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SW3240304_Stormwater Report_20240703
HYDROLOGY REPORT For Waffle House Lowesville Located at East of 7405 NC-73, Denver, NC 28037 Dated: March 4, 2024 Revised: July 1 , 2024 Prepared by: Contineo Group, LLC Contact: Bryan H. Russell, PE Juan Del Rio, PM Augustine Appiah juand©thecontineogroup.com 755 Commerce Drive, Suite 800 Decatur, GA 30030 www.THECONTINEOGROUP.com 037214 • '•`cNGIN •*: 07/01/2024 Hydrology Report 9NTINEO THE GROUP HYDROLOGY REPORT Table of Contents Project Description 3 Methodology 4 Pre-Developed Hydrologic Analysis 4 Post-Developed Hydrologic Analysis 4 Stormwater Treatment Analysis & Runoff Matching 5 Conclusion 6 Attachments • Pre and Post Development Area Map • Runoff Volume Calculation • Grading Plan • Drainage Plan • Hydrographs • Maintenance and Inspections • Soil Survey Map • USGS Map • NOAA Atlas Rainfall report WWW.THECONTINEOGROUP.COM Page 12 Hydrology Report THE CO NTI N EO GROUP III Project Description The project consists of the development of a wooded lot into a Waffle House Restaurant with parking lot.The property consists of 1.01 acres and access to it will be through a proposed driveway east of the site which connects to Brentwood Road. The proposed development will incorporate a bioretention pond which provides design volume (water quality volume) and peak attenuation volume for stormwater flow of up to the 6-hour, 50-yr storm event pre to post development. (NCDEQ Stormwater Manuel and Charlotte-Mecklenburg Stormwater Manual). Stormwater from the site sheet flows from North to Southwest of the property and continues further south through an existing 15" RCP pipe located on NC-73 ROW. There is minimal stormwater bypass to adjacent properties and right of way. hickfil-A `` uAhea p In Shore Express Oil Change - Ch©&Tire Engineers ,�Far'F0a°'' 9 QAvrilCambridge Oil ,are Center Change, Publix Super Market 9 ti, at Cambridge Village The UPS Store a ® Pack a shin nt® Avril Cambridge The UPS StoreB Building 1048 n oWalgreens Photo Browse Walgreens Sales Today DTOWN SUNDRIES® v City National Bank 4,4, -Presto ATM p 4y,,, Palm Berries 9 Food Lion 9 Goodwill-Denver \ Circle K Thrift store Cony store store Bojangles ®One isnt enough_ 9 ra Arby's e Fed Food•5 ,i 9Fifth Third Bank&ATM Peoples Bank 9 LKN Pawn McDonald's Hams Teeter Fuel Center 9 Fast Food•S 9 9Cook Out 'N Athletic Club Chillfire Bar&Grill 9 Sherwin-Williams �Kn wec•s Sh®pas at waterside Q \ Main Street Craft Coffee Paint Store East Coast Wings*Grill \ Paint store k, ChiCkC wings•55 Great Clips 0 a r ' • �Ly,,ve 9 Salon Lofts 4 gosS \\ 9 ®Harris Teeter �Ya-. ® NDe Ya 1 Geppetos Piva \ xdy 46e 9 9 Fresh Chef hail.•S 9 ` First Citizens Bank Lincoln County Rice Box ABC Store#1... Liquor store 9 Normar ` Sports Page Food 8 Spirits® - GoTgle Fern&Flame Grill•SS Co.,Denver NC Vicinity Map WWW.THECONTINEOGROUP.COM Page 13 Hydrology Report THE CO NTI N EO GROUP Methodology The purpose of the following study is to evaluate the hydrologic conditions of the existing site as it impacts the development. The time of concentration is defined as the time needed for water to flow from the most remote point in a watershed to the outlet of a watershed. It is a function of the topography,geology,and land use within the watershed. The SCS Method was used for analysis of the existing and proposed conditions. Autodesk's Hydraflow Hydrographs 2021, a computer software program was used to develop time of concentrations for the studied basins,generate and route hydrographs for this study. The attached hydrographs show the results gathered directly from the Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2020 program model.The SCS Method was utilized to model all rainfall events for the pre-and post-developed site, utilizing a 2-minute time interval for analysis, a Type II Storm Distribution, and a Shape Factor of 484. Rainfall Intensity data from NOAA Atlas 14,Volume 9,Version 2 was used,and it is attached to the appendix. Pre-Developed Hydrologic Analysis The site is 1.01 acres tract of land with very shallow slopes.There is one point of study on the site located in the northeastern portion of the property.Stormwater from the site sheet flows from North to East of the property to the right-of-way,from north to southwest to the neighbor's property and from middle portions of the site to the northwest.The runoff eventually flows into West Chickamauga Creek further east on the site. The pre-development condition created three basins, Basin 1, Basin 2 and Basin 3. No signs of erosion were observed and there are no known complaints of stormwater issues. Per the site's wooded state and hydrologic soil group,the predevelopment conditions are estimated at a CN of 61 and a time of concentration average of 10-mins. The Pre-Development conditions are in the hydrograph report under Hydrographs #1 through #3. The Pre- Developed Basin Map can be found in the appendix.Also, Pre-developed Basin runoff volume calculations are in the appendix. Post-Developed Hydrologic Analysis The proposed development consists of the construction of a new Waffle House Restaurant with parking lots and an above ground detention pond. The post development condition created three basins, Basin 1, Basin 2 and Basin 3. Basin 1 total impervious area of the site is 0.33 acres.While Basin 3's total impervious area was 0.11ac. Basin 2 did not have any impervious areas. The total runoff of Basin 1 will be held in the bioretention pond. A minimum Tc of 6 mins has been used for the post development conditions. Hydrograph#7 shows the post-development flows without bioretention pond, while Hydrograph #9 shows the combined post development flow after it's been routed through the bioretention pond. Hydrographs#11 and #12 shows post development flow of runoffs that do not discharge into the bioretention pond. Hydrograph #14 shows the shows the combine runoff leaving the site after the development. Post-Development Basin map attached to the appendix. Also, Post-developed Basin runoff volume calculations are in the appendix. WWW.THECONTINEOGROUP.COM Page 14 Hydrology Report THE CO NTI N EO GROUP Stormwater Treatment Analysis & Runoff Matching DESIGN VOLUME AND PEAK ATTENUATION VOLUME: Stormwater from the parking lot and building will sheet flow into the bioretention pond.The post-development stormwater flows from the site are lower than the pre-development.The pond will provide water quality volume and peak attenuation volume up to the 50-yr storm event through the provided 6,245 cuft of volume of the bioretention pond.The bioretention pond will discharge the flows through a broad crested weir and into the area of the site where stormwater is currently leaving the property.Water quality and channel protection design calculations are in the appendix. Hydrograph#3 and#7 shows the site conditions in the post-development stage without detention and Hydrographs#5 shows the routing through the pond. Below are the calculations and pond stage storage data (detail also included in the appendix). —aao —200 W..0•B.lasso tm w.ra-@i..xsso aao /////////////\\\\\\\\\\\\\` gP(V s,- .; RUNOFF VOLUME MATCHING: Based on the site's runoff calculations,the site's runoff will decrease by 53%from pre to post development.The table below shows the pre-post runoff values. For more detailed calculations, please refer to the appendix. RUNOFF VOLUME MATCHING TOTAL PRE-DEVELOPMENT RUNOFF VOLUME(CU FT)= 377.7 TOTAL POST-DEVELOPMENT RUNOFF VOLUME(CU FT)= 1455.8 TOTAL VOLUME PROVIDED BY BIORETENTION(CU FT)= 1281 TOTAL UNTREATED RUNOFF VOLUME(CU FT)= 174.8 DIFERENCE OF PRE-POST RUNOFF VOLUME(CU FT)= -202.9 There is a 53%desease in the site's runoff volume from pre to post development. WWW.THECONTINEOGROUP.COM Page 15 Hydrology Report THE CONTINEO GROUP Conclusion It is our conclusion, based on the calculations presented herein, that the discharge flow will not have an adverse effect downstream or neighbor properties.Stormwater from the site will be controlled and safely released where it is currently being discharged.Attached are further calculations and forms used in the analysis of the property for the stormwater design.Should you have any additional questions,please feel free to contact Juan P.Del Rio at 404-399-5192 orjuand@thecontineogroup.com. Sincerely, ,l !!!! .``3*��' CAR Ron T. Crump �.`>c .. 678-601-6046 CONTINEO GROUP t 037214 ,p 4/GINE�•;Q Civil Engineer Designers '''i()NTiCRV �`/ ' Juan P. Del Rio Augustine Appiah WWW.THECONTINEOGROUP.COM Page 16 - PRE-DEVELOPMENT ������ _. POST DEVELOPMENT ���G��� P"eri o�t� Rod;, 6 ,�� }CIA= + = ' �\`� �y119 111111 iiiii - o 11 ° 6\A --� - - - _ aee III g�� -- 9 8 ,�y11\ _ -- ` \ g I a N54 06 -- easev . �- 6 \ s.°e .Fq.GME c ,,„, so. 116• 7n ----' -tom / `� �\ �'16 tJ � ` � o zo• ao' � � � �� . � \\\eee � 0 20' 40' ,,�PON T„�a��e,. H T• 1 V AREA �77 w' ` \ SCALE i-20 _ `/ 6 ®®®\ �. \\ SCALE i"=20' _ �_. �_ 772 t � d 6 13:5 �' pR 0 1�'1-5 �' R M ,r(' HrI;ITf1: -- -11A -_ N/ \ \ .?Sb m4 /PID PSN/P }, ��,, TNED9-2636 PG 369 /` _ - -772--''a• ---I N DEE..PG SEP V a y�� I PARCEL IDC34S34 __--773--- -- - \ �` `,\ :r1 PARCEL IDAi3C53C- _-J73 __ O h~U O 1 + 6 oazalevwoa 71I,$ \ , , o9xsssPcan w 1 _ _-- 9 -�- 1� JJ3 _ MAIN ,NCE ACC€6 - AS' l 1 t:r:- 12 1 - 1 \\\ 6 2 - �� ♦ ou7e/ EASEMEMr - B•r \, 1 ' 11' \ 19• �oA�� 1 ( 0 \ 16 11 177:;2.,- +1 +1 �] 111 , 772 ----I_ , , , t72 • ss3 „ ._,._,._,_ ,_ ,,,1 \ , , , , :,. .„...: , � � , 11 ,, ,, N54 07 01 W ii,l ,d I mo!, I• Z �A .r 1 -1+0 7 ‘ ) k-,9___ i ,t s\ \ ,,\ ,:\ I "n0 11°' , n 1 _`'76s.----- ' ' `J - ' _7' II= 11© J> 769_ ,1 BASIN 2 + 6ti , y r " "=' = 1 + 2 .A AREA 19' BASW 1 l k�_ 15_% F<ow / /e �� 9�5.5'� ' DIRECTION AirrAfid w'� n �1+ I ' I `\ JNNSPOD75-----x R E A 2___= _2.__ ti , JI RFORATED _jijjiijii �= 1v _ 7707 76r • Ft423 9 ©+_m / �.. DEreDpuN -- -_=- MJ 09 1a6 ..769-- - CL2F� 1`\ IPE �_ .16 7ss Co W 2`- __ -_I / + - _'7b9 O O 1' 3 is68766 76 .Z p k - ,765� 341 IF _Li .�- / --766-- 1 ,REBAY / dl IZyJW W r , 2e ---- / 1 / Atk sy' -766` I m¢i In js.w'e _ __ n o � _ _I _l' In1 W. (2 r� ® '�_ SYN1 L__rI _ > ..e e ;° '6' o.;__ _ � �, E(1j1='� �i a � --- 76s k��`. I W / IA R ------ ----- ^ - 8 I '70/_ er, / Ii N /j ^a1 ' \ n u w,. ,I6". /� I. I \ Q a \ ' Xi �6o` _ I 1 "U'. `. / \ BIORETENTION POND ^ h, •. jI / , �� \\ / 1 \ l e �\ 26 roP:76e.0o ��� ''7sa-__ 6a I - / V BOTTOM: ::_ �31_ /�� +9 m YR ELEV. 765.56 �� 1 - 55O Y ELEV.766.16 m: 7 _ M� E Ev.7s7.00 m a 6750 !� 1 1 if 1 J/ roP:z �� 1 �,�' a ��r�l 75o.oa - � � �� 1 0 �� .00 -it - „ 0 JNV-TSB 7 '-��7► z'RP.�6 - - - �pA - _ R8F �' 6V1 ss H �6m '216 �\ y 6 T =- °5 76a �� 76r *mac', - - - I p w U n ssr o 'E, } ,�6 / I 1`•� ,, t __ � 763Isz 1A L �® I Z ti 6�` � Bc?,770 l/' - / TOP:788 '� /��� Jg EXTENDE v / �J.. z n iRB ---- � INV- ,54_��' \\ 8„PVC +g0 / - INV r BO.0.00 EXTENDED +y O J ~ o g z l _ E OF EDGE O - $F-Pc___, ,ice'. 6. 169 DG _ s -- CURB 6g'oF ASPHALT w z o 1 i w 6 � / TG:789.64 � w LLJ J Z y � EDGE OF,ASPHALT P O S-�� EDGE OF ic:ndoo ® LLIZ o HALT ASPHAL 7 rc 769.00 G 76B.ao j BG:766.5� / �j J ' �p > J ' �- 3Do>•HT �y -- O Z +151•�� �k / % 6°CONCRE 2� +151�� ((If eso�a5Fr L 1 D 6 CONCRE E I w E a O/' .ill N.C.HIGHWAY? v ,ill \ p, (1OO'RIGHT OF WAY). // \\ P O S-I (IV.C.HIGHWAY A o 100'RIGHT OF WAY) 1 // PUBLICLYDEDICATED� // PUBLIGLYDEDICATEDg I 0, 6,I, EDGE 0PvASPHALT p2 ��`1 EDGE Of 4SPHALT ---� 411 g Ziki- Q// �`\�p (aROP PR Q// C\`\�p eteaNgR OHErj}� OHE OHE` OHE QHE OHE-ti E OHE --- ( , s e Rf-g GP.'0 OHE�.6-- \" OHE OHE‘ OHE EHE OHE-- k E OHE r- / -- Z o a `'qtal SC 763. 8 Y 5�8 5� Aa•60P// 763. 8 ¢ OHE O m :3 a // �,� a� • + Q 69�y11yysoL/ k1"5a, w - - o:a /�n\ �„15.1"5 F-•0 1'• 1, /o\ �01501• : f� ¢ " _3,-, EXISTING SITE AREA SUMMARY: PROPOSED SITE AREA SUMMARY: ` ` mpa PA- TOTAL SITE AREA =1.01 AC TOTAL SITE AREA =1.01 AC w M2 � 9 a BASIN 1 BASIN 1 epee g AREA= 0.66 AC AREA= 0.52 AC ` 1oJ IMPERVIOUS AREA =0.00 AC CN=98 IMPERVIOUS AREA =0.33 AC ; CN=98 4PERVIOUS AREA =0.66 AC ; CN=61 PERVIOUS AREA =0.19 AC CN=61 1,1 AVERAGE CN= 61 AVERAGE CN=84 DRAWN. CHECK TC= 10 MIN TC= 6 MIN HYDROLOGIC SOIL GROUP: B HYDROLOGIC SOIL GROUP: B MA JDR SOIL TYPE: LdB2, WnB SOIL TYPE: LdB2, WnB o JOB NO: DATE: g BASIN 2 BASIN 3 BASIN 2 BASIN 3 23-240 1/18/24 AREA= 0.09 AC AREA= 0.26 AC AREA= 0.11 AC AREA= 0.38 AC IMPERVIOUS AREA =0.00 AC ; CN=98 IMPERVIOUS AREA =0.07 AC ; CN=98 IMPERVIOUS AREA =0.00 AC CN=98 IMPERVIOUS AREA =0.11 AC CN=98 P�,T PERVIOUS AREA =0.09 AC ; CN=61 PERVIOUS AREA =0.19 AC ; CN=61 PERVIOUS AREA =0.11 AC ; CN=61 PERVIOUS AREA =0.27 AC ; DEVELOPAENT AVERAGE CN=61 AVERAGE CN=72 w AVERAGE CN= 61 AVERAGE CN= 71 oa TC= 10 MIN TC= 10 MIN TC= 6 MIN TC= 6 MIN MAP E5 HYDROLOGIC SOIL GROUP: B HYDROLOGIC SOIL GROUP: B HYDROLOGIC SOIL GROUP: B HYDROLOGIC SOIL GROUP: B 11 6' SOIL TYPE: LDB2, WNB SOIL TYPE: LdB2, WnB SOIL TYPE: LDB2, WNB SOIL TYPE: LDB2, WNB .1 \ C032 - GRADING NOTES: \ \ - - _ 1. PRIOR TO WORK COMMENCEMENT, CONTRACTOR IS TO CONTACT LOCAL tH CAR°",, s j, ADA INSERT "CALL DIG"SERVICES FOR LOCATION OF ALL \ \ CONTRACTOR SHALL COORDINATE WIN ALL UNDERGROUND PRIOR UTILITIES. TO ,,'O \ ¢. fj , \ - _ /����i, SCALE,Y-5 COMMENCEMENT OF WORK, WHICH RO INCLUDE$, BUT NOT LIMITED TO . \ Z$ \\ �'I - RELOCATION OF UTILITIES ALONG ROADWAYS AND OFFS/TE IMPROVEMENTS $ 5� \ �$ \ \\ I�l,r awl- - y&; d IN ORDER TO DELIVER 7N£PROJECT 037214 j �� �� G� 1 �' Y �� Q . 2. REFER TO THE GEOTECHNICAL REPORT FOR INFORMATION ON EXISTING `:FNGINEEQ`. 'f' \ ` C-- _ \ 16 \ SOIL CONDITIONS. ,�?ON......R;;*:: ` \\ �6 0 zo' ao' a �' C.ca \ G'� ___ \ -f- - -,.00x D 3. CONTRACTOR IS TO REMOVE ALL MATERIALS DEEMED UNSUITABLE BY THE \ O \\ - - \ OWNER AND/OR ENGINEER. \\ '�` _-'' Pik, \\\ `, SCALE.' i"=20' -- � \ Z o.3il A POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS SHALL BE MAINTAINED / 1 \ - 9S� \/\ \ AT ALL TIMES �[�, LL \\ y9� �" ,L \� Q.' - 5 CONTRACTOR SHALL VALIDATE AND ACCEPT TOPOGRAPHIC INFORMATION �' > - PROVIDED PRIOR TO COMMENCEMENT OF WORK. ANY DEVIATIONS SHALL 0 57 o \ \ \ \ 4 - BE SUBMITTED TO THE ENGINEER AND OWNER. Ce p Mo N \\ , \� �i d - 6. CONTRACTOR TO PROVIDE CLEAN PAVEMENT AND CURB EDGES WA SAW M C \ G \. �w - \ CUTTING OR OTHER METHOD; /F WT1RK/S WITH/N EX/511NC PAVEMENT w Q � 1� \ ___ `-d�; \�.\ i � AREAS UJ (�)p C CO ��9 - �\ .�Qj�$ \y� �a \// - 7. REFER TO ARCHIIECNRAL PLANS AND SPECIFICATIONS FOR ALL Z p o4 0. Ir 11 + \ I 'I' \/ e ` d/ / / \ STRUCTURAL FOUNDATIONS SLABS AND EARTHEN BUILDING PADS (- Q O uj U w + N. i ]@k. �`�\ Q B EXISTING AND REMAINING FACILITIES WHETHER ON THE PROPERTY OR ON Z V F U,•7 \ /\/ \\�� -�- �.I_ - ADJACENT PROPERTIES SHALL BE MAINTAINED IN THEIR ORIGINAL Le, O / \�� 770 / - CONDITIONS THEIR ORIGINALFCDI�S�REED, THESE STRUCTURES SHALL BE RESTORED TO U n n \ = \ _ 9APPROPRIATE STALE ALL DISTURBED AREAS WITHOUT PERMANENT HARD SURFACES SHALL BE \_-_ _ TREATED WER PERMANENT STABILIZATION PER DIE NDAROPR/A _-_ `; V. \ OR LOCAL EROSION CONTROL AND DEVELOPMENT STANDARDS. �� V� ___ __ \\2\2\ �I p I" �o�o - - - �o.zzl] 1 UNCLASSIFIED BASIS DELIVER DIE EARTHWORK FOR THE PROJECT ON AN\ 0.CONTRACTOR SHALL 0 --- EOM 777 OM nt \ N°`•nsoo / „k, -60� _ - 11. IN THE OTECHNICALL REPOR/SI BSEVCE OF OTHER LASE NT OFOM FILL SOURCES SUCH L AS E mf \ PER THE FOLLOWING` ' as 776 - - -�-` , \ - / y • CLEAN, GRANULAR MATERIAL AND SHALL BE VERIFIED BY THE - --0(/.1 CONTRACTOR FOR SUITABILITY BY PERFORMING A GRADATION TEST. J N �� \ \\\\ _ / • PLACED/N L/FT THICKNESS NOT TO EXCEED EIGHT INCH�� Q \ / . POSSESS MOISTURE WITHIN„TX OF OPTIMUM 775 `® 4 �'\;-1G w®�N . %'\' \ - • COMPACTED TO 95X MINIMUM DENSITY OF THE MAXIMUM DRY DENSITY Y N��� I 772 /�' � 1'� 6 `\s„ �` \\ yI n - UTILIZING THE MODIFIED PROCTOR METHOD(ASiM D-1557) ,'a a e �? \��/ T 12.ALL STORM WATER SYSTEMS ARE TO BE DELIVERED TO THE OWNER sa V6111W • ��+ ` _ CLEAN AND FREE OF DEBRIS R ' 3 7'n 7720 ^� ��_ i n'b / _- '-_ - i iJ.PRIOR TO COMMENCEMENT OF CONSTRUCTION THE CONTRACTOR/S 10 O WI ® n r i .�' _ _773 i�\���\`� a Ino�� NOTIFY THE ENGINEER OF ANY POTENTIAL CONFLICTS BETWEEN EXISTING W 61, I - -r6, 1 ® �,,� - r �, _ AND PROPOSED GRAVITY UTILITIES W y f� 6 '^ >>q\ ®T `- '\ �� \ .,5 14.ANY RETAINING WALLS DEPICTED WITHIN THESE PLANS ARE TO BEW ^" 010r ec zs . ,� - DESIGNED UNDER THE DIRECTION OF THE CONTRACTOR AND ARE SHOWN T yC� 0I :To Pr MWN _ 772 aC nWpCEL o-7° �., s f 1 FOR COORDINATIONTHESE PURPOSES ONLY. THE CIVIL ENGINEER ACCEPTS NO a C,11 � - �1. \ � .� RESPONSIBILITY FOR THESE WALL. Z � g Z N ' ,ter�� >`V�.7AND % 'Osa _/ 15.ALL PIPES SYSTEMS ARE MEASURED BETWEEN THE CENTERS OF V ti 'F 1� >>3 - - 1x _re AN N SS _ $ _va..,..,a `, f MANHOLES W 11. ¢ n TE POND MAINTENENCE zoo` -max \ .- r, -1- HIENTillNGUYEN I o x W a o - DEWATERING PUMP TO BE USED FOR POND MAINTENANCE. C I + W = ¢'' ! -® y r '- -- - \\`,`s`� P -, s� --� o o �zeSY - ')72 770 q O▪ :9`.. n es b °�1 no le du,'Immo ,..,..,_,4„,___, !Bse,o0,,,,; ..,., " so s misp.. . ,\ . % \ \ \ , , \\, \ , / \, „\\ ‘„ l` / ''fi Al_., , G i ' +a6? E . \ STORM PROFILE Al-A2 DIRECTION Jm I I • V>� I �� '"�f^, I ` ';o% --� Ij�` HORIZONTAL ordT F.Y-20' FROM - ��;I I�� - M® /� ^ _ \I A VERTICAL SCALE Y-5' DOWNSPOUTS ill_ D I C) M 4. III _.7�'Mira w1° -- - - i i_. PERFORATED _S' --_-- .!- I 8QF IF o T1- 71; OW^ \ 1 �j 780 780 O_ LI.. �U UNDERDPIPE II l®I\_ I no,- e r ©-I-'� i 16 � �Z PIPE s _ - m o > 'I' m' J- - 1 1 I'I'III �' I, „ ^I o o e V1 o I`` AT A2 J n I my ti°� f �� 3IW W ` fg Q' _1vi �U o iN ^I i M - f , ~ U U f� 775 3 775 w Z �� m r FOREBAY I W I• t - / `` . Q W 11�' TYPICAL DITCH CROSS-SECTION _- 6 o Ce Z \ ec ,5, ^46 n^1I - - �� - N. ^ //// CO W W N.T.S ' / J O O .. R s j I a n v_ >L I. n \ ¢LL / \\ 3'DITCH AIDE 770 770 W 7) < �� eloREmanoN POND x ��� ���L� � ^°N j A 1 u) ce o E73 1.1:----1 oa,s a TOP:766.00 X`., 11 // 1;. / \ L _ - BOTTOM: 765.56 _ \ / 10 YR ELEV: 765.90 'o t i` I / 4 I \� / \ Ir, 1 , ( 5'SRCP'CLASS IV 02.71R `INV OUT:769.78(S)25 YR ELEV:786.90 m4 y�� eso / ^1 , ,._,/ `` 1 INV IN:788.25 N,- 1 raace..r --- ml-� 50 YR ELEV.766.16 ,.� 7 ® �j� _ `° III - 765- 765 k,Lv SNWT ELEV. 757.00 m TOP 767.50 -- `I_ -�-$ �• 3 IV, e, • - r a TGt 750.a3 � � I.� 16 ' BC'..770.00 I 6-'71-- 0 R8 6��� ss�` 6 7a: ; � 2 - - - = 1, O'\(-oL,4° �- n n n o e cl�, 5I$ 764 +r��aFT 76,Li O: R" _'0 ��- ,'BOTTOM 0+00 0+50 -9 n __ __ /`,�J -_ssa oa 50'E� �- ]63I62 �N�1 i'_ �j Q �* 6Z -L `, I`. LEGTH O o `-D"tn s i , Nik \ TOP:788.00 /I/i 7 E%BDED - / •Lbq➢ o� '6 OdX� 3 � 3 - -_=--___ __ __ INV /, BG 769.00 /�EXIENDED '�-5O // N - a'v- o CURB 6�. EDGE OF ASPH,�CT TG. � B sa w STORM STRUCTURE A4 STORM PROFILE A3-A4 _ - 4 _-_- gG/ 68.50 TO 770.00a a 'o EDGE OF f SPHAL T Tc:789 00 / BG:7$9.0o HORIZONTAL BCALE.Y•zo e TOP:768.00 Pe;? II&768.5/ / VERTICAL SCALE Y-S / < a/3 i /�/ 3Do-4FT _ RISER=767.50' o n M_ La=LOFT CD 1 32 8//' dsa05FT / 6 CONCRET E URa no A3 770 0 ��/ ��� N.C.hIGHWAY73y Bo (I00`RIGHT OF WAY), 12'WEIR 1L INV=76fi.55' 765 \ / 765 DRAWN: CHECK: // PUBLICLY DEDICATED`, m a EDGE Of\`\ASPHALT - / = MA JDR % -4--�5b '� VII 0�!\,� '�� - �� JOB NO: DATE: P. c�� BPRP Q�� (�� 0� 760 760 23-24 ODE - OHE ONE' OHE �- tS"OULETE' ORATEDce OHE T- ORIFICEINV IN:761.00(N/ �'HE OHE OUT762.00(S)763. INV=7682%+ 102 p/ A 81 0hQ V' k0"'1 ao �ry�// /1�k�ky�� / , 755 APPROXIMATE 755 rL/"IN €oa ``` 1I °.o? � OUTLET CONTROL STRUCTURE- OF PROPOSED= \\J WEIR WALL SECTION VIEW GAS UNE n l I (N.T.S) o+oo 0+50 / C0' _ __ 1��' - `w` BIORETENTION CELL --,. -F--- n7 M6•s"•w�� �`u 16�� ry ,.`tNtCARr --- -- _ �� \\\ 41 1 Urainage area number 1 ��oR,.... li'''• V +54t�� \\ o� 2 'Minimum required treatment volume(Cu ft) 188$d �g�/:� _ j �77s 775 _, 1 ��. �� A �� GENENALMDC FROM 0211.3060 7'"� ' 1 __ Ittk\ 3 Is the SCM stied to treat the SW from all surfaces at bulldout7 No /'3 p••NGINE.`Q7 77z - � J��, 4 Is the SCM located away from contaminated soils? Yes '-.,,op`•••-••••�tr�,.°� a" I V 0 20 ao r.Ca ti3 \ 5 What are the side slopes of the SCM(H:V)? 3:1 ,noo°� - `� 6 - 9 ' �' Goes the SCM have reta)ning walls.gabion walls or other r 'I' p, 1- 1 + \ SCALE 1"=20' 6 -_- rI� +11 ` _ 73_ A V engineered side slopes? No C 1 Inn i, 1h ��\ Are the inlets,outlets,and receiving stream protected from erosion d '‘1.‘-:- 1 1 �� 7 (10-year storm)? Yes 0 > o _ RLIMITED.PARTNERS P---_ - �X‘�, Is there an overflow or bypass for inflow volume in excess of the m a fQ Ds aPGses : lir ♦ 1•_ 2 -------772- ./io S�V 8 design volume? No (' w o N AARCEL IIIlA34534 773 - _-- ` 9 cx M C \ 9 What is the method for dewatering the SCM for maintenance? Pump(preferred) O w in m + �5 I MaN "A"cE ��\ 10 applicable,will the SCM be cleaned out after construction? N/A w C` °' POND MAINTENENCE1 Z I p e" I - oute AND€A`SEEM`EASEMENT i- - t 6, If apphca z U - \\ 1-5" 11 Does the maintenance access comply with General MDC(8)? Yes 0 ° DCWATERINO PUMP 70 BE USED FOR POND MAINTENANCE. m -77171- fir\\ ��+� Z V w a M 3 =f `�� - _ _ ,,,,KEL1O ,�, 12 Does the drainage easement comply with General MDC(9)? Yes O ci 33 -< .no +' \ 10 - �' 772 tl If the SCM is on a single family tit,does(will?)the plat comply with U p _ ,MAINTENANCE. - -^,^ - ., o' _ 13 General MDC(10)? WA r its.Dim �`£. ��-� �. _ �'` 14 Is there an 08M Agreement that complies with General MDC(71)? Yes ,„ ,,. . �� L 15 Is there an 08M Plan that complies with General MDC(12)? Yes �� I +gy \ 11 16 Does the SCM follow the device specific MDC. No 110 '' I -7sa_ - ' �) 17 Was the SCM designed by an NC licensed professional? Yes ( I i �� I " I is -M ) -- ai 11 -f-a 61 c :�i, OIOItETENf10N csu.AMC FROM(12M.wsj jt. Flow �6�61 18 SHOUT elevation(fmsl) 757.00 _ // DIRECTION a T I^ r - pP -- ; �,1�, 19 Bottom of the bioretehfion calf(imsl) 761.50 � .1 DOWNSPOUTS I I I �� - �-- •::11 ': 20 Ponding depth of the desgn storm(Inches) 12 in 'I _, - mil - _ -;' 3Z^ 21 Surface area of the bioretentlon cell(square feet) 976 sf Y4• 1 �,,, 770 �_ 7771 _ 7s' • w°j y 22 Desgn volume of SCM(cu lt) 1281 dPERFORATED -!"--_- ® 9 Ifs \�1 \ 9nUNDERDRAIN II'I ■®�\� I �,__: I I r°- _© � `j ` 161' 23 Is the bloretention cell used for peak attenuation? Yes P o PIPE a n G = A 1 I 'l, x�'^_ I\ ' 24 Depth of peak attenuation over planting surface(in) 22 in o I e M I1'IIII 3C o (inch/hour)m'N -_J- 3 ' 6a 7 � I I o o I I 25 Height of peak attenuation outlet above the planting surface(in) 21 In W W W a 6 I._... , , --jg6 _1 p=w a ,I \ 26 Infiltration rate of the in situ soil inch/hour .1 INhr i J ;n m o I" ,Q I ®r :767 I-I_U / ) 27 Diameter of the underdrain pipes(d applicable) 41n x H mo Y 6' 65 U 0 N ' S I , ; Ta I \ ¢w I 28 Does the design include Internal Water Storage(IWS)? No Q s z° FOREBAY 42^c -- - I V 1 _ 765- / m L°I w , h I 29 if so elevation of the top of the I W S(fmsl) N/A g 0 OF s 3s 8�tl_ ll m j 'I -- ._ 30 Elevation of the planting surface(fmsl) 765 g w o 0 \ R --- --- -s_` «w Ib - 7�0" ... / , �_�' j I\ What type of vegetation will be planted? (grass,Irees/shrubs, a o -tit^, �1; I a - .i6°� - I I �I \ �a IA 31 other)? Grass (I 2 BIORETENRON POND a F.� \ / \ Q p.g;* Taw 768.00 -__- , J( I Y \ 32 Media depth(inches) 54 in j ii (` GRIFZLEIROS BOTTOM:765.00 �� -7s3- _ :` 11 rV \ / \ 33 Percentage of medium to coarse washed sand by volume 85% Q y I Percentage of fines(silt and clay)byvolume 10% o N 10 YR ELEV.:765.56 I= : '� •v _ .' \ Q m 25 YR L7EV:765.90 0 \- � T0 : , �"/ \ \ 34 9 °^^C�1 �+ ZIS 50 YR ELEV.766.16 WI-- - 7. ®� _ 35 Percentage of organic matter by volume 6% SHOUT ELEV. 757.00 ig TOP:761:50 ��N, i �.J/t 767 - r•� TO:750.03 I "5 -9 36 Type of organic material Pine bark fines R f -�� BC:,no.00 5 r9 DESIGN OF RIPRAP OUTLET PROTECTION•�. � > ��766-�-.7ss ss -6e (��I'► �6, 1 --_,A,€)C;6- 30 in NSW and not 1 A , 6 �� 1 ,,,,-,0 ? �, 1 yl9 a� 76s ®wM�� R - _ - - _f -�4 0 37 to exceed 50 Use Data -'� 7637'764 (Ae. 761 i s.e = - '� 6 - �� j`,\ .-'�� Phosphorus Index(P-Index)of media(unNess) elsewhere Calculated Value , tr -- .5 '"' ;� - v 38 Will compaction be avoided during construction? Yes Reference Data 0 OP:768.00 � -- ,-'_�r - '76p - EXTENDED - - ^ 39 Will cell be maintained to a one inch/hour standard? Yes TN g`rtV 70 ec769.00 EXTENDED +50 / 40 Depth of mulch,If applicable(Inches) N/A _ Designed By: Augustine Date: 05.21.24 W U n _ ___ B GE OF ADate: 05.21.24 TO: isa84 165 41 Type of mulch,if out pipes N/AChecked By: Ron Z o - = '> 1c:�76a:4o w 42 How many dean out pipes are being Installed? 1n n z �R EDP -- - .50� Q� Company: Co B eo Group a. 1 88s0 1is n0:00 43 Type of pretreatment that will be used: Rlpr8p Pro ect Name: Waffle House-Lowesville,NC 0 LL I z EDGE OF,ASPHALT Tc:769.00, c:76e.00 f = J o a z aG:7sesp' ADDITIONAL INFORMATION Project No.: 23-240 J U n //' / I / % Please use this space to provide any additional information about W w z o / �� 3Do=4Fr '/ - 44 the bioretention cell(s): Site Location(City/Town) Denver,NC J o Z La=ro r - -- Culvert Id. 101 (L Lit U W=12F-f Total Drainage Area(acres) 0.86 Z +151' /�V ff/ (150=0.5Fr 6"CONCRETE CORR 1 Q 2� = / �r = 1 - Step I.Detemnne the tatlwater depth from channel charactensucs below the O ^�// \ m N.C.HIGHWAY 73. pWe outlet for the design capacm'of we pee. If the taassater depth a less J 0O ZO // \\ (100'RIGHT OF WAS7-2. than half the owlet pipe diameter.rt u classified m,nipnmuailw'ater condmoa If a is greater than half the pipe diameter.,t is classified v.a m, ondiuon. O H // PUBLICLY DED/GATED\ - t pas that outlet Orrin wade Bat area,with no defined channel a assumed �w a �`� \ \\ showvotherwTse.tin tailwater condition unless reliable flood stage eletanons 0 0 OJ 1ga � EDGE OVASPNAL T 'N,<Ah-$i�i ,'1� \ Outlet pipe diameter,Do(in.) 15 ( 1 p,R�R�� �J v pv� v -- railwaterdepth(in.) o _=f 3 CPS' .' p Q// \t BIORETENTION CROSS-SECTION Minimum/Maximum tailwater? Min TW(Fig.8.06a) z o <� e G V OHE/ OHE OHEI DOE E OHE-� y g�� G 9 / E OHE T- -/ ( Discharge(cis) 1.08 5p�8PST yA�,6$D rya// 1 , + 8 Y Velocity(ft./s) 1.03 - ,, n ` ``6�(�6"(6J' // \� PJ5 / , PEAK ATTENUATION OUTLET MAXPONDING DEPTHS ABOVE PLANTED SURFACE: w LB N {�• re- 1 r-F' S- / , eivrau ELEV.:766.60 step?.Based on we tailw'ater<onddons detetmmed m step I.enter Ftggre 3 S e t E a o f1 'L• 1� ^Ct 121N-WATER OWLITY DESIGN VOLUME ; • O\ `\it MINIMUM WIDTH IO 181N-PEAK ATTENUATION OUTLET ELEVATpN 8.06a or Figure and detmnine d,ariprap size and minimum apron length (n eWge 7' I��-c ,1\\_ POR MAINTENANCE ACCESS 24IN-PEAK ATTENUATION VOLUME (L)-The d,a size is the medaan stone sue m a well-graded npra Z _ Pra pzPtoa .S,.3a \,\�I PEAI(ATTENUATION VOLUME 0 - �" CLFANWT 5,238 CU FT step 3. Determine apron width a the pipe outlet,the apron shape.and the N BIOTECTION OUTFACE PIPE RUNOFF VOLUME MATCHING PROVIDE AT LEAST _ _ ONE PER apron width at the outlet end from the same figure used m Step 2. w TOP:768 1 DESIGN VOLUME i EIn 011 DePth00 UNDERORAIN REQUIRED:1,088 CUFT Minimum TW Maximum TW a < (10-YR STORM CALCULATIONS) ez~- a 7wm 1w A1UlCH LAYER PROVIDE0:1,281 CUFT Figure 8.O6a agate 8.O6b ce3� Riprap d6o,(ft.) 0.5 pea ITOTAL PRE-DEVELOPMENT RUNOFF VOLUME(CU FT)= 377.7 ELEv.:768.aa w - Minimum apron length,L,(n.) 10 I- `mo o TOTAL POST-DEVELOPMENT RUNOFF VOLUME(CU FT)= 1455.8 ELEV.: • Apron with at pipe outlet61.) 3.75 3.75 0 IW.MI t w BOTTOM:765 Apron shape 2 n e n eU e0 w Apron width at outlet end(ft.) 11.25 1.25 71000 TOTAL VOLUME PROVIDEDBYBIORETENTION(CUFT)= 1281 IWS Step.1.Dnnnune the nammnnt stone d,ndnn ` " " I f J ELEV.:761.50 d =I$a U. '� Minimum TW Maximum TW 2 a:� - tiro TOTAL UNTREATED RUNOFF VOLUME(CU FT)= 174.8 LEDMxmEs: Max sroneDameter,amaX(n.) 075 o DRAWN: CHECK: INV.:]62.00 rc MEDIA MIX 411 INV.:762.00 Step 5.D Diameternsme er,e apron AAA JDR _ THE MEDIA SHOULD BE COMPOSED OF A HOMOGENOUS MIX PERFORMED SET THE TOP OF mOTHE FOLLOWING: UNOERORAIN PIPE THE MIS ZONEA Apron thickness=l.5ztl�„ DI�ERENCE OF PRE-POST RUNOFF VOLUME(CU FT)= -202.9 a es%MEDIUM oEOARBE WASHED SAND IASTM C331 MINIMUM OF IS p7R'ro OM b. 10%FINES(SILT AND CLAY):AND INCHES BELOW Mlnlmum 7W Mazlmum TW JOB NO: DATE: P. a. 5%ORGANIC MATTER(SUCH AS PINE BARI(FINES) NO MECHANICAL COMPACTION THE PIANTm p ThicknOESIS. OO NOT MECHPNIGYLY Apron ) 1.1zs 0 23-240 1/18/24 oCOMPACT THE MEDIA WATER OR SURFACE. There is a 53%desease in the site's runoff volume frompre topost development. MINIMUM MEDIA Step 6.Fa the nPrap apron m We sue M...of n MTF,for the tuuonannt le 16150 charm. 1 2 a 4 -0 0 urea ON IT snisBAcm. ALL CELLS WITH TREES AND SHRUBS',MWCHES length.L,.from Pupae 806E m Ftpure 8066 Extend the apron fanbet W.s. CELLS WITHOUT WITH NO I TREESS INCHES RUBS: dowusveam and elou8 channel banks until s,,0ee.is assured Keep,he \ RUN(eN WITH IWS:30INCHES SHOUT MUST BE>2 FT BELOW THE apron as svupN as posvbieaM eltpvn,lithe Bow of the recmanp stream LOWEST POINT OF THE BIORETEMION CELL Malec rostter.ssanaltpnn.eu,brnds veer,tic P,Pe omlct so tW,me c,mnna DRAINAGE w L E S THAN wo the,„,.„p sneam,,snUBg,. PLAN LESS THAN 01N NSW WATERS Some Iocanons may regwre Romp ofthr curve channel cross secuon to assure �a a Am Energr LESS THAN 50 OLSEWMERE ,iatuLty !Z AnSi V e. WP Ye TopWgp It nu,be necnsan,o,rcrease the Stu of rtp,,p xl,ere po,ecoou of We o tel ant (wet fail (N (e). (Al IN MAIM MAINTENANCE - 6.48 1.ala o.4U x41 1MM PA1 1n 0.sa MAINTAIN MEDIA SUCH MAT INFILTRATION RATE IS AT(FAST channel sole slopes is neces+an I.Npya.rd,.S.Oc). Where over-falls must a, 1 IWR page oudrn m Bows are euesswe,a plunge pool should be copudered.see CO3 1 page 8068 \./VF,7• / RUNOFF VOLUME CALCULATIONS Simple Method for Runoff Volume Rv=0.005+0.9 IA Dv=3630*RD*Rv*A PRE DEVELOPMENT I BASIN 1 Drainage Area(ac)= 0.66 Impervious Area (ac)= 0 No impervious area,thus the design volume is 0sf. BASIN 2 Drainage Area(ac)= 0.09 Impervious Area (ac)= 0 No impervious area,thus the design volume is Osf. BASIN 3 • Drainage Area(ac)= 0.38 Impervious Area (ac)= 0.11 IA= 0.29 Design Storm RD(inches) 1 Rv 0.27 Design Volume-Dv(cu ft) 366.3 ENTIRE SITE-PRE DEVELOPMENT • Drainage Area(ac)= 1.01 Impervious Area (ac)= 0.11 IA= 0.11 Design Storm RD(inches) 1 Rv 0.10 Design Volume-Dv(cu ft) 377.7 POST DEVELOPMENT I BASIN 1 Drainage Area(ac)= 0.52 Impervious Area (ac)= 0.33 IA= 0.63461538 Design Storm RD(inches) 1 Rv 0.58 Design Volume-Dv(cu ft) 1087.5 BASIN 2 Drainage Area(ac)= 0.11 Impervious Area (ac)= 0 No impervious area,thus the design volume is 0sf. BASIN 3 • Drainage Area(ac)= 0.38 Impervious Area (ac)= 0.11 IA= 0.29 Design Storm RD(inches) 1 Rv 0.27 Design Volume-Dv(cu ft) 366.3 ENTIRE SITE-POST DEVELOPMENT • Drainage Area(ac)= 1.01 Impervious Area (ac)= 0.44 IA= 0.44 Design Storm RD(inches) 1 Rv 0.40 Design Volume-Dv(cu ft) 1455.8 RUNOFF VOLUME MATCHING TOTAL PRE-DEVELOPMENT RUNOFF VOLUME(CU FT) = 377.7 TOTAL POST-DEVELOPMENT RUNOFF VOLUME(CU FT) = 1455.8 TOTAL VOLUME PROVIDED BY BIORETENTION (CU FT) = 1281 TOTAL UNTREATED RUNOFF VOLUME(CU FT) = 174.8 DIFERENCE OF PRE-POST RUNOFF VOLUME(CU FT)= -202.9 There is a 53%desease in the site's runoff volume from pre to post development. 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 1 2 3 7 •5 V 11 12 .41r 14 Project: Hydro 06.28.24.gpw Monday, 07/ 1 /2024 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 0.008 0.081 0.233 0.432 0.756 1.044 PRE DEVELOPMENT-BASIN 1 2 SCS Runoff 0.001 0.011 0.032 0.059 0.103 0.142 PRE DEVELOPEMENT-BASIN 2 3 SCS Runoff 0.069 0.164 0.272 0.386 0.554 0.697 PRE DEVELOPMENT BASIN 3 5 Combine 1,2,3, 0.071 0.249 0.532 0.877 1.413 1.883 COMBINED PRE DEVELOPMENT 7 SCS Runoff 0.665 1.002 1.350 1.697 2.177 2.565 POST-DEVELOPMENT-BASIN 1 9 Reservoir 7 0.022 0.034 0.040 0.045 0.197 0.554 POND(ROUTED BASIN 1) 11 SCS Runoff 0.001 0.020 0.054 0.096 0.160 0.216 POST DEVELOPMENT-BASIN 2 12 SCS Runoff 0.162 0.336 0.527 0.727 1.017 1.261 POST DEVELOPMENT BASIN 3 14 Combine 9, 11, 12, 0.174 0.373 0.609 0.860 1.218 1.522 POST DEVELOPMENT TOTAL Proj. file: Hydro 06.28.24.gpw Monday, 07/ 1 /2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.008 2 746 185 PRE DEVELOPMENT-BASIN 1 2 SCS Runoff 0.001 2 746 25 PRE DEVELOPEMENT-BASIN 2 3 SCS Runoff 0.069 2 724 262 PRE DEVELOPMENT BASIN 3 5 Combine 0.071 2 724 473 1,2,3, COMBINED PRE DEVELOPMENT 7 SCS Runoff 0.665 2 718 1,329 POST-DEVELOPMENT-BASIN 1 9 Reservoir 0.022 2 870 1,295 7 765.58 742 POND(ROUTED BASIN 1) 11 SCS Runoff 0.001 2 742 28 POST DEVELOPMENT-BASIN 2 12 SCS Runoff 0.162 2 718 383 POST DEVELOPMENT BASIN 3 14 Combine 0.174 2 718 1,706 9, 11, 12, POST DEVELOPMENT TOTAL Hydro 06.28.24.gpw Return Period: 1 Year Monday, 07/ 1 /2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 1 PRE DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 0.008 cfs Storm frequency = 1 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 185 cuft Drainage area = 0.660 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 2.01 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660 PRE DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 1 -- 1 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - illl 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 2 PRE DEVELOPEMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.001 cfs Storm frequency = 1 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 25 cuft Drainage area = 0.090 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 2.01 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE DEVELOPEMENT - BASIN 2 Q (cfs) Hyd. No. 2 -- 1 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - �—_, - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 3 PRE DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.069 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 262 cuft Drainage area = 0.260 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 2.01 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260 PRE DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 3 -- 1 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - \ - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 5 COMBINED PRE DEVELOPMENT Hydrograph type = Combine Peak discharge = 0.071 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 473 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac COMBINED PRE DEVELOPMENT Q (cfs) Hyd. No. 5-- 1 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 I 0.01 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 7 POST-DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 0.665 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,329 cuft Drainage area = 0.520 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.01 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520 POST-DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 7 -- 1 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time (min) 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 9 POND (ROUTED BASIN 1) Hydrograph type = Reservoir Peak discharge = 0.022 cfs Storm frequency = 1 yrs Time to peak = 870 min Time interval = 2 min Hyd. volume = 1,295 cuft Inflow hyd. No. = 7 - POST-DEVELOPMENT - BPOISiNBlevation = 765.58 ft Reservoir name = Biotention Pond Max. Storage = 742 cuft Storage Indication method used. Outflow includes exfiltration. POND (ROUTED BASIN 1) Q (cfs) Hyd. No. 9-- 1 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - — 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Time (min) Hyd No. 9 Hyd No. 7 111111111 Total storage used = 742 cuft Pond Report 10 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Pond No. 1 - Biotention Pond Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=765.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 765.00 976 0 0 1.00 766.00 1,613 1,281 1,281 2.00 767.00 2,324 1,958 3,239 3.00 768.00 3,102 2,703 5,942 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 16.00 2.00 10.00 0.00 Span(in) = 15.00 0.00 0.00 0.00 Crest El.(ft) = 767.50 766.50 767.50 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33 Invert El.(ft) = 762.00 0.00 0.00 0.00 Weir Type = 1 Rect Broad --- Length(ft) = 10.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No Slope(%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 1.000(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 3.00 768.00 2.00 767.00 1.00 766.00 0.00 765.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 Total Q Discharge(cfs) 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 11 POST DEVELOPMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.001 cfs Storm frequency = 1 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 28 cuft Drainage area = 0.110 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.01 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST DEVELOPMENT - BASIN 2 Q (cfs) Hyd. No. 11 -- 1 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 — f - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 12 POST DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.162 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 383 cuft Drainage area = 0.380 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.01 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380 POST DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 — ' - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 14 POST DEVELOPMENT TOTAL Hydrograph type = Combine Peak discharge = 0.174 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,706 cuft Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac POST DEVELOPMENT TOTAL Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 I 0.15 0.10 0.10 0.05 ` 0.05 0.00 "— 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 Time (min) Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.081 2 724 506 PRE DEVELOPMENT-BASIN 1 2 SCS Runoff 0.011 2 724 69 PRE DEVELOPEMENT-BASIN 2 3 SCS Runoff 0.164 2 722 493 PRE DEVELOPMENT BASIN 3 5 Combine 0.249 2 724 1,067 1,2,3, COMBINED PRE DEVELOPMENT 7 SCS Runoff 1.002 2 718 2,016 POST-DEVELOPMENT-BASIN 1 9 Reservoir 0.034 2 842 1,982 7 765.90 1,158 POND(ROUTED BASIN 1) 11 SCS Runoff 0.020 2 720 77 POST DEVELOPMENT-BASIN 2 12 SCS Runoff 0.336 2 718 704 POST DEVELOPMENT BASIN 3 14 Combine 0.373 2 718 2,762 9, 11, 12, POST DEVELOPMENT TOTAL Hydro 06.28.24.gpw Return Period: 2 Year Monday, 07/ 1 /2024 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 1 PRE DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 0.081 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 506 cuft Drainage area = 0.660 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 2.53 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660 PRE DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 1 -- 2 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 I 0.08 — 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 11111111.11111 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 2 PRE DEVELOPEMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.011 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 69 cuft Drainage area = 0.090 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 2.53 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE DEVELOPEMENT - BASIN 2 Q (cfs) Hyd. No. 2 -- 2 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - ' I - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 3 PRE DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.164 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 493 cuft Drainage area = 0.260 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 2.53 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260 PRE DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 5 COMBINED PRE DEVELOPMENT Hydrograph type = Combine Peak discharge = 0.249 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,067 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac COMBINED PRE DEVELOPMENT Q (cfs) Hyd. No. 5-- 2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 I 0.20 0.15 0.15 0.10 0.10 i 0.05 0.05 0.00 - J 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 7 POST-DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 1.002 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,016 cuft Drainage area = 0.520 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.53 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520 POST-DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs) 2.00 - 2.00 • • 1.00 - 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time (min) 20 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 9 POND (ROUTED BASIN 1) Hydrograph type = Reservoir Peak discharge = 0.034 cfs Storm frequency = 2 yrs Time to peak = 842 min Time interval = 2 min Hyd. volume = 1,982 cuft Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 765.90 ft Reservoir name = Biotention Pond Max. Storage = 1,158 cuft Storage Indication method used. Outflow includes exfiltration. POND (ROUTED BASIN 1) Q (cfs) Hyd. No. 9-- 2 Year Q (cfs) 2.00 - 2.00 1.00 - 1.00 0.00 - - - 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 Time (min) Hyd No. 9 Hyd No. 7 111111111 Total storage used = 1,158 cuft 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 11 POST DEVELOPMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.020 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 77 cuft Drainage area = 0.110 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.53 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST DEVELOPMENT - BASIN 2 Q (cfs) Hyd. No. 11 -- 2 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - ' - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 22 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 12 POST DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.336 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 704 cuft Drainage area = 0.380 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 2.53 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380 POST DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 12 -- 2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 A 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 14 POST DEVELOPMENT TOTAL Hydrograph type = Combine Peak discharge = 0.373 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,762 cuft Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac POST DEVELOPMENT TOTAL Q (cfs) Hyd. No. 14 -- 2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 _ - 0.05 0.00 ^ 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Time (min) Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12 24 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.233 2 724 930 PRE DEVELOPMENT-BASIN 1 2 SCS Runoff 0.032 2 724 127 PRE DEVELOPEMENT-BASIN 2 3 SCS Runoff 0.272 2 722 757 PRE DEVELOPMENT BASIN 3 5 Combine 0.532 2 722 1,814 1,2,3, COMBINED PRE DEVELOPMENT 7 SCS Runoff 1.350 2 716 2,727 POST-DEVELOPMENT-BASIN 1 9 Reservoir 0.040 2 862 2,693 7 766.18 1,631 POND(ROUTED BASIN 1) 11 SCS Runoff 0.054 2 718 141 POST DEVELOPMENT-BASIN 2 12 SCS Runoff 0.527 2 718 1,068 POST DEVELOPMENT BASIN 3 14 Combine 0.609 2 718 3,902 9, 11, 12, POST DEVELOPMENT TOTAL Hydro 06.28.24.gpw Return Period: 5 Year Monday, 07/ 1 /2024 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 1 PRE DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 0.233 cfs Storm frequency = 5 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 930 cuft Drainage area = 0.660 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.03 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660 PRE DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - , 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 2 PRE DEVELOPEMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.032 cfs Storm frequency = 5 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 127 cuft Drainage area = 0.090 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.03 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE DEVELOPEMENT - BASIN 2 Q (cfs) Hyd. No. 2 -- 5 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 I 0.03 0.02 0.02 0.01 0.01 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 3 PRE DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.272 cfs Storm frequency = 5 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 757 cuft Drainage area = 0.260 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.03 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260 PRE DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 3 -- 5 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 28 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 5 COMBINED PRE DEVELOPMENT Hydrograph type = Combine Peak discharge = 0.532 cfs Storm frequency = 5 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,814 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac COMBINED PRE DEVELOPMENT Q (cfs) Hyd. No. 5-- 5 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 _ I 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - ,� — — • - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 7 POST-DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 1.350 cfs Storm frequency = 5 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,727 cuft Drainage area = 0.520 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.03 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520 POST-DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 7 -- 5 Year Q (cfs) 2.00 - 2.00 1.00 - 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time (min) 30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 9 POND (ROUTED BASIN 1) Hydrograph type = Reservoir Peak discharge = 0.040 cfs Storm frequency = 5 yrs Time to peak = 862 min Time interval = 2 min Hyd. volume = 2,693 cuft Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 766.18 ft Reservoir name = Biotention Pond Max. Storage = 1,631 cuft Storage Indication method used. Outflow includes exfiltration. POND (ROUTED BASIN 1) Q (cfs) Hyd. No. 9-- 5 Year Q (cfs) 2.00 - 2.00 1.00 - 1.00 0.00 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 Time (min) Hyd No. 9 Hyd No. 7 111111111 Total storage used = 1,631 cuft 31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 11 POST DEVELOPMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.054 cfs Storm frequency = 5 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 141 cuft Drainage area = 0.110 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.03 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST DEVELOPMENT - BASIN 2 Q (cfs) Hyd. No. 11 -- 5 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 _ '%.... 0.01 0.00 - % 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 32 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 12 POST DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.527 cfs Storm frequency = 5 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,068 cuft Drainage area = 0.380 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.03 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380 POST DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 12 -- 5 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 14 POST DEVELOPMENT TOTAL Hydrograph type = Combine Peak discharge = 0.609 cfs Storm frequency = 5 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,902 cuft Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac POST DEVELOPMENT TOTAL Q (cfs) Hyd. No. 14 -- 5 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 ® - 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12 34 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.432 2 722 1,426 PRE DEVELOPMENT-BASIN 1 2 SCS Runoff 0.059 2 722 194 PRE DEVELOPEMENT-BASIN 2 3 SCS Runoff 0.386 2 722 1,042 PRE DEVELOPMENT BASIN 3 5 Combine 0.877 2 722 2,662 1,2,3, COMBINED PRE DEVELOPMENT 7 SCS Runoff 1.697 2 716 3,442 POST-DEVELOPMENT-BASIN 1 9 Reservoir 0.045 2 890 3,408 7 766.44 2,146 POND(ROUTED BASIN 1) 11 SCS Runoff 0.096 2 718 216 POST DEVELOPMENT-BASIN 2 12 SCS Runoff 0.727 2 718 1,458 POST DEVELOPMENT BASIN 3 14 Combine 0.860 2 718 5,082 9, 11, 12, POST DEVELOPMENT TOTAL Hydro 06.28.24.gpw Return Period: 10 Year Monday, 07/ 1 /2024 35 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 1 PRE DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 0.432 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,426 cuft Drainage area = 0.660 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660 PRE DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 2 PRE DEVELOPEMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.059 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 194 cuft Drainage area = 0.090 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE DEVELOPEMENT - BASIN 2 Q (cfs) Hyd. No. 2 -- 10 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - X - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 37 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 3 PRE DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.386 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,042 cuft Drainage area = 0.260 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260 PRE DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 38 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 5 COMBINED PRE DEVELOPMENT Hydrograph type = Combine Peak discharge = 0.877 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 2,662 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac COMBINED PRE DEVELOPMENT Q (cfs) Hyd. No. 5-- 10 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 7 POST-DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 1.697 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 3,442 cuft Drainage area = 0.520 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520 POST-DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs) 2.00 - 2.00 1.00 - 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 7 Time (min) 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 9 POND (ROUTED BASIN 1) Hydrograph type = Reservoir Peak discharge = 0.045 cfs Storm frequency = 10 yrs Time to peak = 890 min Time interval = 2 min Hyd. volume = 3,408 cuft Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 766.44 ft Reservoir name = Biotention Pond Max. Storage = 2,146 cuft Storage Indication method used. Outflow includes exfiltration. POND (ROUTED BASIN 1) Q (cfs) Hyd. No. 9-- 10 Year Q (cfs) 2.00 2.00 1.00 - 1.00 0.00 - 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 Time (min) Hyd No. 9 Hyd No. 7 111111111 Total storage used = 2,146 cuft 41 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 11 POST DEVELOPMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.096 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 216 cuft Drainage area = 0.110 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST DEVELOPMENT - BASIN 2 Q (cfs) Hyd. No. 11 -- 10 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 12 POST DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.727 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,458 cuft Drainage area = 0.380 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.51 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380 POST DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 12 -- 10 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 I 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 J • - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 43 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 14 POST DEVELOPMENT TOTAL Hydrograph type = Combine Peak discharge = 0.860 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,082 cuft Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac POST DEVELOPMENT TOTAL Q (cfs) Hyd. No. 14 -- 10 Year Q(cfs) 1.00 1.00 0.90 --- 0.90 0.80 ---- 0.80 0.70 ---- 0.70 0.60 !MEM- - 0.60 0.50 =EM- - 0.50 0.40 C'- - 0.40 0.30 C'- - 0.30 0.20 0.20 0.10 0.10 i i 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12 44 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.756 2 722 2,212 PRE DEVELOPMENT-BASIN 1 2 SCS Runoff 0.103 2 722 302 PRE DEVELOPEMENT-BASIN 2 3 SCS Runoff 0.554 2 722 1,465 PRE DEVELOPMENT BASIN 3 5 Combine 1.413 2 722 3,978 1,2,3, COMBINED PRE DEVELOPMENT 7 SCS Runoff 2.177 2 716 4,446 POST-DEVELOPMENT-BASIN 1 9 Reservoir 0.197 2 746 4,412 7 766.57 2,400 POND(ROUTED BASIN 1) 11 SCS Runoff 0.160 2 718 335 POST DEVELOPMENT-BASIN 2 12 SCS Runoff 1.017 2 718 2,035 POST DEVELOPMENT BASIN 3 14 Combine 1.218 2 718 6,782 9, 11, 12, POST DEVELOPMENT TOTAL Hydro 06.28.24.gpw Return Period: 25 Year Monday, 07/ 1 /2024 45 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 1 PRE DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 0.756 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 2,212 cuft Drainage area = 0.660 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.16 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660 PRE DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 1 -- 25 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 - 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 46 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 2 PRE DEVELOPEMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.103 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 302 cuft Drainage area = 0.090 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.16 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE DEVELOPEMENT - BASIN 2 Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 ( 0.10 0.05 0.05 0.00 ' — — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 47 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 3 PRE DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.554 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,465 cuft Drainage area = 0.260 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.16 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260 PRE DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 3 -- 25 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - . - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 48 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 5 COMBINED PRE DEVELOPMENT Hydrograph type = Combine Peak discharge = 1.413 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 3,978 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac COMBINED PRE DEVELOPMENT Q (cfs) Hyd. No. 5-- 25 Year Q (cfs) 2.00 2.00 1.00 - 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 49 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 7 POST-DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 2.177 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 4,446 cuft Drainage area = 0.520 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.16 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520 POST-DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs) 3.00 3.00 • 2.00 • 2.00 • • 1.00 • 1.00 • 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 7 Time (min) 50 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 9 POND (ROUTED BASIN 1) Hydrograph type = Reservoir Peak discharge = 0.197 cfs Storm frequency = 25 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 4,412 cuft Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 766.57 ft Reservoir name = Biotention Pond Max. Storage = 2,400 cuft Storage Indication method used. Outflow includes exfiltration. POND (ROUTED BASIN 1) Q (cfs) Hyd. No. 9-- 25 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 - 1.00 0.00 '- - 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 Time (min) Hyd No. 9 Hyd No. 7 111111111 Total storage used = 2,400 cuft 51 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 11 POST DEVELOPMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.160 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 335 cuft Drainage area = 0.110 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.16 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST DEVELOPMENT - BASIN 2 Q (cfs) Hyd. No. 11 --25 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 — - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 52 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 12 POST DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 1.017 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,035 cuft Drainage area = 0.380 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.16 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380 POST DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 12 --25 Year Q (cfs) 2.00 - 2.00 1.00 - 1.00 0.00 . 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 53 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 14 POST DEVELOPMENT TOTAL Hydrograph type = Combine Peak discharge = 1.218 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 6,782 cuft Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac POST DEVELOPMENT TOTAL Q (cfs) Hyd. No. 14 --25 Year Q (cfs) 2.00 2.00 1.00 - 1.00 • 0.00 vmm.=•,_ 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12 54 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.044 2 722 2,918 PRE DEVELOPMENT-BASIN 1 2 SCS Runoff 0.142 2 722 398 PRE DEVELOPEMENT-BASIN 2 3 SCS Runoff 0.697 2 722 1,828 PRE DEVELOPMENT BASIN 3 5 Combine 1.883 2 722 5,144 1,2,3, COMBINED PRE DEVELOPMENT 7 SCS Runoff 2.565 2 716 5,272 POST-DEVELOPMENT-BASIN 1 9 Reservoir 0.554 2 726 5,238 7 766.68 2,606 POND(ROUTED BASIN 1) 11 SCS Runoff 0.216 2 718 442 POST DEVELOPMENT-BASIN 2 12 SCS Runoff 1.261 2 718 2,527 POST DEVELOPMENT BASIN 3 14 Combine 1.522 2 718 8,207 9, 11, 12, POST DEVELOPMENT TOTAL Hydro 06.28.24.gpw Return Period: 50 Year Monday, 07/ 1 /2024 55 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 1 PRE DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 1.044 cfs Storm frequency = 50 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 2,918 cuft Drainage area = 0.660 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660 PRE DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs) 2.00 2.00 1.00 - 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 56 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 2 PRE DEVELOPEMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.142 cfs Storm frequency = 50 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 398 cuft Drainage area = 0.090 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE DEVELOPEMENT - BASIN 2 Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 57 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 3 PRE DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 0.697 cfs Storm frequency = 50 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,828 cuft Drainage area = 0.260 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260 PRE DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 3 -- 50 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 l 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - I ` - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 58 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 5 COMBINED PRE DEVELOPMENT Hydrograph type = Combine Peak discharge = 1.883 cfs Storm frequency = 50 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 5,144 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac COMBINED PRE DEVELOPMENT Q (cfs) Hyd. No. 5-- 50 Year Q (cfs) 2.00 2.00 1.00 - I 1.00 LL ..\* 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 59 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 7 POST-DEVELOPMENT - BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 2.565 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 5,272 cuft Drainage area = 0.520 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520 POST-DEVELOPMENT - BASIN 1 Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs) 3.00 3.00 • 2.00 • 2.00 • • 1.00 • 1.00 • 0.00 - — ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 7 Time (min) 60 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 9 POND (ROUTED BASIN 1) Hydrograph type = Reservoir Peak discharge = 0.554 cfs Storm frequency = 50 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 5,238 cuft Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 766.68 ft Reservoir name = Biotention Pond Max. Storage = 2,606 cuft Storage Indication method used. Outflow includes exfiltration. POND (ROUTED BASIN 1) Q (cfs) Hyd. No. 9-- 50 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 4 , 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 Time (min) Hyd No. 9 Hyd No. 7 111111111 Total storage used = 2,606 cuft 61 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 11 POST DEVELOPMENT - BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 0.216 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 442 cuft Drainage area = 0.110 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST DEVELOPMENT - BASIN 2 Q (cfs) Hyd. No. 11 -- 50 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 62 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 12 POST DEVELOPMENT BASIN 3 Hydrograph type = SCS Runoff Peak discharge = 1.261 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,527 cuft Drainage area = 0.380 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380 POST DEVELOPMENT BASIN 3 Q (cfs) Hyd. No. 12 -- 50 Year Q (cfs) 2.00 - 2.00 • 1.00 - • 1.00 • • 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 63 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Hyd. No. 14 POST DEVELOPMENT TOTAL Hydrograph type = Combine Peak discharge = 1.522 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,207 cuft Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac POST DEVELOPMENT TOTAL Q (cfs) Hyd. No. 14 -- 50 Year Q (cfs) 2.00 2.00 1.00 - 1.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12 64 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 35.5999 7.1000 0.7545 2 64.2654 11.8000 0.8472 3 0.0000 0.0000 0.0000 5 65.2361 12.4000 0.7948 10 67.8697 12.8000 0.7709 25 73.1616 13.1000 0.7481 50 81.6503 13.8000 0.7459 100 89.0424 14.2000 0.7417 File name:Atlanta.IDF Intensity= B/(Tc+ D)^E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 5.43 4.18 3.44 2.95 2.60 2.33 2.12 1.95 1.80 1.68 1.58 1.49 2 5.89 4.72 3.96 3.43 3.03 2.72 2.47 2.27 2.10 1.95 1.83 1.72 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.74 5.51 4.70 4.11 3.67 3.32 3.04 2.81 2.61 2.44 2.30 2.17 10 7.37 6.09 5.23 4.60 4.13 3.75 3.44 3.19 2.97 2.79 2.63 2.49 25 8.38 6.98 6.03 5.34 4.80 4.38 4.03 3.75 3.50 3.29 3.11 2.95 50 9.15 7.68 6.66 5.91 5.33 4.87 4.49 4.18 3.91 3.68 3.48 3.30 100 9.95 8.38 7.29 6.48 5.86 5.36 4.95 4.61 4.32 4.06 3.84 3.65 Tc=time in minutes.Values may exceed 60. ary Liao\Dropbox(Contineo-Master)\Contineo-Master\(S-drive)Other Standards\Hydro\Precipitation Tables\Atlanta.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.01 2.53 4.66 3.03 3.51 4.16 4.68 5.21 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Po n t1°No. 1 - B i ote nti o n Pond Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 — Top of pond Elev.768.00 \ — 3.00 16.00 ft Riser WeirA-Elev. 767.50 10.00 ft Broad crested weir — 2.00 WeirC-Elev.767.50 10.0LFof15.0in@1.00% _ CulvA-Inv.762.00 2.00 k Root.wow — 1.00 WeirB-Elev. 766.50 — 0.00 /7 4� � \ Bottom of pond Stage(ft) Elev. 765.00 Front View NTS Looking Downst ii arr 10-yr 5-yr 50-yr 2-yr 25-yr 1-yr Inflow hydrograph=1.SCS Runoff-PRE DEVELOPMENT-BASIN 1 Project: Hydro 06.28.24.gpw Monday, 07/ 1 /2024 Operation & Maintenance Agreement Project Name: Waffle House - Lowesville, NC Project Location: East of 7405 NC-73, Denver, NC 28037 Cover Page Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location Any deficient SCM elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the SCM(s). The SCM(s) on this project include (check all that apply&corresponding O&M sheets will be added automatically): Infiltration Basin Quantity: Location(s): Infiltration Trench Quantity: Location(s): Bioretention Cell Quantity: 1 Location(s): At the western boundary of the site Wet Pond Quantity: Location(s): Stormwater Wetland Quantity: Location(s): Permeable Pavement Quantity: Location(s): Sand Filter Quantity: Location(s): Rainwater Harvesting Quantity: Location(s): Green Roof Quantity: Location(s): Level Spreader-Filter Strip Quantity: Location(s): Proprietary System Quantity: Location(s): Treatment Swale Quantity: Location(s): Dry Pond Quantity: Location(s): Disconnected Impervious Surface Present: No Location(s): User Defined SCM Present: No Location(s): Low Density Present: No Type: I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for each SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to the system or responsible party. Responsible Party: Property Management Title & Organization: Property Manager of Waffle House. Inc. Street address: 5986 Financial Drive City, state, zip: Norcross. GA 30071 Phone number(s): 770-729-5700 Email: propertymanagementewafflehouse.com Signature: Date: March 4, 2024 I, BQ, 40L ESk2s , a Notary Public for the State of Georgia County of Gwinnett , do hereby certify that Erik Haeffs personally appeared before me this 4th day of March 2024 and acknowledge the due execution of th _C,erations and IMjintenance Agreement Witness my Nncj,yyid official seal, p,RA F''`` _ •STD' TA. s �o R AUB LI G tiss'• ''o COUt Seal ""'"11t""",, My commission expires ClVY11, STORM-EZ J 3/4/2024 Version 1.5 O&M Agreement Page 1 of 1 Bioretention Maintenance Requirements Important operation and maintenance procedures: Immediately after the bioretention cell is established,the plants will be watered twice weekly if needed until the plants become established(commonly six weeks). - Snow,mulch or any other material will NEVER be piled on the surface of the bioretention cell. - Heavy equipment will NEVER be driven over the bioretention cell. - Special care will be taken to prevent sediment from entering the bioretention cell. - Once a year,a soil test of the soil media will be conducted. Remove top layer of fill media when the pool does not drain quickly. Based on the media specification,the pool should drain within 24 hours. After the bioretention cell is established,it will be inspected quarterly and within 24 hours after every storm event greater than 1.0 inches(or 1.5 inches if in a Coastal County.)Records of operation and maintenance shall be kept in a known set location and shall be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. SCM element: Potential problem: How to remediate the problem: The entire bioretention cell Trash/debris is present. Remove the trash/debris. The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to remove the gully,plant ground cover bioretention cell erosive gullies have formed, and water until it is established.Provide lime and a one-time fertilizer application. The structure is clogged. Unclog the structure and dispose of any sediment off-site. The flow diversion structure (if applicable) The structure is damaged. Make any necessary repairs or replace if the damage is too much for repair. The inlet pipe is clogged(if Unclog the pipe and dispose of any sediment in a location where it applicable). will not cause impacts to streams or the SCM. The inlet pipe is cracked or otherwise damaged(if Repair or replace the pipe. applicable). The inlet device Regrade the swale if necessary and provide erosion control devices Erosion is occurring in the such as reinforced turf matting or riprap to avoid future erosion swale(if applicable). problems. Stone verge is clogged or covered in sediment(if Remove sediment and clogged stone and replace with clean stone. applicable). Flow is bypassing Regrade if necessary to route all flow to the pretreatment area. pretreatment area and/or gullies have formed. Restabilize the area after grading. Sediment has accumulated Search for the source of the sediment and remedy the problem if to a depth greater than three possible. Remove the sediment and dispose of it in a location where The pretreatment area inches. it will not cause impacts to streams or the SCM. Erosion has occurred. Provide additional erosion protection such as reinforced turf matting or riprap if needed to prevent future erosion problems. Weeds are present. Remove the weeds,preferably by hand. If pesticide is used,wipe it on the plants rather than spraying. Bioretention Maintenance Requirements(continued) SCM element: Potential problem: How to remediate the problem: Best professional practices show that pruning is needed Prune according to best professional practices.Maintain lines of sight to maintain optimal plant between 2'-6'. health. Determine the source of the problem: soils,hydrology,disease,etc. Plants are dead,diseased or Remedy the problem and replace plants. Provide a one-time fertilizer application to establish the ground cover if a soil test indicates it is Bioretention cell vegetation dying. necessary. If sod was used,check to see that it was not grown on clay or impermeable soils. Replace sod if necessary. Weeds are present. Remove the weeds,preferably by hand. If pesticide is used,wipe it on the plants rather than spraying. Tree stakes/wires are present six months after Remove tree stake/wires(which can kill the tree if not removed), planting. Spot mulch if there are only random void areas. Replace whole Mulch is breaking down or mulch layer if necessary. Remove the remaining mulch and replace has floated away. with triple shredded hard wood mulch at a maximum depth of four inches. Determine the extent of the clogging-remove and replace either just Soils and/or mulch are the top layers or the entire media as needed.Dispose of the spoil in Bioretention cell mulch and an appropriate off-site location. Use triple shredded hard wood media clogged with sediment. mulch at a maximum depth of four inches.Search for the source of the sediment and remedy the problem if possible. An annual soil test shows Dolomitic lime shall be applied as recommended per the soil test that pH has dropped or heavy and toxic soils shall be removed,disposed of properly and replaced metals have accumulated in the soil media. with new planting media. Clogging has occurred. Wash out the underdrain system. The underdrain,filter fabric Clogging has occurred. Clean out the drop inlet. Dispose of the sediment in a location where element,and outlet system it will not cause impacts to streams or the SCM.. The drop inlet is damaged Repair or replace the drop inlet. Erosion or other signs of damage have occurred at the Repair the damage and improve the flow dissipation structure. outlet. The receiving water Discharges from the Bioretention cell are causing Contact the local NCDEQ Regional Office. erosion or sedimentation in the receiving water. 3 Soil Map—Lincoln County,North Carolina 500410 503420 500430 500440 500450 500460 500470 500480 500490 503500 500510 500520 500530 35°26'45"N 35°26'45°N F F . g •...:8 a//r • •_` LdB2 eklib i it _ WnB A _ • :44 • Nilo. i . • ? . Oon Gawp Eau Tool bQ ytinA%R¶ I , ,le. 35°26'42"N I I I I 35°26'42"N 500410 500420 500430 500440 500450 500460 500470 500480 500490 500500 500510 500520 500530 3 3 m Map Scale:1:600 if printed on A landscape(11"x 8.5")sheet PA Meters m N 0 5 10 20 3 $ Feet 0 25 50 m 100 150 Map projection:Web Merc for Coer coordinates:WG584 Edge tics:UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey 8/31/2023 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Lincoln County,North Carolina MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. a Stony Spot Soils 03 Very Stony Spot Warning:Soil Map may not be valid at this scale. Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause "a 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 p Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features Special Point Features scale. (9 Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map cs Borrow Pit measurements. Transportation X Clay Spot Rails Source of Map: Natural Resources Conservation Service 0 Closed Depression Web Soil Survey URL: ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857) X 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 0 Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required. Background 46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. iRk Mine or Quarry Soil Survey Area: Lincoln County,North Carolina O Miscellaneous Water Survey Area Data: Version 27,Sep 12,2022 Q 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: Apr 22,2022—May 10,2022 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. 3) Slide or Slip • Sodic Spot )\ Natural Resources Web Soil Survey 8/31/2023 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Lincoln County, North Carolina Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI LdB2 Lloyd sandy clay loam,2 to 8 0.2 28.1% percent slopes,moderately eroded WnB Winnsboro fine sandy loam,2 0.5 71.9% to 8 percent slopes Totals for Area of Interest 0.7 100.0% USDA Natural Resources Web Soil Survey 8/31/2023 Conservation Service National Cooperative Soil Survey Page 3 of 3 8/15/23, 1:45 PM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 '' Location name: Denver,North Carolina,USA* � '°° Latitude:35.4463°,Longitude: -80.9971° ilf none Elevation:737 ft** �� *source:ESRI Maps "' '� �'"'d source:USGS "`"'"`'. POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 - 200 500 1000 5-min 0.389 0.459 0.537 0.593 0.657 0.702 0.744 0.781 0.824 0.855 (0.359-0.422) (0.424-0.500) (0.493-0.584) (0.543-0.643),(0.599-0.713) (0.637-0.762) (0.671-0.807) (0.700-0.849) (0.730-0.899) (0.750-0.936) 10-min 0.622 0.735 0.859 0.948 1.05 1.12 1.18 1.24 1.30 1.35 (0.573-0.674) (0.677-0.800) (0.790-0.935) (0.869-1.03) (0.955-1.14) (1.02-1.21) (1.07-1.28) (1.11-1.35) (1.16-1.42) (1.18-1.47) 15-min 0.777 0.924 1.09 1.20 1.33 1.42 1.49 1.56 1.64 1.69 (0.716-0.843) (0.852-1.00)_ (0.999-1.18) (1.10-1.30) (1.21-1.44) (1.28-1.54) (1.35-1.62) (1.40-1.70) (1.45-1.79) (1.48-1.85) 30-min 1.06 1.28 1.54 1.74 1.97 2.13 2.29 2.43 2.61 2.74 (0.982-1.16) (1.18-1.39) (1.42-1.68) (1.59-1.88) (1.79-2.13) (1.94-2.31) (2.06-2.48) (2.18-2.64) (2.31-2.85) (2.40-3.00) 60-min 1.33 1.60 1.98 2.26 ' 2.62 2.89 3.15 3.41 3.75 3.99 (1.22-1.44) (1.48-1.74) (1.82-2.15) (2.07-2.46) (2.39-2.84) I (2.62-3.13) (2.84-3.42) (3.06-3.71) (3.32-4.09) (3.50-4.37) 2-hr 1.54 1.86 2.32 2.66 3.12 3.47 3.82 4.16 4.63 4.98 (1.41-1.68) (1.71-2.04) (2.12-2.53) (2.43-2.90) (2.84-3.40) (3.13-3.78) (3.43-4.16) (3.71-4.56) (4.07-5.08) (4.33-5.48) 3-hr 1.64 1.98 2.48 2.87 3.39 3.81 4.23 4.66 5.26 5.73 (1.51-1.80) (1.82-2.18) (2.28-2.72) (2.62-3.14) (3.08-3.71) (3.44-4.16) (3.79-4.62) (4.14-5.11) (4.59-5.78) (4.94-6.32) 6-hr 2.01 2.43 3.03 3.51 4.16 1 4.68 5.21 5.76 6.52 7.12 (1.86-2.20) (2.24-2.65) (2.79-3.31) (3.22-3.83) (3.79-4.52) I (4.24-5.09) (4.68-5.67) (5.12-6.28) (5.71-7.12) I (6.15-7.79) 12-hr 2.40 2.90 3.64 4.22 5.03 5.68 6.36 7.06 8.04 8.82 (2.22-2.62) (2.68-3.17) (3.35-3.96)_ (3.88-4.59) (4.58-5.46) (5.14-6.15) (5.69-6.87) (6.25-7.63) (7.00-8.69) (7.58-9.55) 24-hr 2.79 3.37 4.24 4.92 5.85 6.59 7.34 1 8.12 9.18 10.0 (2.59-3.00) (3.14-3.63) (3.94-4.56) (4.56-5.29) (5.41-6.29) (6.08-7.08) (6.76-7.90) (7.44-8.74) (8.38-9.90) (9.11-10.8) 2-day 3.27 3.94 4.92 5.68 6.72 7.55 8.38 9.24 10.4 11.3 (3.04-3.51) (3.67-4.24) (4.58-5.29) (5.28-6.11) _(6.23-7.22) (6.98-8.10) (7.73-9.00) (8.50-9.92) (9.53-11.2) (10.3-12.2) 3-day 3.48 4.18 5.19 5.98 7.06 7.91 8.78 9.67 10.9 11.8 (3.24-3.73) (3.90-4.49) (4.83-5.56) (5.56-6.41) (6.54-7.56) (7.32-8.48) (8.10-9.41) (8.90-10.4) (9.98-11.7) (10.8-12.7) 4-day 3.68 4.42 5.46 6.28 7.39 8.28 9.18 10.1 11.4 12.4 (3.44-3.94) (4.13-4.74) (5.09-5.84) (5.84-6.72) (6.86-7.91) (7.66-8.86) (8.47-9.83) (9.30-10.8) (10.4-12.2) (11.3-13.2) 7-day 4.25 5.07 6.18 7.05 8.24 9.18 10.1 11.1 12.5 13.5 (3.99-4.53) (4.76-5.40) (5.79-6.57) (6.60-7.50) (7.69-8.77) (8.55-9.77) (9.42-10.8) (10.3-11.9) (11.5-13.3) (12.4-14.4) 10-day 4.86 5.79 6.96 7.86 9.08 10.0 11.0 12.0 13.3 I 14.3 (4.58-5.18) (5.45-6.16) (6.54-7.40) (7.39-8.36) (8.51-9.66) (9.38-10.7) (10.3-11.7) (11.1-12.7) (12.3-14.1) (13.2-15.2) 20-day 6.53 7.71 9.10 10.2 11.7 12.8 13.9 15.1 16.7 17.9 (6.19-6.89) (7.31-8.14) (8.62-9.60) (9.64-10.7) (11.0-12.3) (12.1-13.5) (13.1-14.7) (14.1-16.0) (15.5-17.6) (16.6-18.9) 30-day 8.05 9.47 11.0 12.2 13.7 14.9 16.0 17.1 18.7 19.8 (7.67-8.46) (9.02-9.94) (10.5-11.5) (11.6-12.8) (13.0-14.4) (14.1-15.6) (15.1-16.8) (16.2-18.0) (17.5-19.7) (18.6-20.9) 45-day 10.1 11.8 13.5 14.7 16.4 17.6 18.8 19.9 21.5 22.6 (9.69-10.6) (11.3-12.4) (12.9-14.1) (14.1-15.4) (15.6-17.1) (16.8-18.4) (17.9-19.7) (19.0-20.9) (20.3-22.5) (21.3-23.7) 60-day 12.0 14.0 15.8 17.2 19.0 20.3 21.6 22.8 24.4 25.6 (11.6-12.6) (13.5-14.6) (15.2-16.5) (16.5-17.9) (18.2-19.8) (19.4-21.2) (20.6-22.5) (21.8-23.8) (23.2-25.5) , (24.3-26.8) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.4463&Ion=-80.9971&data=depth&units=english&series=pds 1/4