letter from SHPO Page 11 of 12 B. Flood Zone Designation (Corps Requirement) 8a. Will this project occur In a FEMA- designated 100 -year floodplaln? ❑ Yes ® No 8b If yes, explain how project meets FEMA requirements N/A 8c What source(s) did you use to make the floodplain determination? According to the FIRM map, this project is not within a FEMA- designated 100 -yr floodplam h11JW e ,� November Deborah E. Shirley Applicant/Agent's Signature 252014 Applicant/Agent's Printed Name (Agent's signature is valid only if an authorization letter from the applicant Date is provided ) Page 12 of 12 Environmental Consultants, $412 Fa04 or Nense Road, Soiie 104, Raleigh, NG 276 J S • Phone (919) 846 -1900 • Fary (9J 9) 846 -9.467 sandoc com PROPERTY OWNER CERTIFICATION / AGENT AUTHORIZATION Project Name/Description: `� S &EC Project # Date: The Department of the Army U.S Army Corps of Engineers, Wilmington District 69 Darlington Avenue Wilmin on, NC 28403 VZ - Attn a Field Office: 2C p BSI ` A 2 C't4 �� c 1 I, the undersigned, a duly authorized owner of record of the property /properties identified herein, do authorize representatives of the Wilmington District, U.S. Army Corps of Engineers (Corps) and Soil & Environmental Consultants, PA (S &EC) staff, as my agent, to enter upon the property herein described for the purpose of conducting on -site investigations and issuing a determination associated with Waters of the U.S. subject to Federal jurisdiction under Section 404 of the Clean Water Act and /or Section 10 of the Rivers and Harbors Act of 1899. This document also authorizes S&EC, as my agent, to act on my behalf and take all actions necessary for the processing, issuance and acceptance of a permit or certification and any and all associated standard and special conditions.This notification supersedes any previous correspondence concerning the agent for this project. NOTICE: This authorization, for liability and professional courtesy reasons, is valid only for government officials to enter the property when accompanied by S &EC staff. You should call S &EC to arrange a site meeting prior to visiting the site. PARCEL INFORMATION: Parcel Index Numbers) (PIN): 0747—.5'e.5-5298 Site Address: L. City, County, State. c-- &m �b1LE . IJ G PROPERTY OWNER INFORMATION. L rtl Property Owner (please print) Date Property Owner Signature We hereby certify the above information submitted in this application is true and accurate to the best of our knowledge. l I f1 •J, �) J� %r � �"'1 tf�t.��, a,, � i._ � h �y. � '�� ^ .•i .. ..��n -tee +r v / _ J ' PY..(� f•L.. ti y� "-� s ?..• v .;` ,s> .rs� * �q5x +,,' 4�. r r!t f�. � y� Z, f. )�`,`.'. ,�LSii,.:� K� !� �J,{'µ� •` d <r . i n •'�� t .��Yt i 1 Yi l I f1 •J, �) J� %r � �"'1 tf�t.��, a,, � i._ � h �y. � '�� ^ .•i .. ..��n -tee +r v / _ J ' PY..(� f•L.. ti y� "-� s ?..• v .;` ,s> .rs� * �q5x +,,' 4�. r r!t f�. � y� Z, f. )�`,`.'. ,�LSii,.:� K� !� �J,{'µ� •` d <r . i n •'�� t .��Yt i WA �= North Carolina Department of Environment and Natural al, Pat McCrory Governor September 12, 2014 S &EC Stephen Ball 8412 Falls of the Neuse Suite 104 Raleigh, NC 27615 Ili i'J I li- u - .4 John E. Skvarla, III Secretary Subject: Surface Water Determination NBRRO# 14 -314 Wake County Determination Type: Buffer Call Isolated or EIP Call ® Neuse (15A NCAC 26 .0233) Start@ Stop@ ❑ Ephemeral /intermittent/Perennial Determination ❑ Tar- Pamiico (15A NCAC 2B .0255) I ❑ Isolated Wetland Determination ❑ Jordan (15A NCAC 26 .0267) To Project Name: Location/Directions Subject Stream: Spring Arbor Property is located at ne quadrant of the intersection of Kildare Farm Rd. and US1 Swift Creek Determination Date: September 8, 2014 Staff: James Graham Feature/Flag Not Subject E/UP* Start@ Stop@ Soil USGS Subject To Survey Topo To Buffers Buffers A X P X X B X P X C X 1 I 1 Sol X "El" - Ephemeral/intermittent/Perennial Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked "Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked "Subject" have been located on the property and possess characteristics that qualify it to be a stream. There may be other streams located on your property that do not show up on the maps referenced above but, still may ) N-��_ Jl�Carolina atura!!y North Carolina Division of Water Resources 1628 Mail Service Center Raleigh, NC 27699 -1628 Phone (919) 791 -4200 Internet: www.nowaterquality.oug Location: 3800 Barrett Drive Raleigh, NC 27609 Fax (919) 788-7159 An Equal OpportunitylAffirmative Acton Employer- 50% Recycled /10% Post Consumer Paper F, Snring, Arbor Wake County September 12, 2014 Page 2 of 2 considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Resources (DWR). This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that dispute a determination made by the DWR or Delegated Local Authority may request a determination by the Director. An appeal request must be made within sixty (60) days of date of this letter or from the date the affected party (including downstream and /or adjacent owners) is notified of this letter. A request for a determination by the Director shall be referred to the Director in writing c/o Karen Higgins, DWR WeBSCaPe Unit, 1650 Mail Service Center, Raleigh, NC 27699. This determination is final and binding unless, as detailed above, you ask for a hearing or appeal within sixty (60) days. The owner /future owners should notify the Division of Water Resources (including any other Local, State, and Federal Agencies) of this decision concerning any future correspondences regarding the subject property (stated above). This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be directed to the Division of Water Resources (Central Office) at (919 )-807 -6300, and the US Army Corp of Engineers (Raleigh Regulatory Field Office) at (919) -554 -4884. If you have questions regarding this determination, please feel free to contact James Graham at (919) 791 -4256. IRespec lly, 'f Danny Smi , Supervisor Water Quality Section Raleigh Regional Office cc. RRO /SWP File Copy Nk Feature B Perennial Subject to Buffers 4 Feature A Perennial Subject t .1 A, Feature C Intermittent A Subject to Buffers @ 501 r" NCDWR JRG 09082014 A North Carolina Department of Cultural Resources State Historic Preservation Office Ramona M Bartos, Admmtstrator Govemor.Pat,MSCrory Secretary Susan Kluttz June 3, 2013 Joe Fuscaldo Dominion Due Diligence Group 4121 Cox Road, Suite 200 Glen Allen, VA 23060 Office of Archives and History Deputy Secretary Kevin Cherry Re: Construct Spring- Arbor, '1695 Kild'atre Farm Road, Cary; Wake County, ER 13-0864 Dear Mr. Fuscaldo: Thank you for your letter of April 29, 2013, concerning the above project. We have conducted a review of the project and are aware of no historic resources which would be affected by the project. Therefore, we have no comment on the project as proposed The above comments are,made pursuant to Section 106 of the National Historic Preservation Act and the Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR Part 800. Thank -you for your cooperation and consideration. If you have questions concerning the above comment, pleasvcontact Renee Gledhill- Earley, environmental review coordinator, at 919- 807 =6579. In all future communication concerting this project, please cite the above - referenced tracking number. Sincerely, (1� a"`y" Nit YJC L Ramona M..Bartos Location 109 Cast J6ncs Street; Raleigh NC 27601 Mailing Address 4617 Mail Service Center, Raleigh NC 27699 -4617 Telephone /Pax (919) 807- 6570/807 -6599 April 29, 2013 Mr. John Ellis Feld Supervisor U.S. Fish and Wildlife Service - Raleigh Feld Office P.O. Box 33726 Raleigh, North Carolina 27636 -3726 Subject: USFWS Consultation /Determination Proposed Spring Arbor 1695 Kildaire Farm Road Cary, Wake County, North Carolina PIN: 0762565508 Pursuant to'Section 7 of,the Endangered,Species,Act, this letter is to provide you with the necessary information and our determination for the following proposal with respect to endangered ,and threatened resources known to be within the undertaking's area of potential effects: HUD PROGRAM: HUD'LEAN 232 - New Construction of an assisted living facility (ALF) LOCATION: Cary, Wake County, North Carolina PROJECT SIZE: 32.68 acres PRESENT CONDITION OF-THE SITE: Existing Structures on the site - Yes The subject property consists of one (1) .two -story single - family residential structure, one (1) single -story office /study structure, and one (1) two -story story garage structure with a finished second floor' constructed in 1927„ as well as undeveloped grassland and undeveloped wooded land. The subject property structures are situated on 32,68 acres of land In addition, located at the subject property are a barn structure, a shed structure, and' astable structure. Long Branch transects the eastern portion of the subject property and flows in a north to south direction. The subject property is bounded by single- family residential properties and a pond to'the north; undeveloped wooded land and single - family residential properties to the east; Claude E. Pope Memorial Highway, single -family residential properties, and, a parking lot to the south; and Kildaire Farm Road, single - family residential properties, Fellowship of Christ - EPC; and undeveloped cleared land to the west. The subject property is the proposed location of an 80 -unit CORPORATE HEADQUARTERS O 4121 Cox ROAD, SUITE 200 ♦ GLEN ALLEN, VIRGINIA 23060 804 358 2020 o FAx 804 358 3003 ♦ www D3G BIZ Providing nationwide service to protect your investments )N plop assisted 'li vmg facility (ALD and thirty -five (35) single-family residential lots. The subject property is serviced by electricity, municipally supplied water, and a private septic system. Site and location maps are enclosed for your review. Photographs of the site and the surrounding area have been included for-you rreview. A United States Geological Survey Topographic Quadrangle is also included. A Phase 1 Environmental Site Assessment has already been completed of the site. To facilitate compliance with the National Environmental Policy Act of 1969 and HUD Regulations at 24 CFR Part 50, ,dn Environmental Assessment must be completed prior,to releasing funds for the Proposed East Beach. This letter is a formal request to determine what effect(s) the proposed activity may have on endangered and threatened resources. Using your area of expertise as a guide, please indicate within 30 days of receipt of this letter which of the type of,impact(s) your agency anticipates because of the proposed activity by placing an X beside the appropriate, impact caterory0es) below, attaching_ necessary documentation, and returning this form to Dominion Due Diligence Group (D3G) (you may fax this form with your response to 804- 358 - 3003). No Impact Anticipated Potentially Beneficial Potentially Adverse /Requires Documentation Only Potentially Adverse /Requires More Study Needs EMitigation, Signature, Title, and Date: If you have any questions orneed any additional information, please contact me. Your time and effort are appreciated. Sincerely, r, Joe Fuscaldo Environmental Project Manager Dominion Due Diligence Group 804- 237 -1875 '.fuscaldo @d3gbiz DETERMINATION DEFINITIONS No Impact Anticipated —No additional analysis or mitigation efforts are ,needed Potentially'Beneficial — Anticipated'beneficial impacts Potentially Adverse/Requires Documentation Only — The impacts may be so small as to not'require further study, or standard mitigation,procedures have been established (for example, a- sediment/erosion control plan must be�submitted and sediment/erosion controls devices must be installed per existing sediment/erosion regulations) Potentially Adverse /Requires More Study — The impact in question should be subject to further review (consultation with experts, etc ),and study. Needs Mitigation/Project Modification — The impact is adverse and requires mitigation for impacts or protect modification (for example, the projects needs to be redesigned for access by emergency vehicles) ,"'' i \rte \ / I / / L STA. , 00 / EXIS" MANI ' TOP: PROF i (1T Tr, N/F WIMBLEDON HOA INC D.B. 4491 PG. 461 5. All fire lanes to be installed per Town of Cary Standard 3050 -D (thermoplastic paint required). 6. A dedicated sprinkler riser room with an exterior door access is required, a reduced pressure detector assembly (RPDA) will be provided for each fire line into the building and located in this dedicated sprinkler riser room. 7. Grease interceptor sizing is to be conducted, and details are to be included with building construction plumbing plans. 8. See building plumbing plans for elevator sump pump holding tank (or oil /water seperator) details, if applicable. 9. A fire inspector shall inspect the underground fire line piping from the PIV to the building and the underground piping for yard FDC's before it is covered up. Sanitary Sewer Outfall A ---- ---------- ---------- ---------- ---------- ---------- ---- ---- ---- ------------------------------- -------------------------------- ------------------------------- ------------------------------- ------------------------------- ------------------------------- ------------------------------- ------------------------------ G SS -SS PROP S7_OR'7 DRAINAGE - - - - -- ---- ---- PROP JUNGTLON OOA - - - - - - - - -- -- \ \ \ \ \ \ 1 I I 1 1 I 5. All fire lanes to be installed per Town of Cary Standard 3050 -D (thermoplastic paint required). 6. A dedicated sprinkler riser room with an exterior door access is required, a reduced pressure detector assembly (RPDA) will be provided for each fire line into the building and located in this dedicated sprinkler riser room. 7. Grease interceptor sizing is to be conducted, and details are to be included with building construction plumbing plans. 8. See building plumbing plans for elevator sump pump holding tank (or oil /water seperator) details, if applicable. 9. A fire inspector shall inspect the underground fire line piping from the PIV to the building and the underground piping for yard FDC's before it is covered up. Sanitary Sewer Outfall A 10 +00 11+00 12 +00 13 +00 0' 40' 80' 120' (IN FEET) 1 INCH = 40 FT MINIR_11110,11OLV THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDER- GROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES. -C) LO +� 00 C) co w w w= z cn J LU = W Q LENGTH VARIES CROSS SECTION DIAMETER • •� . '�.•' D.I. PIPE CONCRETE ENCASEMENT . END VIEW TE ENCASEMENT TE ENCASEMENT N07ES I. CONCRETE SHALL BE 3000 P.SI. 2 CONCRETE ENCASEMENT NOT REQUIRED WHEN PIPE IS AT LEAST THREE (3) fEET UNDER CENTERLINE 0E CREEK 80nW.. STANDARD CONCRETE ENCASEMENT FOR STREAM CROSSING 1 07000.14 sx�r i a i PUBLIC UTILITY DATA WATER: (8" DIP) 2,423 LF SEWER: (8 ") 1,920 LF WATER TAPS: 1 (3" DOMESTIC) 1 (2" IRRIGATION) SEWER TAPS: 2 5ED11-1EN7_ GONi,�'OL LEGEND ,215f�GA5IN «« fM ,U✓fK510n pflr /D Gh GONST,YUGTIONfNiKhNGf CYIfGK DA/�l OVtLO'CXYD155IPF7OK 0 5/l7 , -ENGE X r>zff flT07_EecnoN DUNCE WIXT-P,�'OrFGi /ON PENUDED AGf, //17/75 THIS DESIGN MEETS ALL CURRENT TOWN OF CARY STANDARD SPECIFICATIONS AND DETAILS EXCEPT WHERE SPECIFICALLY NOTED BELOW: Sewer Service Note All sanitary sewer cleanouts located within proposed traffic areas are to be traffic rated (see detail). i i NO EXCEPTIONS NOTED. LEGEND ---- ---------- ---------- ---------- ---------- ---------- ---- ---- ---- ------------------------------- -------------------------------- ------------------------------- ------------------------------- ------------------------------- ------------------------------- ------------------------------- ------------------------------ G SS -SS PROP S7_OR'7 DRAINAGE - - - - -- ---- ---- PROP JUNGTLON OOA - - - - - - - - -- -- ---- ---- e PROP mow OFF A55EL1DLY E.ggp - - - - - - - - -- -- G � ---- ---- G� - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- - - - - -- ---- - - - - -- ---- - - - - -- -- - - - - -- -pia - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- -- -- - - - - - - - - -- -- -tea -rya - - - - - - - - - - - - - - - - - - - - - - - - -- -- - -- -- -- -- -- -- — — — — — — — — - - - - - - - ------------------------------ ------------------------------ ------------------------------ ------------------------------ ---------- ---------- ---------- - - - - - - - - - - - - - - - -- -- -- -- -- -- -- -- -- -- — — — - - - - - ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- - - - - ---- - - - - -- ---- - - - - -- - - ---------- ---------- ---------- ---- - - - - -- ---- - - - - -- - - - - - -- -- - -- -- -- -- ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- - - - - ---------- — - -- ---- - - - - -- ---- - - - - -- - -- — - -� a - - - -- -� ---- ---- - - - - - - - - -- -- ---- ---- - - - - - - - - -- -- -- - - ---------- ---------- ------------------------------ -- = - - -- ------------------------------ -- - - - -- ----------------------------- — - - - - -- _________________________ = = = =mod IIIIIIIIIIIIIIIIIIIN =2 IIIIIIIIIIIIIIIIIIIN • 1 - - - - - -- -- - - - - -- - • • - - - - -- • - --I -- ■ - I , ---------- ---------- fil ---- - - - - -- - - - -- - - -- ■ - 1 _-- - - - - -- - - -- on ■ - l 1 ---- - - - - -- ---- - - - - -- - - - -- ------------------------ ------------------------ ---------- - ---■-11--------- - -■ - l 1--- - - - - -- ---- - - - - -- - - -- - -- ■ - 1 1 - - -- • - OUTSIDE` 10 Im KWA ------------------------ ------------------------ ------------------------ ------------------------ — =- -- ------ ---- ---- - - - - -- - - - - - - - - -- -- — ---- - - - - -- -_—_—_—_—_—_—_—_—_—_—_—_—_—_—_—_—_—_—_—_—_— -- -- —_ —_ —_ _— _— _— _— _— _— _ P ROP. OUTSIDE mono ---------- ��------- _------ ' ° ' -_ - - -- . - . - S (DIP) - - - - -- -ter __________�� = -- =�� • ------------ ------------ ------------- ------------- ---------- - - - - -- - - - - - -- -------- - - - - -- -- - - - - -- -------- -------- - - - - - - - - -- -- - - - - - - - - - - -- -- ------------- --- - - - - -- - - - - - -- ------------- -------------- --- --- - - - - - - - - -- -- - - - - - -- - - - - - -- ----------------------------- - - - - - -- _____________________________ - - - - - -- -----------------------------40 ----------------------------- ---------------------------------------- ---------------------------------------- ---------------------------------------- - - - - - -- -- - - - - -- ---------------------------------------- ---------------------------------------- ---------------------------------------- ---------------------------------------- ---------------------------------------- ---------------------------------------- 10 +00 11+00 12 +00 13 +00 0' 40' 80' 120' (IN FEET) 1 INCH = 40 FT MINIR_11110,11OLV THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDER- GROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES. -C) LO +� 00 C) co w w w= z cn J LU = W Q LENGTH VARIES CROSS SECTION DIAMETER • •� . '�.•' D.I. PIPE CONCRETE ENCASEMENT . END VIEW TE ENCASEMENT TE ENCASEMENT N07ES I. CONCRETE SHALL BE 3000 P.SI. 2 CONCRETE ENCASEMENT NOT REQUIRED WHEN PIPE IS AT LEAST THREE (3) fEET UNDER CENTERLINE 0E CREEK 80nW.. STANDARD CONCRETE ENCASEMENT FOR STREAM CROSSING 1 07000.14 sx�r i a i PUBLIC UTILITY DATA WATER: (8" DIP) 2,423 LF SEWER: (8 ") 1,920 LF WATER TAPS: 1 (3" DOMESTIC) 1 (2" IRRIGATION) SEWER TAPS: 2 5ED11-1EN7_ GONi,�'OL LEGEND ,215f�GA5IN «« fM ,U✓fK510n pflr /D Gh GONST,YUGTIONfNiKhNGf CYIfGK DA/�l OVtLO'CXYD155IPF7OK 0 5/l7 , -ENGE X r>zff flT07_EecnoN DUNCE WIXT-P,�'OrFGi /ON PENUDED AGf, //17/75 THIS DESIGN MEETS ALL CURRENT TOWN OF CARY STANDARD SPECIFICATIONS AND DETAILS EXCEPT WHERE SPECIFICALLY NOTED BELOW: Sewer Service Note All sanitary sewer cleanouts located within proposed traffic areas are to be traffic rated (see detail). i i NO EXCEPTIONS NOTED. LEGEND PROP. SAN/TAV'( 5EWfe G SS -SS PROP S7_OR'7 DRAINAGE PROP WATERL✓NE .- PROP MANIIOLE PROP GATUI BASIN PROP YARD INLET PROP JUNGTLON OOA PROP ItEAD WALL �\ PROP FLARED END SfGTION PROP, YIYDRANI"A55CI'IOLY PROP GATEVALVE IWIANIIOLE e PROP mow OFF A55EL1DLY E.ggp EX.I IANYIOLE Oo° EX. GAMI BASIN G � UNDCP6ROUND GAS G� UNDERGROUND FLEGTRr / E UNDEPGROUND TCLCPIIONE IMiG e I' Engineering Planning Site Design 1150 SE MAYNARD ROAD SUITE 260 CARY, NC 27511 (919) 467 -9708 C -0329 PO / _ n e SEAL 21117 z IN 9Ur��O i e, Gv 1 Hof l Revisions 04/09/2014 Per ToC first review comments. 05/29/2014 Per ToC second review comments. 07/31/2014 Per ToC third review comments. 10/23/2014 Per ToC fourth review comments. 14 -SP -011 HTE #: 14 -0745 Approved by the Town of Cary Development Review Committee Planner: Date: DEVELOPER: H H Hunt 1401 Sunday Drive St 109 Raleigh, NC 27607 (919) 461 -0587 Project Spring Arbor of Cary Assisted Living Site Plan 1705 Kildaire Farm Road Sanitary Sewer Outfall A Sta. 10 +00 - 18 +50 Date February 13, 2014 Scale Horiz: 1" =40' Vert: 1" = 4' Sheet CS -5 1 /�, y� \ � \\ / / - - :1<1 - \ \ /' e / 1 / / / /11' \\ // / 1111\ \\ \\ \ � // 11 ' \\ '\11' \ I \\11' \\ I 11' \ \\ 11'11 -\ 1111 11 I % I // \11 < \ \ I -111 I \ �'� \ / i I / 1 / I " \'I 11 .' I -- //' �. 1E \ 11 L_ I 11 11 _�_�/ 1-11 -y i__1 \ � . U0 _____ I - __� ________ I--- _� ___ _____ __ -- _ ' y - - - - ,� I 7 / / / \ \ ----- -t___- I - - -- I - - - - - -1 I //' _ _ -- I /q F \NC. \ // / _ 1 -___ -- 1 I 11 \ \ D. B. 4497 PG. 4�/ IN C.M.P. (LAKE OUTLET) /NIN \ApA J ' // //\ '1 '1 I I I 1 II \II \ ,_N �� N• .= 382.38 w\Mg� "p'5 -- ._9 __ - - -___ _ �'� / \ \� \\ \ �, i i � � ,11 i , _�. ' /' � B. M. 1987, PG./ 484 D.B. 4 - 1 1 I \\ \`� \ -�__ /� // \ V� V -V I I I I __ _I \___F A II A �__ 11__I //' �I I = -� / - AA v� I / ' 1 �� -'1 � I V A - -, /�11/ � A N�F VApp ANC' // r- I- , \ \mil/ i f I j I l \\ I • \� 1< 11 / Np \Np• g�EppN pG• 461 /' I / I --_. \ t F - -11 \ I / I / \ I �- / \ /�' C O , V\ 461 W \M 4491 � Si ��W& c'- " I / 1 I \1 \ \\ I 'I / I- _ _ °- ,-. � \.-T - �% /Y11 -- r/ \ W\MgLED g1 PG. / D.B. 2„ p.LP. �Mhi /l/�iNH�LE \ I 1 I A I I -� - ' �\ v \ \ p•g' �� - T P= ('M %X/%v'�L) A \ \ 11 �-- 1 I V \\ I Y` -\ V A r - A V � -IN .IN= 377.9 1 \ V A �i I \\ FT ! I \\ \\ i%C/ /.� I \ '`7`��- -ACT - - - -��1 - �- \\ � \ \ \ \\ / 1111 ^ \�` r� / ry - \\ V.OUT= 377.71\ \ \- \ \\ \ \ \ / - _ � I � 1 \ \I 1111 I � . NSF \ \NC. / i TOP= 3 . - \ \ HEGIICI _ _/ - _ -i / I / NV.IN= 377.3 1 / \NCH v I I_ A \ A /11 ON . - - / I A - 1 \ I \ '- \ \ r ' \ p N .319 1 - -' - \ ��_ �f -- \ \ I L' - \\ \ \ 207 \ W\ g. 4181 \-- / / III NV.OU - 7.11 /1 -� // \ / // I I /�� A i -- ---- - - - - -- \\ \ \ \�\ \ \\ ✓' ,,_ -- -- I - - - -- i �- \ \ 1111 \ \ 0' , - _ ... / r z 1 1 % \ I I I I I I v�� \ -A �� I I I I v I \�� V A V / �� - / / / / / \ / _i- - -7 -1- \ I I \ \\,_- \\ / \ C N/F 11 -_ - -J / � i 1 ], -�v v I v 1 I v A -��_'v Vvv -/ 208 v v 11 0 - / i[ /'' X1111 \ I 1 1 \ I \ _ 1 \ \ \\ \ , / \ H . -. - - - -_ Jl' I(IIII ' MPORTANT PERENNIAL A I\ \\ \ \\ \ \ \ \ \ \ /' ,- - -1 \ \ I \ I \ \ \ \ \ \ pN\ \ - _ \\ \ 1 1 \ � \ \ _ �'�- / \ 1 \ \ , RpNGW \ \\ \ \ \\ \ / 1 \ \ \ \ \ \ /' _ /___' / I \ \ 1 \ 1 / \ "� - I \ NSF SEp1'M n \ I - - / \ =1 / \ \ 1 1 \ 1 I �/ / \ / \ _: 1 1 "- - -1I 209 \ \ \ \ /,17 -- / \\ S kkoN 5 M \ \\ \ / \ J - � \\ \ � , / / \ 1 \ 1 \ 1 1 \ \ I 1 /� - • \ i \\ ( ,\ 1, L - \\ 1 I _ _ I� \\. �r \ \y ,.\ IF _. "F05-0 E \ "'SEM &\`5618 " 5$ : -- - - - _ \ \\ \ / //� \� 1 \ I .�T 1 ,/ \ r / \_i/ �, / \ \ , f I \. \ 1 1 1 \, I 1 \ \\ I -/` / \ \\ / / • / / \ I v 'I/ N \ I l \ \ � \ \ �r � \ (\\\\\ vv vv vN y/ 11/ / / v \ I vv vv ,v '1 1 - I I \jN &-') v 103 \ V v v �� vv v \ �� - - / / \ \v 1 \ �) 11 vV v \ vV v A v \ v v / / / /' / V \\ ' �� 1 V A 1 I _I VuS 5 pG. V A \ vV A \ \V\ \ / / A\ (\ \ \ I- I I1 \ \ S \ \ /. / / / ./ / / �,�� I 12 I 61 1 V A V \ \ \ v i \V A\ V A \ \ V \ \ \ / / 11 / / _ -� v v g• o \ \ \ \ v- v A A V A I / \ 1 1 A� v v v v A \ / / / I I \ I \ / A 2 \ 1 1 L-- - - - -�F I D• � \ \ \ \VA V I V \ \ \ \ \ \ / / / / / / / / I A� V IV _A 1 \ _1 _l__ N� CV A I V A V A A - -- A A AVA \ 1 / A \ \ \\ \ \ / \ / / ✓ / / / / I �� \ / I __r \ \ M 5 \ \ \ \ \ \\ \ \\ /< \//11' /' •� \ I /// ,____ \I -� _ \ \ I \\ \' \, -, 1`, \ F \ E PR01 162 0 \ \ \ \ \ \ \ ) / / _ - - \\ \\ 1 - 1 \ _ I \ v \ v v vv v vvAv( - v\ A\ 11- v v v v v v v v \ \, \ V `\ 0II PG N 1 1 I \ \ V A / A \VA V V y / -_ // " _1J- / / I I I - -� A \ 213 \ 1 V Av A N�v RZvk \ p.g• 613 N I I(( I I I 1 1 I 1 V A V A \ V A A V A\ v v \��Iv i� / h� � �� \VA 1 M __ �I V A \ \ \\ V� \\ \V A \\ \� // I // / 1 - - -I -- I \ ,y __�' \,_ -- JEREMY Fp \R p1 0 I I \ \ \ \ \ -- - - - - -- \ \\ / . \ W \ \ \ \\ I x. s- NEUSE \ R 1� 1 \ \ \ \ � W \ \\ 1 1 O - 381 .00 111 \ \ \ \ \ \ / / l\r\�/ ' l I 214 I \ \��'� \�, \ \ NIF\ \NpP gN9 ` & 5jP4345 pG \v d \ \ \ \ \ \ \ \\ \ \ \ \ \ \ \ \� ° i' W -, - = -W \ \ �� \\ \ RnpARIA \BUFFER \ 11 I .IN= 376.6 \ \ t \ 11 ' � / / I I \ _ & 239 g• \n \ \ 1 1 1 \ 1 I \ \ \ I \ \ \ \ \ - - - - - - - - - \ \ \ \ \\ - °\ I \ \ \ \ \\ \ 1, I \ (MEASURED FROM \ A < ' A NSER pp. A D• 1 A \ A A V A A - - � -�� _ -- O \\ / IN OUT= 376.41 I V A TOP OF NK) I v v / / / I I \ N/F Np 90g3 tr) x I I v A v A\ V A \ V A v V A V v _ - -- - -- v -- �� v V A A �° V'' / 15 I 1 pplAP p. 1 V A \V 1 V A \ \\ \ - -- -- v v v - -- - --- �\ - �� v A \\ \V ) / \\ \ 1_ - � / O / / L - - -, -- -I ZPM 2559 \ g ° x 1 1 1 1 \ \ \ \ \ - - - - - -- - \ - - \ \ \ / \ / \ - 11 / - -I- I� \ GEE2624pG. \ �d / I I I \ \ \ 1 1 1 1 1 1 1 1 1 \ \ \ ( 1 \ \\ \\ \ \ \\ \ \ \ \ \ - -- - - - - - -\ \ - -: � -�� \ �\ W �W \ \ \ \\ \1 \ -_/ / \ \ \\ \ \\ I \ _ � - � � AVA 1 \ \ A - - - - \ V , - - \ F I EGPY j / NIFEN SCF R \ p•g 1 i 1 I V A\ \ \ A\ \\ \V _ - - - - - -- - Z �v A ` , \ ��A\VA V \ \ V _ N K / R 6 \ \ \ \ I \ \ \ - - - - \ - w y \\ ` / / \ POqTAN PE ENNIAL A \ \\11 / UL GYNjPG '�� / / ppwN 02 6 PG• 12 0 \ // l E \ \ \\ \ \ \ \ \\ \ \ \ \ \ \\ \ ,\ = / - - --- iMPORZ°NT PERENNIAr�\ `\� �� \� \W / y \W .\ \ \ \\ \ \ \\ �\ \ �I \ \ j I \I \ U �EME 14111 �/ D•g vn SIRE / \ \ V A \ l/ - - -_ - �� \ e A v p. / / / FEN ) / / ) v v A v v v _ - - _ v / / v v \v\v vv\ T / I I \ _ - :�_____ �� V � /� \ I I V I S V e• f l I T AR / // V A V A \ \ /_ _ - -_- V A V A \ \ \ \ \ \ \\ PpWER3p5GN \ / in I I TIw NS LbC,TEQ I A� / / /// / / \ \ \\ \\ \\ \\ \ / - - -' - - -- - \ \� \ \y \ \ 5 \ \ I I O -4 2 - / / / ��` �v�vvv, - -v -- ` v\ \\ A� / I v A A% GPRpAAN 5p0 pG. V A I I I I �F�NCE I / / / // V A A \ \\ i �- -- -- -- - - \ \ \, �� A� \ v �� A A A \ A V I vv g.2 \ \ I I I / / // / l / \\ v _ � ��- - - -- - -- - - - vvy �vI . y I wv \ \\\ V A A \ V \ V - - -- A`_' --v v-\ v A V 11 11 \ V //L I A / / / / / / / / / / / A \ \ \ % %c - -' V A \ � - - - - - - - - � A V A \ \ \ V A V A \ V A I W V A \V A\ VA \ TOf R15$R= 38 52 1 ' B. T P= 6 11 _-I / V A I I V Ilk I I I / / / / / I -Z / / I / V A \ i v A V - - - - - - � v -, A \ V A \ \ \ \ \ \ \� \ \ \\ V � v _ v \ VAV A\ F \ \ k � VINV �6 "R P= 3 7 a d I\- 1 /I i J J >_ I w N Q cV U N Boa z °m oa 0 z F- Q 6 9 \ vv v.IN PG. 305 \ --� - I V V 1 \ - / / / / // / // / �- ( �/ l l l I l ��= - -� -y y v vv --- - - - - -- - - --- ----------- -UURR+SQICTlsrvaL'W,E A,N � v v yvvvv \ \ \ \ \ \ \\ V'V 'k.0, A \V AV a I � w \\ A\ N, A . I wv /) V A / v - (" �' --"�" v v \ / / / / n F� v v I - � v y v v v _ _ - - - - v v v �\ u / Av \ V \ 6° co A \A T�t�l __-'\ FES \INV, x}56. A V A ( \ 1 I // \V A\ - -------- - -- - -- - - - -- ��- A �\ \ \ \� VA \ `9 M / y w�� II Al \ \ N N V A I V A I`j l / I/ / / / / / l r A v V 1 - i i -,�, �� V A v v v ___ __ A V A l l c+\ V A\ V v\ I I AV \G" �E \ V - V I/ I / / / v o- Q v v v V A v v v V v V v v v - - v \ V o A \ \oA \�V A\ \\ � I V :�_ _:1 PEDES T �r �� 3�P 5 -R�P_ - \\ V AVA \V Ate\ \V A I I I ( / L - v- - O \ \V A AV A y� -- --- - - - - -- -- - -- - - v v v \V A A e �4 \ VA \ VA�\ . v -li �\ �) V \ �� i/ i �� \ ---- - - - - -- - v v v \ V V\ \ 1 r N ST \ v -> \ v 1 \ \ \ V A V A V A v A /aQ� \ \ i TC _ -- NIG PO v - \ V A - �� v \ v v v v v v v vv v �------- - - - - -- - - - - -- - -- v v v\ o' �� y ��/ 11 11� CE V \ C A A - v\V A\ \ V AV A A A -__ - -- - -- - - -- �� \ \\ a 1 1 VA\ V� IIII /\ A\ ��/ i� i i i 11 11 - v v v v A �v \'\ / I I I � b A I A - %� IN v p 4\ FEN v v v �v� v vs v v v W 0\ D-S -_ o v v v v v v v vv vv v __ -- - - - -- - -_ v w _ -= - V -___L �y�y VVII`<E \ \Z \ V A \ _ � � \ \ \ \ \ \ V A A-_- _-------- - - - - -- --- -- - - -- - -- A A\ \\ V A\ � \V A A \ \ �/ , i i� I i \ _ A v A \\ % �v / / iii i i '�� \ V A V A \ A \ \ \ V A V I % / \ G I i %9F ��! �q \/ SIGN ��\ \\ U' ,`lU\ \ \\ \ I\ \ \ _ \ \ \ \ \ \ \ \� - -- - -- -- - -- ------ .- - - - - -- W W .� w W / � �t `�� 1V V \ \ \ \ _ _ _ _ _ _ _ _ _ _ V A V AC, ( 1 ' P ��\ vA "6IKE° v v o A - - - -- _ - -- - - - - - -_ - - -_ A v \ \ V A iii / / e v �� - A \ \ \ A \ v _ _ v �� \ \ V A \ \\ VA \\ / A \ � / �i i i �� - - m \ \ \\ \\ \\ vV - - - - �/ A \V A \ \ \\ \\ \ \\ \ ��/ � �i i i 11 CATCH BAS \ - V v v 7 V \ \ V A \ \ VI I J iii / / � � \ O Q - /i / / / / %i v \V C \ - - A \\ �\ \\ iii 11�j i, i i ii 1111 u v - v v \ - \ \ �\ - - -- - - -- - - -- v V A V A VAV� v / \ y \1 iii i �i // , i 11 \ _� - � - v v A v V \ \ V A- - - - - - -- - - - -- -- - - -- - - - -- -- v vv A O A \ V AV v V A VA \\ \ VA\ V AAv � - I )1 \ �� Z i iii VI 'K V - � `7� - - - - - - - - - - - - - - - - - - \ V A A \ \ \ _ / // /33 % ` I# � - - - 8 �i i-5 i-11'� TOP = 404.' - - v V \\ \V - - -- - -- -- - - -- -- - - -- v \ V A ' \V A - '� ii� i i i \ Z V A \ _ - - ___ __ � -� v A V v A \ V A A \ V \ v �� i / i V � \ - �� A A A�� \ V \ � v A � A V A V - �� - - -__ - - - -_ � A V A A V A A VA � A \V \ \V A\ V �- - / / / � l 5.9 i i� /� i/ �' INV.OUT= \ .\ - \ �'R V A� - - - - - A \ \ V A \ \ \ ) - � ') i � �i ii i' vv - A \ v � V A - V A , i V A \ - - -- _ - - - -- - - -- - - - v V A V A V A \ V A \ \\A A\ VA \ - '� // UT 375.E /iiii �i �� -- i� i� i 1 - A - - v __�______ _ - - A / 1111,11 i� i i i i i ii - - A A -- - -- - - - - -- A A \ V PRTANTPE}4ENNIgL \V AA V A \ \ \ \ \ \A \VA ��- //, / ijiZ iiii /iii 11 \ \� � _ A V A \ \ V A V v , \ V - \ v v A - - - _ - - - - - - - - - - - , v \ \ V A V A A \ ' A \ \ \ \ \ V A \ \ / i� / i- � AREA (0.5 13 ACRE5) REPLECT5 RIGH 6P \ \A % v \ \ - A \ V A � 1 - - - - - - - A \ \ \ V A \ �-- -�_ '% i i ii y \ C l V acs \ \ \ \ V V A V A - A \ V A \ V A \ - - - - - - - - - - - - - - - v - - - - A \ V A \ \ V A Ex\ \ '\ N sFV \ V \ \ V A \V A \ \ \ _� u / / , !�'i�' j i iii �51J� 1� 64 PER TIP PROJECT U -3 101 C #D. �IUMEN' �v �V v V A \ V v - - - v A \ \ I V \ \ - - - -- - - -- - �� - - - A V A \ \ V sp \ � I 2 i i iiii i' 1 V A V V A fi A V A A v v- - -- - A V A �� -- - -- -- -- - -- -- - - A V A \ V ARIP Rl ukF � V A 1I -ice i� Z- e5O5A55HOWN. \ \ \ ME Sp,R D / / / vS V \ V 1 \ ` \ V A.' - -- -- - -- - - -- �v � V A \ 1 ' I I i/ / / i \ V / �� All V T UTILI - .P �A, �� A \\ A V A V A A \ �A �� \ \ \ V A \V �J V \ - - - v - - - - A \ \ \ \ \ \ \ b �\ A \ i %� i� i� i� iiii' /11 �I - \ A - - - - - l 1 - iii i i ' 11 vz 9LLIETY v v c v vv - - v - 25- v v 1 v v v v T P FvB rvK) i- �„ - v v \ \ mV A A v V �. - �� v v V A \ v A \ i v - - _\ A \ \ V A A ! �iii'ii iii 11 v T A-L V \ V A \ V A v V �� A V A v -- i - _ v A ) A \ V A A A V ) I I I i; ii i� ii ii' 11 �\ - - �7 i��« - A \ \ \ v - A V A \ V A v A \ - - -i - - - -__ V A l ) ) ) V II / / %i/ �i i ' \y A A A \ / / i �i i i i / (TYPICAL - �1 �� v V v v V A \ \ V A A v - \ \ v �� - V Avv v i i- - - �`� �v v - A l / l ) i i i� ii ii 11 11 1v v v �X \ A - v V / l / /// / l 1 1 l /i i i i 11 11 11 \, -� A V V A \ \ v v � I - v A A \\ - v - - / i/ I l l / i 11 11\ N �1 v %\ - �� A A \ V A i - - - - 4 V l / / / / / / / / / /l 111 l _�� -I @; �ii�i 11 11 �� \ \ �- - - A� \' A\ \ V A V A V A \ V \\ \\ \V A �\ \\ \ \ V A \ V A \V A AV A - -- /i- - - - - �� - �\ \\ \ 20 A A / / / / / / / / /// /// I L �� ij i i i /i /11' ' 1 - v / / / - I / �� NOTE: / \ \ \ \ v - - A \ / / / / / / / / / / // ll�� iii \ V AAV . �� 1 - � A \ V A V A V A \ V , V A A V v - _ - _ - - - _ - v - - - A \ V - - A \ / / / / // / // / _ - - Al I IIII / , I r RF '� ii i �� ' NOTE: WINGWALLS @ 13P5TREAM END OP CULVERT,- f A A V A V fz \ v A - - - v v - \ V A \ / / / / / / / / / '/ , ' - / %f VA I �� v - v A A \ V A V A A v V A / A \ \ \ \ \ v / - v / l / / / - ii i ii �i i/i � \ V A \ � A \ A \ � � � � � - � � A V / / / / / / / / / - - � /III ij � � �' ' o 4 A - v v v v \ / / / / / / / I / �i i i' i 11 \� A - - A \ V A V A V A A \ \ V A V / - v - - /"'� V %% Q /� \ \ / / / / / / I - - -, I ii j � ' ARE 10" C LL HEADWALL IS 16" CON` \ A \ AAA \- - A A A V A V A \ V A A \ V A V A A A A - - - - - - - - - - - - - X l L7 �V�/L� A 3 �56 \ \ \ / / / / / / / / / / / / // / l - - I I I VI i i "�i �j �j �i11' TOP HF�KSWALL = 383.53 / % \A \ AI v� r - - V A V A \ \V A V A \ \ \� A �� -- - - - - -- - � �- - - �� V \ / / / / // / / \ - l \ i iii .��. 11/11 11 11 11 v �ti V � - � v A \ \ � � v v v \ V \ V A / v � � � � - - - -- - � -- -- - v � � v v v v � � v A \ / / / / / / / / / / \ - -Inv -� �9s\ \V A L� 119 / �� J� �� A A VA. \mil A I -- -- A V A A V A V A \ v V -7. \ \ \ V A V A A � A \v �� - -_ - - �- - -- - � V 1\ �pjj` 7- ��y V � \ V A V l l / / / / / / / / / / / /' (\ - -- - � V 1 ��' i i ��i�iiijij ij INV75. IDTFi 11� 11 /� \ - - V A / /1/`IC/ �VV�� 11 A / / / / / / / / A ice, i ii i i ii = 375.50 v v l l l f / - Nv.- 7. ii i (ii i i i i i V A \ 3' \ - - v A \ / / / / / / �� i ❑ A A \ \ v v v v v - v A // / ii - � A V l - - \ V � i i iii �i i i ' / 11/ / �� \ \ - - - v\ \ v A \ / / / - V AV 1 ii/i �i i i ' 11 / / \ W v� ❑ A V A A V A A V A V A A V A V A V A '� -- -- _ - V v v v \ V // / / / / �- -- iii i i i 11� / % \\ 1 ��.1 ; A V A V V A \ V v - - I A v v \ \ \ / / / - A - i i i� i i� i 11 V A \ V A A - - v v l / / �q �i i i i i 11 \ \ \ \ \ \ \ -- - -- - v v / ,_ - ii iii i i i \ v A \ V - v v v / / v\ �� \ V A \ \ \ V A v v \ - - 5t v v A I I / - - A\ \ iii i i i i' 11 / �n�V1 � A � i I \ � \ v A A \ \ - 1 //� - -- - -- - -� � A � � � V A \ I I I I / / / V - - � A V A ii /�,, ��i' � 11/ / \ v A \ �s \ V A � V 1 \ \ V v v v V A A \ V - V - - - - - '\ v v v v �V v A \ V I I / ( - - - - A \ i i�� , i� i� �i �i %i 11 � � � , A I A v v v / - - - - � � � A V I 1 I I / / l � - � V A \ ii , � i ii i� iii 11' ' / v \ \ V v v V A V v v v A \ \ \ \ \ / ��A vv A A \ V A A A V A / A -- -� V A I / - ii �i 11 / \ \ - �� vv � �� vv � �� A \ \ \ \ I I I I I 1 V � -- -- -- \ \, A A \ I I � �i��'� iiii '' � v V A A \ - - - - A \ \ -iii i� i i i " / �� \ � v vv I v v 3. 'HIGH P�sT� z�lLvFE�cE 1 ` -- - - - � � � � \ \ \ \ \ \ I I I I I I I 1 � � - - - \ � \ IP Rq�PEO \UITC\I / I l -iii � i � '��i i 11 / \ V A V /_ A - - A V V A V A V I - i i ' / % Q\ \ V v. A - - -- A \ V A V A V A \ v \ L L A - - -- - � A \ A V A A A V A A A V I I v " v V A V A V A II --1 I iiii' 11 / / \ - A V A A \ V A v A \ F� A -- �- �� A A \ \ \ \ \ I I \ � - A V A \ V ii �' QNJ �i �i�„ / I'll / �� v - - A A V A \ i \ A A \ - A A A V A A \ i i i i' 11 CON .BOX GfJ�ERT \ \ \ v v v - v " v v 1 I I I v v A A XC \ ti - \ \ \ \ i� 5 / v � � A \ V I I I I \ � � � � � A \ V l I% �i i i i iii ' ' \ v J� � V 1 A \ v v v v A v- - - v v v v ' v v v v V v v \ \\ \\ \ V v v v v \ V A / '- � 11 \ -- - \ A V A V A \ V A - - A V A A V A \ - �- �i �i i iii i �i /11 ' 6' HIGH, DE \ \ \\ \ \ C \ \ \ \ \ \ - - -- \ \ \ \ \ \ 1 \ \\ \ \ i i 11/11 i / i V A \ \ V A A A A V A -- , - -i�i� ii' 11 ' i \ % S \V A - I I \ V A A \ V A -- - V \ V A \ \ \ \ \ \ A \ - i - ii �' / 11 11 i / SHE4TEl� \ \ - \ \ o \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ i i ' ' / \ \ V � v A r_ 4T WILLOW OAK / \ \ V A \ \ \ \ \ V A - - - V \ FW oNK \sz \ A V A V A V A V A A v v v A V V %'��'ii iii 1111 1111 / v A v v\ vv - - V \ \ O v 11 v - v v - A\ �� ii ��I \ \h v v f_ / A A \ v \ \ \ V A - \ \ V v \ \ V V V 1 v v v v v v v A \ A \' i \ \ \ V \ \ \ v V A v V A ' 11 HOLLY HEDGE \V A V \ \ V A \ - A P sz V � \ V A V 1 \ \ \ V � � A \ % � �� ' � ' ' �Iv \v A v - - -- - - -_ � I OFFICEISHED V v V A I \ \ vv \\ \ \ \ \ \ v � v � \ \ AV 111111 � 11 vv A I A A A \ V A \ V A V 1 \ v v v v v v A ' vV v v v i z V A A \ %03A (_\C \ I V / \ V A \ V v v v v � v V 11 11 11 \ v ti 'v v v I V AWOODEN \ \ \ V v V v v V A \ V v v v A A \ \ V A \ \ V 1 \ v v v v v v V A V A \ \ \ \ 1111 1111 .1 1111 V A BARN \ \ V A I I A V A \ V A \ v v \ V A \ V A A \ 11 / / v vn l 1�22C� T Y�NBR �K \DEC A A V A v \ V \ 1 v v v v v V A 11 11 V A\ - V A v V A \ V A \ \ V I I A 1 I \ \ v v A V A 11 11 vv \ ' Z v i_ DWELLI*' I \ \ V A \ \ o A \ I A \ A - v v v V A A V \ V A 11 11 11 / �� I � �, v R \ y A V v \ \ �� aeo � I I A I I I I I 1 V A V A v v v v A\ \ V A V A A 11 / / 1\ v A V \ V A V A \ SHE\L_ER V A 3 1 A A \ v � v v \\ 11 11 / V\ \ AA 1 v I� V v V A \ V A V A V A V A�PE�V SIDED V \ 1 I v \ V A V A 1111 11 i G. 923 %v Q :1 y v �v co FRED v v ` v v v / / I 1 v v v I I I I v v v 11/ /' / -� I-- � 1v \ s� J v V v H I \ 1 \V V A \ \ \ \ SI)q) \ \ /\ / / I I 1 ,,''RrjoAK 1 ) / I I I \ 1111 /11 11 /11 /- v % R� ; �, y \ 40" WILLO� &C \ \ 38" WILLO6 \ \ / / / I I I / / I 11 11 i __ \ �\ \v V V �� I \ V A A V \ \ \ V / / i / on I I I 1 V A I 11' ' / i , v v A vv • v v A\ \ v N / / /eP II 1 11 �� / v v vv v v V 1 A V A � / / i � G D / I / � I I l 11 '11 '/ 1111 v % v vu v' A 695 \ A I A \ ,0,T i - l I 11 11 I v \ vA V A A 2\ PEO N V A V \ \ \ / / / / / i o / / 11 �/ i / ' v v vv v, v R I I 4. v v v A \ V / / / / / / - I I v \ YARD / / / / / i l I "I, / \v v CONCRETE v v rn A V ) / / I I I 1111 /11 11 1111 vG 0 v, vAv i v //V T v v WALK ® I V A o METAL V A \ V A / / / l / / / / / I / 11 I 11 A v , z -WELL \ I S/ D / A \ / / / � / / I I l i i / / v 1V G� �' I v%\ `S , 44" WILLOW K 1 / A / / / / / / / / / / I I I / i� / 11 11 V A / / / / i / I l i i / / 1111 i 11' �� i V v A\ \ NV.O�T= 460.1 A� -, ''S.' `"... S I // / / / / / / W / / / // // / / / ELECTRIC F CE i/ / / / / / / // / / 1111'11 " / CROUP ccc D.B. �ozs, v v A 1v CAT 1, 5 ;s.. / ,i 1111 4, . ,�' / / / / / / / / / - - - - ' / / / / / ' i ' JJ6 (7RACT ONE) V 1�V A \ S V A A I/`�;' I I / / / / / / / / / - J / / / / I / / / , i 1111 �11 / c U- TOP= as4 06v V Anv HASI \ �c E'��' /l DOG ) / / / / l / / // / / / / _ - / / / / i 11 NV.IN= 459.7v vVvAv A %v v , vA a' -v v GARAGE NVV/ , KENNEL I I I / // / / // / I/ / // / / / // // o // // - _ / / // / / / I l� / / / / 11 1111 i INV.OUT= 459.2 v A _\ V A ( \ \V APARTUtNT I I I / / / I / /w/ 0 / � /S / / / / / / - - - - -- / / / I / / / 11 11� 11/ / I v \ 6A � v• 1 p v V v HOVE / I I / / I / / / / / / / / // // / 6 / // / i/ / / // � / I I I I / // 111111 ' �11 / 11�. 1-1 \ ✓' -v� 0 A / / 1 1 / / I / / / / - --- 3h -- / / I I I 11 11 11 /, �� % " I Iv / / / / / Ql�� // /I // / / / / / I I 11 11 i v v Av FIRE �\ v % \ v I I I I I WQ.(�DEN l l l l / / / / / / - - - � / / l HYDR �v ., I v� v \ E/ I I HE / / / / // / - - - - -- / I 1111' 1111' / TYPI , �� v TELEPHONEv AIL . I / / I I I / / / / // / -- // // // / I I 1111 v / 7015 P�. 3,3� / of l - - - -- ,- 11 �� R i / I - / I ��. v VA v � , PEDESTAL \ SST & / / /�o�' / 1 I I I I I / / / / / / - - - -- - -- -/ / / / 1111' /11 11/ �I GUY WIRE N P , (Tl�C TV�/O� I I / I , / / / / / / _ / / / , , A\ Vq - IG / I I I 1 1 1 / i 11 i 11 v \ \ VA �� 1v ., II )a \ 3.5 - / / / I I I I ) 1 I I I I I I 1 1 1 l 1 / / / / / / - _ _ - - - / / .1 / / i' -' V\ \'A- yvv I I 1 I I /� / i i - - 11 ' \`a\� �I 0v / I I I Lo � �oPFn q3� 11 / / _ \ I I I I I I I I I I 1 � - -- - - - -� � � .' \\ u h - - - - -- - - - - - - - / / / I / 1 I I I I I I I I I I r // / / /''- _ -- - -- 11'1111 11 // 11// `v A VA V AA ' -, I // I I 1 / I I I I 1 II I II �'o hn k�°� 1' I I i�'i' - �- - -- �'� ii 1111' I /11, /11� M VA - -___ / / / / I / I 1 1 A �' i - -- - - -__ - -- -iii 11'11 1111 / I VA -rAT � A, I � - - -- / l I I \ 1 1 1 1 � ( I -- _ -- ''11/ 11 �i 11 �v vv HA / ) v v 1 v v v v v v vv ,---- - - - - -_ ,� �/ 11� 11/ O \ v b y _ - -- - / I v v v v v -- - -- - -- _ -- -'" 11/ i / 1 � I v v v v �'� 111 ' v \ � - -/ / / I ) / / / I A V 1 v v v v % ��'�� 11� �� N C.B. TOP= 462.0 A A 4� A I -, ) / / I \ V A V A A V A A � \VAV - - - -_ :'i i i '' /' 11 i _ / / / / ) / / / / / 1 I I I I 1 A " \p ' v v v Avv'\ �A A �- - '_ ''� i' 11 11 /11 � INVJN= 456.7 -� @ ' . I / / / / / / \ V A \ V A i _-�__ 11 11 11 i .. STR \ T v v A A \ � -- __ -- i i ' 11 ,�� NV.❑UT= 456.5 l l / l \ V A v A \ \ v A \ V i i i ' 11 v \ I /l // / l / / / / 1 \ \ �v v `Av ii / ' ' 11 '� LIB h\ I / / 101 to A v v v v v v v - �P - i i i 11 i I v -� v- I / / / / / / l / / / /z,r4l V A A v v v v v v vy A �� / ��11 / 1111 �� /11 ��, (TYPIC l l / / / o� \ \ \ \ \ G> � \ v1 ' I y - -_ I / / / /ZI Poi v v v v y v vv v iiii i 1111 Av •5� 1111 1111 • � \ \ I V / / l I / / 3' V A \ i i ' v vA \ b I I• - I / / / / l / / l / / 0 1 A v \ v v v v v v �' A ' N� ' 11 �� / / / - \ \\ EDGE ��1 A R � A - - -/ / / / / / / I , V AV A A \ V A \ \ \\ \V v �l i ��i AVEMENT 1111 11/ �11 "WAII �I tV" V A \. I V / , / I I - 11 o � � \ ,,, \ / / / / / / / 1 \ \ \ \ \ \ I l l I i i �.\ 1111 11 11 I 1-11 v / �)�/ �� \\ \ C,-\ 1 e \ / / / / / I / / / / I I I / / / \ J / / 11 � i i �' O\ 1111 1111 11 �v \%\ o � / / / / I l \ / / i i v .1 / �� A A / v v�4� V / / / a / �� /�/ /i / /l _i \\ /' 11� i 11' TELEPHONE MH / / l l / / /i ' A \ I I I- ) i' OP 11 11' ' / 3 / , � �� , 60 / vv V l l l / / l l iii /iii i '' vv i 11 �.' V A �_ A� y,� R l l l / 1 / i ii / � ' �< NE' �LP A l l / /� %I 11 vv 11 ' V A �- V I i i i i �' 11 \\ / \ V \D I l I l I l / / l I / I I l l / / %// ifi i - \ 11 11 -' \ � '\ '\ %A7- A / / l l l / / / I l iii iiii i 111111 11/ \vv 1111 11 11 v ,.1 \ \ \ /i l / I / / / l / / l / i '� -11' vv / \V A\ \\ c vvv v'I vv m\ v l l / I / / l / / l / � '' �� 11 yv 11' V AVA\ \\ � vvZ \ -- l /l / l l l // / / / l / �11i �11 / vvvv /11 ��. VAVA \ \\ i C� �� AAV 1vAn V l / / / / / I / / / / // / // / l / / / / 11� 11 / vvv 1111 11 1 \ i� / 1 I / / / / / / / / / 11' � * / 11 . V A / / / / i / / / / \A 1\\ A V / v 1 vA V i / / / / / l i I � 1111 / � 1111 vvvv \ 1\ \ \ I \\ i / / / / l / / / / / i / D 1111 i i 11' \\ , \ 11A\1 � \ ., I v \ / / / / / / / / / / / / / // 111111 , � 1-1 1111 vvv �. \ 0 V A V A \ \ \ \ V - i / / / l l l l l / / / / 1111 1111 \\ AV ,, \ v u6, SIGN - - - / / / / / / / / / / 1111 / / 11 v I 11111 O vy I.11 I \I„sl�° � - - - -/ / / / / / / / / / // / / / / // / // 11' I11 O�rdG= 41o.4�I DRAINAGE � 11111a CA a .I vyv // / / // / / / / / / // / / / / / / 1111' /' �,' i MANHOLE 1 111 \\ HA \ \\ \m ❑ / _ / / / / / / I / / / / 1111 1111 i O.B. TOP= 459.7a 111 H v POLE / i / / / / / / / l l / / / / / 11 �' _ _ INV.IN= - 4.7 � S. --C-B. TOP° 459.66 �' / / / // // / / / / / / / /l / / / 11' 11' � � INV.OUT= 454.5 15 1,PI A 1 � � , \ INV.OUT- 453.9 i / // / / / / / I / / / / I /' / 1111' � 11� i11 i I1 A �' �' i' / / / / / / / / / / 11' / 11/ 11'�' i� ORM M.H. TOP= 456.2 p\ � 3 \ \ � � / / / / / / / / / / / 1111 11 1111 i N= 453.2 ' �I" • \�� /� �� i / / / / / / / / / // / i� 11' i� / i� ��i INV. UT= 450.2 ' � V 0 "I I A� / i' �� // / // / / / / / /' 1111 �i 1111 11 11 ' )� \ i A--j- i / / / 11 1111 /11 1111/ 11�� Gp / -� 11 I I I I pI _ I I v�C /� i �' / // / // // // // t/ 11'11 / p�Dc / % " "' 1111 1 111' AI \\ V \ I 1 V�-i i/ i , -� // / i' /11 / II II / / 11 11 1111 �� ' / -' 1 I�� v //1� vy-- // /' �� i �� / / / / / 11' '� 11 11/ \ I L / \\vim \ I IAA / / , - �- / / /i / / / // / 1111' '/ 11 / 11� /,I/ 0) �V ONC.v lJo, A �v� // /i /� - �11 / �� z / / // 1111 /' 1111 i' 8 "RCP \" /// Ci \ V I V I �� / / / �i �� // // i/ // / .1 11/ 1111 11 ��i INV.= 449v2 \ \ \� / / � / / i / / i / / 11' / 1111 11 -6 ' V / -- -�\ \ v a'. AVl/ /0Q�/ / / - �/ i / / 1111 1111 1111 i/ �� / v- v��v v V y�1�P�c�� // // // /� i/ // / �/ 11/ �11� 1111 / / / / / / 11' 11 1111 /�. ASPHALT - - \ \ %` ,\ I \ � ' ' / /�� /' � DRIVE _ -Vi� ��\ /�'° 1 \\ / I // /// // i// //i// //// P 11 111111 11/11 111111 111111 ".� 1 GRAPHIC SCALE N\ 1 I I / /i /i i/ // 1111 1111 1111 111111 0' 60' z 160' / /I � I f A� %\ \ I I, " I /I / / // 11 11' 111111 1111' 11' �� CHURCH SIGN / V \ \\ 6 \ 1 1 A / / / / / �6 1111 / 11 11/ I /�� (WOOD) I A \\ � N1 I I 1 J / /T / / / / �� 1111 1111 11/ 11 11 11\ 11 I A \VAS AVA A, � rlI V / 'OC UTILIT� / / 11 11 11 11 11 J �J (IN FEET) "� 11 \ \ 1 = %\ \ 1 F I \ 1 (/ /EASEMEN I' / / `� I 11' 11' 11 11 11' 1 INCH = 60 FT 1111 A V I I V /)/ 0 I I A �I (O.B. 10412 ,PG. 1P92) / 1111 1111 11 1111 eI,, '.1 \\ / i. \ \\C I%\\ \ \ \ 1 I I 1 \ `1 ' I r 111111 /11 /1111 "I /i 11 1111 A\ // \V VA' \%\ % V A II I ® I� }/ // 11111111 1111 11' 11 1111 111111' ,. \V A ' 1AVA \�4� \�\ AVA \ I I �� < 11 1111 11 11 1111 '\ \\ 1111' \ \\ /11'11 / \I \ \ \\ \� \P1\ S� \ ) \\ 1111'11 1111' 11111111 111111 11 �. ' 11 A v. \ 11�, 1111 A\ \'1111 \ \V AC�\ V A I I,I �� - 11' "I 11 /11 11� i I \'' (`\ 11 ' "".1 \ \ \ \ \\� �\ WATERLINE STRUCTURES W/ 11' 11' 11' 11' \\ \\ 1111' 111111' \ I\ \\ \\ %\ \ V I / II I CONTROL BOX /1111' /1111' 1111' 11 11' " \ \ 11 11 . \1 \ \, %\ \ GH / 11 11 1111 1111 \ 11 X1111 \ \\ \ \\\ %\ \I /N ' I \ \ I ` C.B. TOP= 457.71 11' 11' 11 1111 II \ \ 11 j11 1 \ \ \ \\ N\ NV.IN= 451.1 11' 11' "I / / \ \ \�_ _'I.' METAL \ \\ " \. N \ A C,, P \ INV.OUT= 450.9 1111' 1111' 11/ 1111' Iii FF niei' Engineering Planning Site Design 1150 SE MAYNARD ROAD SUITE 260 CARY, NC 27511 (919) 467 -9708 C -0329 Revisions DEVELOPER: HHHunt 1401 Sunday Drive St 109 Raleigh, NC 27607 (919) 461 -0587 Project Spring Arbor of Cary Assisted Living Site Plan 1705 Kildaire Farm Road Existing Conditions Plan Date November 3, 2014 Scale 1" =60' 611 =1=111 1 of 2 1v Z� �i - -- I j r - - - - -- I L - - -1 J I I ' II 111 I // .y 1 II 1 + CAROLINA POWER & LIGHT I D.B. 2500 PG. 305 II III i`� MINI I LEMEUL & CYNFTF<loA K EGAY / 214 1 I 21. D.B. 14777 PG. I - - -- I DAWN & LAREN SC/HM-RITZ I N/ - - - • \q l y / \ e III �'F sr.N,xcrry r D.B. 10276 PG. 126 I GEETA / L0 O D.B. 12624 LO L0 - - -- ----------- -- - - - - � -- -- - - - - - - - -- - - - - -- -T - ' - -- A 16�N _ PROP.TREE 1 11 1 I I /• i PROTECTION A \ \ V I- 'I- FENCING (TYP) PROP, DENUDED AREA(TYP) I II 11 (PRO . 50' PU BL��w V V A PRM URST Lz2,NE v \V PROPS V / I BARRICADE \ DER WARD L. CREECH 3000.16 I D.B. 2356, PG. 605 dddll X\ A N/F WIMBLEDON HOA INC. D.B. 4491 PG. 461 N/F WIMBLEDON HOA INC. \ D.B. 4491 PG. 461 \ \ 0) / • Nw SC- Nv��gW \ 0 \9N d0\-\ fir\ R0Jyr 'zT BOUNDARY vv\ \\ l I I I II °I <\ A - V -_- - - - - -- - I v v 75'0 o Eut9�o PRQP. TREE V PROTECTION A \ \ V V V A A A \ v � � V( EN ING TYF� , li PROP THOMAS W A TKINS AIN LIN PROTCTICH TREE HEIRS HEIRS ON 1 I A \ \ A \ \ \ \ BARRIER D. B. 4165, PG. 923 V v v A v - - - - 0-. Cq SEE DETAIL SHE T \ \ P P. PROP. A V A V A V A NI , {( / P OP DIV4RSI0 V V A \ IN� T\ \ -�� 1 �� ZQN 60 A V A \ \ V A \ t= �� 1 1 \ - CS -10l R ]DENUDED A € \ V V A V 0 1 V V A V A A \ n NI 1 II I � SIlTFENCE\ \ V A A)ZEA�TYP) V \ V A A \ PRO C��O�V A \ V A �� i �� , 260 Odd V 1\'V A V A V A \ '\ I DITCH #1 \ \ \ \ \ \ \ \ \ ( ) \ \ \ PROP _ ° d 5 _ " -"-- \ I 1 I I \ TYP. \ � � - -A P L�O v P : T O � R A v OA� T ft- SI.FENS soN-TROL 3TRTCTUR� 6 - -.-S [RATOR SI S CALCS t'RmP UB � R � v G� E ASN NT LIE S A�D MAINThVAN . A 20 N I A \ I I 1 I I I I I I I V 1 1 II I V vI N I I I I I V � 4 0- " II t I I\ I I I I I I 10 P � RELA\ PROP'TREE ' d ' I � _ _ , PRA EC I \xb II w �__ii � V �cuRBA CB 3 ,( \ v v V A \ O�N�' dROP , - \ « • V I I A � g / �, "'°•gyp \(Trn.� � 4� 1 � - -_ � � NCINCz (TYP). A A `� \ � � I I I A V A V A V A l I I I I f I I I �\ \\ �\ \\ V l,\ �� ' vO�I A 1� �d i \ \\ V A\ \I �r f" I �I I �1 I / V A I A �q / V ` °V \ \ • R� (� \ \ 1 i @ S I N I lul I v �`� VA \ V �� I� �� I FOREBAY "� \ C TRIG ARE 3.02 Ac. A V v V v dP 1 ! � v v V � sr � � v � 6« � � � � RROP. ET� ND�2 \ V \ \ � v � �� b \ V A \ V A A \ l l i � � /11// /lL _ _ A d 1 �� L I o� \ \\ �� 3j r �I v v �\ v ` « « I w 1A 11 1I 11 \ \V� -/ t!'2 � \ Lo /✓ • q dn ��(F�� -"d ') i ( � I•��1.* \ .-v . I + \ � 1\ I III� �I II I I I II I I I I I 1 , \ rc � \ e V v v v � 'I I i i I � I y v Q I � I l I I I V ' i i , v X� V � II I I L �I I � � IV I� I N � IN I II I , I . ; I I \ I 1 \ I V v 1 4• ' ° w�ry W qK � % 1 / / � - « PRI / � I \ � V � 1 � 2 \ I PE� � \ � / 0 iN s w / I l 1 I r / SR / I \ V � �,. V \ °,. �� p � w- '« ' A F, � FE° : ..,. 4a617 PA . �` � \- � 1 \ ,a . A 0v�l v � P 0 z c� . d o' 0 l v Y J d / / / / / / / ✓ I I / / / / / / / / d/ i I I o 4 PROP I ON 1 BASIN #2 d�. 5 °� dL / / RE AI % G BMP #2 WALL � \ A YS / N.P. . / o � ROP 201,11 \ \ 0'-3. / / I l V \ / � /I \ \ I \ / 1 1 i � I I 00 l V IIII I �I Ill, >`d 1 \ I C 1 1 1 1 I I I I � "A � M „• / ', � ,,, I I s'' s '� � 1 I ( � v � � I v 1 v v v �;, I PROP, - I I v I so SILT II III I 300011 1 I I I 1I oa 9 Oe Z '�� 2 5 qv q'.d' N 0 y d I LOh � N � v TYP. y \ A FFE: - i / LI1 I C UZI I �,y - OP/ r 0 w I I I I I I I v a O� I I , 1 i FOREBAY PROP. �-�ONP #1 KEISLER GROUP, LLC F-I 111'1 I I \ V A ° y� r 'IDS L ( / iR� - \ o \ CONTRIB REA= 14.65A1 \ I I III 61 � � a �' '�" ID � I IA �' D.B. 7025, PG. 336 d �111II1 All \\ iii I v \\ ° i \u / ^�' a� - > -A�� 1 � (TRACT ONE) y 1 1 \ \ s wa "" ,I-^ 3 .��' PROP / / ,I e/ A �� ;13 / / / / / / / / N - - F�+ --1I BUILDING P TN / � �1, � I \ � "° y� \ � �\ �\ / / // /10`/ / / l l SF MAX. B BASIN #1 / POP. / / / / / = = = � 1 \ " I IPA � � ,« -\ - � \ � � / � l / / / l - � /. ti 463 y I �" V / _ k�P �_A NUJ�ED / / / / / / ' ASSISTED LIVING F ) BMP #i / 9E / / / / / / / / ,,�, / i _ I \ A / / /AREA (TYP) CENTER 3z n a�ipd d I _ _ \ N.P. 432.50 PROP / / CURB 7 - i \ PROP A ' i / SILT Fj=NC (Tw.) TYP. 'C /} ( t �r U o A I li m / \ y r = ; / I PROP I PROP 4r / i n A / / n ZI /P /- - RO¢.TE N i_213 28 \ w " a ® \ I / - _ i PROTECTION/ A I CB 50 IIII IIII a. // SPILL E , $E / / '� I v C % FENCINIG III A I I cuRB TYP /� / PROP 6B 2-4 - - - - i� / �9 / / \ �N / / X ` o S ILL 10, CURB f/ (rw. r� Ie� Icam c I AI o / TOP FFE: 456.67 SILT _ PIR2.STok&[WATER ' i / \ r \ \VLOCkI \ \ \ O'\'TL\ET - ' I BOTTOM FFE: 443.6 /v O i TRQ� TFjU�URE - / 7 / / �E N / I I \ \ \ `1 \ - _ -� /_� /ice _� �� / I• P�tOP / 1 / y . F O \ IjISSIPF�T \ \ _ACC- GESS�AND MAFNTENANCE i� %TII�• I cel I I CONST CTIO 1 iA i /\ / �\ / CB 1 I I ONVE EX C /ENT CE 1 I I OJB IMkI I R ETAINING \ SAC,'( �= p FRAM & CO � � � � � � �B / / I WALL #5\ V V A `�Q � � _ s �� 1y II I I CURB \ L // II\ I / I I (TYP.) _ \ CURB C 4Tm. ASPHALT \ \ �1 I \ I i i - - / ' \ \ C PROP. - �I --CURB \� / / / DIVERSION rrP.) \ / / / / DI�H #2 100 YEAR FLOOD CREST \ / i ( PROP PR P J WLE�T / / SILT:/ F ENCE� / t �i ELEVATION 420.99. PROTECcHLRCry I pl 1 TION 6 4 PROP. ' / jC� ,DIVERSION�, /� lJ 1 N vv DITCH 2 6�� n �oJ 7 PROVTREE-' \ \ I N \ PROTECTION 111 I " I PRR OPP . DENUDED FED}CENG 1 11111 / / AREA (TY /P) THE \t I FELLOWSHIP OF 1111 � I i / / CHRIST D.B. 6227, PG. 650 \ i II I III / 11 vI / ill I I /I �I / ,' �'� '/ • �- ( 111 L� 1 Pq PHAIT III • IP FFNGE ' ' R�NC 11111 u i ex ,,, O N /,- 1 I I � i WATERSHED = SWIFT CREEK DENUDED AREA: 10.38 ACRES Spring Arbor of Cary Assisted Living Cary, North Carolina StormwaterRun -Off Data (On-Site Only) 02/09/2014 �p �� x I \ VA I N VA \ 10 year 100 year vyvvv v \ \A \ \ \ \\ \\ �0 /k IIA�� o AXI,� IMPACT1 41 LF CHANNEL IMPACT / C) - .02 AC - WETLANDS IMPACT 2,186 SF - ZONE 1 NRB �m 1,275 SF- ZONE2NRB 1 Year 2 Year 165 SF - CHANNEL 10 year 100 year 4.0 5.02 5.78 6.38 0 \ \ \ \ \ OP\ 4 B N SEE POINT OF INTEREST FOR RUNOFF CALCULATIONS ON SHEET CS -9 OF THIS SET. . SS MH EX. 5�0' N�USE RIP 20.�' T{rlts�r! w '�, I r I W WII I \�� I ASAREDU1FR0�1 TOP 0 BAI�YK) �-� T� 1O� \ vP I I � \ \� Ipp\S$ �� NI III L PRgP. SXNIT RY I I 1 A �� SEWER 9UTF�LL //J/ ///k _ �� A � I I I I IEX.IJUR�SDICTI P INIA I I E�ANQS I I I I / I I EX. $0'I EIS �(MqA UNE�D�FFCIMi INSET 'A'/ 1' = 40' STOP (�F B�t�1K IS6 A N/F WIMBLEDON HOA INC. D.B. 4491 PG. 461 N/F WIMBLEDON HOA INC. \ D.B. 4491 PG. 461 \ \ 0) / • Nw SC- Nv��gW \ 0 \9N d0\-\ fir\ R0Jyr 'zT BOUNDARY vv\ \\ l I I I II °I <\ A - V -_- - - - - -- - I v v 75'0 o Eut9�o PRQP. TREE V PROTECTION A \ \ V V V A A A \ v � � V( EN ING TYF� , li PROP THOMAS W A TKINS AIN LIN PROTCTICH TREE HEIRS HEIRS ON 1 I A \ \ A \ \ \ \ BARRIER D. B. 4165, PG. 923 V v v A v - - - - 0-. Cq SEE DETAIL SHE T \ \ P P. PROP. A V A V A V A NI , {( / P OP DIV4RSI0 V V A \ IN� T\ \ -�� 1 �� ZQN 60 A V A \ \ V A \ t= �� 1 1 \ - CS -10l R ]DENUDED A € \ V V A V 0 1 V V A V A A \ n NI 1 II I � SIlTFENCE\ \ V A A)ZEA�TYP) V \ V A A \ PRO C��O�V A \ V A �� i �� , 260 Odd V 1\'V A V A V A \ '\ I DITCH #1 \ \ \ \ \ \ \ \ \ ( ) \ \ \ PROP _ ° d 5 _ " -"-- \ I 1 I I \ TYP. \ � � - -A P L�O v P : T O � R A v OA� T ft- SI.FENS soN-TROL 3TRTCTUR� 6 - -.-S [RATOR SI S CALCS t'RmP UB � R � v G� E ASN NT LIE S A�D MAINThVAN . A 20 N I A \ I I 1 I I I I I I I V 1 1 II I V vI N I I I I I V � 4 0- " II t I I\ I I I I I I 10 P � RELA\ PROP'TREE ' d ' I � _ _ , PRA EC I \xb II w �__ii � V �cuRBA CB 3 ,( \ v v V A \ O�N�' dROP , - \ « • V I I A � g / �, "'°•gyp \(Trn.� � 4� 1 � - -_ � � NCINCz (TYP). A A `� \ � � I I I A V A V A V A l I I I I f I I I �\ \\ �\ \\ V l,\ �� ' vO�I A 1� �d i \ \\ V A\ \I �r f" I �I I �1 I / V A I A �q / V ` °V \ \ • R� (� \ \ 1 i @ S I N I lul I v �`� VA \ V �� I� �� I FOREBAY "� \ C TRIG ARE 3.02 Ac. A V v V v dP 1 ! � v v V � sr � � v � 6« � � � � RROP. ET� ND�2 \ V \ \ � v � �� b \ V A \ V A A \ l l i � � /11// /lL _ _ A d 1 �� L I o� \ \\ �� 3j r �I v v �\ v ` « « I w 1A 11 1I 11 \ \V� -/ t!'2 � \ Lo /✓ • q dn ��(F�� -"d ') i ( � I•��1.* \ .-v . I + \ � 1\ I III� �I II I I I II I I I I I 1 , \ rc � \ e V v v v � 'I I i i I � I y v Q I � I l I I I V ' i i , v X� V � II I I L �I I � � IV I� I N � IN I II I , I . ; I I \ I 1 \ I V v 1 4• ' ° w�ry W qK � % 1 / / � - « PRI / � I \ � V � 1 � 2 \ I PE� � \ � / 0 iN s w / I l 1 I r / SR / I \ V � �,. V \ °,. �� p � w- '« ' A F, � FE° : ..,. 4a617 PA . �` � \- � 1 \ ,a . A 0v�l v � P 0 z c� . d o' 0 l v Y J d / / / / / / / ✓ I I / / / / / / / / d/ i I I o 4 PROP I ON 1 BASIN #2 d�. 5 °� dL / / RE AI % G BMP #2 WALL � \ A YS / N.P. . / o � ROP 201,11 \ \ 0'-3. / / I l V \ / � /I \ \ I \ / 1 1 i � I I 00 l V IIII I �I Ill, >`d 1 \ I C 1 1 1 1 I I I I � "A � M „• / ', � ,,, I I s'' s '� � 1 I ( � v � � I v 1 v v v �;, I PROP, - I I v I so SILT II III I 300011 1 I I I 1I oa 9 Oe Z '�� 2 5 qv q'.d' N 0 y d I LOh � N � v TYP. y \ A FFE: - i / LI1 I C UZI I �,y - OP/ r 0 w I I I I I I I v a O� I I , 1 i FOREBAY PROP. �-�ONP #1 KEISLER GROUP, LLC F-I 111'1 I I \ V A ° y� r 'IDS L ( / iR� - \ o \ CONTRIB REA= 14.65A1 \ I I III 61 � � a �' '�" ID � I IA �' D.B. 7025, PG. 336 d �111II1 All \\ iii I v \\ ° i \u / ^�' a� - > -A�� 1 � (TRACT ONE) y 1 1 \ \ s wa "" ,I-^ 3 .��' PROP / / ,I e/ A �� ;13 / / / / / / / / N - - F�+ --1I BUILDING P TN / � �1, � I \ � "° y� \ � �\ �\ / / // /10`/ / / l l SF MAX. B BASIN #1 / POP. / / / / / = = = � 1 \ " I IPA � � ,« -\ - � \ � � / � l / / / l - � /. ti 463 y I �" V / _ k�P �_A NUJ�ED / / / / / / ' ASSISTED LIVING F ) BMP #i / 9E / / / / / / / / ,,�, / i _ I \ A / / /AREA (TYP) CENTER 3z n a�ipd d I _ _ \ N.P. 432.50 PROP / / CURB 7 - i \ PROP A ' i / SILT Fj=NC (Tw.) TYP. 'C /} ( t �r U o A I li m / \ y r = ; / I PROP I PROP 4r / i n A / / n ZI /P /- - RO¢.TE N i_213 28 \ w " a ® \ I / - _ i PROTECTION/ A I CB 50 IIII IIII a. // SPILL E , $E / / '� I v C % FENCINIG III A I I cuRB TYP /� / PROP 6B 2-4 - - - - i� / �9 / / \ �N / / X ` o S ILL 10, CURB f/ (rw. r� Ie� Icam c I AI o / TOP FFE: 456.67 SILT _ PIR2.STok&[WATER ' i / \ r \ \VLOCkI \ \ \ O'\'TL\ET - ' I BOTTOM FFE: 443.6 /v O i TRQ� TFjU�URE - / 7 / / �E N / I I \ \ \ `1 \ - _ -� /_� /ice _� �� / I• P�tOP / 1 / y . F O \ IjISSIPF�T \ \ _ACC- GESS�AND MAFNTENANCE i� %TII�• I cel I I CONST CTIO 1 iA i /\ / �\ / CB 1 I I ONVE EX C /ENT CE 1 I I OJB IMkI I R ETAINING \ SAC,'( �= p FRAM & CO � � � � � � �B / / I WALL #5\ V V A `�Q � � _ s �� 1y II I I CURB \ L // II\ I / I I (TYP.) _ \ CURB C 4Tm. ASPHALT \ \ �1 I \ I i i - - / ' \ \ C PROP. - �I --CURB \� / / / DIVERSION rrP.) \ / / / / DI�H #2 100 YEAR FLOOD CREST \ / i ( PROP PR P J WLE�T / / SILT:/ F ENCE� / t �i ELEVATION 420.99. PROTECcHLRCry I pl 1 TION 6 4 PROP. ' / jC� ,DIVERSION�, /� lJ 1 N vv DITCH 2 6�� n �oJ 7 PROVTREE-' \ \ I N \ PROTECTION 111 I " I PRR OPP . DENUDED FED}CENG 1 11111 / / AREA (TY /P) THE \t I FELLOWSHIP OF 1111 � I i / / CHRIST D.B. 6227, PG. 650 \ i II I III / 11 vI / ill I I /I �I / ,' �'� '/ • �- ( 111 L� 1 Pq PHAIT III • IP FFNGE ' ' R�NC 11111 u i ex ,,, O N /,- 1 I I � i WATERSHED = SWIFT CREEK DENUDED AREA: 10.38 ACRES Spring Arbor of Cary Assisted Living Cary, North Carolina StormwaterRun -Off Data (On-Site Only) 02/09/2014 Pre -Dev. Ran- off (cfs) 1 Year 2 Year 5 year 10 year 100 year 13.89 17.36 20.01 22.08 29.98 Total Post -Dev Run- off (cfs) 1 Year 2 Year 5 year 10 year 100 year 4.0 5.02 5.78 6.38 1 10.63 SEE POINT OF INTEREST FOR RUNOFF CALCULATIONS ON SHEET CS -9 OF THIS SET. Spring Arbor Cary, North Carolina Peak Stormwater Runoff Note: The accompanying plans propose widening of Kildaire Farm Road, construction of an assisted living facility, and all infrastructure required to accommodate the proposed development. The existing site is open along Kildaire Farm Road and wooded for the back portion with a small amount of impervious area. Implementation of this plan results in an increase of impervious area. Upon completion of the improvements proposed on these plans an increase in impervious area of 4.17 acres from existing conditions will result. As a result of the increase in impervious area, these plans propose 2 wet detention ponds providing a 25% nitrogen reduction, TSS removal, and control of the peak stormwater runoff from the 10 year event to below existing conditions. See accompanying calculations and exhibits for nitrogen removal, impervious calculations, and stormwater runoff. METHOD OF WATERSHED PROTECTION: HIGH DENSITY OPTION W/ 2 WET DETENTION PONDS Total Tract Area = 10.01 acres. Existing impervious area = 0.23 acres. Existing pervious area = 9.78 acres. Proposed impervious area = 4.17 acres Total Proposed Impervious Area = 4.40 acres This plan proposes an increase of 4.17 ac. impervious area > 12 %, therefore, the high density method of watershed protection applies. Two wet detention ponds are proposed with this development. A nutrient reduction offset payment is not required (see accompanying stormwater calculation booklet) for this proposed development. nie-I' Engineering Planning Site Design 1150 SE MAYNARD ROAD SUITE 260 CARY, NC 27511 (919) 467 -9708 C -0329 Revisions 14 -SP -011 HTE #- 14 -0745 Approved by the Town of Cary Development Review Committee Planner: Date: DEVELOPER: H H Hunt 1401 Sunday Drive St 109 Raleigh, NC 27607 (919) 461 -0587 Project Spring Arbor of Cary Assisted Living Site Plan 1705 Kildaire Farm Road Grading / Drainage / Erosion Control Plan Date November 3, 2014 Scale 1" =60' Sheet 2 of 2 STORMWATER CALCULATIONS FOR Spring Arbor of Cary Assisted Living Apex, North Carolina February 9, 2014 Revised: June 9, 2014 PREPARED BY: ``�o�teiteeeu��e +�e SEAL 21117 •YY j�j��i��G p l Mc WILLIAM G. DANIEL & ASSOCIATES, P.A. 1150 S. E. MAYNARD ROAD, SUITE 260 CARY, NC 27511 (919) 467 -9708 TABLE OF CONTENTS Stormwater Impact Statement Storm Drainage & Hydraulic Grade Line Calculations Nitrogen Control Pre -Post Development Storm Water Run -Off and Routing Wet Pond Detention Calculations 100 Year Culvert Backwater Analysis HW 10 Location Section Section 2 Section 3 Section 4 Section 5 Exhibits Appendix Stormwater Management Statement This site is located at 1695 Kildaire Farm Road and is bordered on the west by Kildaire Farm Road, the north by Wimbledon Subdivision, east by Waltonwood of Cary, and the south by US Highway # 1. The project area consists of 10.07ac to be subdivided from the overall 26.10 acres. Peak Stormwater Runoff Note: The accompanying plans propose widening of Kildaire Farm Road, construction of an assisted living facility, and all infrastructure required to accommodate the proposed development. The existing site is open along Kildaire Farm Road and wooded for the back portion with a small amount of impervious area. Implementation of this plan results in an increase of impervious area. Upon completion of the improvements proposed on these plans an increase in impervious area of 4.17 acres from existing conditions will result. As a result of the increase in impervious area, these plans propose 2 wet detention ponds providing a 25% nitrogen reduction, TSS removal, and control of the peak stormwater runoff from the 10 year event to below existing conditions. See accompanying calculations and exhibits for nitrogen removal, impervious calculations, and stormwater runoff. Section 1 STORM DRAINAGE & HYDRAULIC GRADE LINE DATA CALCULATIONS N N O N d w N N U N (O � U J .y y Q V O L O .Q Q C y d W C O yC yt ` (0 O V Z U h w D 0 0 o o (n 0 (n In 0 m 0 r` 0 (0 0 CD 0 V 0 O 0 O 0 0 0 r` O O O O O O O O M n M - (O W N O o a LLI M 6 m O O M M N L � N O M r (Ni N m m O M (O m N n m r- (D r m W m m n Z? V V V V V V V V V V V V V V V V V V V V V W CO) U) W CO Z LU a D 0 0 0 O Vn O LO (n 0 0 0 0 0 0 0 0 O O O O O O O M M W N O D a O M r- O M - O N E V m M m N N r` W (n N O to N N r` N- M It N 0 Z U CO (p r- (V N M V m 6 CD r� N (D m O 6 m m M n (D CO (D r� W W m d' 2 w Z N N N M M M M M M M M M V V V (n M M M V V M M M M M M Cl) U) O� O 0 Z ~ O CO) a� _ LU S x 0 (q Z LL O O O r- O (D M O m r- r (D (f7 O O C) V V V: m m In W m M CD N (D In M Cl) lh M 0 w 00 M m m mU� m V r V N In N (C) N O M H U O O O O O e O O N M O M N O G O O O O N O O .-- P a W O O LL o t` n0 N W. N (Vn O V CD r It 00 (NO, N CND, 04 m LO w N M W O O V r IOn N M> N uj LL S LL 0 6 6 6 N � N � M h V V M N O r` m V N O O CV m j 2 Q Z 0 - S N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Z W 3 U) Q u r n r- r r- I. P, r, h r- r- r r- I- r- r r rl r- r n r- r- j 2 J (n (n (C) O m r- N LO V M m r- V m M 0 N CO m m m m m (n r' Z () h h r O M m r` r� 1- 00 W m CD (D V M O 00 CO (f) Cn CD (D CD CD (D r- N O O O .-- O O O O O O 0 0 0 0 C) O 0 0 0 0 C. 0 6 0 0 C7 O O O O W Z N LL Lu W •�• W h N m 0 0 V N O r V r CD m O n (17 N (C) (D U') (n V qO H O J O Q Z Q Q Q O N N O V N n N I` ((') I(') M co V O O N N w- Z Z z 0 o 6 0 0 0 o C7 0 0 0 0 0 C7 C) C) o C7 C7 o 0 0 0 0 0 O� C IL Q Z m U U J H Q Q Q m V (D m r- 00 O W V N N U) t` M O (() O h r.- N O ID O m V Q N N O r (D M V m r� O W O to O O m h (n Cl? N m Un .- O N W O Z Z Z V M M M O N N N O N O O O O O O O O O � F- Q ([) CO m O V V W m M r W M m O N 00 m O V (n M M (n to (D W o N N m N to O m O O O m O m O m O V N N V m N N CO M Cl) Ih O m Cl) N 11') N Cl) O N- O m O Cl? W 0 CO 0 00 0 W 0 W Z_ U w W a n. a a n. a a a d a d a a s a a s a a w a w w w w w a 0 a a. U U U U U U U U U U U U U U U U U U p CL CL p U o a (if af of Of of x o a o o C Of a t1 LL O M m M (O m N O V (n co LO co Il- N m m to Cl O V f� V V co ) 0. W S O O d (() N V V m m O M 0 CT � N m CO CO O LD (f) I N' O N M 0: y O J r 00 CA h N M (n N M OM u2 M DJ N In M 00 M M O M (O MO Lo O M � V ~O ~ W LL f` N (n r m N N N co 0o N co (O r-- r- co M M O a r- LL O } IL Z Z o C co co co M N N N N N ([') W W W M m (f) N (n (C) In M In N W (n m N N to O O O 0 2 F- ~ d U Z w a W U 0 LL a Z W Q 0 0 0 O N N M N M m m h 0 0 N O W O O N O O O O O O V m Z O w O (C) (C) (C) M V r.- CO N rl- M r (C) V O O V (f) to (n LO � LD U d W U N M CO O O N N N Ph N V (n m N (C) m M V N N N N N N O 2 O J O v v v v v v v v v v It It v v v v v v v v v v v O a Q H N LL a W LL U fn O Z -M C 2 ON a J W D x a a z N M Q V Q m Lo W r- W m 0 N M V Q (n Q N CM V If) O O J LL W= W `-- _ m m N N N M N N V N V N N N N N N M V V V V V V Q Q Q Q Q m a Z Z M O O a r M -� N M m m m m m m m m m m m m m m m m m V m V V V V V V m r p 6 K M w a U U U U U U U U U U U U U U U U} U p p p p p U? Q 0 ~ W W - - - - - m } w Z (A F ro } Q z O U LL W Q m a O ¢ U N N N N N N N N N N N N V V V V V V V Q Q Q Q m U U 0 m 2 N CO W U Co m m m m m m m m U) m m 00 m m m V V V V V U S W O Z x CO LL U U CO U co V U U U U U LL U U U U U U p p p ~n U w Q - - g - - W r, y W O N a O Q U 2 2 W a N (0 O) N U > l0 �. U e 3 J� a o w Al y Q Q � O R C M O c0 U W C Z N vai U N z 0 � U a m oo N N m O O V N O I� N V rl N l0 m m O N m N p O) O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ci V Q O F- O Vl c� rl O m m rl W O N N O w w N W w N N N m o w �� m W O W W LO N W Ln m m N m W w VN� l^O -1 N N n N m m N N lmD lN0 O 'i n l0 oo a (O rl rl N N m m N N N N O H O O cc t W 7 b O C D t _O' V N W oNo a a o o o o o o o o m m o o m M o o o o o o o o ca c �o N O 0 U O ,L C C d u- 0 C O p.N m LL O h m m O1 m m N O a A lLl N .-� Ol V ri p 00 m N lD m rn m N n l0 oo m m oo V 0 aj U U Y N N V m o m N rl N W N^ cf 't rl oo N O N n ip N U 3 N 00 O S Y Ll O ..p Y c c'o m w m o oo 'i o m U p $ O oo c o o N Zo N O O N O O cc o o 0 o 0 m O N r W m 1l n n Ln N v O a cr o E 0 v `m N 7 � � O O 7 •Q 'a wU a E £ .5 o� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E 2 n o U O N of 0 � N O 'v1 m C V1 IT O rl W Ln O m m O o N N m N m m w m V Ln m m Ql n Ol ,- O O O O LL m O L U O N V1 n N o, V' Ol w V1 .--� m m" o V tD w a w O1 rl O V V to O1 V1 Q1 Ln N U 0 Y ra 3 U N N N m N Q N V N Q N m N V1 N w N n N oo N m N O m rl V N �i m V Q m V 3 v) 0] -� U u U u m U w U m U m U m U m U m V m U m U m U m U m U m U m} V m U V p V p J w y� Q � C v V p o � V � v O -C � Q O � � Z � °o ° a -0 C0,0 N C Y c V � J O N O c v N O O O) c-I 1l N lf) V 00 m oo • I- m V) -i ID rl ID V d' m to M l0 O o0 rl l0 N V) w h -i m m lD Q U r lD o D) 0 1l o n o n o o o o 0 0 0 o o o 0 o o o Q 0 0 0 c v N (�') Q V Q m tf) N w N h N w N m N O c-I V N V M d' Q Ln Q m V N N m N m N N m N N m m m m m c» m m m m m m V. 3 m U U m U U m U m U U U U U U U U U U U } U o o N 3 I a 3 L T^ i r O N N O M � O C � J O Z u \ m\ r J N U U 0 M O N N LL U N O a- C, 0 0 N N N 3 E `o 3 0 `o x d IL ii W L O L A3 co E L- 0 -W c/ 0 0 N N N 3 v N E `o 0 m v` 2 m M N N LO N M N (0 I� 00 O O m N N N m N m m N N N N M m m U U U o U U U o U 0 0 U U U U U J O) O O O Q O Q Q O O O O O N U) N N N M N M N N C\l O N (O N r N 00 N O N O m N LL U U U U U U U U U U U N _ O W O N N CO N (O O O r- O O C O 00 llt N f� (O N 7 f,� O Ul V cO} O N N I- N V LO (n LO M V fa �!' Vim' 'R V N C O co (O o O O O O O O O O N Co O O co O O O O O O O (o O O Cl) Cl) M M Cl) M M M M Co Cl) Cl) M Z C O O O O O O O O O O O O O Cl) CD y C Q N O lC (� N E �- J W ... C) N N It O 00 00 W co O O Z N N N t.' Q O O O O O O O O O O O O O 7 O 00 O O I- O O � O O O Il C W v N M N M M M O M O M (O Cl) 00 M f- M N V O V' O V O O M O d N O. e O V 'cY (O O M I� O M O M N C O o O O O O O O O N O N 00 O J N v O O r r O O — N V N .- M t: C O O O O O O O O O O O O O j O M 7 O N � V' O W (O N N f� N N M IT O LO ti (O I.- N O O O C W m m CY) It LO � V V � d C O O O O _ �+.... O O O O O O O O O O O O O C` V O O O (O O 1- r N � O n V 00 M 00 I� O O O r O V V 7 O V O O O O O O O O O O O O O 0 LL 0) m E O co r- � O O V' N O r- � O 7 N N O v N I" N r O t0 "" O O O O O O O O O O O O O C 3 O a O O O O o 0 o O O o C o O O o O O O o o O O O O o O Y 0 0 0 6 6 0 6 0 6 6 6 6 0 c o E E E E E E E E E E E E U U U U U U U U U U U U d d .. a� M I- Cl) V E C d C N R N N O O O O _N (O r- i V M N O O O O O 00 N i a C C O M V O O O O M W LO � M O J d" O N I- O N f- (O O (O N O c- 00 N O .-- N O (O N M E y O M C C O C W O O 0_ Z N Cl) ti' O O (O 00 O LL U N N J Z N M V O O r- M O d 0 0 N N N 3 v N E `o 0 m v` 2 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 FES 20 to JB 21 18.24 30 c 29.6 432.00 432.15 0.507 433.43 433.58 0.54 434.13 End 2 JB 21 to CB 22 18.03 24 c 57.3 432.35 432.90 0.960 434.22 434.40 n/a 434.40 j 1 3 CB 22 to CB 23 17.39 24 c 72.4 433.10 433.85 1.036 434.71 435.33 n/a 435.33 j 2 4 CB 23 to CB 23A 16.02 24 c 96.5 434.05 435.05 1.037 435.68 436.47 n/a 436.47 j 3 5 CB 23A to CB 24 15.49 24 c 26.0 435.25 435.50 0.963 436.79 436.89 0.34 436.89 4 6 CB 24 to CB 24A 14.34 24 c 100.7 435.70 436.70 0.993 437.25 438.04 n/a 438.04 j 5 7 CB 24A to CB 24B 2.42 15 c 116.6 437.40 438.60 1.029 438.62 439.22 n/a 439.22 j 6 8 CB 24A to CB 25 12.16 18 c 28.3 436.90 437.60 2.472 438.22 438.92 0.42 438.92 6 9 CB 25 to CB 26 10.99 18 c 108.0 437.80 442.40 4.259 439.17 443.67 n/a 443.67 j 8 10 CB 26 to CB 27 7.78 18 c 115.9 442.60 446.00 2.932 444.11 447.06 n/a 447.06 j 9 11 CB 27 to CB 28 7.22 18 c 217.0 446.20 449.00 1.291 447.33 450.03 n/a 450.03 j 10 12 CB 28 to CB 29 4.06 15 c 69.3 449.20 450.50 1.876 450.34 451.31 n/a 451.31 j 11 13 CB 29 to CB 30 1.62 15 c 82.9 450.70 453.70 3.617 451.65 454.21 n/a 454.21 j 12 Project File: 20 30.stm Number of lines: 13 Run Date: 02 -11 -2014 NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; j - Line contains hyd. jump. Hydraflow Storm Sewers 2005 m m m a It ^O ii W � c o tt: tt- m_ Z O O O O O Lo O O O O O 0 0 0 0 0 0 o O O 0 0 0 0 y c o to to to to to O V� L9 U� U� Lq Ll� per- o .- - - .- - - - - - r - - � O p N a+ O 00 O Cl) O O O O O O r to O `- (n v O O O I� Cl) I` (O Il- N r 0) V O (O N N O C ^ O M O O N M M N T (a O O O O O O O O O O O O O 7 O O CL O t` O O r N O O O O M O N O N t0) O s- h It aL+ O O M O O O It 00 O O O O O 7 O O N N O O O O O O O O O O O O O M M M C O O O O O O O O O O O O O O O O O O O O O O O co O O O O O O O O O O O O O O O O O O O O O O O O O O a) O N N N N N N N N N N N N C O O O O O O O O O O O O O w O O O O O O O O O O O O O p -Q O N N N N N N N N N N N N @ O O O V' O V' O V O d' O V O t O V' O 'd' O rY O 8 O ' O E U+ fn 0 0 0 0 o O o 0 0 0 0 0 o Z 3 0 0 o O 0 O o o O O o o O o c Y o o O O 0 0 o O O o 0 0 0 O N N N N N N N N N N N N a) N p$ O) O) 0) m m O O m m 0) O) 6) O N 1l- t9 U io N m m m m m O m m m m m O O C !n (n U ( i U) O N (/i U U U O O O O O O O O O O O O O O O O O O O O O O O O O O O O } r+ O N N N N N N N N N N N N O d C O O O O O O O O O O O O O 11 Ip O M co M M M M Cl) Cl) Cl) M co Cl) O (7 6 O t0) O O O O O O O tT to O O Q E 2 m O O O M O M O M O M O O O M O M O M O M O M O O O O w a) t+ O O O O O O O O O O O O O O O O O O O O O O O O O O C O M M M M M M M M M M M M 00 A O 3 U C O O O O O O O O O O O O O 2 r. o (n (n (n O to to to LO (n O O (n oq 0 + c E E E E E E E E E E E E U U U U U U U E CL Ci > V (O O O o O o o o O o o i� N C M O O o O O o o O O o O N O O O O O O O O O O O - O O Q) a O O I- I- O N V 6) O O I'- O LO m v O O O O V V (O 00 V tp CY) O O O O O N M O 4 r 0 0 0 0 0 0 0 0 0 o r o I I y m v O O O O O O O O O O O Cl! O C V O O O O O O O O O O - O O a) C 11 Q N O O f\ I` O N V O O O N O Cr U u M O � (O O v v (O 00 M (� (O CD O O O N M O M N O O E 11 a` )) N � 0 0 1 Cl) m O Z C N Cl) M V It O O ti 00 O O N N N N N N N N N N N N N M c M m M M M M M M M M M M M U U U U U U U U U U U U LL U m w � O- O I Z N M V O (fl r q0 O 7 � � d Z 0 0 N 3 in 3 0 m `o 2 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) M (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) M M (ft) (K) (ft) 1 30 18.24 432.00 433.43 1.43 2.90 6.28 0.61 434.04 0.508 29.6 432.15 433.58 1.43** 2.91 6.26 0.61 434.19 0.504 0.506 0.150 0.89 0.54 2 24 18.03 432.35 434.22 1.87 3.06 5.89 0.54 434.76 0.549 57.3 432.90 434.40 j 1.50" 2.53 7.11 0.79 435.19 0.760 0.654 n/a 1.06 n/a 3 24 17.39 433.10 434.71 1.61 2.72 6.40 0.64 435.35 0.608 72.4 433.85 435.33 j 1.48" 2.49 6.99 0.76 436.09 0.737 0.673 n/a 0.89 n/a 4 24 16.02 434.05 435.68 1.63 2.75 5.84 0.53 436.21 0.506 96.5 435.05 436.47 j 1.42 ** 2.38 6.73 0.70 437.17 0.693 0.599 n/a 0.50 n/a 5 24 15.49 435.25 436.79 1.54 2.60 5.95 0.55 437.34 0.528 26.0 435.50 436.89 1.39 ** 2.34 6.63 0.68 437.58 0.677 0.603 n/a 0.50 0.34 6 24 14.34 435.70 437.25 1.55 2.62 5.48 0.47 437.72 0.448 101 436.70 438.04 j 1.34"" 2.24 6.40 0.64 438.68 0.644 0.546 n/a 1.50 n/a 7 15 2.42 437.40 438.62 1.22 1.22 1.99 0.06 438.68 0.125 117 438.60 439.22 j 0.62"' 0.61 3.97 0.24 439.47 0.570 0.347 n/a 1.00 0.24 8 18 12.16 436.90 438.22 1.32" 1.65 7.37 0.84 439.07 1.204 28.3 437.60 438.92 1.32"* 1.65 7.37 0.84 439.77 1.204 1.204 n/a 0.50 0.42 9 18 10.99 437.80 439.17 1.37 1.69 6.50 0.66 439.82 0.956 108 442.40 443.67 j 1.27 ** 1.59 6.91 0.74 444.41 1.043 0.999 n/a 0.50 0.37 10 18 7.78 442.60 444.11 1.50 1.77 4.40 0.30 444.41 0.549 116 446.00 447.06 j 1.06 ** 1.34 5.80 0.52 447.59 0.755 0.652 n/a 1.50 n/a 11 18 7.22 446.20 447.33 1.13 1.42 5.07 0.40 447.73 0.566 217 449.00 450.03 j 1.03 ** 1.29 5.61 0.49 450.51 0.718 0.642 n/a 0.62 0.30 12 15 4.06 449.20 450.34 1.14 1.18 3.45 0.18 450.53 0.344 69.3 450.50 451.31 j 0.81-- 0.84 4.85 0.37 451.67 0.706 0.525 n/a 0.50 n/a 13 15 1.62 450.70 451.65 0.95 1.00 1.63 0.04 451.69 0.074 82.9 453.70 454.21 j 0.51-- 0.47 3.45 0.18 454.39 0.518 0.296 n/a 1.00 n/a Project File: 20 30.stm Number of lines: 13 Run Date: 02 -11 -2014 Notes: * Critical depth assumed.; ** Critical depth.; j -Line contains hyd. jump. Hydraflow Storm Sewers 2005 Line Profile (Line 1) - FES 20 to JB 21 Page 1 of 1 Eley (ft) Lane 1 - FES 0 to JB 1 -44 .�.O. IM -:, 441.00 .441.00 3, S. Al 'PF C 43-2. 0 G 43-2.00. 42.9.00 � 42,9.00- a 5 1 a 2G 25 so 35 40 4` 50. Reach (fta' Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 1 18.24 432.00 432.15 1.43 1.43 1.98 433.43 433.58 434.13 6.28 6.26 4.00 6.85 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 2) - JB 21 to CB 22 Page 1 of 1 Bev (ft) Ling 2 - JET 21 to °CB .00, - ,.A 41. ,dip, F'O., 441.00 - I 1.G I 43 5.00, C� ;p3 0 T 2 931 f 241l� 429.00 42a.0.0 1 1 ` GIs n ry L.0 _C Wit! 65 To Rea-eft (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 2 18.03 432.35 432.90 1.87 1.50 1.50 434.22 434.40 j 434.40 5.89 7.11 7.15 6.22 Project File: No. Lines: 13 Run Date. 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 3) - CB 22 to CB 23 Page 1 of 1 El : (ft' Line 3 - CB 22 to ,CB 23 s X1.00 9 - Ic 1. 0,0, . 439.00 5.0.01 !ZS. GG - �� 432..OG 43-2.09 429. G 0, 29.134 C E 1 G 15 24 25 3,5 Q 4S: 50 55 60 6 5 TO. 75 S4 as Reach I;ftii Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 3 17.39 433.10 433.85 1.61 1.48 1.48 434.71 435.33 j 435.33 6.40 6.99 6.02 5.57 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 4) - CB 23 to CB 23A Page 1 of 1 Hydraflow Storm Sewers 2005 11_ 0• . �. •;� - CB 22A. L2.0 0' -Sa9. 0 a 439.0-0 p n u C - — 436. 00 U ' E -%. f xs 433.0-13 a � '433.0 30•.0.0. ;PG 00. 0 5 1'0' 15 20• 215 M 35 .40 45 .50: 55 60 65 7G 75 91 85 K 95 100. 105 110 Reach Lefty Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 4 16.02 434.05 435.05 1.63 1.42 1.42 435.68 436.47 j 436.47 5.84 6.73 5.37 3.66 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 5) - CB 23A to CB 24 Page 1 of 1 EIe�v (ft;,% Une , -CB 23A to ,CB ,3 , 441.00 4-1.1.00 439.0 -139.0 0. 4-37. 0 0 ir 43TO 0 —F— . 1 . I , 7 1 435.00 I 435. G 0. .: Y1 1t . 433 .�G0 x,33.00. E, 10 is 20 15 30 35 40 4 .55 511 Ruch (ft? Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 5 15.49 435.25 435.50 1.54 1.39 1.39 436.79 436.89 436.89 5.95 6.63 3.46 3.21 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 6) - CB 24 to CB 24A Page 1 of 1 lvY (ft"! Line 6 -,CB 24 to, ,CB 24A 8:. y4 4 X4.00 I - .001 439.00 a 35. 432. .432. GO 10 20 30 40 SO 6U 70, 80 0 1 H 110 120 13G Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 6 14.34 435.70 436.70 1.55 1.34 1.34 437.25 438.04 j 438.04 5.48 6.40 3.01 4.13 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 7) - CB 24A to CB 24B E.Iele (fta .44a.00., x-41.0 G .43 9. 0 137. 0 a, .435.GG 4RR 11.11 G 4.4.0 �E 439. G 43 .GG 43_x. GO, AL3.GE 10; 20 0 .40 E.0. 61-0 7G 9, G -Q 1 GO 11.0 120 130 140. Reach (ft;, Page 1 of 1 Hydraflow Storm Sewers 20 Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 7 2.42 437.40 438.60 1.22 0.62 0.62 438.62 439.22 j 439.22 1.99 3.97 4.18 2.57 Project File: No. Lines: 13 FRuDate: 02 -11 -2014 Hydraflow Storm Sewers 20 Line Profile (Line 8) - CB 24A to CB 25 Page 1 of 1 Hydraflow Storm Sewers 2005 4743.13:0- A43.00• 441.00 441. .00 43;9.00; 1 43,9U.GG p 43,7.00 43,x.00 f 435.00 43:x:.0G 431-0 0, 433.0:1) 0 5 10 15 20 25 3,0 35 40 455 Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 8 12.16 436.90 437.60 1.32 1.32 1.32 438.22 438.92 438.92 7.37 7.37 4.43 3.66 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 9) - CB 25 to CB 26 Page 1 of 1 Ell 1� Y Lane's - CB 25 to B2 491.00 46.00 443.0 G gym;. GO. p 0 4 0 0, 4a4.00 4 34.,E .0; 10 20 30 4o, 7 0 so 90 1 11 120 130 . Reach M Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 9 10.99 437.80 442.40 1.37 1.27 1.27 439.17 443.67 j 443.67 6.50 6.91 3.46 3.79 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 10) - CB 26 to CB 27 Page 1 of 1 EIS5 tift.� Hne TO -C B 6, to CB 2. CB L7 . 0 0 p 1E:1.00, _ __ A"-tC.U... �C ' 0 439. GO, 0 10 20 30 413 C,O. 60 70: SO 90 1 GO 11.0 120 130 140 Reach MY' Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 10 7.78 442.60 446.00 1.50 1.06 1.06 444.11 447.06 j 447.06 4.40 5.80 3.59 4.79 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydreflow Storm Sewers 2005 Line Profile (Line 11) - CB 27 to CB 28 Page 1 of 1 E►e°6f (ft) Line 11 -CB 27 to ,CB 28, AC.9 00'' C, - 4 rL94 4E15.00 ` e'C' 0 0. 452. 0 t!' 1 452.0 0 449.001 =:H 4-4.3. 0 0 4.4100 C 20 �. 60 :80 1.0 -G 12-0- 14G 1 E 180 2GO 72G 241 260 Reach M Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 11 7.22 446.20 449.00 1.13 1.03 1.03 447.33 450.03 j 450.03 5.07 5.61 4.59 3.67 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 12) - CB 28 to CB 29 Page 1 of 1 Sev (ty, Lane 1 - �CB 28, to CB 29, CB 4,SRE''. 0.0 00 452.N, 4.52.0 G ,450.!G c 455. GO' 449'.00 ^ ` '' A49.13:0 5 '1 Q �11 211 25 3G 35 .�? 0 4I SG 51 60 61E, 70 75 PBO Re, ach (ft2 Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 12 4.06 449.20 450.50 1.14 0.81 0.81 450.34 451.31 j 451.31 3.45 4.85 3.72 3.95 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 13) - CB 29 to CB 30 Page 1 of 1 Elea (ft+ Une 1:3 -C B to, CEO 30 4,62. 0 a 059. -0, 453.00, � 453 00. R _ 45G. GG y 113% 0 a 44T. GO .44.x.00 Reach (ft "! Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 13 1.62 450.70 453.70 0.95 0.51 0.51 451.65 454.21 j 454.21 1.63 3.45 3.75 4.65 Project File: No. Lines: 13 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Hydraflow Plan View 3 4 43 CS 44 CB 42 2 Outfall 41 CS 1 8 7 5 Y 9 6 YI44A 41A.2 CB 45 10 41A.3 11 41A4 12 YI 416 Project File: 40 45 04.09.14.stm No. Lines: 12 04 -10 -2014 Hydraflow Storm Sewers 2005 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl 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 type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft) 1 End 25.7 148.3 Comb 0.00 0.07 0.69 5.0 435.80 0.78 436.00 24 Cir 0.013 1.50 442.72 JB 40 to CB 41 2 1 63.9 72.2 Comb 0.00 0.16 0.63 5.0 436.50 3.91 439.00 18 Cir 0.013 0.90 445.50 CB 41 to CB 42 3 2 68.0 -33.3 Comb 0.00 0.15 0.80 5.0 439.20 5.29 442.80 15 Cir 0.013 0.56 449.48 CB 42 to CB 43 4 3 131.8 -18.9 Comb 0.00 0.25 0.61 5.0 443.00 3.26 447.30 15 Cir 0.013 1.50 456.00 CB 43 to CB 44 5 4 73.6 -90.0 DrGrt 0.00 0.50 0.52 5.0 447.50 2.04 449.00 15 Cir 0.013 1.00 454.00 CB 44 to YI 44A 6 1 76.6 -91.7 Comb 0.00 0.17 0.76 5.0 436.20 1.05 437.00 18 Cir 0.013 1.00 441.42 CB 41 to CB 45 7 1 36.2 -1.7 DrGrt 0.00 0.15 0.91 5.0 436.20 0.91 436.53 24 Cir 0.013 1.37 442.50 CB 41 to YI 41A 8 7 57.0 63.9 MH 0.00 0.22 0.69 5.0 436.73 0.84 437.21 18 Cir 0.011 0.92 442.50 Yl41Ato41A.1 9 8 108.6 -63.9 MH 0.00 0.35 0.69 5.0 437.21 0.85 438.13 15 Cir 0.011 1.00 442.50 41A.1 to 41A.2 10 9 85.4 -90.0 MH 0.00 0.45 0.69 5.0 438.13 0.85 438.86 15 Cir 0.011 1.00 442.50 41A.2 to 41A.3 11 10 66.1 90.0 MH 0.00 0.05 0.69 5.0 438.86 0.85 439.42 12 Cir 0.011 0.75 442.50 41 A.3 to 41A.4 12 11 43.2 -45.0 DrGrt 0.00 0.05 0.69 5.0 439.42 0.88 439.80 12 Cir 0.011 1.00 442.50 41A.4 to YI 41 B Project File: 40 45 04.09.14.stm Number of lines: 12 Date: 04 -10 -2014 Hydraflow Storm Sewers 2005 a m 0 f 0 3 N i y N Z 0 -u o N -' ° O M V O) (T A W N Z r- i o m CD 0 m o D D D D II O A A W IV D A A A A A W A N A A O - O (D cn = A A < C7 C7 0 o n W A W W W W (D O D W A W N D Ln D A W N A D s A II Oa O O O N W A Ut O N W A T X N (T A W W O) V W W W W O (O W W co co co W O N N O () d y (D O D O c N N (n (n W A 0o (n Cn (n W A = (n p' O O O O O O 0 O O 0 O 0 _r �� O (D Q I I O W W C-n O v rn w w j coo W . nn O r y N A � W O N M W Oo O O -4 O (D r A co A W A W A W A co A W A co A A A A A W A W A W m 7 (D (0 A OD OD aO V p V rn N O) :-I W O CO O) (Jt OD r < (D n N W W W O N O (n O O N O Cn O O C 7 .� O 47 A W A W A W A W A W A W A W -Cl A A A A A A W A W M5 N co O A N W W W j (n W O O O O W O OD O O O O O "' C (D .O O_ O O O O O O N W (n W O (p r Z WV A (W n A A A OW CN9 V ° CD c (O co (.n V N N (n OD W N A co (D 3 cr N A A A A A A A A A A A A O W O W O W O W W W V W V W V A OD A W co (0 W V W W G 2 i 0 G) OD N N W (n 01 N co (O (D `-' r- (D O) O N O O) O) N O V W O (D N A A A A A A A A A A A A N A o W O W (O W OD co OD W V co V A O A V A W W (0 W V W (O W W 01 0) W r OODD coo W O O) O) A N A A A A A A A A A A A A (D A O W (0 W O W 0o W W W V W V A (O A V A W W (0 W V L O ? V O V V W o 6 (n (O W Un O V .' M r ON O (D OD V M Z- O A O_ (D y CA rIF O V/ CD I Cl) X 0 23 fC (D Inlet Report Page 1 Line No Inlet ID Q = CIA Q carry Q capt Q byp Junc type Curb Inlet Grate Inlet Gutter Inlet Byp line Ht L area L W So W SW Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 CB 41 0.35 0.03 0.38 0.00 Comb 5.5 3.00 0.00 3.00 2.00 0.029 2.00 0.042 0.020 0.013 0.10 2.85 0.13 1.58 1.50 Off 2 CB 42 0.73 0.07 0.77 0.03 Comb 5.5 3.00 0.00 3.00 2.00 0.067 2.00 0.042 0.020 0.013 0.11 3.45 0.15 1.78 1.50 1 3 CB 43 0.87 0.13 0.92 0.07 Comb 5.5 3.00 0.00 3.00 2.00 0.063 2.00 0.042 0.020 0.013 0.12 3.95 0.16 1.95 1.50 2 4 CB 44 1.10 0.00 0.97 0.13 Comb 5.5 3.00 0.00 3.00 2.00 0.050 2.00 0.042 0.020 0.013 0.13 4.40 0.18 2.50 1.50 3 5 Yl44A 1.88 0.00 1.88 0.00 DrGrt 0.0 0.00 0.64 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.30 31.77 0.30 31.77 0.00 Off 6 CB 45 0.93 0.49 1.42 0.00 Comb 5.5 3.00 1.80 3.00 2.00 Sag 2.00 0.042 0.020 0.000 0.09 2.25 0.17 2.25 1.50 Off 7 YI41A 0.99 0.00 0.50 0.49 DrGrt 0.0 0.00 0.00 2.00 2.00 0.005 2.00 0.020 0.020 0.013 0.11 13.00 0.11 13.00 0.00 6 8 41A.1 1.10 0.00 0.00 1.10 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 9 41A.2 1.74 0.00 0.00 1.74 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 10 41A.3 2.24 0.00 0.00 2.24 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 11 41A.4 0.25 0.08 0.00 0.33 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 12 YI 41B 0.25 0.00 0.17 0.08 DrGrt 0.0 0.00 0.00 2.00 2.00 0.005 2.00 0.020 0.020 0.013 0.06 8.00 0.06 8.00 0.00 11 Project File: 40 45 04.09.14.stm Number of lines: 12 Run Date: 04 -10 -2014 NOTES: Inlet N- Values = 0.016 ; Intensity = 105.70 / (Inlet time + 16.80) A 0.87; Return period = 10 Yrs. ; ` Indicates Known Q added Hydraflow Storm Sewers 2005 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) M (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) M M (ft) (K) (ft) 1 24 10.10 435.80 436.93 1.13 1.83 5.52 0.47 437.40 0.533 25.7 436.00 437.13 j 1.13- 1.82 5.55 0.48 437.60 0.540 0.536 n/a 1.50 n/a 2 18 4.22 436.50 437.51 1.01 1.27 3.32 0.17 437.69 0.252 63.9 439.00 439.78 j 0.78"" 0.93 4.51 0.32 440.10 0.556 0.404 n/a 0.90 n/a 3 15 3.60 439.20 439.97 0.77 0.79 4.55 0.32 440.29 0.642 68.0 442.80 443.56 j 0.76"" 0.78 4.61 0.33 443.89 0.663 0.652 n/a 0.56 n/a 4 15 2.88 443.00 443.80 0.80 0.83 3.46 0.19 443.99 0.360 132 447.30 447.98 j 0.68 ** 0.68 4.23 0.28 448.26 0.604 0.482 n/a 1.50 n/a 5 15 1.88 447.50 448.22 0.72 0.73 2.56 0.10 448.32 0.211 73.6 449.00 449.55 j 0.55 -' 0.52 3.62 0.20 449.75 0.533 0.372 n/a 1.00 n/a 6 18 0.93 436.20 437.56 1.36 1.68 0.55 0.00 437.56 0.007 76.6 437.00 437.56 0.56 0.60 1.54 0.04 437.60 0.088 0.048 0.037 1.00 0.04 7 24 5.39 436.20 437.56 1.36 2.27 2.37 0.09 437.65 0.088 36.2 436.53 437.51 0.98 1.53 3.52 0.19 437.70 0.242 0.165 0.060 1.37 0.26 8 18 4.63 436.73 437.86 1.13 1.43 3.24 0.16 438.02 0.166 57.0 437.21 438.03 j 0.82`* 0.99 4.67 0.34 438.37 0.412 0.289 n/a 0.92 0.31 9 15 3.78 437.21 438.22 1.01 1.07 3.55 0.20 438.42 0.251 109 438.13 438.91 j 0.78 *" 0.80 4.71 0.34 439.25 0.487 0.369 n/a 1.00 0.34 10 15 2.36 438.13 439.20 1.07 1.11 2.12 0.07 439.27 0.090 85.4 438.86 439.48 j 0.62"' 0.60 3.93 0.24 439.72 0.405 0.247 n/a 1.00 n/a 11 12 0.46 438.86 439.71 0.85 0.71 0.64 0.01 439.72 0.011 66.1 439.42 439.73 0.31 0.21 2.18 0.07 439.81 0.265 0.138 0.091 0.75 0.06 12 12 0.25 439.42 439.86 0.44 0.33 0.75 0.01 439.87 0.022 43.2 439.80 440.01 j 0.21-- 0.12 2.05 0.07 440.08 0.363 0.193 n/a 1.00 0.07 Project File: 40 45 04.09.14.stm Number of lines: 12 Run Date: 04 -10 -2014 Notes: ; `` Critical depth.; j -Line contains hyd. jump. Hydraflow, Storm Sewers 2005 Line Profile (Line 1) - JB 40 to CB 41 Page 1 of 1 E1v Iaft;`+ Line I - JB 0' to CEO, 41 .GU 4-41.00 .444.010: .41.131) 441.00 r; ii _ 4 ;c �I __ r F 435.00 43:x;.10: 43-2.00 432.00" Is �; .10 i s 20 �� tip. 40 4 � E0. RL ach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 1 10.14 435.80 436.00 1.13 1.13 1.13 436.93 437.13 437.13 5.55 5.55 4.00 4.72 Project File: No. Lines: 12 —t Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 2) - CB 41 to CB 42 Page 1 of 1 Eley (ft) U n e 2 -CB 41 to C'B 42 .' 00 -: 44-5-00 442-:00 442-00 439.0 te - 439..00 436..00 - - - - - - 433.00 433-00 0 5 10 15 210 25 30 35 40 45 50 55 60 65 70 75 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 2 4.22 436.50 439.00 1.02 0.78 0.78 437.52 439.78 j 439.78 3.30 4.51 4.72 5.00 Project File: No. Lines: 12 Run Date: 04 -09 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 3) - CB 42 to CB 43 Page 1 of 1 Hydraflow Storm Sewers 2005 Lone 3 -,CB 42 to ,CB 4 pp i 77 ,C i -442.' 0' 0 0, Reach (ft" Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 3 3.60 439.20 442.80 0.77 0.76 0.76 439.97 443.56 j 443.56 4.55 4.61 5.05 5.43 Project File: No. Lines: 12 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 4) - CB 43 to CB 44 Page 1 of 1 Ele-V (ty Lone 4 - C.B 43 to CB -153. 0'0. 4EA- , 0 :0 44-6. 449S. 00 c.y t'0 642.O!G 0 10 20 30 41 50 61) 70 B0 '�G 100 110 120 130 140 1 ,v0 160 Reach (ft" Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 4 2.88 443.00 447.30 0.80 0.68 0.68 443.80 447.98 j 447.98 3.46 4.23 5.23 7.45 Project File: No. Lines: 12 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 5) - CB 44 to YI 44A Page 1 of 1 :le:v eft, Line 51-!CB to Y1 A 45 459. GO, � - 1.4 d.5,10a 1 ` s c.. Aca.00! 11 7 p �j ! m. 9 44.26. 0 G G0, 0 S 10 1S, 20 25- .301 35 40 45 50 55 60 65 T .0. 75 IS `v Reach (ft`s Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 5 1.88 447.50 449.00 0.72 0.55 0.55 448.22 449.55 j 449.55 2.56 3.62 7.25 3.75 Project File: No. Lines: 12 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 6) - CB 41 to CB 45 Page 1 of 1 Hydraflow Storm Sewers 2005 rp ?IG =9 439. G Np 00 437. G 01 4377. GG 3Ell.00 A35.GG 43.3. 0'G Reach i;ft;;+ Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 6 0.93 436.20 437.00 1.36 0.57 0.60 437.56 437.57 437.60 0.55 1.53 5.02 2.92 Project File: _7 No. Lines: 12 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 7) - CB 41 to YI 41A Page 1 of 1 EIev (ft) CB 41 Ling 7 - CB; 41 to x'141 A —YI41A 443.910 _ - 441,00 441!00 441.00 439.E 437.100 _ 43TOO 435:130 4 435.,00 433.00 433.114 110 15 20 25 310 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 7 5.39 436.20 436.53 1.36 0.98 1.24 437.56 437.51 437.77 2.37 3.52 4.52 3.97 Project File: No. Lines: 12 Run Date: 04 -10 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 7) - CB 41 to YI 41A EIev (ft) 443.40 m 5 ''. .:t '1' 437:44 43-5.44 433..00 -. r, 443.44 441.04 43-9.0 437.40 433.00 r� i Page 1 of 1 Hydraflow Storm Sewers 20( Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 7 5.39 436.20 436.53 1.36 0.98 1.24 437.56 437.51 437.77 2.37 3.52 4.52 3.97 Project File: No. Lines: 12 Run Date: 04 -10 -2014 Hydraflow Storm Sewers 20( Line Profile (Line 8) - YI 41A to 41A.1 Page 1 of 1 Eley (ft) Y1 41A Line 8 - Y1 41 A to 41A.1 41A.1 44100 U3.00 441.00 441.00 439.00 439.00 cFM 437.100 43TOO .. f 435.00 435.00 433.E Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft) 8 4.63 436.73 437.21 1.13 0.82 0.82 437.86 438.03 j 438.03 3.24 4.67 4.27 3.79 Project File: No. Lines: 12 Run Date: 04 -10 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 9) - 41A.1 to 41A.2 Page 1 of 1 Hydraflow Storm Sewers 2005 Line - 41A.1 to, 41,x. 445.OD 445.00 44100 443.00 441.00 -OD 439.:000 49:00 437.E _.. 435.00 0 10 20 30 40 12, 70 80 90 1 GG 110 12:D 1,30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 9 3.78 437.21 438.13 1.01 0.78 0.78 438.22 438.91 j 438.91 3.55 4.71 4.04 3.12 Project File: No. Lines: 12 Run Date: 04 -10 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 10) - 41A.2 to 41A.3 Page 1 of 1 F►ev (ft) Line 110 - 41A.2 to 41A. x.00 M6.,00 444.00 ,4M42-00 r 442..0 40.00 440.00 4W.00 438.0 4_i 436.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Reft (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fus) (fus) (ft) (ft) 10 2.36 438.13 438.86 1.07 0.62 0.62 439.20 439.48 j 439.48 2.12 3.93 3.12 2.39 Project File: No. Lines: 12 Run Date: 04 -10 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 11) - 41A.3 to 41A.4 Page IofI E. lft= Line 11 - 41A.3 to 41..4 ;.00 445.00, AU - I — , -. .44. x.2.0 a � 42. .440.00- t 44G. GO! a GI t� p jy jy, 436. GO, 0 5 10 '1I 0 .Lid 34 3 -: 4G .4 Ex. 6;16: 60 erz. 0 7E SO- Reach (ft" Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 11 0.46 438.86 439.42 0.85 0.33 0.38 439.71 439.75 439.80 0.64 2.00 2.64 2.08 Project File: No. Lines: 12 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Line Profile (Line 12) - 41A.4 to YI 41B Page 1 of 1 Elev (ft) U ne 12 - 41 AA to Y141 E -14 AG ;. d1B 44-4. 7.00 a 442..a01: I 433.0 G 4M 0 0. 4.36. 0 '0! 436.00 VE'. n. 1 v 20. 31.5 4 1C ` H.. Reach ch (ft *' Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 12 0.25 439.42 439.80 0.44 0.21 0.21 439.86 440.01 j 440.01 0.75 2.05 2.08 1.70 Project File: No. Lines: 12 Run Date: 02 -11 -2014 Hydraflow Storm Sewers 2005 Section 2 NITROGEN CONTROL DATA CALCULATIONS Nitrogen Control Plan Commercial / Industrial / Residential Sites with Known Impervious Area Project Title: Spring Arbor of Cary - Assisted Living Type of Project [X] New [ ] Expansion [ ]Exempt Basis for exemption Part I. Riparian Buffers Area includes riparian buffers? If yes, River Basin? Basis for exemption Show buffers on site plan. [ ] No [X] Yes [ ]Exempt [ ] 50 foot [X ] 100 foot [X ] Neuse [ ] Cape Fear Part II. Nitrogen Calculations (Method 2, Appendix C): 0.60 a. Site Information 6.46 Total area of property incl. R/W 10.01 Excludes Thoroughfare Denuded Area 10.07 Impervious Area incl. R/W 4.40 Excludes Thoroughfare Managed open space 5.06 Protected open space 0.55 b. Pre - development loading: Type of Land Cover Permanently protected undisturbed open space (forest, unmown meadow) Permanently protected managed open space (grass, landscaping, etc.) Impervious Area TOTAL Nitrogen Loading Rate (Ibs /ac /yr)= 1.46 c. Post - development loading: Type of Land Cover Permanently protected undisturbed open space (forest, unmown meadow) Permanently protected managed open space (grass, landscaping, etc.) Impervious Area TOTAL Nitrogen Loading Rate (Ibs /ac /yr)= 9.96 TN export Area TN export coeff, from use (acres) (Ibs /ac/ r) (Ibs/ r) 3.32 0.60 1.99 6.46 1.20 7.75 0.23 21.20 4.88 10.01 14.62 TN export Area TN export coeff, from use (acres) (Ibs /ac /yr) (Ibs /yr) 0.55 0.60 0.33 5.06 1.20 6.07 4.4 21.20 93.28 10.01 99.68 Proposed BMP(s) 2 Wet Ponds Nitrogen Load after BMPs = 7.48 Nitrogen Load Offset by Payments = 3.88 °y @,��'� q0jp``��, Net change in on -site N Load = 61.51 9.49 = Site Expansio.rl A Part III. Control of Peak Stormwater Flow (for 1 year design storm) Z. g°ppgg"9p(Jp Calculated Pre - development Peak Flow 13.89 cfs A Calculated Post - development Peak Flow 26.50 cfs v.4tj ►N��•� i . Proposed BMP(s) Wet Ponds #1 & #2 Post BMP Peak Flow 4.0 cfs_ �C I the undersigned, V certify to the best of my knowledge that the above information is correct (affix seal). Supply notes & details showing control of Nitrogen and peak stormwater runoff. Total Site Area (Spring Arbor of Cary - Assisted Living) 10.01 acres Actual Load from Site Acres Percent Existing Impervious 0.23 0.05 New Impervious 4.17 0.95 Total Impervious 4.4 New unmanaged open space 0.55 New managed open space 5.06 Toal Open space 5.61 Unmanaged open space allocated to existing impervious 0.03 Managed open space allocated to existing impervious 0.26 Unmanaged open space allocated to new impervious 0.52 Managed open space allocated to new impervious 4.80 5.61 N Annual Load existing developed new developed N load from unmanaged open space @ 0.6 Ibs /ac /yr 0.02 0.31 N load from managed open space @ 1.2 Ibs /ac /yr 0.32 5.75 N load from impervious area @ 21.2 Ibs /ac /yr 4.88 88.40 5.19 94.47 "site expansion" area 9.49 acres N Loading Rate = Annual load / site expansion area 9.96 Ibs /ac /yr Initial Target 10.00 Ibs /ac /yr Amount controlled by BMP 0.00 Ibs /ac /yr Final Target 3.60 Ibs /ac /yr Remaining N 6.36 Ibs /ac /yr Offset Payment $51,301.35 SITE SUMMARY Total Site Area 10.01 acres Actual Load from Site 99.66 Ibs /yr Loading Rate 9.96 Ibs /ac /yr Annual N load that must be treated by BMP 0.00 Ibs /yr Ibs /yr Ibs /yr Ibs /yr Ibs /yr Initial Nitrogen Calculations DRAINAGE AREA #1 (BMP Wetpond #1) Type of Land Cover Undisturbed open space (forest, unmown meadow) Managed open space (grass, landscaping, etc.) Impervious Area TOTAL BMP removal efficiency N Load = Export / Area Amount controlled by BMP N Load controlled by BMP DRAINAGE AREA #2 (BMP Wetpond #2) Type of Land Cover Undisturbed open space (forest, unmown meadow) Managed open space (grass, landscaping, etc.) Impervious Area TOTAL BMP removal efficiency N Load = Export / Area Amount controlled by BMP N Load controlled by BMP SUMMARY Total Area (area #1 + area #2) Total Nitrogen Load (area #1 + area #2) Nitrogen Treated by BMPs Cumulative removal efficiency Area (acres) Area (acres) Export Coeff (Ibs /ac /yr) 0 1.92 2.73 4.65 25.00% buffer 12.94 Ibs /ac /yr 3.24 Ibs /ac /yr 15.05 Ibs /yr Export Coeff (Ibs /ac /yr) 0 1.5 1.52 3.02 25.00% bioretention 11.27 Ibs /ac /yr 2.82 Ibs /ac /yr 8.51 Ibs /yr 7.67 acres 94.20 Ibs /yr 23.55 Ibs /yr 25% Export (Ibs /yr) 0.6 0 1.2 2.304 21.2 57.876 23 60.18 Export (Ibs /yr) 0.6 0 1.2 1.8 21.2 32.224 23 34.024 BMP calculations Nitrogen Load from New Development Minimum annual N load that must be treated by BMP Maximum annual N load that must be treated by BMP 94.47 Ibs /yr 0.00 Ibs /yr 60.32 Ibs /yr Annual N load that must be treated by BMP 0.00 Ibs /yr Removal efficiency 0.00% percent 1) If efficiency is much less than 25 %, but a BMP is required, consider installing a BMP to treat a larger area and reduce the required payment 2) If the efficiency is much greater than 25 %, consider installing a BMP to treat a larger area to avoid placing BMPs in series BMP treatment area Nitrogen load from BMP treatment area Removal efficiency Actual N load removed Remaining N load from new development .,site expansion" area N Loading Rate = Annual load / site expansion area Initial Target N remaining after treatment Final Target Remaining N to offset Offset Payment Cumulative Nitrogen removed by BMPs 7.67 acres 94.20 Ibs /yr 25% percent 23.55 Ibs /yr 70.92 Ibs /yr 9.49 acres 9.96 Ibs /ac /yr 10.00 Ibs /ac /yr 7.48 Ibs /ac /yr 3.60 Ibs /ac /yr 3.88 Ibs /ac /yr $31,271.23 2.48 Ibs /ac /yr user entered user entered user entered �901 Post BMP Nitrogen Load Spring Arbor of Cary - Assisted Living Type of Land Cover Unmanaged open space (forest, unmown meadow) Managed open space (grass, landscaping, etc.) Impervious Area inlc. R/W TOTAL N Load = Export / Area Type of Land Cover Unmanaged open space (forest, unmown meadow) Managed open space (grass, landscaping, etc.) Impervious Area incl R/W TOTAL Calculated site expansion area N Load = Export / Area Initial Target Amount controlled by BMP Final Target Remaining N Offset Payment Pre - development Area (acres) Post - development Area (acres) Export Coeff Export (Ibs /ac /yr) (Ibs /yr) 3.32 0.60 1.99 6.46 1.20 7.75 0.23 21.20 4.88 10.01 23.00 14.62 1.46 Export Coeff Export (Ibs /ac /yr) (Ibs /yr) 0.55 0.60 0.33 5.06 1.20 6.07 4.40 21.20 93.28 10.01 23.00 99.68 9.49 ac 9.96 Ibs /ac /yr 10.00 Ibs /ac /yr 2.48 Ibs /ac /yr 3.60 Ibs /ac /yr 3.88 Ibs /ac /yr $31,271.23 Net Change in on -site N load (post -dev less pre -dev less removal) 61.51 Ibs /yr Neuse Nutrient Reporting Form Please complete and submit the following information to the local government permitting your development project to characterize it and assess the need to purchase nutrient offsets. Contact and rule implementation information can be found online at http: / /Portal.ncdenr.org/ web /wq /ps /nps /nutrientoffsetintro. PROJECT INFORMATION Applicant Name : H H Hunt Project Name: Spring Arbor of Cary - Assisted Living Project Address (if available): Street. City /Town: County: 1695 Kildaire Farm Road Car Wake Date: (mo /d/yr) Project Lat: (decimal degrees) Long: (decimal degrees) Jan. 13, 2014 Location: 35d44'44.67 "N 78d46145.89 "W Is this Redevelopment? ❑ - Yes Development Type (Please check all that apply) 0 -No Impervious Cover ( %): ❑ Commercial ❑ Mixed -Use ❑ Single Fam. Residential (Pre- Construction) 2.30 ❑ Industrial ❑ Duplex Residential ❑ Multi -Fam. Residential Impervious Cover ( %): ® Institutional (Post- Construction) 43.96 WATERSHED INFORMATION 12- Digit Watershed ID: (See online maa) New Development Load Requirements (See individual rules for a full 030202011001 description of nutrient requirements.) Nutrient Strategy Loading Rate Targets Nitrogen (N) Offsite Thresholds ® 03020201 3.6 N Ib /ac /yr; 6 N Ibs /ac - Residential; Neuse 10 N Ibs /ac Commercial NUTRIENT OFFSET REQUEST (Must meet theoffsitethresholds - see above) Nitrogen Loading / Offset Needs (A) (B) (C) (D) (E) (F) (G) Untreated Treated Loading Rate Reduction Need Project Offset State Buy Down Loading Rate Loading Rate Target (Ibs /ac /yr) (Ibs /ac /yr) Size (ac) Duration (yrs) Amount (Ibs) (Ibs /ac /yr) (Ibs /ac /yr) B - C D`E`F 9.96 7.88 3.60 3.88 9.49 30 1,104.64 Control of Peak Stormwater Flow (1 year 24 hour design storm) Calculated Predevelopment Flow Calculated Post Development Flow Flow Control Method 13.89 Cfs 4.0 Cfs 2 Wet Detention Ponds Authorizing Local Government Name: Staff Name: Staff Email: Phone: Neuse Nutrient Load Reporting Form. November 1, 2012 Section 3 PRE -POST DEVELOPMENT STORMWATER RUNOFF AND ROUTING DATA CALCULATIONS Spring Arbor of Cary Assisted Living Cary, North Carolina 02/09/2014 Stormwater Run -Off Data (Subdivision Parcel Only) Existing Conditions : 10.01 = Total Gross Area (Ac.) 0.23 = Impervious Area (Ac.) 6.46 = Cleared - grassed (Ac.) 3.32 = Wooded (Ac.) 0.33 = Composite Runoff Coeff. (Cc) 7.28 = Time of Conc. (Min) 7.30 = Time of Conc. Used 2.30 = % Impervious within Stormwater Boundary Type Imp. Grassed Wooded Length Height Pre -Dev. Run -off (cfs) 1 Year 2 Year 5 year 10 year 100 year 1 13.89 17.36 20.01 22.08 29.98 C 1 0.35 0.25 1705 96 Spring Arbor of Cary 02/09/2014 Assisted Living Cary, North Carolina Stormwater Run -Off Data (On -Site Only) Proposed Conditions Total: (No BMP) 10.01 = Total Gross Area (Ac.) 4.4 = Impervious Area (Ac.) 5.06 = Cleared - grassed (Ac.) 0.55 = Wooded (Ac.) Type 0.63 = Composite Runoff Coeff. (Cc) Imp. Grassed Wooded 7.28 = Time of Conc. (Min) 7.30 = Time of Conc. Used Length Height 43.96 = % Impervious within Stormwater Boundary I Post-Dev Run -off (cfs) 1 1 Year 2 Year 5 year 10 year 100 year 1 26.50 33.13 38.19 42.16 57.23 Proposed Conditions: (Remaining Area Not Contrib. to BMP's 18.25 = Total Gross Area (Ac.) 0.3 = Impervious Area (Ac.) 4.81 = Cleared - grassed (Ac.) 13.14 = Wooded (Ac.) 0.29 = Composite Runoff Coeff. (Cc) 7.28 = Time of Conc. (Min) 7.30 = Time of Conc. Used 1.64 = % Impervious within Stormwater Boundary C 1 0.35 0.25 1705 96 Type C Imp. 1 Grassed 0.35 Wooded 0.25 Length 1705 Height 96 I Post-Dev Run -off cfs 1 Year 2 Year 5 year 10 year 100 year 4.0 4.95 5.71 6.3 8.56 Spring Arbor of Cary 02/09/2014 Assisted Living Cary, North Carolina Stormwater Run -Off Data (On -Site Only) Proposed Conditions Total: (Runoff from BMP's and Remaining area) BMP #1 Post -Dev Run -off (cfs) 1 Year 2 Year 5 year 10 year 100 year 0.04 0.05 0.05 0.06 2.05 BMP #2 Post -Dev Run -off cfs 1 Year 2 Year 5 year 10 ear 100 ear 0.02 0.02 0.02 0.02 0.02 Total Post -Dev Run -off (cfs) 1 Year 2 Year 5 year 10 year 100 year 4.0 5.02 5.78 6.38 10.63 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Ex Subd Parcel Only Hydrograph type = Rational Storm frequency = 2 yrs Drainage area = 10.010 ac Intensity = 5.254 in /hr IDF Curve = Raleigh - Durham.idf Q (cfs) 18.00 15.00 12.00 • M . M 3.00 0.00 -Z 0 Hyd No. 8 I Ex Subd Parcel Only Hyd. No. 8 -- 2 Yr Monday, Feb 10 2014, 1:57 PM Peak discharge = 17.36 cfs Time interval = 1 min Runoff coeff. = 0.33 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 10 Hydrograph Volume = 7,289 cuft Q (cfs) 18.00 15.00 12.00 M M 3.00 —1- 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday, Feb 10 2014, 1:57 PM Hyd. No. 8 Ex Subd Parcel Only Hydrograph type = Rational Peak discharge = 20.01 cfs Storm frequency = 5 yrs Time interval = 1 min Drainage area = 10.010 ac Runoff coeff. = 0.33 Intensity = 6.056 in /hr Tc by User = 7.00 min IDF Curve = Raleigh - Durham.idf Asc /Rec limb fact = 1/1 Ex Subd Parcel Only Q (cfs) Hyd. No. 8 -- 5 Yr 21.00 18.00 - z A 15.00 12.00 9.00 6.00 3.00 0 00 -/ Hydrograph Volume = 8,402 cuft Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0 00 0 5 10 15 Time (min) Hyd No. 8 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Runoff coeff. Ex Subd Parcel Only Tc by User Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 10.010 ac Intensity = 6.686 in /hr IDF Curve = Raleigh- Durham.idf Q (cfs) 24.00 20.00 16.00 12.00 fi fi 0.00 -1 0 Hyd No. 8 5 Ex Subd Parcel Only Hyd. No. 8 -- 10 Yr Monday, Feb 10 2014, 1:57 PM Peak discharge = 22.08 cfs Time interval = 1 min Runoff coeff. = 0.33 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 10 Hydrograph Volume = 9,276 cuff Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 —1 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Ex Subd Parcel Only Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = 10.010 ac Intensity = 9.075 in /hr IDF Curve = Raleigh - Durham.idf Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 V 0 Hyd No. 8 5 Ex Subd Parcel Only Hyd. No. 8 -- 100 Yr Monday, Feb 10 2014, 2:9 PM Peak discharge = 29.98 cfs Time interval = 1 min Runoff coeff. = 0.33 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 10 Hydrograph Volume = 12,591 cuft Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 —1 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Runoff coeff. Prop Subd No BMP's Tc by User Hydrograph type = Rational Storm frequency = 2 yrs Drainage area = 10.010 ac Intensity = 5.254 in /hr OF Curve = Raleigh - Durham.idf Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 -= 0 Hyd No. 10 5 Prop Subd No BMP's Hyd. No. 10 -- 2 Yr Monday, Feb 10 2014, 2:14 PM Peak discharge = 33.13 cfs Time interval = 1 min Runoff coeff. = 0.63 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 10 Hydrograph Volume = 13,916 cuft Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 --1 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Runoff coeff. Prop Subd No BMP's Tc by User Hydrograph type = Rational Storm frequency = 5 yrs Drainage area = 10.010 ac Intensity = 6.056 in /hr OF Curve = Raleigh - Durham.idf Q (cfs) 40.00 30.00 20.00 10.00 0.00 V 0 Hyd No. 10 5 Prop Subd No BMP's Hyd. No. 10 -- 5 Yr Monday, Feb 10 2014, 2:14 PM Peak discharge = 38.19 cfs Time interval = 1 min Runoff coeff. = 0.63 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 10 Hydrograph Volume = 16,041 cuft Q (cfs) 40.00 30.00 20.00 10.00 --J- 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Runoff coeff. Prop Subd No BMP's Tc by User Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 10.010 ac Intensity = 6.686 in /hr OF Curve = Raleigh - Durham.idf Prop Subd No BMP's Q (cfs) Hyd. No. 10 -- 10 Yr 50.00 40.00 30.00 20.00 10.00 IF Hyd No. 10 5 Monday, Feb 10 2014, 2:14 PM Peak discharge = 42.16 cfs Time interval = 1 min Runoff coeff. = 0.63 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 10 Hydrograph Volume = 17,708 cuft Q (cfs) 50.00 40.00 30.00 20.00 10.00 --1- 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Prop Subd No BMP's Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = 10.010 ac Intensity = 9.075 in /hr OF Curve = Raleigh - Durham.idf Q (cfs) 60.00 50.00 40.00 30.00 10.00 0.00 1 0 Hyd No. 10 5 Prop Subd No BMP's Hyd. No. 10 -- 100 Yr Monday, Feb 10 2014, 2:14 PM Peak discharge = 57.23 cfs Time interval = 1 min Runoff coeff. = 0.63 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 10 Hydrograph Volume = 24,036 cuft Q (cfs) 9-11110 50.00 40.00 30.00 20.00 10.00 --J- 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday, Feb 9 2014, 2:8 PM Hyd. No. 5 BMP #1 Routing Hydrograph type = Reservoir Peak discharge = 0.05 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 3 Max. Elevation = 433.29 ft Reservoir name = BMP Pond #1 Max. Storage = 27,334 cuft Storage Indication method used. Wet pond routing start elevation = 432.50 ft. Q (Cfs) 18.00 15.00 12.00 • m . M 3.00 0.00 -A 0 5 10 Hyd No. 5 BMP #1 Routing Hyd. No. 5 -- 2 Yr Hydrograph Volume = 5,890 cuft Q (cfs) 18.00 15.00 12.00 • OO llll� 3.00 ' ' ' ' ' ' ' 0.00 15 19 24 29 34 39 44 48 Time (hrs) - Hyd No. 3 01= Req. Stor = 27,334 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday, Feb 9 2014, 2:8 PM Hyd. No. 5 BMP #1 Routing Hydrograph type = Reservoir Peak discharge = 0.05 cfs Storm frequency = 5 yrs Time interval = 1 min Inflow hyd. No. = 3 Max. Elevation = 433.40 ft Reservoir name = BMP Pond #1 Max. Storage = 28,413 cuft Storage Indication method used. Wet pond routing start elevation = 432.50 ft. Q (cfs) 21.00 18.00 15.00 12.00 N 11 M. U101 3.00 0.00 —Q 0 BMP #1 Routing Hyd. No. 5 -- 5 Yr Hydrograph Volume = 6,584 cuft Q (cfs) 21.00 18.00 15.00 12.00 m m 3.00 i i i i I 1 0.00 5 10 15 19 24 29 34 39 44 48 Time (hrs) Hyd No. 5 Hyd No. 3 FF=Il Req. Stor = 28,413 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday, Feb 9 2014, 2:8 PM Hyd. No. 5 BMP #1 Routing Hydrograph type = Reservoir Peak discharge = 0.06 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 3 Max. Elevation = 433.48 ft Reservoir name = BMP Pond #1 Max. Storage = 29,260 cuft Storage Indication method used. Wet pond routing start elevation = 432.50 ft. Hydrograph Volume = 7,088 cuft Q (cfs) 24.00 20.00 16.00 12.00 4.00 0.00 -A 0 BMP #1 Routing Hyd. No. 5 -- 10 Yr Q (cfs) 24.00 20.00 16.00 12.00 llll�§ 4.00 I I I I I I I I I 1 0.00 5 10 15 19 24 29 34 39 44 48 Time (hrs) Hyd No. 5 Hyd No. 3 Q Req. Stor = 29,260 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve 15 19 Sunday, Feb 9 2014, 2:8 PM Hyd. No. 5 Hyd No. 5 Hyd No. 3 ffTTFFFI- Req. BMP #1 Routing Hydrograph type = Reservoir Peak discharge = 2.05 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 3 Max. Elevation = 433.77 ft Reservoir name = BMP Pond #1 Max. Storage = 32,152 cuft Storage Indication method used. Wet pond routing start elevation = 432.50 ft. Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 —a 0 BMP #1 Routing Hyd. No. 5 -- 100 Yr 5 10 15 19 24 29 34 39 Hyd No. 5 Hyd No. 3 ffTTFFFI- Req. Stor = 32,152 cult Hydrograph Volume = 9,680 cuft 44 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 ---L 0.00 48 Time (hrs) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday, Feb 9 2014, 2:13 PM Hyd. No. 6 BMP #2 Routing Hydrograph type = Reservoir Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 4 Max. Elevation = 435.89 ft Reservoir name = BMP Pond #2 Max. Storage = 36,016 cuft Storage Indication method used. Wet pond routing start elevation = 435.50 ft. Q (cfs) 12.00 10.00 . 11 4.00 2.00 0.00 J 0 5 10 Hyd No. 6 BMP #2 Routing Hyd. No. 6 -- 2 Yr Hydrograph Volume = 2,216 cuft Q (cfs) 12.00 10.00 wo] Iwo] 4.00 2.00 I I I I I I I 1 0.00 15 19 24 29 34 39 44 48 Time (hrs) - Hyd No. 4 Req. Stor = 36,016 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday, Feb 9 2014, 2:13 PM Hyd. No. 6 BMP #2 Routing Hydrograph type = Reservoir Peak discharge = 0.02 cfs Storm frequency = 5 yrs Time interval = 1 min Inflow hyd. No. = 4 Max. Elevation = 435.95 ft Reservoir name = BMP Pond #2 Max. Storage = 36,687 cuft Storage Indication method used. Wet pond routing start elevation = 435.50 ft. Q (cfs) 14.00 12.00 10.00 M . M 4.00 2.00 0.00 -A 0 5 10 Hyd No. 6 BMP #2 Routing Hyd. No. 6 -- 5 Yr Hydrograph Volume = 2,435 cuft Q (cfs) 14.00 12.00 10.00 wo] Iwo] 4.00 2.00 ' I I I I ' 0.00 15 19 24 29 34 39 44 48 Time (hrs) - Hyd No. 4 QIJ Req. Stor = 36,687 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday, Feb 9 2014, 2:13 PM Hyd. No. 6 BMP #2 Routing Hydrograph type = Reservoir Peak discharge = 0.02 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 4 Max. Elevation = 436.00 ft Reservoir name = BMP Pond #2 Max. Storage = 37,214 cuft Storage Indication method used. Wet pond routing start elevation = 435.50 ft. Hydrograph Volume = 2,597 cuft Q (cfs) 14.00 12.00 10.00 : 1A AM I1 2.00 0.00 J 0 BMP #2 Routing Hyd. No. 6 -- 10 Yr Q (cfs) 14.00 12.00 10.00 M 4.00 2.00 0.00 5 10 15 19 24 29 34 39 44 48 Time (hrs) Hyd No. 6 Hyd No. 4 TFMIJ Req. Stor = 37,214 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday, Feb 9 2014, 2:13 PM Hyd. No. 6 BMP #2 Routing Hydrograph type = Reservoir Peak discharge = 0.02 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 4 Max. Elevation = 436.15 ft Reservoir name = BMP Pond #2 Max. Storage = 39,212 cuft Storage Indication method used. Wet pond routing start elevation = 435.50 ft. Q (cfs) 21.00 18.00 15.00 12.00 • M . M 3.00 0.00 -a 0 5 10 Hyd No. 6 BMP #2 Routing Hyd. No. 6 -- 100 Yr Hydrograph Volume = 3,128 cuft Q (cfs) 21.00 18.00 15.00 12.00 m llll� 3.00 0.00 15 19 24 29 34 39 44 48 Time (hrs) - Hyd No. 4 [I1 Req. Stor = 39,212 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Runoff coeff. Prop Subd Parcel Remainder Hydrograph type = Rational Storm frequency = 2 yrs Drainage area = 2.300 ac Intensity = 5.254 in /hr OF Curve = Raleigh - Durham.idf Q (cfs) 5.00 m 3.00 2.00 1.00 0.00 -V 0 Hyd No. 9 Monday, Feb 10 2014, 2:4 PM Peak discharge = 4.95 cfs Time interval = 1 min Runoff coeff. = 0.41 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 Prop Subd Parcel Remainder Hyd. No. 9 -- 2 Yr 5 10 Hydrograph Volume = 2,081 cult Q (cfs) 5.00 4.00 3.00 2.00 1.00 1 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Runoff coeff. Prop Subd Parcel Remainder Hydrograph type = Rational Storm frequency = 5 yrs Drainage area = 2.300 ac Intensity = 6.056 in /hr OF Curve = Raleigh - Durham.idf Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 V 0 Hyd No. 9 Monday, Feb 10 2014, 2:4 PM Peak discharge = 5.71 cfs Time interval = 1 min Runoff coeff. = 0.41 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 Prop Subd Parcel Remainder Hyd. No. 9 -- 5 Yr 10 Hydrograph Volume = 2,399 cuft Q (cfs) 6.00 5.00 4.00 3.00 IC 1.00 —I- 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Runoff coeff. Prop Subd Parcel Remainder Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 2.300 ac Intensity = 6.686 in /hr OF Curve = Raleigh - Durham.idf Q (cfs) 7.00 on Me 5.00 4.00 3.00 2.00 1.00 I Hyd No. 9 Monday, Feb 10 2014, 2:4 PM Peak discharge = 6.30 cfs Time interval = 1 min Runoff coeff. = 0.41 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 Prop Subd Parcel Remainder Hyd. No. 9 -- 10 Yr 5 10 Hydrograph Volume = 2,648 cuft Q (cfs) 7.00 w 5.00 4.00 3.00 2.00 1.00 ---J- 0.00 15 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Runoff coeff. Prop Subd Parcel Remainder Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = 2.300 ac Intensity = 9.075 in /hr OF Curve = Raleigh - Durham.idf Q (cfs) 10.00 : M1 . M 4.00 2.00 M Hyd No. 9 Monday, Feb 10 2014, 2:10 PM Peak discharge = 8.56 cfs Time interval = 1 min Runoff coeff. = 0.41 Tc by User = 7.00 min Asc /Rec limb fact = 1/1 Prop Subd Parcel Remainder Hyd. No. 9 -- 100 Yr 5 10 Hydrograph Volume = 3,594 cuft Q (cfs) 10.00 BOOK 4.00 2.00 ---' 0.00 15 Time (min) Section 4 WET POND DETENTION (BMP's #1 & #2) DATA CALCULATIONS Spring Arbor Assisted Living Dated: Feb. 07, 2014 Cary, North Carolina Revised: BMP #1 Stormwater Wet Detention Basin Design Calculations SA /IAA Rntins fur Permanent Pnnl Si7inu to Achieve 900/. TSS Reduction IMPERVIOUS PERCENT PERMANENT POOL - AVERAGE DEPTH IN FEET 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 10% 0.90 0.80 0.80 0.70 0.60 0.60 0.50 0.50 0.50 20% 1.50 1.30 1.10 1.00 1.00 0.90 0.90 0.90 0.80 30% 1.90 1.80 1.70 1.50 1.40 1.40 1.30 1.10 1.00 40% 2.50 2.30 2.00 1.90 1.80 1.70 1.60 1.60 1.50 50% 3.00 2.80 2.50 2.30 2.00 1.90 1.90 1.80 1.70 60% 3.50 3.20 2.80 2.70 2.50 2.40 2.20 2.10 1.90 70% 4.00 3.70 3.30 3.10 2.80 2.70 2.50 2.40 2.20 80% 4.50 4.10 3.80 3.50 3.30 3.00 2.80 2.70 2.60 90% 1 5.00 1 4.50 1 4.00 1 3.80 1 3.50 1 3.30 1 3.00 1 2.90 2.80 BMP rea (Ac.) Description 1 1 4.65 jWet Detention Basin Normal Pool Surface Area Calculations BMP IMP. DEPTH SA/DA # % (FT) 1 1 58.71 4 3.15 Wet Detention Basin #1 Volume to be controlled from the 1" storm 0.5784 = Rv (Runoff coefficient) 9,762.89 = Volume to be controlled (cf) 10,147 = Volume provided (cf) Required Provided POOL AREA I POOL AREA 77 1 7 1.88 = Roads & Hardscape 0.85 = Buildings (Roof) 2.73 = Total Imperv. areas from newl raded bm Average Depth Calc's Perm. Pool 7440 sf Bottom shelf 5717 sf Bott om pond 2081 sf Pool de th 5.0 ft 3.85 = average depth Post - development. Total contributory drainage area through proposed wet pond. 4.65 = Drainage Area (Ac.) 2.73 = Impervious area (C =0.95) 0.66 = Cc (Composite run -off coefficient) 1.92 = Previous Area (C =0.25) 7.28 = Tc Time of concentration (Min) 0.00 = Wooded (C =0.20) Time of Concentration Data 1705 = Length (ft) 96 = Height (ft) om pond 2081 sf Pool de th 5.0 ft 3.85 = average depth Post - development. Total contributory drainage area through proposed wet pond. 4.65 = Drainage Area (Ac.) 2.73 = Impervious area (C =0.95) 0.66 = Cc (Composite run -off coefficient) 1.92 = Previous Area (C =0.25) 7.28 = Tc Time of concentration (Min) 0.00 = Wooded (C =0.20) Time of Concentration Data 1705 = Length (ft) 96 = Height (ft) Pond Report Hydraflow Hydrographs by Intelisolve Tuesday, Feb 11 2014, 4:4 PM Pond No. 1 - BMP Pond #1 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft) 0.00 427.50 2,081 0 0 0.50 428.00 2,408 1,122 1,122 1.50 429.00 3,120 2,764 3,886 2.50 430.00 3,909 3,515 7,401 3.50 431.00 4,776 4,343 11,743 4.50 432.00 5,717 5,247 16,990 5.00 432.50 7,440 3,289 20,279 5.50 433.00 9,323 4,191 24,470 6.50 434.00 10,529 9,926 34,396 7.00 434.50 11,153 5,421 39,816 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 18.00 1.50 0.00 0.00 Crest Len (ft) = 8.00 0.00 0.00 0.00 Span (in) = 18.00 1.50 0.00 0.00 Crest El. (ft) = 433.60 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. (ft) = 427.50 432.50 0.00 0.00 Weir Type = Riser - -- - -- - -- Length (ft) = 77.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope ( %) = 1.56 0.00 0.00 0.00 N -Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi -Stage = n/a No No No Exfiltration = 0.000 in /hr (Contour) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 427.50 0.00 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 0.50 1,122 428.00 0.00 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 1.50 3,886 429.00 0.00 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 2.50 7,401 430.00 0.00 0.00 - -- - -- 0.00 - -- - -- - -- 0.00 3.50 11,743 431.00 0.00 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 4.50 16,990 432.00 0.00 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 5.00 20,279 432.50 0.00 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 5.50 24,470 433.00 0.00 0.04 - -- - -- 0.00 - -- - -- - -- - -- 0.04 6.50 34,396 434.00 6.74 0.07 - -- - -- 6.74 - -- - -- - -- - -- 6.81 7.00 39,816 434.50 20.33 0.08 - -- - -- 20.33 - -- - -- - -- - -- 20.41 Permit No. (to be provided by DWQ) AMII'Ar O NCDENR Drainage area STORMWATER MANAGEMENT PERMIT APPLICATION FORM Impervious area, post - development 401 CERTIFICATION APPLICATION FORM % impervious WET DETENTION BASIN SUPPLEMENT Design rainfall depth This form must be filled out, printed and submitted. The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information. I. PROJECT INFORMATION Project name Spring Arbor of Cary - Assisted Living Contact person Bart J. McClain, PE Phone number 919 -467 -9708 Date February 9, 2014 Drainage area number 1 (BMP #1) II. DESIGN INFORMATION Site Characteristics Drainage area 202,554 fe Impervious area, post - development 118,919 fe % impervious 58.71 % Design rainfall depth 1.0 in Storage Volume: Non -SA Waters Minimum volume required Volume provided Storage Volume: SA Waters 1.5" runoff volume Pre - development 1 -yr, 24 -hr runoff Post - development 1 -yr, 24 -hr runoff Minimum volume required Volume provided Peak Flow Calculations Is the pre /post control of the lyr 24hr storm peak flow required? 1 -yr, 24 -hr rainfall depth Rational C, pre - development Rational C, post - development Rainfall intensity: 1 -yr, 24 -hr storm Pre - development 1 -yr, 24 -hr peak flow Post - development 1 -yr, 24 -hr peak flow Pre /Post 1 -yr, 24 -hr peak flow control Elevations Temporary pool elevation Permanent pool elevation SHWT elevation (approx. at the perm. pool elevation) Top of 10ft vegetated shelf elevation Bottom of 1 Oft vegetated shelf elevation Sediment cleanout, top elevation (bottom of pond) Sediment cleanout, bottom elevation Sediment storage provided Is there additional volume stored above the state - required temp. pool? Elevation of the top of the additional volume 9,763 ft3 10,147 ft3 OK, volume provided is equal to or in excess of volume required. ft3 ft3 ft3 ft3 ft3 (Y or N) 2.88 in 0.29 (unitless) 0.66 (unitless) 0.12 in /hr OK 13.49 ft3 /sec 0.04 f0/sec 13.45 ft3 /sec 433.60 fmsl 432.50 fmsl 431.00 fmsl 433.00 fmsl 432.00 fmsl Data not needed for calculation option #1, but OK if provided. 428.65 fmsl 427.50 fmsl Data not needed for calculation option #1, but OK if provided. 1.15 It (Y or N) fmsl Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2 IL DESIGN INFORMATION Surface Areas Area, temporary pool Area REQUIRED, permanent pool SA/DA ratio Area PROVIDED, permanent pool, Apefmpoq Area, bottom of 1 Oft vegetated shelf, Abt shelf Area, sediment cleanout, top elevation (bottom of pond), Awt_mr,d Volumes Volume, temporary pool Volume, permanent pool, Vpermpod Volume, forebay (sum of forebays if more than one forebay) Forebay % of permanent pool volume SA/DA Table Data Design TSS removal Coastal SA/DA Table Used? Mountain /Piedmont SA/DA Table Used? SA/DA ratio Average depth (used in SA/DA table): Calculation option 1 used? (See Figure 10 -2b) Volume, permanent pool, Vpempcd Area provided, permanent pool, Apempod Average depth calculated Average depth used in SA/DA, d., (Round to nearest 0.5ft) Calculation option 2 used? (See Figure 10 -2b) Area provided, permanent pool, AP,.-Pd Area, bottom of 1 Oft vegetated shelf, Amt Shaf 10,040 ft 6,380 ft 3.15 (unitless) 7,440 ft` OK 5,717 ft` 2,871 ft` 10,147 ft3 OK 20,279 ft' 4,100 ft3 20.2% % OK 90 % N (Y or N) Y (Y or N) 3.15 (unitless) Y (Y or N) 20,279 ft' 7,440 fe 3.85 ft 4.0 It (Y or N) 7,440 ft` 5,717 ft OK OK Permit (to be provided by DWQ) Area, sediment cleanout, top elevation (bottom of pond), AW_ nd 2,871 fe "Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 3.35 ft Average depth calculated ft Average depth used in SA/DA, d.„ (Round to down to nearest 0.5ft) ft Drawdown Calculations Drawdown through orifice? Y (Y or N) Diameter of orifice (if circular) 1.50 in Area of orifice (if- non - circular) in' Coefficient of discharge (CD) 0.60 (unitless) Driving head (Ho) 1.10 ft Drawdown through weir? N (Y or N) Weir type Riser (unitless) Coefficient of discharge (CW) 3.33 (unitless) Length of weir (L) 8 ft Driving head (H) 0 It Pre - development 1 -yr, 24 -hr peak flow 13.49 f3 /sec Post - development 1 -yr, 24 -hr peak flow 0.04 ft3 /sec Storage volume discharge rate (through discharge orifice or weir) 0.06 ft3 /sec Storage volume drawdown time 2.05 days OK, draws down in 2 -5 days. Additional Information Vegetated side slopes 3 :1 OK Vegetated shelf slope 10 :1 OK Vegetated shelf width 10.0 It OK Length of flowpath to width ratio 3 :1 OK Length to width ratio 2.0 :1 OK Trash rack for overflow & orifice? Y (Y or N) OK Freeboard provided 1.0 It OK Vegetated filter provided? N (Y or N) OK Recorded drainage easement provided? Y (Y or N) OK Capures all runoff at ultimate build -out? Y (Y or N) OK Drain mechanism for maintenance or emergencies is: 6" Gate Valve Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 2 of 2 Spring Arbor Assisted Living Dated: Feb. 07, 2014 Cary, North Carolina Revised: BMP #2 Stormwater Wet Detention Basin Design Calculations SA/DA Ratios for Permanent Pool Sizine to Achieve 90% TSS Reduction IMPERVIOUS PERCENT PERMANENT POOL - AVERAGE DEPTH IN FEET 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 10% 0.90 0.80 0.80 0.70 0.60 0.60 0.50 0.50 0.50 20% 1.50 1.30 1.10 1.00 1.00 0.90 0.90 0.90 0.80 30% 1.90 1.80 1.70 1.50 1.40 1.40 1.30 1.10 1.00 40% 2.50 2.30 2.00 1.90 1.80 1.70 1.60 1.60 1.50 50% 3.00 2.80 2.50 2.30 2.00 1.90 1.90 1.80 1.70 60% 3.50 3.20 2.80 2.70 2.50 2.40 2.20 2.10 1.90 70% 4.00 3.70 3.30 3.10 2.80 2.70 2.50 2.40 2.20 80% 4.50 4.10 3.80 3.50 3.30 3.00 2.80 2.70 2.60 90% 5.00 4.50 4.00 3.80 3.50 3.30 3.00 2.90 1 2.80 BMP rea (Ac.) Description 2 1 3.02 jWet Detention Basin Normal Pool Surface Area Calculations Required Provided BMP IMP. DEPTH SA/DA POOL AREA POOL AREA # % (FT) I (SF) (SF) 2 50.33 4 1 2.51 3,302 10,229 Wet Detention Basin #2 Volume to be controlled from the 1" storm 0.5030 = Rv (Runoff coefficient) 5,513.97 = Volume to be controlled (cf) 12,149 = Volume provided (cf) 0.64 = Roads & Hardscape 0.88 = Buildings (Roof) 1.52 = Total Imperv. areas from newly graded bm Average Depth Cale's Perm. Pool 10229 sf Bottom shelf 8282 sf Bottom pond 3937 sf Pool depth 5.0 ft 4.14 = average depth Post - development. Total contributory drainage area through proposed wet pond. 3.02 = Drainage Area (Ac.) 1.52 = Impervious area (C =0.95) 0.60 = Cc (Composite run -off coefficient) 1.50 = Previous Area (C =0.25) 7.28 = Tc Time of concentration (Min) 0.00 = Wooded (C =0.20) Time of Concentration Data 1705 = Length (ft) 96 = Height (ft) Pond Report Hydraflow Hydrographs by Intelisolve Sunday, Feb 9 2014, 2:12 PM Pond No. 2 - BMP Pond #2 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult) 0.00 430.50 3,937 0 0 0.50 431.00 4,351 2,072 2,072 1.50 432.00 5,231 4,791 6,863 2.50 433.00 6,180 5,706 12,569 3.50 434.00 7,198 6,689 19,258 4.50 435.00 8,282 7,740 26,998 5.00 435.50 10,229 4,628 31,625 5.50 436.00 12,340 5,642 37,268 6.50 437.00 13,684 13,012 50,280 7.00 437.50 14,376 7,015 57,295 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 18.00 1.00 0.00 0.00 Crest Len (ft) = 8.00 0.00 0.00 0.00 Span (in) = 18.00 1.00 0.00 0.00 Crest El. (ft) = 436.50 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. (ft) = 430.00 435.50 0.00 0.00 Weir Type = Riser - -- - -- - -- Length (ft) = 178.48 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope ( %) = 1.29 0.00 0.00 0.00 N -Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi -Stage = n/a No No No Exfiltration = 0.000 in /hr (Contour) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExfiI Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 430.50 0.00 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 0.50 2,072 431.00 1.27 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 1.50 6,863 432.00 1.27 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 2.50 12,569 433.00 1.27 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 3.50 19,258 434.00 1.27 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 4.50 26,998 435.00 1.27 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 5.00 31,625 435.50 1.27 0.00 - -- - -- 0.00 - -- - -- - -- - -- 0.00 5.50 37,268 436.00 1.27 0.02 - -- - -- 0.00 - -- - -- - -- - -- 0.02 6.50 50,280 437.00 9.42 0.03 - -- - -- 9.42 - -- - -- - -- 9.45 7.00 57,295 437.50 18.48 0.04 - -- - -- 18.48 - -- - -- - -- - -- 18.51 Permit No. (to be provided by DWQ) TT� OF WATg9 C) QG NCDENR o ' Drainage area STORMWATER MANAGEMENT PERMIT APPLICATION FORM Impervious area, post - development 401 CERTIFICATION APPLICATION FORM % impervious WET DETENTION BASIN SUPPLEMENT Design rainfall depth This form must be filled out, printed and submitted. The Required Items Checklist (Part IIQ must be printed, filled out and submitted along with all of the required information. i. PROJECT INFORMATION Project name Spring Arbor of Cary - Assisted Living Contact person Bart J. McClain, PE Phone number 919 -467 -9708 Date February 9, 2014 Drainage area number 2 (BMP #2) II. DESIGN INFORMATION Site Characteristics Drainage area 131,551 ftz Impervious area, post - development 66,211 ftz % impervious 50.33 % Design rainfall depth 1.0 in Storage Volume: Non -SA Waters Minimum volume required Volume provided Storage Volume: SA Waters 1.5" runoff volume Pre - development 1 -yr, 24 -hr runoff Post - development 1 -yr, 24 -hr runoff Minimum volume required Volume provided Peak Flow Calculations Is the pre /post control of the lyr 24hr storm peak flow required? 1 -yr, 24 -hr rainfall depth Rational C, pre - development Rational C, post - development Rainfall intensity: 1 -yr, 24 -hr storm Pre - development 1 -yr, 24 -hr peak flow Post - development 1 -yr, 24 -hr peak flow PrelPost 1 -yr, 24 -hr peak flow control Elevations Temporary pool elevation Permanent pool elevation SHWT elevation (approx. at the perm. pool elevation) Top of 10ft vegetated shelf elevation Bottom of 1Oft vegetated shelf elevation Sediment cleanout, top elevation (bottom of pond) Sediment cleanout, bottom elevation Sediment storage provided Is there additional volume stored above the state - required temp. pool? Elevation of the top of the additional volume 5,514 ft' 12,149 ft' OK, volume provided is equal to or in excess of volume required. ft3 ft3 ft3 ft3 ft3 (Y or N) 2.88 in 0.29 (unitless) 0.60 (unitless) 0.12 in /hr OK 8.38 felsec 0.02 f3 /sec -8.36 f3 /sec 436.50 fmsl 435.50 fmsl 431.00 fmsl 436.00 fmsl 435.00 fmsl Data not needed for calculation option #1, but OK if provided. 431.50 fmsl 430.50 fmsl Data not needed for calculation option #1, but OK if provided. 1.00 ft N (Y or N) fmsl Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2 Permit No. (to be provided by DWQ) II. DESIGN INFORMATION Surface Areas Area, temporary pool 13,005 ftZ Area REQUIRED, permanent pool 3,302 ft' SAIDA ratio 2.51 (unitless) Area PROVIDED, permanent pool, Ap..-Pod 10,229 ft` OK Area, bottom of 1 Oft vegetated shelf, Ab t Shelf 8,282 ft OK Area, sediment cleanout, top elevation (bottom of pond), Abot pond 4,782 ft` OK Volumes 10.0 ft OK Volume, temporary pool 12,149 ft3 OK Volume, permanent pool, VP,.-Pd 31,625 ft3 OK Volume, forebay (sum of forebays if more than one forebay) 6,010 ft3 OK Forebay % of permanent pool volume 19.0% % OK SAIDA Table Data N (Y or N) OK Design TSS removal 90 % OK Coastal SAIDA Table Used? N (Y or N) OK Mountain /Piedmont SAIDA Table Used? Y (Y or N) SAIDA ratio 2.51 (unitless) Average depth (used in SAIDA table): Calculation option 1 used? (See Figure 10 -2b) Y (Y or N) Volume, permanent pool, Vpempool 31,625 ft' Area provided, permanent pool, Apen -pod 10,229 ft Average depth calculated 4.14 It OK Average depth used in SAIDA, de,,, (Round to nearest 0.5ft) 4.0 It OK Calculation option 2 used? (See Figure 10 -2b) (Y or N) Area provided, permanent pool, Apempod 10,229 ft Area, bottom of 1 Oft vegetated shelf, Abot shat 8,282 ft1 Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 4,782 fe "Depth" (distance b/w bottom of IN shelf and top of sediment) 3.50 ft Average depth calculated ft Average depth used in SAIDA, da,,, (Round to down to nearest 0.5ft) ft Drawdown Calculations Drawdown through orifice? Y (Y or N) Diameter of orifice (if circular) 1.00 in Area of orifice (if- non - circular) in' Coefficient of discharge (Co) 0.60 (unitless) Driving head (He) 1.00 ft Drawdown through weir? N (Y or N) Weir type Riser (unitless) Coefficient of discharge (Cw) 3.33 (unitless) Length of weir (L) 8 ft Driving head (H) 0 ft Pre - development 1 -yr, 24 -hr peak flow 8.38 f3/sec Post - development 1 -yr, 24 -hr peak flow 0.02 ft3lsec Storage volume discharge rate (through discharge orifice or weir) 0.03 ft3 /sec Storage volume drawdown time 2.13 days OK, draws down in 2 -5 days. Additional Information Vegetated side slopes 3 :1 OK Vegetated shelf slope 10 :1 OK Vegetated shelf width 10.0 ft OK Length of flowpath to width ratio 3 :1 OK Length to width ratio 2.0 :1 OK Trash rack for overflow & orifice? Y (Y or N) OK Freeboard provided 1.0 ft OK Vegetated filter provided? N (Y or N) OK Recorded drainage easement provided? Y (Y or N) OK Capures all runoff at ultimate build -out? Y (Y or N) OK Drain mechanism for maintenance or emergencies is: 6" Gate Valve Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 2 of 2 0 N 01 O \ N Itt O N cr t►� J 0� H Q v O � � U O f° U Q t w L U U N N M M G < M ui �D Ln rn O 0 T � U T 4-- �L N O a E o N 0° > E O =4 N c iS L L f0 +� U f6 Vf U U N N \ \ M M rH O "' o Ln T T au U N?L O a = o N 0° > E >- O �o v 7 C L f6 Qj U (6 N Z V) L �n L v a� O E = m E rl N N iE 3E c N N 3 O 3 o E o E = O L O O is iE o N o N U U N N M M G < M ui �D Ln rn O 0 T � U T 4-- �L N O a E o N 0° > E O =4 N c iS L L f0 +� U f6 Vf U U N N \ \ M M rH O "' o Ln T T au U N?L O a = o N 0° > E >- O �o v 7 C L f6 Qj U (6 N Z V) L �n L O O m = m -C rl N N iE 3E N N O 7 o E o E = O L O is iE C v C - U U C O C N E E O o c-i l� ci l0 U U N N M M G < M ui �D Ln rn O 0 T � U T 4-- �L N O a E o N 0° > E O =4 N c iS L L f0 +� U f6 Vf U U N N \ \ M M rH O "' o Ln T T au U N?L O a = o N 0° > E >- O �o v 7 C L f6 Qj U (6 N Z Section 5 100 YEAR CULVERT BACKWATER ANALYSIS HW 10 LOCATION DATA CALCULATIONS a M M 00 V' r O N C 7 T N C O Q vi a N C a ' C c J N N U) a gip, L y' + LO O Q L a 0) C U) C) U AR, i r a > "O o E 0 o o _o n Z w o o w U ° a (D w _(_- �aaaa- aEF> L o 0) 0 W n`. m m m m of CU U 0 L 2 O O N O C c c c c Z 2 c 2 O O O O O N .O N O� w�� U w 70 d A p� 2 J 2 N M d co r W Q) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday, Jun 9 2014, 8:34 AM Hyd. No. 8 Combined Hydrograph type = Combine Peak discharge = 14.95 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyds. = 5, 6, 7 Q (cfs) 15.00 12.00 WX More, 3.00 0.00 0 Hydrograph Volume = 19,061 cuft Combined Hyd. No. 8 -- 100 Yr 10 20 30 40 Hyd No. 8 Hyd No. 5 Hyd No. 6 50 60 Hyd No. 7 Q (cfs) 15.00 12.00 • M . M 3.00 0.00 70 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jun 5 2014, 2:3 PM Hyd. No. 9 Culvert Routing Hydrograph type = Reservoir Peak discharge = 12.54 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 8 Max. Elevation = 420.99 ft Reservoir name = Culvert Max. Storage = 569 cuft Storage Indication method used. Hydrograph Volume = 19,061 cuft Q (cfs) 15.00 12.00 • 11 • 11 3.00 0.00 -'- 0 Culvert Routing Hyd. No. 9 -- 100 Yr 10 20 30 40 50 Hyd No. 9 ---- Hyd No. 8 X11 Req. Stor = 569 cuft •/ Q (cfs) 15.00 12.00 • 1/ • 11 3.00 =� 0.00 70 Time (min) Pond Report Hydraflow Hydrographs by Intelisolve Thursday, Jun 5 2014, 1:49 PM Pond No. 14 - Culvert Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 417.57 00 0 0 0.43 418.00 02 0 0 1.43 419.00 31 17 17 2.43 420.00 216 124 140 3.03 420.60 493 213 353 3.43 421.00 616 222 575 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 1.50 0.00 0.00 0.00 Span (in) = 18.00 0.00 0.00 0.00 Crest El. (ft) = 420.60 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 2.60 0.00 0.00 0.00 Invert El. (ft) = 417.57 0.00 0.00 0.00 Weir Type = Broad - -- - -- - -- Length (ft) = 202.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope ( %) = 3.53 0.00 0.00 0.00 N -Value = .013 .000 .000 .000 Orif. Coeff. = 0.50 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfiltration = 0.000 in /hr (Contour) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 417.57 0.00 - -- - -- - -- 0.00 - -- - -- - -- - -- 0.00 0.43 0 418.00 0.78 - -- - -- - -- 0.00 - -- - -- - -- - -- 0.78 1.43 17 419.00 5.89 - -- - -- - -- 0.00 - -- - -- - -- - -- 5.89 2.43 140 420.00 9.19 - -- - -- - 0.00 - -- - -- - -- - -- 9.19 3.03 353 420.60 10.71 - -- - -- - -- 0.00 - -- - -- - -- - -- 10.71 3.43 575 421.00 11.61 - -- - -- - 0.99 - -- - -- - -- - -- 12.59 /:I W-9 0401 A _W 1 HUNTER & LINDA $HOLAR JEREMY VERZLRA -FART I I - - -- - -_I , ____1 -j , D.B. 9083 PG. 2399 I g STACI FAIR N� N� I N/F I D.B. 14345 PG. 2107 I EDWARD MG. 16 JUNIU6 &DENISE HARWARO , ANNE & MICHAEL DEDI D.B. 8137 PC. 1625 ; D.B. 6157 PC. 103 i D.B. 12126 PG. 111 I I 1 1 1 y -1 II I \ I I It 14, , , I 1 1 41 I. I I I I1 i III it I III \ I f I. s it it I PROJECT BOUNDARY Xn sp n u' II II IS , n H I 11 11 n �,a 1 n 1 11 rl r 1 n I' n I I D I II II II 1 -o II m I li 4� o II \" II D I II T 1 11 1 II 1 .I a 0 1 II Q ii aX Z O i it n 1 D 1 ii Y m° WOODS w 11` 1 " I ry —' n 'I 11 LA II ,A 1 I 1+ Existing Impervious Area Exhibit For II Spring Arbor of Cary Assisted Livinc Cary North Carolina Date: February 13, 2014 Scale: 1 " = 100' I - -; X11 „ 11 v , .I t� I ICI , I' , I � I 11 , I I I I- D �v M T v I , I , I I I 1 I 1 I I I I I I I I I I I I I ]. _ _ D.B. 102]6 PG. 126' GEETA MANIAM HUNTER d[ LILINDA SHOLAgI ' N� D.B. 12624 PG. 2559 D.B. 9083 PG. 2399 I JEREMY VERZtRA —FAlfi N D D.. STACI FAIR B. 14345 PG. 2107 EDWARD M 16 O.B. 813] PC. G. 1625 PROJECT BOUNDARY Q Z D 0 U W 0 ry CD RO jEC P N/E 1 NIE JUNIUS k DENISE HARWARD � ANNE & MICHAEL DEDI D.B. 6157 PG. 103 D.B. 12126 PG. 111 WOODS a0 n-A 0 GZ 3� •e& m 1 b�%� " '�GN�I Proposed v5 H , " " .� Impervious Area Exhibit For Spring Arbor of Cary Assisted Livinc Cary North Carolina .�' Date. February 13, 2014 Scale. 1" = 100' J Pill m CHANNEL, WETLANDS, • ll& NRB IMPACT MAP FOR Engineering Planning SPRING ARBOR OF CARY Site Design 1150 SE MAYNARD ROAD COVER SUITE 260 CAR), NC 27511 (919) 467 -9708 WAKE COUNTY, NORTH CAROLINA SCALE 1" = 300' November 3, 2014 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 1 OF 4 TOP OF BANK 131 IMPACT 1a 21 LF - CHANNEL IMPACT .00 AC - WETLANDS IMPACT 1,280 SF - ZONE 1 NRB 873 SF - ZONE 2 NRB 85 SF - CHANNEL \� \\ \\ ZONE \ �; w w w , �� \ \� \`\ \ 1�i �� EX. 50' . NEUSE \ ARE A\ \VA ! RIPARIAN BUFFER. (MEASURED FROM TOP OF BANK) \ c �� a EX. SS MH L ILL A\ \ A LLLhI TOP OF BANK �CLLLL 0� ��LLLLL L A V I / �' \ VA\ � \ �A \ / LL E�LLL \ \ k. \\ \ V 1 LLLLL \ \ \ \ \ \� �'� A\ \ A \� 0A O Vv z0b- \ \�� A � \ o I\\\ V 0 A \�\ \p•V0\ V, I \ V R 'SAf�I ��tY \V�V�� \ A / \ \ EX. J RI�SDICTION\A A \ \WE\TLA D S, < \\ \ \ \ E)\C 50,Ag� E I \ \ \ \ RIPARIAN, BF \ V A \ (MEVASUREO\ f OM V A \ \ \ TOP OF B'AN4� \ \ 1 l/I��l !I /I/l m CHANNEL, WETLANDS, . ll& NRB IMPACT MAP do FOR Engineering Planning SPRING ARBOR OF CARY Site Design 1150 SE MAYNARD ROAD IMPACT 1 a SUITE 260 CARY, INC 27511 (919) 467 -9708 WAKE COUNTY, NORTH CAROLINA SCALE 1" = 50' November 3, 2014 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 2 OF 4 TOP OF BANK \ u Zp �` 0. I ��,"�� ,� �� • fir, �� A�VA� \ \VA I�1� � 2 \\ \Q 1-r IMPACT 1 b 20 LF - CHANNEL IMPACT .00 AC - WETLANDS IMPACT 906 SF - ZONE 1 NRB 402 SF - ZONE 2 NRB 80 SF - CHANNEL ZONE �� '�� A�A� \V A SEX. 50'.NEUSE A �<'- - ARE AV �� '� RIPARIAN BUFFER. (MEASURED FROM A TOP OF BANK) EX. SS MH LLLILL i ELL \ \ \\ �� \ �r s LLLLL� \ NRe �� ° L �q \ \\ 5\ V V A V TOP OF BANK r'o V X0'0 � �� y 20�� \i� A �0 \ \\ \ \ \ \ \ QRP.A Y\ �Sf�I��t CL \ \ \ EX. \ A \ \ \ \ V J RI'SDICTA IOVN\A A A \ \ V \ A V \ \ < \WETLND VA i f I \ \ ESC. 50 �N\E �E\ \ \ \ \ RIPARIAN BF V A \ (MEVASURED\ f OM\ V A AIII I I I 1 All — — �A x V AI \I \ TOP OF, B'AN4 \ �0 nie dw Engineering Planning Site Design 1150 SE MAYNARD ROAD SUITE 260 CARY, INC 27511 (919) 467 -8708 CHANNEL, WETLANDS, & NRB IMPACT MAP FOR SPRING ARBOR OF CARY IMPACT 1 b WAKE COUNTY, NORTH CAROLINA SCALE 1" = 50' November 3, 2014 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 3 OF 4 1° TOP OF BANK \ u Zp �` 0. F 0 % - 2 1-r IMPACT 1 c 0 LF - CHANNEL IMPACT .02 AC - WETLANDS IMPACT 0 SF - ZONE 1 NRB 0 SF - ZONE 2 NRB 0 SF - CHANNEL ZONE �� '�� A� \\VA A �� SEX. 50'.NEUSE A ARE A\ VA /'� RIPARIAN BUFFER. ��\ (MEASURED FROM TOP OF BANK ;E ,ce V� \\ A\ </ / y� � �\ \� EX. SS MH N \ \ f \ TOP OF BANK \h� \� \� I 1% 'l Y k.0 0\\ 20b- \i� �0 0\ VA,��AA�i 1 1 \ \ \ \p•V \ V A AV V, I �R!P.' \ QSAf�I �tY\ \ \ \ bUT�� CL�� \ A / \ \ EX. RI J �SDICTION\A , A \ \WETLA D y ` \ \\ V A A \ \thy\ \ VA \ \V \\ \ \ \ E�. 50' 14 ��E\ \ V A I \ \ \ \ RIPARIAN, BF \ V A \ (MEVASUREO\ f OM 1 A \ \ \ TOP OF B'ANk \ 1 �0 nie dw Engineering Planning Site Design 1150 SE MAYNARD ROAD SUITE 260 CARY, INC 27511 (919) 467 -8708 CHANNEL, WETLANDS, & NRB IMPACT MAP FOR SPRING ARBOR OF CARY IMPACT 1c WAKE COUNTY, NORTH CAROLINA SCALE 1" = 50' November 3, 2014 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 4 OF 4 Bart McClain From: Matthew Flynn <Matt. Flynn @townofcary.org> Sent: Tuesday, November 04, 2014 9:18 AM To: Bart McClain Cc: William Daniel; Brian Nichols Subject: RE: Spring Arbor (14 -SP -011) We would approve the plan after receiving the 404/401 permits. We seem to go through this every couple of years for certain projects. Just let them know we will approve after receipt and if they have any questions they can contact me. Thanks - Matt Matthew Flynn Stormwater Field Services Administrator Water Resources Department Matt.Flynn @townofcary.org (919)469 -4347 In keeping with the NC Public Records Act, e- mails, and all attachments, may be released to others upon request for inspection and copying without prior notification. From: Bart McClain [bmcclain @wmgda.com] Sent: Tuesday, November 04, 2014 9:06 AM To: Matthew Flynn Cc: William Daniel; Brian Nichols Subject: Spring Arbor (14 -SP -011) Matt, We are working towards getting the wetland and buffer impact permits and need you to provide us a letter stating the Town's approval of the Spring Arbor stormwater management plan. Is this something you would feel comfortable providing us? Please call me to discuss. Thanks Bart J. McClain Wm. G. Daniel & Assoc., P.A. 1150 S.E. Maynard Road, Suite 260 Cary, NC 27511 919 - 467 -9708 ph 919 - 460 -7585 fx