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Home My WebLink About20180847 Ver 1_More Information Received_20180817Action History (UTC -05:00) Eastern Time (US & Canada) Submit by Anonymous User 8/17/2018 1:11:18 PM (Message Start Event) Accept by Montalvo, Sheri A 8/20/2018 11:46:11 AM (NON -DOT - Existing Project) • The task was assigned to Montalvo, Sheri A. The due date is: August 22, 2018 5:00 PM 8/17/2018 1:11 PM Staff Review ID#* Version* 1 20180847 Is this project a public transportation project?* r Yes r No Reviewer List:* Andrew Moore:eads\awmoore3 Select Reviewing Office:* Asheville Regional Office - (828) 296-4500 Submittal Type:* Application Attachments Does this project require a request for payment to be sent? r Yes r No Project Submittal Dated 8/17/2018 Please note: fields marked with a red asterisk below are required. You will not be able to submit the form until all mandatory questions are answered. Project Type: r New Project r Pre -Application Submittal F More Information Response r Other Agency Comments r For the Record Only (Courtesy Copy) New Project - Please check the new project type if you are trying to submit a new project that needs an official approval decision. Pre -Application Submittal - Please check the pre -application submittal if you just want feedback on your submittal and do not have the expectation that your submittal will be considered a complete application requiring a formal decision. More Information Response - Please check this type if you are responding to a request for information from staff and you have and ID# and version for this response. Other Agency Comments - Please check this if you are submitting comments on an existing project. Project Contact Information Name: Alea Tuttle Who is subrritting the information? Email Address: alea@cwenv.com Project Information Existing ID #: Existing Version: 2018847 1 20170001 (no dashes) Project Name: White Oak Phase 5 (DWR Project #2018847) Is this a public transportation project? r Yes t= No Is the project located within a NC DCM Area of Environmental Concern (AEC)? r Yesr No r Unknown County (ies) Henderson Please upload all files that need to be submited. Click the upload button or drag and drop files here to attach docurrent Response to DWR 8.17.2018—attachment A.pdf 5.47MB Only pdf or lqm files are accepted. Describe the attachments: On July 24, 2018, we received your email requesting additional information in response to our application on June 8, 2018 for the construction of the White Oak Phase 5 housing development in Henderson County (DWR Project #2018847). The following items were requested, and our response is included. V By checking the box and signing box below, I certify that: o I have given true, accurate, and complete information on this form; o I agree that submission of this form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the "Uniform Electronic Transactions Act") • I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes (the "Uniform Electronic Transactions Act'); o I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written signature; AND • I intend to electronically sign and submit the online form." Signature: Submittal Date: Re: Request for Additional Information, White Oak Phase 5, Henderson County (DWR Project #2018847) Andrew, On July 24, 2018, we received your email requesting additional information in response to our application on June 8, 2018 for the construction of the White Oak Phase 5 housing development in Henderson County. The following items were requested, and our response is included below in italics: 1. Please demonstrate that alternative lot layouts and configurations have been evaluated in an effort to avoid stream and wetland impacts and that the project purpose cannot be practically accomplished using an alternative lot layout or configuration. [15A NCAC 02H .0506(f) and (g)] The development of White Oak is part of a long term master plan and Phase 5 is consistent with earlier phases of development. Impacts for the entire project (Phase 1-5) have been limited wetland and stream impacts to the current proposal. The lot layout is already organized in a fashion that minimizes impacts to jurisdictional areas and impacts are so minimal that they fall below the notification threshold for NC DWR 401 program. 2. Please provide building envelopes for all lots with wetlands and streams on the site plans to demonstrate these lots are buildable without additional jurisdictional impacts. [15A NCAC 02H .0502(g)] The requested additional information is provided in Attachment A, Sheet I 3. In order to comply with the stormwater conditions of the General Certification, the project is required to provide either: a. A completed Stormwater Management Plan, or b. The following items to document that the project will not cause degradation of downstream surface waters: Please see Attachment A for the "Revised Stormwater Analysis " report. Pre and Post development analysis of the entire drainage area is included in the report. A pipe detention system with outlet control has been added to reduce stormwater volume rates at both the culvert discharge at the receiving stream and at the 48" culvert exiting the southwest corner of the property to below pre -development levels. A discussion on how the project will not cause degradation of downstream surface waters when considering the volume and velocity of the increased flows and the current size/condition of the receiving stream. It appears the site is currently open space including a wooded buffer around the streams and wetlands. The proposed percent impervious will increase from 0% to 28%. The site drains to the southwest corner of the property. The calculated flow rate used for the pre -development velocity calculation is 115 cfs, while the flow rate used to calculate the post -development velocity is only 68.6 cfs. It is unclear how the post -development flow rate would be lower than the pre -development flow rate. Please provide revised post - development calculations that take into account the entire drainage area for the receiving stream and the resulting cumulative discharge rate. Please see the attached `Revised White Oak Phase 5 Stormwater Analysis" in Attachment A. II. Delineation of each drainage area and accompanying calculations to show that flows from every discharge point will be non-erosive to both the land surface and the receiving surface water during the peak flow from the 10 - year storm event. Please also show that the cumulative flows to the receiving stream in the southwest corner of the property will be non- erosive. You may refer to the guidelines from DEMLR - Sedimentation and Erosion Control to determine an appropriate non-erosive velocity. The permissible velocities for erosion protection are under Appendix 8.05 (i.e. Chapter 8). Please see the attached "Revised White Oak Phase 5 Stormwater Analysis" in Attachment A. III. Calculations to demonstrate that for any discharge points proposed to increase flow rate and volume, the structural stability of the receiving surface water will not be compromised. Please note that there will be a monitoring requirement to demonstrate that the project will not cause degradation of the receiving stream. Monitoring will not be required if the project follows an approved Stormwater Management Plan. The flow rate and volumes have been modeled for the 10 year storm pre and post construction, and for discharge points with outlet control. The calculation results are summarized on page one of the attached "Revised White Oak Phase 5 Stormwater Analysis " in Attachment A. IV. Designed drawings (both aerial and profile views showing the actual designed dimensions) and calculations of any proposed diffuse flow or detention systems and any vegetated conveyances (if provided). [ 15A NCAC 02H .0506(b)(3)] See detail on Attachment A Sheet 7 depicting culvert outlet control structure. 5. The storm pipe cross section detail appears to depict a rip rap pad at the stormwater pipe outlet. Is a rip rap pad proposed at the stormwater pipe outlet? If so, will the rip rap pad be placed within the stream channel, and if so, are those impacts included as part of the 149.5 feet of proposed stream impacts? [15A NCAC 02H .0502(a)] Odom Engineering has determined that riprap stabilization at the Stormwater outlet pipe will not be required to prevent scour and erosion. The drawing in Attachment A has been revised to show that no rip rap will be placed in the stream channel and no impact is proposed beyond the 149.5 feet ofproposed stream impacts. 6. Will additional stream or wetland impacts be required to connect each proposed residence to the sewer line? [15A NCAC 02H .0502(a)] No additional impacts will be required to connect each residence to the sewer line. The sewer line will be connected along the proposed road corridor. 7. Please provide a sequence of construction for the proposed wetland impact W 1 that details how the proposed 0.09 acres of wetland will be filled without causing a violation of wetland standards in the remaining portion of the wetland, including any un -permitted fill, or a violation of any stream standards. Please include details regarding sediment and erosion control measures and construction access. [15A NCAC 02B .0211, 0231 and 15A NCAC 02H .0502(c)]. The requested additional information is provided in Attachment A: Page 7 SEC details have been revised to add specific instruction related to filling the wetland impact areas without causing a violation of wetland standards in the remaining portion of the wetland and requiring fill in the wetland to be approved by a geotechnical engineer. The applicant believes the information submitted in this correspondence addresses all issues set forth in your email dated July 24, 2018. This response letter and Attachment A will be uploaded via the electronic document submittal form. Should you have any questions or comments concerning this project please do not hesitate to contact me at 828-698-9800. Sincerely, Alea ATTACHMENT A: Revised Plan Pages and Revised Stormwater Analysis 5TRUCTURE TABLE Slid. 5TRUCTURE NAME: DETAILS: PIPES IN: PIPES OUT 51ZE RIM = 2137.00 SLOPE MATERIAL OUTLET CONTROL 5TRUCTURE INV IN = 21 26.23 51VPipe - (1) 5WP,pe - O O HDPE P.pe IHV OUT = 212G, 13 42' 34,39- j.59% RIM = 2138.53 5VVPipe - (3) 42' JB- I IN`✓ IN = 2126.61 5WPipe - (2) 51.VPipe - (1) 60' IN`✓ OUT = 212C.51 0.50% 60 mch HDPE Pipe HTV- I RIM = 2130.10 SLVPipe - O 0.50% 60 mch HOPE Pipe INV IN = 21 26.00 18' 49.95' AB -4 = 2138.50 CULVERT -3 5WPe - (Pi 4) 26.28' INRJM V OUT = 2130.00 0 RC, 15- RIM = 2138.49 133% 0 RCI AB -3 RIV IN = 2129.50 5LVRpe - (4) 5WPIpe - (3) 0 RCP INV OUT = 2129.40 0.158 20 7,119 6,365 0.146 RIM = 2134.55 0.149 AB -2 IN IN= 2127.19 SWPipe - (3) StVPipe (2) INV OUT 2127.09 I I I I 1 I L___ J RI (REA LOT SETBACKS NOTES: 1. FOR SOURCE BE THE DTLE. SEE DEED BOOK 3057 O PAGE 590. 2. THIS PROPERTY IS Q LOCATED IN A DESIGNATED ROOD HAZARD ZONE AREA PER FIRM MAP #370125 0085 B. DATED MARCH 1, 1982. 3BJE . SUCT TO THE RIGHT-OF-WAY FOR ZEB CORN ROAD (SR 1583)- 4. SUBJECT TO A NATURAL GAS LINE RICHT-OF-WAY AS SHOWN HEREON AND ON UNRECORDED PLAT BY GARY CORN• RLS DATED FEB. 20. 1986. S SUBJECT TO AN EASEMENT FOR THE OVERHEAD AND/OR UNDERGROUND UTIUTIES. AS SHOWN, OR AS RECORDED. Nrs \ 45" Right lid. y Per P/al S 5/90 - 7�7�7�j� 7j�(�j\�A\7��J �„ •,_....,r ;� „ \ CBRW T TO Ces 1C1L\UL:dLdLlVll)LL\ili R Y wlmuux (NOTFORRECORDATION, CONVEYANCE OR SALES) - / lN. ALPNE P~. ~ 65' 1 33�Y 37.25"E / \ \*.. j O' 16. \ -50' R/9hl-ol-WDy Ae �• - \ Per R.l Slide 5490 15.0' �`15A' / :,:•�:• /'e - \ ✓/ \\ 20' Son , Sewer / / N61' 3,' 0 -157J rr,4•,CPP-1 6� \ \\ \ �j ` / \ 0 18' ED1 Slid. As Per .S` A 45' P1.Slid. 6316 \ \ ' �.,,,,a �.,! MIDDLE STREET R/11 / N61' 50' 29.58"E ALTERNATE FURN-A-ROUND v, 33.e7 Tt6TN� I}' -°°D / \I \\ -\ \AA / NOTE: 4VT COMBINATION OF THE ABOVE ENG°NEERI% APPROVED TYPICAL / 61 2B 3616"E / / \ \ / 1 R1 JS".I / ) \ /.F O ELGINTEE- N, CUL-C=-SACMAND/OR AL'ERNA-S TURN -A_ MEET I.E., A NN6611 31' 03.15E \ 51.13' Sanitary Sae r I T TEE' OR 'HAMMERHEAD' SHAPED 26L -M -SAC) THAT MEETS OR EXCF.F.pS / L. \ / / THE TURNING RADIUS AND AREA, A5 S110WM HEREON, SHOOED BE DEEMED / 36;09 / F�4 en1 I Da'x 1• TEL IN COMPLIANCE WITH APPROVED ENGINEERING STANDARD PRAlTICES AND U r• x AS SI:CH, MEETS THE HENDERSON COUNTY SUBDIVISION OP.DINANCE SECTION wet' 3/' 3.15E LTO -2K. ;TAP.LE I, SUBNOTE 2) AND UO -21H FOR ALTERNATE DEAD ENDS, /- CUU-OE SAC, AND TURNAROUNDS. �q \ \ / / /\ < �/ 'WE TYPICAL ROADWAY SECTION I�I N61' 33' 31.`8' j/ \ - O\ /N6' 1'08.18\\ Ba• sb' 33.9 E-�6p 61 � 13 � -'- w Tw. � �� , s / \ \\y. / =' / 32.7s'- � / • \ \ \ � " V s[E otiw. ox sxccr / � / a' p Oi /�> ^ 4 r ^v yv' _ zo• r mP.rery om; I ! \ \ `_ 1a \ i/. / / I /�' / \ \. ora D m / \ -` /� EDe. t Ae P.r / 'c•\ - - 1 \ v ./ \\`\ l \ \ i / / /� > .•v �1. ,Ec viol sna. 6316 AND (3) .'.a ' ' �1 I 15 \`\-•/ /�x' y/-/\\\\\ Q ,^ \ �✓;% %�/1\ 3 Sig* 09' 15.12-W • S Lr� \ STREAM �MPACT \\ / - '� / �\\\ h� ixct Wxc � � r ROAD LENGTHS:// ROAD 1 (18' WIDE) - 835 LF ,// Pl lidos 6 \ \ I 1\\ ' �_ SIC 15' 19.12'W ROAD 2 (18' WIDE) - 248 LF r/ „z: 6'72" ROAD 2 (14' WIDE) - 68 LF ROAD 3 (18' WIDE) - 150 LF lxcwaNDw `xetY („� I \ �- w ,1// \ z•TE� \. - / ,� / *.4, Via' ewwOHrwss "t S 19/ 12.75.W ! / ) / / / c, ` ♦ "� ._. J - a\a;IH I I}U6 1 /��\ \i f;/-/��,n. J / '� T� � / r � � 4�D / *;, .�T1I�-� / e•_,1 I _ ; z i' £ \ ^/N� as' B.7s� � wsazxasl -.;. ��., azf DR a.s � /'-•` .... T.�� 1 19.97' \` -Nis is' 75•E /( ...-/ II I I l II / N z• 1z' 44.61-W _ 12=G 19. NS <•e 12' 2026 52 ` I N82' Og' 29.72"{y J L'� 75.02. _ 1 111 � / mlo ,.. 2z 2608' 29.72'W N82' OB' 29. J2.N, N8T 08' '1_j L -105..6•- 1 rn I r A (R/W Width) 4 Pipe Table B - Pa✓emmt Width -I O I NAME NAME 51ZE LENGTH SLOPE MATERIAL - O 48' 25.-11' 0.50% O HDPE P.pe 5'NPipe - (4) 42' 34,39- j.59% 0 HDPE Pre 5VVPipe - (3) 42' 134.07' 1.65% 42 mch HDPE Pipe 5 VPIpe - (2) 60' 96.1 3' 0.50% 60 mch HDPE Pipe 5BVPpe - 0) 60' 56.76' 0.50% 60 mch HOPE Pipe CULVERT -4 18' 49.95' 1.50% 0 RCP CULVERT -3 18' 26.28' 1.9 % 0 RC, CUL`..'ERT-2 15- 37.52' 133% 0 RCI CULVERT -1 18' 36.66'2.73% 18 8,194 6,417 0 RCP I I I I 1 I L___ J RI (REA LOT SETBACKS NOTES: 1. FOR SOURCE BE THE DTLE. SEE DEED BOOK 3057 O PAGE 590. 2. THIS PROPERTY IS Q LOCATED IN A DESIGNATED ROOD HAZARD ZONE AREA PER FIRM MAP #370125 0085 B. DATED MARCH 1, 1982. 3BJE . SUCT TO THE RIGHT-OF-WAY FOR ZEB CORN ROAD (SR 1583)- 4. SUBJECT TO A NATURAL GAS LINE RICHT-OF-WAY AS SHOWN HEREON AND ON UNRECORDED PLAT BY GARY CORN• RLS DATED FEB. 20. 1986. S SUBJECT TO AN EASEMENT FOR THE OVERHEAD AND/OR UNDERGROUND UTIUTIES. AS SHOWN, OR AS RECORDED. Nrs \ 45" Right lid. y Per P/al S 5/90 - 7�7�7�j� 7j�(�j\�A\7��J �„ •,_....,r ;� „ \ CBRW T TO Ces 1C1L\UL:dLdLlVll)LL\ili R Y wlmuux (NOTFORRECORDATION, CONVEYANCE OR SALES) - / lN. ALPNE P~. ~ 65' 1 33�Y 37.25"E / \ \*.. j O' 16. \ -50' R/9hl-ol-WDy Ae �• - \ Per R.l Slide 5490 15.0' �`15A' / :,:•�:• /'e - \ ✓/ \\ 20' Son , Sewer / / N61' 3,' 0 -157J rr,4•,CPP-1 6� \ \\ \ �j ` / \ 0 18' ED1 Slid. As Per .S` A 45' P1.Slid. 6316 \ \ ' �.,,,,a �.,! MIDDLE STREET R/11 / N61' 50' 29.58"E ALTERNATE FURN-A-ROUND v, 33.e7 Tt6TN� I}' -°°D / \I \\ -\ \AA / NOTE: 4VT COMBINATION OF THE ABOVE ENG°NEERI% APPROVED TYPICAL / 61 2B 3616"E / / \ \ / 1 R1 JS".I / ) \ /.F O ELGINTEE- N, CUL-C=-SACMAND/OR AL'ERNA-S TURN -A_ MEET I.E., A NN6611 31' 03.15E \ 51.13' Sanitary Sae r I T TEE' OR 'HAMMERHEAD' SHAPED 26L -M -SAC) THAT MEETS OR EXCF.F.pS / L. \ / / THE TURNING RADIUS AND AREA, A5 S110WM HEREON, SHOOED BE DEEMED / 36;09 / F�4 en1 I Da'x 1• TEL IN COMPLIANCE WITH APPROVED ENGINEERING STANDARD PRAlTICES AND U r• x AS SI:CH, MEETS THE HENDERSON COUNTY SUBDIVISION OP.DINANCE SECTION wet' 3/' 3.15E LTO -2K. ;TAP.LE I, SUBNOTE 2) AND UO -21H FOR ALTERNATE DEAD ENDS, /- CUU-OE SAC, AND TURNAROUNDS. �q \ \ / / /\ < �/ 'WE TYPICAL ROADWAY SECTION I�I N61' 33' 31.`8' j/ \ - O\ /N6' 1'08.18\\ Ba• sb' 33.9 E-�6p 61 � 13 � -'- w Tw. � �� , s / \ \\y. / =' / 32.7s'- � / • \ \ \ � " V s[E otiw. ox sxccr / � / a' p Oi /�> ^ 4 r ^v yv' _ zo• r mP.rery om; I ! \ \ `_ 1a \ i/. / / I /�' / \ \. ora D m / \ -` /� EDe. t Ae P.r / 'c•\ - - 1 \ v ./ \\`\ l \ \ i / / /� > .•v �1. ,Ec viol sna. 6316 AND (3) .'.a ' ' �1 I 15 \`\-•/ /�x' y/-/\\\\\ Q ,^ \ �✓;% %�/1\ 3 Sig* 09' 15.12-W • S Lr� \ STREAM �MPACT \\ / - '� / �\\\ h� ixct Wxc � � r ROAD LENGTHS:// ROAD 1 (18' WIDE) - 835 LF ,// Pl lidos 6 \ \ I 1\\ ' �_ SIC 15' 19.12'W ROAD 2 (18' WIDE) - 248 LF r/ „z: 6'72" ROAD 2 (14' WIDE) - 68 LF ROAD 3 (18' WIDE) - 150 LF lxcwaNDw `xetY („� I \ �- w ,1// \ z•TE� \. - / ,� / *.4, Via' ewwOHrwss "t S 19/ 12.75.W ! / ) / / / c, ` ♦ "� ._. J - a\a;IH I I}U6 1 /��\ \i f;/-/��,n. J / '� T� � / r � � 4�D / *;, .�T1I�-� / e•_,1 I _ ; z i' £ \ ^/N� as' B.7s� � wsazxasl -.;. ��., azf DR a.s � /'-•` .... T.�� 1 19.97' \` -Nis is' 75•E /( ...-/ II I I l II / N z• 1z' 44.61-W _ 12=G 19. NS <•e 12' 2026 52 ` I N82' Og' 29.72"{y J L'� 75.02. _ 1 111 � / mlo ,.. 2z 2608' 29.72'W N82' OB' 29. J2.N, N8T 08' '1_j L -105..6•- 1 rn I r A (R/W Width) 4 I B - Pa✓emmt Width -I O I H C (OOAC Thicbcas) 2-1 Q`D DS /welder Width 1 D (Ayfwit Tkd>wss) I ` y TYPICAL ROADWAY 5ECT14N (N -T.5.) Road TYpe A g C D E F Collector 45' R/W IB' e' 1.5' 1-2 4' 2:1 Locol 45 R/W 18' 6' I.5' 1-2 4' 1.5:1 Limited Loral 30' �/W 14' 6' 1.5' 1-2 2' 1.5:1 ♦r Ail rood type, ,holt hove o ditch dope in --d-wiUF Hmderscn County Subdivision Ordir> 5ecti- 170-21C (Table 1). *COLLECTOR ROAD: ROAD 1 - (45' R/W - 18' WIDE PAVEMENT) *LOCAL ROAD: ROAD 2 AND ROAD 3 - (45' R/W - 18' WIDE PAVEMENT) *LIMITED LOCAL ROAD: PORTION OF ROAD 2 - (30' R/W - 14' WIDE PAVEMENT) *ALTERNATE TURN AROUND: SEE DETAIL THIS SHEET 5os'ol No - This bdnes w,tFn V2 mile F law=armla+d P.tim Gstrict 24 W 6,319 0.145 PHASE MAP - ^�r) 0.163 26 9,738 7,457 0.171 Phase 5 - Lot Summary K� tl4 1HE PRIVAD RDID -'M 6H DIS RAT WY .1 MEET TIE REQUIREMENTS a NLUDT FBI ACffPTANLE WTD TFIE STALE ROAD SYSDM. Lot No. Lot Size (Sq. Ft.) Lot Size w/o R/W (Sq. Ft.) Lot Size w/o R/W (Acres) 30 7,143 7,134 1 6,904 4,422 0.102 2 7,006 5,256 0.121 3 7,112 5,362 0.123 4 11,698 5,471 0.126 5 8,426 4,514 0.1(4 6 7,000 5,250 0.121 7 7,004 5,254 0.121 8 8,651 6,021 0.138 9 10,340 7,312 0.168 10 8,371 7,288 0.167 11 6,800 6,800 0.156 12 6,800 6,288 0.144 13 6,800 5,900 0.135 14 7,200 5,477 0.126 15 9,365 8,150 0.187 16 12,045 8,767 0.201 17 8,731 6,945 0.159 18 8,194 6,417 0.147 19 7,656 6,903 0.158 20 7,119 6,365 0.146 21 7,307 6,507 0.149 )[11\11L'L1LL\YYILLV[�RY 22 7,322 6,396 0.147 (NOTFORRECORDATION, CONVEYANCE OR SALES) 23 6841 5971 0137 33 1 7,622_ _1 7,622 LEGEND 24 7,124 6,319 0.145 25 8,094 7,117 0.163 26 9,738 7,457 0.171 27 15,282 12,957 0.297 28 8,319 8,319 0.191 29 8,352 8,352 0.192 30 7,143 7,134 0.164 31 10,706 7,972 0.183 32 10,912 7,159 0.164 33 1 7,622_ _1 7,622 LEGEND UTIUtt STRUCTURE EXISTING PROPOSED OVERHEAD ELECTRICAL^+ ^_ UNDERGROUND ELECTRICAL NATURAL GAS - OVERHEAD TELEPHONE OPTIC-- FIBER OPTIC SANITARY SEWER N --_ WATER -- -- - '- FORCEMAIN •-+ CULVERT --- _-- FIRE HYDRANT GATE VALVE DO H SEWER MANHOLE POWER POLE Q X PROPERTY ONE -- -- ----------- MAJOR CONTOURS MINOR CONTOURS -------T56---- T5� -. TEMPORARY SILT FENCE TEMPORARY DITCH/BERM -��--•-- PROPOSED DISTRUBED UNITS - 18012 3 z HEREBY CERTIFY THAT THI: '_AN AND SPECIFICATION VAS PREPARED BY ME OR INDER MY DIRECT 'A.PERVISION AAO THAT I AM DULY REGISTERED �RCHTECT OR ENGINEER INDER THE UYr5 OF THE '.TATE OF NORTH CAROLINA ,5 SIGNIFIED BY MY HAND NO SEAL. .ILI C U Ur 29.72}1 O Z r L,m V C PRIVATE UTILITY WATER AND W DENSITY = 33 LOTS = 4.47 LOTS/ACRE O �t 7.38 ACRES SEWER SERVICES PROVIDED BY A & D WATER SERVICES, LLC to v. IH e ZONED R-1 TOTAL ASSESSED CURRENT OWNER: JK LAND, LLC ACREAGE: 7.72 ACRES 636 SAGEMONT AVE MATTHEWS, NC 28105 PARCEL NO.: 9670455031 DEED REFERENCE: DB 3057 PG 590 SCALE: 1 • = 40' DATE: 05/29/18 DRAWN BY: JTP Yi 111 CHECKED BY: BSR GRAPHIC SCALE I INCA = 40 HJSP PROJECT MGR: BSR SHEET: 1 OF 1 01 o The Slicing Method { F, 71-11,1111 s,mAmT �W.SNaNrr -� -. -- a — NTTACHWANOT �•.Wv TO EXISRNG IC I T_ 4—-W IRE£S m STANDARD DETAIL ALTERNATEl7EiAIL SILT FENCE CONSTRUCTION SPECIFlCATIONS I:A1t�ti ,� (Nmaero) w 5D � q K s �u tk )Mvk I�w'weM �nM r. �.�o.. mdapi u/n leve .Im�a,w�:aammmaM o, ADDITIONAL NOTES PEGARDNG APPROVED FILL IN WETLAND AREAS: I . SEE PLAN INDICATING APPROVED FILL AREAS 2. INSTALL SILT FENCING AS INDICATED TO PROTECT NO FILL WETLAND AREAS AND EXISTING STREAM. 3. ALL FILL IN WETLAND AP EA TO BE APPROVED BY GEOTECHNICAL ENGINEER. 4. SEE COVER PAGE FOR STABILIZATION TIME FRAMES. COVER FILLED AREAS ADJOINING REMAINING WETLANDS WITH POLLED EROSION CONTROL PRODUCT IMMEDIATELY UPON COMPLETION Of FILL. • w.. my 12• MIN 7-7 T211PORANY GRAVEL ,mow,, ,,,,, CONSTRUCTION A— °A �" °'eL ENTRANCE EXPP ICl- CONSIRLcPpQi1GARDNS . J e� M ntran d d -It t r get b 1 'oots, an a -y 9r de f Rade tl dmensxma o.nso 3. P&drainoge 10 ,yWotmltl0 the sediment trap. S6CIlON A - A ave,¢ I • w.. my 12• MIN 7-7 T211PORANY GRAVEL ,mow,, ,,,,, CONSTRUCTION A— °A �" °'eL ENTRANCE EXPP ICl- CONSIRLcPpQi1GARDNS . J e� M ntran d d -It t r get b 1 'oots, an a -y 9r de f Rade tl dmensxma o.nso 3. P&drainoge 10 ,yWotmltl0 the sediment trap. 1. PRuEP w M. w ._ INm m mohtah o wgo.wr, ana.. Z BEGIN ATS CTOP OE tHE CHANNEL ® NNmHaaW THE BLANKET w A 6' ES-) DEEP x 5' (I—) OFPWIDE TEMI x sr'Oi`viE)s%SCV(AES K,wP T�ELY lt2"N(Jacm) wAY THE WTE THE H E IUCH�BIAWC 11 A2 (Jam) va HILL ZR -..- EN SEFD um COu L SECURECI, ... SOILwRH A ROW Oi' siAR£S/.AA. z' (cam) Av _ J. ROLL RCRSOILASIET Ri I RESTON Q1 ALL BWmET5t uU5T BE I1 NOTTOKI SECUNELr TAS =EI_ E5 PO6 SIDE AS SImWN IN THE STAPLE PA WT SYSIEu', STIPtFS/STAKES SNWDIDI�BER RACED llwatpi EACH OF THE COLatEO W STAPLE PATiERu. 4. E CONSECu1NE "KENS END TAKEN ENO (SHINGLE Stn£) NADA 4'- T(IOcm-ISm�)NOVENIM. USE A DDVE- ROW OF a (lam) nPARr AND A- (Tuan) ON .ENTER Ta s RE ow,KErs. 3. FULLLlfWT11 E— W BLNNKES AT TOP OF — SLOPED .UST DE ANCHCRED WRIT A NOW OF STAPLES/STNKES APPftp%IWTELr 2" (Jam) APART INA O" C—) DEEP x 6' (1—) — TRENCH. BACKDLL AND CW PACT THE TRENCH AFTER SAPLTR. 8. ADJACENT BLWNEIs OUST BE LyhRIMPED APPN0MIM 2'-5' (5.m am) (DEPS G ON BLANKET —E) AND STA0.E0. r0 ENSURE PROPER SEAN AWNNENI, i—E THE EDGE OF THE —LAPPING BLANKET (BL RKET BEING INSfN1ID ON TOP) EVEN y. 11 OGN A OOU9ELLROwCOF SrAREs HANNEL nAAGGENRED a (tam) MART ANDE CHECK SLOT SAp III-) ONDCAENIEJR WETO N E1- FORT1r01 `I' 01 trtERv✓�.O USE 6. THE iEANlNA1 Elm OF THE eT.wXEIs .NIST eE ANCIaR �wIM A N_ OF STAPLES/STUK6 APENTS.:I.r 12• (JOwn) APART M�6• ((11—) DEEP X 6" (1—) WIDE THENED BA4l( LL AND CONPACT THE THENEN A -P STARING A.o DANA sEwS ceROILAi PoINIST N➢NG THEMTO�S ECIU� THE 12 E BUTTON/SIDE STAKE 1-1 SDL COLD DID USE OF ST w B sLDPE wOICES R IN NGms GRFw I- (t3 cm g NECESSJ f TO PROPERL, ANCNaR TE NE15. D THAN 1. IRANNFE_ 5HAD. DE R— LINTED. �., LESS THAN T; CHARNEL SNW1 BE UNED WM --S" ON EWNNINT ArIIH RIP RAP CHECKOW EVERY b FEET. PIPE BEDDING DETAIL RCP & HDPE / PHT�An rAelec SECTION A GRAVEL DITCH INLET SEDIMENT BARRIER CONSTRUCTION SPECIFICATIONS . Platt lM1. etme dopa toward lhs inlet ala J:1 or hatter dope. A m1 foot Wde level area set 4 Inches bb.. IM1e dray Inlet Gee Will aM Nrther prolectbn agal.t me __ of material. 2 Slone w lb. elope tawmd It. inlet ehauld he 3 FCM1.a a I— Ia .lahilk' and 1 NCM1 a smaller On the .IOpe away hom me Inlet to — •ow rale. 3 WFe aM1 With 2 Inch w—g. may M placed o.r the train g Dbg. Wt mutt M inWected frequently to ovoid hlockage by Rr..h. Aw,ENANGL e.d.d�waA• ol.°e M 5' d.,p olvM. nc Y t mdntw a Mrhb' r �� m '�m� qm Imo momoh -A, dmw, ,r n. •..m n« �, CATIODS •* me �n /n (w•wa) a w(e (ave STANDARD DETAIL�^'••��,Iq'"� SILT FENCE p„p� W Wam ea nNA. WITH OUTLET WEIR per cell r.penNan N n..w Iw aucrnalul ned flerminatlon arM r bll.hm.If la yNo n.c.,vry (Or „tabll,hm.l of rooNd ,prig., ,od and My picn. 1ic. H.wlly campacf.d colla pnv.nl air, nulrt.nta and molaNr. aIle cal IIIllzabb-and —by r.ducNondvfglu, p moln}w, pllcaf a r. Th.nt igu y prapvr.d roll Mtl_ Fdlowlnq ar. IM r.gulr.menta (or pnpara n aroma to b. v.fl.tor.A by 9 ,Ind, apTb,,Hg, aoddlnq, and/ar plonllr a1 P .D. for pdmory/p.rmvmnl —bill.— shall not b.lib until all .Onalrucllon ane utillh Work Wilhln m. pnpvnlivn arao 1. cvmpler.. I .ver, it mvyww n... an to pr.pvn lar nun. c P. Pr Iv pNNon of atncllvn d In tv I011on vl NIINNa. A `_ _"rO.partm.nt of Agrlcultur. Salla T(vr -1)-11. vblaln,d iw oil vreo. to h. .d.d, aprlgq.d, aodd.L er pl-bid. m.nd.d foHliz.r and pH adi-Ing pradu.N .hall b. 1-- ,I IM pn Ia ansa and —NII bb.—I per M. Nat All ono, Iv M ,.Md or planl.d .hall b. .11-.p.c dpp.d f0 a d.pM lfl.d n 16. apprond Pmn,. Oondnctivn ,pu.no ana/ar c:.—EA.. bid at. Rlppinfl contlah of coating iNaum Ina crtn-crvaa Pa Tb am ,olio aurlatt ulllizinq an Tmplemenf iMl will 1 glaz. m. aid. Na of Rh. N.A.— sit. pnpa 11 . Ihat dwa oaf campy Wlm env. u mb shall not b. accbptabl.. Th. tl.pM of tall pnpa.— may «.Nbli,h.d as a nnq. and on Th. Oppmrol of M. rM.wlrg alai. ar cal Ofl.ncY. Onc. Mll.d or ripp.d a...rdlnq I. m. appy d plan, all . Iv b. nmm.d Iv th. appdr d fl.., grad.. PH m fl.n O.d4.1 IMT roll amantlmmta ap.lil.d In . ,ol t.al, can M pdd.d dudny m. oit pr.porallon yroc.dun or d, 1- - ,fano larq.r Ihvn Ihr.. (J) I—_ an any .id., .11th,, -fl. and th., Mmnwua mar.dala that ,arra.. during m. b.d pnpamgon shall b. bb— h. M S..d.d: na TIII or tlN. th. prpand ana, I. ba. d to , um L.pth v r 1) Inch.. F- .tvn a I—, Ihvn 1h .. (J) Inchn oln arty .Id.. .Ilcl.. — and oM..xman... A ma -1. 1— a s , ve. It not Inc— ... l.d .ring Th. roll 1,— ... I- pros.., add pHmodlfl.r vnd (ertillz.n al th. 0..p..lfl.d In th. ..It K. npmt. R. -compact M. a uNllzln9 a c b1pacb. -H., Th. flnl.h.d rad. ,hell Doth . .oil r�urta<e w Ih a loon, unlfonnlY fin. I—— All dg.•and d,pn. ,hall b. -.d vnd Nll.d 10 -Ad. 1h. appr..d rrtace dralnaq.. S..dlny of gmaee .,..A I. is M can. Imm.dlafar rib n h.d grin.. an abt.b.d and ..db.d p ...IT.. 1. -.0-d- _..1 v.0-d. X1FIm IZrd1a JUK.) MI[NYaMA w aN svert ,� cowl rs W m RIcuUINLL UNL61pxE ANI zSOLTA/AGE Io -,O -,p H uR,ACR[ AWND Ar.tr 4opo u/Acle snNW. Axexat — - _A` W1m Ate_ ,Linux u. rz TE �u/ACAS _RhDm ATA u/AGF. -srLwu snNxcxAss uxr ME u/AcROuxo wmclArv.AL uuEsmx[ Aro oaf u/ux[ lO-,O-Io D.—.D.—.. W_b. N Ni— _ROR. — A aslt wrtNNADE SETNFoeY S1.AId1 TAN .� w EAasgll tt p E /ACNE) F,W,A�=4A " pRpDNa R..- A.- THK I.— (uoamws) mLxn w are awuAm G Nwrsm/Aa snlalal a �vawllc rw>. s wu«oiC6r,su,eEouxucE toawaauu sw.J vcAR eooL Ab_rAxxaNAr) iIPEEr(JINC 6, "" ° A, � KEOP IN T., =o.1a1 wAR 1.1 io - 1 Ee) It— _1=0=1_0) wENE3 IF 1.bC1Zr%FIIl 11. 711 18012 SCALE: N.T.S. DATE: 02/05/18 DRAWN BY: JTP CHECKED BY: BSR PROJECT MGR: BSR e•1 I 1 I A �� •li= o 01 py\i � . I O 1. PRuEP w M. w ._ INm m mohtah o wgo.wr, ana.. Z BEGIN ATS CTOP OE tHE CHANNEL ® NNmHaaW THE BLANKET w A 6' ES-) DEEP x 5' (I—) OFPWIDE TEMI x sr'Oi`viE)s%SCV(AES K,wP T�ELY lt2"N(Jacm) wAY THE WTE THE H E IUCH�BIAWC 11 A2 (Jam) va HILL ZR -..- EN SEFD um COu L SECURECI, ... SOILwRH A ROW Oi' siAR£S/.AA. z' (cam) Av _ J. ROLL RCRSOILASIET Ri I RESTON Q1 ALL BWmET5t uU5T BE I1 NOTTOKI SECUNELr TAS =EI_ E5 PO6 SIDE AS SImWN IN THE STAPLE PA WT SYSIEu', STIPtFS/STAKES SNWDIDI�BER RACED llwatpi EACH OF THE COLatEO W STAPLE PATiERu. 4. E CONSECu1NE "KENS END TAKEN ENO (SHINGLE Stn£) NADA 4'- T(IOcm-ISm�)NOVENIM. USE A DDVE- ROW OF a (lam) nPARr AND A- (Tuan) ON .ENTER Ta s RE ow,KErs. 3. FULLLlfWT11 E— W BLNNKES AT TOP OF — SLOPED .UST DE ANCHCRED WRIT A NOW OF STAPLES/STNKES APPftp%IWTELr 2" (Jam) APART INA O" C—) DEEP x 6' (1—) — TRENCH. BACKDLL AND CW PACT THE TRENCH AFTER SAPLTR. 8. ADJACENT BLWNEIs OUST BE LyhRIMPED APPN0MIM 2'-5' (5.m am) (DEPS G ON BLANKET —E) AND STA0.E0. r0 ENSURE PROPER SEAN AWNNENI, i—E THE EDGE OF THE —LAPPING BLANKET (BL RKET BEING INSfN1ID ON TOP) EVEN y. 11 OGN A OOU9ELLROwCOF SrAREs HANNEL nAAGGENRED a (tam) MART ANDE CHECK SLOT SAp III-) ONDCAENIEJR WETO N E1- FORT1r01 `I' 01 trtERv✓�.O USE 6. THE iEANlNA1 Elm OF THE eT.wXEIs .NIST eE ANCIaR �wIM A N_ OF STAPLES/STUK6 APENTS.:I.r 12• (JOwn) APART M�6• ((11—) DEEP X 6" (1—) WIDE THENED BA4l( LL AND CONPACT THE THENEN A -P STARING A.o DANA sEwS ceROILAi PoINIST N➢NG THEMTO�S ECIU� THE 12 E BUTTON/SIDE STAKE 1-1 SDL COLD DID USE OF ST w B sLDPE wOICES R IN NGms GRFw I- (t3 cm g NECESSJ f TO PROPERL, ANCNaR TE NE15. D THAN 1. IRANNFE_ 5HAD. DE R— LINTED. �., LESS THAN T; CHARNEL SNW1 BE UNED WM --S" ON EWNNINT ArIIH RIP RAP CHECKOW EVERY b FEET. PIPE BEDDING DETAIL RCP & HDPE / PHT�An rAelec SECTION A GRAVEL DITCH INLET SEDIMENT BARRIER CONSTRUCTION SPECIFICATIONS . Platt lM1. etme dopa toward lhs inlet ala J:1 or hatter dope. A m1 foot Wde level area set 4 Inches bb.. IM1e dray Inlet Gee Will aM Nrther prolectbn agal.t me __ of material. 2 Slone w lb. elope tawmd It. inlet ehauld he 3 FCM1.a a I— Ia .lahilk' and 1 NCM1 a smaller On the .IOpe away hom me Inlet to — •ow rale. 3 WFe aM1 With 2 Inch w—g. may M placed o.r the train g Dbg. Wt mutt M inWected frequently to ovoid hlockage by Rr..h. Aw,ENANGL e.d.d�waA• ol.°e M 5' d.,p olvM. nc Y t mdntw a Mrhb' r �� m '�m� qm Imo momoh -A, dmw, ,r n. •..m n« �, CATIODS •* me �n /n (w•wa) a w(e (ave STANDARD DETAIL�^'••��,Iq'"� SILT FENCE p„p� W Wam ea nNA. WITH OUTLET WEIR per cell r.penNan N n..w Iw aucrnalul ned flerminatlon arM r bll.hm.If la yNo n.c.,vry (Or „tabll,hm.l of rooNd ,prig., ,od and My picn. 1ic. H.wlly campacf.d colla pnv.nl air, nulrt.nta and molaNr. aIle cal IIIllzabb-and —by r.ducNondvfglu, p moln}w, pllcaf a r. Th.nt igu y prapvr.d roll Mtl_ Fdlowlnq ar. IM r.gulr.menta (or pnpara n aroma to b. v.fl.tor.A by 9 ,Ind, apTb,,Hg, aoddlnq, and/ar plonllr a1 P .D. for pdmory/p.rmvmnl —bill.— shall not b.lib until all .Onalrucllon ane utillh Work Wilhln m. pnpvnlivn arao 1. cvmpler.. I .ver, it mvyww n... an to pr.pvn lar nun. c P. Pr Iv pNNon of atncllvn d In tv I011on vl NIINNa. A `_ _"rO.partm.nt of Agrlcultur. Salla T(vr -1)-11. vblaln,d iw oil vreo. to h. .d.d, aprlgq.d, aodd.L er pl-bid. m.nd.d foHliz.r and pH adi-Ing pradu.N .hall b. 1-- ,I IM pn Ia ansa and —NII bb.—I per M. Nat All ono, Iv M ,.Md or planl.d .hall b. .11-.p.c dpp.d f0 a d.pM lfl.d n 16. apprond Pmn,. Oondnctivn ,pu.no ana/ar c:.—EA.. bid at. Rlppinfl contlah of coating iNaum Ina crtn-crvaa Pa Tb am ,olio aurlatt ulllizinq an Tmplemenf iMl will 1 glaz. m. aid. Na of Rh. N.A.— sit. pnpa 11 . Ihat dwa oaf campy Wlm env. u mb shall not b. accbptabl.. Th. tl.pM of tall pnpa.— may «.Nbli,h.d as a nnq. and on Th. Oppmrol of M. rM.wlrg alai. ar cal Ofl.ncY. Onc. Mll.d or ripp.d a...rdlnq I. m. appy d plan, all . Iv b. nmm.d Iv th. appdr d fl.., grad.. PH m fl.n O.d4.1 IMT roll amantlmmta ap.lil.d In . ,ol t.al, can M pdd.d dudny m. oit pr.porallon yroc.dun or d, 1- - ,fano larq.r Ihvn Ihr.. (J) I—_ an any .id., .11th,, -fl. and th., Mmnwua mar.dala that ,arra.. during m. b.d pnpamgon shall b. bb— h. M S..d.d: na TIII or tlN. th. prpand ana, I. ba. d to , um L.pth v r 1) Inch.. F- .tvn a I—, Ihvn 1h .. (J) Inchn oln arty .Id.. .Ilcl.. — and oM..xman... A ma -1. 1— a s , ve. It not Inc— ... l.d .ring Th. roll 1,— ... I- pros.., add pHmodlfl.r vnd (ertillz.n al th. 0..p..lfl.d In th. ..It K. npmt. R. -compact M. a uNllzln9 a c b1pacb. -H., Th. flnl.h.d rad. ,hell Doth . .oil r�urta<e w Ih a loon, unlfonnlY fin. I—— All dg.•and d,pn. ,hall b. -.d vnd Nll.d 10 -Ad. 1h. appr..d rrtace dralnaq.. S..dlny of gmaee .,..A I. is M can. Imm.dlafar rib n h.d grin.. an abt.b.d and ..db.d p ...IT.. 1. -.0-d- _..1 v.0-d. X1FIm IZrd1a JUK.) MI[NYaMA w aN svert ,� cowl rs W m RIcuUINLL UNL61pxE ANI zSOLTA/AGE Io -,O -,p H uR,ACR[ AWND Ar.tr 4opo u/Acle snNW. Axexat — - _A` W1m Ate_ ,Linux u. rz TE �u/ACAS _RhDm ATA u/AGF. -srLwu snNxcxAss uxr ME u/AcROuxo wmclArv.AL uuEsmx[ Aro oaf u/ux[ lO-,O-Io D.—.D.—.. W_b. N Ni— _ROR. — A aslt wrtNNADE SETNFoeY S1.AId1 TAN .� w EAasgll tt p E /ACNE) F,W,A�=4A " pRpDNa R..- A.- THK I.— (uoamws) mLxn w are awuAm G Nwrsm/Aa snlalal a �vawllc rw>. s wu«oiC6r,su,eEouxucE toawaauu sw.J vcAR eooL Ab_rAxxaNAr) iIPEEr(JINC 6, "" ° A, � KEOP IN T., =o.1a1 wAR 1.1 io - 1 Ee) It— _1=0=1_0) wENE3 IF 1.bC1Zr%FIIl 11. 711 18012 SCALE: N.T.S. DATE: 02/05/18 DRAWN BY: JTP CHECKED BY: BSR PROJECT MGR: BSR STORMWATER CALCULATIONS REVISED WHITE OAK PHASE 5 DEVELOPMENT STORM WATER ANALYSIS X LAND, LLC Henderson County, North Carolina August 13, 2018 1 Odom Engineering PLLC NC FIRM# P-0880 169 Oak Street Forest City, N.C. 28043 828-247-4495 TABLE OF CONTENTS Summary.......................................................................................................................................................................................1 USGSMap..............................................................................................................................................................................................2 BasinModel & Calculations...................................................................................................................................................................3 AdditionalMaterials............................................................................................................................................................................57 SUMMARY OF STORMWATER HYDROLOGICAL ANALYSIS The purpose of the enclosed evaluation is to analyze changes in storm drainage resulting from proposed development designated as White Oak Phase 5, in Henderson County North Carolina, in order to ensure no degradation to downstream or internal stream channels from the project. Computer modeling of stormwater volume rates was performed using Hydrology Studio 2018 v2.0.0.52. Study and summary are based on 10 -year design storm, but calculation results are also included for the 1 -year and 25 -year design storms. Preconstruction topography of the area shows that there exist three distinct drainage areas and drainage exits from the site area. These are labeled PRE -A, PRE -B and PRE -C in the accompanying drawings. An additional point of specific interest is the endpoint of stream impact (PRE -STREAM POINT D), also the location of the proposed stormwater pipe outlet. The post construction drainage modeling uses similar labeling. Referring to the calculations summary below, Initial model results showed increased stormwater volume rates at the Southwest site exit (10 -year peak 77.51 CFS to 89.87 CFS), and at the site of the culvert discharge at the Stream impact site (72.33 CFS to 78.07 CFS). Modeling indicates that stormwater detention could be used to reduce peak volume rates for the POST -A site exit and at the POST - STREAM POINT D, the stormwater pipe outlet, to below Pre -development levels. It is proposed that stormwater velocity reduction will be accomplished using storage in the stormwater piping, with an outlet control structure engineered to detain and release the storm water at below pre -development rates. Post B and C 10 -year volume rates are slightly increased over Pre -Development but remain quite low for the 10 -year peaks — 4.30 CFS for Post -B and 1.51 CFS for Post C. Channel models provided in this report show non-erosive velocities for these discharge points. The calculations included with this report are summarized below. CALCULATIONS SUMMARY (10 -Year Storm) DRAINAGE AREA PRE (cfs) POST (cfs) ROUTED (cfs) BMP TYPE PRE — A (Southwest) 77.51 POST - A 89.87 75.82 Pipe w/ Outlet Control PRE — B (Southeast) 2.10 POST - B 4.30 None Req'd PRE — C (West) 0.79 POST - C 1.51 None Req'd PRE — POINT D (Stream) 72.33 POST— POINT D 78.07 66.38 Pipe w/ Outlet Control Computer modeling of stormwater volume rates was performed using Hydrology Studio 2018 v2.0.0.52. Study and summary are based on 10 -year design storm, but calculation results are also included for the 1 -year and 25 -year design storms. Page 1 ft -%-V- . Ap", l-, -)� � KAMAIMENINIF y"T f OMMW.";,�WW� -:2 u 40� V- 41 k Basin Model Hydrology Studio v 2.0.0.53 FRE r fVP PRE -A-48"EXIT POST C POST -AB CULVERT POST CULVERT 4 PRE STREAM POINT D 4 POST OVERLAND PT D Post Stream Point D .f POST CENTRAL .. :PIPE+OU LET CONTROL 48" EXIT FROM SITE -3- Project Name: White Oak Ph 5 08-13-2018 PRE - 8 {SE) POST - POST CH -8 i �I Hydrograph by Return Period Hydroloqy Studio v 2.0.0.53 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. Hydrograph Type Hydrograph Name Peak Outflow (cfs) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 Rational PRE - A - 48" EXIT 48.27 77.51 88.72 2 Rational PRE - B (SE) 1.309 2.103 2.406 3 Rational POST - B 2.678 4.301 4.922 4 Rational POST CH -8 0.847 1.360 1.557 5 Rational POST -AB CULVERT 46.72 75.02 85.87 6 Rational POST CULVERT 4 2.083 3.345 3.828 7 Rational POST C 0.939 1.507 1.725 8 Rational POST CENTRAL 6.318 10.15 11.61 9 Rational PRE C (W) 0.494 0.794 0.909 10 Rational PRE STREAM POINT D 45.05 72.33 82.79 11 Rational POST OVERLAND PT D 1.900 3.051 3.492 12 Pond Route PIPE+OUTLET CONTROL 39.97 63.94 71.96 13 Junction 48" EXIT FROM SITE 47.37 75.82 85.56 14 Junction Post Stream Point D 41.49 66.38 74.75 -4- Hydrograph 1 -yr Summary Hydroloqy Studio v 2.0.0.53 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 Rational PRE - A - 48" EXIT 48.27 0.08 14,482 ---- 2 Rational PRE - B (SE) 1.309 0.08 393 ---- 3 Rational POST - B 2.678 0.08 804 ---- 4 Rational POST CH -8 0.847 0.08 254 ---- 5 Rational POST -AB CULVERT 46.72 0.08 14,017 ---- 6 Rational POST CULVERT 4 2.083 0.08 625 ---- 7 Rational POST C 0.939 0.08 282 ---- 8 Rational POST CENTRAL 6.318 0.08 1,896 ---- 9 Rational PRE C (W) 0.494 0.08 148 ---- 10 Rational PRE STREAM POINT D 45.05 0.08 13,515 ---- 11 Rational POST OVERLAND PT D 1.900 0.08 570 ---- 12 Pond Route PIPE+OUTLET CONTROL 39.97 0.10 14,079 5 2129.41 3,037 13 Junction 48" EXIT FROM SITE 47.37 0.10 16,854 4, 6, 8, 12 14 Junction Post Stream Point D 41.49 0.10 14,649 11,12 -5- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE - A - 48" EXIT Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 1 Hydrograph Type = Rational Peak Flow = 48.27 cfs Storm Frequency = 1 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 14,482 cuft Drainage Area = 24.52 ac Runoff Coeff. = 0.43* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 4.5786 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 6.3 0.22 lawn/clay soils/avg grades 0.102 0.15 wooded 18.12 0.50 Single Family Residential 24.52 0.43 Weighted Average 54 52 50 48 46 44 42 40 38 36 34 32 30 28 CY 26 24 22 20 18 16 14 12 10 8 6 4 2 0 0 QP = 48.27 ds 1 2 3 4 5 6 7 8 9 10 Time (min) -6. Hydrograph Report Hydrology Studio v 2.0.0.53 PRE - B (SE) Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 2 Hydrograph Type = Rational Peak Flow = 1.309 cfs Storm Frequency = 1 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 393 cuft Drainage Area = 1.3 ac Runoff Coeff. = 0.22* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 4.5786 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 1.295 0.22 LAWN AVG GRADES, CLAY LOAM 1.3 0.22 Weighted Average QP = 1.31 ds 2- 1.9- 1.91.81.71.61.51.41.31.20.90.80.70.6 1.8- 1.7- 1.6- 1.5- 1.4- 1.3- 1.2- 0.9- 0.8- 0.7- 0.6- 0.5- .50.40.30.20.10 000F 0.4- 0.3- 0.2- 0.1- 0 0 1 2 3 4 5 6 7 8 9 10 Time (min) -7- Hydrograph Report Hydrology Studio v 2.0.0.53 POST - B Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 3 Hydrograph Type = Rational Peak Flow = 2.678 cfs Storm Frequency = 1 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 804 cuft Drainage Area = 1.17 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 4.5786 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 1.17 0.50 Single Family Residential 1.17 0.50 Weighted Average V CY 3 2 I QP = 2.68 ds 1 2 3 4 5 6 7 8 9 10 Time (min) -8- Hydrograph Report Hydrology Studio v 2.0.0.53 POST CH -8 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 4 Hydrograph Type = Rational Storm Frequency = 1 -yr Time Interval = 1 min Drainage Area = 0.37 ac Tc Method = User IDF Curve = Hendersonville. idf Freq. Corr. Factor = 1.00 Peak Flow = 0.847 cfs Time to Peak = 0.08 hrs Runoff Volume = 254 cuft Runoff Coeff. = 0.5* Time of Conc. (Tc) = 5.0 min Intensity = 4.5786 in/hr Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.372 0.50 Single Family Residential 0.37 0.50 Weighted Average 1-T QP = 0.85 ds 0.9s- 0.9 0.85- .850.80.750.7 0.8- 0.75- - 1-7 0.7 OF 0.65- .650.60.55 0.6- 0.55 0.5 0.45- .450.40.350.3 0.4- 0.35- 0.3 0.25 0.2 IL 0.15- .150.10.05 0.1- 0.05 0 0 1 2 3 4 5 6 7 8 Time (min) 9 10 -9- Hydrograph Report Hydrology Studio v 2.0.0.53 POST - AB CULVERT Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 5 Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method IDF Curve Freq. Corr. Factor = Rational = 1 -yr = 1 min = 20.41 ac = User = Hendersonville. idf = 1.00 Peak Flow = 46.72 cfs Time to Peak = 0.08 hrs Runoff Volume = 14,017 cuft Runoff Coeff. = 0.5* Time of Conc. (Tc) = 5.0 min Intensity = 4.5786 in/hr Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 19.98 0.50 AB -4 0.35 0.50 AB -3 0.08 0.50 AB -2 20.41 0.50 Weighted Average QP = 46.72 ds 52- 2504846444240383634 50- 48- 46- 44- 42- 40- 38- 36- 34- 23028 32- 30- 28- 26 CY 24 22- 220181614 20- 18- 16- 14- 12- 210864 10- 8- 6- 4 2 0 0 1 2 3 4 5 6 7 8 Time (min) 9 10 -10- Hydrograph Report Hydrology Studio v 2.0.0.53 POST CULVERT 4 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 6 Hydrograph Type = Rational Peak Flow = 2.083 cfs Storm Frequency = 1 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 625 cuft Drainage Area = 0.91 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 4.5786 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.91 0.50 Single Family Residential 0.91 0.50 Weighted Average V 0 3 2 1 QP = 2.08 ds we, 1 2 3 4 5 6 7 8 9 10 Time (min) -11- Hydrograph Report Hydrology Studio v 2.0.0.53 POST C Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 7 Hydrograph Type = Rational Storm Frequency = 1 -yr Time Interval = 1 min Drainage Area = 0.41 ac Tc Method = User IDF Curve = Hendersonville. idf Freq. Corr. Factor = 1.00 Peak Flow = 0.939 cfs Time to Peak = 0.08 hrs Runoff Volume = 282 cuft Runoff Coeff. = 0.5* Time of Conc. (Tc) = 5.0 min Intensity = 4.5786 in/hr Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA(ac) C DESCRIPTION 0.41 0.50 Single Family Residential 0.41 0.50 Weighted Average 1 QP = 0.94 ds 0.9s- 0.9 0.8S- .850.80.75 0.8- 0.7S - 0.7 0.65 0.6 Jor 0.55 0.5 OAS- .450.40.350.3 0.4- 0.3S- 0.3 - 0.2S- .250.20.1 0.2- 0.1 0.1 - 0.0s 0 0 1 2 3 4 5 6 7 8 Time (min) 9 10 -12- Hydrograph Report Project Name: White Oak Ph 5 Hydrology Studio v 2.0.0.53 08-13-2018 POST CENTRAL Hyd. No. 8 Hydrograph Type = Rational Peak Flow = 6.318 cfs Storm Frequency = 1 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 1,896 cuft Drainage Area = 2.76 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 4.5786 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 2.76 0.50 Single Family Residential 2.76 0.50 Weighted Average QP = 6.32 ds 7 5 4 NV V 3 2 1 we 1 2 3 4 5 6 7 8 9 10 Time (min) -13- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE C (W) Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 9 Hydrograph Type = Rational Peak Flow = 0.494 cfs Storm Frequency = 1 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 148 cuft Drainage Area = 0.3 ac Runoff Coeff. = 0.36* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 4.5786 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.15 0.50 Single Family Residential 0.15 0.22 Lawn, avg grades, Clay Loam 0.3 0.36 Weighted Average 0.48 0.44 0.4 0.36 0.32 0.28 Cy 0.24 0.2 0.16 0.12 0.08 0.04 0 0 QP = 0.49 ds 1 2 3 4 5 6 7 8 9 10 Time (min) -14- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE STREAM POINT D Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 10 Hydrograph Type = Rational Storm Frequency = 1 -yr Time Interval = 1 min Drainage Area = 21.39 ac Tc Method = User IDF Curve = Hendersonville. idf Freq. Corr. Factor = 1.00 Peak Flow = 45.05 cfs Time to Peak = 0.08 hrs Runoff Volume = 13,515 cuft Runoff Coeff. = 0.46* Time of Conc. (Tc) = 5.0 min Intensity = 4.5786 in/hr Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 18.12 0.50 Single Family Res 3.27 0.22 Lawn, Avg Grades, Clay Loam 21.39 0.46 Weighted Average 50- 48- 0484644424038363432 QP = 45.05 ds 46- 44- 42- 40- 38- 36- 34- 32- 30 28 v 26 CY 24- 4222018 22- 20- 18 16- 14— 12- 210864 10- 8- 6- 4- 2 IF 0 0 1 2 3 4 5 6 7 8 Time (min) 9 10 -15- Hydrograph Report Hydrology Studio v 2.0.0.53 POST OVERLAND PT D Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method IDF Curve Freq. Corr. Factor 2 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 0 = Rational = 1 -yr = 1 min = 0.83 ac = User = Hendersonville. idf = 1.00 QP = 1.90 ds Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 11 Peak Flow = 1.900 cfs Time to Peak = 0.08 hrs Runoff Volume = 570 cuft Runoff Coeff. = 0.5 Time of Conc. (Tc) = 5.0 min Intensity = 4.5786 in/hr Asc/Rec Limb Factors = 1/1 1 2 3 4 5 6 7 8 9 10 Time (min) -16- Hydrograph Report Hydrology Studio v 2.0.0.53 PIPE+OUTLET CONTROL Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 12 Hydrograph Type = Pond Route Peak Flow = 39.97 cfs Storm Frequency = 1 -yr Time to Peak = 0.10 hrs Time Interval = 1 min Hydrograph Volume = 14,079 cuft Inflow Hydrograph = 5 - POST - AB CULVERT Max. Elevation = 2129.41 ft Pond Name = PIPE WITH OUTLET CONTROL Max. Storage = 3,037 cuft Pond Routing by Storage Indication Method Center of mass detention time = 1 min QP = 39.97 ds 52 50 48 46 44 42 40 38 36 34 32 30 28 w � 26 24--- 22--- A 20 18 16 14 12- 210864 10- 8- 6- 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 Time (min) Req'd Stor POST - AB CULVERT — PIPE+OUTLET CONTROL -17- Pond Report Hydrology Studio v 2.0.0.53 PIPE WITH OUTLET CONTROL Underground Chambers Stage Description Input Invert Elev Down, ft 2126.23 Chamber Rise, ft 5.00 Chamber Shape Circular Chamber Span, ft 5.00 Barrel Length, ft 156.00 No. Barrels 1 Barrel Slope, % 0.50 Headers, y/n No Stone Encasement, y/n No Encasement Bottom Elevation, ft 0.00 Encasement Width per Chamber, ft 0.00 Encasement Depth, ft 0.00 Encasement Voids, % 40.00 2133 2132 2131 -2130 v "' 2129 2128 2127 2126 0 Project Name: White Oak Ph 5 08-13-2018 Stage -Storage Stage / Storage Table Stage Elevation Contour Area Incr. Storage Total Storage (ft) (ft) (sqft) (cuft) (cuft) 0.00 2126.23 n/a 0.000 0.000 0.29 2126.52 n/a 11.9 11.9 0.58 2126.81 n/a 46.1 57.9 0.87 2127.10 n/a 103 161 1.16 2127.39 n/a 145 305 1.45 2127.68 n/a 172 477 1.73 2127.96 n/a 191 668 2.02 2128.25 n/a 205 873 2.31 2128.54 n/a 214 1,087 2.60 2128.83 n/a 221 1,308 2.89 2129.12 n/a 224 1,532 3.18 2129.41 n/a 224 1,756 3.47 2129.70 n/a 221 1,977 3.76 2129.99 n/a 214 2,192 4.05 2130.28 n/a 205 2,396 4.34 2130.57 n/a 191 2,587 4.62 2130.85 n/a 171 2,759 4.91 2131.14 n/a 145 2,904 5.20 2131.43 n/a 102 3,006 5.49 2131.72 n/a 46.0 3,052 5.78 2132.01 n/a 11.8 3,064 Stage -Storage 500 1000 1500 2000 2500 Total Storage (cuft) - UG Chambers Top of Pond -18- 6 5 4 Ln ro 3 2 1 0 Pond Report Project Name: White Oak Ph 5 Hydrology Studio v 2.0.0.53 08-13-2018 PIPE WITH OUTLET CONTROL Stage -Discharge Culvert / Orifices Rise, in Span, in No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N -Value, n Weirs Shape / Type Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw *Routes through Culvert 2132- 132 2131- 2131- 2130- 2129- 2130-2129- 2128- 2128- 2127- 2127- 3.3 Stage -Discharge 5 4 Ln 3 2 1 . - — : - : - : . : - : . : . : . : . : - : . : - : . : - : - f- 0 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Discharge (cfs) — Top of Pond Culvert — Orifice — Rectangular Total Q -19- Orifices Culvert Perforated Riser 1 2 3 48 26 Perf. Rise, in 48 26 Perf. Span, in 1 1 No. Perforations 2126.23 2126.24 Invert Elevation, ft .6 .6 Height, ft 25 Orifice Coefficient, Co 1 0.013 Weirs Riser* Ancillary 1 2 3 Circular Rectangular Exfiltration, in/hr 2131.23 Tailwater Elevation, ft 4 3.3 Stage -Discharge 5 4 Ln 3 2 1 . - — : - : - : . : - : . : . : . : . : - : . : - : . : - : - f- 0 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Discharge (cfs) — Top of Pond Culvert — Orifice — Rectangular Total Q -19- Pond Report Hydrology Studio v 2.0.0.53 PIPE WITH OUTLET CONTROL Project Name: White Oak Ph 5 08-13-2018 Stage -Storage -Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, cfs Riser (cfs) weirs, cfs Pf Riser (cfs) Exfil (cfs) User (cfs) Total (cfs) 1 2 3 1 2 3 0.00 2126.23 0.000 0.00 0.00 0.00 0.00 0.29 2126.52 11.9 0.745 is 0.502 0.00 1.246 0.58 2126.81 57.9 2.906 is 1.982 0.00 4.888 0.87 2127.10 161 6.023 oc 4.276 0.00 10.30 1.16 2127.39 305 9.244 oc 7.216 0.00 16.46 1.45 2127.68 477 12.76 oc 10.58 0.00 23.33 1.73 2127.96 668 16.40 oc 14.06 0.00 30.47 2.02 2128.25 873 20.12 oc 17.25 0.00 37.37 2.31 2128.54 1,087 23.82 oc 19.60 0.00 43.41 2.60 2128.83 1,308 27.45 oc 21.80 0.00 49.25 2.89 2129.12 1,532 30.89 oc 23.79 0.00 54.68 3.18 2129.41 1,756 34.05 oc 25.63 0.00 59.68 3.47 2129.70 1,977 36.77 oc 27.35 0.00 64.13 3.76 2129.99 2,192 38.86 oc 28.97 0.00 67.83 4.05 2130.28 2,396 43.06 oc 30.50 0.00 73.56 4.34 2130.57 2,587 60.54 oc 31.96 0.00 92.50 4.62 2130.85 2,759 74.01 oc 33.35 0.00 107.4 4.91 2131.14 2,904 85.37 oc 34.69 0.00 120.1 5.20 2131.43 3,006 95.38 oc 35.98 1.198 132.6 5.49 2131.72 3,052 104.4 oc 37.22 4.541 146.2 5.78 2132.01 3,064 112.8 oc 38.43 9.094 160.3 Suffix key., is = inlet control, oc = outlet control, s = submerged weir -20- Pond Report Project Name: White Oak Ph 5 Hydrology Studio v 2.0.0.53 PIPE WITH OUTLET CONTROL 08-13-2018 Pond Drawdown Stage (ft) �O Ln M N O N O O O 61 O O 00 O O r O O o E O H 1 � Ln O O O O M 0 0 0 0 a� E o CD c r � > C> a) M N O 0') 00 rl- l0 M M M M N N N N u N N N N N N N N I (1}) na13 -21 - Hydrograph Report Hydrology Studio v 2.0.0.53 48" EXIT FROM SITE Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 13 Hydrograph Type = Junction Peak Flow = 47.37 cfs Storm Frequency = 1 -yr Time to Peak = 0.10 hrs Time Interval = 1 min Hydrograph Volume = 16,854 cuft Inflow Hydrographs = 4, 6, 8, 12 Total Contrib. Area = 4.04 ac QP = 47.37 ds 54- 4525048464442403836343230 52- 50- 48- 46- 44- 42- 40- 38- 36- 34- 32 --- 30 w 28 C1 26- 624222018161412108642 24- 22- 20- 18- 16- 14- 12- 10- 8- 6- 4- 2- 0Pill N 0 1 2 3 4 5 6 7 8 9 10 11 12 Time (min) POST CH -8 — POST CULVERT 4 — POST CENTRAL — PIPE+OUTLET CONTROL — 48" EXIT FROM SITE -22- Hydrograph Report Project Name: White Oak Ph 5 Hydrology Studio v 2.0.0.53 Post Stream Point D 08-13-2018 Hyd. No. 14 Hydrograph Type = Junction Peak Flow = 41.49 cfs Storm Frequency = 1 -yr Time to Peak = 0.10 hrs Time Interval = 1 min Hydrograph Volume = 14,649 cuft Inflow Hydrographs = 11, 12 Total Contrib. Area = 0.83 ac QP = 41.49 ds 46- 6444240383634 44- 42- 40- 38- 36- 34 23028 32- 30- 28- - 26 24 CY 22- 220181614121086 20- 18- 16- 14- 12- 10- 8- 6- 4 2- MINI ONONNI 0 0 1 2 3 4 5 6 7 8 9 10 11 12 Time (min) — POST OVERLAND PT D — PIPE+OUTLET CONTROL — Post Stream Point D -23- Design Storm Report Hydrology Studio v 2.0.0.53 Storm Distribution: OF Based - Synthetic Custom Storm filename: Tryon CA.cds 08-13-2018 Storm Total Rainfall Volume (in) Duration V 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr Time 6 hrs 1.81 0 0 0 3.81 4.96 5.91 0 -24- Incremental Rainfall Distribution, 1 -yr Time Precip Time Precip Time Precip Time Precip Time Precip (hrs) (in) (hrs) (in) (hrs) (in) (hrs) (in) (hrs) (in) 2.50 0.0056 2.68 0.0098 2.87 0.0243 3.05 0.0545 3.23 0.0143 2.52 0.0059 2.70 0.0104 2.88 0.0274 3.07 0.0455 3.25 0.0133 2.53 0.0061 2.72 0.0111 2.90 0.0311 3.08 0.0386 3.27 0.0123 2.55 0.0064 2.73 0.0119 2.92 0.0358 3.10 0.0333 3.28 0.0115 2.57 0.0067 2.75 0.0128 2.93 0.0418 3.12 0.0291 3.30 0.0107 2.58 0.0070 2.77 0.0138 2.95 0.0496 3.13 0.0257 3.32 0.0101 2.60 0.0074 2.78 0.0149 2.97 0.0601 3.15 0.0229 3.33 0.0095 2.62 0.0078 2.80 0.0163 2.98 0.0747 3.17 0.0206 3.35 0.0089 2.63 0.0082 2.82 0.0178 3.00 0.0958 3.18 0.0187 3.37 0.0084 2.65 0.0087 2.83 0.0196 3.02 0.0842 3.20 0.0170 3.38 0.0080 2.67 0.0092 2.85 0.0217 3.03 0.0668 3.22 0.0156 3.40 0.0076 1.8 1.8 1.7 1.7 1.6 777 1.6 1.5 1.5 1.4 1.4 1.3 1.3 1.2 1.2 1.1 1.1 c� .. 1 1 � D. 0.9 0.9 v a 0.8 0.8 0.7 0.7 0.6 0.6 0.5 0.5 0.4 0.4 0.3 0.3 0.2 0.2 0.1 0.1 0 0 0 1 2 3 4 5 6 Time (hrs) -24- Hydrograph 10 -yr Summary Hydroloqy Studio v 2.0.0.53 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 Rational PRE - A - 48" EXIT 77.51 0.08 23,253 ---- 2 Rational PRE - B (SE) 2.103 0.08 631 ---- 3 Rational POST - B 4.301 0.08 1,290 ---- 4 Rational POST CH -8 1.360 0.08 408 ---- 5 Rational POST -AB CULVERT 75.02 0.08 22,507 ---- 6 Rational POST CULVERT 4 3.345 0.08 1,003 ---- 7 Rational POST C 1.507 0.08 452 ---- 8 Rational POST CENTRAL 10.15 0.08 3,044 ---- 9 Rational PRE C (W) 0.794 0.08 238 ---- 10 Rational PRE STREAM POINT D 72.33 0.08 21,700 ---- 11 Rational POST OVERLAND PT D 3.051 0.08 915 ---- 12 Pond Route PIPE+OUTLET CONTROL 63.94 0.10 22,516 5 2130.55 4,516 13 Junction 48" EXIT FROM SITE 75.82 0.10 26,971 4, 6, 8, 12 14 Junction Post Stream Point D 66.38 0.10 23,432 11,12 -25- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE - A - 48" EXIT Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 1 Hydrograph Type = Rational Peak Flow = 77.51 cfs Storm Frequency = 10 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 23,253 cuft Drainage Area = 24.52 ac Runoff Coeff. = 0.43* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 7.3515 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 6.3 0.22 lawn/clay soils/avg grades 0.102 0.15 wooded 18.12 0.50 Single Family Residential 24.52 0.43 Weighted Average QP = 77.51 ds 85- 5807570656055 80- 75-- 70-- 65-- 60-- 55- 50 v 45 40- 35 30- 25- 20- 15 10 OF5 -/ 0 0 1 2 3 4 5 6 7 8 9 10 Time (min) -26- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE - B (SE) Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 2 Hydrograph Type = Rational Peak Flow = 2.103 cfs Storm Frequency = 10 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 631 cuft Drainage Area = 1.3 ac Runoff Coeff. = 0.22* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 7.3515 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 1.295 0.22 LAWN AVG GRADES, CLAY LOAM 1.3 0.22 Weighted Average V 0 3 2 1 QP = 2.10 ds we, 1 2 3 4 5 6 7 8 9 10 Time (min) -27- Hydrograph Report Hydrology Studio v 2.0.0.53 POST - B Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 3 Hydrograph Type = Rational Peak Flow = 4.301 cfs Storm Frequency = 10 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 1,290 cuft Drainage Area = 1.17 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 7.3515 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 1.17 0.50 Single Family Residential 1.17 0.50 Weighted Average V CY 5 4 3 2 1 QP = 4.30 ds we, 1 2 3 4 5 6 7 8 9 10 Time (min) -28- Hydrograph Report Hydrology Studio v 2.0.0.53 POST CH -8 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 4 Hydrograph Type = Rational Storm Frequency = 10 -yr Time Interval = 1 min Drainage Area = 0.37 ac Tc Method = User IDF Curve = Hendersonville. idf Freq. Corr. Factor = 1.00 Peak Flow = 1.360 cfs Time to Peak = 0.08 hrs Runoff Volume = 408 cuft Runoff Coeff. = 0.5* Time of Conc. (Tc) = 5.0 min Intensity = 7.3515 in/hr Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.372 0.50 Single Family Residential 0.37 0.50 Weighted Average 2- QP = 1.36 ds 1.9- 1.91.61.51.41.31.2 1.6- 1.5- 1.4- 1.3- 1.2- 1.1 1 - 0.9 0.8- .80.70.60.5 0.7- 0.6- 0.5- - 0.4- .40.30.20.10 0.3- 0.2- 0.1- 0 0 1 2 3 4 5 6 7 8 Time (min) 9 10 _Y9_ Hydrograph Report Hydrology Studio v 2.0.0.53 POST - AB CULVERT Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 5 Hydrograph Type = Rational Peak Flow = 75.02 cfs Storm Frequency = 10 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 22,507 cuft Drainage Area = 20.41 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 7.3515 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 19.98 0.50 AB -4 0.35 0.50 AB -3 0.08 0.50 AB -2 20.41 0.50 Weighted Average QP = 75.02 ds 85 80 75 70 65 60 55 50 45 CY 40- 35- 30- 03530 25- 20- 15- 10- 5 52015105 0 0 1 2 3 4 5 6 7 8 9 10 Time (min) -30- Hydrograph Report Hydrology Studio v 2.0.0.53 POST CULVERT 4 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 6 Hydrograph Type = Rational Peak Flow = 3.345 cfs Storm Frequency = 10 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 1,003 cuft Drainage Area = 0.91 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 7.3515 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.91 0.50 Single Family Residential 0.91 0.50 Weighted Average 4 0 1 QP = 3.34 ds we, 1 2 3 4 5 6 7 8 9 10 Time (min) -31 - Hydrograph Report Hydrology Studio v 2.0.0.53 POST C Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 7 Hydrograph Type = Rational Storm Frequency = 10 -yr Time Interval = 1 min Drainage Area = 0.41 ac Tc Method = User IDF Curve = Hendersonville. idf Freq. Corr. Factor = 1.00 Peak Flow = 1.507 cfs Time to Peak = 0.08 hrs Runoff Volume = 452 cuft Runoff Coeff. = 0.5* Time of Conc. (Tc) = 5.0 min Intensity = 7.3515 in/hr Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA(ac) C DESCRIPTION 0.41 0.50 Single Family Residential 0.41 0.50 Weighted Average 2- QP = 1.51 ds 1.9- 1.91.71.61.51.4 1.7- 1.6- 1.5- 1.4- - 1.3 1.2 1.1 OF 1 0.9- .90.80.70.60.5 0.8- 0.7- 0.6- 0.5 0.4- .40.30.20.10 0.3- 0.2- 0.1- 0/ 0 1 2 3 4 5 6 7 8 Time (min) 9 10 -32- Hydrograph Report Project Name: White Oak Ph 5 Hydrology Studio v 2.0.0.53 08-13-2018 POST CENTRAL Hyd. No. 8 Hydrograph Type = Rational Peak Flow = 10.15 cfs Storm Frequency = 10 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 3,044 cuft Drainage Area = 2.76 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 7.3515 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 2.76 0.50 Single Family Residential 2.76 0.50 Weighted Average QP = 10.15 ds 11 10 9All- 8- 8765431 7- 6- 5- 4- 3- 1 0 0 1 2 3 4 5 6 7 8 9 10 Time (min) -33- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE C (W) Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 9 Hydrograph Type = Rational Peak Flow = 0.794 cfs Storm Frequency = 10 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 238 cuft Drainage Area = 0.3 ac Runoff Coeff. = 0.36* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 7.3515 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.15 0.50 Single Family Residential 0.15 0.22 Lawn, avg grades, Clay Loam 0.3 0.36 Weighted Average QP = 0.79 ds 1 0.95- .950.90.850.80.75 0.9- 0.85- 0.8- 0.7S - 00l 0.7 0.65 0.6 0.55 0.5 CY 0.45 0.4 0.35 0.3 0.25 0.2 All 0.15 0.1 0.0s- 0-1 0 1 2 3 4 5 6 7 8 9 10 Time (min) -34- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE STREAM POINT D Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 10 Hydrograph Type = Rational Peak Flow = 72.33 cfs Storm Frequency = 10 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 21,700 cuft Drainage Area = 21.39 ac Runoff Coeff. = 0.46* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 7.3515 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 18.12 0.50 Single Family Res 3.27 0.22 Lawn, Avg Grades, Clay Loam 21.39 0.46 Weighted Average QP = 72.33 ds 80- 075706560555045Cy 7S- 70- 6S- 60- 55- 50- 45- Cy40- 03530252015100 35- 30- 25- 20-- 15- 10- 0-/ 0 1 2 3 4 5 6 7 8 9 10 Time (min) -35- Hydrograph Report Hydrology Studio v 2.0.0.53 POST OVERLAND PT D Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method IDF Curve Freq. Corr. Factor 4 9 �2 CY 0 = Rational = 10 -yr = 1 min = 0.83 ac = User = Hendersonville. idf = 1.00 QP = 3.05 ds Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 11 Peak Flow = 3.051 cfs Time to Peak = 0.08 hrs Runoff Volume = 915 cuft Runoff Coeff. = 0.5 Time of Conc. (Tc) = 5.0 min Intensity = 7.3515 in/hr Asc/Rec Limb Factors = 1/1 0 1 2 3 4 5 6 7 8 9 10 Time (min) -36- Hydrograph Report Hydrology Studio v 2.0.0.53 PIPE+OUTLET CONTROL Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 12 Hydrograph Type = Pond Route Peak Flow = 63.94 cfs Storm Frequency = 10 -yr Time to Peak = 0.10 hrs Time Interval = 1 min Hydrograph Volume = 22,516 cuft Inflow Hydrograph = 5 - POST - AB CULVERT Max. Elevation = 2130.55 ft Pond Name = PIPE WITH OUTLET CONTROL Max. Storage = 4,516 cuft Pond Routing by Storage Indication Method Center of mass detention time = 1 min QP = 63.94 ds 58075 85- 80- 75 70- 65 60--- 55--- 05550w 50- w45 CY 40- 03530 35- 30 25 20- 15 10 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (min) Req'd Stor POST - AB CULVERT — PIPE+OUTLET CONTROL -37- Hydrograph Report Hydrology Studio v 2.0.0.53 48" EXIT FROM SITE Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 13 Hydrograph Type = Junction Peak Flow = 75.82 cfs Storm Frequency = 10 -yr Time to Peak = 0.10 hrs Time Interval = 1 min Hydrograph Volume = 26,971 cuft Inflow Hydrographs = 4, 6, 8, 12 Total Contrib. Area = 4.04 ac QP = 75.82 ds 85- 5807570 80- 75- 70- Ilk 65 60 55 50 w 45 Cr 40- 0353025201510 35- 30- 25- 20- 15- 10- 5 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (min) POST CH -8 — POST CULVERT 4 — POST CENTRAL — PIPE+OUTLET CONTROL — 48" EXIT FROM SITE -38- Hydrograph Report Hydrology Studio v 2.0.0.53 Post Stream Point D Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 14 Hydrograph Type Storm Frequency Time Interval Inflow Hydrographs = Junction = 10 -yr = 1 min = 11, 12 Peak Flow Time to Peak Hydrograph Volume Total Contrib. Area = 66.38 cfs = 0.10 hrs = 23,432 cuft = 0.83 ac 76- 67472706866 QP = 66.38 ds 74- 72- 70- 68- 66 64- 62- 60 58 56 54 52 50 48 46 44 42 40 38 CY 36- 634323028262422201816141210864 34- 32- 30- 28- 26- 24- 22- 20- 18- 16- 14- 12- 10- 8- 6- 4 NOON2- MEOW Noun 0 0 1 2 3 4 — POST OVERLAND PT D 5 6 7 Time (min) — PIPE+OUTLET CONTROL 8 9 10 — Post Stream Point D 11 12 13 -39- Design Storm Report Hydrology Studio v 2.0.0.53 Storm Distribution: OF Based - Synthetic Custom Storm filename: Tryon CA.cds 08-13-2018 Storm Total Rainfall Volume (in) Duration 1 -yr 2 -yr 3 -yr 5 -yr -I10-yr 25 -yr 50 -yr 100 -yr Precip 6 hrs 1.81 0 0 0 3.81 4.96 5.91 0 (hrs) -40- Incremental Rainfall Distribution, 10 -yr Time Precip Time Precip Time Precip Time Precip Time Precip (hrs) (in) (hrs) (in) (hrs) (in) (hrs) (in) (hrs) (in) 2.50 0.0131 2.68 0.0204 2.87 0.0440 3.05 0.0900 3.23 0.0281 2.52 0.0135 2.70 0.0215 2.88 0.0488 3.07 0.0765 3.25 0.0263 2.53 0.0140 2.72 0.0227 2.90 0.0547 3.08 0.0662 3.27 0.0247 2.55 0.0145 2.73 0.0240 2.92 0.0619 3.10 0.0581 3.28 0.0233 2.57 0.0150 2.75 0.0255 2.93 0.0710 3.12 0.0516 3.30 0.0221 2.58 0.0156 2.77 0.0272 2.95 0.0828 3.13 0.0463 3.32 0.0209 2.60 0.0163 2.78 0.0291 2.97 0.0985 3.15 0.0419 3.33 0.0199 2.62 0.0170 2.80 0.0313 2.98 0.1201 3.17 0.0383 3.35 0.0190 2.63 0.0177 2.82 0.0338 3.00 0.1515 3.18 0.0352 3.37 0.0181 2.65 0.0185 2.83 0.0367 3.02 0.1342 3.20 0.0325 3.38 0.0173 2.67 0.0194 2.85 0.0400 3.03 0.1084 3.22 0.0301 3.40 0.0166 4 4 3 3 c � CO -22 D. v a 1 1 0 0 0 1 2 3 4 5 6 Time (hrs) -40- Hydrograph 25 -yr Summary Hydroloqy Studio v 2.0.0.53 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 Rational PRE - A - 48" EXIT 88.72 0.08 26,615 ---- 2 Rational PRE - B (SE) 2.406 0.08 722 ---- 3 Rational POST - B 4.922 0.08 1,477 ---- 4 Rational POST CH -8 1.557 0.08 467 ---- 5 Rational POST -AB CULVERT 85.87 0.08 25,760 ---- 6 Rational POST CULVERT 4 3.828 0.08 1,149 ---- 7 Rational POST C 1.725 0.08 517 ---- 8 Rational POST CENTRAL 11.61 0.08 3,483 ---- 9 Rational PRE C (W) 0.909 0.08 273 ---- 10 Rational PRE STREAM POINT D 82.79 0.08 24,837 ---- 11 Rational POST OVERLAND PT D 3.492 0.08 1,048 ---- 12 Pond Route PIPE+OUTLET CONTROL 71.96 0.10 25,782 5 2131.18 5,181 13 Junction 48" EXIT FROM SITE 85.56 0.10 30,881 4, 6, 8, 12 14 Junction Post Stream Point D 74.75 0.10 26,829 11,12 -41- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE - A - 48" EXIT Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 1 Hydrograph Type = Rational Peak Flow = 88.72 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 26,615 cuft Drainage Area = 24.52 ac Runoff Coeff. = 0.43* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 8.4141 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 6.3 0.22 lawn/clay soils/avg grades 0.102 0.15 wooded 18.12 0.50 Single Family Residential 24.52 0.43 Weighted Average QP = 88.72 ds 100 90 80 70 60 � 50 40 30 20 10 0 0 1 2 3 4 5 6 7 8 9 10 Time (min) -42- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE - B (SE) Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 2 Hydrograph Type = Rational Peak Flow = 2.406 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 722 cuft Drainage Area = 1.3 ac Runoff Coeff. = 0.22* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 8.4141 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 1.295 0.22 LAWN AVG GRADES, CLAY LOAM 1.3 0.22 Weighted Average 3 2 1 QP = 2.41 ds we, 1 2 3 4 5 6 7 8 9 10 Time (min) -43- Hydrograph Report Hydrology Studio v 2.0.0.53 POST - B Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 3 Hydrograph Type = Rational Peak Flow = 4.922 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 1,477 cuft Drainage Area = 1.17 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 8.4141 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 1.17 0.50 Single Family Residential 1.17 0.50 Weighted Average QP = 4.92 ds 5 4- 3 NV V 2 1 0 0 1 2 3 4 5 6 7 8 9 10 Time (min) -44- Hydrograph Report Hydrology Studio v 2.0.0.53 POST CH -8 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 4 Hydrograph Type = Rational Storm Frequency = 25 -yr Time Interval = 1 min Drainage Area = 0.37 ac Tc Method = User IDF Curve = Hendersonville. idf Freq. Corr. Factor = 1.00 Peak Flow = 1.557 cfs Time to Peak = 0.08 hrs Runoff Volume = 467 cuft Runoff Coeff. = 0.5* Time of Conc. (Tc) = 5.0 min Intensity = 8.4141 in/hr Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.372 0.50 Single Family Residential 0.37 0.50 Weighted Average 2- QP = 1.56 ds 1.9- 1.91.61.51.41.3 1.6- 1.5- 1.4- 1.3- 1.2 J4 1.1 1 IL 0.9- .90.80.7 0.8- 0.7- NL 0.6- 0.5- 0.4- .40.30.20.10 0.3- 0.2- 0.1- 0 0 1 2 3 4 5 6 7 8 Time (min) 9 10 -45- Hydrograph Report Hydrology Studio v 2.0.0.53 POST - AB CULVERT Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 5 Hydrograph Type = Rational Peak Flow = 85.87 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 25,760 cuft Drainage Area = 20.41 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 8.4141 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 19.98 0.50 AB -4 0.35 0.50 AB -3 0.08 0.50 AB -2 20.41 0.50 Weighted Average 95 90 85 80 75 70 65 60 55 50 CY 45 40 35 30 25 20 15 10 5 0 0 Qp = 85.87 ds 1 2 3 4 5 6 7 8 9 10 Time (min) -46- Hydrograph Report Hydrology Studio v 2.0.0.53 POST CULVERT 4 Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 6 Hydrograph Type = Rational Peak Flow = 3.828 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 1,149 cuft Drainage Area = 0.91 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 8.4141 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.91 0.50 Single Family Residential 0.91 0.50 Weighted Average 4 0 1 QP = 3.83 ds 0 1 2 3 4 5 6 7 8 9 10 Time (min) -47- Hydrograph Report Hydrology Studio v 2.0.0.53 POST C Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 7 Hydrograph Type = Rational Storm Frequency = 25 -yr Time Interval = 1 min Drainage Area = 0.41 ac Tc Method = User IDF Curve = Hendersonville. idf Freq. Corr. Factor = 1.00 Peak Flow = 1.725 cfs Time to Peak = 0.08 hrs Runoff Volume = 517 cuft Runoff Coeff. = 0.5* Time of Conc. (Tc) = 5.0 min Intensity = 8.4141 in/hr Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA(ac) C DESCRIPTION 0.41 0.50 Single Family Residential 0.41 0.50 Weighted Average 2- QP = 1.72 ds -T 1.9 1.8 1.7 1.6- .61.51.41.3 1.5- 1.4- 1.3 1.2- 1.1 1 0.9- 0.8 0.7- 0.6- 0.5- .70.60.50.40.30.20.1 0.4- 0.3- 0.2- 0.1 0 0 1 2 3 4 5 6 7 8 Time (min) 9 10 -48- Hydrograph Report Hydrology Studio v 2.0.0.53 POST CENTRAL Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 8 Hydrograph Type = Rational Peak Flow = 11.61 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 3,483 cuft Drainage Area = 2.76 ac Runoff Coeff. = 0.5* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 8.4141 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 2.76 0.50 Single Family Residential 2.76 0.50 Weighted Average QP = 11.61 cfs 13- 3121110 12- 11- 10- Ilk 9- 876 8- 7- 6- 5 4 OF 3- 2 1 0 0 1 2 3 4 5 6 7 8 9 10 Time (min) -49- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE C (W) Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 9 Hydrograph Type = Rational Peak Flow = 0.909 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 273 cuft Drainage Area = 0.3 ac Runoff Coeff. = 0.36* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 8.4141 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 0.15 0.50 Single Family Residential 0.15 0.22 Lawn, avg grades, Clay Loam 0.3 0.36 Weighted Average QP = 0.91 cfs 1 0.95- .950.90.85 0.9- 0.85- - 0.8 0.75 0.7 0.65 0.6 0.55 0.5 - 100F 0.4S -- .450.40.35 0.4- 14 03S 0.3 OF 0.2S- .250.20.1 0.2- 0.1 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 Time (min) -50- Hydrograph Report Hydrology Studio v 2.0.0.53 PRE STREAM POINT D Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 10 Hydrograph Type = Rational Peak Flow = 82.79 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 1 min Runoff Volume = 24,837 cuft Drainage Area = 21.39 ac Runoff Coeff. = 0.46* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Hendersonville. idf Intensity = 8.4141 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac) C DESCRIPTION 18.12 0.50 Single Family Res 3.27 0.22 Lawn, Avg Grades, Clay Loam 21.39 0.46 Weighted Average 95 90 85 80 75 70 65 60 55 50 CY 45 40 35 30 25 20 15 10 5 0 0 QP = 82.79 ds 1 2 3 4 5 6 7 8 9 10 Time (min) -51- Hydrograph Report Hydrology Studio v 2.0.0.53 POST OVERLAND PT D Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method IDF Curve Freq. Corr. Factor 4 9 �2 CY 1 = Rational = 25 -yr = 1 min = 0.83 ac = User = Hendersonville. idf = 1.00 QP = 3.49 ds Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 11 Peak Flow = 3.492 cfs Time to Peak = 0.08 hrs Runoff Volume =1,048cuft Runoff Coeff. = 0.5 Time of Conc. (Tc) = 5.0 min Intensity = 8.4141 in/hr Asc/Rec Limb Factors = 1/1 0 1 2 3 4 5 6 7 8 9 10 Time (min) -52- Hydrograph Report Hydrology Studio v 2.0.0.53 PIPE+OUTLET CONTROL Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 12 Hydrograph Type = Pond Route Peak Flow = 71.96 cfs Storm Frequency = 25 -yr Time to Peak = 0.10 hrs Time Interval = 1 min Hydrograph Volume = 25,782 cuft Inflow Hydrograph = 5 - POST - AB CULVERT Max. Elevation = 2131.18 ft Pond Name = PIPE WITH OUTLET CONTROL Max. Storage = 5,181 cuft Pond Routing by Storage Indication Method Center of mass detention time = 1 min QP = 71.96 ds 95- 59085807570 90--- 85- A 80--- 75- 70- 0000 65- 56055 60- 55- Ilk 50 CY 45- 5403530 40- 35- 30- 25 20--- 01510500 15- 10- 5- 0- 01 2 3 4 5 6 7 8 9 10 11 12 13 Time (min) Req'd Stor POST - AB CULVERT — PIPE+OUTLET CONTROL -53- Hydrograph Report Hydrology Studio v 2.0.0.53 48" EXIT FROM SITE Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 13 Hydrograph Type = Junction Peak Flow = 85.56 cfs Storm Frequency = 25 -yr Time to Peak = 0.10 hrs Time Interval = 1 min Hydrograph Volume = 30,881 cuft Inflow Hydrographs = 4, 6, 8, 12 Total Contrib. Area = 4.04 ac QP = 85.56 ds 95 90 85 80 75 70 65 60 55 50 Cr 45- 40- L 35- 53025 30- 25---- 000' 20F 00F 5105 15- 10- 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (min) POST CH -8 — POST CULVERT 4 — POST CENTRAL - PIPE+OUTLET CONTROL — 48" EXIT FROM SITE -54- Hydrograph Report Hydrology Studio v 2.0.0.53 Post Stream Point D Project Name: White Oak Ph 5 08-13-2018 Hyd. No. 14 Hydrograph Type = Junction Peak Flow = 74.75 cfs Storm Frequency = 25 -yr Time to Peak = 0.10 hrs Time Interval = 1 min Hydrograph Volume = 26,829 cuft Inflow Hydrographs = 11, 12 Total Contrib. Area = 0.83 ac QP = 74.75 ds 85- 58075 80- 75- 0000 70 55045 65-- 50--- 45 V a 40 35 30 25 20 5105 15- 10- 5 0-- -r--17�7t 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (min) — POST OVERLAND PT D — PIPE+OUTLET CONTROL — Post Stream Point D -55- Design Storm Report Hydrology Studio v 2.0.0.53 Storm Distribution: OF Based - Synthetic Custom Storm filename: Tryon CA.cds 08-13-2018 Storm Total Rainfall Volume (in) Duration 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr Precip 6 hrs 1.81 0 0 0 3.81 4.96 5.91 0 (hrs) -56- Incremental Rainfall Distribution, 25 -yr Time Precip Time Precip Time Precip Time Precip Time Precip (hrs) (in) (hrs) (in) (hrs) (in) (hrs) (in) (hrs) (in) 2.50 0.0174 2.68 0.0259 2.87 0.0524 3.05 0.1034 3.23 0.0347 2.52 0.0179 2.70 0.0272 2.88 0.0577 3.07 0.0883 3.25 0.0326 2.53 0.0185 2.72 0.0285 2.90 0.0641 3.08 0.0768 3.27 0.0309 2.55 0.0191 2.73 0.0300 2.92 0.0721 3.10 0.0679 3.28 0.0293 2.57 0.0197 2.75 0.0317 2.93 0.0822 3.12 0.0607 3.30 0.0278 2.58 0.0204 2.77 0.0336 2.95 0.0953 3.13 0.0549 3.32 0.0265 2.60 0.0212 2.78 0.0358 2.97 0.1129 3.15 0.0501 3.33 0.0254 2.62 0.0220 2.80 0.0382 2.98 0.1374 3.17 0.0460 3.35 0.0243 2.63 0.0228 2.82 0.0410 3.00 0.1734 3.18 0.0425 3.37 0.0233 2.65 0.0238 2.83 0.0442 3.02 0.1535 3.20 0.0395 3.38 0.0224 2.67 0.0248 2.85 0.0479 3.03 0.1240 3.22 0.0369 3.40 0.0216 5 5 4 4 3 3 c Q n v � N a 2 2 1 1 0 0 0 1 2 3 4 5 6 Time (hrs) -56- Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Aug 13 2018 White Oak Phase 5 - Post -Disturbance Discharge Area B Trapezoidal Highlighted Bottom Width (ft) = 40.00 Depth (ft) = 0.14 Side Slopes (z:1) = 12.00, 12.00 Q (cfs) = 4.301 Total Depth (ft) = 4.00 Area (sqft) = 5.84 Invert Elev (ft) = 2149.00 Velocity (ft/s) = 0.74 Slope (%) = 0.40 Wetted Perim (ft) = 43.37 N -Value = 0.033 Crit Depth, Yc (ft) = 0.08 Top Width (ft) = 43.36 Calculations EGL (ft) = 0.15 Compute by: Known Q Known Q (cfs) = 4.30 Elev (ft) Section 2154.00 2153.00 2152.00 2151.00 2150.00 2149.00 2148.00 Depth (ft) 5.00 4.00 3.00 2.00 1.00 1 11 _i nn 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 VV Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Aug 13 2018 White Oak Phase 5 - Post -Disturbance Discharge Post C Trapezoidal Highlighted Bottom Width (ft) = 10.00 Depth (ft) = 0.08 Side Slopes (z:1) = 65.00, 21.00 Q (cfs) = 1.510 Total Depth (ft) = 3.00 Area (sqft) = 1.08 Invert Elev (ft) = 2134.00 Velocity (ft/s) = 1.40 Slope (%) = 5.50 Wetted Perim (ft) = 16.88 N -Value = 0.033 Crit Depth, Yc (ft) = 0.08 Top Width (ft) = 16.88 Calculations EGL (ft) = 0.11 Compute by: Known Q Known Q (cfs) = 1.51 Elev (ft) 2138.00 2137.00 2136.00 2135.00 2134.00 2133.00 Section D 50 100 150 200 Reach (ft) 250 300 350 Depth (ft) 4.00 3.00 2.00 1.00 PER 1 -1.00 400 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Aug 13 2018 White Oak Phase 5 - Post -Disturbance Discharge Culvert 4 Trapezoidal Highlighted Bottom Width (ft) = 10.00 Depth (ft) = 0.10 Side Slopes (z:1) = 10.00, 10.00 Q (cfs) = 3.345 Total Depth (ft) = 3.00 Area (sqft) = 1.10 Invert Elev (ft) = 2124.00 Velocity (ft/s) = 3.04 Slope (%) = 13.00 Wetted Perim (ft) = 12.01 N -Value = 0.033 Crit Depth, Yc (ft) = 0.15 Top Width (ft) = 12.00 Calculations EGL (ft) = 0.24 Compute by: Known Q Known Q (cfs) = 3.35 Elev (ft) Section 2128.00 2127.00 2126.00 2125.00 00, 44, 2124.00 2123.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Reach (ft) Depth (ft) 4.00 3.00 2.00 1.00 PER -1.00 a� 00 O 00 O w w W I 0 Cn ry W Q O in I N O 00 11-1 CD 0 n Z O U Z O V) ry W 0 Z W n Y Q O w I N O 00 i 0 N N N E 0 0 0) 0 .3 0 0 / 30 PROPOSED SLOPE / MATTING, TYP. SEE DETAIL ON SHEET SC250- // A -2 I / H_g // /I IN D CH 1 �\ \ — -_ -- - / JB / / �/ / 11 E[ i v 56. LE 60 HDPE PIPE /O tL& 0 T L �TKUCewer Nw/ / / / /UVI h 6 CI IAC LA IFI E / / / AN F WEIR 6 6-— — — — ) IM OUTLET SRUCTU / / \ //IIII INV :21 2 .23 E /D AIL INV C)UT:2 1/2G. 1 25 _ II / I I IO 0 110 / / 4 I 60 4/8/CU� \f � / / � cxaP�lc sc INC = � \ � / / 224.0 / / o M IN��21 2150 OUTLET CONTROL STRUCTURE RIM:2 1 37.00 INV IN:21 24.23 INV OUT:2 1 2G. 13 2140 2130 2120 2110 0+00 1+00 2 +'00 3+00 4+00 2150 2140 2130 2120 —4� 2110 4+80 60" FROM SYSTEM INVERT ELEVATION 2126.23 iy��r=.fcirn MANHOLE COVER V) V) N 0 TOP OF WALL F w w W(-) O RIM:2 138 50 Z 26.0" ORIFICE 0 0 LL- Ld W INV. 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ELEV. 2126.24 C/) (n Z W _ -- ELEV. 2126.23 Q J � 60" FROM SYSTEM INVERT ELEVATION 2126.23 48" OUTLET INVERT ELEVATION 2126.13 ELEVATION 2131.23' OUTLET CONTROL STRUCTURE PIPE DETENTION SYSTEM N.T.S. 48" OUTLET INVERT ELEVATION 2126.13 JOB NUMBER: 18012 00 00 w \ \ n 00 -0-0 00 "N, cV O 0 LLI w V) C) w Ld U Z O U Z frW F- a- a O o N z W CJ fr LLIO U0 wV) 0 j Z LLL Wfr W 0 W V) Of W N I V) L0 1 (0 Of I HEREBY CERTIFY THAT THIS PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. �t1,1,1, n 11111"�� %% %%` 1 CARo'% 21 .,�yj,ID •O�p��. SCALE: N.T.S. DATE: 08/13/18 DRAWN BY: PED CHECKED BY: BSR PROJECT MGR: BSR SHEET: 11 V) LOz W(-) O ' ^ V) Z II--�--I 0 0 LL- Ld W C/) (n Z W _ Q J � O O U LjLjZ Z0 � O LLI O W' W W Ld J J_ F— > Z O (n Ld W ILJL 0 Z W = n CO SCALE: N.T.S. 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/ / /' / K \ / / / N SC250, / \\ \ \\ \ \ \ \` --\ `\ - T/ / / `/' __ _ \ `- '\1 -\ \\ ) / � TEMPO Y ENTR NCE E IT PRE C 0.29 ACRES V: �51.0 \ 1 \ V / /' / / J � 1 ; '� / l / \ 1 / / \ _CH -6 / J I l \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 7r0 'r \ \ \ \ \ \ \ / / / / ' /' / / / \ \ \ S RIb,NGLE l H7 Y505 D 1----- - \- Book7E �. 213 vm. � Qb\o-34- 5 \ \ \ \ I I 1 \ \ \ \ / \ \ \ , , / , / 1 � �` '� � , •%�� j / l \ 1Nor PRE A \ \ i 24.53 ACRES I I 111 I I I ( / Din:l 96 7 --/ I \ / / / / \ I I I I 1 \ \ \ \ \ j (/ / •\ \ \ \ � \ \ \ I I / 1 //� \\1\ l ( / I I I I / \ 1 , I / 1 r / / l / I \ I \ \ / / \ \ \ -\ / ! \ \ \ I / / / I \ 1 \ / PRE B 1.29 e // !�. 9z,vg.�\ / ACRES \Pin: 9620-44-5656\ \ / /0'R1ght/ -,1 /I -9Y4gyAs / ' ' / l / ' ------- / �\ f1l I/I , //(\ � ) / /// I JOB NUMBER: 18012 ,••llc•: M 1:� N I Lou a - z O F- a_ 0f U N W 0 00 0) N CO O 0 W W U W N Z cW L O U U Z O N W 0 Z W 2 W a_ 0 W N W ch N H Z W c� L O U N ch U Z ch W W W r� W ch I�H"IMI,40I(0I I HEREBY CERTIFY THAT THIS PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. LO re's W WJ z Z O T In i or-, W 0 Z W V•a'J W M N � U 1� Z •�'"� ONO iv w i. kn O ON r� 'v 4 r 61 � N 00 �y N O � SCALE: 1 " = 60' 1 y /1 0/ / r l X8V l DATE: \ \ 3 / I I // / DRAWN —_,/— _' / I I '// 1 v \ \> 1 III I 1 \ \ \ \\ \\ \ kk,_ \ \ I I �' / / \--------I^l \ 1 1 \ \ \ \ \ I '- / / �' / / l / / ht of -W As �t/own LOTI r / r Plat Slide 9346 D.B. 1592, g. 677 \ vm:,R670-45-7420\ \ \ \ \ \ 1 /r I 1 / / / / / /-�' \ vlatslides49S \\ \ \ \ \ \ \ \ \ \ L\ \hy \ \L4NE _\ _ ---/'' SRI h Ot Wa S \ \ \ \ \ 9 f \- Y � \ \ \ \ \ Pe plat Sl1de\4929\ /Robson VB. 1306,P.519 /,fSli 1`0' Sanitary Sewer ' / ' ]Easement As -Per - 6346 --- / / a / / X \ \ \ \\ \ \\ \ \ k r3 / /� / MIDDLE T ET I \ 9 / / /' Privat Pav d 5/1d,549 Pin: 670-lis-Sz29 / _ 3 G \ -\_/ I �i I / X I/' ' � --' / --_ '-------- \ \\ \ \ \ \ - �- I PlatSl(de5493 /'� \ \\ \ \ \ \ \\ \\ \ \\ I vin:967ot45-\34 �� t � nif �,- r - \ \ \ \` ___ \ / I I I / I I I I \ I \ _\ � ___^__✓_--' � � / / \ / _ / tqq, 46 \ x I I �I / I � I 1 ! /I 1 � ( / \ \ \ / / (' J \ \ \ \ \ \ \ 116 - \- I Pin: 960- _-IPy 670_ tde3493 -��— —� _ /-- NAq -250 OH - 'LINED / -- \ \ 11 \ I \ 1 \\ \ \ \\ \\ , - /_-_ '- __ e - - �/, / / •N` t��, � 11 C250 \ / / /f / ' ` � / / � ! } / _�_/ / -\ ( 1 � -� 1 1 / / - \ \ \ in S Temporary Utilit -513 — \ _ — _ -. �/ _ / - E emeniztsPer-� � — \ \ \ \ \ \ \ \ Plat Slide 6346 _ — � '•�� \ /v / I \ \ \ \ \ \ \ � I5 3C 0 \ Watkins Fail trus- /\i Pins 9670- \ — mt / J I I / / / \ III �I / / 9670-5-5-8024- — �C / \ DINED CH ti I / / 1 1 (\ / / 4i / / ¢ -----_�'. _._`;---- / ! � '\ % SI TANG � / / \ /INV• _ PRE POINT D STREAM DISCHARGE Sanit Per \ \ , SC250 ( II -\\ \ \\ \ \- \\ \_ \\\\\ \ \ ^\_ - / / /' / K \ / / / N SC250, / \\ \ \\ \ \ \ \` --\ `\ - T/ / / `/' __ _ \ `- '\1 -\ \\ ) / � TEMPO Y ENTR NCE E IT PRE C 0.29 ACRES V: �51.0 \ 1 \ V / /' / / J � 1 ; '� / l / \ 1 / / \ _CH -6 / J I l \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 7r0 'r \ \ \ \ \ \ \ / / / / ' /' / / / \ \ \ S RIb,NGLE l H7 Y505 D 1----- - \- Book7E �. 213 vm. � Qb\o-34- 5 \ \ \ \ I I 1 \ \ \ \ / \ \ \ , , / , / 1 � �` '� � , •%�� j / l \ 1Nor PRE A \ \ i 24.53 ACRES I I 111 I I I ( / Din:l 96 7 --/ I \ / / / / \ I I I I 1 \ \ \ \ \ j (/ / •\ \ \ \ � \ \ \ I I / 1 //� \\1\ l ( / I I I I / \ 1 , I / 1 r / / l / I \ I \ \ / / \ \ \ -\ / ! \ \ \ I / / / I \ 1 \ / PRE B 1.29 e // !�. 9z,vg.�\ / ACRES \Pin: 9620-44-5656\ \ / /0'R1ght/ -,1 /I -9Y4gyAs / ' ' / l / ' ------- / �\ f1l I/I , //(\ � ) / /// I JOB NUMBER: 18012 ,••llc•: M 1:� N I Lou a - z O F- a_ 0f U N W 0 00 0) N CO O 0 W W U W N Z cW L O U U Z O N W 0 Z W 2 W a_ 0 W N W ch N H Z W c� L O U N ch U Z ch W W W r� W ch I�H"IMI,40I(0I I HEREBY CERTIFY THAT THIS PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. LO re's W WJ z Z O T In i or-, W 0 Z W V•a'J W M N � U 1� Z •�'"� ONO iv w i. kn O ON r� 'v 4 r 61 � N 00 �y N O � SCALE: 1 " = 60' 1 08/09/18 BY: JTP r —III)\ 1 I \ \ -\\ \\ \---_ \ \ \\ // / / / / / --- \\ \\ \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \, /' \` I j / / / , \ � / / / / / I \ \\ \ CHECKED BY: BSR i \ \ \ `\---------- 0\ _ PROJECT MGR: BSR 1 \ \ \ \ \ \ / / ,/ �\\ ,/ // (1 1 / / \ \ \ \ \ I I I I I 1 \ \ \ \ \ \\ - \ �___----_ \ \ \ \ \ \ � I / � Il / I / / l l / / / / \� \ \ \ \ \ \ \ \ \ \\ \ \ \ \ I / / / / \\ � \ \ \ \ \ \ \ SHEET: I 1 \I / � \ I 1 \ I I I I l \ \ \ \ \ - \ \ / I / f/ / / / / I / 1 1 '-� / /\ \ \ \ \ \ \ \ \ \ \ \ / / , , / / / / \ I \ \ \ \ \ \ \ \ y /1 0/ / r l X8V l DATE: \ \ 3 / I I // / DRAWN —_,/— _' / I I 08/09/18 BY: JTP r —III)\ 1 I \ \ -\\ \\ \---_ \ \ \\ // / / / / / --- \\ \\ \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \, /' \` I j / / / , \ � / / / / / I \ \\ \ CHECKED BY: BSR i \ \ \ `\---------- 0\ _ PROJECT MGR: BSR 1 \ \ \ \ \ \ / / ,/ �\\ ,/ // (1 1 / / \ \ \ \ \ I I I I I 1 \ \ \ \ \ \\ - \ �___----_ \ \ \ \ \ \ � I / � Il / I / / l l / / / / \� \ \ \ \ \ \ \ \ \ \\ \ \ \ \ I / / / / \\ � \ \ \ \ \ \ \ SHEET: I 1 \I / � \ I 1 \ I I I I l \ \ \ \ \ - \ \ / I / f/ / / / / I / 1 1 '-� / /\ \ \ \ \ \ \ \ \ \ \ \ / / , , / / / / \ I \ \ \ \ \ \ \ \ 3 h ryN W 366900 35° 22'E3" N 2 2 Ift 1 993 Soil Map—Henderson County, North Carolina (White Oak 5) 369000 369100 3692W 369300 it MMi of be valid at this scale. 35° 21'37 N 368900 369000 365100 369200 369300 3 h N Map Scale: 1:4,540 if printed on A portrait (8.5" x 11") sheet Meters NN 0 50 10D 200 300 /VD 0 200 400 800 1200 Map projection: Web Mercator Comer coordinates: WG584 Edge tics: UTM Zone 17N WGS84 uisDA Natural Resources Web Soil Survey � Conservation Service National Cooperative Soil Survey 3 ryN W 369500 1 35° 22'8"N 8 a 3 & 93 35° 21'37'N 369500 3 o+ N 8/9/2018 Page 1 of 3 Soil Map—Henderson County, North Carolina (White Oak 5) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Ig Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) jo Stony Spot 1:20,000. Soils Very Stony Spot Warning: Soil Map may not be valid at this scale. 0 Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause ,y Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of Soil Map Unit Points w Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features scale. Blowout Water Features Streams and canals Please rely on the bar scale on each map sheet for map ® Borrow Pit measurements. Transportation )K Clay Spot «-rr Rails Source of Map: Natural Resources Conservation Service Q Closed Depression Web Soil Survey URL: ,y Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot Major Roads projection, which preserves direction and shape but distorts _ distance and area. A projection that preserves area, such as the ® Landfill Local Roads Albers equal-area conic projection, should be used if more y Lava Flow accurate calculations of distance or area are required. +L Background Marsh or swamp . Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Mine or Quarry Soil Survey Area: Henderson County, North Carolina Q Miscellaneous Water Survey Area Data: Version 17, Sep 26, 2017 O Perennial Water Soil map units are labeled (as space allows) for map scales V Rock Outcrop 1:50,000 or larger. + Saline Spot Date(s) aerial images were photographed: May 21, 2015—Nov 28, 2017 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot LSLaq Natural Resources Web Soil Survey 8/9/2018 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Henderson County, North Carolina Map Unit Legend White Oak 5 Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI HyB Hayesville loam, 2 to 7 percent 22.1 55.9% slopes HyC Hayesville loam, 7 to 15 17.4 44.1% percent slopes Totals for Area of Interest 39.5 100.0% LSot Natural Resources Web Soil Survey 8/9/2018 Conservation Service National Cooperative Soil Survey Page 3 of 3