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HomeMy WebLinkAbout20210690 Ver 1_Pre-Filing Meeting Request_20210405 fr DWR Pre-Filing Meeting Request Form NORTH CAROLINA Environmental Quafity ID#* 20210690 Version* 1 Regional Office* Raleigh Regional Office-(919)791-4200 Reviewer List* Stephanie Goss Pre-Filing Meeting Request submitted 4/5/2021 ........................................................................................................................................................................................................................................................................................................................................................................................................................................................ Contact Name* Nicholas Tillson Contact Email Address* tillsonconsulting@gmail.com Project Name* Oak Solar-Phase A Project Owner* Oak Solar, LLC Project County* Northampton Owner Address: Street Address 192 Raceway Drive Address Line 2 aty State/Bovine/Region Mooresville NC Fbstal/Zip Code Country 28117 United States Is this a transportation project?* r Yes F No Type(s)of approval sought from the DWR: i7 401 Water Quality Certification- I— 401 Water Quality Certification- Regular Express I— Individual Permit I— Modification 1 Shoreline Stabilization Does this project have an existing project ID#?* a Yes r No Please list all existing project ID's associated with this projects.* NORTH-2021-003 Do you know the name of the staff member you would like to request a meeting with? Please give a brief project description below and include location information.* Oak Solar-Phase A is a future photovoltaic solar facility planned in Northampton county. It has been noted that there are multiple areas where linear jurisdictional features need to be crossed for the project. Temporary crossings are currently planned, but it is our desire to install proper permanent crossings to maintain bank stabilization and safe crossing of the steams for construction,operation,and maintenance crews(shown in plans as future culverts 1-5). Certification under Nationwide Permit 14 for Linear Transportation crossings will be sought, if so appropriate. Please give a couple of dates you are available for a meeting. 4/13/2021 4/14/2021 4/20/2021 4/21/2021 4/22/2021 Please attach the documentation you would like to have the meeting about. Oak Solar-Phase A-2020.12.23- 38.06MB Reduced.pdf Oak Solar-Phase A-Design Calculations- 23.23MB 2020.12.23- Reduced.pdf pdf only By digitally signing below, I certify that I have read and understood that per the Federal Clean Water Act Section 401 Certification Rule the following statements: • This form completes the requirement of the Pre-Filing Meeting Request in the Clean Water Act Section 401 Certification Rule. • I understand by signing this form that I cannot submit my application until 30 calendar days after this pre-filing meeting request. • I also understand that DWR is not required to respond or grant the meeting request. Your project's thirty-day clock started upon receipt of this application. You will receive notification regarding meeting location and time if a meeting is necessary. You will receive notification when the thirty-day clock has expired,and you can submit an application. Signature e fe 0.Caeg Submittal Date 4/5/2021 OAK SOLAR �\\\`.,„ ,C A Ro/���ri 9 ,,Q�pF F.S SI py�..y '- SEA 022530 r'4/P.:b.';i.............. I 2/23/2 0 PHASE A E O VD 0 fV E w u E = Z < Z LI w NC HIGHWAY 46 0 W ro 7I- Lii ce IU-I > > LL LU zLu ax - co a ci z zW � � NI CC D' a GASTON , NORTH CAROLINA 27832 J X W W r�6 L¢L W 0 0 0 ,_, 0 �, O W ce I- u^") a a L � Cl/ � � > z z NORTHAMPTON COUNTY0 . ..., ,,_ ,_, w W W i- IY IY C/) ce D O C7 D O SITE DATA TABLE o Sheet List Table 1- ® o 0 0 PROJECT NAME: OAK SOLAR- PHASE A viKIN YIRGINIA. .. Sheet Number Sheet Title 0 0 HOkTH CnRUUNA NORTH CA Rut • �, NC}kiFl C0.kOLINA W W NJ NJ PROPERTY OWNER: VL DIRECTORS LAND HOLDINGS LLC �, C0.00 COVER SHEET = Q L) *----- PROPERTY �+ N N 3061-18-7850 (80.90 AC) e C1.00 EXISTING CONDITIONS & DEMOLITION PLAN Q N 3061-26-5945 (141 AC) O C2.00 OVERALL SITE PLAN 3061-09-5142 (1.19 AC) SITE ' DATE PIN: 3061-46-5132 (432.77 AC) i C3.00 OVERALL EROSION CONTROL PLAN > 3061-13-4300 (17.60 AC) • C3.01 EROSION CONTROL PLAN O 09/24/2020 3061-23-5737 (1.00 AC) >- DRAWN BY 3061-23-0719 (3.11 AC) C3.02 EROSION CONTROL PLAN DB/PG 1019/ 151 IpygRd C3.03 EROSION CONTROL PLAN A. MAY EXISTING ZONING AR17 z C3.04 EROSION CONTROL PLAN DESIGNED BY RIVER BASIN: CHOWAN r C3.05 EROSION CONTROL PLAN • J. DOOLEY CURRENT USE: AGRICULTURE , C3.06 EROSION CONTROL PLAN • • CHECKED BY PROPOSED USE(S): SOLAR FACILTY / C3.07 EROSION CONTROL PLAN • PROJECT AREA: 677.57 AC C3.08 EROSION CONTROL PLAN S R. BAKER DISTURBED AREA: 621.00 AC C3.09 EROSION CONTROL PLAN SCALE EXISTING IMPERVIOUS AREA: 6.73 AC (0.99%) C3.10 EROSION CONTROL PLAN • AS SHOWN PROPOSED IMPERVIOUS AREA: 21.80 AC (3.22%) C3.11 EROSION CONTROL PLAN C3.12 EROSION CONTROL PLAN C3.13 SEDIMENT BASIN GRADING PLAN 0 C3.14 SEDIMENT BASIN GRADING PLAN C3.15 SEDIMENT BASIN GRADING PLAN VICINITY MAP C3.16 SEDIMENT BASIN GRADING PLAN OM -5 NTS C3.17 SEDIMENT BASIN GRADING PLAN C3.18 SEDIMENT BASIN GRADING PLAN N ai C4.00 DETAILS D D 0 C4.01 DETAILS > N O C4.02 DETAILS 5 C4.03 DETAILS & NCG01 GROUND STABILIZATION & MATERIALS HANDLING 0 (V w N C4.04 NCG01 SELF-INSPECTION RECORDKEEPING AND REPORTING EL NOTE: DEVELOPER CIVIL ENGINEER ,-iz ,z 0 ALL SURVEY INFORMATION COMPLETED BY COMMERCIAL v Mill J DUE DILIGENCE SERVICES, DATED 07-02-2016. TILLSON CONSULTING TIMMONS GROUP p Cn NICHOLAS TILLSON RICK BAKER P. E. z Q , T 113 FOREST RIDGE ROAD 5410 TRINITY ROAD. SUITE 102 v) w N z o w O MOORESVILLEU , NC 28117 RALEIGH, NC 27607 I z 1 Fo 0 PH: (704) 450-7086 PH: (919) 866-4939 J oC in TILLSONCONSULTING@GMAIL.COM RICK. BAKER@TIMMONS.COM z Q o N J � d CO O 0 o O O CK 0 N ci � a Nu) I..L O Z U F 1-2a Eo o 1 Q o � _ O z _ 0 w I O 0 CC o `_ > 0 z u) 5 o Z N a O 92 o Q o axi 0 0M O co . O U o a) � rn t > c � N m O D1-6 O 0 N O WI \ON MUST CO Q �G i\CITY p N� a ��0 RO�O��Iy co o_ M � J� F 0 M coo T o a) 2 0 o0 � - �w Z = a) -D O Q Z D m m � y I JOB NO. $ o O mw Tri co o BEFORE YOU DIG! 46306.001 N N corrrACT BEFORE OUDIGCALL CENTER ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET No. Q o M 1-800-632-4949 COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C0.00 M u) L SURVEY NOTES \\\\\I11 I I I 1 r I1lff/ 1. ON SITE BOUNDARY, TOPOGRAPHY AND PLANIMETRIC INFORMATION IS \\\\\0��� ...... �//, TAKEN FROM A SURVEY BY COMMERCIAL DUE DILIGENCE SERVICES DATED `\`�r'pEESs/O4\ /_ 07-02-2016. OFFSITE TOPOGRAPHY AND PLANIMETRIC INFORMATION FROM _ I• Q. SEA_ 9 OTHER SOURCES AND HAS NOT BEEN FIELD VERIFIED BY TIMMONS GROUP. = 022530 - 2. ALL DISTANCES SHOWN ON SURVEY ARE HORIZONTAL GROUND DISTANCES _ UNLESS OTHERWISE NOTED. C'f'• ......EF- '.R... $ 3. THIS SURVEY DOES NOT REPRESENT A TITLE SEARCH BY THIS FIRM. I -i,�4, . �� \, 4. BASIS OF BEARING SHOWN HEREON IS NC GRID NAD 83 (NSRS 2007). /////�IW.I BP\\\\ 5. VERTICAL DATUM SHOWN HEREON IS NAVD88. 12/23/2020 6. NOT LOCATED IN FLOOD HAZARD AREA PER FEMA MAP#3721305100J (EFFECTIVE 2/4/2009) AND MAP#3721306100J (EFFECTIVE 2/4/2009). 7. RECORDED PROPERTY DATA: 7.1. DB 1019, PG 151 E 8. EXISTING IMPERVIOUS AREA = 6.73 ACRES g 9. THE UTILITIES ON THESE PLANS ARE APPROXIMATE ONLY, AND ARE NOT '\ o `� c ACCURATE FOR CONSTRUCTION PURPOSES. 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( {,, ___,,, /, ,, / r--\ ,%_ ///,- _ I/ TRACT 2,P.B.37,PG.80 /� //- /• 11 /( /ij / ) ( / r ) I I ) h°�e \ R 1 oo E is,' I ` // // / ~f -vim�� — — ' LEGEND • V / _ ( A .:19° • / / 1 ''' r I L N�e'oa�Rl 1 r / / / �.� / �'' 6 coO p I \ � r� \I\I\1) (`` 1 / s ` .) ) � �° 1 I 1 1 r _ / j / !,'Wv w d `-. - --O\ \ MARY M.BAIRD (, C_ co o A \ ,..,-,-.....4; \\ll , / a J QSDUOp„L \ 1 \ \ l c 1 1 \ / _ / - \ 1 . - BOLLARD -� SIGN IPF-IRON PIPE FOUND (� MH DRAINAGE -� FO FIBER OPTIC W J �F-° , �A + l a's'°' T / A ^� - A :1 03 E 75 A�`+I \��_ 711 I/ 20 - \ \ ( J ( ( r - ~ ` \ �d_ lRF-IRON ROD FOUND O MH SANITARY MARKER =WQ1\ THERMANE. O'�A< \�� rNN-��'' ��3� "• �t � (/\ I f /C / / ��/ ol J/) ARj.F.L4 f r�1\\\\ O Z M TAYLOR,III mom / \\`� /' / / 0 P CMrLLE 290 /�j \\ \ \ �l / j,l f • /,N l / / O \ \ / _Ts-, \ IPS IRON PIPE SET "tU � m" ._._.‘I o\ I / \ / - \�� '� // 0/ / 3 1 ) \ ov 944 Pe.537 � -� / S _ 1 \\ \ / a' D.B.859,PG.514 0 `� , �, / / / / / / _ / // 1 \,. ' PT-CALCULATED POINT © MH ELECTRIC ����� SPRINKLER HEAD GERALDINE THOMPSON o 1i t / / / S' / - )/\ / 3 / / 1 / / l ( PI,,I�0.K�4ff61)2 ! - / OM D.B.907,PG. 777 -. h P.B.37,PG.80 N`� I/, - - / / + / 'Y / 1 f / / O. 11 I N I \ LOT, 16,P.B.32,PG. 74 Z lir V �1'� / I/ 'V J� -) - - - / / / / 1 ` / I / / / H:B 2,16G.6181 np0 I 1 \ DALLAS R.ALLEN, O MH TELEPHONE o O Q +{ / / / ,/ - / / 1 r , I ( // / / - 1/IIII ;e \ NI CM-CONCRETE MONUMENT O 0 SPRINKLER VALVE T. VINCENT FAMILY ERNEST R.MEDL�^ M , /, j 7 /,/ - �� ' - / / / / // /- / / ' / / ( / Y//// / ,1 D.B.915,PG.448 FIRE HYDRANT MH WATER O GAS METER LIMITED PARTNERSHIP D.B. 755,PG.528(1 // , / / //i !� // /- J- / / // / - / ) r -- / 1 \ l/ 4 / / / // / / / � �� SPRINKLER BOX o k' \ / i / \ ❑S ELECTRIC BOX GAS VALVE N D.B. 795,PG.420 1.25°PIPE P.B. 2 P�.% i9 I,- / / `// 1 •y`�, / / s I / c ••'/ / \ \ \ J / ( (/ ( ` I _0, \ a n, ❑T TELEPHONE PEDESTAL Q ELECTRIC METER LOT 17,P.B.32,PG. 74 /bo/ l 11 / FobN• ) � N PIP I l ( % / / j� // / :;11:617:PH7511: 1, 1 //✓� 1► / / / / / _� - r / 1 ` \ N/f\\� 1 / \ \1 / \ ^ © CABLE TV PEDESTAL �❑ CLEAN OUT GBOREHOLE ROUND PF. N ( „de l ; / \ / / ,J '�>/ \ / r '� . // ` - z c :P. ` P• v w . ( y ! / / // S4' l ( 1 �I / / �- '7 - //T. V/NCENT FAMILYL/MITED I ( (I 1�bu�D/)/ 1'N'\w/ �) f (/ il �/ I/ // l I I� 1 f 7�n _ - o t; C il \ 11 \ Px E0D a ol I)I I v �/ // / // \ \1t � � t - i" r /\ f < \ \3 )1 ( \ .' a8iPARTNERSHIP rO k1 rll[ t� � `?' 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W I �, !/ / IIII 1111� 111I 1 ! 3 / , - 1 / \\� I1 /�///� , " l;i�� Q N'4 // f2t• • ,�/�, e' \\ / IIII I IIII 11 IIII 11 1 // \\[`� 09 ,;M/ / / / z ,-1 ,-1 1 ,/ /\\1Y /�Y /�• �\ \ 1 I�!( I I� 11-1 II I - // / 1 \\ ./, !/��//�/ � � C3 ■ o Vv ay �i ;�\ I I I 11 II I - / II111 ! II1I I J/ -- � DATE �1!'�V �`li"" `' �/$- \ 1 111 1I 1 i IIII ■ - '�/i / I ' IIII I' IIII IIII IIIII Irk' ' ,�/� _ f'4,410 Ws' Qr 2 II 'II I III I l v/ // II I .'11 ;11111111 1 I I 111 J ' �. p 09/24/2020 129 �i//,_\\ 4,11,, 1111111111111111111111 I11 ! � 1 � WW /�\� r I ' rlf/ 'I 1 '' III 'I 1 ," I .� WW I I. I =\ J I I� { ) \t�( / 1 DRAWN BY t\\ �I I II111 I I ( \ Ili i III j ! f yY. I `� I J i'' 1 ��� /!/ail , I I`, II I:! I 1;1 I !� I + ! II �� I I I I ) I A. MAY r; ,, !IIII I / ' III i, l IIII _ 1 ' I 1 II_ O 1 II I I II `Y W Wif kl 1= I , , �� �� 111'11"1. I-r--- I / ' o -�4. rt I I I II DESIGNED BY y, ,; IIII I , I III I 11 1 IIIII / �� WW, I1 IIII" 111' IIIIII •_n-o / \r.^+ I I 1 1 11 1. 'I11 '1- ) �r I€ I1 i11 ij III1I11_I11111I I 1 • a I _ �I I II I ' / — ! v 1 I! '� 11 J. DOOLEY `��<;, �P 1IIII1111II11 Ill . 1 I 11 � �I IIII IIIII IIII I1 '114i1 I Ir � •/ ��� I 11I; „ I _ /// / ay1 i. Iwo ! /401 • CHECKED BY II I C1 ` 1I1 ! IIIIII ; 1111IIIIIIII I I`I1 1 111 I I I I I III / ,I, 4, N ` IIII111 II II II III III • R. BAKER \� �� II1 1111111I11 111 IIIIII IIII- III IIII I W 0 w w �'.. IIIIIII 1 l IIIII ' 1 I III I I 1, ill III I I I I III 1I.. I r' ' Wl`W� 3`J W" I I I I II 111u h I �I I IIII II II it I ! , 0 'I t, I I I i ' I. I I w _ • v,, I I I I 111 I; ' I I `I / SCALE ■ JJ \ III11 1- II o ��0 W � 416:WW Ili111 .1I11 ! IIIII IiI!!;1 11 III III ` / AS SHOWN f I I JII J I ) W W w 1 ` II I 11+�I IIII 1 I 1 / \ 1 11 W / , III II I!h�l III; III III ulll•i1 i ) EROSION CONTROL LEGEND ! I I I11,111 -111 1 • .I• lb L 1 III ' I„ I I I 1 r l 11' I=_ ' r1 Id II I' ' / / ` t I�� / l _I Ili ��- LABEL SYMBOL STANDARD NAME • I 1` � •'i' S f 110 ill' I IIIII 1 r 0 ODD `* CE CONSTRUCTION ENTRANCE i_� I , I 11 1 I 1. I I I 1 ' I III ) f/ WW � ► ►I, I'A�. III IIIII ( 1 \ IIII 1 / \ •'rl \ 1 09 �' \ l SF SF SF SILT FENCE • c. �• ILti ' J / 0 108 `--"� \ o, I O rC3 . 04/ 1 11\` , I I I II ' I t j ; I ;�� iy� IIOil II I', I, 11�I7 SF SF DOUBLE SILT FENCE ►A . , IIIIII I I I I;IIIII11'11111. I'111 11 a� //� I 1 ,�.o �Q� 11 vy III . I1I IIII�1 11+ v►\ ) , SF SFI II L l � I Ili 1 �� � ,1_I I I_ I II 1-_I_\ / I� II_ •1 r•t J 2 III c_ - �I II Oil 1 J • o SILT FENCE OUTLETam z, AlIII / , t j/II —�310c �2 / / I 1 - /�/ I J i IV!lJ�ti�a 1' \; o SEDIMENT BASIN II � 1 _c CD- �� / 11 !l I , / I I / ;/• II , / I I 1I /��lr 2 4,l // / Ip� I / \ _ / I I I III" i 1 OP OUTLET PROTECTION /i , .,,, ,, 1r n IN am -_S- _erI- / -i� ,, 1 U0 �'Z � i -'� ' \I� 9 f 1 ` — / is //// \ _ 1 e �� ROCK CHECK DAM a) 1 I 1 /•1�or 1" /, I III O I " t n Z Q 7� • __•_.�: ,1✓ _. , I \\1�,9. > 1 "` // ( // / / )\ 111 N I 1 '\ yt ! ✓�I � �t .3pp Ir1 /!I ��S 1 k .(v // /// / \ ` ) I I )I IM1 / nj _ 1 11, r. , �� \ ! / TS TEMPORARY SEEDING $ r \\\IIII' I ILI 1 �� iII;IiI'. 1 I II I I I I III�IIIffllll � 104 ,�i II 107 I / �// - _ �/f 0 N<v , 11 ,1 I11 ! 102-**. 0 7/I i1 I: I 11 1 LOD LIMITS OF DISTURBANCE '\ ` I 11�11 i�l I \ 31 - 1111010 I, � II , \ _ i (E1_='"` �-- If) Q Q`III I I II 051 1 } 0 o w Q � - y y _ TEMPORARY J 3 / 1 I I•i111 '1 (\� - - / / II,11111 I 1 44- / h /I I : -III IRO I' I I , I 11 / ).O �1:40-- _-/ r " I DIVERSION DITCH I l a co /��� k. 1 I I I' r'I IIIII II I I II j11011111 1 1 I I I I ! I I II 11 I II I J \ ! / // I/� _✓I T ����♦ TIME OF CONCENTRATIONIzamti7I / rI 1I11 II IIIIiIIIIIIII I I, II IIII 3 ■�/ /,, , / /� IIII II hI1 +1 Ili.n lilldlll111111 '111 I I III III, I I) II 11' I 1 ' ' _ I \ �l f r Ill r / / �/%/ I I I 'III'.'�II`i1 II dill III 1= I` 1I I / ill / \ / I / JrC3 . 06 - PATH U J J o _ DRAINAGE AREA DIVIDE O 3 m / I / `'��, moo \ \ 11I I II !IIII / 1w / �� � 01 I- O a ` ) I I i \ i 11 I } � ) / / / ` r '�' / 1 - I 1�. J IDEN. C pi l ����! _\ \ IIIIII�IIIi�IIIIk1I.1IIl I I /o I II / /. � -� �� I�l���; I I I 1 III II IIII III III . DRAINAGE AREA LABEL z a U o /A - \\, I 11 iI II I I ' /� / jj I CCRES�, , N �, `�_` - - I i I / -W / 1 rf �� `a � ;` 'ill f 1 o 0 0 0 BAFFLE O -(ci: a, 0 v� 7/7 � �r ' � \ \ lI l II`� IIILI it_\ , ,,- _ S ir, ��,.'gn■ )mil \ I ' \ \ 1 ,lii- I��I `� J z o I� / / / / \ / sal ` 1 i LIMITS OF DISTURBANCE — 621 .0 AC z -0 0_ N / ,, 32�f _ y / f _ KEY MAP c w e iiii, \ \\ Si - U F _1 s>,, / 1 C3 . 03Q a J 2 � < 0 ii . ri .seki. A , 1 C3 . 02 ,, LC3. 10 C3. 11 C3. 12 O w j rx Lil ! c .., \ ) 0 zN C3 . O1 �` C3.07 C3.08 C3.09 co U 0 \ \ X o) a) ‘ C3.04—C3.05 C3.06 N � ` ° o /^\ N O W E N R E r 2 � O M \ C3.01 C3.02 `C3.03 0 0? p U N 00 H �i SCALE 1"=500' JOB NO. $ 0 o n In c� 0 500' 1000' ° 46306.001 j N co ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. . o co -1- COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.00 lju CD H - L- / `\ \ \ \ 1 \ 'Pee k n / ) t- \ I I y �v _� � _ '�� J // `\ ( - _ - - -I - -/ I GENERAL EROSION AND SEDIMENT CONTROL NOTES: \ 1 \ ) / / \` I \_ - � _ _ / \ ( /'_ _ ,g _ _. _ - - 2 - E / 1 / ' / 01111111,100 I , \Q \ \ + L CD n - - — _ f _ _ _ , _ , / ) \ 1 / o= _ z - - _ - 7 _ 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND CAR // ,/j \/ \ - - - v---� - _ �� =1 _ _ / — ' \ - \ / ' J Jf / \ \ // A _ z/_ _ , 3� ,,r = SPECIFICATIONS. ����O��'�ESSI�aI��/'��MATCHLINE C3.O4 _ -\ N _ I _ _ _ = = , 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE ; .•-O •.•�/ / - / 1 r _ �'�- _ _ _\ _ _ _ _ 'c/ 0 / / \ \ _ - I JOB SITE AT ALL TIMES. = :Q� 9/ - / C3.01 O I _ T T = I T T = _ / i I / _ - _ _ -/- 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD ;------ _/ / J / I I I T I I T T / / 1 II T \T / SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. 02253U _ / / - J \ \ - _ _ I / I / 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE �$ • �r ‹• // / - - / ' - - ) \ _ - - I I I / \ I / /� PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF ANY f '/'�'��D ""' �t �*� / - - - \ \ - - _�� ' � \ I POTENTIAL I /\ \ I ' //i w, Bt \\` / �I// , - - - \ C - - - \ / / / / DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE CHANGES, //// ►�\/ - / A - - i \ - _ \\ SOIL \ 1 / // / / / MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR If I++1\��\ 42Q // /r ' -� _ \ - _ _ -� - / , - \ \ / _ STOCKPILE41) \ I / I 1 / �2/Z Q�/ / / / ) / ' ' / ' / ' \ \ / / LOCATION ` I I / / r \ I ( ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. // / / �350 / / �� / -- / \ \ / /\ /- \ / I / / \ \ 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. CO /� / / </l/ / / + - / __ _ / - / \ \ \ 1 \ \ - ` EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND // ' ' ' N ' / 1 ` \ FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN OR ��/ • 101 0.40 r l ) \ E / / / ^ / \ / \ - / \ I F IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES o / //Q" / / / �Q / I / / , _ __ _ _ \ , , - /3�oi 7.6O w \ \ I 1 II ) - - - i/off/ SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO o 0 0 // �_ / J / _ / l COMMENCING ACTIVITY ON SITE. E . iml. // / , ' \--... - CD DITCH 101 B _ _ '/' 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE u .E ti. LU /�/ U, / , / ' / / _ + --� — - - P \ / I , /// �l END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE - z / O / N / _\ _ \_ / w� 1 i / I / / / ROADWAYS. Q 61 ,/ \ / // ,' / , , _ _ _ _ _ _ UGP— CD UGP ';i° ' U► ' GU- P 7 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL o W w w / / ' I , / \ \ \ / \ �333 ' / / / o� ` �'� MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. > > / / \ / - _ DITCH 101A " g31� W / / / / / / 7.4, 6, �// WWWWy Q U � Zww/ I - / \ / 4. \ , ' / .\ ,wooli �� / / / y' 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO a �, ( ; \ fir/ \\ / N. i / \ \ SF0 .. / // / //, /\ L ' ' i W ",ram. TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN z w rn D' D' / \ \ _ - - - - x �r—x r—x x_ _ �x \ x / / x 'x / a x w w / / I I I / \ / / :-.: - • \ 1 Q / /` /� ���/� A PROVED Y AL APP ICAB E REVIEWING A ENC ES. Q Q w p p \ ` / // , W/W,/V W I hr' n6 LL 0 U U \ / / '41" / T a,Lr) O ce ce /\ / \ \ O / / - - - - - � N \ a, / / ' ' age y i / 20 I- C • ( a w / I ( / - \ \ I tip / // 7W irw 7/ r - � / 'E � ii 0 0 z z lies.� V ✓ / vV v v \ / / / /' / ce _ _ \ I 1 // / / / / \ \ �3 / // /� / / �y.4/ / / w w w \ •\\� \ ` \ \ // / / ', � / ,/ // \ \ N_ /- \ \ \ \ �� // ' //��P/' `/ i / ////� y � I/ / / / I- a \ \ / / / / / / \ \ \ / / Q � ' / / �� /Y// w� / / / \ \ /// / / /-- -/ /// z -..._ / / / \ \ N N. \ ( / / / / / //// *IV 4. I I Ce Ce 4140 /// / / / / / / / - _ _ %\\\ \ ) • i ' / / ' / / ///., / u, // / / � /// / / / / / \ - \ \ / / / / * Y`a ✓ ,�./ O /„ / / / / 1/ I / / // a , / - , r \ -1 / / / / / \ \ \ N / / /// d v✓ // f - _ _ \\ \\ \ // Ce O — — — —/ — / , ' / ' �\ /// - ' \ I / , /// �� / �W�W 4W%��' PROPOSED LEGEND/ / /;( / ' J \ // // // /! / - - / / I' 4, / / x PERMANENT FENCE/ LU ' ` \ \ // // ' - / / \ \ , _ /320/ 9 /// * e ii (' x UGP x UNDERGROUND ELECTRIC LINE = H / / / \ _ _ / / — ' /// (4 = INVERTER // / / / / / / / / / r / wWYWwW W ` / ///o/WWW //� Z ,--1 ,--1 / / ' / // ' / ' W YWWWWWWW \ J / // ////OD//WW4, / /' I' SOLAR PANEL ARRAY Cl) DATE / \ / \ / / � / / / / / 1 / / WWWWWWWWWW / / /4. //// PROPOSED ACCESS ROAD Ce '-^'l / // / /' - / - I l 7 ' 32� '4' '1, '4, '1' '4' /h./ /.�/•�/,; � 09/24/2020 < / / / 4, WWWWWWWWWWW /♦ /� JWXXX' PROPOSED 1' CONTOUR O I >- / ' / W_W / DRAWN BY J\`\JJ\/ / / .��/ - ;/�/ XXX.5 PROPOSED 0.5 CONTOUR \\ \ / / / // �-* .1, .1, 4., NI, \ / / ,/ /4,w•Ir.CI., // \ / // 4 .� / CULVERT A. MAY 1 ` / WWYWW 4,, 'J ''W \ I I 1 I I4,% W DESIGNED BY \\ \O / — f - 4, 4, ,1, ,I, ,I, ,1, •Y ✓ W W/ • \ \ �q ` 7 ' W.YWYWWWYW.YWW •YWWW I I 4. J.LIP J. DOOLEY _ \ / •Y •Y W •Y •Y •Y •Y •Y •Y / _ — _ _ ' _ / 11 •Y "N W W W W W W W_W / / ,Yw � /- — / WYW WW.YWW�WWW ` \ \ ,. -' _ _ ^•�// I / WW • CHECKED BY < \ / / •Y',l, 4,Z WW 4, 4, •Y V /' t W • R. BAKER \ N \ ti // v�✓vWWW w v w �/ / W�11Y�� • • 1. \ \ \ \U WY WWWWWWWWWWWWWWWWWWW..W \ / /� �*x SCALE \ \ \A WW W W W W W W W W W W W W / �Y • AS SHOWN \ \N W 4, 'V .4' •YW 4, wW'4' 4, 4, 4, '' 4, wW'4' 4, w .v / / //* * -\\ \ \ \ W4, 4, .1, 4, .1, WWWW 4, .1, 4, WWWW4, sv 4, w 4�_W_W - / _ I ` I \\ \ \ \ W •Y •Y •Y •Y W •Y W •Y •Y W Jr W'•1�W—�4. 4. \ —I r7 EROSION CONTROL LEGEND N. \ \ \ 4 `1 4 4 4 4 4 4 "' 4 `1' �' �' / ,4% LABEL SYMBOL STANDARD NAME • . W W •Y W •Y W •Y W W •Y W •Y W •Y W W •Y W •Y W / N . •Y •Y •Y W •Y W •Y W W •Y •Y •Y W •Y W •Y •Y •Y •Y W/ I \ \ , W W W W W W W W W .Y W I .Y .' •Y W W .Y W .Y 0 \ ,�t1�.Y \ \ \ •., •Y W •Y W W •Y •Y •Y W •Y W W •Y •Y •., W •Y �.: \ •I ,v`•Y ��ItI Ie •Y •Y •Y -.. •Y w •Y •Y •Y •Y w •Y •Y •Y � L!/,d CE CONSTRUCTION ENTRANCE • sP N \ \ \ •Y •Y/•Y V\•Y W •Y •Y W •Y •Y •Y •Y •, /�J/W W ' l ^� \ WWWYWW \ / / WYWWWWWYWWW // �/ I I / j/L SF SF SF SILT FENCE \ \\Q) W W 4, W W W W W / I l /.LJ'tIW ® SF SF \ \ \\\\\ry@ WWWW� _ _ / . 1 I / y SF SF DOUBLE SILT FENCE \ \ OM Cl \\\� W.y 4, sv elk I rarII� �v It = SILT FENCE OUTLET .....4.-.. W •, I /'< \ / •Y I / /I / Ay W O \ \ IVY \ \ \\� / W W � / / �� 0 SEDIMENT BASIN /�//^ 7 \ \ \ r \ \\\ 1 I I k/ OP OUTLET PROTECTION N \ \ \\\ 1 / ROCK CHECK DAM . i / D 2TEMPORARYSEEDING o ro o •_:.e: / t LOD ,s,;. II / . 111% LIMITS OF DISTURBANCE 0 N o v;;•;;•;;• I TEMPORARY P „•,!: /iiiii II DIVERSION DITCH 3 Q \ '.,,.. \ \ /III TIME OF CONCENTRATION / i ZZ m\ j ��� m ♦ PATH U W J ai \ \`\\ - , - - DRAINAGE AREA DIVIDE J N \ O Q a -2 EN CORES DRAINAGE AREA LABEL Z U 5 0 > \ x— N o 0 0 o BAFFLE0 V)11-1 i O uw 0Co Co Z oC ai 0 z LU H 1 CO CO I 1 U ai U U z J oC Z O Lu w � U � N z LIMITS OF DISTURBANCE = 621 .0 AC z Q ° Z �o O O o °= o N 0 KEY MAP • zN 2 �H Q a O Q Z U = C CC' l 2 / = Q rY E ° 2-C3. 10 C3. 11 C3. 12o w ai w rn rY 0 c O ° � 0 w 0 CD z U) � z N 5 O E) C3.07 C3.08 C3.09 o _c o U O 0 X0- -cii \ u) C3.04—C3.05 C3.06 ro ._ ) N U a N O QI N I wO C3.01 C3.02`C3.03 M a E2 M Q U N 5 z O N N �i SCALE 1"=100' JOB NO. o c 0 0 o N 0as 0 100' 200' N U 46306.001 N o ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. • o N COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.01 CO _C• 0 L- -_ _ _�� / _ / I / I �\`\\ , ==NSF ��� 1` -�\ '' _ l = - GENERAL EROSION AND SEDIMENT CONTROL NOTES: / / ..�� SFO - 9 - \ - - -,— Ili _ _ I , /� \ / 103 • \w , \\I\ \\�u�lllrrr/r _ = z = = 3 = _ _ _ / / , - SF CD 103 0.40 o - z \ 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND �� //- - � - -_ / I \\ - / � ,- - - I / /el / /,�— . - I -�3f $/ j�j - - . - 304•- • \\:, \J ' SPECIFICATIONS. .�`���� �ARa��/�/�� - z - - - 3 - - �� '" 30 86.43 �� \ ► a o �Ess/a � .. I / MATC H L I N E C3.05 �� DITCH 103B / _ ' 1 �► 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE • ��. : .'O �'.p _ _ _ 2/- - - I �,ti� l ��i�� �j / . - J �/ \ \ ��7 • -nl / 3 _ JOB SITE AT ALL TIMES. i Q� 9 _ /T - f = = E i T J C3,02 % �' / \ _ - ' ' •�\ \� / I\ I \ \ _ 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD -_ 02253U _- . .. .. ® \ , - - - / I /i ' I I I ' . / ' SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. / / % / ' i - -� / / //- \ III / / \ - - - - 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE �� i 8' - / !/ /� , /,--- /' O� \ / \ ®� / 1 , _ -3� , / \ \ \� \l, /vII,�11 _ _ _ _ _ _ _ _ _ _ _ _ _ PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF ANY ��.���',���G!N ,. � �*�� I / / -' / / ' ! // -�39oJ ze _ / DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE CHANGES,— i306 / / \ \ _- � ' \ MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR 1j/23/y42Q _ ` / \\\ \\ OP // EEEE _ _ _ _ . = ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. / 4:,..':4, ��� / - �/ / - f \\ E . 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION..v w� .v .v / / / i I / / \ , 'ti/ ` �, / W Wi W/��' /\ / / , \ \\ \ , ' �� \ UC,\ 1 / \ = EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND '/ / // SF �y�W / / / / / \ O I - / /`fi SF� POTENTIAL0 \ / _ FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN OR E / \�Q / WW ��% - / I / \ I / Q - .\ SOIL 1 I I - __ __ __ __ __ __ __ . .. ,. ,. ,. IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES u. / l O I / . ' /� �- v I \ \ \) J� , / 1 \ - - - - - - - - / - - �// / / _-� W. ,�'/���� - y ) / \ \ + / STOCKPILE _ I = _ _ _ _ _ _ = SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO o / o I _ , / ' WW���,� �'� r // \I /' /' /l I _ �00 _ // + LOCATION DITCH 103A \\ I \ I = _ _ _ _ _ _ _ _ COMMENCING ACTIVITY ON SITE. N E 4. / W �• — 1 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE u .E // �l /� i W � �d ` //// \ / I \ 1 _ = END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE ! _ / 4, j�*"` t _ — / I / I = _ _ _ _ _ _ _ - _c /z / / •. WwW� kOD�/ / I LOD / / / I = = = = = = = = = ROADWAYS. Q a' /L7GP `� ' ' \ _ - - /UGP UG / UGP LJGP �� _ / , _ \r \ _ _ _ _ _ _ _ _ 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL o W w w o� ` "r: /��� �', � \ / - I \ MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. LU U ce r > > y'/� WWW /���WW ♦ \ \ I / I )/ - / , \ _ _ _ _ _ _ _ _ = 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO � 'L N M O /i re �' i�i '��. � ��/ \ \ I / �/ / \\ \ \ G-310 _ _ - T a a z // W� / _ \ 1 \ ♦ \ I I I / , \ ( - - - - - - - FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOT _ c� N / 1 ♦ I 1 / + �� /\ - - - - - TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN z w cn a' U O' O' x x \ I x x x \ x x x x x x x x x / \V J W W )",r, ' /. LOD ♦ \ LOD I LO LOD /LOD _ - - - \ _ _ _ _ _ _ _ - - ' A PROVED Y AL APP ICAB E REVIEW G A ENC ES. x / / / / ♦ I / I \\ - CC ce WW �Y�/�Y/WW 'g`l� / ♦ \ \ \ 1 T / 7 \\ \X / ! - ' H z d LU a +� °' O w CI- *v r �� �v � � � � ' ♦ I \ \ ` 1 / \\ / 1- 2 j z z � � w� / j / ♦ \ •\ \ \ SF / // ♦ , \ I / / I / cri - \ ♦ / • 1 / � x \ 0 /Pi �. ce ,� I I 1 \ / I- \ \ • I ` \X ` PROPOSED LEGEND o c, NJ ` \ 7 it N � W O o I NJ NJ \ �\ I I` \ • \\ x x x PERMANENT FENCELU = Q \ \\ \ + UGP UNDERGROUND ELECTRIC LINE u 0 N N / - \\ •` I\ \ It lit `\ \ + o INVERTER o '� '� -� - \ \ \ \ \ SOLAR PANEL ARRAY DATE ` \\ \ it\ \ \ PROPOSED ACCESS ROAD D 09/24/2020 ♦ I \ O \ XXX' PROPOSED 1' CONTOUR � DRAWN BY I\ `♦ \ r ' - XXX.5' PROPOSED 0.5' CONTOUR A. MAY \` It CULVERT DESIGNED BY lk ` • J. DOOLEY ♦ \` • CHECKED BY \♦ `� • 0 R. BAKER •1 SCALE 1 \ EROSION CONTROL LEGEND • AS SHOWN \` LABEL SYMBOL STANDARD NAME • 7 •��;•� i / CE r •hi-�, CONSTRUCTION ENTRANCE • 1 / / SF SF - SF SILT FENCE • 1 / T SF SF DOUBLE SILT FENCE I / / It = SILT FENCE OUTLET OM 1 ' p 1 / 0 0 SEDIMENT BASIN 1 / OPViiiiga OUTLET PROTECTION N 1 CD �� ROCK CHECK DAM 1 > D 6 0 1 / 0 ED TEMPORARY SEEDING $ m iLOD LIMITS OF DISTURBANCE 0 Nw 1 0 i _ _ TEMPORARY Q I DIVERSION DITCH 1-1 a T 1 ����♦ TIME OF CONCENTRATION z Z m ♦ )4 PATH (1) w J o ♦ - - DRAINAGE AREA DIVIDE re � 1 J 3 CcRES — DRAINAGE AREA LABEL Z Q U 5 o ♦ / (Ni CO o 0 0 o BAFFLE O w a) 0♦ ! o CDZ DC 0, o ♦ ! H Q z COCO U ♦♦ I 0 0 z 0 ♦ ! W :1z 0 ♦V , Z LIMITS OF DISTURBANCE = 621 .0 AC < < o U M / J J z Z N / = J 0 0 0 '0 � N c--) \ N /0 // 0 KEY MAP a 2 u) // z =C / Q U O ° / / = Q o ° / oLu ZcE/ 2--C3. 10 C3. 11 C3. 12 a)1// 0 O N— CV / o \ 0 rx CD o LY // z\ /I .N z 0 0 // C3.07 C3.08 C3.09wx X LLJ // z U / o rn a) _ /'/ C3.04—C3.05 C3.06 0 U // ) N o a .o Qi H 1 w oN u) < \ // , 1 E 1 c = 2 \ C3.01 C3.02 \C3.03 CO0 E 2 0 1 Q U N z o 5 1 - �' N 1 w � c 0 I 1 SCALE 1"=100' JOB NO. $ c N 1 N - 0OS I 0 1 0 0' 200' U 46306.001 N ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO(a \ . o M COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.02 L f i \\ R T \ GENERAL EROSION AND SEDIMENT CONTROL NOTES: F c7 \ `♦ 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND `\�����\��ICAR��/i/ /� \� \ SPECIFICATIONS. �� 0� ' SSIpa��� .. ( MATCH LINE C3.06 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE ��.'O� .p -_ _ _ _ - x ®• JOB SITE AT ALL TIMES. = :Qom` 9 \ 4 - - '' _ T T T . _ T ,r 3 -\ r C3.03 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD - az2��a _- \ � ' T T T / co T / TJ • SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. _ _ _ IE .: IE _ ! `� • 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE CSC'. NGINE ,.'' ��._ _ _ _ _ \� - PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF ANY r�'�r'5�iQQ' ��t *X�_ _ _ _ _ _ _ \ I DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE CHANGES, ''��Eiifwili0\ ��`\ �. MAYRESULTINNOEXTRACOMPENSATIONPAIDTOTHECONTRACTOR FOR �j�2�'y42Q _I _ _ _ _ _ ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. \ I �� 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION._ _ _ _ _ = _ _ _ =1 - - /\ x \ • EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND _ E _ \\ \\ ` . l • FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN ORE__� _ _ _ _\_ \ 1 II • IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES o( \1 \ T SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO o_ _ _ _ _ _ _ _ _ _ _ \ \ _, l 1 ♦ COMMENCING ACTIVITY ON SITE. N E= = = = = - = =I = = = = = = XI ♦ 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE c� E \ } ♦ END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE 'Lz }E E = ♦ ROADWAYS.a_ _ _ _ _ __ _ _ _ _ _ _ _ _ _ Li \ / ♦ 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL o W w w T ♦ MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. CI > > _I _ F - _ ! ♦ 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO a LL N . 0 - - - - - - -4_ \ \ / ♦ FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOT u c9 °, a NI 1-1_ - _ _ _ -� = - - 370� _ X / • ♦ TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN z rn U O' O' _ _ - _ _ _ _ - _ - - Lu ' _ _ _ A - _ _ i i iii J \ I -. ! ♦ A PROVED YAL APP ICAB EREVIEWI GA ENCESci_ \ 1� I ce � zzz _ _ _ _ _ - - _ - �� I I 2 ' d- h-I W W _ _ _ _ _ _ 1 I I I— > zz _ _ _ _ . �� _ _ _ / I o w O - _ _ 5 - _ _ _ \ II I _ �E ` _ _ = 320 \ i r I Lri k C7 &C \ \ \ / _ - - - \ \ /// I 1 0 \t r \ - t r1 \ / 1 1 I I— \ I ♦ - / \ ;/ -, / I NJ NJ I PROPOSED L�! V �I I I X X X PERMANENT FENCE = Q 'r' �'n \ \ \ ( • l I U p/ - r \ N N (/ \ \ I 1 I UGP UNDERGROUND ELECTRIC LINE z \ \ \ \ \ )\ /� ` I \ / I o INVERTER 75 DATE \ / / SOLAR PANEL ARRAY ce '\ \\ \ \ \ \\ k \\ I�` � � �. � � �i � � PROPOSED ACCESS ROADD09/24/2020 O N \ -1 \ \ \ DRAWN BY r \ \ 1 ..... ... `` XXX' PROPOSED 1' CONTOUR A. MAY Nr- \ \ ,_ XXX.S' - PROPOSED 0.5' CONTOUR \ NI- \ \ e�kOQ ` I 1 DESIGNED BY \ "�0 \ \v `� I / CULVERT \ \\ \\ \ \ \\ \ \ • J. DOOLEY \ \ \\ \\ \\ • CHECKED BY \ . \ . \ / / 1 — • R. BAKER 0\\ ` \ \ � � i / • SCALE \ N •• \ \ ` \ \ EROSION CONTROL LEGEND • AS SHOWN \\ N. / LABEL SYMBOL STANDARD NAME •1 \ CE � �h�-�, CONSTRUCTION ENTRANCE •\ SF SF SF SILT FENCE •\ \ SF SF DOUBLE SILT FENCE -SFe = SILT FENCE OUTLET O\/ o ®/® \ \\ 0 0 SEDIMENT BASIN // / OPIYINTIM OUTLET PROTECTION N / D 0 U CD 1011=1* ROCK CHECK DAM a8 // TS TEMPORARY SEEDING $ ED m / / / LOD LIMITS OF DISTURBANCE N o 0 o _ _ TEMPORARY P- / / DIVERSION DITCH a T // ����♦ TIME OF CONCENTRATION r� z MC// PATH a w J Z 2 DRAINAGE AREA DIVIDE Ce - (1) Ce —I a) / / I ACR s ) DRAINAGE AREA LABEL Z U 0 = J ro 0 0 0 o BAFFLE 0 z o Ce 2 wo H I I / z J O O N /// LIMITS OF DISTURBANCE = 621 .0 AC z Q o U cO J z � � 0 0 D o p o ° N KEY MAP oC C1) 11 2 0 O Z U O T� _ DC ° QE ° 2--C3. 10 C3. 11 C3. 12 rY 0 0 w a o D U U) C\I CO O 0 cK CD o 0 z 5. CO CO 0 0 0 C3.07 C3.08 C3.09 co w o 0 X\ o U 3 I \ C3.04—C3.05 C3.06 U N 0 / \ N O W O N 2 C3.01 C3.02 C3.03 2 CO E E2 M Q U N O Z O C N a) 33 -O �i SCALE 1"=100' JOB NO. o c o o N cro 46306.001 2 0 100' 200' : ° N co ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. • ° N COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.03 Q ° CO L L / GENERAL EROSION AND SEDIMENT CONTROL NOTES: 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND \`���� � A �////�' / SPECIFICATIONS. ���O� ' :2. SS/ �/�/ 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE �. OF �iy9.9JOB SITE AT ALL TIMES. = :Q _ 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD -_ 253U SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. _= 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE PLANS '�C' �GlNEc ' ��' DISCREPANCIESOR TO PROCEEDING WITH CONSTRUCTION. FAILURE O PLOATN OR GRADIFY THE E CHANGESR OF Y �I',f// w a\\ / /1/111M / MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR 12/23/2020 Ln ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. / 0 000 CO 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN OR E 0 0 IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES o / w SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO VD o COMMENCING ACTIVITY ON SITE. N E / z 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE LL, u E J END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE z I ROADWAYS. Q U 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL p W w w MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. > > / Q 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO w O o O CC a2 -' � O c7 a; H p / G FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOT of a .� N TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN z a' U a O' / A PROVED Y AL APP ICAB E REVIEWING A ENC ES. x w w w 0 p p U p ce � z z T Oz ce ce a a / I > z z- DO / . � uj 5Ln 01 UJ5 / _, Hin ce vi 0 / (7 N I . . N _ _ _ _ /i PROPOSED LEGEND w N X x X PERMANENT FENCE u p Ln co N N UGP UNDERGROUND ELECTRIC LINE z -i -i 0 /N I = INVERTER (7) DATE SOLAR PANEL ARRAYce09/24/2020 I / PROPOSED ACCESS ROAD 0 DRAWN BY ) / XXX' PROPOSED 1' CONTOUR A. MAY / - XXX.S' PROPOSEDCULVERT 0.5' CONTOUR I • • DESIGNED BY / J. DOOLEY I / / / ) / / / ' , , 1 I / / / / / /' ' ' • CHECKED BY / / i / / / / / / l J J J I / / / / / / I / / / // / � / / / / // / / / / / / / / /� / '-----------------'-- / • R. BAKER / / 1 / I I / i i / I' / l I I l / Il / / / I I' J ' W /�T / l l //' /'/' // /' /' /' / \I • • SCALE I I I I ' I 1 1 1 1 / / l I I J I ' / ' — v.. v..W W W..W..W WUW WUW W � W I / �W�W / AS SHOWN \ // / 1 / I 11 I I /// v v v v v w,w-v v v v v v v v v W W yc w v v J _ — vWW // / / _ ' / -- EROSION CONTROL LEGEND I / I1� I / / / W W W W `Y W W WAD` W W W W �Y W W Wj`Y—`Y W �Y `� _ / ,���� 1 ' rtl I I I I I I l I I I I / w w .1 w W�W W W ,IN 4, W W W W W / W W W W / •W li �� LABEL SYMBOL STANDARD NAME I / I I I I / I I I • W W .YYY/WY .Y\ .Y�•YY W .Y .Y W I.LYY W ' ��� • I / I Y W W y y • ` � �. , ��`y,� IG I I_ I ' I I I I I _ ,� �, , , , I I �� \y �_ e h;-;_ CONSTRUCTION ENTRANCE • -) 7piArn f"LTL' . P!'•A 777 /I I I \XX% �� i ��� \�' 4. \ / - l / / J J l ' / / / ll /' J ll l / , / / , SF SF SF SILT FENCE � ►U.S w �v�v w w -v wvv O / / /\\ A& I �� �►�i.���y W W v / J SFO / / Mry / / / / , / / O / I / / / -SF SF DOUBLE SILT FENCE __��\ X \ -i" - - - W W W `Y..W W W `Y W ,Y O , / / / \ ® -SF SF r ) 1 I I J 1 I / I 1 / \ - _ JO2 \ �Wilisfrliore WW ,� W yW yW•yW yW NI, y I / SF I' I ( I /' /J // // / I / I M // J /, , CL z / \ \ I I �,, j I I I I \ • - t -Jr , W .y ,4, \ / / / / / G \ o SILT FENCE OUTLET 1 /' 1 ~ \ \1 J \ a. \\ I II I \ c./ \ -/\ WWWWWWWWW I - +/ / CD /� / ��/ / / / / / / / I / J / ` I I r / \ DITCH 102A _ \ 304 SFO ,W�W�W�WiJ` / I• l / / I / / / / / —!� . V 1 I I 1 l \ x /� W W W/I W / _ I 1� / /s I \ o SEDIMENT BASIN ,„ 1 I /// II 1 _I I \ I _\-\ \ - \ \ / //• ` � \ WWW WW /' '' ' + ? ? 1 '- /.:' / / /' .. II _ IOP OUTLET PROTECTION :8.1 ' /, \ I 1 I \ _ = OP - 3oss� i / / / _ _ ' ' / _/ / _ _ e ROCK CHECK DAM• 1 \ \ 1II1 \ \ \ - ,:i - dew _ • E E _ /..• ° 1-1 /' G 1 / /' 1 \\ \ \ _ (( W vW/vW + / _ _ / ' , -' ' / _ TSTEMPORARY SEEDING• I / \ ,1 \ \\ \ \ 1 1 \ 1 = _ =_\I I -e_ -e_ e - O$` 0� /� x W 310I I / / ! / / / / E I LOD LIMITSOF DISTURBANCE (Va�iI / \ \ .1 .. E _ 1 _ _ .. x\_ O2 - _ _ _ /., / /� / / I .. .. .. .. .. .. _ _ .—. TEMPORARYQI \ E E• _ _ i _ _ / i / / l E EDIVERSIONDITCH1. / ' \ \\ \ \ I11 - = = = \ = ` / = = _ -/= / ' i \ = ° TIME OFCONCENTRATION 7< ja / /I I I • \\ - 1 I \ 11 =1\ \ \ _ _ =\ r = \\ \ 30 OP DITCH 102B / / _ IJI I . = = PATHU w z\ I'// / } \! cr \ \ 1 = �_ _ _ E• I• POTENTIAL \ 9 -� ' / E �_ :;E \ _\_ - - - — i DRAINAGEAREADIVIDEJI // ' ♦� /� �. \ \ \_ \ _ _ _ _ = SOIL / / _ / / ::: / ' I g Ce- - - -\ - � O a DEN. C//I I' , /(/ \ _\ \ \•' _ _ _ _ _ STOCKPILE \\ 102 0.40 TS / _ _ / _/ _/ / 1 _ = CACRE� DRAINAGE AREA LABEL Z ` v 0I 1 � / = __ _ _ _• =• LOCATION \ \ / / _ _ = _ E — 2 —iTo >. ' / (\ , \ \ \ __=_ _ _ = \tteg��`� \ _ 24.19 _ � ' ' = _ ' '= ' _ /' _ = o 0 0 BAFFLE 0 in_ >, t 1 I A E r I 1 H. i i I i i i 1\ .. I\ \ _o 7/ / \ go i -1 / - -- ' I (�/ / ' _ _ _ _ _ _ _ \= = = = �� _ _ '=/_ II r.-'- / _ _ _ _ _ _ = I J LIMIT FDI T RBAN E = 21 . A in z_ Q oM �� I I — _ _ =• \ \ III = =/ - - _ _ _ = _ _ _ _ _ _ _ _ _ _ = SO SU C 6 0 C J Z D N // / \�`C , I =_\-_ -_ •• =_ =_ =_ =_ ' - = = _ .. ' \.. = .. = x • - = - - E EE .. .. _ .. 1/1111/1111/1111±_ _ _ =_ _ _ ' E. E F. _ _ _ _ _ _ KEY MAP oC (f') a I—/�' T z / it / / 1 __ _..__ _._ :1___Sy_ _ _ ___ E E i / / / U 1 -, - = - , d ---- E E E 2 EEEE cEE I I / Z ri / _Si/ / / / / / - - - - - - - =-=__ = =---=---.-.. c c - -- -- -- c / - - -- -- -- -- -- -- -- - - 2- /' if/ i ,' .. EE - _ _ _- = 5 = = = = = =�= "" = = = ='= = EEE C3. 10 C3. 11 C3. 12 0 I-171 (4,_ C.. / / / -/ / / / / = = = = = = = = = _ _ _ _ _ = E E I E E 1 ,'2 E \ il 0 ° z 0 �- /, // / / IL6p� \ \ . ' ` - - - - \- ' \ L _ I \ I �/ / / / I I I - _ = I = _ C307 C308 C309 0,615 �(/ ' '/ ' / / \ : _ / / I' / 1� II I l \1 _ I I I I I I U-cii ��/// '' 1 I I' lJ J 1' v0 \ �\ \\ \\ _ \ _ = _ _ - 1 _� _ _ , - ' /' // ' 1\ I I I =' = = = =I , \ 0): 3 0/ I / I I ( I I I ' \ \ \ _ - - - - - I = _ _ f / / // (- TS / / I I I I I _ \ _ _ _ _ / / ! > _ _ - / C3.04 \ C3.05 C3.06X .3 N l I I I I I r 1 \ \ - _.y 1 \ / E I Q M /// \ I I I I I I I �� 1 I = \ ` _ = r = I � i ' /I I ' /' w \ \ \ = .. i . i i = .. i i .0" / c N r. r. 2- 5 . - /4 1 _ _ = o _ -/, J I _ _ I C3.01 C3.02C3.03_ - _ 2\ 1 1 \ \ \ , _.--N / =- =- - ✓// / I \ \ v \ \ \ � + �' • CD N__— _ _ _ � = E _ _ � . � \ / J / / 1\ / I ' �E /E E E E - o c°n / C3.04 I \ \\ \ \ _ � -\ I ` I / _ _ I = _ _' ' l \ - ' / ' J \ / - = = = = SCALE 1"=100' 0 of / I \ - I I / - �= _ _ _ = 1 _ - = D`� / \ I -/ _ / _ _ _ I JOB NO. N o MATCHLINE C3.01 Q \\ Aso I = - - - - - r r T T _ _ /= _ 0 100' 200' N �, I I I 46306.001 N o i J \, _ _ \ - 1 ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. as M /'—, „ - — — /\ \ - _ _ - / — G — — _ _ COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.04 0 L III \\ \ 1\ \ / I \ I / I 1 if-i = x Cam` `U(;A��` I I \ / f III / 11111111 / ( _ 1!.._. \ , , / \ GENERAL EROSION AND SEDIMENT CONTROL NOTES: i \\ ` _ � III i I _ ull = I I1I / , / �/ \ r11. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND >,,\��tUrrll+lrr/�,///\ � I/ �� // \ / I IIIrI «� lT / / / / �l / > , III N 32�4 / 1 1 I i \ / , / I \ SPECIFICATIONS. ,``>%�� .CA•••• `\\ � ` / - - / / / II / l # y y/ MATCH L I N I A E C3.07 _ \ _ - - - _ . /_ _ _ _ _ _ _ ° _ _ I ^° // / \ _ _ _ _ _ _ 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE ��.•'oFESS/a, .?y�- /_ / J ► \ ' ,`` l i l I _ - _ _ I� _ - - l = - Jl- - - = _ = = - = = = - - = = I I // I = = = = = = = JOB SITE AT ALL TIMES. = :Q� • 9 \\ i i _ - / , y/ I I II _ _ _ = C3.05 _ _ _ _ _ _ _ _ _ _ _ _ _ _ I _ = 1 = _ = I , l = _ _/_ ° _ = 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD - _- \\\ ' . _ _ 1 / 1 I a - - F - - E _ _ _ - = _ _ _ _ _ _ _ _ _ _ _ _ _ / _ _ _ 1 , _ _ _ _ _ _ _ SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. 022530 \ I I / - - I _ \_ _ _ _ _ - _ _ _ _ _ B = _ _ _ _ _ _ _ _ _ _ _ _ = I = _ _ / 1 _ _ _ _ _ _ _ 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE i� �GlNE �' \ 1\ I / // - J I I i _I _ _ �, _ _ /= - _/ _ _ _ _ _ ° _ _ _ _ _ _ _ _ = I / - 1 = _ _ _ _ _ = PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF ANY r��"r/'�iQQ " ��t *�� \\ \ I I / / ik,k ' - - , U,.I I \ = _ _ � / , _ _ _ _ _ - = _ _ _ _ _ _ _ _ _ _ _ \ I Q / _ _ _ _ _ _ = DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE CHANGES, /�/E/ w B\►��> \\ \; 111 I / i__ T - - I I= \- - _ _ - _ _ •'I _ _ /• _ _ _ _ '/° _ III _ \ \ I J / E E E E E E MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FORI Z 020 \ \ \I I _ _ _ _ ( _ _ \=• x x _ • r. x = I = _ •\•• _\ �I / / _ _ _ _ _ = ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. l` \\; II /// - _ _ I = _\ ;- _ _ - F = �- _ _ ° ° _ _` _ _ _ _ _ _ \ / i = _ _ _ _ _ = 5. VERIFYTHELOCATIONOFALLEXISTINGUTILITIESPRORTO CONSTRUCTION. \ �11 IIIII , / ��� .�� \ \ , _ _ I� _ € _ _ _ _ _\I = _ _ _ _ _ _ _ _ _ _ _ / _ =1 = \ / iff /I I _ _ _ _ _ _/_ EXISTINGUTILITIESSHOWNAREFROMTHEBESTAVALABLERECORDSANDv\ 1 I I / L` _ = 3 - - - \_ - _ _ _ _ = _ � _ \ I= _I _ I - = _ _ _ _ _ = FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN OR E \11I 111I1 / \ _ _ \ -\- _ \ -�- _ = s = _/ _ _ _ _ _ _ _ _ _ =1 = \\ / \ / _ _ _ _ _ _ = IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES o��\ 1111j� x _ \ _ _ _� =I =` \ _ _ 1 _ _ _ _ :_E _ _ = I = _ \_ \ \ \\ _ _ _ _ _ _ = SHOULDBE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIORTO o\ ,�l\ I I\III// \ \ \ = = x = _ _\ - t = _ _ _ _ = _ _ _ _ _ _ _ _ _ _ _ _ _ = I \ _ _ _ _ _ = COMMENCING ACTIVITY ON SITE. N E �\ t\111 1tt11 , t S -r - �� _ _ _ _ _ f _ _ _ _ _ _ _ _ _ _ _ _ _ I I _ _ _ _ _ _ _ 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE w c� \ 11`\ II r ; \ - r� r 1 1 - I ' _ / ° _ E. ° _`_ . _ = ° ° ° t ° ° ` 1 I = _ _ _ _ �_ / END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE z \\I \ 111111 • - . \ \ - - \ i T I I / /, / /T - - - - • - - - - - - - - Q \ - / ROADWAYS. a, -11\\ II111�\I / X \ \ \ 1 _ I1 I / - 320 -:1:)(--: \� ` \ I / �� \ I Q 111 I I \ = = -/- _ _ i 1 / \ _ _ - P� _ _ _ = 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL o W w wIIh1\\t I \ \ t\ \ _ = -I - J _ _ I I , / / / _ _ ='� �= _ _ _ _ = MEASURES WEEKLYAND AFTER EVERY RAINFALLEVENT. > > \ \\Vl11\\\\ I \ \\ \ _ °^° i;)i::= \ _ _I I I iI / _ _ _ _ _ _ _ _ ° ° 8. INSTALLANYADDITIONALEROSIONCONTROLMEASURESAS NECESSARY TOa �, OZw\tll` }111It1I11 \G \ \ f \ - :_gi / - _ _ _ � _ "- I /� �OHP / _ _ _ _/!---" _ _ _ _ = � � �jz1\11 1 I1 i �� ' \ \ _ , ,t _ - \ I _ _ - _ _ = FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOTC7a; of1E2a N��\t\\ II�lIl • I \ _ _/_ _ _ _ / / r ��/ JI _ _ _ /_ _/_ _ _ _ TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN :). a' O' O'\ \\ �l�I\IIIr \\ - _ / I = // 1` I \ I _ = J _ 3 _ _ _ = A PROVED Y AL APP ICAB E REVIEWING A ENC ES. w p p`\1\I IllI IIIf1 _ -_ r_ - _ _ _ - I 1 / _ __ F_ _ _ _ __ __/y :zur Z0 0 _ t\1111 III\ _ � \ \� - - - _ - z = _ = = / _ / 1 I I J / _ _ _ _ _ _ _ _ _ Z Ce Z \\ i11111 ► _- .. .. .. .. x xY x x x _ _ \ - - - - / / / x x • x x x _ .. _ rn 0 w Lu CO CO Ii1111\` Jill\1\\l, � /_ = y _ /� = = l r / Q / a = __ _ _ _ _ _ =/ = L a a U U - - = r _ = = :_i_ :2-_ - _ _ _ zIIIII\\ 11I1\ . ) \ ` \ - - - - _' - r -_ _ _ I/ ' / / // _ //� / ' _ _ TS = _ __ _ _ � � w OOZW lll i IIIIIII 1I - - = y = _ I^ _ _ \ / - - / / / ' _ _ _II\llll'lIII - _ _ z'_ _ - - = r - - _ / J / - / ' / _ _ _ / = z = _ �'Z \\ IIIt I 1 X / t - _ _ _ _ - _�- - - - _ _ t / / / / _ _ _ _ _ _ w w w \ 11 tee\I \ - \n� / _/_ - - _ - N. - - � � _ / / = - - - U \\\\t�\\ III\ \\ !" /_ _ r t = _ - - - - - , - _ -/� t = _\�\0 t I 1 11 Il}1/ // 1 / // / , / I / ce I- \\��\ I IIlI1111 �i 8 , // / / / / / // I // / - - /_ _ /,e. / / - // / / O� \\�t\\ li \ 1 'Ail , • / /_ ° - _ _ = y a _ _ _ _ _ _ \' - _ - - _ - ' - - / II _ _ = I= , , Q . . \1111\ 1 l}hull x / / ,/ A _ _ _ - T S _ _ = = = -/- .. _ _ = - = _ _ _ _ _ _ / 310 _ _ _ - _ = = = = -- -- -- PROPOSEDLEGEND J- - lllIl \ , i / / / _ = = _ _ _ _ _ _ _ = = = // / / Q - / _ _ _ = = = = = / _ = = = X X X PERMANENT FENCE = Q Ln co N N III\I Ol\ 1 \\\11 tI I o / I / / _ ILO EEEE :./_ _ _ .. _ _ _ _ • _ _ _ _ _ _ - I . J / _ R = .. _ .. = = = = = = „ = = = UNDERGROUND ELECTRIC LINE z it 11 \1 I • •' / -° = = = _ _ _ _ _ _ _ = / N _ _ = = = = = ° = = = = = o INVERTER DATE / I III Il✓ 111111� �/ / // /- / _ _ _ _ _ _ _ __ _ _ _ ` / _ _ _ - - - - - - - - - - - / 111 11 11 }11\ �I / / _ _ _ _ _ _ I~ _ _ _ _ / / _ / / = = = = = _ = = = = = / SOLAR PANEL ARRAY > I\IUl� 1 \\ / / - _ _ _ 2 _ _ _ _ _ _ _ y`�/'`�' NY DITCH 105BCO = = = = = = = = = = 11 Ij1>a \I111 / / / _ _ _ _ r- _ _ _ = I -\ E/ = = = = J WW YW v/ YW Y / POTENTIAL = = = = = = = = = = =/ D 09/24/2020 \\1 I \I\ / / _ _ _ _ _ _ _ _ _ \~ _ _ _ WWWWWWWWWWWW / TEMP. / SOIL _ _ _ _ _ _ _ _ _ _ _ / PROPOSED ACCESS ROAD DRAWN BY ,III I} \ 11 / 1 / / / _ _ _ E _ _ _ _ / - _ _ -, E E E SFO W Si,WWWWY W/W�W� / PIPE 4 =_ __ __ __ _ _ _ _ _ _ _ /' XXX' PROPOSED 1' CONTOUR 1 \I / / - - - - - - - - - - I STOCKPILE - - - - - - - - - - - IIiIII11 11l\I , / // _ _ _ _ _ _ _ _ _ _ _ _ _ uW�W�W� 105 0.40 /' / LOCATION _ _ _ _ _ _ _ _ _ _ _ /I _ XXX.5' - PROPOSED 0.5' CONTOUR A. MAY I\11 1 11 11 / _ - _ = r r x r 1 r r r = _ _ (11�.:1,,,,W�.W.1.W4.W 18.50 / / / Al _ _ _ _ _ _ _ _,= I DESIGNED BY / / / / / \\\\ \1\ // // / / \ W WWWWWWW W.WWYWWi C___op -� i_ �� I CULVERT \ / / , / / / \\\\ l / / W W W W W W W W W `Y / -- S J. DOOLEY \ \ / - / ' / 0� - I 1 \ / / ' I DITCH 105A (� W W 4.WWW4, 4. 4,W4./•Y�, I • // / / ` \ \ \ \ I / / / / / / -, 0� 1\\ 11 / C f / / / I p w vWwW vW v ivW wWFI' \ / I `� \ } �� / / / / // d`v CHECKED BY / / \ \ / , - , _ - 'I� / / /�-�\ t I\ SFOc/./ �� 29g 30j�3p35 - �. • R. BAKER / / / \ ` \ ,l __.--1 / / /� I _ `�� � / / / / `♦ \ I \ • --..„..0........../� TEMP. PIPE 3 /� ' / . _ J o SFO =!" 7 SCALE / / 1 I 1 / J ------1---------7 I p 1' • • • ' \ N .\, i, I • <� _� %/ .�,/ 3'\° I '`�� _- _ _yam ' / 105 �-� �;� - - ,Q/ • AS SHOWN �`\, + ,`�, _ NNW, n X \ 11 1 / /� -S _ - - ` 2g �,� W W W W ` _ .� �-� EROSION CONTROL LEGEND ��.\ I I / LABEL SYMBOL STANDARD NAME ����� tii . �� X I 1 \ I1 I / GP - - 8 W W W W W W W W `11 / 2✓ - • >i.���- I\ \ 1 \ \ I I / I I I / ' U�� / SF== - 3 1i3p 5 • WWWWWWWW WWWWWWWWWWW�W / / / / /2°��' x I I I / / GP p 3• W W W W W W W W W W\ ! e �'�' �` CONSTRUCTION ENTRANCE • / , / \ \ I I 1 I I J / 1 \ / / / ' ')QP - �I / ���W�W�W�W�W�W�W�W�W�W�W�W\ 1\'/ / a- �Y W W W W W W `Y W W W W W / / / / 1 \\ t I I I 1 I / / ^1 / / Vf. -,A\� I �'W W W W W W W W W W W '1"- W/ \ ' - % b b b b SF SF SF SILT FENCE / / / / ,/ 1 t \\\ I I I I I I I \I / I Ode / � -� / .y W W .y W .y •Y •Y W W $ l O • / / / ! 1 \ 1 \ I I / I I I I L'I / 1 // / I DITCH 104B c -� - - I .. t4 N :29 5 / / / I \/ O 1 I I I I I / O 1 •\ / ^O / / , ,W W , W W .. WwW / ,cb SF SF DOUBLE SILT FENCE /// \\ / \I \1 M I I I i / I / M II I 1 / �' // ' ; / TEMP. PIPE 2 1/ / \ l } ' -F - - - - _ - �W� /' 2 106 ® SF SF G / \ \ I 1 I I I I / I I / \ / \ / �Q 1 ♦ 1\ SF SFO \ // o SILT FENCE OUTLETOM - \ \ I I I 1 1 I \ / TS / / J � ♦ ///// 294 , � _ \ \ I I 11 ' � I I I I I / 1 \ / I ( 1/". ♦ - - - - - - -.�_.�_ ,/ / 298 O °c r _ _ ) / I / / I 300 / / SEDIMENT BASIN ll N // / o/ 'l DITCH 106A . i _ I li _ / II \ I = = I = _ _ _ _ _ _ _ .. _ /_ _ _ _ _ _ _ _ _ _ / d- OP o o lo-� // / "� _ `300 = OP OP OUTLET PROTECTION_ - I / / _ _ _ _ _ .. _ _ _ _ ° ° ° _I ° - - - - -, _ - i _ _ _ - _ _ _ _ _ - / o o / / _ _ = _ _ = e �� ROCK CHECK DAM c o ro / 1 / _ / _ _ _ - _ _ _ _ _/ _\_ _ _ _ _ _ = I = _ _ _ _ _ _ _ _ _ _ _ _ _ _ = 104 0.40 , OP 'I o o )M % / _ = 106 0.40 = TS TEMPORARY SEEDING _ _ / _ _ = I = / 1= _ _ _ _ _ _ _ _ = 1= _ _ _ _ = •1_ _ _ _ _ _ _ _ =I-1 •= _ _ _ _ = 38.63 • \ 298 0 //� __ _ _ _ _ _ [ITC LOD LIMITS OF DISTURBANCE (V I - .. .. .. .. .. _ _ �_ _ ,_ .. • - - -1 _ .. _ - - \ l L .. .. .. .. .. - - - "�O x x x x . x - x r x -. -. - TEMPORARY Q = I = _ _ _ / = I - _ _ =I = _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ S / _ _ _ _ = _ = �. �. DIVERSION DITCH0 a I _ _ / _ _ _ _ _ _ ,• _ _ _ _ = I� _ _ _ _ _ _ _ _ = DITCH 104A CD �� 4 = _ _ _ _ _ = 3 ����♦ TIME OF CONCENTRATION z C / , 7 i \ - - ' / - - •. _ =1 = = = = = _ = = = = = = ' \ = = = _�_ = = _ = = = = FDITCH 104D I UGp /�/ ti / _ _ _ - _ - _ _\ PATH U w J Z o \ _\ _ / /_ = I = I = _ _ _ _ _ / _ E I =I}= _ _ _ _ = POTENTIAL I y// nj`J� _ _ _ _ - _ _ = 1\ - - DRAINAGE AREA DIVIDE ( CC J N / / E = = ° _ _ _ = 1 = _ _ _ _ _ _ ° = G) SOIL 'j/� / / -/ \c = == Ce O < - - - - \ = = = _/ = = = = = = - = = = = = = = = = = = = = = 11 = = = = = / STOCKPILE / _ _ _ = CIDAEcN. C a r. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - / - DRAINAGE AREA LABEL Z U c = _ _ _ - = I = _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ / LOCATION CO �/ 4 / /_ _ _ _ / RES� _ °c T = _ _ -' _ _ /_ _ _ _ _ _ _ /_ _ _ _ = t \ _ _ _ _ _\ ° _ - - N6 // /� _ _ _ /�� /�� _ To _ ( 0 0 0 o BAFFLE w O ow (11117 LUZ hi " _ _ _ _ 2 2 _- -CI = = = = = = / 41 E E E_ i - -- -i g - =..-0 ! 1: ;II, r -1 k-2 1:= i=E :' ,r=,/-1 4==1 1 El ===! _- _- _ _- _ _ LO - _ li (3_. = _ _ - � _ _ � _ _ _ _ _ _ if _ _ _ _ E-\ �� = _. W = _ _ // / / _ _ _ _ _ _ _ I LIMITS OF DISTURBANCE - 621 .OAC z_ J u .� � r _ _ _ _ _ - _ = 1 01 !I\i:E- ) - xx _ _ _ _ _ _ '� ` // _ _ _ _ _ _ _ - = Q = KEY MAP E in �� a � � N = _ .. .. E, _ = x a .1 . . . . -• .. - - - - - //- x a x a a /a .. \ I I \ /, = = =/ .. = = .. .. .. .. .. .. .. .. - = .. _ �+ (/') Z - - / I / /// 4‘, CD - - - 1 z 6 < 0 --c2 - E = - E E =‘, = / E E E - Eggi g g I 1 I / 4•1 g g E EA - = = E E 1 E = =„-- = -- -- / I //// H Ce (,-,1„E E=E / 0HCe a = - = = = = _ _ _ /_ _ _ _ HI = II II e \ TEMPPIPE1 / = = = _ ° = = 203102 \/ _ _ _ =/= = F _ _ _ - } - - - - _ _ _ _ _ - = = C3. 11 C3. 12 O u' _/= = = = 3 = _\= 1 _ _ _ _ = = = = = = = _ = = z F - - = = = = = = , ' ' DITCH 104C // /C' ,/ = = = = = - _ _ _ = = = O Ce 5 / _./ / . -- -------A \ / .3s,.._ _ \ \ /I 0 92w co = / _ = 1 = = = I 1 - • - I C .AS__ �yl \ ,� I = _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ -- _ _ _ C3.07 C3.08 C3.09 1 � o -co = _ _ _ _ _ / / / / OAP' I / / \ sF I H I = = = = = = = = = = = = = _ _ _ _ _ _ co = c? g 1 ! l = = = =l = I /' p \\ / // /i I \ 3�� ��I L - \ � ' �_ '_ - SF / 5 305 \f o \i I = = = = = = = = = = = = = - z s _ _ _ \ / / \ .01010.0 * = = = = = = = = =/E E E _ _ _ ICD C - - - E / /' ,/ DITCH 104A \ _ - - --�i� --� • ' / o ` °11 = = = = = = = = = = = = = _ _ _ _ X \ I I 1 • \\\\: / i. 3 \\:::.:.:';' 301 C3 C 2 E /- lc) / ..41.' t 0 r A = = = = = = = = = = = OS E co _ - - - - / / / I / �.•�- .�: _ �'' C3.05 86.43 •,� , ��\ �� H\ 1dillli 0 • • E E = ---- ---- ---- ---- 1\1 E ow w OS = I /7"\\ 61 r V _ ---__,0 - - •--- - 304 - ' \' \ 1 = = = = = = = = = = = ° - _ _ _ SCALE1"=100' _ - / / I / - - I ‘-'// c1 _/ /= = = = ° N / \ • C6; DITCH 103B J� �� 4 I = = = = = = --- E = = = = = �_ _ JOB NO. o o OS - OS 0 MATCH 7 \ LINE C3.02 - • ����� _ _ _ T\r - 0 100' 200' 46306.001 / ` cw - /� �,. _ -� - / / //_ , ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. m o M /� / off`' �-. cco \ . •/_,;;\ / ^ - ' -3�$ J /' '�/ COUNTY, NCDEQ AND NCDOT STANDARDS SPECIFICATIONS AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.05 °w CD ' i cis I '� / i v ' ,mil / / ( \ I• .... -al H 'E L . 1 '' A \__ W W W W W W W W - -. _ _ _ _ _ _ _ _ _I _ _ _ / T T T T T �" • f',* WWWW WWWW WWWWWW WWWW W 1 \ ` DITCH 110C - - - - . - _-/- _ = - - - - - - I k / / / / �� W W W W W W W W W I _ - _ _ _ _ - STOCKPILE __ _ _ __ __ __ __ OP GENERAL EROSION AND SEDIMENT CONTROL NOTES: (� DITCH 110B �3y02" / ' TEMPORARY TIMBER MAT _�„ 0• W W W W W W W W�W W W 0 I `�� / _ _ _ - Rq RR RR _ T (� =1 = =�L7 = .. LOCATION = = _ / ' / ' _ \ r l M W W W W W W W W W W W Q __ (�. r /I = J T G G = T T 40-�` 'A4I- t4J is 'L. V - - 1= 11„, / �/ FUTURE CULVERT#2 ��tUII1H111/�/W W W W W W/W W W W W ` V CC�� CC�� I� 2 Q5 _ _1 WWWWWWWWWWWWW'W \ / ' \� T 291 T / '"J / '//" V 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND ��� /�l \ / ,... 290� \\ \ - � /..III ,� / / _ \t �� CARP II \ \ / / WWW - �— �, ,, \1 �' _-•=:: $p SPECIFICATIONS. ,`�� .. . ., ej �/i - , CD �V 2 r� )� / �k� '280 /f ' 2 . tSS/0'•?� _ _ = I MATC H L I N E C3.08 POTENTIAL rn Nf WW 90 110 ==I / .''o 4 :1 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE - = = = 1'-- W_ -' / ' N t�►i W DITCH 110A c� �- `•�Ja" OP / / � 284.5 '►++inn. = I. _W_// SOIL W ^ ._ _ ' JOB SITE AT ALL TIMES. = :Q -' = = = v W ' 289 5— SF0 _ - (= •280 .1 2` , ' 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD _ _ - - - - - - C3061, 02530 LOCATION ��yW W ~� 2 - / Q - N STOCKPILE -� _ °_ °_ °_ f �'%,/`,✓�WWWWW OP W �� - - - - �� \\ / SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DW ' ' DITCH 108E 'fyW WWW�\WWWW WWWWWW W �' ' , �` _ / ' _ 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE ., �\ \= E E E I •-V / \ 4.).: '.' W W W W t•L W W - W W W W .� I \ .• �. �� S • PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF ANY r��r '�iQQ �t * • W W W W W W W W /* W W W W W / / \ i� G ,� I/ Any \ _ _ �_ �_ �_ \ ) y I f OP ^ W W W W/� W W W W W W W W W W WJ / f ... ,\ \ ` r =/ern W W/W W W W W W W •.,, ,G W W W W W W 1 �` .'''','� ::.,... ,• DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE CHANGES, ��E/�fl��llttt►� _ _ _ _ _ N \ I -- CO8 0.40 /.' • N I W WSW W W W W lL-m I/� WI'�W W W W W W �• t' �'_ _ _ _ _ `i DITCH 108B \ �� g / _ W�WWWW W �WWWW4, 4, . �4,WW 'vWWWWWWWWWWWW / I ; ®28'''�',: �'� �� MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR I Z3/2ozo 76 87 ti •�yg`b M: W W W W W W W W W W WW W W W W W / 1 Zg`L� 2 4C �'� ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. - - - •' - - - \ \ / \ I / • • N WWWWW SFO WWWWWWWWWWWWWWWWW,pWWWWWWWWWWWWW / • 7g.J♦ `'•"O r I -. `^' W W W W W W W W W/W W W W W W W • OP :.�'�� / • ` :;;:�•: / 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. - - - - - -_ �7 ♦ y A W W W W W W W W W W W W W W W W W W • I I \ \ yf''f / W WWWW W WWWWWWWWWWWWWWWWW�WW WW W W �- / ` EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND =/= I J _ �" ' • / ,/JW W W W W �Y �Ic W Jt- ' W W W W\ ' • • . ,� FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN OR / W W iv `2C �,Y W1W W W W W W W W n.- • 1 09 • �,�•,� E 1. DITCH 108E •/ W W W W W W W W W W W W W W W W W W V (� .• W W IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES o _ _ _ _ _ _ \ I •/ / y W W -" W W W W W W VI, W W W W W W W W / '27 - •_• 280 S F u, _ / `- _ _ _ \ ' WWW WWW / _ / WWWWWWWWWWWW1(WWWWWWWWWWWWWWWWWW OP " 284 .:::...:.:,.,.,8.5 , ,'`3' 1 / 4, 4, J.y SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO \ I \ ' '..- :: W W W W W W W W W W W W W W W W W / ` W W W COMMENCING ACTIVITY ON SITE. W W W r ' CoO ' W W W W W W W\W W W W W W W W '/ C1090.40 `W W'. W , I OW W W W W W W W W W W W W \\ �� \ WWN=_ / ---0 I / / ) • ♦ �Ir \/ �Y\W__ W\WWWW\WWWWW / CO t OP \ �W W W 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE c� E__ o = ` ' S ' WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE/ / Q / c W W W W '. L' / - /! I . 1 O8 �..' '��� 1 f - \ WWWWW�WWWWWW / / 91 - �.:J(J ' ,WWWWWW � END OF EACH i / / J - - �s �/ �� �� \ W W ROADWAYS. H a, \ W W W _ DITCH 109C / _ _ / _ _ = = = = = = •/ I % ` �/ ' - = ' = = - = Fi _ - _ _ = = = \ \ ` W W W W 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL o W W w _ = d o / _ _ ' �qp�y/ _ _ _ _ y _ _ _ _ _ \ \\ W.'' WWWWWWW MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. In H > > - - - - - - - - - - - /'- . / / - - _ M - - - _ _ - _ - W W ,,/ W Q �L Z w w _ _ _ �� • _ _ CD = _ _ _ _ _ _ _ _ _ I \ - W W/W W \ , 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO a �, ce ce DITCH 109A o° = = = -- •''b. . ` _ ° �� = = = = = = = POTENTIAL = _ =" _ _ = DITCH 109B Wm N ,.,\ X WW` _ 0 _ _ _ _ _ _ _ _ _ \ /r �' - _ - - - _ _ _ _ _ _iiii_ _ _ SOIL l_ ` _ _ _ _ - 3 \ W W�,1 FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOT cill,7 @ 0; .--i NI = = = -- = _� _ = 1 • `L4'� �•, _ _ _ _ _ _ _ _ _ STOCKPILE _ _ _ = S = \\ \ \ \\ 4. WWWWW TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN z U a o' .: = = = = = = = = ' = / = = l = = = = = = = LOCATION _ _ _ _ ` \ ` SFO oWWWWW A PROVED Y AL APP ICAB E REVIEW G A ENC ES. Q a Q w LLJ 0 p • = i = Lu .. I \ G' p ,'/' / ' •• c •• - - •• \2`92. - - - - - - x x x /x x ) - - - 1\ \ \ W ( WWW� I z W TS - _ _ _ _ _ ` • 0 ' ' / - - \ ^ - _ _ _ _ _ - - - - �'. Y _ _ _ Y - \ I WW� WWW WWW W .L \� D_ r� I _ OP ) 0 �� ✓ ' n / _ _ \ // _ y -\ \ CD \ • } / WW WWWWWW WWW�' \ CO ~ • / z z - __ - - __ - - - - - - - .� JO - - - - - - = - - - - - - TS = - - - - _ ` W W W W W W ty' I O w o 0 • - �_ _ _ _ _ __ _ I 0 I / I __ / _ _ \ __ __ __ __ __ __ ' _ _ I __ _ _ \ W W W W W W,icW ce.-i I--I 1"1 /= = = = = = = I h, . w / // / ~ / � ' = = \ = = = = = = -_ -�_ -_ �_ '_'_ = = = TEMP. PIPE 5 "� W W \ mow/ _ - - - I I • Z (� '\�/ / / __ _ 1 \ r _ _ - __ __ _ _ r _ _ '. _ _ _ I - }I WWWW \ `WWWW ` LL /_ _ - - W W / W • / \ - '1. / / I _ - \ - / / / ' _I _ I _ _ _ _ _ _ - - /_ - - _ _ _ I i I I J W W W W \ . W A \ \ cri r -/ - t - - / / /' !� J / / /, // / ! / - / / - - // I ' / I ) //)// / WW WW \/ W \\ O I DITCH 108A - _ _ _J =_ -_ - i ! I WW / ' - - - - '- - - - - I I / / WW W_ W = - - - - - ' I / ���� ' ////r - - - - _ E - - / ' / WWWW / - - - _ _ �_ �_ - �OO r I I I J )WWWW , - 1 1\ ce W W W W W W W/ [ = /= = = E / / ) / W W W 1 _ _\ * I I / / / i . -7- -- _= _= _= = / -_ -_ / / PIW W W W W W W -_ -_ -_ -_ -_ -_ -_ -_ -_ / / / / W 1 W W \ W W \ \ O O / _/ _ _ _ 1 c_oOI 1 / _ - - - - TS - = / / / W W W W W W W W I _ _ _ _ _ _ _ _ _ / / / W .d W \ W WW W W W W W W W ,-,� / / W W W LI••� N N/ 9 W W W W W W W W I ' / / W W W Io ' 1 CD I =__ _ _ _ _ _, _ _ , 2 W W W W W W W I // = = = = = = = = = = ,' / W W W J PROPOSED LEGEND = Q 'n2,4,,,,,,,1,474,,,,,,W W / W W U 0N NO / / / c / _ - - _ ' W / - - - / / / ////i; W ' \ W W _ / Q \-1 NI / ' / - `C ° _ _ _ _ _ _ _ - xxell _ , WWWWWW ���jjj I / - - - - - - - - - - / / / / ' 1 W UGP UNDERGROUND ELECTRIC LINE O DATE I/I z _I W W W I r= / W / / I W W > / // /i%/ / / - _ _ _ _ _ _ _ =I WWWWW / ) ) = = = = = = = = = -- = / / } / WWWW / / ' \ \ \ 1 o INVERTER D 09/24/2020 _ / , 1 _ _ _ _ _ _ _ = I =\ __ __ __ __ __ __ __ __ __ _ _ / 4,WWW /J / \ SOLAR PANEL ARRAY O / ♦ / / ♦ / = - - - - - - - - / _ _ _ _ _ _ _ _ _ _ _ / W W / / \ \ _ > DRAWN BY _ _ _ _ / _I /// / ' n05 / - ' - = _ _ _ _ _ _ _ \ / =_ = = = = = = = = E E / IWWWWW /' \ W _ ' PROPOSED ACCESS ROAD _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ A. MAY = = = -- - / // / / l 1 / \ - - - - -= EEE - - - \ - \ / ' / .I - /} WWJ/ WW / / I \ ,= I ' / Q� �j /11 b / I c r r r T r r - = 1 _ / / _ _l= _ _ _ - WWWWWW _ r / 1` _ PROPOSED 1' CONTOUR - \ - W XXX - DESIGNED BY 2 �' I \ _ / / / WWWWWW \ _ WW XXX.5' PROPOSED 0.5' CONTOUR • J. DOOLEY '� / I / // // / ' SFO 1 / / / i \ / \ l WWWWWW / . soo /�/ I I TS \ - \ , I I WWWW y° \ WWW I CULVERT • I / / // -' \ �O I ) \ _ - - _ - I I \ sD` ,- - _ - ) WWWWWW / _ WWWWWW - _ / / // // i - \ / / I - - - �� - ' ` I ` \ _ W W yF , ' \ I . . .1 • CHECKED BY / / / //' / / / IN / _ - 1 SFO = _� = I \ \ I WWWWWW / / \ ` -1 WWWW ' / (n���^�'i - 11 'I ` ( 1- \ _ i - - \ \ - -\ l 1 \ \ I I WWWWWW / \ \ WWWW • R. BAKER 1 ,-,4\ ,, Il. \ (� \ �� r = , -, \ \ - _ / ' \ :it WWW/W / ::: \ WWW11 • • SCALE ./ �S TEMPORARY TIMBER MAT _ - z _ _ _ \ / / \ - _ _ _ - 6� / FUTURE CULVERT#1 \ WWWWW �W�W / ' I W / / \ \ \ WWWWW AS SHOWN 9� /k - ��' o� \ tII 4, ( / / / _ \ i - , _ . \ W WLEROSION ONTR L LEGEND/ �, _ , WWWWWWWWW WW29 • 2 - I �, WWW WWWV.O ,. ., „ „ . xx2xt - ' y�\ ✓ / I \ ii\ _ - - y1W yW LABEL SYMBOLC O STANDARD NAMEU / ' qJO W WW /� _ = 1 \ - / - - \ / _ _E - = 1 W W / ` - ;-...... W CE � �h�-�, CONSTRUCTION ENTRANCE ((��, W W W W, 2J � \ �i W W W W W W W W 1 � /' - \ W W I ) \ W W �.���„���` II / W W W W W W W/ _ / / ^ W W W W W W W I_ _ 1 c I 1 W / / \ \ W tlG W • lI • / 1 W W W W W W _ _ - _ -\ _ ` ` 1 .y W / _ _ _ _ \ \ WW/ , OI ^ \ \ WW W W W W _ \ \ I \ I WW I I W W W ` • �� / W W W W W W W / = y = W W ' \ \ W W5 -I ,!(�� ® �2g // \\ \ � W W W W W W \ \ ` !` - \ WWWW / / r / / \ \ WW W SF SF SF SILT FENCE /^ W W W W W W W _ • \ �� 300�- \ I \ W /b, II 1IN9 _ - \ / WWWWWWW4, 4, 4, E _ _ _ \ \ \ ` / k \ 1 \ WW / / /- --300 \ — SF SF DOUBLE SILT FENCE IIII . N I \ �WyWyW. W ) I I W� I ) / \ /• 106 11Ip I 2g5 .r_ \ —, I -1 - - \ \\ \ \ I -,I I 4,4, * ' I i I ` - / 294 I • > • o SILT FENCE OUTLET 298 . . � ) I IIlIIIi I J r '1 r (/ \3Ol' \\ } ) / /I WWWWWW II / ' I f o I II • t \ SFO I WWWWWW l l /� 0 O SEDIMENT BASIN 106A 11I 1 "30�_ �. � 1 r\ '� ) I WWW ` , �'p0 - 0P I 1 II 3� DITCH 107B 1 / x� J I I / I I W - i_ /_ , ��300� II II 7q,c313v-**•••''''' "�� CD ` I I II1 ' v• \ / / 1 WWWWW /i, i = _ ` • / OP OUTLET PROTECTION ` 11I III �' \ \ 1 '� I I \ \ ` _ _- - r. ' / CD �� ROCK CHECK DAM21 .46 == [ \ `� IIII 10.40I 11 X x' I /' / r \ ;®- - I ' / TSTEMPORARY SEEDING $\ _ -DITCH 106B 1jII 1 • 1 ) I ( x " SF - ///' ��/�_/ ' / /% / I /I LOD LIMITS OF DISTURBANCE (V- \- / r - - - L / / / 0 nr,.._ II 1 1 I �\ x '�'' _ - - _ _ TEMPORARY Q 11 1 SFO / 1 � � _ -� - __ 1 ( / x .L- / o i - _ _ _ , / / DIVERSION DITCH T \\.I 4 DITCH 107A / / _ �_ \ k \'1 , I I Or - _� ����♦ TIMEOFCONCENTRATIONTS =_- 411) 1 J 41) / I ' `3 _ /___� / / PATH (1). w J o \ _. - _ _E\ : 1 \ \I1� \ I x \ i ' _ - /� _ _ - -/ / - - DRAINAGE AREA DIVIDEJ - I 11 1` POTENTIAL �,p� W W W W =' _ - 0 a s - E I 1111\ SOIL /C� WWWWWWWWW /� \ / / - - - (JEN�c� DRAINAGE AREA LABEL Z Q U o_ _ / POTENTIAL 1 \� W W W W ) / / / CRES = m _ ( SOIL �� II STOCKPILE x WWWWW W W \ / -- \ _ / c / // T E _ - LOCATION0 LJJ 0 - - T T T I STOCKPILE 111 \\ J �� W W W W ` / ` _ \ / ci_/ o 0 0 o BAFFLE (Y O w G W W / o c (6 o I LOCATION III \ - - - - / / ♦/ w z 0 - = = _ - - - - - - - W W emu' - / _ _ _ _ _ _ _ - _ _ _ -- II 1,W W W W W W -- x - v IF T = _ _ _ _ _ _ _ _ _ = III / W W W ! J 1I _ < M = _ _ _ i_ _ _ _ _ _ _ = 11II / - , - - - - �• r ` �) / LIMITS OF DISTURBANCE = 621 .0 AC < 0 U 1 SFO 4 ,� J '\- = - 1= = = = = = = \_ II III =i~� UI'7 0 1- 2 co I � I , \ / KEY MAP oC Cn a (n _l_ -o - - - - = = = = /i i / = = _ _ _ _ : 1 / I \ / / Ce E a LLJ N_ _ _ = II = ao �a 2-C3. 10 C3. 11 C3. 12 rn \ z _ _ _ _ _ _ _ _ / O z. / \ /I z / _I ii i _ / 0 Z '§ /IP / C3.07 C3.08 C3.09 Q M < _ - - - - I _I _ _ / /— / 0 _ / ii � ' - - - - - - - = = = = = = = . = _\_ _ _ C3• .04--C3.05 C3.06 � _` U N _ _ T S _ _ _ lk ID • x . Q _ _ _ _ _ _ I • /� 4 i E ri2w N5 -_ -_ -_ _ -_ -_ _ _ _ _ _ _ _ _ _ _ _ _ _ fix; \ C3.01 C3.02 `C3.03 M \\:!k (7) =- =- =- -.... NIL i \ .-, -o �i _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ C3 06 SCALE 1"=100' JOB NO. 0 c N .0 3\TTT _ = - '_ _ _ _ _ _ _ _ / _ _ _ _ _ �� MATCHLINEC3.03 0 100' 200' 46306.0012N M \ \ _ / ��� ' \` \ / \- �• ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON r M / _ \\( \ \ II `\ COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3T 06 co2 /iLliiiii L- \ I /_ i v w w-w��y w w w w w w w w w w.w w w/ w u - \ I j _ s Mt o w w w w .ylvw w w w w w w ww w w 1 I 1 ' - - - \ \ - _ _ - - - =I= = GENERAL EROSION AND SEDIMENT CONTROL NOTES: \ \ IIII \I \ �� �_ _ - - , jt:, / ('1 / 1E _\ / o II ' \ L - 111I \ - - - _ _ _ 134 0.40 I w w w w w7 w w w w4. w l� 1 - -\ _ - - _ • E. 1= \ I - - - - w w w w w w w w w / / / / 1 1 _ \ 1 \ \ ` _ £ _ _,_ - _ -/ / I N w w w w w w, w w w w / / - N I I 1 I I I 0 SLOPE MATTING; \ \ _\_ I_ _I_ - _ _ (_\c \\lUlllll/I// \\I\ \ \ _ _ _ - I w w w w w w w w w / 1 1 '\ - \� _ t 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND \\ �// 1 1 \ _/_ _ _ _ �_ 5.14 /J - / _ - w w w w w w w ww / / / - - \ 1 \ 1 I / `ti SEE BASIN INSET \ c C� _ E = 1= 1= _ E _ �_ \t\ �1� {�iARQI/i I I \ I 11 = - _ _ - - N 1 w w w w d w w w w / I I I ( / - - _ _ _ _ _ _ • _ _ = SPECIFICATIONS. ♦ / _ _ c w w w w w w w w w 1 \ / 1 1 1 I 1 I - )- _' _ _ _ =\ •` ............. �� MATCHLINE C3. 10 \IIII 11 I I - -_ _ , = ,c • . 2, /J = = 'JDITCH134B -- / . wwwwl wwwww I , / , - I I 1 F � � - -_ = - _ T _ o.'f��ss�(� .� �. 1 \ / k /_ -r _ - / w w w w w w w • ! I I �i// - ` _\ - - EH -/ - - .y ` 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE �. O /� p I11 \ / • 284 _� __ _ / /- _/ �/y E / / OP / w w w w w w w _ / \ 1 2 -_ _ -_ -_ - _ _ -_ JOB SITE AT ALL TIMES. :Q C3.07 II III 1` - _ r - /_ - _ /_ .� �/ w w w ��� w w w w w / / / / I I 6s`;':;��� _ _ - ��1. - - - - - - - - _ 1 / _ z/��_� / / w w w w w / i _ DITCH 128B 1.._ ter_ _ = 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD _ O ct / / III/ \1\. `1A � _ .� - 3 /_ _ /_ / www d . ..sc..... / / I / - \ 1 1 / ```` ` _ \ \_ - - I- = r lir- 1 _ z -�_ _ �_ -_/ , -_ �/ _ POTENTIAL / a w.�w wwwwwww wwwwwwwwww / I / / - / ` �- - _ s '�'_�r.( _ _ -I = -/ _ , - - -/ - SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. � � .- � x - E- 4 ' 7' A a x x, w wwww .\wwww / / / � � , � / / � i a � a xl lx x xla a x x x a x \ lylyl \\ /_ _ _ = = z = r _ /_ =1= = SOIL w w w w w w w w w w 1 / l I / / \ \ // /�/ /'`.:'' ` \ ` ‘� -�_ __ J J ' I / ( 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE ��' �: _ ( \; C' GINS I \\ /a = -/�= 3-= _/ /= STOCKPILE w w wl w w w w w\ www 1 / / / / / _ •/� \ . OP i / ' - _ _ A 1 I 1 T _ = 1- _ - - /� '• :• � IIII \� / ' 1 1, _ - /� = wwww wwwwwwwwwww wwww /� 1-1-7-7-/- \ - ' �( oho / , _ _ - _ E - _ - _ �= PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF ANY r/f�4 C / IIII ' /� - -== _ �" - / - 1 LOCATION w w w w�v c w /---- / \ \ , • N / / " •- -/_ _ _ - - _ _ _ . J //�Q w. B� \\\ I \ `- - a-- - _ -/- _( _ - - w w w w w w w / / 1 / / / / \ \ ^o I 1 \ / , - / , / / = c- - _ = DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE CHANGES, „, 1\ 111 - - - E /- � I yw 4. w 4. w 4. w w ywww 4. w y 4. / / 1 I / / / / / ' \ / IV I \ I / = a - J = - - - MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR / I \ I I - �_ _ - - =r ��- I w !p w w w w w / \ \ h / \ - _ - _A _ ; n t _ _/ '" Z' 420 w w w yew �w w / / / / / ' ` \ �% h \ \ \ \\ ( /_ _ - = f = r ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. 1 I / a- � \ -\- E w w w w w ✓ / ' ' I\ / �/ �� , - '�` - -� - '- - I / w w wwww / / ' / r 1 \ '`1h, ti. \ \ \ ( _ -'= t -'- _ „'- / = J = 'E 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. / ( I\ I / • _ � _ _ = f ' - \ I ww ww / / I . / OP \ N ,,, % J/ I \ 128 0.40 \ 1 z - -_/ - - -/- 2 -/- - - /- - € - \ I - _ _ = = = _ _ \ ,� w w w w / / / 1 I ( ' I / I = _ -/- - - - EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND / pp 1\I \ \ ) /( I • A _ _ / , J� \ \ \ ) \ I / www y www / / / / , / / / I I I / � i•,r/, '`'co"� / .� 17 89 ` \ \ I I _ J / / - -'- -/= FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN ORE / cV / 1 I / / 1 � - r z /- I / wwwww;'www / / ' / / I / ' l `' 128 / �f / \ \ \ 1 = - - c T, r - z T 1 r r -/T - = z - / II oI I I ( / / , j4 - -I- -1 / / I w w w '' w / _ / / , / I 1 I y ,` :. - _ / f \ 1 r• l- T I r O i \ \ \ / , / / / IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES 1 / 21 1 - / / / / w wV /l \ f / �� I I I I ` _ - J / / , _ \ 1 I 1 I / / / , / / ^ vi / I N I / •`\ , / I L / 1 \` _ _ r - -�( \ I \ \ - / I - SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO o / / /I 1 1 1 I I x y I J _ / ` 41) / wv SFO / `I 1 / I I I / �:.' 2� ��/ _ _ = = - ( I 1 =1 / / /- / COMMENCING ACTIVITY ON SITE. E ,' I 1 1 ( I I \ � y ) / ^ ( I t w4. �/4. •w`. I I ' I ( , j' , / I I `:'�� //% ` APIll_ SLOPE MATTING; I E I _ I _ / / 1 _ i 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE w u E ( 1 / l� I ww wwww / I 1 �,. / �i . _ � - _ 1 . z' 1I ' \ \ \ \ / . w wwww / I I / / / / 1I / 6` �/�i� _ SEE BASIN INSETS - I _I r I FA = * _ I END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE��///�/,� _�_ _ _ 1 = / ROADWAYS. a, / I 1 1 I I I l/I S JJ tw\ww wwwwwwwwww ( / / / / / / co\1 1 ' I I S ...NI I 1 \ 1\ 1 ` ` \ l / / \ / �w wwwwwwwwww 1 1 ( 1 r � ' / / l I11 II �� _ _ . _ =1 I l= I t 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL p W •°' w w I ( \ • \ \ I I I ( / / ( wwwwwwwww I ) / I \ / ' / 1 \ ^o y - _ - �= 4::: r p - I -/ /_ = MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. W ' To N > 1 1 1 • I 1 1 / 1 1 �/I ( \ riwa. wwwww \ / 1 I / / ' ' I 1 -tG'� I I ���21b - -/- = - = - - - = F - / _ _ _ = LL -00 z w W / I ' \ 1 I N I / `, ) w wwww w Vw I / ' �3 I I / • / _ - _ _'_ - _ _ _ _ - - , 1= / _ __/ 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO �, rY 1' I 1 p '� , rw w w w w I I I I I v� SFO lam- ' _,= _ _ - - - - - • 1 = - Lug p o M O / I 1 • ) / / / / / c1� c*wwwwwww / / I I I O I ! _ _ _ _ I _ ' _/ I 1 =� = o_ = o 0 / / N / / I \ \ 1 / - DITCH 128C ' E _ E .. w r w w w w \ I I 1 _I 1 / _ �_ - - __ - - I I 1 z - FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOT C7 C7 a; a ,-i N �� I 1 / ' , y ' / www wwwwwwwwww I 1 I 1 \ / ' / / _ _ -/_ ? ? - - - / I _ �� \ = Z j '� tY \ y\ / I �O I ( / ( \ / I w 4,4 4,4 4,4 4,4 4,4 41 I 1 I \ I \ \ �, 1 1 / ; / , _ - J . _ - - E/ _� - - TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN J x U o' o' w w w w www w \ \ / y_ _ _ _ - _ (J7 _ \ 111 I ( I / 1 / / / l / w Iw w w w w y w I I 1 \ \ 1 \ 1 1 y I / / / - _ - r �/_ _ �' / _ A PROVED Y AL APP ICAB E REVIEW G A ENC ES. Q Q W 0 p / / wwww w w w w w w w \ _ __ _ _ /__ _ _ _ ro I I �0 r , I / / / i / //// .. \ wwwwwwww� to c� c� c� c*c41c*c* \ \ \ \ \ 1 1 \ // / ' / // / - _ _ _ / _ _I _ I l _ .. 0 ce ,-I•L 0 z z 16. • / / / / /\ w w w wl w w w w w .k . \ \ \ \ \ \ ` / / _A _ '/ = v = _ - � / T� Z I / ww w wwwwwrwww \ \ \ 1 1 / - _ / _ _ J _ _ .I I / _ � � O rY \\ / 1 / ( ( / w w w rw� . w w w w w w w w�w \ \ Q \ \ \ \ \ \ ) . ti _ . _ _ / . _ / 2 W W I I I I / / w w w war w w w w _ _ _ _ -\\ ) f _I S FO www w w w w w w/vow vw vw \w�Iw b \ \ \\ ` \ \ \ \ \ / ' POTENTIAL - _ " = - ' - _ - - I o - ~ .L a a I w w w w w w w www w w w w w I \ \ I I ' \ I 1 1 \ \ ' /' www w,vw,vw,vw,vw,vw,vw`w,vw,vw,vw,vwt . www'it•. \ \ ` \ \ I /- _ ' _ - 1 - ' o o W O O \ \ \ \ 1 1 1 SOIL /__ o \ I - I 1 I w w w w w w w ;is., w w w w w wow •No \ \ \ \ I . _ - - _ . ./ ,� al. I I \ \ \ \ \ 1 STOCKPILE - - . / . . . I 1 r / y / I \ w w �v w w w w w www w w d w v( w \ \ \ \ I / _ . _ - - - - - /_ rn ( / I w w I w w w w w 4- w w w w/v w w w w w \ \ \ \ \ \ \ 1 _ / \ 1 / ( / w wwwwwwwwwwwwwwww www LOCATION / - / / > > \\\\ I\ 1( /, •\ - // / I 1 I / / / I. ` ww,/vwwwwwwwwww/vwwwwwwwwwwwwwww 4. wwww 1 ww 1)\4, •w\ \ \\ \ \ l \\\\ \ \ \ ` 1 / II I / / , - / / / / I- W _ < I / w w w w w , w w w w1w w w w w w w w \ \ \ \ \ \ DITCH 128A _ _ _ I_ _ - - _ _ .) _ _ - - /I 1 I / 1 / n / •\ w www w w �y www w w w w w w w w w w \ \ 1 I , / / �p I w w w w (1C , w w w w�w w w w w w w w\ w w\w w \ \ \ ` \ \ \ \ / _ - - I- = _I ./ pf __� 1(1 - / / w w y� u- .�.. w w w w w w w w w w w w w w \ \ \ \\ \ \ \ \ \ 1 1 _ - ?_ I?_ '� - /\\1\ ( / / 1 / / I I w,w w w w W w w w w w/ w w k w w ww w w �v w w w w w v \ \ \ \ _ _ . . . . . _ y / / w www w w w w www w w w www w w w w w yr d- 4, w w w \ \ \ \ \ \ \ \ - _ I _ _( , - \\\ ' 1 �\ / ,/ / / /O /w w wwwww wwww/w w w w w w w w w i w w! w� w w w ,.� \ \ \ \ \ \ - _ =1= 1.I . 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'• _ _ _/ -C3 05 CX >WI) ' III 1t�" , 1 \\ \ \ ` \ 11 I , =/ I = _ _ _ - ' = _ / � _ - _ _ _ _ \ _ _ _ = 1 _ _ _ =r C3.04 3.06 >�i N o I I cow III( \�\ N ` /' / / ' / I I /' /-// ' ' = -- 1 _ _ 1a J _ _ = _ _ _\ _ _ - _ _ _ _ - / /4= = = -- I I/ I I . // ill o M - f r ' I � ' l - /_ _ _ _ _ = 1 = = - - - �� _ _ _ _ _ - _ _ _ _ = C3.01 C3.02 C3.03 0 3 ‘. 41) I Li( -,z..) E I i o Ow 1 \\ / / / \ v / / � / / I I *� M / y � �/ / 3��/ / / - 32� ( I I\ i p o� C3.07 \ \ ; �`�` /A__ ..„... / _ _ / / r / %/I Il `I ` =I �� - - - I, / y 1LLH SCALE 1 100 JOB NO.II N o E th, 11 oro �, MATCHLINE C3.05 _ _ r _ 0 100 200 6306 00 N M \ \ �\ \ / !1� - - ` - - 1 I\ _ - ' _ = - _ / ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. o N \\\ 1 / / • J 1 I = _ E - , _ = F = /- _ _ _/ -- COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.07 iii \,� .\\ I ,1 ./ . - - - mod.' i 1 \_ = . = _ _ € =. _ _ _ _ _ \ / H . L °m � � - r'.I _ -_ _ -_ _ _ _ __ __ _ - _ _ _ _ _ I _ _ _ _ _ \ GENERAL EROSION AND SEDIMENT CONTROL NOTES: - - �-� - \ 1 /� �� _ _ _ _ _ _ _ _ I WWW�WV' �YV'W�'' I [, Mc /^ 1;253 0.40 _ _ '- _ _ .'_ / /- _ _ _ _ _ _ NA I =/ _ _ tt �- - - - - - - _ - \ :11 W W\1 W W W `96' N NQ _ _ _ _ _ _ _ _ _ - _ _ _ _ I = SLOPE MATTING; \tU��lll!!1:1111 - _ E _ = _ _ -\ \ _ \_ I \ _ _ _ \ W W W W/W W WS '� / .9 I T - / '/ i - -- _ I_ _ 1 ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND ��� /��/11, I_ W W W W W W W W / O / \ R /- _ _ W W W/J� W W W `9> , / , / SEE BASIN INSETS t� �� �A Q /f� _ - 3- 1 _ \ WWWWWWWW / '\ / / / _ _ SPECIFICATIONS. • • /A,ice _ r - - !� _ - �� _ _ W W W W W W W W _ _ _ _ _/_ / _ / / _� lI / I = i _ _ _ = r E ��� E,SS �` �i_ _\� �= - - � _\ I =� MATCHLINE C3. 11 = I WWWWWWWWWWWW ` ° - _ _ _ _ _ _ _ I = = _ _ , / �/ / I = - _ _ _ - \ 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE �7:R:1.... O� �0�• •p- /= - - - - - _ _ = 1 WWWWWWWWWW �\ _ _ _ ° = = = = ° = = = / / I = = _ _ _ \' f JOB SITE AT ALL TIMES. 9 \ -\- _ _ _ \ I , / 29� W W W E E E _ _ _ / / - = - 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD _ _ ► ' _ - !El, / _' , = Z _ �C - - - - _ _ - - - '_ - - - = s = - C 3.0 8 _ , / \ W l W _ _ = = = _ _ - - _ _ '_ _ _ ° / / ' ' _ _ _ _ _ _ - - - - d22J3 • ,• ,\ -\- r _ / / ♦ \ , WL,WW (�% / - _ _ _ _ _ _ _'_ _ _/ _ _ _ _ 1 / / / / _ _ _ _\ _ _ _ _ _ \ SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. I . 1 I. x I •. a x x = x a a x \x x a x x x a x x x \x a x n a I • \ = a x a a x \x ) .i ` W W 0) _ _ _ _ _ _ _ _ _ _ _ 1:1:111.1 _ _ _ _ _ - _ - '�� • _ , _ �/ _ -_ -_ -_ - _ L _ �_ _ _ _ _ _ _ _ - WWW ,N I - _ _ / / / p / (�\ __/ , • x • • 4 • • 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE � ' ; �r �:-I = ) _ _ I' _ - - - - - \ _ - - - - I WWWWWWW / I _ - _ - _ - - - - _/_ / - I / )1 I _ _ _ _ _ • \ PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF ANYr/r/14D ' ��t *r / - - E - _ l _ _ _ \_ \ _ �� \ \ I =_ _ _ _ _ \ - - - \ \ W WWWWWWW , _ _ _ _ _ _ _ _ / _ _ _ / / / / I = _ _ _ _ _ - _ _ \ - DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE CHANGES, '1/E/�fw�IBt ►�`�/ , � r _/_ _ _ € I_ _ _ \ - - - - - - - - I I ` \ _ \ _ WWWWWWWW , DITCH 125A _ = = •- = = .- 11.1 _� I // / _ _ _ ° _ _ \ _ - _ _ MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR 42Q - E E _ _ _ _ _ $ E 1 € _ _ _ �c _ _ _ \ WWWWWWW/ WW \ __ __ __ __ •_ _ _/_ _/_ , _ _ _ _ _ _ = ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. 17 2-/• - _ - _ r _ _ _ _ _ _ _ _ _ ) _ _\ _ -- _ \ ) \ W W W W W W I = _ _ _ = = = = _ I I M / 1 _/ _ _ = _ _� _ \ 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. WWWWWW - WW/WW WW I _ _ 0._ _ _ _ _ /_ _ - _ _ _ I / u = _ _ = - _�. _ - ,- EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND .LGWWWW/• ) • / r _ I_ - \ 1 \ \- - - _ \ 1 _ _ _ , WWWWWWWWWWWW / _ _ _ _ _ _ _ _ _ _ _ = 2 _\ I / _ _ _ _ il - _ _ _ _ FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN ORE - - T I +\ - r \ \ \ W W W W W W - - - - - - - - - - - - - - I/ I / - - - - - - - O/ / / -/ \ \ \ \ \ W W W W W W I = _ _ _ _ _/ 1 = _ _ = I = = I I I _ _ _ _ _ - -- # _ IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES 0\ \ \ \ \ \ W W W W W W _ _ _ _ _ _ _ _ _ _ _ _ •'I/ -// /- - - - / - - - - - - \ •. \ \ - \ - - \ - - - - -\- W W W W W _ _ _ _ =1 = I = _ - _ _ _ = _ \ ' I I , I I \ SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO o ko 0I _ _ _ _ _ _ _ _ _ \ _ _ 1 _ I _ _ _ _ _ _ _ _ _ W W W W W W _ _ _ _ _ ) _ _ _ _ I _ _ _ 1 I I / \-_ -_ -_ - - _ -- - - - - - - W W W W W I -_ - -_ -_ -_ - - - - )_ - - 1 - - I I //' o 1 ) 1 I 1 COMMENCING ACTIVITY ON SITE. E / W W W W W N/ / _ EE E'E \E E E ° ° E \ E ' t C = _ _ _ E = E E E E E E \ WWWWWWWWWWW - - - - - _ ) _ _ _ _ _ _ = I I / I I I �, / ` _ // I I 1 I I 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE wc� E * _ ) _ I? _ _ _ _ _ _ _ _ _ \ _ L _ _ _ _ _ _ _ _ _ \ -. \ W1T r T = l _ _ _ _ _ ? _ I _ J I I I END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE z ' c = -/ �= = - - - = \= \= \.. _ _ \_ \ _ E = = 1 = = = - -- = _ ...... - I T I II \ \\ // ROADWAYS. Q 01 4 2 /= I _ _ _ _ _ _ _ _ _ _ _ 1- _ _ _ _\ _ = I =_ __ __ __ __ __ 1 1 \ /\ I , 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL 0 w w w / /_ _ _ _ _ _ _ _ _ _ - I_ _ _ �- _ _ _ - _ / _ _ _ - _ _ \ \ I. / / / I , I I 1 I MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. UJ U c > > _/ _ _ _ _ _ _ _ _ - \' _\1 _ _ \_ _ _ _\ _ _ _ _ _ I / \ II I ,I UG' w / I 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO a �, Oz .. _ _ = = = = = = = _ _ _ _ _ = - - _ = - - - POTENTIAL I✓' 1 I I I / I I I w o oco I 1= 1 zI = = r. _ _ 1 ' _ _ _ _ _ _ _ - _ _ � _ f J .. _ _ _ _ _ _ .. .. _ _ = SOIL I �/ / I ` I\ I I I I I I T a � a Z _ \ I I / N ) I ce - - _ - - - - - - _ - - - \ _ _ _ _ - - _\ r I ) / \/ 1 M I FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NO ,� _/ `��' \ _ / _ _ _ _ _ _ _ =- Y1= _ =1 = _ = TS _ _ _ = _ _ _ _ _ _ ` gp0 STOCKPILE / // 1 I / \ I\ I I ///\ I I j I I I 11 TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN U O' O'• \_ _ _ = I= _ _ _ _ +� _ \ _ _ _ _ _ \ _ _ _ - LOCATION \ / // �� \ I\\ I t t / /� I I 1 I 1' A PROVED Y AL APP ICAB E REVIEWING A ENC ES. w ° p' - = / = = = = /= = = = 11= = = ., = = ' = = = = = - = = = / ' JGQ 1I 11/ / \ ` 1 \ \\ \may \ II/1 / , I I l, l � ,�ce ° Z Z_I I �_' 1= _ = = - = = =- = = = \ _ II _ _ = = = = = = = /ll 1 I ��,(��I� \ \/7 �� eLLu II/ / I 1IIII rn p aIi / r / - - -�- - -I - - \ - - I rl T \ - - - \ - - - - ` / • - - / // / � // / � ' / /'1 'b // \� \>\ \ \ \ \I / \ _ `� / ' /' /l /.// ' w w i i /1, ! I -- E E E E -- -- -- x / / E i g E E E. 12 E : EE .._t\---- ,__ ...._ .... I . / / i . 1. 1 ii . = = = = EN...i -... 2 ..1. 1. .: 2 : .. c) c) LLI - - NJ NJ - -1 - - _ _ - - = = = = 1 = \ - = = = = = = = = \ � 306 ) / g\ / / ,/ _ / _I - - = = °� ° \\ = \ \ = = _ w o 0 of ° ° °\° ° ° ° ° ° ° ° \= ° ° 'o ° ° ° ° ° 06 / / / / ' / ' / ' / / = r- _ _�/ = =/ - - \ ° I =1 = = = ' ~ in c i ,_ _ _ _ _ _ _ _ _ _ _ _ _ _ 3 , ," _ _ ' _ _ = _ _ PROPOSED LEGEND Q ° NI N M r \ Q /__ _ _ _ ° _ __ __- __ __ __ __ __ 1=_ __ __ I=_ __ __ I=_ __ _ _ _ _ I= _ _ _ I\ I \) •06C" / Ni / / >/:/ _ c = \ J _ °_' /.. __ _ _ _ \ - \ \ = = _ , xxx PERMANENTFENCEp_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ / _ _ - ) / / / _ - I= = = = / t \ \ - - - - - DATE _; :• r i I _ _ I 1I / / _ `� _ __ _ _ \ CD \ / UGP UNDERGROUNDELECTRIC LINE 1= = =• = =• I= = = = = = 1 = = I = = _ \= = =l= . ' -e�"`� DSF I I / ,/ // // ( = - = /_ =L= = = - WWI _ _ \ =\ o INVERTER D 09/24/2020 1 \ 11 _• I \ I l / / ' .JO� -�,W WW WWWWW�', • I I I I / / I I .�\ \ 1 WWWW \ \ \ \ \ _ - / / / ` O \ \ ) I / - / �1"'• W W W W W W W � ) • I 1 / / / / I I / \ \ I WW \ \ \ \ \ , SOLAR PANEL ARRAY DRAWN BY _ _ , W W W W W W W W I I / -/ - _ _ _ _ _ _ \ \ _ _ / / W W W W W W W W:a, _ _ _ _ _ _1_ _ / \ •� W \ \ \ N _ / _ _ _ _ _ _ _�_ ° 1 E _ / , W W W W W W W W 1 I - - _ I_ _ =/ _ ,_ = I = = = g - _) `� \ \ \ \ \ - - PROPOSED ACCESS ROAD A. MAY _ - _ _ _ - / jil,' W W W W W W W W I - -I - - - - - = /__ - -Si _ - - - I - POTENTIAL \ W _ _ _ = = = = = = = _ _ _ _ _ - _ = = l = = = / / / W W W W W W W W W , _ = =, = _ _ = o = _ = = SOIL W-W \ \ \ \ XXX' PROPOSED 1' CONTOUR =_ _ _ _ =_ =_ =_ \ _ _ _ _ _ _ / _ _ . W W W W W W W W W - - -\- - _ _ _ _ _ _ _ _ - - _ \\...1... W \ ` - DESIGNED BY • _ _ _ _ _ _ .I _ _ _ _ I _ 1 _ _ _ _ _ _ _ I _ _ / / / /• W W W W W W W W W W W W I ) '_ _ _ _/ / , = STOCKPILECI W \ - - W W W W W W W W W W W W _ _ \ I I = _ -_ - _ / W W W W W W W W W W W W = _ _ _ _ _ _ _ _ _ XXX.5' - PROPOSED 0.5' CONTOUR _ / W W W W W W W W W W W W W �� _ _ _ I _ LOCATION \ \ \ SFO _ _ . • J. DOOLEY _ _ _ _ _ _ _ _ _ _ _ _ 7/ _ _ _ _ - _ _ _ _ _ / / / ��"^ W W W W W W W W W W W W W W.'* _ _ _ ._ _ _ I /_ _ _ _ _ _ \ • _ I _ _ _ _ I _ _ _ i.�' W W W W W W W W W W W W W W _ /= IF- \ W = _ _ = _- = = = = = _ _ _ _ _ - /- - - - / / '� W W W W W W W W W W W W W W W�' _ _ _ •• _ - _ _) _ _ _ _ •• /__ A \ >Q CULVERT _ Q = _ _ _ _ _ _ = = _ _ _ _ _ _ _ _ \ = I / / �W�� W W W W W W W W W W W W W W = = = _ =1 = _ I = - = = = = = _ _ DITCH 112B \ • \ \ • CHECKED BY _ _ _ _ • __ __ __ __ __ __ _ _ I _ _ _ _ __ _ _ _ __ _ __ __ I ,' W WWWW WW WWWWWWWW WWWW WWWWWW _ _ _ .. - I - _ _ •• _ _ __ __ _ I �O _ ` \ 30p� W W W W W W W W W W W W W J 1 / _ _ / II A� \ ` R. BAKER __ _ a ( ' ' __ __ __ __ __ __ __ __ =I a a _ •• _ __ __ __ •• I __ __ " - __ __ 1 1 / / / W W W W W W W W W W W W S F ( _ •• •• - _ __ I _ __ _ _1__ - _ / _ /�_ 112 0.4 0 � . '� ' - - - D I T( • i _ _ _ -� _ _ _ _ i _ _ _ _ TS = _ _ _ _ _ _ _ _ _ _ �`- �' W W W W W W W W W W W W V n / I _ _ I _ _ - _ _ _ _ \ \• ,\ = = =t = = i i = r = _ _ _ = = I_ = = = I •_ 1W W W W W W W W W W W W W W W W WI - - 1 )- - _ _ I _ _ DITCH 112A �•2/ OP 0......+'//.06.H‘ ^� �. ` ` I. 0 SCALE WW W W W W W W W W W W W W W W W Wy__ __ _ __ __ - _ \= = W W W W W W W W W W W W W W W W W W - I- - - = = I I= = i _ = = = = _ =/ _ \ JAS SHOWN / _ _ _ _ II = = I �`..� W W W W W W W W W W W W W W W W W - ` •_ _ _ y/ \- _ W W W W W W W W W W W W W W W W , __ __ __ __ -, __ __ __ __ I = _ €_ -_ _ _ _ _ /= =_ / - _ -.-_ � % ., , EROSION CONTROL LEGEND _ I - - /_ - ) I W W W W W W W W W W W W W W W W W ) _ _ _ I_ _ _ _ _ I _ _ 1 _ _ _ _ ( _ _ =/ l ' / / - " -�J '�_ _ _ _ _ _ _ _ _ _ _ _ F _ _ _ _ _ '- _ _ _ _ _ W W_W W W W W W W W W W W W W W W _ _ W _/ W \ _ = = = = = = = = - _ _ _ - = = = = = = I = = = = / W .1T'`�( W W W W W W W W W W W W W = = = 1= = _ - = = = =_ _ = = = - - _ _ / W W _. �0 N W W LABEL SYMBOL STANDARD NAME • _ _ _ _ _ /_ _ _ _ •C _ = _ _ _ _ _ _ _/ _ I _ _ / I/ ,j•�W W WJW W W W W W W W W W W W W I _ _ I _ _ _ _ l _ - I W/W W W _ / O•S / �'. - _ = _ _ - \ \ Air = _ _ _ _ _ _ _ _ _ _ _ _•J %W CONSTRUCTION ENTRANCE _ - - EEEE _ E1E - W W W W W W W W W W W W W W W I W W WWW W W - - - - - - _ _ - - = = / = - - - - - - - - - - / WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW • - - - - - - - _ .. _ _ = - - - - - - - WWW WW WW'AWW WW WAY WWWWW W JY W...W` �'=H► .WWWWW . - -._ W I I / ��• if,I� • _ = = _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ = _ _ _ _ _ _ 1 _ _ _ _ _ _ =/^ __ __ __ __ __ __ __ __ __ __ W4, W W W W W W W W W W W W W W W __ __ __ _ II __ __ __ __ _ _/ _ -_-_ W .• _ _ _ _ _ __ _ -_ __ __ __ __ __ __ __ _ _ _ _ _ _ I WW W WWW W J W W W W W • W • W W _ v _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I _ _ W W W W W W W W W W W W W W W _ _ _ _ _ _ __ _ _ _ _ _ \ W , W • W....W W ve W • • I / / I CE - - - - _ SFSF_ •• r r r _ r. _ _ _ _ _ _ _ _ •Y\W W W W W W W W W W W W W W W _ _ _ _I _ r. _ _ r r - _ _ _ _ -� _ _ \ -- W W •W SF SILT FENCE - - \ / - / / DSF W W W W W W W W W W W W W W I , I / \ \ _ 0 I J / ✓ / / W W W W W W W W W W W W W W I I I 1 \ I / , / / I v ` \ \ / I / I / / / W W W W W W W W W W W W W W I �� - -_ _ _ _ _ _ _ _ _ _ _ _ / \ W W W W W W W W W W WWW / _ _ _ _ I _ _ _ _ _ _ _ _ I / / ` \ _ _ I _ N \ \ SF SF DOUBLE SILT FENCE __ _ __ __ I _ _' __ _ __ __ __ __ __' - - \ 1' W W W W W W W W W W W W W ` _ _ /_ _ _ _ _ _ _ _ _ _ L \ _ _ i _ _ _ .-.� SFO \ \ \/ / \W W W W W W W W W W W W W /� - - tlb 1 - - - - - - - - E\ IE _ _ / / \ L W W W W W W W W W W W W / I. = _ _ -_ _ _ _ - Ili - \ p W W W W W W W W W W W _ 1 - _ _ _ ___ _ _ _ _- -_ - - - - =�- - -�i� _ - _ _ - o SILT FENCE OUTLET MO O _ _ ... _ _ _ _ / I ) W W W W W W W W W W W W _ _ I _ I _ _ _ _ _ _ _ I -1-�- - -' _\•• -\ am _0_, - _ - - - - - - _ _ / CD I W W W W W W W W W W I _ _ _ _ _ _ _ II _ \ _ _ _ _ _ 2114: - - rCP O SEDIMENT BASIN ` U _ _ _ -/- I � _ _ _ _ / \ . WWWWWWWWWWWWWWWI - - •- - - - - - II = = I = = 1 = _\ _ _ _ _ _ = = i DITCH 114E _ _ _ _ _ _ • _ _ \_ _ _ \fill!! / b \ WWWWWWW -• I _ _ _ I _ _ I _ __ \ \ \ \ - __ - _3" a' C D ai W - - = - - - - _'� - - - _ _EEEEEE / / / ' I) WWWWWWWWWWWWW / - - I- - I- 1 - - - I I - - I - _\ _ _ - _ .' E PO SOIL IA OP li_ _/ =r �- _ _ _ - - _ _ / SF0 W W W W W W - - - I = _ - - - - _ - - - - - - - - OUTLET PROTECTION Z = = = = _ - = : _ = _ = °/ /� f WwW�WY �Ww"wWW I g g )g I I E E I = = I = _ = _ _ - _ °�_ STOCKPIL c /_ _ _ _ _ _ _ _ _ I W L W W W I -/ _ _ = I I = = I = I _ _ _ ` __� 114 0.40 CD �� ROCK CHECK DAM .. - __ /a - __ ' '_ __ - __ __ __ I ' W W W\W W _ .. el _ ..\.. __ __ ___ I. - .. __ - _ _ - - -__ _ - _ _ LOCATIOf� _ I a a - - - _' - _/:. - - =1= ' / ' / J WWW�WWWW� WW i \ =/= -I - _ = 1= 1 - - \ - - ' �I - - - - - - - - - _\_ _ TS GI TEMPORARY SEEDING $ id _/* / , -3O`-F- WWW/WWWWWWW IW \ I J __ I _ LI _ _ _ _ _ - (_ •I _ = _ = = = = = / - W Id W W W W \ _I _ - •, _ _ = I _ _ _ _ _ = s - _ \ `_ __ LOD LIMITS OF DISTURBANCE W W W W W W _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ N 7 7 row - - - - - - _ - - /_ _ � , DSF ' WW W�WWWWWWW� \ - _\.� -1- -I - - - I- - - _` -1� _ ' - ' _ I �„� O / y� / - / W /W W W W 1 \ TEMPORARY P /_ / / ��`�/yya '/ - WWW�WWWWWWWW \ -/- I I = I 1 DIVERSION DITCH T _ _ _ _ -' _ _ = I= _ _ -WWWV / „r's W WWWWW • t _ =_ =_ I=_ =_ =_ =_ =_ _ = - =_ =_ __ ___ g = = TIME OF CONCENTRATION= _= ° rl z m H U - - - - - - - - _I = _ _ _ W W •.✓ W W / W W W W W \�_ _ -_/ _ _ _ _ _ _ _ _ _ _ _ __ __ _�,f _ PATH / uj J o _ _ _ r _ _ t _ _ _ _ / / W W W W W W W W W W `Lt \ _ _ _ _ _ _ _ _ _ .. _ _ _ _ r r _ _ ttl . S� V -O / W W W W/W / W W W W W W _\ \ 4 4VV O ` N / / \\ / / / / W W W W W / W W W W W W W \ \ \ T - //. \ I 1 ) - - DRAINAGE AREA DIVIDE • J / \ / W W W W W W W W W W W \ Q ^ ' ' I / t - , \I I I - / ' / / / // WWxsWWWWWW \ / / WWWWWWWWWWWWWWW\ \ -I / \ \ I _ r _') I _ - ��� li �_ \ _ I_ _ /_ / _ I 1 / O / \ liG i i i - ' / I / / 6 \ W W W W W W W W = = I Li = I - - - __ - _ - - - - - \= 1 ' / DEN. C� L/W W W W / W W W W W W W DRAINAGE AREA LABEL Z o_ _ / J W W W WW W W W W W W \ - 1 ) C \ / ACRES C __ / / ((( / - / W W W W W W W W W W W W 1✓' \ I = _ l - I _, _ _ _ _ _ _ _ _ _ _ / _ / 1T/ 1 / .• W W W W / W W W W W W W WI, - _ -_ - -_ -_ -_ I / G G GG BAFFLE fA/ _ _ _ _ _ _ I W W W W W W W W W W W W / ,__ - - - - it I / / W W W W W W W W \ W W W W \ /I)_ I _ \ \ = _ _ _ I _ _ _ 1 _ _ _ )_ = v�/ ' O O N O _ _ _ _ _ _ _ / I / W W W W /Jr W .. W W W�W W W I W W W \ \ \ _ rr _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ zLll O = ) / / W W W W W W W W W W W W W W W * W * W \ / _ - S = - - _ _ _ _ _ _ _ _ _ = Ii ce / T__ _ _ _ _ _ _ _ _ �__ _ _ _ _ _ _ _ _ _ _ __ __ _ - - - _ - _ =_ 1=_ _ z 0 _ __ __ __ __ __ __ / / W W W W/W W W W W W W WWWW I `� \ I = _ ) / '(1117 L.1-1 ' NQ _ _ _ _ _ _ _ / I / // W W W W W W W W W W W W W W // W W .�� \ \ __ __ \ '•_ _ _ _ _� r ° _ N. -- = __ __ __ __ __1 __ __ /' ' l' �_ O _ _ _ _ _ _ _ / W W /Y W W W W W W W W W W W W W = 1� 1, `/ O- U = __ / / / W W W W W w W W W W W W W w W w W 1- JV N _ _ _ _ _ _ I _ W 'd� W W W W W W W W W W W W / W W W W ` \ _ _ \ r __ __ __ __ __ _ __ __ __ _ _ _ I __ __ .. _ _I _ _ O� ~� Z _ _ _ _ _ _ _ / // / / / Wt W W W W W W W W W W W W W ../ .. / W W W W \ N. ` - = _ _ _ _ _ y '.� _ I r ' _ _ _ _ \ _ _ _ _ _ I - I O/ 4' WWWWWW WWWWWWW W W\W W \ _ _ _ _ _ _ I_ O- - - - - / W/W W W W W W W W W W W W W W W W W W W \ -_ 1 \ _ _ _ _ -_ -_ _ _ _ _ / / / O O ✓� / lY W W W W W W W W W W W W W W W W W W W �W \ • • . : •. - - __ • • _ • •. •• = = = = •- - - __ = = /_ _ _ _ _ _ .. \.. _ / / W W W W W W W W W W W W W/W W`�'�\W W W W W W W ' \ _ - - �• �. 1 a •1 1 -/ / / U d _ __ __ __ __ __ __ / / 11' W W W W W W W W W W W W/W W W r WW W W W W W W \ __ _ _ __ __ __ _ ••/ ••\ __ __ __ __ OO •� •• _ _ _ _ _ _ I W W W W W W W W W W W W W W W W W W W W W W W W W W •,� \ 1 .r _ \ _ _ _ _ _ 1 - , I / / _Ch - - / / / WW WWW WWWW WW,W� WWWW �WWWWWWWWWWW _ _ _ _ \ l _ •� _ __ LIMITS OF DISTURBANCE 621 .0 ACZJU M _ _ _ _ _ _ _ I / / / W W W W W W W 6 •1� J1 W W W W W W W W W W W W W W W W W • _ _ _ _ _ _ _ _ - = .. _ _ _ _ _ _ _ / �� zZ U_ _ _ _ _ _ I / W W W W W W W W W W W W W W W W W W W W W W W W W W W W' _ \ _ _ I _ _ _ _ _ I� / / O'Il O _ _ / • - W W W W W W W W W W W W W W W W W W W W W W W W W W W W W = _ = _ - _ _ _ _ _ _ _ _. -_ \ ._ _ \ _\ - _ _/_ _ _ / / J 0 O D0(V _- _ _ _ _ \ ) I I W W W W W W W I W W W W W W W W W W W W W W W W W W W W W W W W I _\� - \ , ;: / -6O _ �\ / / W W W W W W y' W W W W W W W W / W W W W W W W W W W W W W W W = _ =E _\ = _ _ _ _ _ •� = _ _ _ /_ -, _/ = I / II� O O Ur co N = _ _ _ _ _ - _ / / W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W - I _ /_ /(Y) __ _ _ -_ __ __ _ /I/ / W W W W W W W W W W W W W W 300 W W W W W W W W W W W W W W = = \^ _ _ - - - - -\- - - - - - 1 = _ i- -r _ _ _ _ _ - =/ // , KEY MAP r n ~� z (\ / _ _ _ _ _ _ / / W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W, _ I V , ca 'vN = -- -- -- -- -- = / / W W W W W W W W W W W W W W W W W W W W W W W W W W/W W W W _ - = _ _ = _ _ _ _7. = _ =, _ _ ' = / G_ _ _ _ _ _ _ / W W W W W W W W W W W W W W W W �/ WWWWWWWWWWWWWWWW "' / Q/ W W W W W W W W W W W W W W W W W W W W W W W W W W W�W W W W W _ _ \ = - •0 \^ _ _ I \/O _ I WWWWWWWWW,y_-* WWWWW,yWWWWWWWWWW / WWWWWWWWWWWWWWWWWWWW,y' WWWWWWWW ,\- _ _ �, _ _ l l 1 _ - - - _ -EE '_l-' / l / U �( IO-o = _- _ _ - _ ) \ / W W W � W WWWWWWW WWWWWWWW W W W W W W • - - - - - • 0 _ �_ _/_ / �/ >, / _ _ _ _ _ - / As WW WWWW WWW WW WWWWWWWWWW WW WWW - . . = _ _ r. - _ . _ _ _ _ _ _ - -_ -_ - _ / a/ L.L O U _ _ _ _ _ ,v W W W/W W W W W W W W W W W W W W W W W W W W W_*-Ir N• _ _ \ _ _ _ • _ _ .. \ = = _ __/__ _ _ _ / -� E / I. / / W W W W W W W W W W W W W W W W W W W W W W W/W W W W r - _ - ' / - - _ _ _ _ _ _ _ _ _ _ / a 0 LLI -O E' d - / / ' " W W W `' W W W W W W W W W W W W W W W W W W ,Y �Y` W W W W I \ \ \ \ _ _ \ \ \ \ / / \ , \ \ - I I •/ I Z C N / / W w W W W W W W W W/v 4, WW WWWWW WWWW WWWWWWW V6 WWWWWWWWWWWW! \ . \ \ \ \ \ \ - / / / N Z (6 / , W WWW WW WW , \ \ _ \ , _ _ \_ / / / _ , , , I , / C3. 10 C3. 11 C3. 12 ao _ _ _ _ _ _ / W W W W W •,y. ;1, W W W W W W W W W W W W W W W W W W W W W W \ / O -O _ _ - _ _ _ _ / I // / W W W W W W W/W W W W W W W W W W W W W * W W W W�W W W W W W W - _ \ _ _ _ _ _ _ _ _\_ _ �/ _ _ ._ _ _ I ) / , I/4, I \ U / I / W W W W W W W W 4, W W W W W W W W W W W W W �Y"YYY W W W /W W W W W W W - \ _ _ _ _ \ - _ _ _ _ _ /_ = _ _ _ _ _ /� O O WWW WWWWWWWW WWWWWWWWWWWW WW �VWWWWWWW \ _ / \ _ _ _ _ _ _ I/ / / / /O / / W W W W W W W W W IW W W W W W W W W W W W W W W W W W W W W W W W \//� _ _ _ _ _ _ / ii W _ _ _, j = = = �_ _ / I W W W W W W W W W W W W W WWWWWWWWWWWWWW WWWWWWW = , _ _ _ _ _ - \ ' ' ' / / / 0 Z 0 ) ♦♦♦ z NW W W W W W W W W W1W W W W W W W W W W W W W W W W �W W W W W W W \ / _\ _\- _ _ _ / / 1� 1 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W . \ _ = - ., I - - - - r - / ,W W W W WW W W W W W W W W W W W W W W W W W W WW W W W W W W \ _ _ / __ - ,/ / . O O0 __ __ % _ _ _ ` \ / 0 W W W W W W W , W W W / W W W W W W W W W W W Wf W� W W W W W W __ __ __ _ , = \ ' = _ = = - _ . = _ _ _ _ _ .. _ / / / / , R A Q U _ _ _, _ _ _ _ / \ W W W W W W W W W W W W W W W W W W W W W W )V W W W W W W W W _ _ _ _ - \ �/ _ - / I C3.07 C3.08 1 C3.09 / / J / W W W W W W W//W W W W W W W W W W W W W �W W W W W W W W W W W - - - - - �� - _/_ - - / I , , _ 6 �_ �_ �_ �_ �_ = W W W W W W Q� W W W W W W W W W W W W W W W W W W W W W W =_ __ __ __ __ _ ::;::. ::______ "\\12riElE - __ __ - __ __ _ / O J \ / • / W W W W W W p W W W W W W W W W/W W W W W W W W W W W ' _ _ _ __ , _ \ _ _ _ _/_ _ = - _ _ _ _\_ _ _ / / / / / I / O yam-+ Ch co __ __ .. __ __ __ __ 3 W W W W W W W W W W W W W W W W W W W W W \ _ _ _ __� __ __ __ __ __ _ - 10-- \ / I 1 W W W W WI W W W W ���� W W W W W W W W W W W W W W •. 1 \ ` _ _ _ _ _ _�I_ _ _ _ ' _ _ _ _ _ �_ _ / / ♦♦♦. >'jW W W W W W W W W W W W W W W WWWWWWWW W __ __ __ __ __I __ _ _ __ __ _ _ - I 10 0 / - - - - - - / \ WWWW WWWW \ / / WWWWWWWW, DITCH108D I \- _ _ _ _ r = _ _ - -1- - ' •.'_ _ _ __ _ _ _ _ / / • �_U _ _ _ W W W W W W W W W J W W W W W W -k - /- I O lAJ �` / I W W W W W W W / / y ,' WWWW I _ _ _ _ _ I _ _ _ _ _ ' _ _ _ _ _ SFO� _ _ _r_ / I I W W/W W W W W W W W W , I = = - _ 110 0.40 - - __ _\ __ , _ _ - _ _ _ �_ - // J C3.04-C3.05 C3.06 W W W W W W W W W W W� _/•(7 __ __- __ __ _ _ / W11 W W W W W W W W W W W / __ __ __ __ __ _ E. �_ _ :: . __ D• to __ _ _- - - - - - I / .. WWWWWWWWWWWWWWWWWWWWWWWWWWW / I - - - ___ __ __ ___ - 5.33 =_ 'I _�_ __ / - - _ _ - k x• O _ _ _ _ _ W W W W W W W W W W W W W W W W Y' WWW = = = = = = _ = DITCH 111 B W 0 Q = = = - / • / WWWWWWWWWWIWWWWWWW/ WWW / \ DITCH 1O8C = = _ _ _ ` �\ . _ _ DITCH 111A _ _ / ,/� .U\ / WWWWWWWWWW WWW WWWWWWWWWW _ __ __ __ __ __ .. _ _ __ __ __ I /Lui __ / __ __ __ __ __ / /{� / I W W W W W W W W W W /Y W W W W W W W W W W W / / ` _ _ _ _ _ �RR} [�q]y. �[qy] -�qy] \= 1_ H '-" "" 111 0.40 _ _ _ _U iii , ) / W W W W W W W W,w W W W W W W W W W W W , / � - \ / / = = = = = �y �J �J �J \^ = \ = = _ = = POTENTIAL _ _ _ _ / / �\W W W W W W W W W W W W W W W W W W W W HOR HOR HOR HOR/ W W W W W W W\W W W W W W W W W W W / ` _ _ _ _ _ = = ._ ./i> / Lo O _ = = = = = ip WWW W WWWWWWWW - / = = = = - _ �_ \-' - _ �� = SOIL i _ 6.15 =_ _ = I - C3.01� C3.02 `C3.03 "' " d = = = G �4.* W/W W W W W W W W W W \ ` DITCH 110C - - '� - _ _ _ I = 1 -' / / / C oN i = = I ) / / �� / WWWWWWWWWW - - = STOCKPILE _ = OP = - (h \ = = = = = = / �- F . W W W W W W W W W W (q�� = = = = _� DITCH 110B302'_ = = - = / / E(h -_ _ _ _ -_ -_ -_ ) I / / \_ , i , W W W W W W W W W W W O "J . = = = _ q. qRp - = LOCATIN _ _ _ / 7.... ......,60 . - Q NQ 1 - I- - - - - - I / / \ r I t W W W W W W W W W W • . O �•___ /I - \ - - - r 4 V '•k _ _ / ' _ _ 1 28 .- I� _ _ / I ' / Z O O W W W W W W/W W W W WO / I / / ) \ I W W W W W4WWWWWWWWWWWWWWWWWW \ " r W ... 9O !\ -•� / I - .. / / W W W W(6 ) ` \ / \ y \ W W �V W W W W W W W, y / - - _ 1 ' \) - �r - p ••�.., / -6_y - _ I ^O / / \ - - - - - C/ Y W W W \ / CD M W 290 �I �� �I / / �2VO f - ? U = M / / I = I G W WWW POTENTIAL / / rn W W o0 • 110 - /C3,08 " =1 - _ SCALE 1 -100 N O != _ _ 1 _ _ _ _ / WWWWW \ , N W DITCH 110A N L7il� OP / / / ... / JOB NO. $ ,_ N _ = I / _ _ _ _ w SOIL / / / W ....... - SFO #'----:�284.5- •280 2 - / m ` _ _ - - _ \ MATCH LI N E C3.06 STOCKPILE 4111,21, ,t� � WWWW CD OP - ��. _ 0 100 200 0 2 46306.ool / ' \I - - _ _ _ / / ��_ ff=`' ` ; W �\W�W W ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. M =co = _ = I / 1 _ _ _ v _ _ ,v �_p DITCH 108E � �;.� W�W�W�W�L�W� COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.08CO W .- co • -* r W W W W/ W W W .. . N L _ _ _ _ _ _ W W-W W W W W W W - _ _/yam/ E L T. _ _ _/ _ _� _ _ _ __ _ __ \ \ ` �` ` ' W�=� j�W 25 W\\\\\\W�'`'�� -, ' GENERAL EROSION AND SEDIMENT CONTROL NOTES: iiii M M NA M i N = = ° 2 - - -1=• = =\_. j'- = = Eil' = = = = = = = = POTENTIAL �� W W Wt , W / I DITCH 117,1A -�° _ _ _ _ _ _ _ _ \ ` \ TEMP. PIPE 7 111 SLOPE MATTING; _ _ �= -�- i - _ _ _ _ =� SOIL \ � \ W W - �tU�IIH1!/ \ _ _ _ _ _ _ _ _ _ _�_ \ \ \ �' W s -W-W , W _ _ ', 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND t��`� CAR'//� SEE BASIN INSETS E _ _ _ •• - _ � _ _ _ _ _ _ _ \ STOCKPILE �, W W W W / / \ _ _ =� - - - - :.t\_-_ _ _` = ° _ = _- __ __ _ __ = ` LOCATION ` \ \t I ` t \ WW�WWW '1�WWWW / SPECIFICATIONS. � 4%� FSSIpaI�����.- p - _ \ \ DITCH 116B I WlW W I\ WI MATCHLINE C3. 12 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE .�0 �9:9\;: _ _ _ �_ - - - ff __ = _ \ =I = I -' 1 t t II Ii/� 'WW1WWW YW W \ JOB SITE AT ALL TIMES. _` - - - - - - =I = = tI \ I I I IIIII �WWWWWWW�` ' �'3.00� 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD - 022� _-N \ _ =t = _ _ _ _ -- ' - _ _ _ _ _ _ _ = 1- \ 1 \i 1 I (� I / I ! / ' �,W�WWWWWW 't I SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. 30 = •� - - - - - ° - - 41111)=`• - - - - - °i - =�•• - - - - - - - ' I - I I / 4/' //® OP I �� W WW WWW I i CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESEC' �GlNE • �,' - - - I0 _ _ _ _ \ , _ _ _ _ _ _ , _ = I I / , I ` II WLW WWWW \)1 '1 I I PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF ANY 'ter '4 ""''' �t _\ _ _ _ _ fI _ _ _ _ _ _ _ _I _ I = I _ ! 116 0.40 , / , / I 1 I� W��WW�W / I I N. DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE CHANGES, '///EQ fw B ►��`� 1 • _ _ _ _ _ _ I / 7.99 / / // W` W W W / I 1I�11 - I - 1 = = = = = _ _ _ _ _, / , `.WWWWWWW I I MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR Z 42Q _ _ _ _ _ _ - _ _ _ •I I I = _ _ =11= / _\ _ / / / / / / /// /ryco �' WWWW e , I N. ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. _► _ ill ° _ _ _ ;: I _ _ _ _ _ ° ° ° ° ° I° °I ° ! / / / / / I ii6#N/f^ WWWW 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. =�- - - - - - = 1' I = - - =I = _ I / / ,'/ , // / ' CD / ryVJ W�WW / INN EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND /_ / / / DITCH 116A .��� W W FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN ORE _ _ _ .. _ _ _ _ _ / / 1 I =_ __ __ __ __ I' I =_ __ 1 =_ 1=_ I - , , '/ ///' }' I'`. � 2b$ O�W�WW /� IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES S / / / / / / / / _ �4-+' ' ,W W W SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO N.O c \ t I 1 1 II I I / / / I I 1 1 / I / / / / Q� / / / -. - N `o 1 1 I \ I I I / / I / / / I / / / / / / //J' '�: ' W ` J� W W W WI W, E o I / / / / / _ W W W COMMENCING ACTIVITY ON SITE. 1 I I I I I i ' /- ^v.. / ' , / I / I I l / / / , I / I l/ / , ' / � ' , WWWWWWWWWWW 'WWWWWWWW�W/ N. 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE u .E II , / / / / / / ,, W W W W W W W W W W W W W z y (Q`'�' gaffilriFFM1 / , W W W W W W W W/ � N END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE 7 I I I / / / / V I f W W SFO WWWWWWW W / �/ ROADWAYS. a, / / ! 1prigim, 1 ''WWW4.WWWW 4. WW W I / - ' ' 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL o W W w III 1 / 1 / \ ' ' / ' / / I I I I I I ' WWWWWWWW - w U rY NU P U � / �CCJGP� / MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. rY ,- > w I I , �� f! / ' , / / / / I L 1 I L/ - / WW'WWWWW �. - - 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO a �, °' z rY I II1 I I I`--� , ` _ / ' / / ' /// '•'\ ' I' ' I I I I / d`WWWWW�-�� /\ C O O_ I I I I I /\ / / / J / / / / I CD t \ �WWW \ a = M a cJ z I I I I / _ / POTENTIAL ' / / / , \ FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOT c7 ,� rn .� N 0.)0) I I I I I I I / / 1 W •- '� I 1 SOIL / �' / YWWW TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN z a' U a O' I I I I I I 1 I I / ' 1 / \ \ N. a x W W I I�I I I I I I / �i ' \ � ' - STOCKPILE ,/ / ' / MMI �t I\ t}t \1 1 / ` ' - \ \ A PROVED Y AL APP ICAB E REVIEW! G A ENC ES. < a o < w p p / I l III I 1 I I I f / \ - / / LOCATION / SF / I I I t t I / I I rceo I I I III / I I I / / / / / ,",',- ' go/ � ' , I I I III / / I \ \ N. rn Oz I 1 I III / I 1 I 1 1 / / /' ` ` / / , / . � '� '// / ~ ( a a L NE 6 � 2 zz / I I 115I0.40 / / / /. \ \ tp woo / 1 1 / / I I I / / / / - / / / . rn / / l / / / // /� I I j I 1 i ,/ �1 \ / // 11 .20 , ' 2�Q.. � // // ,/ ,1f1 \ \ \ �, > > �� ' / / l/l / / I I I I / i� / / / , ��, / • ,, \ \ W W W .. OP/ I ` I ' ' / / / / / / , _ � I / W (1j/_ - / - \ / \ \ — DITCH 115A / / / / vW, / / W- - - 1t to: il 1/1/i ."--: C D / , / N • * &,,4''' 4:P•174,I/ I / / M - 'Z' / 1 / /1 / \ " / / I \ : 400 (1,cV4) (1,* SFo 1= =1 =1 \ I I I I I I �� i ��,�1� I I I_ W , � - _ \ \ w w OO � � ' _\ / I= _ __ 1 ' ' - / i I0 '/ ' _ _ \ \ PROPOSED LE END u o - - . .. . - =1 = 1 , ' I WWW W� _ i - , \ r , / _ \ \ G Q rl N \-\ -\ / / _ = _ - I I I\ \ ` ? �y�W �// , •I' I / •� ry��'� // /', ' \ \ x x x PERMANENT FENCE o ,� ,� - / _ _ _ ` 1 �, l l�, IWWWW - / / (1° / / ' // r I / ' / \ \ UNDERGROUND ELECTRIC LINE DATE /- - =/- = I I I \ t W W / / / / / / / UGP \- =, ' - .. l ' IIll I I ` �WWWWW / / / / / I \ o INVERTER Ce 09/24/2020 \ / / ` / / 1 1 I WWWWWW4, / /' / / // ' / \ O ` \ _ _ ' I / ' I V I / I I 1 W�WWW / - / / / SOLAR PANEL ARRAY DRAWN BY \\\`\ _ - - / / POTENTIAL SOIL •I l / 1 0•. / /ii I I I / / / �/ PROPOSED ACCESS ROAD A. MAY \ J\ \ \ N. I / I I Io I 1 1 1 /' I' ( '\ \ \ —3/0� STOCKPILE I 1 ' • I °0 ( 1 1 1 \ \ \ N I N I I XXX' PROPOSED 1' CONTOUR DESIGNED BY \ \ ` _ _ LOCATION I J CD I I I I 1 1 I 1 tI1I I I ` - XXX.S' - PROPOSED 0.5' CONTOUR •1 1 / I 1 \ •` 0.40 ' CULVERT CHECKED BY ` DITCH I k I I I I I• 447 )\ 1136 11 I I I • 300— I 1 I0 0 R. BAKER ' — DITCH 11 A \` \ ' / I I I I 1 / IIIISCALE AS SHOWN I fl / EROSION CONTROL LEGEND LABEL SYMBOL STANDARD NAME 30_ 0.5 ,' / I I I TEMPORARY TIMBER MATCE ; / /;, CONSTRUCTION ENTRANCEOWWW,\ �- k / / FUTURE CULVERT#3 L W W �., W W W ,�W W W ��, W W L► I _ ' SF O SF SF SILT FENCE 0 W W W /, _ J \ _ \ _ \ \_ \t - �I_ - - ' ' SF SF DOUBLE SILT FENCE W _ TEMP. PIPE 6 _/i- _ - _ - - \ ` ° :. t, ♦ o SILT FENCE OUTLET CIL -5 ` v- \ o SEDIMENT BASIN - - DITCH 114B ' \ - , O POTENTIAL - - r ' OP OUTLET PROTECTION SOILD D ~ OP - •.. �� C STOCKPILE it(AI*1 `� El 0.40 - = . LOCATION / L // CD �� ROCK CHECK DAM _ 3.57 = _ =1 = _ _ ` �/� TS GI TEMPORARY SEEDING o - - \co m " - - - I 1 r` LOD LIMITS OF DISTURBANCE = = = 0 0= = =I = / 114 t / 0N °' N co i _l ° / ` \ \ / \ DIVERSION DITCH fl- I _ y _ y _ TEMPORARY Q o U 0-- _ _ = DITCH 114A / I 1 1� TIME OF CONCENTRATION Z - m • e _ _ w _ e _ e 1 / J / / PATH U J Z o Z I - // �} / SFO .- / \ :1:1::::::: Ine 7 / / = JI IQ - / � / I . / / • o 7 T _ I_ `_lam/ /; / / /, / 0 0 0 o BAFFLE-- ' 0 z A O O 0 _ = I 1 / /' / / / // :II Z 0 0 'I -/ ~l ' '' / '/-71 ' / '/ '[, / LIMITS OF DISTURBANCE = 621 .0 AC (1z Q o U '= _ ' / ' /I / / //// / J O ZO o N =' = J I , /' //' / ' l KEY MAP 0 a i--i 2 w 4/ / / / / -.' a I I ' / ' 2-C3. 10 / w °vi/ ,' ,' ,' ; C3. 11 C3. 12 ce 0 0 o = ' / ' / ' / I / ' O r2 co w '/ / ' / / / / / / / 0 Z z C3.07 C3.08 C3.09 oM = ' I / I / /I / o v - - / / I 1 / 10 o• = t / 1SFo II / /4 CD 1 Q U N C 0 / ,' ?t ' I Q 2O1C � a3O3'/ /4 :1) oo: M / / ' TEMPORARY TIMBER MAT p U N b / / / - �/ FUTURE ULV RT :2 z 0 / Zg0 `m I ...),,)\' i / U) ' / SCALE 1"=100' N o to 0 oJOB NO. o , O - \ 0 100' 200' - ms 46306.001 N M fco -, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. m ° N jA ` / COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3.09 N CD GENERAL EROSION AND SEDIMENT CONTROL NOTES: 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND `���0 IAA////0 SPECIFICATIONS. !4:.:;"".c. \ \- • • •. i� O N- 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE ESSIp !1y9JOB SITE AT ALL TIMES. -_CO CO 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD 02253UO0SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. " •` . 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE �Cy' �GlNE '' �' W PLANS DISCREPANCIES AIOR NCIESO CONSTRUCTION. FAILURE TO PRIOR TO PROCEEDING WITH PLOATIFY THE N OR GRAD OWNER ANGES, 1 ''f49 elf W.• 8r' * ZiffiiII0 —I ANY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR 12/23/2020 ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. I 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. O0 EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND 0 FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN OR E 73 Q IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES o 2 SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO o COMMENCING ACTIVITY ON SITE. N \CI 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THEwU EEND OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THEz ROADWAYS. I- \ 1 \ \ \ - - - \ / _ _ - \ \ / j - 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL o �,, w / / / I / I I 1 \\ \ \ 1 \ , < < -- N MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. > > _ ' / , , ( / W W ,� W W W W W W W W W W ` =`� \ \ \\ \ - \ N. / t ' j \ 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO a °' I W !iii \ \ \ \ ` \ / / / / _ - - - - - - - =_ _ — / — ' — — ' - �O� / / / ����� �� �OWW.,W W� WWWWWV(\ tco� v W� WWWWWWWWWWWWWWWWWW W \ \ \ \> \\ ) - - - \ \ / I _* I ,I �I -� r r .� i Lu _\ / W W W O W W W W 3, W W W W W W J� W W W W W W W W W\ / - /2 / / / /* W W W W W W W W W W W W W * W W ., /W W W W W W W W _ _ \\ ��� \ 1 / - _- - _ _ / 4, 4, 4, 4, * 4, ., ., .1, . 1' ., _ - �- FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOT c9 a_; o ,�\ \`' N \ \ / / I C _ - _ - �• / / / .y �TTW W TT W W W W WWWWWWW`j�y :: ��� \ — _ \ I I ( ) / Z 1••1 7 .--I \ ,y) CS, \ \ \ \ w w w w w w w w w w W W W W W W Iry� r __ - _ - _ _ - ; II I� I 1 I TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN a a' \ _ I / —/ -� W W W� �W / / W W W W .C.4. W W W W W W W W W W "" 231.5 APPROVED =Y AL APP ICAB E REVIEW G A ENC ES. Q p p \ \� \ \ W W W -k`W - - - / / JY W W W W W 1 .. .. 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'' _ _ — _ / \ �60 I1 I I ( I1 \ SOIL / =251— 0P I 1 I WWWWW WWWWWWWWWWWWWV(WW I`/ \ \ , �' = = E - - - ' '- J-' -/ Ce/ / _ _ / \I / - \ 1 I I I ��/ \ I r1I W • \ _ = - _ / - _ J I/ / ( 1µa� v� - - - - \ \ - - - ( 1 1 J ( ( I STOCKPILE / / _ \ I I I W W W W W W W W W \ - - / t . . ......... .. .. ..................- - - / _/ / / \ W� / / - \ I 1 , I ( .y l ' - - - \ WWWWWWWWWWW _ I1 - -I - - - ' _ _ _ _ /_ _ -/ nJ / / \ \ W WW / - - / - - / / \ \ I I / IWWWWWWWWW _\ \ I I / ) SLOEMATTING \\ 14 w / // •' IWWWWW \/ \ \ \ 1 / I / IJI1 / /,. / / IIWWWWWWWW _ > / _ \ \ 22 SEE BASIN INSETS I UGP UNDERGROUND ELECTRIC LINE \\ /1 / `\ / _ - / \ I ( I 1 / ' / ( I I �� ' - _/ - �= = =1 I \ 1 \ W W �` 1 \ CD . \ \ \ \ 1 = =r_ _ - _ _ ce 09/24/2020 W W \ / / \ / , / / 1 / _ _ _ _ \ \ \ W \ \ r _ Q =.1 o INVERTER \\ WWW / \ I J I 1 1 / / / /- / =1 \ \ W\ W 1 \ \ \ 1,3 O \ \� / _ `� , I / ' I 1 /1 / /' /' ' \ I / '111// _ / -I = \\ \\ \ ; \\ \ I \ \ `\S - �� 1' I\ \ SOLAR PANEL ARRAYDRAWN BY / , X ( _ / I J 1 ' / / / / = _ 132 0.40 \ \ ` \ '�� �s - \ °"1 �1\ A. MAY / / / r �O / / 1 / / ' / , / '__ / ` \ I \ \ \ � \ �J I PROPOSED ACCESS ROAD W W W -239.5 _- - I ` 130 0.401 \ \ �� 1� / ` / O O / / ' // , / / / / / /' / !/ /''n►� / '/= 10.61 \ \ WWWWYW`WW = ( O OP DESIGNED BY ✓ `J O \\ \ \ J\\�Z // \ / ( / / / / / - / / / //// / / // / // / / /' // / %� - / / ' /// = / = _ �1 e \\ 1 \\ 1 1 \ • \ \ ` WWW W•WWWWWWWWW . , / / ICV II I \ \ 13.41 XXX' PROPOSED 1' CONTOUR 4) I \ _ \ / , / / / / W/W . / / _ I _ _ \ •230_ 1� ��� �� \ I • J. DOOLEY x / / .: _ _ _ I I _ _ ��III�III XXX.5 - PROPOSED 0.5 CONTOUR '• .ITW W W W W W mil• • — \\/ / / — I / _ _ 1 �'POTENTIAL \ \ r I - \ \ - _ \ I \ / / / / 1 I / � , .W - ` _ _ - / / / / / _ TEMPORARY TIMBER MAT _ I \ \ i . W W W W W W SOIL WW _—��I I III ` DITCH 1 \ - 1� 234 — \ \ CULVERT • CHECKED BY / / y - - / / / I W/ / / I W W W W W W� W W W r )11... • I I \ _` \ / _ • I - / / / / - FUTURE CULVERT#5 _ I I W W /t \ \ \ ' \ • / / - - - / / / / / / W�,,� - / / / / = I- '; _ _ _ I I 1 / 1 I 'l 1 � STOCKPILE W I p239.5_ I \ \ \ \ \ ` \ \\ _ \ - �\ / / / / / / - 1 I I I W _4WW Y WWWW W W W \ \ \ • 0 R. BAKER / I W / - - - - _ / W K\ WW W W W WWW W WW \ \ \ \— — / I / c / / / / / / / / _ I _ _ = II1 W W LOCATION \ \ rsQ \_ ' \ / < \ i / / / / \ / / / / / / _ /� - _ _/• / I I 1 v�v\v v v v v v v v _ _ _ _ _ v v v 1 \ \ \ \ \ _ \ \28p \ _ - \ \ 1\I / y / / _ _ = -_ / / W W�W `Y W W W W W W `, W W W W W W `Y V \`� \, \ ( I , / / / / / I `1' I \ - / / ' / / / =I - _ _ _ ' _ ' / / J J W�W 1 W..W W W W W W W JW W W W W W W W, �C \ \ I�\ \ ` \ _ , • SCALE _ \ C \ I / / / / WW / //�"` /- / / / W .D W�JL W W W W �W W W W W WDV ■ A/ - / / I / / - y - - _ / I WWWWWWW _ W .I['4WWWWWW \ \ ---LLL \ _ ` ` - ' \ \ / \\ I / / / // / / / / / / -/ / , / I �'r�A1 WWWWWWWWWWWWW /fo:No."(0 1 \ AS SHOWN \ , , 1\ / / �' % / / / _ ��D / E/E - , , / / / W•1 IYWWWWWWWWWWW SFO W \ ` \ ---� --� EROSION CONTROL LEGEND - \ \ _ - - _ / / / / / \ _ / / / / -t / VI /� '- - T / / / / 1 �Y W W W W W W W W WSW-`Y�W W W W I W S�W *- - - l/ / \ \ / \ / I l / / - 25 — �- / / / / I W W W W W W W W W W W W W W W W �WW W W 4 W WVL'\W rN -Q'-W JL W W/ - \ \\ \ \ \ O , / .y/ - - \ O / / / / / / / / / //-�.`7C r / / / / . / / / W .v W W .v W W W W -d W W W W W I W W W W W\.Y- *, 4-*-\s- 'r W W W v/ W W�. * LABEL SYMBOL STANDARD NAME • - / - \ `\ O Xo/ , I / W �L W - , / / / �/ / / /Ii W W W W W W W W 4.4.W }l' W W W W W 4,"W W /W W W W W W W W W W W J�. W W W W W W W W W W W W —\ \ \\ \\ \ \ \•1 //�•� I / /W/ W _ _ / / - -,- / / , - / � / / W W W W W W W W W `Y W W W W W W W W W W W W W `�( W W / W W W W W `�'\W W Y� W W W W \ \ \ •U I I J W W- - - / -y• // /, / / �V 4'**, W W 4'* W 4'*** W 4'*** W W W/ 'VW 4'*** W 4'*** W W 4'* 'VW W 4'* W W/d. W W MY W W W /W W` 1 W W W WSW W W W •,/„�. / \ / - \ \ \ -) I I W/ _ _ \ / / / / / r / •Y W W W W W W W W W W W W W W W W W W W W W W W W W W W .y W W W/W W Wv W W W\ W W W W^W W W W CE CONSTRUCTION ENTRANCE • f\ / \ / - \;� \ I I / /W/ - - - -. _ _ _ _ 6O - / /Y W W W `✓`\ W W W W W W W /�Y W W W W W W W W W W W W W W W W W Y'^,,,,e. W W W 4'\* W •Y W /W W W W W W W ��It I-Ie \ \ \ / I W" _ / _ - - - - _ / / / ' ' ./ r / •Y W JW W W i W W W W W W W V� W W W W W W W W W W W W W W W W W I Z -d �Y W W W W W W W W W W W W W ' • - / - I \\ / / )V ' / / - - _ - - - / / / / / / / l )V W/W W W W W W W W W W W/I W W W W W W W W W y� W W W W W ,,,*.*/ W. W. Wt�`.V( W W W W W W W I / W _ .. _ _ - _ _ _ / / i // / W W W - W W W W W W W W W W W W W W W W W W W W I W µ. W W W �Y 4. '<Y W W W W • \ / /. / - - - - - _ - _ _ /� ` / '/• / / W�W/L W W W W W W W W W W W W W W W W W W /W W \ I ` W W W W -�L�•Y` W SF SF SF SILT FENCE 11 \\\ I / x I I I // 1 W S F 0 �- --260� / _ _ _ _ / ' / / / '/ / ' �/ / / W W W W W W W W W W W W W W IW W W W W W W I ` O I- / - I 1 I • ^ / / / `_ _ '• - _ I _ / �' / / WWJWWWWWWWWWWWW/WWWWWWW WIr / /\ / / / _ _ / / / `/ , .� / / - / / / W mod' W W W W W W W W W WWW WWWWW Wy I / / . SF SF DOUBLE SILT FENCE \\ I '� I ' \ I / .yW.yW,. /' / - - - - - -� _ - / / 'i ` / > / / / W/W W W W W W W W W W W W W/WWW WWWW WW4,�•L / / i I / / / / - SF SF\ / / / / / / / W W W W W W W W W W W W W W W W +l'\1 / / W W 4 W W W W W W W W W W W W W W W VLW�W W / / / /1 \\ / , J \ 1IIW .. / _ - - - - \ _ _ / / / I\ / W W/W W W W W W W W W W W Y W�l/W W W Y W W W 1 / / - • - - . •I \ \ �+ W W W / - - - - - - ` _ SF0 / / '� ' - - ' . . W W W W W W W W W W W W +� W W W W W / ' / / / / - \ / / o SILT FENCE OUTLET G W W W / \ , \ I •\\ W W W / / / / / / •/ --270- '/ / / !Q / / / - / W W W W W W W W W W W W W W W y �v W W W W W W - - - / / , / -___\ / % / / O \ W W W / \ _/ 2 / / W W W W/W W W W W W W W W W: 4,4' tGJ� WWWW - _ / , \ `/ /' / CIL I \ \ I `� .`• 1 1 W / / / / — — — — — / / / / / — / W W W W W 4, W W W W W W W W W W W yf W W W - W W / ' // / / / .- j — / / co o SEDIMENT BASIN II I \ W / ' - - - - - - - - - DITCH 133A / / / / / / \ c. \v \ ... / I I , / - \ \ •. - - _• - - - - /// / W/WWWWWW� J•�W W WWWWWW WWWWWWWWWWWWWWwWW/�'�'W�'W�'� / / / _ �/ SFO / '/ / // I \1I \ �O / / I / , / ' - / / - \ _ ` \ \ - .� - •• /- Y/ .- _ / / / / /'/ / / / W�WWW�W�V \WW W WWWWWWWWWWWWWWWWWWW 't% W WWWWW / ' ' �- \ \ - - - - - / / l /II / / / i -\ \- \\ /. / / / OW W W W W W W W W W-J/-W W W W W W WW W W / I O / > • r \ / / I _ _, __ / / y W W / / / _ \ / 6 / / OP OUTLET PROTECTION\ \ _ / / / W W W W W W W W W`W�V/W W W br W W W W W W/.Y \ l/ / \ 'N II I O \ _ _ _ I 1\ \ \ I o I I / / _ _ _ _ _ _ _ - / / W W W\ WWWWWWWWW W V( W WW-W-WyWW1 / / / I / / - • \ / �' / / / 3 I \ o ( l\ I - _ \ - • I- - / / / / / W W W W W W W W W W W W W W �Y W W �W� W/W W CY — J / / �'/ I \ > \ I / / l / \ \ \ �. _ _ -/ /r' / / / / W WWWWWWWWWW WWW )V-'D / / / \ / / / // / / I - \ J / / / / / ,g\ \ J r= OP w L y / 240 / I 1 / / - \ _ / / CD �� ROCK CHECK DAM D - \ \ \ / / \ _ .- - - - / ' W..WWWWWWW /WWWWWWWWWWWWWWWWWWWWWWWWWd WWW'y�WWW _ - \ -� / _`I \ \ K •G / / / _I I ' / -280 \ _ _\_ _ _ _ _ / / / ' / W W W W W l�\Y W W W W W W W W W W W w W W 4 W vi / / , \ - \ / J J / / / l I / \ _ �. / l / / / >/ \ \ rI ._ / \t /-, \ - -\ _ / kO / , W W W W W W W W W W W W W W W W W J, W W/W W W / \ _ \I / / O\ \ 1 / / GI I I ( / \ _ W W W W W W��W W 414, W W W W W W W W W W W / \ \ / / / /J / I r / - - \ o 1 \\ ...../ - J _ _ _. - = I - W W W W W W W W W W W W W W WSW W W W W J / / - \ / / 1 1 - \ I ( TS TEMPORARY SEEDING w / \ I \ / \ / \ C _ - W W W W W W W W W W W W W W�H'-S W W W W W W \ \ \ / / / 1 / ,.__A / \ \_ __ �•,`,'--- I W W W W W W W W\ W W W W W W W W W W W W W// / J \ / / / / / - \ I \\ \\\ 1 \ I / , / I / / / / I \� 1 \ \ _ \ _\ _\ Z. I I - IIII / $ Jo. W W W W W W W WwW W -W *W W W W W W /Y W 4 \ - - / / / // / J / \ , \ \ \ I ' / / _, _- _ _ ,_ - _ I, ..� �1` / / \ \ / ��0 / / / - - - - - - / LOD LIMITS OF DISTURBANCE • / \ �. W W W W W W W W W W W W W W W W W/W W W I / / / \ \\\I / / / , / / \ - - .. 1� / '\IY W W W W W W W W W W, W W W W W W W W W W W I / / / / \ \ \ - - _ / /// / / / / / 1 N N \\ K / / . ( \ - \ / \ \ \ •• -\ 0 - :\•• - ','''�• ` W W W W W W W W W W W W W W W W 4W W W W I \ \ \ / - / / / ,.„4- .. 0 k'D O W W W W W W /W W W W W W W W W/W W W W O\ \ \ `\\ \ I / / / I \ / /I r \ \ \ \ \ \ \ \ \ \ \ \ .•it IS 'W W W W W W/- W W W7W W W W W W W W W 1 / 1 \ - / - // % / / F' DSF ' -� - TEMPORARY P- W W W W W W W WIW W W W W W W W W W W / \\\ \\\ \1 \ • / / _ _ _ / \ \_ 1` \ / \ \ - / / / / 3 - - • _..�..—..�..- DIVERSION DITCH \ \ \ \ / / _/ -� - I._ �" - _ \_ -\ \= \ :�\ _ = O W W W W W W W W W W W W V/ W W W W W W/ . / I _ _ / �- / / I / / / - - - \\ \ 1\ - / E - Y _ - - \ - ' =I - _ 1 i W W W W W W W W W W W W W W W W W W W W \ I / / / / / 1--1 < Q T \ / -. - - - _ _ W W W W W W W W W W W W W W W W W W W / 1' _ \ \ \\\ \ \ - / _ t E = I _ _ =r = -1 \ _ _1- _ I I I: p _ J N W W W W W W W W W W W W W W W W W WSW W / \ — / / / / . / / r<n\ / /I , / / _ - TIME OF CONCENTRATION I Z m \\ \ \\ \ / / - / - C = I = G _ _ _ _1 OP W W W W W W W W W IW W W W W W W W W �Y W W I / I / / / p �• ,,... 'i / / / ! PATHIW 1--1 O \\ \\ = I= _ - _ _ I \ �:,,'. W W W W W W W W W W W W W W W W W V/ W W W I I / / /(o - i� U J .o �- _ _ \\1 \ \\ \ / - I I- -_ E \ - _ _ __ = I /' WW W WWWWWW WW WWWWW�WWWWWWW I W W W W W W W W I / / / / / (V ,`.."' -O I \\ \ \ • o _ I 1= __ - _� __ _ _ _ I - - in o+ WW W W W WW W y> W W W W�1W W W W Y W W W W \ I :' 26S - - - - - DRAINAGE AREA DIVIDE0 N\ \\ _ - - - - _ - :: 11 I W W W W W W W W W W W W W W W 1( W W W W W 1 \ - 1Y\ \ \ \ \ �� / E/ 1 I= 1= =\ = 1E E E _ \ 1� I=71I ��' �YWWWWW W/WWWWWWWWWXYWWWW JI \ / ``: '•, II O Q ^• _ W WWWWW WWWWWWW \YWWW WWWW I W W W W W I l \ 1..�1 � / _ E ___ = 1 \ _\ _ = 1 /_ ® 0'40 = _ CD I 1 1 / I \„( DRAINAGE AREA LABEL Z U o„ ' \ \ \\v - \ ' ' = 1 r - _ _ \ I= _ \ I W W W W W W W W W W W W W\W W \ \ I I I I - `\ ^, CACRES� c W NY W W W W W W W W W W W W W W W W W W W W W W W W .y`W W VDEN. C\ O W W W W W W W W W W W W W W W\ W W W t!_ W W W W W �""1\ \\\ ` \ / _ _ _ _ _ \ , _/ _ / �. IW W `K W(W W,W W W W W W W W W W W W W W W W W W W µ. W W W W W W W W W I W W W W \I1\ 1 - �1p _ TS' -� _ �_�g p p I - 4.62 - I / (\ W W �Y W W W W W W W W\W W W W W W 1(✓ W �' W W W W W W W W W W W W W W J� W W W W W \ \ I fk:21 ^.\\ \\\�\\ 11 / _ - - - /_ - _ / I / / \ W W W W W W W W W W W W W W W W W W 1 W W W W W W W W I W W W W W W W W W W 1 W W W W \ I 1 I `\ / O'V\ �( _ _ P\ _ \_ 3 _\ __ _ / -_ _ _ - . J. _ _ W W W W W W W W W W W `�' W W W JW W W W W W W 'IV W W W W W W W W W W W W W W W W W W \ \ \ \ O O O 0 BAFFLE a/ ul11 \\\ \1 / \_ $ \_ _ , $ _ _ -_/-_ / / _/_ / DITCH 133B -1 I I I �\ W W W\W W W W W W W W W W W W W W W W W W W W W W WrY W W W W Ww/W W W W W W W W * W W \ I I `� ;• / OOO _ / 1\ \\\ \ i� - 2 '2 S • 2 2 2 SI _ = I •- I \ I \ WWWWWW.W.1`WWWWWWWWWWWWW rWWWWWWWWWWWWWV'YWWWWWW IWWWWWWWWW WWWWWWWWWW1 WWWWWWWWWA,WWWWWWWWWWWWWWk W \ \ \ . I '�'\ OP I , O ce N\ / / I- - _ _ -\ \ - I I" ��fJJ _ W W W W W W W W W W. .4, W W W W W W W W W W W W W Wlb* W W W W W W W W W W W W W W /W W W W W �•' 0 _ I \ \\ " \ - _ - - _� -1 =) __ - _ - I�( �• - I ^ - \ \ W W W W W\W W W W W W W W W W�W W W W W W W W W W W W W W W W WJW W W W W W W W W V W W W\W W W \ \ \ \ \ `\�•.•�� I I I Z - ler I \ \ __ _ _ _\_ _ _ _ / _ / I W W W W`W W W W W W W W W /� W W W W W W W W W W W W W W W W W W W W W W W W W W W W W\W W) W \ � 2 .• • a3 o \ \ _ _ _ \ \E _ E I=1 = 1 1- \ POTENTIAL W W W V✓�V W W W W W W W W " W W W1W W W W W W W W W W W W W W 4f W Ni, W W W W W W Ni, 4, W W W 4) W Ni, W \ �,'�/ ' O J \ \ \. \ _ _ _ - - F _I - I . = Ia I \ W W W ' --d' W W W W W IW W W W 1W W W W W W W W CIO �W W WWWW�WWWWWWWWWW WW.1%,* '4' WWWWWWW WWWWWWW�WWW WWWW WW \• \ \ \ I U G a3 _ S- I \ W W/ W W W W W W W W W W 4N W W W W W W W `rL f� 1 \\ \ _ _ _ _ -I - - - 1 = _ =\ SOIL \ \ .. W W W W W W W \1' W W W W W W W W W W W7W W W W W W W W W W W W �Y W W I W W�W W/ ' 1 \ \ \ Iaal ~� O T J I \ \ _ __ __ _ _ _ _I _ E E I I _ \ W-W W W W W W W W W W W W WV�(W W 4, 4, W W W W W W .L W W .L W µ� W W W \ \ 1 J I t O 1 �\\ \ \ \ _ _ _ =\ =I - I 1 _ I - I STOCKPILE I WWWWWWWWWWWWWWWWWWW�WWWWWWW WWWWW WW WWWW I ( / i/W WW��WW w IWWW W l \ \ I \ 1 I I / J Z o ._ \ \ N. _ _ _ _ F_ _ / E I _ = I 1 _I_ \ \ LOCATION \ y W W W W W W W W W/W W W W W W W W W W I 1 ( / O / W W W W `v \ / / d \ - - - - -I - I r _ \ W \ WWWWWWWWWWW.V Y+1,'`'WWWWWWWWWWWWWWWW WWWWW I ( 4' / W W W W \ / / / 1 / / / / �® Q O V =_ __ __/__ �_ ' � __ '_ - I ' , .II. eI I 1 ► \ - I WWWWWWV{ WWWWWWW )VWWWWW , ti WWJ� ) / , / /, I /; - ;', � , LIMITS OF DISTURBANCE - 621 .OAC z J (h • _ _ - _ _ _ = 1 I =1 =\ \ W W W W/W W W W W W W W W W W W W W VII W \ / W , / / - / 11 O d \ \ \ • E = _ _/_ I - I _ 1_ I I I I 1 \ _ \ \ 1 W W W W W W W W W J/W W W W W W W W W \ \ / ( I / / / I,,` - / / / // ' / / J ' O z U O \ \ v _ _ CE E F =/ / O E/- /_ = 1 1 = __ _ _ \ W WI W W W W W W W W W W11�W W W W\W W W W I / < / / _ / '/ / / / / / .J \ / / / / 7 O N \ \ \ $K = _ - _ C-_ _ b J = I I _I I _ \ W W W W W W W W W W W W W W i W W W W W W W W W / / / / • / I / O 'O r o \ \ 2>� _ _ _ =I_ = I . I. I I l l l \ _ \ SFO W W 1W W W W W W W W W W W W W W W W W W W \ I / / , ` / / /- ` / // / / / / / / / ^O o N \ \ \ \ \ _ - T T T, -,T H _ _ I '. (=1 =1 :. I I \ 4, W 4- WWW WW 4, 4, WWWWW WWWWW WWW WWWWWWWWW WWWWW WWWW WW WW W I I I r / ( _ - SF // // / ' / / / / / // I..L ^ N (n N \ \ \ \ \ \ \ , , / , �� I I 1 1 , I I • `k \ Y Y / ( / DSF Q, / / // / ✓ / 2^ / / / / . KEY MAP ( n /1 z CI �11'�W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W / / v V, N \ \ \ , I I I (L (\� I I I I I I /` I I ) - W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W I ) / / \� / / / O \ \ \ I ` I I \ (_/_ \ \ W �Y V( W W W W�W W W W W W W W W W W W W W W�W W W W W W W W '1 W I / / / / J� / // / / I / I IO \C \ \ \ \ \ �_ - _ -' -' 1 1 :: I-1 '_I - \_ _ __/ / V \ I \ ' I I '� /04;. W ib W 2, W W W j.' W W W W W W W W W W W W W W W W/W W W W W W IW I J I , �j4 , / / / / // / / / Q ` ' TQO \\ \ \ _ .. _ _ _ _ -' / 1 1 \ - ✓ \ - - 1 '1 1 I I W W W W W Y` *' W W W W W W �• W W W W W W W W A, W W W W W W W W W W W I / / / '/ % / / E O-o \ \ \ \ a� • _ I 1 — \ _ W W W W W W W W W W W W W W W W W W W W L W W W W W W W W W/W / / 1 I / / / / / / , / / / / I U T E \ \ \ \ O K\ \ ( _ •• - _ __ _ _ I I \ :: \ \ I-1_ \ \ \ - \- \\ \ I W yY W W W W W W W W W W W W/W W W W W W W W W,,W W W W1,W W W W W W W I \ I / / - / / Ce_ \ - •• Y �L W W W W W W W W W W W W �L W W W W W W W \W W W W W W W WSW W W / ( / / / / / / / O Li E O O \\ I \ \ \ _ - - - I I _ _ \ W 'Il' W W W W W W W W W W sy W W W W W W W W W W W W W W W W 1i W W W W \ \ I / / / / a 0 W d \\ \ _ - - -\ I \ \ \ 250 \ \I I W W W W W W W W W W W W .4.** W W W W W W W / W W W W JW W W W W W W W I \ r ( I / / / / / / / /I / / -O I f _ \ \ \ \ \ \ _ - _ \ \ 1 I W W W W W W W W W W W W W W/W W W W W W W W W W W W W Q. W W W/W W W W , ( I / / / , / / N \ `� \ 1 \ \ ( :� - - - (_ I- - - - -\_ • _ \ \ \ _ I 1 WW' �.VWWWWWWWWWWWWWWWWWWWWWWWS WWWWWWWWW W /LWWWW IYWWWWWWWW W W 1 / r l / I 1 / / / C3. 1 0 C3. 1 1 C3. 1 2 (6 N \\ \ \ I _ = I • '/ _ _I - _ •- _\ _ _ '' I\ W y W W W W W W W W W W W w W W W W W / W fY W W / \\ \ 1 \ _ - 1 _ \ \ �. \ W I•W W W W W W W W W W W W/ W W W W W//W W / / \ I;4/rJ1 / I1 / / -DITCH 127A / Z (I \ 1 \ I \ = I -' - _ = _ _ - _ \ IIW W W W W W W W W W W W W W W W W W/W W / / / r- \ 'I / Jl / / / / / I O O O\ \ _ I-_- 1 - _ _ _ _ - \ \ \ \ III d W W W W W W W W W W W WI W W W W 33'' W W / / / / I I / / / IO \ \\ \ I \ \ I\'' \ _ = I =1 = _ _ _ _ _ _ _ _ _ _\ -_ \ \ \ / II ' /W W W W W W W W W W W W W W W W W W W W / / I I / / I / IlI I I / J (�W 1\ \ _ = I - - •' - - - - _ _ _\ \ III I W W W W W W W W W W W W W W W W W W W , / / �� \\�� / / / / / O \\\ O = = - I _ - _. - ,.1_ -- - _ _ I / l qt. / / / l ' i / I I I I / / 1 1 / / / r o a 1 I 1 I .•1 \ \ / / / W W W W W W W W W W W W W W W W 1✓W W / / / ` I / 1 / / N \ \ ./ W W W W W W W W W W W W W/W W W W W W / n I ( '� I I I I / Z N 1 7. '/W /Y W W W W W W W W W W W W W W W W W W O I I, / I / / I/ W�.` W W W W W W W W W W W W W W W W W W W c / I II J / / / /..0 '11I = = = •• = = = = •, •• = -- _ _ _ _ _ _ - E = = l /// / /✓ I / W WWWWWWWWWWWWW WW WW /' / - f- ` r - - / I I I I / / ,' C3.07 C3.0V C3.090 N\ \ _ / / / W WWWWWWWWWWWW WWW�W W WW , / / I I / / / / / I /III I I \ _ _ _ - _ _ _ - _ _ _ / / / / '•' / W W W W W W W W W W W W W� W W W W W W/W , / / i� - - - I I I / / / / / / / / W O ` \ 1X _ _ _ _ u / W W W W W W W W W W W W W W W W W W W*W W I I I I / / / / / ' / oM 1 \ / / I WW W W W W W W W W W/W W W W W W W W / -\ / IV 11\ \ I = _ = = = - _ _ _ _ _ _ _ _ DITCH 134A / y I I tW W W W W W W W W W W W W W W W W WII W W I , / / II, / , l / / l / II •• >.0I \\, I \ _ =/ ., I- - - - 1� - ' ' / / 'A WWWWWW4, WWWWWWWWWWWWWW�WWWWWWWWWWWWWWsYWWW I I / / J / - � -, r / I I I / l , / / / / / / , I / , / / /•• a/ t (/ I = _ / '- _ _ IL, Iff :/:/Z ,•t) WWWW WWWWWW IWWWWW y/ WWIWW I / / / I 1, //� / / / / / / I I / O,• 1' I \ = = - - - - - - - ) I' WWWWWWWWW �YWWWW '✓WWWWWI / / / \\ I / /a/ \ I \ _ 1 WWWWWWWWWWW WWWWWWWW WWI / / / / / / / / / iZ� 1I1' \ \ ` \ ` = = - _ - _ / - = - '- - - CD , I IWWWWWWWWWWWWWWWWiGWW. I / / ' - / - -\I / / / / / I- - - - - - - !W W W W W W W W W W W W W W W W W W W W /u) 1 \ \ , _ _ ,� I _ - _ _ I W W W W W W W W-W W W W W W W W W W W 1 , �° - / / , - . \\J / // //, CD / ' I I ' / , J C3.04—C3.05 C3.06 NY_Ur \ \ _ = I u = - -' ( - _ ► W W W W W W W .d W W W W W W W W W W W WIV / ♦ -� , / / l I l N _ I I , , W W W W W W/W W W W W W 1/W W W �Y W W / / \\ / / , / / .. ' U Ul — • \ \ \ • _ _ - _ ,- _ E( • 0P W W W W W W �,W W W W W W 4, 4, W 4, 4, W W I I / / / / \J /, / 1 / I / \ 1 1 I / I I I o 0 _ O \ _ _ _ .. __ _ _ -•v / �� \W W W W W�W W W W W W W W W W W W W W W / / / / I I \ \ \ _ _ .. - DITCH 134C n / / - - _ / J I I I 1 I I axi .o WI \ \\\ \ - - .. _ / _/ _/ 'qy _ -1. -:ram■ , \yWWWWWW V� WWWWWWWWWWWWWWWW WWWWW/WWWW/I WWW I 1 1 / / — - - \\( / / I I I I / 1 I i / -- \ W W W W W W W W W W W W W W W�W W W W W I 1 / - 11 I I I I w \ \ \\\ 1\\ \ \ / / / I I / I ( ( / / I I ` W W /W W W W W W W W W �Y W W W W W W W / ) / / / �•; / `\ / ) I 1 I \ I \ \ I 1 O I 1 - IW W W W W W W W W W W W W W W/W W W / 2 \ \\il I \ \ \ ' - - _ /_ _/ _(, 1- - - ) / ' i / / 1 I I �l W \W W W W W W W tom' W W�Y W W W W I I I 1 / /D F — _ - \\ I I \ ' \ ' 1 1 _ 1 I I I I I n I_ // 4 /\ l o tc o_ \ \III 1\ \ \ - _ _ _ �. _ =/ -/ = / _ - • O / W• WW W W WWWWWWWWWV/Q'WWWWW�W W � W J�` ZY 1 I I I / / - - \\\�\ \ \ \ \ \ 1 = - - _ _• M _ \ i N \ \ I�al 1 \ �` �� - - -_ _ _ - / r - ° W W W W, �W W W W W W W W>d W W V( I / f - - 1 , \ \ III - _ - - - _ _ _ C3.0 1 C3.02 C3.03 W O M \ 1 11 \ \ = p = / u1 34 0.40 / _ I / W W W W W W W W W W / — / •� / I / I \ I - - - p .. V Q N CO \ 11 \ \�— = f- _ _ /_/ 134 I `� W W W W W� W W W W/W ' '/ ' _W\ / N I I 1 ` 1 / SLOPE MATTING; \ \\ .\ \ _ _ _ _ p o 1\\ Ln W W W W W W W W W / W W W W W W W W W W - ^O _ Z 'ffs \ \1 I I \ _/ - _ __ 5.14 /J / - jI N ` WWWWWWWWY WWWWWWWWW / ' ' — _ \ I - I I 1 1 I / V / SEE BASIN INSETS \ - - - = - _ _ _ _ _ 1 1 I \ 1' — 11 — _ - - • - —_ I ` W W W W W / / / 1 \ I I _ _ _ _ _ _ _ _ _ - �O ' 1 1 I = /_ DITCH 134B i' • .***.***1 W W W W W I / — / 11 \ 1 I I - `6 C3. 1 0 II11 \� �I / _ _ - _ - _ - - / / / „ _\ + SCALE 1"=100' 15 c1 / I I \ I / x• $ 284. •• = _ _ -, uJ_ -/ �� / / 'YWWWWW��4. 4. 4.WWWW W / / / / / - - - __ �l 1 I I 2�` •:` /\ \ I- - ..l JOB NO. w O 111 \ V /G`� _ _/ / O P / W W W (1,, . 4. . . . , — / \ 1 I ` �' -- ( _ _ _ •_ _ N :°- = c 2 NMATCHLINE C3.07 ' 1�11 - _ _ _ _ - _, _ , ,� W W W W W W W W / / / � _ s - DITCH128B _Ip I I \ _ _ _ / W W W W W W W W W W / / -O (9 / / 1 \ - / _ _ _ /7 = I= W W W W W W W W / , ( / / \ \ 1 I ,/ \\\. `-� - - ( I I •' - 0 100' 200' 46306.001 I1j I \ / _ _ _ - / - - _ _ _ POTENTIAL i / W W W W s4,4 W s4,4 W W / / - _ 1I11' \\ �� - -_ _ __ : - - - _ =,= 1 ' SOIL WWW WWWWWWWWW \WWWWWWWW ' l l ' I J , / / ALL CONSTRUCTION TO BE I N ACCORDANCE WITH ALL NORTHAMPTON SHEET No. -rocs V co II 1 \\ ' ! �- - ' / _/_ - - - -• _/ - :. / W W W W W W W W\ W W W I I J / / / / / 1 =\ fl-"O N 1\II \� // / \ ^ - - i _ _ = - _ -/- _ - STOCKPILE SF I 4, WWW WWWWWWWWWWW 4, 4, W / ,� / _ COUNTY NCDEQ AND NCDOT STANDARDS SPECIFICATIONS AND DETAILS = PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3. 10 N w M / II II \ /(1I1/'1�11')�\- / = , - qL LOCATION IgO�Nq W W WWW�W W W WWWW / / I l I I / / \ > y� > > I� _ (n / JIII, \1•/ ( . 1 V �• ' - - /�l---I \F'I\F'I FM\` F'I 1�1 ( W W W W W W W W W i / , 1 / / / / - ��/// 1 1 I ,/��///////////ri//l/lll i1 / GI ® H L GENERAL EROSION AND SEDIMENT CONTROL NOTES: 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND \���\ IAA///// SPECIFICATIONS. \\\ �L •' • •.• �/ i� r- (N 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE ''- -••'0taa/04,%Tp��. x- x- JOB SITE AT ALL TIMES. -. :•Q` 9 0 CO CO 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD - 022530 Ct.) cy.) O 0 SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. _• = 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE �� •' "�: .C' ,GINE •• , U U Z DISCREPANCIES LLJ PLANS IOR O CONSTRUCTION. FAILURE TO PRIOR TO PROCEEDING WITH PLOATIFY THE N OR GRADE CHANGESR OF Y �',f�� Q w 8� \ ►rllllr',O Lj.I J MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR 12/23/2020 Z = ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. 0 EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND I I- FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN OR E F IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES o �Rti/,o42 2 SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO c o Q y \ \ \ y COMMENCING ACTIVITY ON SITE. N E C \ _ \ \ ` / / / �\ 1 1 J 1 I 6. ALL ADJACENT ROADS TO THE SITE ARE TO BE SWEPT AND WASHED AT THE LL, U G ' - / \ 1 �, - - - -r` i ( \ \ \ I I \ ry I \ / 1 \ \ I END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON THE = / / i , / / / . / - / / / \ \ / / \ \ I / / /' / ' 1 1 1 \ \ ' - - ROADWAYS. Q � \ 1 I I - - < < 5 << `/ /x / / / / / / / / / / / 3pp - - - I - / / I \ \ \ \� � � � cP \ 7� / I i N \ \ .� \ 1 I \ \ / / I - . \ 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL 0 W w w \ \ 1 \ / < < j \ I I / / / / // / / \ _ \ _ / 1 _ _ \ \ I _ = " - / " _ �' _ - - - MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. > > 1 / / / / , / / / 1 _ _ \ \ - ` � �'► 1 / 1 V/ l L / \ Q I. co Z w w / c I / / / / / / / / / _ \ relliSil / - _ _ 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO a U. / / / CD \ -- 312 1 \ 1 / (' ECONSTRUCTEDUEACEMEANDDISTURBANHBEEN , , / , / / , / / / \ 1 \ r / /r III ' I / / / / l ' / / ' / ' / / ' ' , I x \ x\ / x I -- - / / ` � a x (n w w / \ 1 I / , / / x x x -x_ x _ x x - � 3-- x x / `� \ ..,:.,.: / ( _ \max \ I x` /. I f. k . / 1 lx/ / / X / /. x / / x/ / ' / ' - / - - - - _- \\ \ I , / \ � o � 0 U U ( /� - -- Q -a Q w 0 0 DITCH 123A > Oz rY � _ � � v _ / - - - - ' / l/ H L � as / / / i I / POTENTIAL \ =' - ' J / /' / / 1 ~ > z z / / / / /LIMO I / / / \ \ 1` / / I • I 1 ( \ SOIL J / // / _ - o w O O 1 / 1� 1j I / / / ' / I' / 11 / / / / / / , / / / J / / \ / / / \ I I I N , / ( I / // / / � � � � � c / /•I/ I ! , I , / / // I / // ! / / / / / / ` \ 1 \\ / - 1 I I I / C. 1/ ' / / �' > > I • • I • r I I• / / / / / / / / \ I \� / / , 1 / I I I I STOCKPILE 10 , \ / / , (f/ / / �^ rn l / l l \ _I / / / \ .1 1 / I I 1 / I I I I / / LOCATION 1 / ` c / / / / w w w i i :S:rs 1 III ill ii_, , i (p . . - -, . r . 1 I = : . / 1 - - = / 1 : 31/ ! 2 -----------• = E /- E i -. t .1, 4, 4, = _ / _ /_ _�-/ /• / c _I _ I I i =1 = _ _4 - - _ °_ _ _ - - - - - - __� / :1;;Erri-lif I - - - _ - - - o i i - I - /- - - - WWWW WW ce • • la a, x a x x x a _ x x x a a .. .. x a .. x a_x x x x x .. I I a a x .. i .. i .. .. _ .. `1 4/ * 4"1' -_ /_ _ _ _ _ _ /-/' I l_ = II. _ I _ _ - �_ _ - - �__��� _ _ _ _ _ _ _ _ _ _ _ _ _ _ - I - - _ i _ _ - I __ __ __ _ __ _ �W W W W W w N N • _ _ .. _/_ I=I J I = I- = I _ _ _ , ' \ _ _ _ _ _ _ _ _ / =I = I = _ _ _ - = I = _ _ _ _ �9� _ _ =I ' i - _ _ v vvw NNW `Y W W I--1 I- __/ l I =_� - __I __ _ E I __ __ __ _ E. = = v __ __ _ _ _ - _ _ = _ _ _' _ __ _ _ _ __ I = = _ _ _ �= - = I ' _ _ _ �4/ *W W W PROPOSED LEGEND > Q �, : : ilia" 7. If ;/ /,./ 30B = - _ =/" =• - ' E _ _ _ • S _\_ _ . _ 3' a� _ = = ° = _ -r = = I 1 .. _ = I = E' = _ _ \ - \ = \= = = = = = _ = = \1 I = = I = = �� �� x x x PERMANENT FENCE z ,� ,� �= = I= =j = _ = 1= '�� \�� - - -- =- = = = = = _ _ = _ _ /= = = = , - _ _� __ 3 _\_ \ °_ __ __ __ __ __ __ __ __ __ 1 \ \__ 1-_ °_ ° I =_ °_ WWWW UGP UNDERGROUND ELECTRIC LINE DATE SLOPE MATTING; I 1 = \ y TS �- - 9 = = = _ ? - - f = _ 1,/r 1 ° = = _ = = f = \ = _\_ _ $ \ = = = = = = = = = = a \ - 1= = = 1 = - WyW > SEE BASIN INSETS I G 3 - _ _ _'` � _ _ J = = _ ° `_ = _ _ _ _ I = = = - _ = _ _ _ - = = _\_ = = = = - = = - \ _ ?\ _ _ - = W o INVERTER 1\ I QiQ/Q Q Q Q .QI = ram. - � r \r \ -_ - 19°1: r r = = = = - = _ _ - � =/ I Eli = = ° = - r y' �-'� = F\ = r r r r - \= = _ _ = = = = _ = \� = I ' \_ \ \= = _ = I' �� 09/24/2020 I _ / _ - o \ / i \ \ \ \ W SOLAR PANEL ARRAY o �N1 \ v \ \ \ / / ' - \ \\\\\--. - - - - CD - _ _ - _ / Io \ \ / �/ j//\ / \ \ I \ \ \ \ \ \ 1 I \ \ \ \ \ \ \ I W DRAWN BY o \ \ ' \\L,_ _ _- - - _- - - - - - - I/ f I -1 - - - _ - - _ _ \ _ - - PROPOSED ACCESS ROAD �� \ \ \ \ \ i \ \ -,' \ - / ,_ 1 �- \ = = = \ = = \ = \ 1 I I \ A• MAY OP II \ 130 0.40 \\\ \ � ' _ ,\` -280� - - - - - /`J� r l' lI� \ € \_ P/ _ _ _ =\ = = = _ I = 1\ 1 \ \ G\� \ \ _ _ \\ XXX' PROPOSED 1' CONTOUR \ \ 13.41 \ \ \ - , ' '_ \ \ \ \ -_ _ - _ -� - /\ _ I I _ `c = c 3_ - T _ _\ _\_ _ _ \ _ = ? \ \ \ _ = s \ r _ _ \ DESIGNED BY 111111 \ \ _ ' / '_ _ _ \\ \ --_ ,-_- - - -_- I\` _ ,"7 I \ _ a = = I- "/ _ \- _ _ _ __ _ \ °_ __ __ _ \ _ \_ _\ XXX.5' - PROPOSED 0.5' CONTOUR \ \ / _ JIB / 1 \ \ ` _\ _ / __ \_ - / - \ \ • J. DOOLEY \ \ DITCH 130A \ / ' ,/, ' \ \ \ r _ ,;_ _ / '� , \ J / \ \ \ \ \ _ _ - Y = _ _\ _ _ _ _ _ _ = `= _ _ _` _ \ 3CULVERTAir \ \ \ \ \ - / / �'" w - _ / i� v v I \ \ \ \ \ \ \ c� _ �\ _ \ - N1 - � _ _ _ _ - _ _ / _ _ \ \ _ E _ - • CHECKED BY �,S\ \ \ \ \ _ _- - - , / / -- ,• .w��(•L�.,��.�"�.""W�"�-- - �.�(� ( ' SFOry \\ w .. \ `\ \ \ \ \ \ DITCH 124B =� -1 • �_ � _ _ _\ „ \=_ __E n__ \= .. \ o_ _ � =_ = = \- =_ _ __ \ J �_ ~� _ � \' \__ � I\ • R. BAKER 410 ,_♦ '\ .\ \ _ - � /'= \ W •Y VY `LW •YW •YW W •Y� / WH' ``Y�`LLW`L\ \\ \ \ \ \ \ - \ , I - _ - - - ,\ _ __ __ __ __ __ __ _ __ _ _ = 1 \ i/ \ •Y\•Y W •Y�•Y W W�Y �4• W 'Y' W •D' •\ \ \ - \ = - / / \ W W W�D' W W W W •Y W�•1' , / f W �1' WV( `�' W \ CO \ _ y1 ' \ \- - - _ _ _ _ _ _ - _ - - - - - _ \ •�` W w*** W W **P ' -* W 41W W` WW�WW \ O1 \ \ 7 ..� s \ __ _ \ \ _ \ SCALE i_�Tr .. IW\•Y •Y J� •Y W •Y •YYW>1' 7S' S •YW •Y •Y •Y�"W _ 3�{\ \ _ - LQQ - // W.W_* w W v�w .c W _ -'' ,, k k. A \ \ \ \ / 1\ __ _ \ _ _ - \ _ _ _ _ _ _ _ ---1 \ \\ x - - ` - - - ��/ WW�r •vw� wwww <v jd _ _ - _ vw vwCv \ _ - \ - _ ~ = \ = \ = \ = = = = = = = = _ _\ _ • AS SHOWN - - _ _ - �c�_ ` W W _� •� �' i ; / _ \,vWWwW WW SFO 'Y\ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 =\ _ = \ \ \= . \ EROSION CONTROL LEGEND •li •Y�•Y'\`L- -Q'T. •A dt•Y W •' _ /Q./WW W\ / _ \ •Y W\W ' _ - \ _ _ _ _ _ _ _ _ _ _ _ \ - 1 \r v�u \v W J W rc �\ W v y (p: " �vW W OP / �8��270 - `� ��\ \\ \ \ \ - _ _ - _ I -\` _ _ \_ \__ _ _ _ _ _ _ I \ _ _ L I LABEL SYMBOL STANDARD NAME •Y W •Y •Y W W •Y W •Y •Y •Y W •Y W-alr •Y •Y W W •Y W !)J / W. ly W` J✓ �' J\•Y �` 1 _ - _\ \ •W - W �y W ,Y W W W W W W `Y W\W V^W'lW (� ' ' •i �� `�\�y' !] W\W \ \ \ - _ _ ~ __I __ _ __ __ -_ __ __ __ I \- _ ' _ - :_= \ \/W W 1 W,W W W W W W W W W W <L v/ , / / _ _•Y�\ V[ '� / (� 1 \ W - - _ 0. �- •Y •Y W •Y •Y,W •D^•YW •Y •Y •Y W •Y •YW •Y •Y , / - ` \ .3'W / / . = `1' . - - _ _ _ _ _ _ _ _ _ - - - ��I I Ie \vv v v vv vWW vv /w% f-�/�� \w- 16�J ,l-\ • ` `;,\ w \ \ \ \ _ DITCH 124C '\ \ \= 1 CE CONSTRUCTION ENTRANCE •V W */* W kJ'` I•Y W * * W * •Y * W •Y * W * // // / ./ - __ _ 1 \�� j / - 2 \\ iWl \ \ -1 __ __ __ __ __ __ __ __ _ I - -\ - \W W. W. W .�`.V( W W W W W W W W W W W _ \ t \ I 1(� , Z�0 _� 111 / 1 / l H �1 \ I r 1 L-_ _� \ SF SF , SF SILT FENCE w w w -�4,-, w \w w w .,✓✓,� / / / _ - - //• \ \W I �- T / W W - - W -47 v� _v��� // i//j�/ / 'i - DSF - �/ \\�� - \ �\ \W� \ \I\� ` �' \I I 1 24 0.40 l\ - \ \ \ \ \ \ \ \\ \\ \ \ \ / ^ ` �- 1 I \ \`\ \1 II \ \ \ I \ I SF SF i , - - - ' i ' Wy`6 / / / / / / / // - - - _ :::�`: .''� - • \ \ \ �\� \ \ �� ?80 \ 14.91 =� \ \ _ ` _ ti \ = 1 _ \ 11\ SF SF DOUBLE SILT FENCE -i /� S OPE MAT ING; / - , - - _ _ ��I \\ \ W�WW• 272 _ _I _ - \ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ = _ 1 ` \ 4110 o SILT FENCE OUTLETOM ` //,/ •; / SEE BASIN INSETS �� ,- / ' ' ` 126 ►11 I \ \ � \\\\ v�W' ��( `90\ \\ _ = = ° ° \ ° ° ° ° ° = ° ° ° ° ° ° ° °\ ` = - °III \ \ Ic_ / / / / / / / 90� 2) II \ \ \\ \ \ ���\ \ - : 7 \ \_ _ _\_ - _ _ _ _ _ _ _ _ _ _ ` ` _ = ICO SEDIMENT BASIN (,I _ _ \ / 60 , / / , / �! DITCH 126A //� \ \ \ \ �� \\ a�\ OP 1` \ \� SLOPE MATTING; _\ \ / \ 1--- e IOP OUTLET PROTECTION- \�/ �' �/ / / '// �i / /i / / / / / � i / 2�S / \ \ \ \\ ` SEE BASIN INSETS = _ _ _ _ - _ _ _ _ _ _ _� _ _ / '� - - ' / = \ __ / / / / / / / / ` OP \ \\\ 2 �I11 II/ 3 _ ` / - �� ROCK CHECK DAM _ _ - - _ \\ / / / / // / / / / / / / '/ ' \ ......................... - 0, \ I \1 \\ -l\\ ' �28Q �h ,i \ _ I _Lni....dL._ _ _ _ _ _ I1L1 _ _ _ _ - _ _ / = 0 TEMPORARYSEEDING\• 29 � ® l _ DITCH124A °_ _ = __ = _ \ '/\... / / C�� ( 1 I I 1/ l////'/' //'/'///' / `0 \ \ ��� \(��` \ I I I /'' i'1 r�6, s.\,, 1 �. \ \ \ = /y z / I \ _ _ _ _ _ _ - \-• _ _ _ _ _ \ / _ _ _ = LOD LIMITS OF DISTURBANCE N / I / _ -� - - CD I l / / / / / / J / / \ \ DITCH 126C J \ \1 /' ( W ,' W\ ` ` \ \I I N I / r ) = _ _ _ _ _\ _ _ = _ _ _ _ _ / _ _ - TEMPORARY L() o •/ j - - • _ / \ = = E ° 1-1 < >, _ N. 1/ ` CD \ \ �WW( •���� \ \ \ \ o r I \ F.° _ _ _ _ _ _ _ _ _ =\ _ _ _ _ _ _ \= DIVERSION DITCH o_ I// -_ ( / I / _ _ _ _ _ �\� - I~ DITCH 126B _ \ \\ , -'� �� \ \ W \ 1 ` \_ - _ _ \ _ _ _ _ _ _ _ _ =\_ _ _ _ _ _ = I \ _ _ _ / _\ TIME OF CONCENTRATION ( z 7 m / / ``'_ r '/ !/l�( _ _ E _ \= POTENTIAL = 126 0.40 - = _ \ 1 \ \\ \ i ,�W*W*1'• \ ;WWW I I I L _ -\ _ \ = = = = ° = - = = = = =\ = = - \1 = = = PATH Ce U w J z o � � - _ - SOIL = 41 .40 = _ / - \ \\ dWWW �) � � , r r = = _ _ _ - - - - - - - \ = - _ , _ ``',•'� \ - - DI H 1 B a _ _\_ _ _ _ \ _ ' W W W\W Y W W W \ \ \ / - _ - - - - - - - DRAINAGE AREA DIVIDE N _ = STOCKPILE _ _ - _ _ ` \ \ / \� �� \ \ \ _ \ \ N. V _ _ J , ��-. �� III SLOPE MATTING; = = = LOCATION _ _ _ = \ '- = \\ \\ \ \ �, WYWY\ YWYWY I I I I \ CD \ \ _ _ \ - _ _ \- \ _ \ \_ _ \ _ _ _ 1\1\I\ _ '_ _ _ = O U 127 0 co I , / SEE BASIN INSETS - _ _ _ _ \ \ _ _ _ _ _\ 1 1 \ li / , r W�WWWW I \ z• \ \ \ _ \ _ _ _ _ _ _ _ _ _ _ _ - _ _ , _ _ ' =_aII ACRESDRAINAGE AREA LABEL Z Q = J\�� , ' �� - .I 1 \_ - -_ - - - - \ \ \ I / / / W�WWWW I \ \ c \ - - - - - - - - - - / _� = / = I- L\ . x - _ _ - _ I = _ _ _ _ - _ _ - _ - - = _ _ o 0 0 o BAFFLE A On o • OP �� / / I = co .. = = = _ _�\_ = .. .. 1 I I WI I // �vWv l I \ \ _ _ _ _ _ _ _ _ _ _ _ - _ vl '_ /_ _ _ _ (11117 (� c \ % ♦ 1• • I / , __ __ _ _ _ = I \' 1 \ \ W W W W WWWWW/WW \ \ \`"� _ ' _ _ _ _ _ _ _ _ _ - \ \ __ - z I- ° ' �'•� I I r - _ - _ _ - \ - I 1 w �\ I / - WWW�WWWWIWW \ \ - - - - - - - - - \ \ / - - z• :\ co 1 I I\, /l� . I 127 10.40 , - __ \ \ 7_____: - - _ \ \ \ \ WW`�• 1 \ / 1 WWWW YWW \ • - - - - - - - - \ - - - -1 I •/ I 1 I' 1 - - - = I I \ \WY.4, .i' , I W vW\v\W} \ WW \ \ _ \_ _ _ _ _ _ _ 7_ _ _ - - _ < z o / / , 5.51 / / = _ _ = _ / \ I W W I - _ W •Y\Y W .' \ \ WW\ /W W _ _ _ •• _ _ _ \ - - - - O / , / / / __ _ _ / = I 1+ I L / - ,4. .� ., • 1 t\\ 4, 3. ., = _ = = = = = .. _ r. _/ _ = = T S _ _ Q p U 3 M / I/ / / J / / / / _ _ :_=== _ I I \ \ W W I / WvY'�•YWW / \ W •Y W W\•Y W •Y _ _ _ _ _ _ 1 - - - - - - z �/ / , // / _ _ _ _ _ _ _=i== =I 4 W 1 / I W W W W W \W W W W W W W W = - _ _ _ _ __ __ _ _ _/ _ _ _ LIMITS O F DISTURBANCE 621 .0 AC/ / / - / , / / _ - _ _ I I 1 \ `�' `Y W V, W W W \ IY �Y W W W\W V� •, •, _ _ \_ _ _ _ _ \ 7 aM / / / J ' / - _ - - 1 =I ` •�. W W I I W W W W W 1 V( W W W W Wt W W =-I _ ` I ~� Z Z U D O / I J \ / / / / /// T. _ �• _ \ - \ = I I \ W WI 1 1. I / W/`144: ,y ., ,,,I 1 �Y W W ,Y W W• 4' / 1 _ _ _ _ _ - - -1 - - -_ .. 7 O 0 / / / / , I / / /. , / I _ - - - _ I \ WW`Y f,Y I I `Y W,Y,yWW,Y,y `Y \ WW,�c •YW,YWWWYW�YWW \ - - - - - _ ` II _ O O O �ON / / , / �, / / / / / ' r r _ _ III t = = l I I \ W IW ) W W W •Y WJW W WtW •Y W `Y • _ _ _ _ _ =I I KEY MAP in O ^~ 0_(h / n // / W •1( WI \ WWWW <Y WWWWWWW = \ �• I //'�� �y ^ ON / ✓ / / / / / / / /. , / \ \ / , \ w ,L / w w w w�o w w w .v W w w w _ _ I / it \ �+ i Z/ , \ \ I \ L W Y- W I / W •Y W/•/ * * W W •Y W •Y * * W W •Y * I _I _ _ _ M = = = = ` OO/ / / / / ' / / \_ lI \ _ \ W W `Y W Q' W W W W •Y W •Y W W W '� •YW _ _ _ _ _ _ GI/ __ __ __ __ .. __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ W W I •Y •Y •Y W W •Y •Y •Y •Y W W •Y `Q __ __ __ __ __ __ _ _ _ __ __ __ __ __ __ I __ 1 _ _I /\ \ \•1' �' 1 I �•Y •Y W •Y •Y •Y •y�•Y •Y W •Y •Y\•Y W I _ I / \ = = \ = = U Y O/ __ __ __ \_ __ _ __ __ __ __ __ __ \ __ __ __ II. __ii __ \ \ \•Y r I \\ I - •Y •Y W •Y •Y W W •Y `Y W •Y `L/`Y I _ __ __ __ __ __ __ Il �_ _ -_ _ _-__ O �_O / / - __ _ _ _ _ _ _\ _ _ _ __ __ __ _ __ __ __ _ W W111 / \ \ W W W W`YWWW WI W W W W •Y �l' W , _ _ _ _ _ _ I _ = = = = 0 /I / _ _ E _ _ _ _ _ __ _ _ __ _ __ __ . __ _ r\ 1 W W W W W W W T T T T T I \ W\ 1 Y Y Y W W Y W Y Y Y//W W Y \ I �� /\j / Z C / / _ _i _ _ __ _1_ _ _ _ _ _ I_ _ _ _ 1_ _ _ _ _ S'F W I 1 \ `�' W W •Y •Y/•Y W •Y •Y W W W W / 1 I I I \\T L- O co w / e1 = _ - - _ _ = WwI WWWWWWWWWW � WWW , I , I 1 I � � - C3. 10 C3. 11 C3. 12 O z _ I= - - - -' - - -_ _ _ `Y, I / `A W W W W W} •Y W •Y W W W W •Y / - - - - I \ BITCH 127A / / _ __ I°_ _ _ _ E _ _ \ \� W , W W W W W W W W W W J/ W W = _ _ _ _ - - - - - - - - I \ 0 \_ _ _ _ _ _ _ _ _ _ _ _ _ \ 4. 1 .v W .v W W W 4/ 3, 3, v W W .v _ _ _ 1_ _ _ _ _ - 1 I I \ \\ \ O 0 � 0lF:' / III _ __ __ __ _ __ I__ __ __ 1 __ __ __1 __ __\_ __ _ (9 ;(°' _ W W W •1, W 4.W W W •1, W •' W JW W , / _ _ _ 1_ _ _ _ _ rx _ I ` \ \ \\ \ Orx / __ _ __ _ _ __ _ _ I_ _ _\ __ __ _ __ __ _ __ __ •y S F W W W W W W W WWW,W1 __ __ __ _ __ __ __ _ �- _ _ _ _ _1 _ I ` \ \\w / / _ __ __ __ __ __ __ __ __ __ __ __ __ __ __ _ __ I W W W •Y W •Y •Y •' W W •Y •Y \ __ __ __ _ __ __ __ __ __ / / \ \ \ \ O/ / 4 / _ ' _ _ _ _ I _ _ _ .. _ _ .. .. _ _ _\.. .. .. .. _ _ / I W\v I SFO W W W W W W W W I _ _ _ _ _ _ _ _I / I \ \ \ \ \ 0 Zi pU /' _ _ - _ _ _ I_ _ _ _ _ _ __ _ _ _ _ _ _ r W ' W W W WWW W W W I _ __ __ _ _ _ _ _ .. _ _ _ _ - ' ` / \ \ ` \ ` \ V3.0I V3.08 V3.0V O I /Y •YW W •Y W •Y •Y •Y /O / / _ _ _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ = 1 W •, ' W W •Y W _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _/ I _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ \-. __ \ SFO \ * n ,,, 11 WW � 4 OP DITCH125B = = = = = = = _ = = = = - - - - - _ I ` -, - POTENTIAL - v / / = = = = = = = = = = = = I = = = = = = \ ' I WW �.. 1 WW1 = = = _ = = = = - ' / SOIL o 1 = = I = = = = = = \= = = = = = = = - _ = W W WN / w __ __ __ \ __ __ __ __ r - - - -// = / I ' - STOCKPILE o I • / _ = R vW _- 0) a a a x x - - - .. - - - -/ - / - .. r/� // L ii �- �3 X ; „._§s LOCATION ._ CD / _ I = = = = = = 1 _ . t \ AWWWWWWy �, � ""= - " _ _ _ _ " _ _ _ _ _ - - - - _ � - °, C3.04-C3.05 C3.06 � 1-6 � 1 I I = = = I = = = = 1= = I=_ = = = 1= = = = - = = \ r 41 \ W� 3, 3, 1 I DITCH 125C = �_ = = = WA WA - = = = i \ ...AA.` (1) g wl I 1 I / \ I < \ \ WWI WWW • �o TS o o -mac - - - - _ - - L./ : I - - / I \ /4 (or a� n u) I I I o / / I I / 1 \ ( I \ 1 W W � 125 /` =_ =_ _ _ -_ _ _ - _ -_ / ( I '''// AHED - __ ., .,. = .. _ _ _ i § 2 _ _ _ _ ' _ _ _ / _ ,_ \ \ _ �- WW�WWWW/���WWW I �� '• ' ^ �\ 125 0.40 - -)- - - - _ _ _ _ /_ _ __ __ _ _ ' i ` = = s �pHgy �pHgy\ \Ni \ �pHgyC3.01C3.02 `C3.03 0- - - - - \ _ E}t _ - _ _ - - \ \ ,_= \ WWWW� W�'W�'WW `' '� `v 23.91 r r r T / /' / / / /_ _ _ _ /I - = _ = = = SLOPE MATTING; zC it ° ° °\ - I- 1al: _ I W W W,ya •Y : : 9 / - - - - - = _ - _ = = - _ I` :------- 1- - - \ WWWWWWWWWWWWWWWW / / / / / (�,\C' / / / / / = = = = = SEE BASIN INSETS oI \4 - - - _ `- - - C 3. 1 1 W W W W W W W W , _ - = = ,__ J , , _ = r _ _ _ _ - \ U E_ \ _I = _ _ _ _ ° I I W W W W W W = 1 - l / / / I / - `-_ = 1 ��_ = r T - SCALE 1"=100' JOB NO. o c Y W W Y W Y I __ = = r - = LI! - \- _ ,\= = MATCHLINEC3.08 - .2 YWWWWWWWIY CDC - - - -_ - - - = _ - _ -`: _ _ = 0 100 200 1= _ _ \ - \ z _ _ _ _ _ _ , / , 46306.001/ r. - - • 1 x \ _ =1 • - •a 1- a a .. .. \ 5r Y 1 •. ' • \ WliWw C i� / _ = = = =/- = = = / c o '� =1 - - /" = 1_ _ - _ _ _ _ `} _ _ _ _ == = = i - - = e = 1- I s W4, 3, UP Try \ 1 = _ _ �, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. m o (13 M _ r.I L' '" . _ ^+ ,.= tE E E ~ = _ _ - \ I / _ - \ \ 1 WWWWWWWWW ,' ' -_ _ , COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3. 11 L GENERAL EROSION AND SEDIMENT CONTROL NOTES: 1. ALL CONSTRUCTION SHALL COMPLY WITH NCDEQ STANDARDS AND ��,\ IA �///� N SPECIFICATIONS. ���L ,.•• •.. / i" 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE ��� . '�FESS/p .!�p CO CO -:= JOB SITE AT ALL TIMES. = :'Q� 9 U U 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD - 022530 w SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ. = 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE PLANS Z DISCREPANCIES IOR O CONSTRUCTION. FAILURE PRIOR TO PROCEEDING WITHO PLOATIFY THE N OR GRADE CHANGESR OF Y �I',f ..'''''..„...„......„.. „ Q w• ,, \\ rINIIIL% I > MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE CONTRACTOR FOR IZ/23/242O O73 ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY. I- 73 5. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. Q - EXISTING UTILITIES SHOWN ARE FROM THE BEST AVAILABLE RECORDS AND 2 \ \ \ \ \ \ \ / / / / //// / �' ` / FROM A SURVEY OF ABOVE GROUND FEATURES. NO WARRANTY IS GIVEN OR E I 1 I 1 \ _ \ \ � - - - \ \ /�% '/ \ \\ \\\ \ \ \ \ I \ ` 1 I /\' \ \ // / / // ' ' 236 / IMPLIED AS TO THE ACCURACY OF THE INFORMATION. ALL EXISTING UTILITIES o / / - - \ 1 - \ I // / 1 ) \�\ \ - - - / / // // / \ - - I- SHOULD BE CONSIDERED APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO o "' / / f / I ( I / \ \ I 1 1 \ 1 \ \I \ I\ \ 28 // ✓ \ \ I\ \ \\ \ \ \ \ \\ \ 'd �`�` COMMENCING ACTIVITY ON SITE. I\ 0 �� W W W W •Y •Y d� •Y .•Y •Y •YI•Y •Y •Y •Y\\•Y •Y •Y / / / / / \ \ \ / / I +c v`Y\Y v v v v v�Y v S v W v v v v v v v O I / / \ 1 l I 1 I I O- /// 1 \ \ \ I I I \ .v .v�r" S• .v .via .v vv•, .v )Y .v/v .v .v v .v \ \ S -390- / / I I �OZ / / / / / _ _ - \ 1 \ \ 7 I I 1 \ \ // \ _ - - - 1/// 1 \ 1 \ \ w w w w\w w w w w]v w •Y/w w .Y wW* * * w` w JI WWWW I N E ) ) 1 / / / / / I G+D 1 I W S F / / �\ / / \ \ \ \ - ) / I I \ I \ \ \ \ 1 1 \ JY-Y \Y .k Y Y Y/ Y Y�c Y Y W - w +� / / / o \ I o OP SFO , / `� / - \ \ \ I `I I \ 1 t I \ ' \ - - - - - ) // \ \ \ \- W Y� Y-� ' Y� Y W W_�` u�t /� _ 6 END OF EACH WORK DAY TO ENSURE NO SOED MENT COLLEDCTS ON THE THE = z ._ Y -- .. w .v v.-.Y 4. Y .Y .Y z .Y I 4. 4. 4. \ 1 v v v_Y-a v v vw v v/Y v v v v _c \ _ - - / / I 1 I I I \ / _ /' \\ - - I \ \ % / - \ \ // //, \ \ \ \ \ 1 \ \ \ 1 1 1 \ W W W W W-d W W • W 4. / /4. W W W ROADWAYS. H o \ r_ - i. - / / \ \ 1 1 I [ \ w w w ✓w w w w y�•w /r w w w Q 304- / / \ \ 1 \ I / / r ' -+�1r --+• � \ ' 'y 7. INSPECT AND PROPERLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL °' w w / -�� ��� / / �� \ I / G. \ \ / ' + \ . \ \ \ \ \ \ \ \ \ v v v v v y v v v v v 0 W To / \ � � - - - - - fi \ \ � �::i :;h .._.._., \ 1 I I \ / \ - 1 Y iY Y Y Y Y Y Y Y Y wU � tv ( _ __ 307.5 __ _ /"'F' I I I \ \ / \-�- \ --r- \ \ \ \ \ \ \ \ ,�. �. , jam.' * , / * * 4. * sy, * MEASURES WEEKLY AND AFTER EVERY RAINFALL EVENT. ce ,- ,- > > �� ` �s�- f / / \ \ 1 I I I 1 \ \ \ \ 1 Y Y Y Y Y v.% Y Y Y Y Y Y Y Q LL CO Z W W I� -�- - _ 1 \ ( I \ / \ \ \ \ \ \ �/ .Y 8. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY TO a U. LU --wit - \ I / \ \ CD 1 DITCH 121B CO\ \ wp M O / -y! \ ` DITCH 122A \ \ ,) \ 3 OA / DITCH 122B / -- I- I 1 \ 1 \ ) ✓\ I \ \ - - \ - r \ \ I I , \ \ \ \ \ W i * * * * * * o rn F p / ( i \ 1 04- - ' I I I I1 \ \ I \ \ \ \ 0 \ 1 1 t / \ \ \ \ \y a = o� F- \ \ \\ s. I 1 I OP CD / / X \ \ I \ %x\ \ \ \ X \ -X/ \ _ X \\ \ 1 I X \ \ \ 1 \ \ \ \ \ \ \ \ \ \ ,Li' W '' 4, 4, �4, 4, . FUTURE CULVERTS SHOWN ARE TO BE PERMITTED SEPARATELY AND ARE NOT u c7 . of a N X / X x X X \ X-�-X\ / X \ \ \ \ I /} 1 "� W W/W \W W W W TO BE CONSTRUCTED UNTIL THE PLACEMENT AND DISTURBANCE HAS BEEN z W a' U O' O' 410w w w w re-1- (n U / - \ \ ` / 3.07 / \ \ \ \ I WW�WWW�.W��W�W A PROVED Y AL APP ICAB E REVIEW G A ENC ES. 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XXX' PROPOSED 1' CONTOUR `- _ / _ _ _ _ _ _ _ / = _ = = �_ 1 r Fsp _ - - =/= - // / / A / �' ��,' / / \ DESIGNED BY W •Y W •Y / .Y .Y W .Y .Y •Y •Y c = \ ---4,--NI, -YW. = = = - _ - = = = - / �-/ / Wv/ W VW VW WVWVWv _ • _ - - - - - - - - - - - - _ / DIT 0 / , /' / ;;r�/ v�-� / / XXX.5 PROPOSED 0.5 CONTOUR �, DOOLEY _ _ _ _ _ _ - I / / / y CULVERT\__ w Y w w ?/ _ _ _ - - - - S _ _ _ _ _ _ _ _ / /' 0.4 ' / �� �- �� CHECKED BY $ .r WWW xW WW - - - - -_/- - - 1- _ _ _ _ r I I -� • ' �j 12O / W'W';- WWWWW w y r _ _ _ _ I A - _ _ _ _ _ _ /_ - - - - / / / / �' //: _f/;w v v w v D _ W •Y •Y •Y' _ _ _ - - - - _ - _ _ _ _ / / l ♦ W Y Y 1 Y W W Sy _ _ R. BAKER \ =\ _ W W W - - - - - - - I / ' -_ - - - .: .. x % x x x 1 } . . : . - - _ .. / / / 1/y .Y .y .Y .Y .Y .Y \ W W W - F. - - - / _ _ I _ _ _ _ / l I I _ TEMP. 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W W W W • L_ 1 \ Y Y Y 1 I �) - _ _ _ - • - - - \- 1? \ - _ \ - \ i w i w y w w i y w y w I * *.� - - - - - r - - - -- - / r1 \ - - =\= - ` / 4,,,,,,,,,,;,,,,,, W Y Y Y W W SF SF SF SILT FENCE \ T\T\ \ \ \ I \ I W vW v*v I 1 I _. / \ l I l / / \ - \ I \ \ \ \' \ \ \ \\ \ \ / '' ' .Y .v .Y .Y .Y .Y .Y \\ I \ \ _ I I ,,YW Y Y 1 \ I ) I I / \ / -' / / / / / �^ \ _ - /l -/l / -I 1 \ \\\ \ \\ \ \ \\\ \ / ' �►1Is1, iW�W� v vWu WWWWWWWWWWWWu SF SF DOUBLE SILT FENCE \ W,y, , I I I - - - - - - - - - / - - - - - - _ ( / I \ \\ \ \ \ \ � \ 1 / //w\.v w * ) w w W .v w .Y B - \\\-\ / ) - I- - - _ _ 1 _ = o = _ _ - / 1 \ \ I1 I uIW vIWW vWWvWWW vWvWWWv 1 ° W WI _ = o _ ) / ) 1 / / WW WW WWWWW vo SILT FENCE OUTLET 1 I \ \ -I \ .yYWWWIII -1 - - - - - - - / - - 1 - - _ OM / l / // / / / ) / / / / / I' l ( 4 Y Y Y Y Y Y Y-\ I IWWyyW Wy' J I / I -\ - - - - - - - - - - - ' - - - _/ - - - - - - - - I / I / / / / / /; ♦ / WWWW WWW \�[ WWW YWWW YYYWW C_ 1 I - I- - - - - - _ _ _ _ _ '- _ _ - _ _ _ _ ___ _ _ - / / TEMP. 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W1/ 1 \ \ \ 1:c.' \ 1 \ _ _ _ / / �= _ __ _ _ _ _ ' / /// / / / / 1 // , �%�f�`F � ��=W�� � WW�WW TS 0 TEMPORARY SEEDING 8°,\ - - \ \ \ •YI \ - -, - / / - 1 - - = = - - - - / / l l W `Y,W W W 1 ti, W W ., W W `Y\ I W ' CD I__ _ _ _ _ _ - _ _ _ _ _ _ / / // / / 1 I W W W W w W W W LOD LIMITS OF DISTURBANCE \ .Y \ uW y W W W W •Y •Y WW .Y •Y •Y N- -_ -_\ \ W \ -_ -_ I-_ 1 _ - J -_/-_ -_ _ _ - - - - / / I l `Y W •Y W •Y W W •Y •Y .YW NO \ \ •Y \ _ 1 _ _ _ _ - / / / / /I W �Y •Y •Y W ' �Y W •YW ' �Y •Y.Y _ I = - /__ / l './ .v /W .v W W W fI .v - .v .� .� ..y.._..y.._ TEMPORARY\= E\ \ \ t W / \- - - - - - ' - I- -1 _ - - - - - - -L. / I / / 1/ / W .1� W W W W 74, WWW 4, V/\ \ _ _ _ _ _ _ _ _ _ _ _ _/ / / / / DIVERSION DITCHL. / - - \ \\ \ \ ''' * 1 1\ \ - - - - - - - \ - -1 I 1 / - I - - , - - - - // ,/ �/ / � /, W�Ww �\v /W, � w� f�WW� � Ti Qc_\ _ \ y \ - 1 _/ _ _ _ _ = a _/ / v `�W �� W W W W W TIME OF CONCENTRATION z 7 m_ _ _ \ \ Y _ I _ _ I = _/ - - = s _ _ - / / �/ / / / i '! y w i w i y w PATH ` `O - - ` \ I /W \ \ \ = - = I C = J E I E - a a - - / W W y W W .y .y •Y •Y W W .y W ULll J _ - * / / \ 1 l , / \ _ - // /// / 1,n W W .Y I� W W •Y W W W W N. 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PIPE 7 ' y 3- 'POTENTIAL � \ �'� Q 5 SLOPE MATTING; _\ \ __ _ _ - I\_ \ SOIL \ \ \ \ \ � \ / -- -' z • 0 - SEE BASIN INSETS _ _ = i =\ = e = -_ _ _ _\ \ STOCKPILE N \ \ \ \\` �y� WyyW yW / f - - - con = _ = _\ _ \_ = = c;, 1\:,1=, 9 = _ i-= _ Q =\ - \ = LOCATION \ SF \ \ \ \ �Y�y�WWW WW YW Y l V�I _ _ - \ _ _ _ _ _ _ '__ _ _ _ ' _ _ = _ _ _ - \ \ \ 1 DITCH 116B I I I r; 1�� 1 WWW I C3. 12 SCALE 1 -100 JOB NO. o o \ _ = v _ I , _ \_ _ _ , \1 \\ \, , I I I I /I ci�yW\WyyW� / MATCH LINE C3.09 0 100' 200' 46306.001 tv N w ... M a = - \ x - = .. - = _ _ ' 1= a _ ) ' 14 ' / ` 1 %� ,...y�W�yW \ _ ' x ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON ° • _ _ ••\• ® 1 Y \Y Y Y SHEET NO. co - - Y\ _ - _ _ _ _ -= \= _ = - ` = =-E _ = 1= - - / '//' ' OPI I �LW�W '') I I COUNTY NCDE AND NCDOT STANDARDS SPECIFICATIONS AND DETAILS - NM _ _ _ _ _ _ _ _ , _ _ _ =1 =1= - / _ _/ 116 0.40 , / , N , Q , , PRELIMINARY NOT RELEASED FOR CONSTRUCTION C3. 12 fr cn - - - \ - \� - - , - - -1- - _ - - - _ f 1 - -I - 1 a =1= - I _ t 7 q� / / / I \, u; 4, 4,-,4, / I I H• E L / / / \ BASIN NAME BASIN 101 BASIN NAME BASIN 102 I I\ ti /� / 4/ •� BASIN NAME BASIN 103 r \ 1 BASIN TYPE SKIMMER BASIN TYPE RISER • . '7 ti BASIN TYPE RISER °? / \ \ TOTAL DRAINAGE AREA 7.60 acres TOTAL DRAINAGE AREA 24.19 acres - ' \ I /"V� -/ TOTAL DRAINAGE AREA 86.43 acres \\\.\.\.�\1.IC�R'''''/ // \ To (TIME OF CONCENTRATION 15 min • / / / / ��4�S'' 5 ,r ��� /`�./ I Tc (TIME OF CONCENTRATION) 15 min / \ / TT (TIME OF CONCENTRATION} 30 min / \ I C VALUE 0.40 / / C VALUE 0.40 \ /� // C VALUE 0.40r�4 Oy99 \. 8 I (10 YEAR STORM) 4.83 in/hr / / // I (10 YEAR STORM) 4.83 in/hr `�oQ\ �/� // 4 • I (10 YEAR STORM) 3.50 in/hr - co 33 / M c//\ . / _ / / / /o° / 022530 ( 11 \ SURFACE AREA CALCULATION: / / .. . --SURFACE AREA CALCULATION: 1 I M' 1 I SURFACE AREA CALCULATION: f -�� - / POTENTIAL SOIL \ - / / / W�.•rW * 'YW W W S 1 I '��% ' GENE�•':4-' / \ Q10 = CIA 15 cfs / W W W W W W W W W W W W W W W W W Q10= CIA 47 cfs / C�1U= CIA 121 cfs ��Ery'/_ F' '• STOCKPILE LOCATION \ W W W W W W W W W W W W W W W WWWWWWWWWWWWW / II ///j9b' •'•'�fG\ ( )_ ( ) - l / WWWWWWWWWWWWWWWWWWWWWWWWW -WWW�WWWWWWWW'YW'YW'YW'YW'YW , ,,,"4.SURFACE AREA (AC) = 435 SF "Q10 (CFS} 0 jS / 4- SURFACE AREA (AC) = 435 SF Q10 (CFS} r /�,r •w••�Q+r\V\((��� SURFACE AREA AC 325 5F Q10 CFS ,l' ' " //'J / * W * WWWW * WWWW * WWW `1�WWWWWWWWWWW -o I i 1 N /I/ III1111`�I, SURFACE AREA REQUIRED 4.772 ft2 ! WWW WWWWW WWW WWW WWW/W WW 4, 4, q, WWW yW yWWW 4, 4, W yWWW 4, .4, yWWWy 2 • / - 1 I - / W W W W W W W W W W W W W W W W W W W \I W W W W W W W W W SURFACE AREA REQUIRED 20,330 ft • / jS CLASS A _ - \1 SURFACE AREA REQUIRED 52,636 ft 1Z/Z p2Q \ 2 / / / W W W W W W W W W W W •1/ W W W W W W W `�' �.'1'W"'W'YW'YW",W'YW",W'YW Z ' DISSIPATER PAD W 12 I SURFACE AREA PROVIDED 8.320 ftW W W W W W W W W W W - W W W W, * * si, * W W W W W W W SURFACE AREA PROVIDED 24.200 ft � - - -- ; - o 11 / SURFACE AREA PROVIDED 54,126 ft 1 / / W W W W W W W W W W W W/W W W W •Z 4 W X 5 L X 18 TH W W W W W W W W W W W W4WWWWWWW WWW W WW W W ''''''',X W W W W 4; W W W / / / ' ' " ' I \ BASIN VOLUME CALCULATION: / W W W W W W W W W W W W BASIN VOLUME CALCULATION: BASIN VOLUME CALCULATION: - / ' - W W W W W W W,W W I 'W W W W ,y` W •11. W W W W W / / // / \ 3 W W WWW.. W 'WW WWW WWWWWWWW k' WW WWWWWWWW '.- WW WW WWWWWW WW 3 35 ' / / / - I) II Yy- I BASIN VOLUME DESIGN = 1,800 ft /acre / W W W W W W W W W W W W , W W W W W W W W W W BASIN VOLUME DESIGN = 1,800 ft3/acre _ - - /, -� �// '�' • BASIN VOLUME DESIGN = 1,600 ft !acre E - W • W W W W W W W W W W W W W W W W W\W W W W W W ,3 / ',S // // -- DEWATERING SOCK / 1 1 1 ^ O / - \ 13.680 �{j / W W W W W W W W W W W W W W W W W W W W W W W •� W / / / / 1 \ \ BASIN VOLUME REQUIRED ft3 W W W W W W W W W W W W W W W W W W W W W W W W W W BASIN VOLUME REQUIRED 43,542 ft - -- - _��� 1 I BASIN VOLUME REQUIRED 40,536 ft3 W WWWW W W �•Y^!' '' W WW W� 'YW 'y'I, 'y'1' 'J, W'yW 'yW 'yW W`'YW'Y.Y'Y•4' ,4''Y.y 'y.L i - - , .• / \ 11 N 0 c \\ BASIN VOLUME PROVIDED 14,420 ft3 4.00,10. _ _ +1," ���` �• W W W W W W W W W W W W\W BASIN VOLUME PROVIDED 44.548 fEj , , - ; / ;302 /SF ` �•:v 1 12 HOPE BASIN VOLUME PROVIDED 102,709 ft3 `,\° \ WWWWWWWWWWWWW\WW _ / ' �'""''''' ` _ , C WW W W WWWWW W WWW •'� INV. - 300 [V TDD 101B _ W _ _ W W W W W W W W W W W WSW _ - - ,304 RIPRAP/LINED ,.-�'"" ,,•3p5 5'""--''•, ����1, I/� 1 � E /TOP OF EMBANKMENT ELEVATION 334-5 ft ���� W W 'YW W'YW W'YW W W W'YW W 'YW" *'",,•W'YW i --- N H Z '- TDD 101A 1� W W W W W W W W W W �7OP OF EMBANKMENT ELEVATION 3D5.5 ft / - - �'i /-F TRANSITION AREA / %��,� w -n \ 11 TOP OF EMBANKMENT ELEVATION 305.5 ft = COIR FIBER \ W W W W S W W W W W W W/W 1,- 3'' 1 EMBANKMENT WIDTH 5 ft CLASS 'A' W W W/W W W W a W W W W W�"Q W EMBANKMENT WIDTH 5 ft 30 0 O 1 I . W Y/W W W W W W W W �Y�W W W I N �, EMBANKMENT WIDTH 10 ft al BAFFLES TYP. OF 3 �� O _______-------......1_,....-------- $P \ o Q 'a, ( ) / EMERGENCY SPILLWAY ELEVATION 333.0 ft - - - - -302 DISSIPATER PADWYWyWYWyWyWyW�YW W WWWyyL W EMERGENCY SPILLWAY ELEVATION 304.0 ft .--3p1 `--- ti EMERGENCY SPILLWAY ELEVATION 304.Q ft o 1u w w JGP • • -IJGP /UC EMERGENCY SPILLWAY WIDTH 15 ft ' 4 ' , ;��TH WWWWWWWWWWWWWWW� W‘'4' " EMERGENCY SPILLWAY WIDTH 50 ft TDD 103B ` 304'" 1 1 EMERGENCY SPILLWAY WIDTH 115 ft LU °C > >`} ` fl / W�WWW�W"* LIMITS OF W ' \ 1 1i. LU a CO z w 33 ' RIPRAP/LINED ,\ _ 33 DEWATERING SOCK y w • y RISER ELEVATION 303.0 ft 1 _ + .,I H \ H RISER ELEVATION 303.0 ft w N •; O o' Ce TRANSITION AREA 3 \ r` BOTTOM ELEVATION 331-0 ft - 04 I W, 'WWW DISTURBANCE WWWW BOTTOM ELEVATION 301.0 ft •!� • 1 "' . • 0 33 11 w W W W W W <:.� . 103 \ BOTTOM ELEVATION 301.0 ft a = �? a cn z CHECK + BASIN DEPTH 2 ft 12i DPE / /W W W W BASIN DEPTH 2 ft o \ BASIN DEPTH 2 ft c� rn ,--1 N DAM (TYP.) • 1Y • �` FLASHBOARD RISER INV. - 299.5' W 4. .1. 4 • W \ \ W z LL' (n °� U CY a II 332 PROVIDE 3 BAFFLES - SEE DETAIL /`��`. �, EMERGENCY W CHECK 1 0 a x w w 101 ) • W W PROVIDE 3 BAFFLES w \ �' Q -0¢ w 0 0 1 11� • SPILLWAY i W PROVIDE 3 BAFFLES LL TDD 102A �� W W W W W W W W W W W W W, W DAM (TYP.) o \ 11 �w o p U U ' • SKIMMER SIZE 2-� Inch 3 W W W W W W W W W W W W W W W W W W W W -P • �.�� 1 \tA 1- 0 Ce ,--1 Z Z CLASS B STONE PAD 1 1 1 \ // OSC` W W W W W W W W W W W W W W W W W W 1 1 N Z BELOW SKIMMER 4'L 1 3 3 J ORIFICE DIAMETER 2 inch r // ��V �j �� W W W W W W W W W W W W W W W W W W W W r 1 O 1 V W W W W W W W W W W W W W W W W W (W W 1 1 �' !' �' _ I H w W ( xi�,_ 3 33 / - 0 •♦ WWWWWWWW WWWWWWWWWWWI • �i� II 1 _ _ _ C a aX 4'WX 1' MIN. TH.) v % ...- 34.5�� DEWATERING TIME 3-25 days N / \ `"' �'''= W W W W W W W W W W W W W W W IWWWW /V I . ♦ 1 z - / 1i:,,.' W W W W W WWWWWWWWWW W W W W W W \ Z L 3-332 / / - - / .� \ FLASHBOARD- 11 �� // L co > SKIMMER- SE DE ' L � (w,, �33 / / /r = - �'' �,� W W W WV ` SILT FENCE STONE I 1 o °; w O O P - - + o • RISER- SEE 334.5 w \ / / / 0 30 SILT FENCE STONE .-1ce X X 47X - X- X / X- X / X o r X X- - / 4 `- -- 1 / __-. W OUTLET TYP. H \ cn _ \ c,� ` - (TYP.) • • DETAIL �, -nl 1n rn • / W OUTLET TYP. > > � DEWATERING SOCK �=333 \ / / �/ _ \ - A. � 05� SILT FENCE YWYWYWYWYWYfr'�W'YW 1 (TYP.) w w W EMERGENCY / / / _ \ t* W WWW/WWWWW - / �,, 304 I 1 1,I ._ M ~ ce cc SILT FENCE '" W • , SPILLWAY / // / // / RIPRAP/LINED 307\30 � . \ WETLANDS �IVWyWyWy / ./ , , _� EMERGENCY / / g� /o / / / TRANSITION AREA '- 3- �� YWWWW • vW • / - • ��, SPILLWAY �_/ V' ` / / / Q/ / / . / WYWWW WW 0�� I , q _ •• / w 1 J N /=/ \ /o� / /_ \ • WWWWWW / + / / _ 3OY - - ' - - / \ O 1 IY� Y� Y� O 4" PVC / / // \ / // � -\ - - 1 10� _ JOWWWWWW xs WWW / / / / 1 1 Y� Y� Y�/ INV. = 330.2' / / / / // / �/ _ - ` W W�WWWWWWW / / • COIR FIBER t \f3` 1 m m M 1• • \ 1 / / / / _ - _ \KOc 3 �� �W W W W W • / / \OBAFFLES (TYP. OF 3) 1 I O26i - / / / // \ ((� OS\30 W W W W W D� V• Y� Y� Y�\ a a / /1 \TLLI NJ NJ 1 v� / /3 I r / //� J _ 3�30� n nnn n n o r �33$ WWWWWWWW �\ I 'n 1 IY� Y� Y�1 / / / / // WWWWWWW •• • • • RIPRAP/LINED \ • SILT 1 / i E '-'-' 00/ ' // / / " r/ �W W \ TRANSITION AREA \\ FENCE v / / / / (/' / :'�// WWW WW WW/\ _ •.. vV A \ 1 I = = = Z Q Lf) (�/ • • ]Q (� �(��(( InD k /�, ) \ \ \\ OO • \ N N/ // // OC.` J // WW'yW'yW sfr/ 'yam _� \ \ /+///,///. \ U 0 / / / / / Q/ / WETLANDS / // / / W WWG W WI Wv \ // \ \ `•;`OO III 1 IN I / / O ,-I ,-I / / / O�/ /r W W W W W.log V� 1 \ // \ \ `� 1 I / LIMITS OF / / • W W W ,�/ _ / - j 11 / DATE / / 1 / / / / r // W W W W W W/W�s/ y = _ - \ CHECK TDD 102B / // - \ \ \\ \ I 1 1 DISTURBANCE / / //// W lc W .�J�/'�'r./ W W _ _ / RIPRAP/LINED 1 I \1 - - > V- / I / / / // // r W y W W yW�Y / �W W y - \ -\ - \ DAM TYP. / 1 \ `\ 1 J �1• r / W W W W W//W ul"W�',c W1 ( ) / ' • TRANSITION AREA , / 1 / g 09/24/2020 CLASS 'A' // r ` / / //// W W W W W W W/ >G W W \� \ \ \ OO `., 1 N - SILT FENCE STONE , / / / _ / /r / W �y W W,'r/ y' 4� W _ _ \ 06 -^ �- - -r o �C W W •L✓•Y W W D RAW N BY �. 1 DISSIPATER PAD �.;; OUTLET (TYP.) / / / / / _ //// WYW W W�Y q W \ \I \\�'. \ \3 1 Hy'r' } �{� 9 COIR FIBER \ \ - -306 1 II �/ = A• MAY - 4'W X 5'L X 18"TH / // �0 $ /l / ,," WWWW'Y•LW /'f6i W'YW \ - - \ \ 30 \ • "':, ��, / / / / / - / // RD/ W'yW'YW W z:/c4.W/W/W �� \ \ ca _� BAFFLES (TYP. OF 3) o6- \ \ \ �� / r / / // / r'/ //M Wv4.4.si,*;W4 )•L ..7/ (. 'Y�y - -\ \ v' \ \ \ TDD 103A •• F / = DESIGNED BY 28\ \ v \ / // �/ ` 32V / r/ /r / 4 /// 1\V ///WWWW WWWW�S/Wjyv/`-d/y \� \1 =\ \\ \\ J POTENTIAL SOIL \ \ \ \ • // - _ • J. DOOLEY / _ 0\) / / // / 3 r / WrW y W yWW�y W/CWyW/ / r / ' '- \ \ \ STOCKPILE LOCATION \\ \ POTENTIAL SOIL / • /s /� / � YWWWW�Y / _ \\ STOCKPILE LOCATION I / - - • CHECKED BY / / / / / // W/W W W W W/W rr / \ \ \\ / "'WWW',, 4, 4,W"'+VWW4, - (^� BASIN NAME BASIN 104 / - - - - = BASIN NAME 6ASIN 105 _ _//_ BA51N NAME BASIN 106 • 0 R. BAKER W W W W W •yWWWW V _ //�. _ _ W'yW'YW'yW'wYW/ W W J ` BASIN TYPE RISER // / = T BASIN TYPE RISER = _ _ _ _ _ _ _ - /L = _ _ _ _ _ = BASIN TYPE RISER • SCALE W"'WWW* Wsi, * ,'• / / TOTAL DRAINAGE AREA 44.53 acres \/ / _ - _ - _ - TOTAL DRAINAGE AREA 18.50 acres = _ _ _ _ _ _ _ _ _ _ _ _ _ _ = TOTAL DRAINAGE AREA 21.65 acres AS SHOWN W/W/ci,W�WW WW'YW // Tc (TIME OF CONCENTRATION) 30 min ) , / ` _ _ = To (TIME OF CONCENTRATION) 15 min = _ _ _ _ _ _ / T = _ _ _ _ _ _ _ = Tc (TIME OF CONCENTRATION) 15 min 410 WW'yW'YW* *W* oIk • ••• ``,,. - -- - -- C VALUE 0.40 / _ _ = C VALUE 0.40 /' C VALUE 0-40 • 'YW'YW'Y W'YW'Y W'Y / , WETLANDS / -3 ',�; --- - ----- -3�3-I (10 YEAR STORM) 3.50 inihr _ _ = I (10 YEAR STORM) 4.83 in/hr - - - - -/ - - - - I (10 YEAR STORM) 4.83 in/hr WWWWWWWWWW / / /. '�. - - --- / OO • ******** / 298.SURFACE AREA CALCULATION; / CQ _ _ = 5URFACE AREA CALCULATION: - - - - - - - - - - - - - = = _/ SURFACE AREA CALCULATION: � •4, 4, 'Y l / / / ; / Q10= CIA 62 cfs J = _ = a10 = CIA 36 cfs = T _ _ _ _ _ _ _ _ _ _ _ _ _ _ = Q 10= CIA 42 cfs W // , / f • SURFACE AREA (AC)= 435 SF*Q10(CFS) / 1 1 1 SURFACE AREA (AC) = 435 SF" Q10 (CFS) 1 _ _ _ _ _ _ _ _ _ _ _ SURFACE AREA (AC) = 435 SF* 010 (CFS) // I' I N 105OM . SURFACE AREA REQUIRE❑ 27,119 ft� 30 = _ /- - SURFACE AREA REQUIRED 15.548 ft2 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ± SURFACE AREA REQUIRED 18,195 ft2 / / o�; • SURFACE AREA PROVIDED 43,200 ft2 - _ = 5URFACE AREA PROVIDE❑ 16,650 ft� _ _ _ SURFACE AREA PROVIDED 23,612 ft2 - - - - - - - - - - - - - - - - _ / / l I BASIN VOLUMI:CALCUL�ITION: _ _ = BA51N VOLUME CALCULATION: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ �_ BASIN VOLUME CALCULATION: // ;' !_- BASIN VOLUME DESIGN = 1,800 ft3/acre / _ _ = BASIN VOLUME DESIGN = 1,800 ft3/acre = _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ = BASIN VOLUME DESIGN = 1,800 ft3/acre � 298 / _ _ _ - - - - - - - - - - - - - - - - - _/ - - - - 301 BASIN VOLUME REQUIRED 80.154 ft3 / _ _ = BASIN VOLUME REQUIRE❑ 33,300 ft- - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ` - BASIN VOLUME REQUIRED 38,970 ft3 I __`BASIN VOLUME PROVIDE❑ 81,048 ft3 // Q/ _ _ = BASIN VOLUME PROVIDE❑ 42.867 ft3 - • _� / BASIN VOLUME PROVIDE❑ 42,980 ft3 /// ��� ��_ I �3pf�TOP OF EMBANKMENT ELEVATION 3D2.5 ft - _ = TOP OF EMBANKMENT ELEVATION 303.5 ft / _��- / TOP OF EMBANKMENT ELEVATION 2913.5 ft / _ Q S !) \ EMBANKMENT WIDTH 5 ft POTENTIAL SOIL = EMBANKMENT WIDTH 5 ft EMBANKMENT WIDTH 10 ft fy /I F\ - \- - S\ EMERGENCY SPILLWAY ELEVATION 301.0 ft STOCKPILE LOCATION - EMERGENCY SPILLWAY ELEVATION 302.0 ft EMERGENCY SPILLWAY ELEVATION 297.0 ft Z0 Q / - 5� �� EMERGENCY SPILLWAY WIDTH 75 ft - - EMERGENCY SPILLWAY WIDTH 35 ft / EMERGENCY SPILLWAY WIDTH 40 ft l0 Q T SF / '� _� • RISER ELEVATION 300.0 ft \_ _ = RISER ELEVATION 301.0 ft / RISER <C c a , _ _ _ - ELEVATION 296.0 ft / SF L _ - / - _ _ / / BOTTOM ELEVATION 294.0 ft U w a o F - - _ - _ BOTTOM ELEVATION 298,0 ft • . _ _ -BOTTOM ELEVATION 298.0 ft LIMITS OF \_` _BASIN DEPTH 2 ft / T BASIN DEPTH 3 ft \ \ - - _ / / S�BASIN DEPTH 2 ft Og 0 , ^ p W DISTURBANCE - ( 1 \ • • M PROVIDE 3 BAFFLES Q TDD 105B / • • PROVIDE 3 BAFFLES / / / - - /� - 'PROVIDE 3 BAFFLES a U i--i o SKIMMER SIZE 5 inch �� / / I z `�o \ TDD 104B \ ORIFICE DIAMETER 4 inch \ CHECK / - - - I ��� \\ '�S- - / /' 2 F CLASS I I LL = F o DISSIPATER PAD , 0 U) Q T \ RIPRAP/LINED \ \ / 1 \ 2g ,•,..",,, ° 1 DEWATERING TIME 3.76 days DAM (TYP.) `''�- ) 4'W X 5'L X 18"TH • 0 ° CQ �T ' ' CHECK TRANSITION AREA W �S �,,� Z z J �_ DAM (TYP.) S,r \ �• __ _ _ YW WYWYW � �y •//1 - '��YF ! I 1 m L W W W W W \ 1 /o0(• /11' -30 _ LW Wz . �W \ � / - 4CY _ SILT FENCE ' t _ ° 301 , _ W , W W W W W S /� / U C WWWWWW W J / / 12" HOPE • t--I ,�/ I ii' 300 302.5 //TDD 105A `•`'- _ _ __ - • W W W W W W W W W \ 2g c -- ,`` - , gA / Zg6- _ /SF �� F INV. = 293.5 ��; J L.L ? 1- 1 0 �!. ,^5 L W W W W W W W W W W W \� 2 ��� '2 98 298 • 301 - - .. - 30Z \ L YW YW yW YW yW YW YW YW YW yW YW� / / " - / --- ,, .' I��' < < 8 v) Zi L7 L7 its E�EWATERINC ' / • I _• --,-, L W W W W W W W W W W W WW W - ' / \ ,.,,• ,• N' \` O �+ • W W W W W W W W W ,, W W \ \ // c v RIPRAP/LINED / No SOCK ; ; -t,s1 �� COIR FIBER / W W W W W W W W W W W W W�W / ' SILT FENCE STONE / S�O 9 ,, '- � •:A�I� C°rn z J Z ° a N \ TRANSITION AREA co I l ; cc / WW WW W WW W WW WW ,�(� - �� , O W W W W W W W W W W W W W OUTLET (TYP.) ---------- -------- Yin -° 0 0 1 0� BAFFLES (TYP. OF 3) o ,, W W W W W W W W W W W W W W1 " _ WWWWWWW WWWWW W .Y�N COIR FIBER 0 12 HOPE '/� I o `� 105 ? - _ I W W W W W W W W W W W W W Y Y I 294 296 2g8'S 1_ ° • Q N BAFFLES (TYP. OF 3) o o -' `� INV. = 297' j �; `'� ;o /�5 W W W W W W W W W W W W W W 1(�/ \I \ / S� ,„ -/ V) k (n Y W W W W W W W W W W W W W W W J �, ♦i1 tJ '' " ci±::, , - /Lli/ Za o I 301 r�' o / '7 EMERGENCY _ ���S J WWWWWWWWWWWWWWW \ \ _ / % �,, - 6 r Z 5CWL W W W W W W W W W W W W W W W ♦ 1' Q / O / / , �' SPILLWAY W W Ve'_•Y W- W W W W W W W W W W W W W W W \ \ / ��, + ' 1 < • J / Q 3 V W W W W W W J I _ $ 1 U - �=• .. /W W/W W W W W W W W W W \ \ �S L"'WWW WETLANDS W W W W �� �� / / �' ' / T 1 / ' • • I I�I�I�I��- _ W'yG W W'yW'y W'yW'yW W J �Y W •W W W W W W W W W W W W W W Y. - ' , j - - '' / o o n FLASHBOARD / / 0 I I "E') o i \ RISER- \ EMERGENCY 0 '- W y✓ W W W/W�.Y W W •�' m- W \ W W _ - _ Y W W W / V �` �� . . . . . . . . . . 1 ° _ 1•00 104 ►,. I I I I I I• I I- ' ., W W W W W W W W W W W / 1 ( T _ o \ SEE DETAIL n JV \ W W •W W W W W W W W W W- , ! , 1 1 > ��' SPILLWAY /, Vv . 298 W `L W W W'�W W W W W W W W W VI' gS W W W W W W W W W W W / / i FLASHBOARD 1 ' �'. iii c W N \ : (' / - • ' W/Y W W .1�W W W W W W W W W W W W� `Z W W W W W .I• W ., .V .I• / (� EMERGENCY , I 2 Q O I--I c ° ,� / • - • �' 4,./4, W W W W W W W W W W W W W W W W�' ( W W W W / ✓" , 1 �` H O Q (13 to rn o / �.';. // - -_ _ 301 `' ,+ • •t i • •�'• , W W �W W W W W W W W W W W W W W\ v. W W W LIMITS OF - 4 2O. SPILLWAY RISER- SEE DETAIL I I DEWATERING /' CLASS 'A' W W W W d W W W W W W W W W W W W W W W W W W W �'- 1 d 0 11,4 I I I I �` 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 -° O , / / _ - - -`-' 3p W WW W W W W W W W W W W W W W W W L W W W DISTURBANCE 2°� 1 SOCK '" 2 ��,,� - - 2 `245t.��� W ,,,•,' W W W W W ,fr...W W W W W W ,,,•''W W W W W W ..,,,,,,,,,,,,,,,,,,fr.,,,,' W W W W W O OLZ� 0 ,/'/ DISSIPATER PAD / ---_ _�' -_ •.yy �W .,, W W W W W W W W W W W W W W W ,, W W W\((W'' / L W W W W W W/ 1 r' O 71- 1 �.,� 4'W X 5'L X 18"TH / 1 - 30/-- -Al ( .L/W W W/W W W W W W W W W * W W W W W W W W W W W`W W W W W W ,, W/ SF - I i I I I I N [Y O 1 W W W W W W W W W W W W W W W W W W W W W W W W W W Q� W ('7 RIPRAP/LINED \ ,, %M W W W W W W W W W W W W W W W W 4\ 1, W W W W W / O O O O O O O O O O O O O O O O O ' I Z N TRANSITION AREA \ / 11,„,, 41: - _ _ 1 I I 0 m V 301 / L - FLASHBOARD RISER - , / .dW .yV WWWWWWWWWWWWWWWWW \ , - I I EQ- U •4 298 ' \ M W W W LIMITS OF W W W W W W W W W W W W W W W W �v / / ♦ - ', I I I II 1.1 O \ W W W W W W W W W W W W W W W W W a,ti \ // / ;' COIR FIBER RIPRAP/LINED ''1 DISTURBANCE TRANSITION AREA O ;'„ 300 f I// / _ d-S_ - SEE DETAIL , WWWW/w*%"*"*"W Wv-W-vWv-WWWWWWWWWWWWWWWWWWWWWWWWWWWWWW WWWW / / / , ( ) I I I I -\ �i'�Y �C YP. OF - \ SILT FENCE BAFFLES T 3 1 1- 302.5 12 HOPE WWWW IIM . 1 1 / - " .t• W * W W W W W W W W W W W W W W W W W W W W W W W W W W . // / / 294 1 1 I II / 14. O -WWWWWW WWWWWWWWWWW WWW WWW WV - 1 / �F C'! / 1 -- W/WWWWET S W WWW W .1W WWWWWW .1W W // // / 296 p _ I II :•' 2Q ' , C_ __- _ ' I - WWW WW WLAND- WW W WW WW WW W W WW / 298 1I I �., _ N °O� \ • \ y _ -�5 INV. - 297.5 I •� WWW W W _�SyWWWWWWWW W // / I1CO I O - oC. ,per 301 O0� 4 _ _ 1/ W /r W W W W W W W W W W W W W W- // // 1 N I I • r 0 _ '� I F _ _ - J �W W W W• W W W W W W . . . . . . .• W / // , HECK ' ' co I I I j 0- ,i \ // / - - DEWATERING SOCK 4 I I 1 _v \ SILT FENCE / / - - - _ _ _ _ _ _300 W W W W W W W // / TDD 106A DAM (TYP.) I I °N- N +- W W W W W W , 1 I I 1 1 Y TDD 104D GP \ I / I W W W W� W WWWWW WWW 4, 4, •WWW •WWWWWWWWWW / / �() 1 I I 1 0 1-6 TDD 104A \ W W W W W W W 4, */ / / - �y i i �� �• i i i y 1 I 1 1 X 0 1 SILT FENCE STONE / o S - ,�,_ W W " W W W W W W W W W W W W 1 1 / M SILT FENCE STONE S- W W W W W W " . W W W / F _�- •-300= _ _ _ _ _ _ = TDD 106B N I lI I °' '°- Qi `''o I OUTLET (TYP.) / CLASS 'A' ,� W •W W W W / S _ J� - - - - I . II II r 2 W W W W W W W W W W W W W 1 1 N U / \ OUTLET (TYP.) - - -298- / - - - - - - - - - I I � N� � I VGP� / 1 DISSIPATER PAD - \ // / /( ' m/ • 1 \ 4'W X 5'L X 18"TH \ LOD�y/ / / / ,ri I 1JY/ /UC,o \- �Sn \ // // ` /y - / - - - - - - - - - - - - - �� - (1 11 02 N O M Q IIO z JOB NO.SCALE 1 =50' O to .O CI0 50' 100' j 46306.001 N mg ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. m o COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3. 13 COM �_ // / - //1 I V / BASIN NAME BASIN 107 / / I� - , - - • \ _ \ BASIN NAME BASIN 108 • • / - - / S� \I / / BASIN TYPE RISER / I \ - - - / \ BASIN TYPE RISER / \ I\ I/ I TOTAL DRAINAGE AREA 38.01 acres / / / \ - / \\ TDD 108C TOTAL DRAINAGE AREA 76.87 acres \\\\\�Ilt1CAR////i/i I \ / I / Tc (TIME OF CONCENTRATION) 15 min / / Tc (TIME OF CONCENTRATION) 15 min `\`\��1�! "' •�(/ ,/„ I 1 I �� � rG55/ •• � �i p * \ C VALUE 0.40 _ 4 4, 9 1�p LIMITS OF // \ C VALUE 0.40 * * * 1 _ 4 0 '. • / DISTURBANCE - - - / / I (10 YEAR STORM) 4.83 in/hr "'y'1'y'1'y1y1y y* NY / \I /.-.........._//TDD 108D (10 YEAR STORM) 4.83 in/hr / I Q�253Q1 !/ / / ***WWWWWWW**WWWWWWW O / /'I / / SURFACE AREAC4LCULATION♦ WWWWWWWWWWWWWWWWWWW \ / / SURFACEAREACALCULATION: �I'l�f� �OINE� ��10 / I s W W W W W W W W W W W W W Q10- CIA149 Cf5 ' �'•:`:` / / Q10 - CIA 73cfS W W W W W W W W W W W W W ' \ / rSILT FENCE STONE - W W W W W W W W W W W W W W WV - �/ .�\1 I OUTLET TYP. \\ / / ' SURFACE AREA (AC)= 435 SF'Q10 (CFS) WWWW W WWWWWWWWWWW \ / �� SURFACE AREA AC 435 SF'Q10 CFS r///ri �RO .P+4�\��I * W * W * W * * W * W * * * * W I / ///I!IIIII\1 \ / x WW * W * WW W W WW * WW WW W\ / SURFACE AREA REQUIRE❑ 31,944 ft W W W WW WW WW WWW WW WW I CHECK / [i W SURFACE AREA REQUIRED 64,603 ft2 I _ / 1 / W W W W W W W W W W W W WWWWWWWW WWWW WWWWWWWWWW WWW I ^\ DAM (TYP.) I 12 Z o OI I / SURFACE AREA PROVIDED 33,721 ft W WWWWWW * * * * \ / (,.) I ,, SURFACE AREA PROVIDED 78,308 ft� I SILT FENCE W W W W W W W W W W W / \ , BASIN VOLUMECALCULATION: . . . .. . . . .. W BASIN VOLUME CALCULATION: 0 * * * WWWWWWW / 1 I RIPRAP/LINED N � W * W W , W , W W W � � , / 3 SF * WWWWWWW / I TRANSITION AREA I3 Zg6 - \ \ - - BASIN VOLUME DESIGN = 1,800 ft !acre \[ .,. W*WWW*W*W*W / �Op \ W BASIN VOLUME DESIGN = 1,800 ft /acre E \ BASIN VOLUME REQUIRE❑ 30,618 ft3 ` **WW*** \ \ \ ---� W BASIN VOLUME REQUIRED 138,366 ft3 ^ o CLASS 'A' W ;*,_-__.. 4:1 o DISSIPATER PAD -2g8' - BASIN VOLUME PROVIDE❑ 62,649 ft; // I / „ W BASIN VOLUME PROVIDED 147.955 ft3 N o 4'W . 1 8" - - / I „ (.I E ���� / \ POTENTIAL SOIL WI i�� �- DEWATERING SOC - _ - - TOP OF EMBANKMENT ELEVATION 299.5 ft / \ '" " '� .14 TOP OF EMBANKMENT ELEVATION 293.0 ft = z +' � � STOCKPILE LOCATION / I 1;; ;; W W O _ / EMBANKMENT WIDTH 10 ft / \ r - III II • W EMBANKMENT WIDTH 5 ft I- a, 12" HDPE / / / EMERGENCY SPILLWAY ELEVATION 298.0 ft \ !/ \ / _ / II * W EMERGENCY SPILLWAY ELEVATION 291.5 ft o �' w w_ ii ii * W 0 W To II INV. = 294.5' g8' EMERGENCY SPILLWAY WIDTH 70 ft 1 / • %% %% *WWW EMERGENCY SPILLWAY WIDTH 150 ft ce , > > ,.� FLASHBOARD RISER _ -'2 RISER ELEVATION 297.0 ft �_ \ I / *WWWW w O O • z W W /,,, I „ 0 yy RISER ELEVATION 290.5 ff a LL N 00O °'- SEE DETAIL / / BOTTOM ELEVATION 295.0 ft ) \ _ I / %�O<;;'- / W*WWWBOTTOM ELEVATION 288.5 ftrn _ ; a- BASIN DEPTH Z ft TDD 108B TDD 108E N/ 3',-- ' // -299 I \ rL°' `L°'- �, , ;; / WW.Y WW BASIN DEPTH 2 ft z W . a N �; . * * () U W O' 2g8' 5- - ;2`5 DEWATERING SOCK '� ���W W a ¢ cn 0 0 /',, PROVIDE 3 BAFFLES I (lG ��� %,o`'� vp] yyy1yW PROVIDE 3 E4AFFLES I Q ,� w 1'�� , _ COIR FIBER I . (�; N W W W W W W W W W W W W W W W W •W •W W •W •W W •W •W •W •W •W �Y •W 0 0 i� -/- _ I / ♦ , A -V -1'� * W W W W * W * W W W W * W W W * W W W W * W * W W W W W �--, z z BAFFLES (TYP. OF 3) _ � '��/, ' �W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W\ N Z :, . I ♦ • ♦ , �('� , W W W W W W W W W W W W W W W W W W W W W W W W W W W W W'1 W 4 O LL ce / \ / ,/Pt•i 9'• ,' •:� �W*W*WWW*W*W*W*W*W*W*W*W*W*W*W*W*W*W*W*W*W*W*W*W*W*WWW'1, .1, '1, = c • f- d W 0) \ 1 \ \ ♦ • Vg / / W W W W W W * W W * W * W * W W * W W W * W W *,frW W W * W W W W\ ~ .- '- a __-------` y` V MIS Y ♦ 2gS-29 29g•5 / I i ♦ , ' (4''j' WI W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W\ ~ > z 0 11 ----__- I \ �/'1 -- -' • / ,,,,,/�•,� I ` /W W W W W W W W W * W W W W W W W W W W W W W W W W W W W W�W W O LU 0 1%.1 ♦ - ♦ ♦/ ♦ <8 ,/,': ,i 'V, 7 •• •'• •'• •'• •'• •'• •'• •'• •'• W * * * * W * * * * * * * * W W * W * * * * *` r1 1-1 t;k EMERGENCY op \ '> CLASS 'A' i * * * W * * * * * * * * * * * * * * W * w * * Ln .-1 � � (`\/ ♦/ • Q�•/ % W W W W W W W /Y '!_W-W-W-W - W W •�•. Vi W W l.(1 CI _, 5 5 7 ' • " ' ` DISSIPATER PAD W W W W W W W W W W W W W sr,-W-HST IG W W W W W J > > '11/ SPILLWAY ♦ 1O1 \ �- ♦ ♦ / ♦ y j�� �� W` W W W W W .W. Wrb-'-��'W 'W� W W W W W W W W� �J,J �W/ W l'i - I • \ �4 12" HDPE I % %% WWW W• *W**W * . W WWW* W W W W WWWWWWW W W W WWWWWW\ 1- d' ce 298 `t _ RIPRAP/LINED _ W W 4 W X 5 L X 18 TH W W W W W W W W W W W W W W W 1W� W W W INV. - 288.25 * . , W * W Q W * W W * W * W W W W W WWI* W W • ' I TRANSITION AREA j',-' ! / 11' / - _ 4 * * 1 1 • • I , , ♦ ♦ ♦ / /� ill y y LIMITS OF V - 4' *y'1'y*y'1'y*y'1'y�'y*y'1'y*y'1'y'yy'1'a.*y*y'1'� j ♦ • � , \ I %`', / W W - W W W W W W W W W W W W W W W • I \ DISTURBANCE - * * W * * * W * ce // W W W W W W - " W W W W W Nk I „ ,/ W / W W W `WETLANDS *W * \ \ 0 % i%% %% W/ O * W W ♦ SILT FENCE / O _ _ _ W W o 1 \ I i'i i ,/ e / \I W W W W W W W W W W W ,1 W •1 W W PIIP'. * 1 , ,/ ,� W W W W W �W W W W W W W W W W W W W W W W` t / / o �! o • FLASHBOARD /„ S * * W W * C / \ `l(* * * * * W * * * * * W W * * N$1,, I 1 1 7."" I%,%/ *WWWWWW-..-- / O iY LWWWWWWW •�WWWA WWWWWWWWWWWWWWW D 11 N t • �p3 TDD i't 07B 11 rn `e o 0 bi RISER- / �% ��'� '%�% - WWI� � // �O $F k W 1L L Ce - W W\WSW*WWW*W*W*W*W\ • N co' SEE DETAIL _ - 11 / I I N 0 / j %�% %% / /� - _ - SF OD \ \ W *WWWW*WWWW\ I- � •D W W W O O ' / A/ I TDD 108E 0 0 ;::� :, / - - sr Sfr� \ ,,,,,,,..c.c.,,,' o , ' \ • 1 • CI //I./ O \ WWV7-WIli LU W NC'Nj N / / U 0 11 ; 1, �cg) /I EMERGENCY S // / F �� / .� \ - - - - - z ,-I ,-I COIR FIBER J I :' '. / S • a -- a M a n a n a M M I N /: 0 o SPILLWAY -sr' i - - - - - - - - - - - - o cc.i co f BAFFLES (TYP. OF 3) I . '% ,.;��, (!� DATE I •• 7 \ ,„,„ / • , • m m m m m m m m m m m gm • =�jp \ I o 0 0 0 0 "'� / /iv D RAW N BY / = m = = = = = m = = = m 1. / ; S / . F m m m m m m m r. m m m m A. MAY 1 11 tt • RIPRAP/LINED •I / \ \ ; , • :7';' •• / SII I 1 TRANSITION AREA \ /\ / 1 \ �; ,4s;i'� / .. m = = = = = m = = = m DESIGNED BY o 0 0 0 0 0 „%.• •- SILT FENCE STONE\� / IPOTENTIAL SOIL d 111 • • 19 /I•,•� // • J. DOOLEY 1 .V 5, / F OUTLET (TYP.)\\ \11 U DAM (TYP.)N STOCKPILE LOCATION CHECK I IINI 1 o 0 0 0 0 >' ;.,/•�•' �.// �_ =_ =_ =_ =_ =_ =_ =_ =_ =_ • \11� 111 \ TDD 107A O '' / / / /i - / - • CHECKED BY f - - - - - - - - - \ I I 1 I :' ,' / / = - = = = = = - = = = - / \ • R. BAKER - / _ _ _ ti - = BASIN NAME I BASIN 109 11 1I!I I 108 / / pim i - / - 0 / / -/'- - - - - - \ - - - BASIN TYPE RISER l i ' • ••, •• / // / / = = _ _ --=Noll ' _- = = = = = = \ • SCALE -/- - - - - -_ - - - TOTAL DRAINAGE AREA 33.91 acres \ I o' I• / • /'%' `' /_ _ - _ _ _ /L _ \ I ~ - - 1 N ' 4�' ,; // .\ �' AS SHOWN /_ - J - - - - - - Tc (TIME OF CONCENTRATION) 30 min I I p /r;' / = m = = = = = m = = = m / = m = = = = = m = = = m �/ z - ' / m - - - `C VALUE 0.40 \ / i _ - - i (10 YEAR STORM) 3.50 in/hr \ J CO, / p• / = m = = = = = m = -.. = -me /- - / -/ - - - - - - - - - 1 Qj� :/ / // / / s i �� - / _ / / _ - 94 - _ - - - \ \' (`I � `� (Li/ / .i _ _ _ _ _ _� _ _ _ _ _ _ \ -2 /- - - - - -- - - - \ - - - SURFACEAREACALCULATION: ;/; / /' / / . = . . = = . . . . . . \ ' _/ - -' � � _ _ _ _ _ _ - =- �. ,_ - Q 10 = CIA 47 cfs N I •/ /' ; ' f / / / SF / / ' . - -/ - -_ _ - - - - - - SURFACE AREA AC = 435 SF Q10 CFS /, - / - - - - - - - m - m m - 0- RIPRAP/LINED 1 /' _ /�' _ -_ - / =_ - - - - 2 TRANSITION AREA 1 :../.,,,,,,,,'� ; / - / / / = = = = = _ o- = = = = = \ = \ - - SURFACE AREA REQUIRED 20,651 ft 4 / / /� _ - � OM .� _ - _ � - - � -SURFACE AREA PROVIDED 25,167 ft ,'%; //' � / i - � � � � � � � � � � � �, \ �� Z �1 . i , flog / = = = = = = = = = = = =\ -° - - - - - - - - - - BASIN VOLUME CALCULATION: ..." .0/ / /,/,' ,,',/ s / /(- / _o /_/ -/- - - - - - = \ - - BASIN VOLUME DESIGN = 1- - - ,800 ft3/acre •�� _-- '� /�/ `¢, // / /= m = = = = = m = = = m I °' / 4 Z - - - - - _ - - ry --- :/ / / / / - - - - - - -/ - - - - - - / / . _ /- _ - _- 111 = _ - _ -BASIN VOLUME REQUIRED 59,598 ft3 TDD 108A- ,,-:, „ / _ o \ ID c D _ _ 3 / - S / s /er - - / / _ _ _ _ _ _ _ _ _ _ _ _ - / T /-r -1- /T T T T T �. BASIN VOLUME PROVIDED 65,856 ft ri;, �// /. / S� / \ / / _ _! a) ' / �� / /':' 283 � / / / / / o / / - / / 1 280- - - - - 2c96 TOP OF EMBANKMENT ELEVATION 284.0 ft • ,/ 4/ �/ • / - - ' I/ // / o 0 0 0 0 EMBANKMENT WIDTH 10 ft / / . // F / / �S / / / / / N z / Lf") // I I 280 _ _EMERGENCY SPILLWAY ELEVATION 282.5 ft / / / / / WW` 0 Sc 283 _ EMERGENCY SPILLWAY WIDTH 50 ft f� 3 E, - - - - - - - - - - - - - - - / / I (15 •1 * l0 G/\'' 5 '1, �. M I \ I/� •/' / / I///� I�g�- -/ WWWWW� / r r1 RISER ELEVATION 281.5 ft / - _ - - - - - - - - - f / / •W W W , Q c 0-_ _ _ / / _ BOTTOM ELEVATION 278.5 ft _ _ _ _ _ _ _ = y / - - - - - - - - - - i- - - / // *W*W*****N U w J-280 I / - - - - - - - - I / ` WWWW * _ _ _ a(� T BASIN DEPTH 3 ft / 1 _ _ - - - - - - - /` / / / W W W W W O '^J U� '• / / I W W NI,W W WCe e (In NI, V y • 2g0-� PROVIDE 3 BAFFLES //�/ '// // / `'�� -// // I // ' WWWWWWW```````, U � � ;sr, LIMITS OF �� x\ S / Z = _ _ _ _ _ _ _ _ _ _ _ _ _ _ / W W W W W W W * Z a o/ I SFDISTURBANCE s 11f SILT FENCE STONE / / //- O = _ _ _ - / _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ // / ti y•1y1y1y y1y1y1y1` LL = oTCLASS A \SF �' OUTLET (TYP.) i, i ' / _ '/ F - - - - - - - - = -_ - - _ _ _ / _ _ _ / * * * * * * W oDISSIPATER PAD \ �� ��,� N. - / /,/ / - t - - / - / / / / W-,*-,*-,W.�W-*-*�*-, ILD z ° \ \ 4'WX5'LX18"TH \ I ZZ "C LL I 1/ 12" HDPE ��-•. .;...':� 1'� U o OS \ ---===' INV - 27 � � �1;1�1�1�u.�,�. I: - - 0 %' �V'' J ~ z gf--- r,� - ___......_ -_ - -----z------------- _ = _- _ _ A V :7 \ II a EMERGENCY -- - - _- _ _ _- ��� Q Q O U) N SPILLWAY - _ _ _ ,�' ,:\ - SILT FENCE in Z I"I J ZCD D ,�- LD ,,�'.� - �8.5.,- � _ - Jr J 0 O 0 Et C\I Gi ��`'- ' • DEWATERING , _ - z o 2' '� - 282 SOCK `, 2j8` - ----\\ Z IU 2 w • • 1 1 1 ,1 • a) • c �' NcA \ \\ f d o L . Et w O ----- 1,1 11 =2 27g•5___ _ •\\\\ N\ c� 1 z m RIPRAP/LINED 81.5'- • \,\ (. \\ '`� z N m TRANSITION AREA --28 \;�\ �, f Q ✓ TDD 109A 4- \.,, \ 0 x o FLASHBOARD COIR FIBER-- '. , co RISER- SEE ' ",% 1 ° " v BAFFLES (TYP. OF 3) - .. \ to ' .5 a DETAIL RIPRAP/LINED \ t'" Q �, TRANSITION AREA csr, o .§ c�'� 71-1 CHECK \ C ms o TDD 109C DAM (TYP.) • \ x o w▪I _ _ _/ _ _-- - -- - - -- -_ --1 2 - _ _ _ _ - __ TDD 109B \ \ E MT ! \ _ _ = = \\\ 0 ch Q 0 m o z - �i `m alb �I JOB NO. 0 c U) SCALE 1"=50' o w ° Tri c� 0 50' 100' j 46306.001 -, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. m o .1- COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3. 14 L \ \ BASIN NAME BASIN 110 , _ - - _/ _/ - - - - - - - \ _ - BASIN NAME BASIN 112 \ - BASIN NAME BASIN 111 \ - \- ` \_ -� N \ \ \ \ BASIN TYPE SKIMMER - - -/ •- _ / - /- - _ ~ _ \ = y' = BASIN TYPE SKIMMER = = 1= _ / \ \ -\ _ _ _ BASIN TYPE SKIMMER w - w w w w w o - o- i w w w w w w w w - - - - -) \ / - - _ - S - \- M M •\M M M \M M M M M M L M M M M M TOTAL DRAINAGE AREA 5.33 acres - _ /- - i _ _ = S = _` _ =TOTAL DRAINAGE AREA 6.15 acres - - 4- - W \ �\ - - -' - - - 'TOTAL DRAINAGE AREA 7.27 acres ttttlllllllllr!/// w w w w w w w w w =\ w w w w w w w w , �_ _ / - t f - / _\ - - - - - - - - - • W W \ - \\ I�JiR // w w w\ w w w w w w - \w w w \w w w w w Ta ME OF CONCENTRATION 10 min - - - _ /_ /- - - - _ - - -Tc (TIME OF CONCENTRATION 10 min = _ = W IWWW I \ _ `- s -` - \ \ - / Tc (TIME OF CONCENTRATION) 10 min \ S �� r/ w w w w w w w w wL7 w w w w w w - - T /T T T T\ T T T T - - -N - W W W \- - - - \ -_ • \ / V w w ' w w\ w w w _ w - w w 0 w w w \ w i C VALUE 0.40 / / / / / �, \ \ / C VALUE 0.40 _ _ - \_ WWW }_ _\ _ \ � _ - _ C VALUE 0.40 _ SS70 w w w w w w w w w - w w w w\ w w w w \ �:['.p y'' 9 w w w w w w w w _ w w\ w w \w �� w / / / \ - - - W W W W _ _ _ - - \- - - - - C - - \ - - I (10 YEAR STORM) 5.73 inlhr ' // / / / \ \ \ I (10 YEAR STORM) 5.73 inlhr __\ - - T\ I WWWWWWWW \ T \ - - -\ - - - i (10 YEAR STORM} 5.73 inlhr _ T \ qo2253o w w w w w w w w -\ - w w MO w MI w w •I / \ W W W W \ w w w w w E w w w w w w \ w w w \w - / / / / / / - - \ \ (� I W W W W \ \ w w w w w w w w w w w w w w w w w \ T\ \ w w w w w \ a w w w w w w w \ w w w w' w w /w r� w / w /w w w / w - \w \ 1 - w w \ Q N • WWWWWWW \ \ \ \ \ ` - - - - w w w w w w w\ w w - w w w w w w w w \SURFACE AREA CALCULATION: w w w/ w w w w w / w w w w \ - w w : SURFACE AREA CALCULATION: \ \ • o W W W \ \ \ \ \ \ SURFACE AREA CALCULATION: �.p :� \ w w w w w w w w w - w w w w w w w w - w w w w / w w w w w w w w \ - w w \ c/� W W W \ \ \ \ - // .• \ \ o m m m m m - m m N. m mt m v m Q10 - CIA 12 cfs /� \ _ J-_ Q10 = CIA 14 cfs \ \ \ WWWWWWW\ \ \ \ N /�' GINE;-,. �� Q10 - CIA 17 cfs /y St w\ w w w E. `- w w \w w w w w \w w w �� * w w w w w / w w m w / w w w \- w w \ w \ W W W W \ \ \ \ r/ /9b ••....•' �C w w w w w w w- w w - w w w w w w w w SURFACE AREA (AC)= 325 SF Q10(CFS) w w/ w w w w w w w w w \w _ - \ w w = SURFACE AREA (AC) = 325 SF Q10 (CFS) w \ \ W W uy W W� \ \ \ \ \ _ _ _ SURFACE AREA (AC)= 325 SF*Q10 (CFS) rr//,rr0 w, BQ+ \/t\,. w w w w w w \w w w- w w w \ w �� w \w w w w w ra w w w /w w w w w �_ _ w w w \ \ W `�Y W W W .� N N. - /// \I1 w w w w w\ w o w w - w w w w w w w w 2 - 2 N.w WW W W W \ /!I!I1111 �_ _ �` SURFACE AREA REQUIRED 3,970 ft / �/ / _` Y SURFACE AREA REQUIRED 4,581 ft \ W WW WW WWWWW\ N N \ `\ SURFACE AREA REQUIRED 5,415 ft2 020 w w w \ w w w w w w _ '-w IN w w - N w w w w w w w /w I� w w U w w w w w \ \ \' W W W W W W N ` \ I Z/Z w w w w w w w w \w w w w w MO w w 2 w / w �i w w w w w w /w w w - w w 2 w N w w w w w w kin w w - o w w w w w\ w \w SURFACE AREA PROVIDED 5.421 ft w w w w / w w w - w w w w `'- _ \w w = SURFACE AREA PROVIDED 5,758 11 w \ ` W W W W W W ` \ \ 2 - - - - \- - - 1 - _-_ -N. r - - -\ - w - - - - - - - / - / - w/ - - - - N._ r\ - - - \ \ WWWWWWWWWWWW4, \ N \ \ N \ \ SURFACE AREA PROVIDED 5,736 ft w w w w L. w w w w w w ` w w w �� w w w / w w w w w w - w �J w - w w w \ W W W W W W W \ \ \ w w w w w w w w w w w w w w w w w BASIN VOLUME CALCULATION: w w w w w m w w /w w w w - _ w w = BASIN VOLUME CALCULATION: \ W W W W W W W \ BASIN VOLUME CALCULATION: \ w w w w w\ w w w w - w w w \ w w w w\ w w w/ w / w w w w/ w w w /w w \- -\ w w - - \ \ W W W \ \ \ \ N Naw w w man w w w w a w w w -w w w 3 w w w w w / w w w w w w w - w w - 3 w \ \ W 3 w w w w w w w w w w w w w w w w BASIN VOLUME DESIGN = 1,800$ /acre w ri w 0 w w m w w w w w = _ w w = BASIN VOLUME DESIGN = 1,800 ft3/acre w \ W ` \ ` ` - - - BASIN VOLUME DESIGN = 1,800 ft /acre w \ w w w w w w w w w w00 w i w\ wl w rw w �j^ w w w w w / w w w - \ w w m \ \ WW� ` \ \ \ E - m\ - - - - - \mg - - - - w - - \- \- \ BASIN VOLUME REQUIRED 9,594 ft3 -/ _ w - m - /- .. - - = L �` = BASIN VOLUME REQUIRED 11,070 ft3 w I W • \ \ \ \ \ \ BASIN VOLUME REQUIRED 13,086 ft3 w w w w w w w w - w- - w w w w w w w w w. w /w w w w w/ w w w w - w m. - w \ POTENTIAL W ' -F -� �` w �� BASIN VOLUME PROVIDED 12,232 ft3 �/ �� / /� / _ \ 3 m \ \ WW \ \ - - - ft3 `o° o w w - w w w w w - - w w w w - - w w - -BASIN VOLUME PROVIDED 12,311 ft3 • - t w w w w w \ w w w w - w w w w w w w w w w .f w w/ w /w ` w c w w w w w 1 Wy W \ \ \ - r� SOIL - ,\ w w w w w w w w w - w w \w w ►M w \ w w w w IA w w w/ w w w w w w w w w w STOCKPILE ` ' . W• \ E: w w w w w w-- i w ww w l- w w w w w\ w w f• II w w w w w w w w w =\- w \w w W \ U . w w w w w w w - w - w w w w w w \w \ w -TOP OF EMBANKMENT ELEVATION 289.5 ft - / - m w w WA w / w w w w w w - w w \ `\\----TDD 112B -TOP OF EMBANKMENT ELEVATION 300.5 ft w m m m m m m m m : \_ m m m m m\ m m \m w/ w/ w /0 / 0 0 : 0 ,0 0 - _ _ TDP OF EMBANKMENT ELEVATION 2$4.5 ft LOCATION \ \ F z i - \0 O EMBANKMENT WIDTH 5 ft mktp p / p •/ p m p p p p / m\ p = _ mi p EMBANKMENT WIDTH 5 ft RIPRAP/LINED \ \ \ \ _ - - EMBANKMENT WIDTH 5 ftw w w w w w w w w ww w w \ w �� w wwww - r� w/ wwww w ww - - www / TRANSITION AREA \ w w w w w w w w w w\ w w w w w w w EMERGENCY SPILLWAY ELEVATION 288.0 ft w .. w .. w w w w w w w w w _ - w w EMERGENCY SPILLWAY ELEVATION 2$3.0 f# w \ EMERGENCY SPILLWAY ELEVATION 299.0 ft o u� w w w w w w w w w w w _ w w w w w w w w w w w w w w w w w w w w w \ - w w w •$ CHECK \ w V TO N -w w w w w w w w w w w w w w w w w w w w w w /w w w w - w w w s - w w w \ w - w w w w w w w w w w w w w w w\ w EMERGENCY SPILLWAY WIDTH 15 ft w w r w w / w w w w w w w w w w w EMERGENCY SPILLWAY WIDTH 15 ft w 34 CLASS 'B' STONE PAD \ • DAM (TYP.) ` EMERGENCY SPILLWAY WIDTH 20 ft ce ,-1 ,_ > w w w- M_ w w w w w w w w w w w w w us ■■ ■s / s■ us/ no us s■ ■u n■ ■o us ■o . ■o us i w/ v ¢ LL -co Z w w w w w_ .� w w w w w \ w w w ` w w w w w w w w w/w w r� w w _ w - w w o BELOW SKIMMER (4'L \ WWWar \ a LL N Ce Ce w w w w w w 29 w _ w w V\ w w w w \ w w w w w - w w w w - - w w /w � w 0 o ri O w q - - - - BOTTOM ELEVATION 285.0 ft / /� i RIPRAP/LINED = _ c BOTTOM ELEVATION 280.0 ft X 4'W X 1' MIN. TH.) \,'.,'\, - BOTTOM ELEVATION 296.0 ft a = - co . .'- = p w w w w w w w w w E \ w w w w w w w w \ /w / w w/ w w w w w - w w ME °. •_ `, `` W Aa (n Z w w w w w w w w w _ w w w w w w \ w w A SIN/DEPTH 3 ft �/ TRANSITION AREA w w BASIN DEPTH a ft w ^n� ♦ 3`^ W Wce BASIN DEPTH a ft U �' °' ~" '-' N w w w w w w w w w - w w w w w \ w \w w - - - w w / ' O' w w w w w w w w w _ �� w J w w w w - w - w - - - - - - - w / W W W X w w w w w - CLASS 'B' STONE PAD- : \PROVfDE 3 BAFFLES /- / / -/ �_ 294 - - �' = PROVIDE 3 BAFFLES = / / COIR FIBER ! . S \WWWWW \ , PROVIDE 3 BAFFLES Q cs a w 0 0 w w w w w w TDD 110C�^ \ w w/ w w w w w w w w - w w w , W p o p U U w w w w w w BELOW SKIMMER (4 L w 29611 MSKIMMLR SIZE 3 inch - m' - '� u w / w w w COIR FIBER - w w - / BAFFLES (TYP. OF 3) ``�'� WW SKIMMER SIZE 3 inch oc N Z Z Z w w w w w w I-I H w \ /� \- - 0 SKIMMER SI7F 3 inch - - - m X 4'WX 1' MIN. TH. 0 w ORIFICE DIAMETER 1.75 inch w / w / w w/ w /w w w -w BAFFLES (TYP. OF 3) _ w w ORIFICE DIAMETER 1.75 inch /� RIPRAP/LINED 96 c9rn w w w w COIR FIBER �\ ) w w w w w w w w w w w =\ w- w w -��� ORIFICE DIAMETER 1.75 inch = O w w w w w w w \ w w w r� w w w - w w / w TRANSITION AREA •w w w w BAFFLES (TYP. OF 3) -! w w w DEWATERING TIME 2.71 days w w w �� / CLASS 'B' STONE PAD - - - - DEWATERING TIME 3.13 days w w ., /��r � DEWATERING TIME 3.70 days ~ 'L 5 a a w w w w �\ - w w `- - - - - - - - w w / w WA w _ - / / / y � Z Z w w 110 i w w �� S. - - - - z ,� / _ / w w w�' w w /w w - c TDD 112A ' , v W - o °? > _ _ 4 w w RIPRAP/LINED - \ w w w - - z - /- -/ . / ` - BELOW SKIMMER (4 L = = CHECK / / �'" ! W W ,,,,, O O m m U _ - C, \w =\ DD 110B - _ _ _ / z X 4'W X 1' MIN. TH. _ = DAM TYP. / / / / / !•i 296 1611,/ ; SKIMMER- W \ .I'���.,, cn w w TRANSITION AREA N. w w 4v \,� T , . w �� w w/ w w w ) y _ - ( ) _ / I WWW , / rn // SEED TAI W `^ °J' > ; T w u w /w w r w , - \ _ T� / /T w -ni - I-I / / / • W W W W ,__--, W W �'• w w w `� \ ZgG TDD 110A - - _ _ - ^ _ DEWATERING SOCK �, • �`'�•,, 291 �� L......_ / / �� w/ RIPRAP/LINED a SKIMMER- w TDD 111B / / / / Wi*::4,/,,,,,,,,,,,,,,''',,,,,,,,,,,,,,,,,,,,,:,,,,,,:*/*WWWW\ EMERGENCY �.`� _9 -•�; , 1 �� �9 2S - - _ • ��• AWE£ / /. TRANSITION AREA w SEE DETAIL ��_ - w / I W WW WWSPILLWAY 2 9 300.5 ` 289y �� W WWWW WWW WW W `,,,,• '• 285 ♦1"' 1 `�,g \ DJ"' � �P - / w / / w _ :".,,,,, / ,,,�'..�'..W..W. .wWWWWWWW ' 298 / \�',�,�"�292 (�,�- - / ' �� _ w w / - w - w WW WWW W WWW W W'V- �� (.4W W W (�� 2 ,• 1.�.�,►rn n n Of 290 - - ' TDD 111A _ / - - _ / t"• / i; `92 r/ I w w WWW WW W WWW_ W W W W W W WW y /^;� 9RIPRAP/LINED // /w w / / / / WETLANDS �2g /L \ SG / WWWW W W WW `Y W W W W W W W W W W W y� W /� • WW WW ►• TRANSITION AREA _ / III = , 2/•11 _� / / / W W W W `Y�Ia WPM_ W W W W W W W W�Y W W W W W W W W W ` W W W W W / W W W W W 1.. / / W W W W W W W W W W W W W W W W W W .A W W W W W W W W •• W W W W W W W W W ur o ( 'CO N All • ; _ - / w w /I .1 /T T w , k �/ Seui / W W W W W W W W W W W W W W W W W W W W W\W W W W W W W ♦ W W W W W W , . 285 / / / / 0 - / / / W W W W W W W W W W W W W W W W W W W W W W W w W W W W W �' _ " ` / - - _ \ WWWWWWW W W -_W W W W\WWW W W W W W-D Ve W W W W W 2. 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DOOLEY L W W W W W W W W W W W W W W W W W W W W fW WW W 'W WWWW �V W W W W _WWWWWW WWWW WWWWWWWWWW .YWW WWWWWWWW\,` `• WW' DISTURBANCE , •-� •`S - 284'^` - ��, / w w \ -` w /L W W W W W W W W W W W W W W W W W W W �Y W W W W W W W W W W. W W W \ \ •W W W W W W � V-•W W-W-W-2Y W W W `*-`Y"YW W W W W W W W W W' W W W W W , '.!s- _ w w - =. w_ \ \L W W W W W W W W W W W W `Y'`1T W W W W W W W W W W W _.:..,' . �� -\ \W W W W W .W. W-* ' "W'W W W W W W W W W W W W W W W W W W W W W W W ,�'• • CHECKED BY L W W W W `W SIGL YrW-W-WW W�I, -W S•� W W W W W W W W W W W W WW-W Va�` , ��� ^^- . �^^_-� \ _ w_ w_ w_ - w / �I - ,- - `_/ /- I \ z BASIN NAME BASIN 113 I I I BASIN NAME I BASIN 114 / / / / /r/ I l I / I BASIN NAME \ BASIN 115 \ • 0 R. BAKER - - / - -// - - -/ - / - - / - - I - =BASIN TYPE SKIMMER -� • I I I I I I / I BASIN TYPE SKIMMER / / ' // / / // / / I I / I BASIN TYPE RISER SCALE •/ / / t / I TOTAL= DRAINAGE AREA 4.47 acres R k I I I I I II TOTAL DRAINAGE AREA 3.57 acres D / / UGP' / / / / UG'I I I U TOTAL DRAINAGE AREA 11.20 acres • I / ' / r / -I Tc (TIME OF CONCENTRATION} 10 miry \ ' ' I I I I I I I I Tc (TIME OF CONCENTRATION 10 min / / 7 / / / / / / / I I I I i Tc (TIME OF CONCENTRATION) 10 min AS SHOWN L L _L / / , I ) / / / / I I I I I I I • / - _ /- - /- - /- - - J - -, - - � - - 7_ - tC VALUE 0.40 _ // / I I I I C VALUE 0.40 / ' / / // POTENTIAL SOIL I I \ C VALUE 0.40 • / / - - - - - - - / / I I I I 1 / / / I _/ -/ - - - / - _ _ - I (10 YEAR STORM} 5.73 inlhr • \ \ / / / • / I I I I I (10 YEAR STORM} 5.73 inlhr / / / / // / STOCKPILE LOCATION I \ I (10 YEAR STORM) 5.73 in/hr /� /L / I / /� /c SURFACE AREA CALCULATION: `,,,,�'`^ / / / I / / I SURFACE AREA CALCULATION: ,/ // // / N /, / 1 1 I I \ \ \ SURFACE AREA CALCULATION: . / / / I 2 I I I / / / \ - - - _// - - - - y/ - - 1 =Q10 = CIA * 10 cfs `'`.,, 99� / / // // / I I I Q1❑= CIA 8 ufs // / / / / / // // // \ \\ \1 \ \ • • Q10 = CIA 26 cfs - _ - - /- - - _ - - _ _ -/ -SURFACE AREA (AC} = 325 SF Q10 [CFS) 289`�,,, \ I I I \ SURFACE AREA (AC} = 325 5F Q10 (CFS} / / / / / I 1 \ 1 SURFACE AREA (AC)= 435 SF Q10 (CFS) / //- /-'- T / T� T T T T/ ,SURFACE AREA REQUIRED 3,330 ft� 28 .♦� _ _ / / //k I I I I \ OM SURFACE AREA REQUIRE❑ 2,659 ft� // / / / / // / / , / // // / \ I \ \ 1 SURFACE AREA REQUIRED 11.1E7 ft2 / / _ / / / / / / z ,�92 9 r '; � / 1 2 / / // / / / / / / I I • \ ` z - - / / I / / SURFACE AREA PROVIDED 3,639 ft h - - RIPRAP/LINED SURFACE AREA PROVIDED 3,309 ft • / / / / / / / J I• \ SURFACE AREA PROVIDED 11,544 ft o // / I 1 I BASIN VOLUME CALCULATION: ,'`2 �`1' - - L TRANSITION AREA BASIN VOLUME CALCULATION: / / / / / / / / / / / / / / / / / / I I \BASIN VOLUME CALCULATION: / I I I / 3 9�S L3 / / / / / / / I I s - - - - - 1 BASIN VOLUME DESIGN = 1,800 ft /acre :;' 0 / .294- - _ 4 EMERGENCY BASIN VOLUME DESIGN = 1,800 ft /acre / / / / / I BASIN VOLUME DESIGN = 1,800 ft /acre � \ I II BASIN VOLUME REQUIRED 8.046 ft3 - SPILLWAY / BASIN VOLUME REQUIRED 6,426 ft3 / // / / / / / ' / / / / / -� / // // /. .. I BASIN VOLUME REQUIRED 20,160 ft3 / W ....310 / POTENTIAL SOIL II BASIN VOLUME PROVIDED 7,733 ft WWWWWW ZgO- BASIN VOLUME PROVIDED 7.207 ft // // / / / / / / / J I \ / ' / ' / BASIN VOLUME PROVIDED 28,366 ft3 �; / STOCKPILE LOCATION / I a, W W - - - / / / / / / / / / / / ' / 1 I W 2$$ - _ _ DEWATERING / / / / / / / - - ' r / / o _ _ - _ _ - WWWWWWWW W / Ile - SOCK TOP OF EMBANKMENT ELEVATION 288.5 ft / / / / / / / 2�8 I \` / ' + // TOP OF EMBANKMENT ELEVATION 267.5 ft I I \- ..-W.W,,, .�s �`' - - - - EMBANKMENT WIDTH 5 ft / / / / / / / / I I TOP OF EMBANKMENT ELEVATION 293.5 ft \ \ - / EMBANKMENT WIDTH 10 ft 0 (V �, EMBANKMENT WIDTH 5 ft / / / / I I r ��1 / / / / / / / n _ __ EMERGENCY SPILLWAY ELEVATION 292.0 ft jam`„r. , �:• , _ 284 EMERGENCY SPILLWAY ELEVATION 287.0 ft / / / / COIR FIBER / / ,EMERGENCY SPILLWAY ELEVATION 266.0 ft Z Q - - - - - - - - ' I I 1 EMERGENCY SPILLWAY WIDTH 15 ft TDD 114B \ \ j�*�'� ,'� Wei WETLANDS EMERGENCY SPILLWAY WIDTH 10 ft / / / / / / BAFFLES (TYP. OF 3) 2 / / EMERGENCY SPILLWAY WIDTH 25 ft l0 Q Q • W W / / / / / / 2, 5.-� / RISER ELEVATION 265.0 ft z a - - RIPRAP/LINED 11 '�� � � / / / / q0 / / 1 268 / / - \ _ I BOTTOM ELEVATION 289.0 ft - "'°"�1111 SILT FENCE STONE BOTTOM ELEVATION 284.0 ft / / / / `� / , `\ / / BOTTOM ELEVATION 262.0 ft U w J o - - - - - TRANSITION AREA I \ \ mod, / / / ,' BASIN DEPTH 3 ft OUTLET TYP. BASIN DEPTH 3 ft / / / - / / BASIN DEPTH 3 ft COIR FIBER I \ \ \ _ , -- , •''284 I / / / / / 411110 `�,/ O V 1 < z \ \ _ A BAFFLES (TYP. OF 3) I I PROVIDE 3 BAFFLES \ \ - \ 4 ''` •ri PROVIDE 3 BAFFLES / / / U 1--1 / / 1 PROVIDE 3 BAFFLES / / / FLASHBOARD RISER z SKIMMER SIZE 3 inch �� CLASS 'A' SKIMMER SI71= 3 inch / / / / / 1 co / WSW W i _ I - SEE DETAIL /W / UJF 9_ SKIMMER- SEE DETAIL ORIFICE DIAMETER 1.75 inch \ �'� �`` ORIFICE DIAMETER 1.25 inch / i 71' � / /WWvYWWWW /l N _ DISSIPATER PAD -..-..--\ - CLASS 'B' STONE PAD DEWATERING TIME 2.27 days ` \/ �\• \ �,��� " daysI RIPRAP/LINED • / /I 03 y \ ` k ♦1 4 W X 5 L X 18 TH ❑EWATERiNG TIME 3.56 / TRANSITION AREA / /***4/***4' / z 0 (f) z ,o o \ \ TDD 113A ��� BELOW SKIMMER (4'L I 1 �� I \ �� \ (1N /CC /. + „�� �, f W WWWW • ��� N 4 PVC y I / 9 ze / / / LLJ I (� o S\ - - X 4'W X 1' MIN. TH.) 1 • I I I \ nd . / b , ' ;' �:! ; %'WWWWWWW\WW I \W _ k �1 INV. = 282' / I () I I \ / W W W W W W i I I •I 1 I I / \ \ ' ^; ; I TDD 115A ( ti: ' l i--i - WWW \ \ I I I I �; CLASS 'B' STONE PAD I I I + rc^a rrcl, �L �c WWWWWWWWWWWWI I /I J LL zW W • tr.'' I W W �J I ., ..1./ W W W W W W/ I I 1 I \ ft �/ BELOWSKIMMER (4'L I • I 1 \ ry♦ ti /\ `ti ^ W�W W W W W W WETLANDS Q D ~ 'W W . / I I /, (O •-,1 W W W W W W W W a \ WW� .CHECK �� \ I �/ 1 I I 1 / �;.../ X 4'WX 1' MIN. TH.) / I I I y \ cV WW W W W W O c t \ TDD 113E II , I w �1 �: I 1 W 26 W W W W I In : J UQ 0 dN \\ DAM (TYP.) \29q. LIMITS OF \ SKIMMER- SEE DETAIL / I W WWWWWW I�^, 114 N O •I I ' \ •♦ ♦ \ / ; WWW / WW W N J V p -W WWW / I ` ` i I I DISTURBANCE 1 �96, �. � I \ , / ,,. .,. (31 LCO N , W W W W\�� ; �� • �9 99 / , I v ` / RIPRAP/LINED I I ,� ♦ • , , WW.W„ / / / a Qo M W W W W ` ; 6'• , 2 - //B. y �� `.,� . // I \\ \ '. j . ' , , WW WW SOCKTERING O H o 0�. ems,. /aEMERGENCY\W u W W\ 1''' Q / SILT FENCE COIR FIBER TRANSITION AREA I W W _ - - / ' zWW W W ` I (I ` , ♦ ♦ /SPILLWAY \WWW♦2• 289`*§. ` - - - - / kII I I / BAFFLES (TYP. OF 3) \\' / CHECK t ��`�6g ` �'e) 4ISS W WWW CLASS 'A' Q 2 w o OC W W• W `L 2 9 j / \ \ DAM (TYP.) �' ♦.♦�,`♦ 26'g`�� WWWWW W DISSIPATER PAD U I- GJ i�`WWWWWW\ 92 : / 1 POTENTIAL SOIL 1 SILT FENCE �'6, �; W WWWW / 4'W X 5'L X 18"TH = E ° -a° ` /�/� W W - / STOCKPILE LOCATION N \ S ,,, W W W / Q O I-I W W ^ (v� - ♦ _ '\ I "J \ C9 ♦ 1�1 IIW W W C , W W W • 4' ' W W W W W W J' (I((�v,, - Cy> <WWWWWWWWW292,vWWWW•W.1, .1, .1, ` , .298,^♦ ,.VJ - 9. - _- I Q / W WWW W W W W W W •s``'�.__ , #1✓ k I1 SILT FENCE ,♦ �♦ •' ,• •p W W SILT FENCE STONE O z o "1 Li, _ ..,.. WWWW WWWWW / � ' / \ DISTURBANCE S '�' � 12" HOPE ODEWATERING SOCK \ LIMITS OF .. h " ' ' ao -� W W W W --- % . Ar.• / I I I \ - �L�O / OUTLET (TYP.) I�WW WWW / �S� EMERGENCY / INV. = 261 W _ /// z z NO_ - O k n i /,,L, \ \ \ W W\ 4" PVC -29v / - -/ il�. SPILLWAY / / / /4' , / - _ rr o W ':. / / / CHECK /� �' / / / / 0 Q . ' _ _ _ -\ INV. = 288.50' .v\WWW .`,, �� / - - / / / - / \ �S / / / / No \ _ -. _ I VW WWWWW `L �� - - TDD 114A w DAM (TYP.) - - ,ry / /� / / f / 'm - - \ - - CLASS A �W WW \� �i�� �;;' WETLANDS - / �/7 _ - - - - - - / ds I / / / / o_� - \ r�irr IM gwir � I k LIMITS OF 00 `�� . / / / _ = DISSIPATER PAD . ' ry �� - \� 4WX5LX18TH \� �� _�� .� i� W _ _ 284 - - _ I DISTURBANCE Ti _ _ /'� '�� '' " I,, :. •WWWW W W / I l / • l / / / / Q rn u_ T - - ! - SILT FENCE STONE \ ' 4�.. WWW WWW l WW WW W W WWWWW - _ / / / WWI _ /• I / / / / / / 1 Y o - OUTLET (TYP.) \ -\' = �W �S / W W - / // / / �, a - - - \ - __ N cD� .` 280� k / ` / WWWWW W / / / / / / I / / CD o - - �� - _ _ ({ / • W W W W / I / / I i, �i _ \ \ _ 'N- W W W iW-*V - / / I r 2 LIJ -\ \ R / W W W W W / / / U) �\ \ \ \ - k 284 O l / / W W W W W / ' / I N 0 - y - \ \ �� . • ,• (v. ,_^ / / / / vk W W W W W / / / M co \ ` \ \ . , .4 I / / / •' W1 W W W W ./ W W / / / / / / / pE a -O ch Q C C OE m z 0 �i a2 ' �I JOB NO. o c SCALE 1"=50' o ° Trim c 46306.001 E 0 50' 100' : 52 N ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. w o m COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3. 15 L W W W * `T'. .V W/ W W W W W .V W .V W•W W W W \ \W W W W W W W W W W W W W . • '/ W * W W W W. *mil• . W W W W W W W W ' * /•W BASIN NAME BASIN 116 W I / ' W* .. W ••I �W BASIN NAME BASIN 117 I I I W . W W W W W W W I I I I I —� W W .4 W W W W* I BASIN NAME BASIN 118 ` I \i\\11111111! I/J \ti ,11, {`y N,�1 JJ \.� ♦/✓�,'lo J/ \\'��•.(.••[••••(�•••..�/I,f//-%� =\ S S++I0 r /J ' 6 y'9 ,9 .'y _ D2�53D - a /i •• •` \ /-f ♦•••••..a•� `\ /J Ji�d w• ��+�,\\\ I�/Z D�Q W W W 4,' 'l WWWWWWWWWWWWWWWWW/W WW 'WWWWW .,` / \ •V V'-_' V' W W W W W W �� W W WWWWW N/ ��\/•J� \ \ W W W W W W W W W / 11 g / \� .� W W W 4, 4, W W W */, \\ - W W W W W W �.� •.� 6 • / ' ; \ \ W WWWWWWW'VV, V. ... ; ; \ - �- *- 1_*fV W /// / , W ' W W •V a.. /'\ C+ W / / / / ''^^ \ V.t W W 4, /„' W W v J , \ \ \ \ \ \11D \- \ \ .. W W //// W W W �.�.�•. I. ((:�V(�� \ \ \ \ I \ W W • �,1 V W Wi4' I. 'V , ' w \ \ \ \ \ JO `.... : Ai." 4� /� ::.WWWWW WWW Wi \ \ //// 1r. �1 �, W *WV, wQ10-CIA BASIN TYPE SKIMMER TOTAL DRAINAGE AREA 7.99 acres Tc (IiME OF CONCENTRATION) 10 min C VALUE 0.40 YEAR STORM 5.73 in/hr ( )W SURFACE AREA CALCULATION: . . * W \ W W I `� WWWW \ 1 W W I/ I W\\ ��11.. W \ W W`W W \ �; ,� W \ I •� W W W ' 14,V'4,w'.,.W.y \• \ \ \ W V< W \ W W \ W W a' \ l WWW WWW \ * * W * \ \ \ - _ WWWWI"'`l'\WWWW. \ _ _ BASIN TYPE. RISER TOTAL DRAINAGE AREA 2D.12 acres -Tc (TIME OF CONCENTRATION) 15 min J CVALUE D.4D 110 YEAR STORM` 4.83 in/hr l l SURFACE AREA CALCULATION: - 1 1 I * ** *** ** * I I I I I l I I I I WWWWWWWWWWWWWWWW' / I I I W W W W W W W I I / I I wl / I I x 1 W W W W W W W W / I I I I WWWWW W W W W W / I I POTENTIAL SOIL I I \ I I 1 ��V\ W W W W W / / \ W WWWW.,.\WWWW WWWWW W / / I \ STOCKPILE LOCATION I \ I 1 \ WWWWWW\ WWWWWWW 1 I \ W W W VW W W W I I I CQ I I I} I I \ \ W W W .% W W4' W, I \ W W W W\V\W W \ \ I \\ \ .WWWWWWWWWWWW, \ \ W BASIN TYPE SKIMMER TOTAL DRAINAGE AREA 9.99 acres Tc (TIME OF CONCENTRATION) 10 min C VALUE 0.40 110 YEAR STORM 5.73 in/hr 1 ) SURFACE AREA CALCULATION: \ \ �.. \ ' ,,• 11/•1 /, , W W W W W W W '• • • `. .V .V * * N/, •D-W W w p .1' W W 4,-* W W W W W W —�, . \ \ \ \ • •SURFACE \ . ,;. 1•,/ W W W Vi 4, 4, W W W W /W W W w W W W' -W W W W W W W W W W /_ • WWW WWW*v� \ lai. - 1$ cfs - 'h AREA (AC) = 325 SF Q10 (CFS) SURFACEAREAREQUIRED 5,952ft2 +.. (� \ • �' O W IW' •I+ W W O \ W W .A W W - \; I W I* W\V\ 4,* WWWW W\ - ... \ W W W W \ - W W W W W W\\ \ W W * W W W-St-1RFACEAREAREQUIRED \ \�\ _ Q10 �/�( -= C4'•1 39 'CIS =SURFACE AREA (AC) = 435 SF ` Q10 (CFS) - 2 16,909ft / I \ \ \ \ W W W W W W W W W W W W W W W I \ *********1 \ \ \ \ W W W W I \\ W WW W'W //\ \ WWSURFACE - I - \ \ \ \ `, \WWWWWWW / \I r1 /� �j� +ry Q IV - CV1 23 cfs * SURFACE AREA (AC) = 325 SFQ10 (CFS) AREA REQUIRED 7,442 ftzWWWWW W W W W W W W JV W W,W W W \ \ \ ;\ \ v W W\V'WWW WWWWyWWWWWWWWW WW V'f,, \ \ } \ W W` W W W\ W W W W W cP \ \ \ `. * VtwW W /IW W W W W \ \ \ \ OO \ \ WWI .WWWWWWWWWWWW \ \ •\ \ \ \ W W W W W W W \ o sI WWW W W w W w Ww Z SURFACE AREA PROVIDED $,524 ft BASIN VOLUME CALCULATION: �^. py']('{ j}j p BASIN VOLUME DESIGN = 1rC1VV BL 3/acre \ - \ -_ \ / '.WWW+-W WWWw'WW \ *I * T z \ - \ \ _ \ \ \ I I \ W W W ��Y11••• W W \ \ - •W W W W W W \ \ - - \ / WWWWWWW V>WWW - - \ - - _ \ W W W W W\ W • - \ \ I - Try SURFACE AREA PROVIDED 17,4F.i ft� = BASIN VOLUME CALCULATION: -' - _ 3 z BASIN VOLUME DESIGN - 1,800 ft /acre 3 / 2�0 , / / / \ \ \ \ \\ \' WWWWWWW, `- `�YY J \ I \\ \ \\ \ \ \ \ WW 4' ' ✓� / • \ I \ \ \ W W / / } \ \ \ W / \ \ \ \ \ 2 SURFACE AREA PROVIDED 10,679 ft BASIN VOLUME CALCULATION: = j BASIN VOLUME DESIGN 1,800 ft3/acre 3 THIS DRAWING PREPARED AT THE RALEIGH OFFICE 5410 Trinity Road, Suite 102 I Raleigh, NC 27607 TEL 919.866.4951 FAX 919.833.8124 www.timmons.com REVISION DESCRIPTION REVISION PER NCDEQ 1ST REVIEW REVISION PER NCDEQ 2ND REVIEW \WWWWWWWWJ' POTENTIAL SOIL \ W WWW W W W STOCKPILE LOCATION TDD 116B I %WWWW\`'...*WWWW \J y W W W W * W w WwBASIN BASIN VOLUME REQUIRED 14,382 ft VOLUME PROVIDED 14,714 ft3 W W W WI W W\.V _ \ \ \ \ - - - ' CHECK . \ W4, 4, 4, 4, 4, 4, :frrk4, DAM TYP. \ 4. W W W W W * W \ _ - - - BASIN VOLUME REQUIRED 36,216 ft -BASIN VOLUME PROVIDED 45,672 ft3 / TDD 118B \ / / JJ `16 \ \ \ \ / / / COIR FIBER \ BASIN VOLUME REQUIRED 17,982 ft BASIN VOLUME PROVIDED 1$,153 ft3 W W W W W W W \ \ I j ! I ,,, ...4,* WWWW/ WWWWWWWWW \ I y I I I (!'WW . 4" PVC *W* w \ 1 CHECK I I \ WW V = IyWWW I DAM (TYP.) INV. 254.5 I / \ ' W W W W\W W W W*WW I W W W `W * W W / / RIPRAP/LINED ��';\♦ \ W Wy� W �WYWWWWWWW / / / TRANSITION AREA ; ; \ W W{�S(W IV W W W / W W D W* W W W•RIPRAP/LINED TOP OF EMBANKMENT ELEVATION 258.5 ft EMBANKMENT WIDTH 5 ft EMERGENCY SPILLWAY ELEVATION 257.0 ft EMERGENCY SPILLWAY WIDTH 20 ft 0 * W W .y\ 4, W `. `2� \ TDD 117B \ \ * W�V� *WWWWW \ \ \ \ \ \ \ < WWWWW \ - _ COIR FIBER \ \ • \ \ \ \�, BAFFLES (TYP. OF 3) \ \ \ \ \ \ W * 2 \ \W * • \ • . =s \ \ \ r� WWW 1• n FLASHBOARD • \ \ TOP OF EMBANKMENT ELEVATION 291.5 ft -' EMBANKMENT WIDTH 10 ft EMERGENCY SPILLWAY ELEVATION 290.0 ft - EMERGENCY SPILLWAY WIDTH 40 ft RISER ELEVATION 289.0 ft / , \ _ / fig\ BAFFLES (TYP. OF 3) \ \ 7 \ , _ SKIMMER - SEE DETAIL \ < \ ' ,� CLASS'B' STONE PAD \oz. fQ BELOW SKIMMER (4'L \ CHECK X 4'W X 1' MIN. TH. )`/ TOP OF EMBANKMENT ELEVATION 256.5 ft EMBANKMENT WIDTH 5 ft EMERGENCY SPILLWAY ELEVATION 255.0 ft EMERGENCY SPILLWAY WIDTH 25 ft :;, / / / / `��, WW* * W W\ WWW BOTTOM ELEVATION 255-0 ft RISER - \` 29`-. ` \ BOTTOM ELEVATION 286-0 ft • DAM (TYP.) �S{, BOTTOM ELEVATION 253.0 ft / / COIR FIBER cr BASIN DEPTH 2 ft \�° \ TRANSITION AREA DEPTH 3 ft � • BASIN DEPTH 2 ft / SEE DETAIL ,BASIN --"�.� ,W*.v ♦ E W W W%W' '�W� / / BAFFLES (TYP. OF 3) ;� DEWATERING � � w* \ �� v - WWWWWW W� •' / `'� w SOCK TDD •,� ®•' -'�♦ 7•s *I"Wv W�W\W h°� / w , ��0 / / CLASS B STONE PAD c--, �\ ? w / / - * W wSKIMMER `nN\ PROVIDE 3 BAFFLES SIZE 3 iRch .' 289 117C �� '' . ��• W W W 11 W W W PROVIDE 3 BAFFLES - I I y N r,�` , �I WWWW ` W ,I W W W W JI W W PROVIDE 3 BAFFLES 7— / BELOW SKIMMER 4'L \J yw ( \♦ 286\ :.1 • -, W * W \ / * „ W W �` SKIMMER SIZE 3 inch / / \♦ \ WWWWW\WWW .L r' ♦♦ ♦♦0-` \W\ WWWWWW\W X 4 W X 1 MIN. TH.• DIAMETER 2 inch I I 290 \ * EMERGENCY • . 253 6*-- 4 PVC W 5; W W W `L' DIAMETER 2.25 inch / , V l wORIFICE / ) `.'♦ WWWWW ♦ . W W W W w DEWATERING TIME 3.11 days \ 1 O I CO CO) •' • . I W W , W SPILLWAY �- _ W W INV. - 252' �W W 4�,- W W Y. s W * ,ORIFICE h ; DEWATERING TIME 3.08 days ♦.♦ ,'�' Y / \ . W \�.. W W ' CLASS 'A' W W W W W W W W W W W W W W W W W ♦,` W W W W W .S / / / 4, I I N I• •' N ;\ 'V DEWATERING 8, ----; ; ` : ;' , ' lI/� W W W V W W W W W W W W W W W W W W W W W W W ff'J �� ♦ ♦, \ 4, 4, 4, 4, 4, <� \ \ , (V� ♦ I -. 1 •� 1 00 •�\ W3 W ; J,-,' W-i� * �, SOCK --•278.5 III ///{ // 1 L252 .I W W W W W DISSIPATER PAD ' W W W W W W W W W W W W W W W W W W I d • / --_ V ; pp / / V� / ' / 116 (Nh , I, /� / / / / 'V �■ ; SKIMMER -SEE DETAIL �< / ;; fj J ♦ • - / / • (i - RIPRAP/LINED '/;�)j WWWWWWWWW/ 'yI -- I ag'// W W 01 \ •��__=9 {= W W SILT FENCE STONE / I/ WWW"' OUTLET (TYP.) I A . V, WWW` V. CLASS 'A' W ;V I W WI V DISSIPATER PAD / O • CO , N l I v . I •' COM I (\� I /11111 I M O O) • o) • `� N I I CO •.� __ I • 1 M �,_,.a.; �: W I ►i`� `V� \ W V, hV W V, , W W ' / �' •'•1 ► W W "' "' W W W / 1♦1 ♦ 290 =%':-WWW W W W ,_' .. W SILT FENCE STONE W W $ W W ..-�, __ ;_ W * W W ♦ ZI W W W W W W W W W 1 1 -W 'Y OUTLET (TYP.) W W W WW/V�WWWWW�W�W Wlc WWWW W W WW W W W W W / 1 / �W - CLASS 'A' W W '� WETLANDS W W `Y W I W/ W W W W W W- V� W W 1 1 /W W YV W W W W W W �Y W�VIl W W W W \ W W `W W W �I+ 1 / W V, ,�, t, W DISSIPATER PAD W W W W W W W W W W W V>^VTW W W W d+ W W W W W W W W`WJY\W ♦ y / , - -/ Q 1 �j TDD 118A ( J \ Ww'WI/ _•V,w'WW.4,WW�'.4,WWV'.4, W W RIPRAP/LINED W W . , W TRANSITION AREA W W W W W W " CO 1 1 { j 1 ; { / G(� , 1 f` /�' W W W W W * W W W W W W W W W W W W W W W W * W W W W W W W W W 1 1 11 Jo W W W W� . W W W W W W W W W W W W W W W W /[✓ V 4 W X 5 I- X 18 TH W W W W t W W W W W W W W W W W W W 1 */.********** W W W V/ W®® .. ® o--_- W W W W W W . W W W W W W W W W W W W W W W W W W W W W W W W W W W W 3• W W W W W W W W W W W W W WWWWWV W W W W W W W W W W W W W W W W W W WWWW •G SILT FENCE STONE W W W W WW WW W W W W W`yJ�y4 W W W W W JV W W W W WWW'^ OUTLET (TYP.) .1 w4, .WWWWWWW IW WWW yW WWWW,,l,* WWWWWWWWWWWWWWW *W W W* W W '- - -WW WW W WWWWWWWWWWW W W W W W W W W i� .. W W' WETLANDS -� W W W W� W W W `}' . W W W W W W W W W W W W W W W W W W V' W W W W .D�� W W W 4' W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W�l+ W W W W W W W W W W W W W W W W W W W W W W W W W W W WZ-W W W W W W W W W W W W W W W W�W W W W W YOUR VISION ACHIEVED THROUGH OURS. ; a5', WWWW �IWV 4'W X 5'L X 18"TH TRANSITION AREA t -.2`' W W.rf1 '4- '. �'._ .,. ,i% s - CS / W W W •—� '-�' %• SILT FENCE .'• / 0� TDD 116A �` �__ �/ �'�, W W W _W W W W WJ1' -- ---_-- ' j I �; /4,' * W W W VS 4,'' W W • �25 __ - .�.. V, V• V, V,. V, .y J _ _ ' / ._.� /� / ', • V - �..• W EMERGENCY ' / / WWW/WWV W SPILLWAY } L 256 - - V", V• */V• V/ V W W WSW `• �� W W W W W W W w W W •� ,- .V 4* W ** V' *" -- W W W W W W * .V V• W .V V' W * W1 1* W W W W * W W W W * W * W W * W * W W W W W T W / 4' W W W * * W W W * W * W W * W * W W W W * W d• /W W W * W W W * W W W W * W * W W W W * W * W * �Y WI * * * * W * * * * W .V V W W W W W '�iVW / W W W W W W W* W W W W WETLANDS / t.W W W w * WV W * W IV+W OF �' W W W W W W W W W W W W `Y••�� } �� W W W W W W W W W W W W W W W W W W W WWWWWWWW4 DISTURBANCE *WWW*WWWWW*WWW*WWWWWWWWW*W i - / : d W W W W W W +- -: - .. - ,>•' W W W W W W W W W W W -/\ '• W W W W W W W W W W W W W W W W W W W W W W W /` // • ♦J' v V J `� o �� �= th° 1 * W NA W W W * W W - "� 4'W X 5'L X 18"TH I I `- 1 W ` 12" HOPE W** W W W W �' ` W w--_- / O) , I I N 1 W'... _ , W W W W W W W \-- . W W INV. - 283 V W W W W W �� I I 'I 1 % N I FV W V W W W \W W W .1, a. 4, -W I 1 1 W 4, 4, W W W W W W W vV �W/ \ `,- I I ; ; I_ ,+. . N 1 1 W WW W W L VWW • LIMITS OF \ I \ ' , 1 *�W W * W - I W WWWWW V - - - - - t I DISTURBANCE ::::::_-_1_: 28 I , , I W • • _- 2 6 I 1 1 \WV, ,W, ` W V V,W -- 1I !; 1SILTFENCE_- - -�W , ; J - - - - W W W'- eY- ^. / `WW/�W '✓ _ --- •W+.W - RIPRAP/LINED JI- ___- \ ` \ \ TRANSITION AREA - ' • - - _ _ _ _ ® \ �� _- - --•• -- .\ \ \ \ W W W W W W W W W W W . W W W V, i W W W W W W W W W W W W i W WWWWWWWWW ..)It 6 47 W W W W W W W W JV W W W W W W .: �. M • W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W1 / ♦ vJ / 4% * W W W W W W * W W W W W W W W W W W W W W W W W W * * W W W W i�/ 1 1 �/� J W W W W W W W W W W W W W W W W W W W W \W W W W W W W V W W W W W 1 / /�" W W V. V, w V. V. V. W W W W W W W W W W •Q W W W W W W W W .Y W / _ // y W W W W W W W W O/ /W W W _ - WSW W W W ./.,,,.,,,. • • ! j W W 'SILT FENCE V W W W W W W W V 4' W W W �\ W/W W W W W W W 4, N. - . W W W W W W W / /0+ W W W W W-W W W W W W/ /, W W W W W W W W W W W W W W W W W W V, W W W V, W W WSJ W W V, W W 1 W W V, W V, - W W W W W W W Wi W W/ W 4, W W -�W W W W W W/ W • '✓• W W , V, '�� t / W W W W W W W W W W YAW . W W W W W W W J W W /W W W kt. W W W W W W W W W W * W W * W W W W W .a 'a W W W W W W . W W W W W W W W ry :� h�I 4,WWWV•/ /�' ;:: W, DEWATERING W W W• W W . W W W W W W W / I�. y W W W W W�W W W W W W W W W W J / .- W/ W W �` WSOCK W W V W W W W W W W / -. WWW W *WWWWWWWW W WJWW W W W W WWW / W W 4, W .V * `• ♦', W W )/• W W W // �/ W W W ///W W W a° L W ��� W W WWWWWW-Q WWWWWW WW WWW,-/ ��EMERGENCY 'r W W 71 W W W W _• _�W W W.*/ /N/ 1, "✓ W W /W W W W W W W W / W W W W W WJ , W//LIMITS `. SPILLWAY .. W W W W W W W - W ,L "* ** �+Y J \ - W W W .s W W. *. WWWW / l / \W W W W* W' iW W W W/ W W */* / W \W W W W W W jV W W W W W W W W •j' W �Ir 1 \ V W V/� W W W W W W W W W W W W W W W W W W - DATE 11/25/2020 O N N, DATE 09/24/2020 / * W * W W W W * W W W * W W W W * W * W W W / W W W W W W W W W * W W W W * W W W W * W \ W W W W W W W W W W W * W W W W W W W I. 2✓ / ^\ W W W W W W W W W W W W W W W W W V, / / } I W .V W W 4, W,.....4 W .V / / - - - 1 - - J - �` - \ = �- �_ \ ` - - \ \ - - TDD \ _ - 117A - \ \ -` \y - \�J` \ �� - - - -- - .. -- y / y/ L - `' - �y -- _ - y - _- y , - - y - - - y 1- - - y- y- , W 'AV W * W ' W W W W / - / / \ \ - \ -�. \ } \ WW WWWWWWWWW LIMITS OF V'WW WWW W / - `� \ _ - \ \ W •�t W W W * W W W \ \ 2O \ W W W W�W DISTURBANCE W W - \ W I W * W W * W W DRAWN BY J .V W .V W W .V W W W .V W W W W W W - �`�' / / -- / WWW+ *WWWWWWWWWWWW*WWWWWWWWW* W / / WW/ WWWWW WWWWW WWWW W 4,*4,W I I I W .y W W W W W W W W-_-_-_ - - _ - _ _ _ _ -:� ,- w� \ \ j'1 \ ' -- � 2.5:1 SLOPE; LINE W/ STRAWBLANKET. - \ \ _ —\ N _ _ _ __ _ - _ 7 / �`-' _ \- - G/ J _- __ -- _ / _ _ - -- _ \ \ - W W W W W W \ \ \ \ W W W W W W ( _ \ '(.'.'.'.',,1 - \ \ \ \ /4'4'\4'4'4'4'.WWWWW \.WW1,WWWWWWWWWW - W W W W / i W 4, W W W 4, WWWWWWWWWWW I I TIMMONS GROUP .•-':'•• NORTH CAROLINA LICENSE NO. C-1652 A• MAY /`./ W W W W W W W W W I'l.7 ~ -\ \OO 7 G 1•" - I} P W W W W WWWWW x/ - I / _ ` MATTING N.A.G. S150),� ( , O - \ - - / / i - I I W WWWWWWWWWWW I!. / I .� WWW WWWWW 1 J.DOOLEY _ WWW WWWWWWWWWWWW W/W W W W W W W W W W W W- W W W W / W IWW WW WWWWWWWW/ *WWWW \ W W W W W \ / * W W W W - r - \ - - , C C C C C �' C_C —— C C C C - C C C 1-- C\-\\- C C C C C_ - - - K7 \ \� \ \_ \_ \ \ - \ - - - - -� - - - -�_ - - / - - — - / /` / y L _ - L - i- / - 7 _ - r_ _ -- - - _ _ - _ - _ - - - _ - J_ - _ \ - _ — ^^ \ ^� W II WWW WWWW W WV',yW/,yV',y4',yW,yV',yW,yV'C_ ! IIIWWWW WWV�JWWWWWWW W ` WW/7, - II /I.VW `... W I WWWWWWWWW W\ W/— I •I 11�, cW -rWWWWW WWWWWWWWWWW / -I V, * W vI' W •V W W •V W / I1 \'* W W W\W W W W W ' I `Jr \ W\W W W �W W W W -\WWWWWW*WR. BAKER / / I I / BASIN NAME I BASIN 114 - I = I = I= \ \ I I 1 I I I II I BASIN NAME BASIN 120.-k ` \ I\ \\ I \ \ \ \ - - - BASIN NAME BASIN 121 / 1 I I \ \ \ /\ SCALE AS SHOWN C C - — C - - C C - — C - - C C - — C - - C C - — C - - C - — - - - 1 - _� T /— 1 -1 - f — -_ / C C - — - - - C - — - - - /= / / fm C — C - - C C - — - - - / C C mi — - - - I C C - — C - - / / I C - — - - - 1 - /-- / — - C - — � - - J / BASIN TYPE RISER TOTAL DRAINAGE AREA 15.12 acres Tc (TIME OF CONCENTRATION) 15 min C VALUE 0.40 I (10 YEAR STORM) 4.83 inlhr = I - = I = I — = I -I - _ /_ T +I - =/ =1 _I - - '� _ _ - - — — - I- / - p m -� / I I / I / / I I I / / I I I / ! I 1 / / / / I I I I I I / I I I I I\ p l / / I I I I / / / I I BASIN TYPE SKIMMER TOTAL DRAINAGE AREA 9.98 acres Tc (TIME OF CONCENTRATION) 10 min C VALUE 0.40 I (10 YEAR STORM) 5.73 in/hr W W" W W WSW W W W W W W W W W W' W W V \ I 1 \ \ "WI IN. WWW * * *-* * * *� * * * * W * * * * �./W W \ WWW\W\W W W W �' *- W W W W W W W W W W W W W W (TOTAL \ \\ W* W w- W W W* W W W'1'[" W W* W W W W W W W I I \ \ Y W W W W 1'-YW W •Y 1� W W W W Vvb W W W W W V \ \ I \ \ \ .� WWWWW4-7-4-.4. W �l \W W W W W W W W W ,V W W W W W W W V• W W W W W W W W W* W/V' V 4'.. \ \W W W W �W W W W\W W� W W W W W W W y W W \ \ \ ` \ W �V _1' /W W TD• *- W W �. W A W W W W W W/* W W V \ \ \ \ * W W W W W *!' W `Y WWWWW�W� �� WWWWWWW ,1 \ \ \ W* W .W W W W W W A W L BASIN TYPE SKIMMER DRAINAGE AREA 9.29 acres Tc (TIME OF CDNCENTRAl1DN) 15 min G VALUE 0.40 110 YEAR STORM)4.83 in/hr SEDIMENT BASIN GRADING PLAN - / - - - - / �_ t � I / / I \ W Y4' - Zl' WWWWWW / - / I / / / ) _ �_� VW W W\W W W W W **-0 - W W * W W W\ W W W W V'i W W W W W - - - - - - - - - - 8 30 - - / - - _ - - / WA - - - - - - - '- / - - - - / —/ - - - ,' - / - - - - _ / _ - / - - - - SURFACE AREA CALCULATION: Q10 = CIA 29 cfs SURFACEAREA(AG)=435SF Q10(CFS) - /— .1 1- - _ / = POTENTIAL STOCKPILE �� r. / / /} / / I / / / / l I / / SOIL / O / c„ / / LOCATION / / / / / SURFACE AREA CALCULATION: Q10 = CIA 23 cfs AREA (AC) = 325 SF Q10 (CFS) Jr I \ \ W W W W W W W W W W-Y W W W * V.- W-V 1 I * * 4' * * * a• * * WWW *, 4' * * W 4, 4, W W W W W\*� W W 4, 4, W W V :. W W *•W W W W W •Y W W W W W W \ \ \ \ \ \ 4, 4, W W W W W W W W W */1 VQ1D WWWWWW WWW- �' I SURFACE AREA CALCULATION: = CIA 18 cfs Q10(CFS) - - - - -- — - - - - — - - - - - - - - - - �/ - - - - - - - - /- - - - - - - - - - /— - - - - - - M - / - ri / - T - _ - _ / / / - - —/ - - - - - - - - - - -/- —/ - �� - - - - / - - IA - - - - •• — / - t/ - - - - - - - - — / - - - — - - - - — / // /- / - - - - - - - —/ / / /= - �, — - - - •• - - /- - _ L /_ - / i /- - - -/ - v - - w - — / 'SURFACE AREA REQUIRED 12,707 ft SURFACE AREA PROVIDED 12,$50 ft2 BASIN VOLUME CALCULATION: 3 BASIN VOLUME DESIGN = 1,800ft /acre BASIN VOLUME REQUIRED 27,216 ft3 /-- / / / = - / / / / _ - - —/ _L - - T / - - �' � T/ / - m - m/// - .m TDD I///// //// /SURFACE / }/ / / / / / /// / / / 0 / / / ! / / `L / / / / / / // / // /\ / / / / / / / / / / / / / / / / ! / / / / / / / / / / / / / / / / / / / / / / / 120B / / / / / / / / / / Z\ SURFACE AREA REQUIRED 7,434 ft SURFACE AREA PROVIDED 8,15T ft2 3 BASIN VOLUME DESIGN = 1,800 fl /acre BASIN VOLUME REQUIRED 17,964 ft3 \4'4' O\\ W W\ WWWW WWWWWSURFACEAREA(AC)=325SF WWW WWWwWW*WWV- \ W W VA V\ WW `/ W W V�W ` W ************.1 \ \ ...WWWWW WWW W W\I' WWW *W-�I W WW W W W- �YW W W W W * \ W W W W W \ \ \ \ Z \ i W W W W �, \ \ \ W W \ \ rn \ LIMITS OF ` \ W W \ I \ \ \ DISTURBANCE \ \ \ \ \ \ \ \ -- ,, \ \ \ \ \ —x7 W V W V W W V�BASIN W SURFACE AREA REQUIRED 5,833 ft SURFACE AREA PROVIDED 10,921 ft BASINVOLUMECALCULATION: BASIN VOLUME DESIGN1,800ft3/acre =- VOLUME REQUIRED 16,722 ft3 3 -- _N - = - - - m o - - - - m/ - - - m - - m - / T _ - ' - m - / - m - - m - /- - m /- - - m - - El - -/ .. - - /- - • m/ - / BASIN VOLUME PROVIDED 31,473 fl3 / / / / / / / / / / SKIMMER - SEE DETAIL\ / / / / / / °' / / / BASIN VOLUME PROVIDED 19,588 ft3 ax \ x \ x \ x c' \ \ \ \ \ \ \ \ \ \ \. RIPRAP/LINED \ �� 1\ \\ \\ \ BASIN VOLUME PROVIDED 19,027 ft - - - - - - - - - - - - - - - - - - - - - - - - -- - - -/ - - _ - - _ / / - - - - - - �- - - - - - - -/ - �. - - - - - -/ - wa / - - - - - - /- / r� - - - - / - - - - - - - - - _ / - - - - - - TOP OF EMBANKMENT ELEVATION 278.5 ft EMBANKMENT WIDTH 10 ft EMERGENCY SPILLWAY ELEVATION 277.0 ft / / / / / / / // // / / / / J / / / / CLASS B STONE PAD W / W / / } / BELOW SKIMMER 4'L ( W TOP OF EMBANKMENT ELEVATION 248,5 ft EMBANKMENT WIDTH 5 ft EMERGENCY SPILLWAY ELEVATION 247.0 ft I \ \ \ \ \ \ \ \ TRANSITION AREA ',1',ITOP \ ''= \ CHECK OF EMBANKMENT ELEVATION 245.5 ft EMBANKMENT WIDTH 5 ft - - - - - m - - - - - - - - - - - - 1 /- F. - - - - - / - - - - - - r. - r - - - / - - -, _l J - - - EMERGENCY SPILLWAY WIDTH 30 ft / / / i W / r X4WX1 MIN.TH. / •�/ ) EMERGENCY SPILLWAY WIDTH 25 ft i I DEWATERING DAM (TYP.) 1 / EMERGENCY SPILLWAY ELEVATION 244.0 ft EMERGENCY SPILLWAY WIDTH 20 ft - - - - - - - - - - - - - , / 3p0= - _/ - / I - - - / - - w - - - - - / - - - /- - - w - / - - - - �� ■, - -I _ _- - - - / RISER ELEVATION 276.0 ft BOTTOM ELEVATION 273-0 ft BASIN DEPTH 3 ft / / / / / W / / V W 4," 4,' W / / rr / WWWWW (�<o� . 120 / v W W ",= / / / / W W G / / / ^-- / / / ♦ `� 2 YWWW,. / / / / 1/ �.48s . WW BOTTOM ELEVATION 244.0 j1 BASIN DEPTH 3 ft I J ` \ BAFFLES \I.•��_�../ \ SKIMMER COIR (TYP. - SEE SOCK I • • i•s FIBER V OF 3)`' - W WWBA51NDEPTH DETAIL N •�� 'I �� 4, 4, 4, BOTTOM ELEVATION 242.0 ft 2ft- - - -IIM - = - - - p - G - - - - - p C OIR - MI - - - FIBER - = - - - - = - - p - - - _/ - - _ - - - - -' / - = - - p WM - / - = - E. p - - _ / -/ MI - - - - - = - - p - - / = - M - - 0- - 0 p - - / - = - - - = - - / / / - I.PROVIDE - - p - - _\ _ - I - - _ - -/ I I 3 - _ - - BAFFLES - = - - - p Mr - - - p - - - p - - - - - - - - - - - - - - - / / • / / EMERGENCY -W COIR FIBER // WWo / / SPILLWAY . W - p� BAFFLES / / , / D♦ > ,.. .• -- .. W W - / , / , / ,, WWW" WWW - (TYP. OF 3)* * W W WWW - / I ��;� /� W W W Y• `I( W W I - / /• PW * W W PROVIDE 3 BAFFLES SKIMMER SI7F 4 inch ORIFICE DIAMETER 2 inch DEWATERING TIME 3.37 days o N I / I / % ; WWWW i lit W W W' I 1 rr� , to '� WWWV I I d'/• <, W W W W W * 4',,,*,,, I MIpi11 N,/ 4',,,* I V-* * *ORIFICE I •/ I ' W W W V N 4 % • •s W WWW PROVIDE 3 BAFFLES SKIMMER SIZE 3 inch DIAMETER 2.25 inch DEWATERING TIME 2.86 days OAK SOLAR - PI NORTHAMPTON COUNTY - NOR - /� �' �_ - �' - - - / /. �' / �� TDD 121 C Z WWW VP BAFFLES (TYP. OF 3) - ' \A `� - _ G - - - - - - ►� - TDD 119C -/ - - Q6 a- FLASHBOARD J = , - - -/ - - /- - / - _ _ / // / t;� w-� /' WWWWWW i.////♦ e/ ////�* W +K '- W W W W W W _ I J'"/W W W �. W W W W W W // I / / ♦ • ./ / ' •V*V•V'.VV'q..VV'4..VW4.V'.V I J / N 1 WWW W W W W W� W yc W W�� 1 W W W W W W WW W W W_ / W W W W W 'W W W W- / V Wy BIbilb l l •I•i -- � � � 1 -%,-- / - - RISER -SEE DETAIL rI -_ - -/I / ♦ / ..... / W W W W W W W W W W W * W W ` , 4.W ! I / W W CLASSW - — = = - i = = MI MI = = TDD 119B = = / — _ - T - / Vic; * WWW 00 / ,' , * SILT FENCE STONE W W W - / / `b p. �; k ► W W OUTLET TYP. W W ) W W DISSIPATER PA Y CLASS B STONE PAD / �� ; W W R BELOW SKIMMER (4 L 1 I N%WWW / _ /' /WWWA /29 285--' - W W WWWW //•/;; WWW W W X4WX1MIN.TH.)/ �'. / // W WWWWWWWW/WWWWWWW WW WWWWW W WWY******WW 281 281- • / 'AWWWWWW CHECK ♦,♦♦ / - / / ++{ .W"WWW• 244 D,;;�� v•VCLASS W WWWW WW WWWW*WWWDAM(TYP.) �� - WWWWWWL 276 • •`• - WW ., DISSIPATERPAD W _W • f (� / V * V W .. V. W TDD 120A �' ''-� � 'd W W W W W ' W X 5 L X 18 TH W -_ 1 1IWW / 4" P �273RIPRAP/LINED tip` I .WWV_C�"=� WETLANDS W .� .y .. �: W / I/1'WWWWW V 2 IN — 40L*-W to TRANSITION AREA CHECK / � WWW s W WWI.4P VC DEWATNr• W ERI / WWWW WW- - -W-W-W /y, DAM TYP. i�f-W WWWWWWW )�- / , ** WWWWWW( WWW W TDD 119A VW W W a'� -(V� 1,1, V•W I`r W W 1• * *C RIPRAP/LINED V� `• 119 '273 `• - - ` 276 -278.5 _ �� %� __ ---- ____ , •' -S , ------ -- __--- -' ' '-- (,^o` N \'�L �0 \ DEWATERING SOCK __ ! INV.-24 WSDG .W`"p/!^ (A, W W RIPRAP/LINED - _ K / WWWWW -WdWWWIW W d W W W W W TRANSITION AREA . W W W W W W W W W W W W / / / //� WW'C' WW WWWWWWW W W W .,V •WWWWWWWWW*WWWWWWWWW*WWWWWW / / / /L W W w W* W W W W W W W W W W W / ,, W W W SILT FENCE /W W .,V * W W W W* W W W W W W / /•/ / W W W W W W W - W W W W W W W W W W W W W* W W W W va W W W W W /FF�rrr W W W W W W W W W W W W W '^ .. Iv I� - vJJ ♦ I ' ti ;/,j / g �/ - / 7. ,..., .�A ,:: X4 ... J W .WW, WWWWWWW WWw �• WW �W WWWWWW W N W W `rW .WWWWWW WWWWW W/W W'�}' W W W W/ W W W/ W W W WW\WWW W W ,. / ,--- ___ ___ , , - ____--- ` W "' TRANSITION AREA / - �� CLASS A / W WW / - / / / / / / WW WWWWW WWWWWW/WW WW WWWWWWW WWWWWWWWW WWWWW WWWWWWWWW WWWW / O RIPRAP/LINED (=' `�;��' �0 ��, WWWyW W , W W WI * W * W W` W W * W - - �W W W DISSIPATER PAD ///' J W W 4, W 1L W W—r Wei•-W �, __ { - `+' p D = • W "' W W W W WWWWW WWWWWWWWW WW .WWWWWWW � '278.5--' W W W 4'W X 5'L X 18"TH WWWWWV'V �• \ ,.' �.. �W W W W W -* W .,. ..\ WWW*WWW W W * W W .:. '. -W\ , 1 . � .- `++ `+' W W W W W 4,*4,*V * Wj �= -_ W WW W WWWWWW W W W ID. W W W W W W 'r IVWW . W W W W W W W• 7 W �+ W \•,// V' W W "' "' "' . W W W W W W W W W I• W* W W W W* LIMITS OF Ufa W* ��_--- W W 2/2-W-W- 11 Wl , \�/• W W w W W W y[.. W- VTV ' �-d * W WJ W** d �41 W W W W W W •'W WWr/•y W W W L W w 12 HOPE'. W ly W W W W W W WETLANDS t, W W W/W W W W 4, 4, W W W W* DISTURBANCE W W W W W W /Y 'd * W W W W W 4, 4, = ,+ W W W V' W W W W `e W W* W W* W V W W W/W W W W `f W W W W W 4,-. 4, W W W W* W W* W* w INV. 270 V' W W V%' W W W 4. W W W W /W W W W W ' W W W W IW •W W •W gig, W •W W W, W W W `,' ' .s• W W ./ W W W W W W W . W W W '1' '� .SILT FENCE STONE .WWWWW*WWW*WWWW € W 4, 4, W W* W W W W W* w\ W W * W V/ :L, �y W W W W W * W * W W W �Y * W W W \ W W W `! / / / .V W W W (� W W W W / V / W W W W W * / / /N LIMITS / W W / J / I' /W W V DISTURBANCE W W W y� / / / W WWWWWWWWWW W IWWWW*WWWWWWWWWWW / //,�, W W W W W / I I /- J , f W W W W W W' *4,..,„*„*„*„. �/ W W W W. *4'****** * . W W W W W W W W W W W WVVV111 / W W W W W W W W W W W W W W W W W W W W W w W W W W W W W W W W W W W W W W W W W W W W W W . W W W W W W W W W W W W OF * W W W W * W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WETLANDS W W W W W W W. - _ - _ _ - W W W W `.WWWWWWWWWWWWW.WWWWWWWWWWW W W W W W W W W* W W W W* W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W ' •, /' �{ * ^ . W W W TRANSITION AREA 245. / • ` �� / / J / TDD 121A - , , WWWW WWWWWWW /WW WWWWWWW / / e. \W W/0 W �I `1�W W W S�V (l, r EMERGENCY 1 W W W W W l '•J / W W W W W W /� SPILLWAY I W W W W W W W WWWW I V V W W � WWW SILT FENCE STONE W W �/ OUTLET (TYP.) W / SILT FENCE ,W \ W W W W W W 1, W W W W W W W W W W W W W W W W W W W W W `•V W W W WW W �. • W W Yt W W W W / % W W W W W W W W W W W* W* W W W W* W '/ WWWWWWWWW 6, W W W W *1W*W W W W* W W W VW WW\- W W W WW )1' W* -'`-- � W� OUTLET TYP. '' W W W W W W W ( ) W I W W W W W W W W W W W . W W W W W W W W W W W W / y, W W W W / W W W W W W . W W W W W W W W W W W W } W W W W W/d W IJ /SILT W(V WV/*WWWWW*WWWWYWWWWWWWWWV\WWW/;' _ -WWW1• WWWWWWWVT�-\ e,,1 W * WWWW V _ _ W W W W W vL W W W W W W\ -\.1� W W WWWWW W EMERGENCY \- \�\WW.WW WW X•WW WW WWWWWWWWV/sfr �V r* WI *WWW*WWW * W W W * W W W * W W W W * W W W * / •WW- - W W W W W W W W W W W W W W W I i •1W W / FENCE J _ I /I /• / -__-- \\WWWW 3 W W W W W W W W W W W� W W W W * W * W W W W * W �._ •WWWWWWW \\ \\ .y .WWWWWWWWWWWW WWWWWWWWWWWWWWWWWWWWWWWWWW /* * * * .. �4r p W W W W W W W W W W W \ -_-- -- WWWWW W W W W W W .\ W W W ** SPILLWAY \ \ *- .p-. W .V .V .V \ -\ \\ W 4, 4, 4, 4, W W W 4, 4, W •lJ W W W W W W W W W W W W / W \V W W W W W W W W W n W W W W W W W W W W W W W /V' I 4.- W W W I / / �O , W /W W W W 4, 4, W 4, W W * \ N W W W W W W W \W W W -- \ . W W W W W W W 280 ` ,474,\ \ \ W W W 4, 4, W V/ W W W* W W W W ,,,...4, W W W W W W W W W %%%••• * W W W W * W W W W * W W W IW W W W W W W W W 4, 4, W W* 4, 4, W W W I / ((��� �' V/ W W W W W W )6' W W W W W W W } I CV/****4/*** W W W W W W W W W W W W Y W W W W W W W W W -------------- W W W W W W W W V•.V W * .V W .V W .V, W \W W .V W* 4, W -_ - V * W W W * W */ -- W W W W W W W y� // ----_P. W W W W\.Y-WW // --• \ \ W W W W \ ., \ - \ \ W W V \\rWWWWWWW \ \ \ N -- \ \ \ \ \ \ \ \ \\ / W w' W V W W W / W W W// W W W W iV WW W W W W W W IV• W /W W W W / `Y W W W W W W `I/ WIW/W*�WWWW WWWW WWW WWWWWWWWW W `Y -W . W W W W W W W W W W W W W W �1• --414. . W W W W W W W W W W W W W W W W *AV W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWW WW*WWWW*WWWW*/I/ WWW W W W W W W W W W W W W W WWWWWWWWWWW*WWWWI I I / / // W W W W W W W >L W I W W W W W )l' W W W / / W W W W •Q W W W W / / 'd 1 W W W W */ W W W W W / / (4,4,4,4,4,4,4,4,4,4,4,4,4,4,4,4, W/W W W . WW W W W W W /// W W W W W W W W W W W*WWWWW �♦V`4, W W W W W W WWW WL W W W ' * W W, /V W W*M\ W W W *W0 DO SCALE 1 "=50' 0 50' Q z 100' JOB NO. 46306.001 ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. C3.16 COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION 0 c N U .c 0 to O 2- 0_ T c la 0 0 to 0 c 0 c 16 Q c O s C 0a D o CK O 1-Z w0 O � 164- E O C C N N d o C z O2N X N N O O O O '§ Q a) L_ BASIN NAME BASIN 122 l BASIN NAME BASIN 123 \ \ _ �\ -\ _ - _ I- /r _\\ _ _ _ BASIN NAME I BASIN 124 BASIN TYPE SKIMMER BASIN TYPE SKIMMER \ \ ` _ _ \ : \- - \ y\ - I -, - //- = - - - - -\ _BASIN TYPE RISER TOTAL DRAINAGE AREA 3.07 acres TOTAL DRAINAGE AREA 2.97 acres \ - - c - I - L. - - - - TOTAL DRAINAGE AREA 14.91 acres ��otiliiitf/��/ \\ �\, C q R0 //, Tc (TIME OF CONCENTRATION) 5 min Tc (TIME OF CONCENTRATION) 15 min \ \\ • \ _ \ 0 _ \ _ _ =/ i_ \ _ Z _ _\\_ _ ±\ = Tc (TIME OF CONCENTRATION) 15 min \� �••.•••••• •••. .4‹.., C VALUE 0.40 C VALUE 0.40 \\ \ \ _ _ im _ - '= _ \ = - _ \ C VALUE 0.40 �� 4�4 SS�0 9!� �' (10 YEAR STORM) 7.16 inlhr (1 p YEAR STORM) 4.83 in/hr \ \ \\ - = \ _1\\- - - - - - - - - \ I (10 YEAR STORM) 4.83 in/hr - \\ \ \ - - = �\ _ _\ _ _ _ \ - - \ Q22530 SURFACE AREA CALCULATION: SURFACE AREA CALCULATION: \ \• \ _ _\I j =\ I= _ \ -N -_ _ - - SURFACE AREA CALCULATION: ��� :`�` Q10 = CIA 9 cfs Q 10 = CIA 6 cfs ` \ ' \ _\ E : = I i . : Q10 = CIA 29 cfs r/�' �OINE�••• �.` SURFACE AREA (AC)= 325 SF*Q10(CFS) SURFACE AREA (AC) = 325 SF*fl10 (CFS) \\ \ \ _ \s M - - \= I - / /- \ t =1 = SURFACE AREA (AC)= 435 SF*Q10 (CFS) 1 /'2�0//'RD w. Bt.'4.\�\\ 2 z \ \ - -\ c., _ = 1 \__/ - E/ _ \ 0 = = _ _\ _ z /i//l1111111\\\ SURFACE AREA REQUIRED 2,858 ft SURFACE AREA REQUIRED 1,865 ft \ \- _ \ o_ _ _ =r I _ \� _\ \^ _ _ SURFACE AREA REQUIRED 12,531 ft 1Z�Zp2Q SURFACE AREA PROVIDED 4,880 ft2 SURFACE AREA PROVIDED 4.200 ft2 \ \\ -. - E - - - f II - - E - 7- - _ _ - \ SURFACE AREA PROVIDED 14,781 ft2 BASIN VOLUME CALCULATION: BASIN VOLUME CALCULATION: \ • \\ - \_ - \0 _\ _ _\ \-// =, \-/ \ - m \ - _ - - _ BASIN VOLUME CALCULATION: N = - - \ _ _ BASIN VOLUME DESIGN = 1,800 ft3/acre BASIN VOLUME DESIGN = 1,800 ft3/acre \ 4- _ mi = \ _ _ 1_ I� _ \ _ = BASIN VOLUME DESIGN = 1,800 ft3/acre ;_ BASIN VOLUME REQUIRED 5.526 ft3 F BASIN VOLUME REQUIRED 5,346 ft3 ‘--CS:'� \\ N - �\ _ __ -I I7 _ = \ _ \_ BASIN VOLUME REQUIRED 26,838 ft3 0 0 3 ft3 \ - \ - - \ - _ = I i O BASIN VOLUME PROVIDED 7,760 ft /�� BASIN VOLUME PROVIDED 6,648 \ \_ \ _ - / - �_ �\\ = _ _ = BASIN VOLUME PROVIDED 38,185 ft N E LIMITS OF- TOP OF EMBANKMENT ELEVATION 307.5 ft 9y TOP OF EMBANKMENT ELEVATION 315.5 ft \ \ _ \= M \ F RIPRAP/LINED t _ E \_ -\ N- _ _ / TOP OF EMBANKMENT ELEVATION 277.5 ft DISTURBANCE EMBANKMENT WIDTH 5ft EMBANKMENT WIDTH 5ft \ \ \ \ - -\ TRANSITION AREA - \ - - - - EMBANKMENT WIDTH 5 ft Q cn EMERGENCY SPILLWAY ELEVATION 306.0 ft ` EMERGENCY SPILLWAY ELEVATION 314.0 ft \ \ \ _ \ i-' Imo. �� _ _ = - o W rya w w I I / I I SILT FENCE STONE EMERGENCY SPILLWAY WIDTH 10 ft r EMERGENCY SPILLWAY WIDTH 10 ft \ \ ,; - \ \ _ �` = EMERGENCY SPILLWAY WIDTH 30 ft LU N Ce > > \ / I / N \ \ - _ \ �. _ _ _ - \ COIR FIBER - Q - z w w OUTLET TYP. - = am - =, RISER ELEVATION 275.0 ft a LL N rY rY - \ \ (TYP.) \ v. CLASS A \ \ \ - \ �! - I - v� BAFFLES (TYP. OF 3) _ w p o M O CLASS A _ BOTTOM ELEVATION 3fl4.0 ft (., DEWATERING ;OTTOM ELEVATION 312.0 ft T m \ • m m �T T '" T BOTTOM ELEVATION 272.0 ft _ co E 2 \ I DISSIPATER PAD DEWATERING 0� �� DISSIPATER PAD \ SOCK 124B - �, a z I I `5 BASIN DEPTH 2 ft BASIN DEPTH 2 ft '� - \ N� BASIN DEPTH 3 ft c� °' T' N / I 4'W X 5'L X 18"TH SOCK \ LIMITS OF \ 4 W X 5 L X 18 TH I WXTDD \ fl 285 • \ cs, z W D c, rY DISTURBANCE \ • (II U L a I I I / PROVIDE 3 BAFFLES \ SILT FENCE STONE 4" PVC PROVIDE 3 BAFFLES \\W 280 / PROVIDE 3 BAFFLES < re a w 0 0 SILT FENCE - EMERGENCY TDD 124C U EMERGENCY 4" PVC / SILT FENCE \ OUTLET (TYP.) INV. = 311.5' SKIMMER" SIZE 2 inch 1 I \ -^ - - - - -- - - - 0 z z U SKIMMER SI7F 2 inchSPILLWAY \ I - SPILLWAY INV QS . = 303' / \ I I + - - _ _ _ _ - _ z I -__ LL ORIFICE DIAMETER 1.25 inch - Sr- C4,�4ry Ste-ORIFICE DIAMETER 1.5 inch N \ \ 275 'y - I - - - - - - -' _ z O w w -_! �! �51-- �� i 1W 4 \ 272 p \ \ / - - - - - - - - a a 7iN, � DEWATERING TIME 3.75 days EMERGENCY 312' `� DEWATERING TIME _ 2.52 days W /W o \ _ �� - •L \ M I 306 \ SPILLWAY I i 1 �� WSW c/► ;/ \ \ \ ,-, rn• O O "-co \ _315.5' � )w 315.5 , , I / ; 1 ,--, \ (!:•____- 307.5 \ 314.... SKIMMER- SEE DETAIL / / t t � 1 \ / I I _ _ u, °' \ _ )______t_.\ ``, 306 ���. CHECK \ 312 I t INV. = 271' ' ; : / - - - _ _ , w w CC ce -� „ ,, TDD 122B CHECK DAM (TYP.) 1 0 0 0 0 0 - 123 I p \ \W WWWW 41 \ s `♦♦♦�` \ Ic9 \ = _ _ _ �, _ ~ • DAM (TYP.) / / 32t, \ \o n n o �� I / 3� �,..; \ ♦\ / 124 - - - - - \ RIPRAP/LINED isa �\ - - - - - - - \ TRANSITION AREA !► / - - _ -__ _ _ _ 3 304_ r RIPRAP/LINED - / . , 313:�`.• .313 L / _ i / /X X \ \ ' 4 \ +\ \ ♦�♦,` / ` 4:1 SLOPE; LINE W/ _ - _ - cri 6,_ COIR FIBER 0, TRANSITION AREA - - X- X • \x -t / \ \� \ \ 1• ` °' • - - - '- - ce - _ X �' STRAW BLANKET - - \ -BAFFLES TYP. OF 3 \ �306 \ I / Q \ \ \ \\. ``3ds,\ `1' �`\ Ory ` art' MATTING (N.A.G. S150) - \ o \ ( ) ,3 ` / CLASS B STONE PAD \ \ \ - - - - - - _II 08• _ _ X CLASS B STONE PAD X TDD 123A \ BELOW SKIMMER (4'L I / \ \ \ \\ \ \\\ `�� / N \ . \ _ _ _ _ _ _ \ _ -X I X/ _ / BELOW SKIMMER (4'L \ _ 394 - \ - - _ _ _ - - X 4'W X 1' MIN. TH.) CLASS 'A' �\ 1� • \ - - _ \ - G =- - - _ \ p / - CIX4'WX1' MIN. TH.) \ :\ `L ♦ ` - - - _ - - �_ - - - - o I A-----\ 312- - - _ COIR FIBER DISSIPATER PAD �,, 2�2 \ o CHECK - - - - - - - - - L ce = / / BAFFLES (TYP. OF 3) - 316 RIPRAP/LINED Alt4'W X 5'L X 18"TH `� \\ `7'\ :� = = N DAM (TYP.) - - - - - - - - - - 1- 1 I SKIMMER- SEE DETAIL /'- TRANSITION AREA \ : I ' � '•� • - /- NI NI © © 1 TDD 122A / _ / �..� FLASHBOARD RISER / Dc © © / \ TDD 124A - 1- - - - - - _ - w Lu N I \ / / - - -318' / , - / 1 \ - SEE DETAIL . . _ _ _ _ / L = - In co � NI NI \ / \ 320 - \ _/ - - - - \1 SILT FENCE STONE \.y�, '�• _ `L% P \ = s - - -/ /- c� 0 \ / _ \ \ - _ - J _ \ OUTLET TYP. \ 1 - - - - / - - 1 - � \ � POTENTIAL SOIL � - - - � _ , II v (TYP.) DEWATERING • I -I - - � - p '� '� - - I / SOCK / _ - - _ T - _ _ u) DATE 0) \ - - 320 \ \ STOCKPILE LOCATION - - - - / r / / / 1' \ \y - _ _' _ _ - - 5 POTENTIAL SOIL 1 \ I - 1 I I - / 1/ 'W IWWw W� \� O� �\ RIPRAP/LINED I = _ - / _ - /- _ _ _ _ ce 4. / - - STOCKPILE LOCATION / 09/24/2020 / / /I /I `_ \ ' I l \ / // t - 14"J"W1./WWIW'` WW*W \ •� �S i \ TRANSITION AREA I I / p / / C / I W W W W W W W \ / / / / / W W W W W �S \ \ \ - l - l D RAW N BY / // - / / \\ _ / / / / / /I I / // \-/ �� \ / W�WWWWy�W WWWWWW\ \ SILT FENCE • \ -/ - I - -i - - - - - A. MAY / \ \ W W W W W W \W I i i 1 + 1 / 1 _�- _i \1 1 1 1 1 1 1 1 1 1 / 1 1 1 1 1 1 / 1 / I / C W W W W .� LIMITS OF I / / - _ -_ - / T - \ - i � - - - - - - - - / . � I \\ \ WW�, •WWWWW�WW� DISTURBANCE \ \ ` I I I - - - - \ - - - - _ \ \ \ I \ - \ - DESIGNED BY ' / r \ - - / - - - r - - - - - - - - - - - - - - - - - - - - /- - \ \ \ 1 \ WWW/W I„,-Wu(\WWW� WETLANDS �. \ �, \ 1 I - \ - - - - - - • J. DOOLEY / 1 / / - 7 - T - / - - - - - - - - - - - - - - - - - - - - - - - \ \ W�a W�W vWu W W 1 • I - \- - - - - - - • 1 1 1 1 1 1 1 1- 1. 1 1 - - 1- 1 „ 1 1 1 1 1 1 1/ 1 1 1 1 1 1 , / \ \ \ \ W W W W W W W W W `Y``'" W W W W \ \ \ * W ' yr W W W W W v W W W \ �! W W W \ I 1 - / - - - - - - - - - - - - - \ \ W W/W W W W W W�W W W W W W W W W W -\ - - - - - - - • CHECKED BY \ \ / - - -4-I / �- .�. - T �+� j \ • \ \ \ \ \I W W •Y W •Y W W/ W W •Y W W W W W W W •Y WW W •Y .I1 / /� I L -/ \ \ -/ \ \ \ \ .YI •Y W •Y W W •Y W •Y W •Y W •Y •Y W •Y W •Y 11W •Y \ I I \- \ I 1 -- - \ W W�'WWWL ]y'WWWWWWWW - - - - - - - - - - - - - �- - / - - - - - - I \ \ - _ • R. BAKER �4 1 BASIN NAME BASIN 125 BASIN NAME BASIN 126 I / 4) ,, _ \ \ - _ BASIN NAME BASIN 127 \ / WWWW,(,,WWWWWWWWWWWWWWW \ - - - / I ` BASIN TYPE RISER - - _ _ _ _ BASIN TYPE RISER J _ _ - - BASIN TYPE SKIMMER • SCALE - WWWd-WWWWWWWWWWWWWWWW�W \ TOTAL DRAINAGE AREA 23.91 acres _ _ _ _ _ _ _ _ - - - - - - _ - - TOTAL DRAINAGE AREA 41.40 acres /I - - / / \ _ _� TOTAL DRAINAGE AREA 5.51 acres WWWWWWWWWWWWWWWWWWWW WWW W \ _ - - - - - - - - - - - - / / / - / - AS SHOWN W W W W W \ Tc (TIME OF CONCENTRATION) 15 min _ _ - - _ _ _ - _ _ _ _ _ _ _ - - - - - - _TC (TIME OF CONCENTRATION) 30 min \ / _ _ / - / / _ _ _ / - - - Tc (TIME OF CONCENTRATION) 10 min _ W W W W W W W W W W W W W W W W W W W W W W W W W /W W W W W W - - _ - - - _ _ I - - • / / - - \ - W W W W W W W ''',1, W�V W W W W W W W CVALUE 0.40 _ _ _ _ - - -�/ _ CVALUE 0.40 _ - - _ WETLANDS _ _ _ / - - - - C VALUE 0.40 / \ W W W W W W W W W W W W W W W W W W W W W W W / \ W W W W W W W W/W W W W W W W W W W W W W W .I YEAR STORM) 4.83 in/hr - - - - - - - - - - - - - - - - - - - - - _ - - - 110 YEAR STORM 3.50 in/hr / - - - - - - - - - -- I (10 YEAR STORM) 5.73 in/hr I W W W ,, W W W/W W W W W W W W W W W W\W W W W ( I - _ _ - - - - \ ( D(0 / / - - _ _ _ \ _ - - - - / / / / •/ W mil' W W W W W W W W W W W W W W W W W W``W W W V , / / W W W W/W W W W W W W W W W W W W Y W W W -- V / / \ \ WWW ViWWWWWWWWW WWWWWWWWWWWWWWWWWW WWWW W WWV I , _ - - / I / W W W W W W W W W .b 11 WWWWWV SURFACE AREA CALCULATION: . . _ - _ UGI - _ - - UGP_ SURFACE AREA CALCULATION: / / / / / - - - - \ \ \ ` J / / / SURFACE AREA CALCULATION: /Y W W W W W W W W W W W W n'n / W W W W W W W W W W W W WiW W W W W v Q1O = CIA 46 cfs - - - - _ _ _ - - - Q10 - CIA 58 cfs / / / / \ -SF 1••®D� SF _ /SF,Q10 = CIA 13 cfs * W W W W * W * W W * us * W * W W W - SILT FENCE STONE WWWWWWWWWWWWWWWWWWWW 7WWWWWWWWWWWWWV SURFACE AREA (AC)=435 SF'010 (CFS) - _ - - - - - - - - - SURFACE AREA (AC)= 435 SF *Q10 (CFS) / / / / / - _ _ \ SF �S SF / / SURFACE AREA (AC) = 325 SF *Q10 (CFS) `\ 1 - - \ WWWWWWWWWWWWWWWWV - - - OUTLET (TYP.) - _ _ _ _ _ _ / / WW WWWWWWWWWWWWWWWWWW WWWWWWWWWWWWV - - - - - - - _ - 2 - _ ` �► / / - \ I / / ' \ \ SURFACE AREA REQUIRED 20,094 ft _ _ _ _ SURFACE AREA REQUIRED 25,213 ft / / / / / /' / \ , / ' - / ' / SURFACE AREA REQUIRED 4,104 fta 1 \ "WWW`w"V �w� "w" �w, "w "w", 2 _ - - . - �$ $ �S _ _ - _ I / \ \ / / - / / / / _ �i_ _ LOB- - 2 / / / I / - z W W W W W W W W W W W W W W W W W SURFACE AREA PROVIDED 21,382 ft \ / -- _ \ V' \ , SURFACE AREA PROVIDED 29,477 ft / / \ - / SURFACE AREA PROVIDED 6,600 ft I W W W W W W W W W W W W W W W W V - - - /�/i _ _ _ - - /i _ _ \\ _ _ / - _ __ / \ I / O \ W W W W W W W W W W W W W W W W W \ y - - ///� \ I l I I / / \ ��� " 'BASIN VOLUME CALCULATION: _ _ / - - //i \ \ \ BASIN VOLUME CALCULATION: / / / / / / - / BASIN VOLUME CALCULATION: / I ,4, '1, ,4, u, ,4, '1, '1, ,4, u, ,4, '1 * ', * * * * _ _ - CLASS A f /// 1 \\ \ \ \ / / I I / / / / / \ r . 1 / / / / , _o I I I W\W W W W W W W W W W W W W W W W W W \ / / \ \ \ \ 3 / / / \ W W VL W W W W W W+Y WG W W W W W W �. „BA51iV VOLUME DESIGN = 1,800 ft3/acre bW �/_ - �S / - DISSIPATER PAD -i \ \ BASIN VOLUME DESIGN - 1,800 ft lacre / / / - , DOUBLE \ I / , / BASIN VOLUME DESIGN = 1,800 ft lacre WWWWWWWWWW WW W WWWWWWWWWWWWWWWWWWWWWWWWV 3 V V, W vS _ - - /�' - 4'W X 5'L X 18"TH � \ \ / I / / / / \ . / / / N l �{ _ - _ - - / \ N ft3 / - \ SILT FENCE W W W W W W W W W W W W W W W W W W W W W BASIN VOLUME REQUIRED 43,038 'L W W W W W / / \\ BASIN VOLUME REQUIRED 74,520 / / / / I / \ \ I\ / // // / BASIN VOLUME REQUIRED 9,918 ft3 W W W W W W W V/ W W W W W W W W W W W W V V W W W W / \ \ / / W W W W W W W W W W W W W W W W W W W W W Jd'�•y W W W W W W W W W W W W W W W W W W W W W 4 BASIN VOLUME PROVIDED 56,565 ft; W -m .,.�",� .�sfr.� _ �WWW �"4, LIMITS OF / \ WWI / / / / / / \ \ / / 3 - W W W W W W W W W W W W W W W W W W W W W W _ `�/ I BASIN VOLUME PROVIDED 79,934 ft / / / / / _ / / BASIN VOLUME PROVIDED 11,208 ft �, \ W W W W W W W W W W W W W W W W W W W W W v V W W W W W W W W W W/W 1 WW DISTURBANCE / N. W\W ` I O / / <' \ \ I / / / / I I W W W W W W W W W W W;( - / / / / v / O W W W W W W W W W W W W W W W W W W W W W '^ I \ W W W W W W W W W W W W W W W W W W W W W V �{ `b�WWW W W W W W W W 4WWW�IWWWW IWW \ / / W W W W\W / \I / / - - - / I W W W W W W W W W W W W W W W W W W W W W TOP OF EMBANKMENT ELEVATION 296.5 ft V W W WETLANDS • - - W TOP OF EMBANKMENT ELEVATION 276.5 ft n' / / N W W W W W W W W W W W W W W W W W W W W �} W W�W 1W 12" HDPE / ' zW��e1" / / , / / / / - \ -- l / / / / TOP OF EMBANKMENT ELEVATION 268.5 ft I \ W W W W W W W W W W W W W W W W W W W W/ EMBANKMENT W]DTH 5 ft VWWWWWW W W W W W W VWWW �I/W/WWWW/ W - -,,-,,A- W W W EMBANKMENT WIDTH 5 ft I / / I / / / / EMBANKMENT WIDTH 5ft W W W W W W W W W W W W W W W W W W W V '' W W W W W W W W W W W W W W W W W W �' `� al[ W W W W W W W W �`s W W W Y Y% W INV. = 266.5' - •" 'b\ I - I N W W W W W W W W W W W W W W W W W y'W°EMERGENCY SPILLWAY ELEVATION 295.0 ft VWWWWW W W W Y ' W WWWWWWWWWWW� i* - WWWWWW EMERGENCY SPILLWAY ELEVATION 275.0 ft I / ( / I l I - - - \ I l l / 0 �,(') Z o W CLASS 'A' W W W W W W W W W W W W W W W W W 4, W W W W W W W W W W _ d W O� W v / EMERGENCY SPILLWAY ELEVATION 2E7.0 ft Q 4/ W W W W W W W W W W W W W W W W W V __ iD - W W EMERGENCY SPILLWAY W1DTH 6p ft , / / / I I t I / EMERGENCY SPILLWAY WIDTH 15 ft l0 Q ' W W W W W W W W W W W W W W W W W EMERGENCY SPILLWAY WIDTH 60 ft W y' W W W W W W W W W WSW W .,.,:.., W DISSIPATER PAD W W W W W W W W W W W W W W / W V I, 4, W LWW W W W W\W WW W W4, 1 �W / / / / I - \ I I a WW WWWWWWWWWWWWW / W RISERELEVATION 294.Oft i-\W W W W WWWWWWWW /„ �, _ _ _ _ \ RISER ELEVATION 274.0ft / / / \\ t .,-'I Q W 4'WX 51 X 18"TH WWWWWWWWW .1' W WW - _ W W W W W W W W W W W W W W / W W W W W W W W W W W. W W _ ,p F W W W W W W W W W W W W 1 BOTTOM ELEVATION 291.0 ft V V/.w\W W W * W W W'Av.W A, W / �� WW\BOTTOM ELEVATION 271_0 ft / / / 1 I SILT FENCE STONE - - - - _ I /I BOTTOM ELEVATION 265.0 ft re U w �Z-, a `O WWWWW; 4. .y W W W W W W W , -We W W W W W W W W/'Y.W W W FLASHBOARD RISER _ T, W W W W W W W W W W V \\V W W W W W W W/J�/•'W � W N...\ / / / \ JW W W SF W W W BASIN DEPTH 3 ft VWWWWW WWWWWWWWWW �/ W�W�' / - SEE DETAIL - \ BASIN DEPTH 3 ft / / / / / / OUTLET (TYP.) _ _ _ _ - BASIN DEPTH 2 ft - 0 (DWWWWW WWWW` SILT FENCE STONE �( WWI WWWW W - / - I7WWW `SF W OUTLET (TYP.) V ` "..'"'WWWWWWW/WWry W, / / -�_ _ �270` \ / / / ' CLASS 'A' I0 QZWWWWWW v, `i�0 PROVIDE 3 BAFFLES V W WW, ,. W „q,'�c/- - _ - / �� 1`,1 PROVIDE 3 RAFFLES / rZ5$ ` J / I PROVIDE 3 BAFFLES z U H o W W W W W"�'"/ `�„w /� �� \ \ - / I DISSIPATER PAD Q _ �, ,,, � •„•�/ W W W W W W/�Y W / - nGg, O ']� \\ \ �Y W W W W W W \� \ / p -� SKIMMER 517E 2.5 inch 4, W W W I \�\I Sf / /\W \W \( W W 4i W/�'// - _ (ICJ n� -' G`C \ \ \ \ \ \W W W W\Y \ \ \ \ / O / ' ' X ' X 1 V"TH - - - ' 0 LLI i i i W i W W d A' (� V / 12" HDPE \ ,OD '�„\ / / - ,,,.-- W W\W W .,c w \ - >+ T. . 4, 4, WW `7G {yW yt�/% 15 �''_-`' • ,. ' \ \ \W. W WWW `I`\ \ \ \ / / / _ ORIFICE DIAMETER 1.75 inch O .frWW*1,,,WWWW INV. = 939' \/SF I W`V[I�V[' w d-G/ / - L i 2- •.1^h ` , \,_ \ �. \ \ \ \ F DEWATERING SKIMMER- SEE DETAIL _ (n Q \Y \WTI' ��• W ' - S/ • _ W WWW WW\W \ `� / DEWATERING TIME 3.07 days 0 o W W W W W tf► / WM !7 ■■ ■I !■ i ' - / - - `ti .c _ \ ai W, \ �, SOCK CLASS 'B' STONE :All: CHECK /o I ! LJ.Jz W W W W W I FLASHBOARD RISER- SEE DETAIL \ - - - -''��� - .,,, , \° W W W W W W 9g� TDD 125B F ` - _ _ ;.2�65�^'''- \ DEWATERING \ \ / / BELOW SKIMMER - ' / / `. >+ W W. WWWWW \ ♦ m m m = = _ _ : 34 : - - . .,. W / / DAM (TYP.) �N // I / / / U .o2;-' m m m m _ - 2 2 �` \ SOCK \ \ / QX 4 W X 1 MIN. TH / /SILT FENCE ; W /WW W W W W W EMERGENCY \% EMERGENCY h \ I I J �,W `.�y11 W W W W �' �,.1 `t7 / I♦` _ _ _ - • • ,_` \ \ W \V WWW I r -V • , % ���•` / - ' / I �O , / / OW W\W W W W W , SPILLWAY . �%�: m m m = = _ - - - - • SPILLWAY �� cy� W W W W l I cV % / _ ' I 0QW ,,. WWWW . ,,-% �.� � CHECK - • 7 c�'`. \ �"(.�. \ --- - ; ; - / / /W WWWW .,. , 1 . . . \ - --�-- , , • TDD 127B , / Q O. . . . , _ W W I� 2i, / • DAM (TYP.) TDD 126A3...... �� \ \� W W ; , / W Www W W W W 1f.1 �'I� \ W\W W \W \ \ 4" PVC •` ♦ _ . , I -O a := �1 w • • ► - - - • ' 7 >,,, RIPRAP/LINEDz _, •.• •' \ .WW W\u W\ \ INV. - 261' . 26 * ..'.' ` ' / m D ' __I z COm " • - - - J W W W I `' sS ?6 0'' TRANSITION AREA / / ° c� N W W W W W W r'• n / � � � 1 l j. • \ \ 1'. N -6 6 ' RIPRAP/LINED �„ ' ? �I W W W W W W W / � � = = rr \ \ W W\W W W \ I.'•,:✓ O IA E. / O I- L Q m W W W W W .* e/v'/�• ` .1 N c\I TRANSITION AREA m m = = 1/ - 1 1-I� - - - - - ` I \ �W �W ♦N, \ I P,':: - a r 0 cn N W W W.W W W WI V � I ■ V / ,'i:Vf% - � 1 '1 M rY cc z W W W W W W W W 1 � � � � W W /W WW %-.I , /142) �� G N W W W \W W W W . .1,, . / . . RIPRAP/LINED _ • - uo.W I co ; / ,� Z o O W,�W,y ` ,y `, `2gS - TRANSITION AREA - ' . I WWW\W `wl .S ��', Z (� 2 �..�..�W W _ RIPRAP/LINED c�s8 5:1 SLOPE, LINE W/STRAW Q Q om m m m m126 TRANSITION AREA W �y ? / �� BLANKET MATTING (N.A.G. S150) W `I' DEWATERING ' -� W W \W r o W v, ; 1, rn b m m m m ' \\ . -,‹.„ 'WW-\WWW I VI EMERGENCY ?6S / �,/ ' - w = •a E - a SOCK W c\, rn /\ m m m m m COIR FIBER �I , im O 1--1 E WWWW J' W I `. . . N rn m m m = = ►, , CHECK \W W W SPILLWAY ` '� / -- - , I- Z m °' W W W ' W W W W I `♦ `, N - - - BAFFLES (TYP. OF 3) '• .•: ; / 11./ DAM (TYP.) \ ,,W ,,,W \ \\ ?)0 ��� I o cy // X = / kY O o a o W W W W,WW W N' W W W `♦ `, TDD 125C m m m m m •. 7 • ( W W WETLANDS YWW W WW s �\\\9 I 271 \ �. \ \ \ SILT FENCE �1 v�'� �/ // / - . O �..�..� o W • WWW W W W W W/WLWW WWW I �� I • \ ` - • \ \ \ \ \ �• : / l I 0 Z C.�JLL.I W W W W W W W W W W W W W it `` ♦`♦ \ / '] 27 _ • \ \ \ \ \ \ �4''1.�� \ �4 / / / I I I U / I .. z N C N 6_ W W W W W /i W W W W W W t/► COIR FIBER 8 4 \ \\' COIR FIBER ��; _ -_ ,i WWWWWW W.Y-d WW WW WWWWW WWWWW WWW ♦`♦ ♦ • O \ \ \ \ \ \ i. \ I / I ' =/I =I -/ N W W W W W W W W W W W W W W I / BAFFLES (TYP. OF 3) / \\ \ \ \\\\ \ \\ BAFFLES (TYP. OF 3) \ \ \ �� \ I I W W W W W W W W W W W W W W `♦ , ^,p CO W * W * W W W W W W W W W W W / `♦ `♦ 9Q It- `CSS - \ \ \ \ \ \ \ \ 275 ', \ I I O * W W * W * W W W W * W W W • • co W W W W W W W W W W W W W W W ` `♦ WWWWWWWWWW° LIMITS OF W `�`9� _/ - - - - - - - - - - \ � 280 \ \ \ \ \ \ \ \ . \ \ /ri, \ \ \ I I I oo W W W W ,� �,�, �``♦`` • 90 �'i \ \\ \ \\\ W\ LIMITS OF \\ I� , rl I \ 1 ! I I <,.� / r I TDD 127C I I / Z o § WWWWW� DISTURBANCE WWI `,``. / - - - - - - - - - - - _-_ \ \ \ N TDD 127A I / I l I /_ /- c' N W W W W W W W W W W W W ♦♦ ♦ - - - - - - - - - - - \�j\ �� TDD 126B \ \ I t - QY N W W W W W W W W W W l77 6' \ \ '`� \ DISTURBANCE --'� / i I ) / o WWWWWWWwW SILT FENCE `_. _ _ _ _ _ _ _ _ _ _ _ _ 285 I \ I \ 1-6 / I 1 I I • i I/ / / \ / I / I l = / _ = E 3 � \ W W W W W W y� W ,�`��, o• Q \ W W W G W W l/► - - - - - - - - - - - 1 \ 1 - \ \ V-I I1G I j l 1 / / r / / (�O / / - -/ = N LLI W I W W W W / - - - - - - - - - - \ 29O '/�/`�1 / I I / / / ) / �/ / 1 \ WWWWWWWWWW 291 , \ / '/ `/ / / / // //` / / / / // / ' // // r . (0') C I RIPRAP/LINED TDD 125A _ - - - - z 5:1 SLOPE; LINE W/STRAW TDD 126C I / d ` \ Wj WWWWWWWWW TRANSITION AREA - - - - - - - - /- TDD 126C `� BLANKET MATTING (N.A.G. S150) \ 1 I I / J I I / / / / / / / • / / / / / / / / / / / - / � o M f• .1, .1, • - - - - - - - - - - -/ - _ \ \ I • -J/ / / : 1. / / / / / / / / / J / / / // / / / / / // - - m "�O 0E E 0 m Q 0m Es z -0 of o m a� � �I JOB NO. o c U) SCALE 1"=50' 0 o co ° Tri c� 0 50' 100' j 46306.001N co ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. m o m COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3. 170 CD CO L / // / - - - - -\ 1 / / / /_ BASIN NAME BASIN 128 / / \ 1 I I I I BASIN NAME BASIN 129 / / / BASIN NAME BASIN 130 ► / p \ \ // / / / BASIN TYPE RISER �I., / ti \ 1 1 I BASIN TYPE RISER - - - c� / BASIN TYPE RISER I • - -- \ \ / / / / TOTAL DRAINAGE AREA 17.89 acres / I 1 1 I I 1 TDTAL DRAINAGE AREA 26.57 acres ` / / TDTAL ❑RAINAGE AREA 13.41 acres \��\\\�ill�l�r////i/ ► \\\ ' / / / /Tc (TIME OF CONCENTRATION) 15 min ► I I I I \ I Tc (TIME OF CONCENTRATION) 15 min ` _ _ / '_ _ _ / _ _ \ _ Tc (TIME OF CONCENTRATION) 15 min ,� / /�/ ' / / 1 / I 1 1 I 1 mi ww w w ■m wim- w w w w w w w w w �` •''4 $$/0 ' �i► / / C VALUE 0-40 \ C VALUE D.40 w ww w w ww w w w wJw w w wlw CVALUE Q.4Q 4y 9- - / / 1 1 • ■■ / Mg w w w w w w w - w w w w w 9 '•WETLANDS _ - / / / / I {1Q YEAR STORM} 4-83 inlhr�'/ ' � / 1I1III (10 YEAR STORM} 4-83 inlhr w w, w ` w wwwwwwwwwww / w ! (10YEAR STORM} 4.83 in/hr q��/ w - - w w wwww - wwwww/-DOUBLE / 11 1 w w w w w w w w w / w w w w w l w0225307/1L\ - / �J w w w im w w w w w - w w w w w w SILT FENCE 0 - \ \ / / I I \ 1 I II I w w w w w w w w w �■o w w w w w l w1 LIMITS OF \ I SURFACE AREA CALCULATION: 1 w w w w w w w w w w w w w w w w J - \ 1 1 I \ I \ SURFACE AREA CALCULATION: w w w w wJ w w w ` w w w w w w w SURFACE AREA CALCULATION: / 1 / \ \ / I _ / _ .' w w w / ■� w w w w ,_ w w w w w .r w ��� �1N�S� ,• `� / / DISTURBANCE , _ _ _ , , / I Q10= CIA 35 cfs / 242 J / \ Q1Q = CIA 51 cfs u i �� O Q1Q= CIA 26 cfs re-,-, • F" '����` / / / I I * w / w w w w w w w /w w w w w w 'w w w r/�"� �'\\ I / / 1 O // - - ,\� \I \ SURFACE AREA (AC) = 435 SF Q10 (CFS) I ` - , SURFACE AREA (AC} = 435 SF Q10 (CFS} • w w w w \ ■o w w w 1 w w w w w E w w SURFACE AREA (AC) = 435 SF Q10 (CFS) /i/�0 w, ' Q+ \\ \ I I 1 I / / - `�� z / I / 1 1 z w w w w no le .. = - - w w - w w z //!I!I1111\ \ I 1 "9 I / , _ - - - - _ _ - _ ) I SURFACE AREA REQUIRED 15,035 ft / / , \ \ SURFACE AREA REQUIRED 22,330 ft m m m m m m / m m, m . . . 5?). = 0 SURFACE AREA REQUIRED 11;270 ft �Z/Z7 o2Q I )1(<I 1 I ' ` z / / / 1 \ zw w w w w w w w = w w w / w w w N. / / / / SURFACE AREA PROVIDED 17,100 ft / SURFACE AREA PROVIDED 23.415 ft w w w w w w w w w ` w w w w w -w - w SURFACE AREA PROVIDE❑ 12.800 ftz �\ I , - - / / / w w w w w w w w ww 0 w w ww -w ,` / / 1 \ w w w w w ■a w w w w w w w w ter. w w w w w w w w w w w w- w - w w - 11 SILT FENCE / / BASIN VOLUME CALCULATION: I / / / / \ BASIN VOLUME CALCULATION: w w w w w r. w w w- N. w w w w w VA BASIN VOLUME CALCULATION: ► (\f / - - - 3 \ I / / / g . w w / w w - /w w . ` w w - w w --w w w s 1 1 1 �'` I I I / BASIN VOLUME DESIGN = 1,800 ft3/acre I I BASIN VOLUME DESIGN = 1,800 ft3/acre w w w w w w w w w w w : w w w w / \ I / / w w w w w w w w w w w w w w w w BASIN VOLUME DESIGN = 1,800 ft !acreE 1 12" HOPE I I I Q TDD 128E 3 I / / I 3 - - - - - - -/ - - - - - - - - = s 0 SILT FENCE STONE " C� / - BASIN VOLUME REQUIRED 32,202 ft 1 I \ BASIN VOLUME REQUIRED 47,826 ft w w w w w w .. w w w w w w w We w BASIN VOLUME REQUIRED 24,138 ft L• INV. = 251' o I I 1 J / { / / w w w w w w - w w w w w w w w w N. v; OUTLET (TYP.) ► O 3 ► / \ i w w w w w w w w w w w w w w w w c0 c / I I 1 ^ BASIN VOLUME PROVIDED 44,062 ft I // I /BASIN VOLUME PROVIDED 61,731 ft / w w w w w w w w w w w w w w w w ,BASIN VOLUME PROVIDED 32,2fi2 ft3 `�° o w w w w w w / w w w w ' - w w w w pS/ DEWATE'ING I \ 1 N / w w w w w w w w w w w w w w w ra E \ / I < I • w w w w w r. w w o w w w w w w w E • CHECK JI . w w w w w - w w w w w w w w w w c..� .E SOCK / O I w w w w w, w w w w w w w w w w w "' z \ J \ •: TOP OF EMBANKMENT ELEVATION 258.5 ft \ / TOP OF EMBANKMENT ELEVATION 252.5 ft ■■ ■1 '■ ■l ■1 '■ ■■ ■l '■ ■■ ■l '■ '■ ■■ '■ ■■ TOP OF EMBANKMENT ELEVATION 239.5 ft = I . •► DAM (TYP.) - w - w - - - wI - - w - - - - - H ~ ! - I �6, ►► \ / w w w w w w w w w w w w w w w • EMBANKMENT WIDTH 5 ft SILT FENCE STONE / EMBANKMENT WIDTH 5ft w w w w w w w - w w w w w w w w EMBANKMENT WIDTH 5 ft 1- c, • S •,► 1 / w w w w w w w r. w w w w w w r. w Q •7 N S''"" \ / '"'►' - EMERGENCY SPILLWAY ELEVATION 257.0 ft - I EMERGENCY SPILLWAY ELEVATION 251.0 ft w w w w/ w w w w w w w w w w w w EMERGENCY SPILLWAY ELEVATION 238.0 ft o w w w... , OUTLET (TYP.) O I w w w w w w w w w w w w w w /w w y ♦ I O w w w w w w w w w w w w w w w w w c U c c i '-' '-'\J \ `," EMERGENCY SPILLWAY WIDTH 35 ft / I EMERGENCY SPILLWAY WIDTH 50 ft I w w w /w w w w / w w w w w w w I w w EMERGENCY SPILLWAY WIDTH 30 ft ce -cO > >.c ,, / / w w w I w w w w w w w w w w w w w Q LL 00 z W W, \ 1 / / �•�` RISER ELEVATION 256.0 ft I / / / RISER ELEVATION 250.0 ft I 1 RISER ELEVATION 237.0 ft w O o •cr"',, O S C - / /,5,;� ,!"" RIPRAP/LINED 'BOTTOM ELEVATION 253.0 ft / / WETLANDS�. / / BOTTOM ELEVATION 247.0 ft / - - - - - - - - - - - - - - `V- m BOTTOM ELEVATION 234.0 ft = co �j z `.•. w w w l w w w w w w w w w w w w a� 0_ .r •`:• BASIN DEPTH 3 ft I \ BASIN DEPTH 3 ft 0 w w w w w w w w w - w w w w w w BASIN DEPTH 3 ft U 2 ' °,�' ~" '-' N - \ / •„• TRANSITION AREA , w w w \w w w w w ■. w w w w w w w z rY 4.•-' I EMERGENCY " s1. w w w w w w w w w w w w w w w w W a' U O' a w w w w w w w w w w w w w w w J O ' I h/ /(1/ • . ` \ CLASS A T / w w w w w w w w w w w w w w w w - x w W w �, ^2 \ ;� T PROVIDE 3 BAFFLES ISPILLWAY Sf 4 PROVIDE 3 BAFFLES / w w w w w w w w w w w w w w w\ w 1PROVIDE 3 BAFFLES Q254 �., S� co \ �\ _ I DISSIPATER PAD • w w w w w w w w w w w w w w w w - ra CLASS 'A' h ■� o �\ �\ / w w w w w w w w w w w w w w w w ,r- / 0 0 p U U /S '''''► R. •ii' w I 4'W X 5'L X 18"TH w w w w w w w w w w w w w w w \w w l - / w ,� Z z .;,:' \ w • 25 / \ / w w w w w w w w w w w w w w w w w / _ _ ( w ' / N z / DISSIPATER PAD -<. ► \ . • N Hi �� w /� F / - - - - - - - - - - - - - - �i \ I / w rZ' rn 1 /w / / / COIR FIBER / w w w w w w w� w w w w w w w w w w I /! w °- O ce .',► N �7, 5:1 SLOPE; LINE W/ - _ SF 5 / w w w w w w w w w w w w w w w ■. w _ - w / / = c W w 4 W X 5 L X 18 TH / t0"� '\ p n ' / i / / / ' ! '"'� C•22. \-\_ - - - - BAFFLES TYP. OF 3 w w w w w w w ■■� w w w w w .� w w w \ w •L cn a s i 6 C{, ') cao' cah i' N STRAW BLANKET w . ( ) w w w w w w w w w w w w w w w - w . - / \ ■a I / _ S .!•,.• �' _ - _ - _ _ S,r _ / / w w w w w w w w w w w w w w w w w\ 1 r 1 `� z z (1, 'ti c\r w / DE ATERIN �� \\\<.5: - , i i i i i i i i w w w w w w i i w 4:1 SLOPE; LINE W/ - 1 co >EMERGENCY h c' - ca MATTING (N.A.G. S150) / w I i / w w w w w w \ \ w \ + �� O O cb" / 4� h w SOCK _ _ _ _ _ _ / / w STRAW BLANKET J > >SPILLWAY h/ `L ' �'' , / w ! - _ - - -3' / / / w w • _ cn, . w / ll / c3` COIRFIBER- w w . � rn /�:���• • ,:• , 5� _ / ' / w w w w w w w w w w w w a MATTING (N.A.G. S150) r FLASHBOARD •••� ♦ • _ COIR FIBER \ 2 - - - - - - - - - - / ' ' w w w w w w w w BAFFLES (TYP. OF 3) w w w • w _ \ \ \ I 12 HOPE 'I • _ _ _ _ _ _ _ RISER- SEE �r • 4'_•' • • • • ' > ` . BAFFLES (TYP. OF 3) \ / / 2� :3 v SILT FENCE - ! / / I ~ • • • •, . •,, \ \ \ w INV. = 245' ,/,/ / 260 EN / ' / POTENTIAL SOIL T - T T \ \ \ i I I / DETAIL \ .� / cr / STOCKPILE LOCATION \ tv k. ./ • ;�;►. •, ••.•• ,•:'• \ \ , \ \ \ \ I i,i2 / �� - - - - - - / 1 �rn �S: cri d' \ ME / r• / •� ` o \ - ' FLASHBOARD- 1 t ce iv • *:• i I \ \ \ \ 1I w 4 2�6 i�i / �� 3:1 SLOPE; LINE W/ ` �S ,;.;.;•:•-• \ \\ \ \\ Il I / • �� • /' ' / ``INi.� X 0-, - - STRAW BLANKET RISER- SEE �'� • TDD 130B w L-� )3\ O 7 ���� ''�� !`'� RIPRAP/LINED v \ \ \ w _ _ / 129 ' / ` _ _ DETAIL `p T245,;• \ _ / MATTING N.A.G. S150 .110 v vcs) TRANSITION AREA / 1 I \ \ \ \ \ 1 I w \ \ / / / / / / ` `' `1`` �� _ - ' / 12" HOPE ` I \ --�� I I 0/ `„ / 266 \ \ \ / / / , / 1 - - -- -- --- 240�),1 N` , \ rn; / �. _ I \ I I 1 \ \ \ / ��� I�Ir , _ - INV. - 232 239.5 I 1 I I 1 _ ,,,.. - - ` \ 24g_ % / cb / i /JJJJ� ' / l 1iwAl 237 ~ .::.!0' d. 1 , - - - - � / / 1 I \ I \ , / • _ - / , / I I I 234 I I I \ © © ., co �/ I I FLASHBOARD .., v.., • , /�'I / I I \ ,>11 w N N . •:. rl. cao 1 /_ _- " _ /_ rI I 1 - - I _ RISER- `JcT \ o / / ' / 20 / / // 3I N �.1 .C = Q N Cr) N ",; �' , - - _ \ - I /I / \ 11I SEE DETAIL � / I \ NU ow w I N RIPRAP/LINED , _ I I J 00 ' CHECK o o w - LIMITSOF o TRANSITION AREA �' �,�� =�w - T - 1- ( ► 1 = = CHECK / \ II DAM (TYP.) in DATE DISTURBANCE ce I 5:1 SLOPE, LINE W/ _ - - / I - 1 -I p I c7- - -_ / _ \ / DAM (TYP.) g y \ STRAWBLANKET ti _ / 1 - • 265 �6 `� / CLASS A \ �n N / N I / - I 1 , 2 / / __� 09/24/2020 • / MATTING (N.A.G. S150) - z - - - I RIPRAP/LINED % / TDD 129B / DISSIPATER PAD co I 234 ,n p y ,i' " N o } DRAWN BY - - - / _ - - - fio / i I� co- I 239 N I \ TDD 130A \ - - - _ _ - -_ _' _ - / - =I TRANSITION AREA / ` 'I :-1----2-1° // / // 4 W X 5 L X 18 TH WETLANDS 237 M II ---- N - -_ - � ' - /- - 1- - - / / - / �': -4-- • l / / / I ( ► v- `�L-SIN c�L=239.5-- _} / ` ` \ �� A. MAY /- - -, " / � - r - - r. �� / / � '• \I. J� TDD _._ _._ � / � I� 1� /� /% � /� l� l �► I ` �06 �\ \ _ _ _ 1 \.3-fr $ - / /� T - _ - - ` // - \ / / - ' /- - -/ - / / - _ - /-_ J _ ~_ L_ - - ` ` DESIGNED BY \ /- / _ -_ = / _ / -/ - -/ _ _ _ -I / DEWATERING �` EMERGENCY RIPRAP/LINED TDD 128A , ti� • �60 -/ w / w - ` - - - / -_ / \ / - /- _ / _ _ / / / - _ / LIMITS OF = w w - _ - - _ / / - -I SOCK SPILLWAY }zo TRANSITION AREA • J. DOOLEY I f \ / / /-- WA z - - ~ T I 96 \ 5N / / / _ / _ -►- - I = / �_ -/ - -I - / v; DISTURBANCE 1 --G� _ w w ,_ -, _ / �2 `L / / /- 0 - /- -I SILT F E STONE ����S / �� TDD 128C -/ - wz - - / 7 / _ - - / -- z / / _ / __ -/ J /-_ / __ , -_ 16- f -_ / _ _° _ �_ - - OUTLET (TYP.) �S LOD �S �S LUU�S �S • CHECKED BY / w - - - /� - - - - , - w / / E - . - - / - _ - / = -� ,/ / - _ -� - r - - - -r _ _ _ _ _ _ • • BASIN NAME ' BASIN 131 BASIN NAME BASIN 132 = _ _ = BASIN NAME 1 BASIN 133 - I 1= I _ _ _ I • 0 R. BAKER / 1 - I - -/ -\ _ = I BASIN NAME BASIN 134 BASIN TYPE SKIMMER BASIN TYPE RISER / _ _ _ = BASIN TYPE SKIMMER 1_\ I I -1 1- 1 _ I _ \_ =BASIN TYPE SKIMMER / - _ - - - a I = - I= I - - • SCALE TOTAL DRAINAGE AREA 7-09 acres TOTAL DRAINAGE AREA 10.61 acres / / / - - - - TOTAL DRAINAGE AREA 4.62 acres I= 1 = I4 _ _ - 1 _� =TOTAL DRAINAGE AREA 5.14 acres Tc (TIME OF CONCENTRATION) 10 min Tc (TIME OF CONCENTRATION) 15 min // / = I/_ _ _ = Tc (TIME OF CONCENTRATION) 10 min � I I 1-I - 1 - I - I= \ - - =Tc (TIME OF CONCENTRATION 10 min AS SHOWN C VALUE 0.40 C VALUE 0.40 / / __ I = _ = C VALUE 0.40 I - I 1-I 1 ► - I - I - } • / 1 - 1 c 1 - 1 - I - = I =1 =\ =C VALUE 0.40 • {1 D YEAR STORM} 5.73 inl{�r {1 D YEAR STORM} 4.83 inlhr // // _► _ _ _ _� I (10 YEAR STORM) 5.73 inlhr I + \ - 1=, - I - _ \- \k- \- - \ '1 (10 YEAR STORM] 5.73 in/hr / / -1 - - - ' _ 1 1 1 I 1 I i IT1 \ \ \ T r SURFACE AREA CALCULATION: SURFACE AREA CALCU LATION: / 60 T T /T T SURFACE AREA CALCULATION: I 1 I 1 / I 1 J I \ \ 1 / SURFACE AREA CALCULATION: 0 Q10= CIA 16 cfs Q 10 = CIA 20 cfs / .9' - Q10 = CIA 11 cfs I / I I I / - 1 I /� / 1 I I \ - / Q10 = CIA 12 cfs SURFACE AREA (AC) = 325 SF`Q10 (CFS) SURFACE AREA (AC) = 435 SF *Q10 (CFS) / SURFACE AREA (AC) = 325 SF *Q10 (CFS) I 1 w I w w w '• ` w( ' / l /' SURFACE AREA {AC}= 325 SF Q10 (CFS) SURFACE AREA REQUIRED 5,281 ftz SURFACE AREA REQUIRED 8,917 ft 2 w w / SURFACE AREA REQUIRED 3,441 ft 2 I \� \ �1 - , \ SURFACE AREA REQUIRED 3,829 ftZ - - - ■■ \w \ w •' 0 /_ - \ OM SURFACE AREA PROVIDED 9,100 ft� - - V SURFACE AREA PROVIDED 9,100 ftz \ \ - = : 1 - W •_ \ \ \SURFACE AREA PROVIDED 9,100 ft2 SURFACE AREA PROVIDED 7.975 ft / / BASIN VOLUME CALCULATION: BASIN VOLUME CALCULATION: / ` BASIN VOLUME CALCULATION: 1 ■■ w w 1 w w w \ \ BASIN VOLUME CALCULATION: w w rp0 / I 1 = = I =1 = i \ n BASIN VOLUME DESIGN = 1,800 ft3/acre - - 2 BASIN VOLUME DESIGN = 1,800 ft3/acre w w w w\ w w \ \ 3 ai BASIN VOLUME DESIGN = 1,800 ft !acre w .. w \ = w w \ BASIN VOLUME DESIGN = 1,800 ft3/acre BASIN VOLUME REQUIRED 12,762 ft; BASIN VOLUME REQUIRED 19,098 ft3 - p / ///' �_BASIN VOLUME REQUIRED 8,316 ft3 \ -\\ - o \- k m \\ \ \ ,BASIN VOLUME REQUIRED 9,252 ft3D ..' BASIN VOLUME PROVIDED 22,1D7 ft / / / , / / BASIN VOLUME PROVIDED 22,107- ft \ \ �\ p \ p , BASIN VOLUME PROVIDED 22,107 ft3 �; BASIN VOLUME PROVIDED 13,658 ftw w / w /w / , ' / ' \ w\ w \ w\ . , ` - a�i / , / / - w / / / 0 I a m im \ m . c? ` $ TOP OF EMBANKMENT ELEVATION 231.5 ft / / / , TOP OF EMBANKMENT ELEVATION 24D.5 ft p i , , / TOP OF EMBANKMENT ELEVATION 240.5 ft Z \M\ M, C Z \ M \ 0 ` , TOP OF EMBANKMENT ELEVATION 245-5 ft / , w / w w www \ EMBANKMENT WIDTH 5 ft / , EMBANKMENT WIDTTI 5ft w / EMBANKMENT WIDTH 5ft ■■ w \ N w w w EMBANKMENT WIDTH 5ft / / w / / go w w w- w w w \ N Z 0 EMERGENCY SPILLWAY ELEVATION 230.0 ft / / / / / / / EMERGENCY SPILLWAY ELEVATION 239.0 ft / / /' / / ' EMERGENCY SPILLWAY ELEVATION 239.0 ft ti m m ow\ = =\ \ \ EMERGENCY SPILLWAY ELEVATION 244.0 ft 0Q / / w N. i. 1w Iw \ w \ EMERGENCY SPILLWAY WIDTH 20 ft / / / / EMERGENCY SPILLWAY WIDTH 20 ft �/ / / / /EMERGENCY SPILLWAY WIDTH 15 ft w j i• - \� \ \ EMERGENCY SPILLWAY WIDTH 15 ft lO J Q / 66 / / RISER ELEVATION 238.0 ft w / /•• / / / / / - : .. - - I- I_ \ \I , Q C BOTTOM ELEVATION 228.0 ft /� / / BOTTOM ELEVATION 235.0 ft / / ' BOTTOM ELEVATION 236.0 ft w w r= w w w /w `° / w ,. w w w l w w BOTTOM ELEVATION 241.0 ft w o BASIN DEPTH 2 ft / / / BASIN DEPTH 3 ft / VA / / / / BASIN DEPTH 3 ft ES /BM El /ES /� / E / E / IO (� / w w / w w w w w w w / w w / w/ w / w w w w/ w / BASIN DEPTH 3 ft J N / /= / = / 5° / w w/ w M w w w/ / (I) PROVIDE 3 BAFFLES / / PROVIDE 3 BAFFLES / w �w w w w� w w / / w / / w �' ' PROVIDE 3 BAFFLES - - / - ' - / i 'PROVIDE 3 BAFFLES Og 0 . U i--i SKIMMER SIZE 2.5 inch cicL ) / SKIMMER SIZE 3 inch ' �i SKIMMER SIZE 2.5 inch �/ �/ / / SKIMMER SIZE 2.5 inch = Q ORIFICE DIAMETER 2.25 inch / w w w w - w /w w .' LJ•J / w / w / ORIFICE DIAMETER 1.5 inch w /w w / w w /w I. / 5S' ORIFICE DIAMETER 1.75 inch T ORIFICE DIAMETER 2 inchw w / 0 WETLANDS / w / w / w w w w w w /w �'L Q o WETLANDS DEWATERING TIME 3.27 days w w DEWATERING TIME 3.51 days _ - - - ! - - V / DEWATERING TIME 2.87 days O o DEWATERING TIME 3.03 daysr� / 0 CLASS 'A' DEWATERING w - ' ' / ' 41, 1 \ Z `6- - - CLASS 'A' / /w CHECK / / / I / w w w/ w w w w / / W mo SILT FENCE STONE - - DD / / / / / /wwwwr� w / / 12 I ,\ / / , w w w g. w w . o (TYP.) wc LOD DISSIPATER PAD x ry I x / / - - ' / / �/ TDD 134A c�1 ' . I ___ 0 DISSIPATER PAD SOCK I w / / / LIMITS OF c \ OUTLETx w/ / / - x I ,/ ' / / w w w w w w/ ' I 1 J 0 4'W X 5'L X 18"TH 1 EMERGENCY \ \ / i x 4'W 5'L . 18" \ tv r r n / / / I DISTURBANCEc `o ry \ _ x rn�- RIPRAP/LINED Q / 1 w / w w /w w o w 11 Z SPILLWAY 3 \ _ / / / \ w w , w w w I. w I--I o DEWATERING SOCK i / \ TRANSITION AREA - i� / ti / WETLANDS \ . . ./ . . '. SILT FENCE I 1 EMERGENCY < O SOD. •\ - ` - T - LO f 'GENCY SPILLWAY \ F� r-I H 1--I / / / '' / \ . m = WA = u = / = CHE •CK / / Z U co“) SILT FENCE STONE I LIMITS OF 4" PVC 1 / \ •` / w w w w I. w w / / i - _ \ 1 COIR FIBER / / / EMERGENCY , w / w w w w w w DAM TYP. / / SPILLWAY i--i Q 0 D OUTLET (TYP.) DISTURBANCE o - I INV. = 234' 0 �c� 1 `�(11e1::Iii..-.•2.40.52-391 `, ---- �\ w w / w w w w w \/ / 234 �•-- - � s I I BAFFLES (TYP. OF 3) SPILLWAY \ wl w w w w ■■ w / / r0 J N w w/ w w ►w w w / I /o +;. .-._� 1w w w , w w w / / / / �'� o \ w //c� 238 -� \ � \ w/ ww w •• / / \ O °■■ N RIPRAP/LINED I �. w w w w / / ca -c®� - - '-' _ __ c� 240.5� CLASS B STONE PAD \ 1 J / N DEWATERING SOCK \ w w wl w / RIPRAP/LINED / ' / /1 a v z�N co TRANSITION AREA I I \ \ w - w w / �; / V 1 g - 0 c� a . ;r =235 cd, 3:1 SLOPE (TYP.); LINE W/ r 240.5- 1 BELOW SKIMMER (4 L \ I ` \ w w WA w TRANSITION AREA II �' STRAW BLANKET - - - r X 4'W X 1' MIN. TH. \ r I ,,�� �� r L' S I r/ / / I DEWATERING SOCK Q Q z o \� - 238 I � \ ) I I 1= I \ U = 1-1-1 / COIR FIBER I m \ 4" PVC ' 231.5-3L.E .5'-- ( ) ;4( A I 235 7� �II 239 �% DISSIPATER PAD / / i �? III `c'-- 230= MATTING N.A.G. S150N til_T:':;;,', � - 4'W X 5'L X 18"TH /� ► / �o / BAFFLES o N \ / _LIMITS OF • \, I \ CLASS B STONEPAD • • �" o /' a 1°o INV. = 228' 228 ��� SILT FENCE � / (TYP. OF 3) c\lz ,�rl - DISTURBANCE I 't' BELOW SKIMMER (4 L '1 11 c�, r 232 N cn v • I O I--I �, \ rn1 I / \ X 4'W X 1' MIN. TH. 1 rn / ./ / / /1 / / RN co N I J ♦ _cii ti��� • • • \ 411) co CHECKRIPRAP/LINED ��� \I 1I / I ) NIo ,yl / _/ / d� I I N 1I ,p' �'`�cp- O I� D\ ca DAM TYP. Ir ��� I lllii�.■ � / - - l 24 „ w o• • ( ) TRANSITION AREA N \ I 1 SKIMMER- SEE DETAIL N ;. / O 0 ° LOl}� > `II -,!\ / I SILT FENCE STONE / - o ,.. 4 PVC zLu - x /228 �- ' ' TDD 132A240 %'• = Ir o RIPRAP/LINED \ 1-1 I I / - / N `" 244 '=' INV. = 2400 z NA,lW.�Al. 4, �� 238 -.i I TRANSITION AREA I RIPRAP/LINED I�•�•�• OUTLET (TYP.) - // .�����-��"' -230 - - •>� 1 k''""�. I 1 C° 1 I o CI SILT FENCE STONE o :•- /ri ���� - �� -��"' TRANSITION AREA 1 co "''_'_' c� /�? 240 \ I ' iI _ . N ���- 1 1 N 1 2 1 I OUTLET (TYP.)�Jo ` _ I I I = I 1 \ -- J� - CLASS B STONE PAD / I 1 I / TTDD 131B I ' I 1 \ - / __ / o r J I 1 v 1 1 I - ( IP. ..( 11 \ WETLANDS /I o 4" PVC / / // / BELOWSKIMMER 4 L cv /CHECK I 1-0 = 1 1 crro o �` w� DAM TYP. I \ / 40 / INV. - 234 I / - of / 0 %� SILT FENCE ( ) - 245 I TDD 132A / J I I 1 1 i X 4 W X 1 MIN. PT( / ^� I �� \ o-= f -RIPRAP/LINED r 248 1 III I 1 / ~ I I 1 \ I / - / 52 '• --'�c`I I 1/ ID Cu) COIR FIBER - TRANSITION AREA COIR FIBER 1 \ 1I\ 1- - 1 \ 2 RIPRAP/LINED NE >_ SKIMMER- I 1 I \ / / =/ TRANSITION AREA 134 I D SSIPATER PAD /1 ° BAFFLES (TYP. OF 3) ` ( ) == 1 1 I / / _/ t. I I I LIMITS OF ► ; N CLASS 'B' STONE PAD / BAFFLES TYP. OF 3 �� - SEE DETAIL 1• 1 I E _ / o / o b / / o I I ` I _ / _ I I I I DISTURBANCE 1 = /ti 4'W X 5'L X 18"TH ' ./ CD• 0 QI / BELOW SKIMMER (4'L c� / / / 250 -252- 5:1 SLOPE; LINE W/ N 1 I I I -/ ►= I =1 I I • 1 N IA\ 3 - \ \ _ // TDD 134B SKIMMER- / / r 2 w X4WX1 MIN. / / \ / 1N = - I / �\ �- ( / I cn ) I I I 1 /- SEE DETAIL 4) / E �' �' Q y y ly y\ / POTENTIAL SOIL STRAW BLANKET ` I / - 1 =1 / \ V 1 - POTENTIAL SOIL / �� 0 c N •• ■ /`SKI=ME=- SEE DETAIL _ _ _ _ / _ _ _ = I / STOCKPILE LOCATION MATTING (N.A.G. S150) \ I II I I\ /�// / TDD 133B I SILT FENCE \ 1\ \ = STOCKPILE LOCATION '�S/ ��// • o o § 2 m Q 0 0 o5 z 7i 0 0 - cl JOB NO. $ c SCALE 1"=50' o N ° 0 0 3 0 50' 100' 46306.001 ai 0 ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. m o m COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C3. 18 P) H• . L CONSTRUCTION SEQUENCE GENERAL CONDITIONS `,�t►u l t l l l rlr/��i 1. CONTRACTOR SHALL OBTAIN COPY OF THE APPROVED EROSION CONTROL PLAN AND MAINTAIN A COPY OF THE PLAN ON SITE THROUGHOUT DURATION OF 1) GROUND STABILIZATION ti.\ - \\ CARP ',,� L P. • 'Essi'. 4y,,- CONSTRUCTION. = '4 �� 0y,. 9 2. CONTRACTOR SHALL NOTIFY NCDEQ, LAND, MINERAL AND LAND RESOURCES DIVISION AT (919) 791-4200 A MINIMUM OF 72 HOURS BEFORE START OF I- �a , . L ::Q� 9• SITE AREA DESCRIPTION STABILIZATION STABILIZATION TIME FRAME Y'� PIPE ,._ _ SEA CONSTRUCTION ON EACH PHASE. ��~I•�r�, _ 3. RECOMMEND TAKING SOIL SAMPLES TO DETERMINE SEED AND FERTILIZER RATES. TIME FRAME EXCEPTIONS •,• �I� O�!! --=. _ 022530 - 4. CONTRACTOR AND INSPECTOR SHALL COORDINATE WHICH AREAS ARE BEING WORKED ON. CONTRACTOR SHALL PROVIDE IMMEDIATE STABILIZATION TO ALL --�i,III14� •��;;�I• 'rjP� e T . fp,STURBED AREAS ONCE GRADNG IS COMPLETE PRIOR TO ��I• �j ,• ,� � it* PERIMETER DIKES SWALES 7 DAYS NONE q . 4 .j ;♦I• A - - I• . III III III III=1i�REQUIRED TO ISTALL EROSION CONTROL DEVICES AS SHOWN ON THE PLAN AND STABILIZE THOSE • .,AREAS IMMEDIATELY AFTER CONSTRUCTION. NO UPSLOPE LAND DISTURBING ACTIVITIES SHALL TAKE PLACE UNTIL PERIMETER CONTROLS ARE IN PLACE AND - - ;!i Ill IZ/23/ 020 7 DAYS PIPE �•i, I•� � rI•.`I•==�� -III Ill,IIlllIIllllI 'Y FUNCTIONAL. HIGH QUALITY WATER NONE 3•I.D. LD. �I• r -., .� r w - i, 11 • ���•��rl �•.� FILTER 7. INSTALL SILT FENCE PER PLANS. SILT FENCE IS TO BE INSTALLED IN AREAS DOWNSTREAM OF DIVERSION DITCHES AND ON THE DOWNSTREAM SIDE OF BASINS. (HQW) ZONES _ W�!��' .�� �� •�� • ��.I•' i�I•�'. • FABRIC SILT FENCE OUTLETS AND CHECK DAMS TO BE PLACED DOWNSTREAM OF SEDIMENT BASINS AT LOW POINTS AND IN DITCHES. lei %•'•.� 1 �I• '' SECTION'A-A' � � • •- 'I• � �, �I NOTES: wI• i +< E 8. ENSURE SILT FENCE, SILT FENCE OUTLETS, AND CONSTRUCTION ENTRANCE ARE PROPERLY INSTALLED. SLOPES STEEPER THAN 3:1 7 DAYS IF SLOPES ARE 10' OR LESS ����A�•�� i� •�''��� o I• ., , f. �I• . 1. L=THE LENGTH OF THE RIPRAP APRON. c� 9. INSTALL TEMPORARY SEDIMENT BASINS, RISERS, AND SKIMMERS PER PLANS. -��, I• ��, I• �, �I ,� IN LENGTH AND ARE NOT • .'0. �i"-t> �,,�I• �. 10. INSTALL TEMPORARY DIVERSION DITCHES TO ENSURE SEDIMENT LADEN RUNOFF ENTER INTO THE BASINS. ALL DIVERSIONS ARE TO BE STABILIZED WITH ROLLED ���� I•:• .�� �4.,_ .,,, ,,� 2. d=1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6"(INCHES). `,° o STEEPER THAN 2:1, 14 DAYS -fit., EROSION CONTROL PRODUCTS. •'.t. ,ir .j•o..� • N E ARE ALLOWED. � �•,,•I• S- c� . 11. CONTRACTOR SHALL MONITOR SEDIMENT BASINS AND ENSURE BASINS ARE DRAINING PROPERLY. BASINS SHOULD ONLY DEWATER THROUGH THE SKIMMERS ,•�rI•t,��e 3. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION. = z ., DURING CONSTRUCTION. IF NECESSARY, CONTRACTOR SHALL PUMP OUT SEDIMENT BASINS INTO SAND FILTER BAGS PER DETAIL FOR BASIN REMOVAL. PLAN VIEW -0240 (- CONTRACTOR SHALL MONITOR BASINS AFTER EACH RAINFALL. SLOPES 3:1 OR FLATTER 14 DAYS 7-DAYS FOR SLOPES GREATER Q . 12. BASINS AND DIVERSIONS SHALL BE STABILIZED IMMEDIATELY UPON CONSTRUCTION. THAN 50 FEET IN LENGTH o w ru 7 Li Li MAINTENANCE Lu U ce > 13. PROVIDE STABLE TRANSITIONS FROM TEMPORARY DIVERSIONS INTO BASINS. a w z w w ALL OTHER AREAS WITH 14 DAYS NONE (EXCEPT FOR PERIMETERS INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFCANT (1/2 INCH OR GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS a C 0 M O 14. CONTRACTOR SHALL THEN PROCEED WITH THE REMAINDER OF THE CLEARING AND GRUBBING, AND BEGIN MASS GRADING. w TAKEN PLACE, OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEEDED IN rn 15. CONTRACTOR TO INSTALL STORM CULVERTS AND STRUCTURES AS SHOW ON PLANS. SLOPES FLATTER THAN 4:1 AND HOW ZONES) 00 E_ 2 SOME LOCATIONS. a = a � z 16. ONCE STORM MEASURES ARE IN PLACE, CONTRACTOR TO BEGIN CONSTRUCTION OF ACCESS ROADS, POWER CABLES, TRANSFORMER/INVERTER PADS, SOLAR u 2 }' ' '1 N OUTLET PROTECTION z W a a PANELS, AND PERIMETER FENCE. WHERE FENCE IS IN CONFLICT WITH TEMPORARY DIVERSION DITCHES AND/OR SEDIMENT BASINS THOSE PORTIONS OF FENCE a x w w NO SCALE w SHOULD BE POSTPONED UNTIL THE SITE IS STABILIZED AND THE CONFLICTING DITCHES AND/OR BASINS HAVE BEEN REMOVED. ONCE CLEARING AND GRUBBING 2) INSPECTIONS < o < HAVE BEEN COMPLETED, THE SITE SHALL BE SEEDED, MULCHED, AND ANCHORED PRIOR TO POST INSTALLATION. -WEEKLY INSPECTION REQUIREMENTS. 0 -1 z z z 17. ROADS SHOULD BE EVALUATED AFTER RUNOFF PRODUCING EVENTS AND RE-GRADED OR ADDITIONAL GRAVEL ADDED AS NECESSARY. -RAIN GAUGE AND INSPECTIONS AFTER 1" RAIN EVENTS. _ 0 ce w w 18. ONCE AN AREA OF CONSTRUCTION HAS BEEN COMPLETED, CLEAN OUT SEDIMENT IN EROSION CONTROL DEVICES AND PROVIDE PERMANENT GROUND COVER -INSPECTIONS ARE ONLY REQUIRED DURING "NORMAL TEMPORARY SEEDING SCHEDULE I -L a a AS SPECIFIED ON PLANS. AFTER SEDIMENT BASINS AND DIVERSION DITCHES HAVE BEEN REMOVED THE CONFLICTING PORTIONS OF THE PERIMETER FENCE MAY BUSINESS HOURS". ~o °' w 0 O EXISTING GROUND • BE INSTALLED. -INSPECTION REPORTS MUST BE AVAILABLE ON-SITE DATE TYPE BROADCAST SEEDING RATES , 19. CONTRACTOR SHALL MINIMIZE DISTURBED AREA THROUGHOUT CONSTRUCTION OF ENTIRE PROJECT WHERE POSSIBLE. ALL EROSION CONTROL DEVICES SHALL DURING BUSINESS HOURS UNLESS A SITE SPECIFIC TIE TO GRADE- "' _1 > j REMAIN IN PLACE AND BE MAINTAINED UNTIL PERMANENT GROUND COVER IS ESTABLISHED. EXEMPTION IS APPROVED. H cc ce 20. AFTER PERMANENT GROUND COVER IS ESTABLISHED, REMOVE ANY TEMPORARY EROSION CONTROL DEVICES AND STABILIZE ALL DISTURBED AREAS RESULTING -RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE APRIL 1 - JULY 31 BLACKJACK BERMUDA 25 LBS/ACRE OUTLET .----.. 6"COUNTERSINK FROM THOSE ACTIVITIES PER SEEDING AND MULCHING SPECIFICATIONS ON THE APPROVED PLANS. IF NECESSARY, CONTRACTOR SHALL PUMP OUT SEDIMENT UPON REQUEST. & BROWNTOP MULLET 50 LBS/ACRE PROTECTION PER PLAN I BASINS INTO SAND FILTER BAGS PER DETAIL. -ELECTRONICALLY AVAILABLE RECORDS MAY BE .� .- �;w.° , :4: :;_ _ "_ y vti?? ;,a Us;,;'.,: vi EXISTING � - '" °' �'- � 21. INSPECT ALL EROSION CONTROL DEVICES AFTER EVERY RAINFALL EVENT AND AT LEAST ONCE PER WEEK. REPAIR AND CLEAN OUT AS REQUIRED. SUBMITTED UNDER CERTAIN CONDITIONS. AUG 1 - MARCH 31 GERMAN MILLET 25 LBS/ACRE GROUND `b' 7 o 22. INSPECT PERMANENT STABILIZATION AND RE-SEED AS NECESSARY. &ABRUZZI RYE 50 LBS/ACRE - CULVER r r ` _ 23. THE CONTRACTOR SHALL CONDUCT SELF-INSPECTIONS OF THE EROSION AND SEDIMENTATION CONTROL MEASURES AND COMPETE THE FOLLOWING COMBINED 3) CONDITIONS IN EROSION & SEDIMENTATION CONTROL - SELF-INSPECTION FORM FOUND ON THE DEMLR WEBSITE PLANS* PERMANENT SEEDING SCHEDULE I D https://files.nc.gov/ncdeq/Energy%20Mineral%20and%20Land%20Resources/Stormwater/NPDES%20General%20Permits/ -DESIGNATION ON THE PLANS WHERE THE 7 AND 14 DAY = DEMLR-CSW-Monitoring-Form-Rev-April-1-2019.pdf. TWELVE MONTHS OF COMPLETE INSPECTION FORMS SHALL BE KEPT ON-SITE AND AVAILABLE FOR INSPECTION GROUND STABILIZATION REQUIREMENTS OF THE NPDES o 0 0 AT ALL TIMES. IT IS RECOMMENDED A COPY BE KEPT IN A PERMITS BOX. PERMIT APPLY. DATE TYPE BROADCAST SEEDING RATES w 0 0 24. EROSION AND SEDIMENT CONTROL (E&SC) PERMIT AND A CERTIFICATE OF COVERAGE (COC) MUST BE OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES -ALL BASINS WITH GREATER THAN 1 ACRE DRAINAGE LLI NJ NJ CULVERT TYPICAL SECTION w ~ N N OCCUR. A COPY OF THE E&SC PERMIT, THE COC, AND A HARD COPY OF THE PLAN MUST BE KEPT ON SITE, PREFERABLY IN A PERMITS BOX, AND ACCESSIBLE AREA MUST BE DESIGNED SUCH THAT THE SURFACE APRIL 1 - JULY 31 BLACKJACK BERMUDA 40 LBS/ACRE Q 0 N N DURING INSPECTION. WITHDRAWAL REQUIREMENTS OF THE NPDES PERMIT IS SCALE: NTS z 25. SELF-INSPECTIONS FOR EROSION AND SEDIMENTATION CONTROL MEASURES ARE TO BE PERFORMED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND INCLUDED. 0 WITHIN 24 HOURS OF EVERY RAIN EVENT OF GREATER THAN 1 INCH. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN MEASURES AS DESIGNED. AUG 1 - MARCH 31 TALL FESCUE 50 LBS/ACRE DATE ALL ESC MEASURES SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON THIS PLAN. A RAIN GAUGE SHALL BE INSTALLED AT THE PROJECT 4) SEDIMENT BASINS SITE FOR MONITORING. -OUTLET STRUCTURES MUST WITHDRAW FROM BASIN p 09/24/2020 26. AFTER SITE IS PERMANENTLY STABILIZED, REMOVE ALL TEMPORARY EROSION CONTROL MEASURES AND PROVIDE PERMANENT SEEDING WHERE TEMPORARY SURFACE UNLESS DRAINAGE AREA IS LESS THAN 1 ACRE FUTURE CULVERT TABLE TEMPORARY PIPE TABLE O DRAWN BY MEASURES HAVE BEEN REMOVED AND GROUND COVER IS NOT ADEQUATE. SEDIMENT BASINS MAY NOT BE REMOVED UNTIL ALL UPLAND AREAS ARE -USE ONLY DWQ-APPROVED FLOCCULAN S. PERMANENTLY STABILIZED. A. MAY 27. PERMANENT GROUNDCOVER SHALL BE ESTABLISHED IN 15 WORKING DAYS OR 90 CALENDAR DAYS, WHICHEVER IS SHORTER. HOWEVER, NPDES GROUNDCOVER STORM DRAINAGE DESIGN STORM DRAINAGE DESIGN REQUIREMENTS TAKE PRECEDENCE. DESIGN STORM: 10 YEAR I DESIGN STORM: 10 YEAR DESIGNED BY 28. WHEN THE PROJECT IS COMPLETE, THE PERMITTEE SHALL CONTACT DEMLR TO CLOSE OUT THE E&SC PLAN. AFTER DEMLR INFORMS THE PERMITEE OF THE LOCATION DISCHARGE PIPE DESIGN LOCATION DISCHARGE PIPE DESIGN • J. DOOLEY PROJECT CLOSE OUT, VIA INSPECTION REPORT, THE PERMITTEE SHALL VISIT deq.nc.gov/NCG01 TO SUBMIT AN ELECTRONIC NOTICE OF TERMINATION (e-NOT). A PIPE / PIPE • $100 ANNUAL GENERAL PERMIT FEE WILL BE CHARGED UNTIL THE e-NOT HAS BEEN FILLED OUT. I (inlhr) SIZE LENGTH I I (in/hr) SIZE LENGTH CHECKED BY Pipe ID INLET TYPE C A (AC) Q (cfs) INV IN INV OUT Pipe ID INLET TYPE C A (AC) Q (cfs) INV IN INV OUT • ** (in.) (ft.) I ** (in.) (ft.)NOTIFICATION OF COMBINED SELF MONITORING AND SELF INSPECTION (HDPE) I (HDPE) • FUTURE CULVERT 1 Flared 0.40 4.83 45.00 86.94 54 50.0 293.0 292.5 4 Temporary Pipe 1 Flared 0.40 3.5 21.05 29.47 24 35.0 304.6 304.0 • • R. BAKER SCALE THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES FUTURE CULVERT 2 Flared 0.40 2.28 342.50 312.36 (3)54 50.0 277.5 277.2 I Temporary Pipe 2 Flared 0.40 3.5 10.31 14.43 24 35.0 303.5 303.0 INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION CONTROL AND SEDIMENTATION CONTROL PLAN IS FUTURE CULVERT 3 Flared 0.40 4.83 16.49 31.86 36 50.0 284.5 284.0 1 Temporary Pipe 3 Flared 0.40 4.83 8.75 16.91 24 35.0 303.5 303.0 • AS SHOWN BEING FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1, 2010. • FUTURE CULVERT 4 Flared 0.40 4.83 44.73 86.42 (2)42 50.0 257.25 256.75 i Temporary Pipe 4 Flared 0.40 4.83 3.02 5.83 15 35.0 303.8 303.2 • TO SIMPLIFY DOCUMENTATION OF SELF-INSPECTION REPORTS AND NPDES SELF-MONITORING REPORTS, DWQ AND DEMLR DEVELOPED A COMBINED FORM. FUTURE CULVERT 5 Flared 0.40 4.83 222.20 429.29 (2) 72 50.0 229.0 228.5 4 Temporary Pipe 5 Flared 0.40 3.5 7.52 10.53 18 46.0 284.8 284.0 THE SELF-INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY SELF-MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION Temporary Pipe 6 Flared 0.40 5.73 2.52 5.78 12 35.0 289.0 288.0 ACTIVITIES. THE FOCUS OF THE SELF-INSPECTION REPORT IS THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES *Pipe sized to handle 10-year storm Temporary Pipe 7 Flared 0.40 5.73 3.79 8.69 15 35.0 259.4 258.0 0 ACCORDING TO THE APPROVED PLAN. THE INSPECTIONS SHOULD BE CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED UNTIL PERMANENT **Intensity values are based on Time of Concentration Calculations and intensity charts provided Temporary Pipe 8 Flared 0.40 5.73 1.29 2.96 12 35.0 259.6 258.0 GROUND COVER IS ESTABLISHED. THE FORM CAN BE ACCESSED AT: Temporary Pipe 9 Flared 0.40 5.73 1.76 4.03 12 64.0 258.2 256.0 HTTP://DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY-MINERAL-LAND-RESOURCES/EROSION-SEDIMENT-CONTROL/FORMS ALL INVERTS ARE APPROXIMATE AND ARE TO BE FIELD VERIFIED BY CONTRACTOR AND ADJUSTED AS NECESSARY Temporary Pipe 10 Flared 0.40 5.73 1.02 2.34 12 35.0 256.6 254.0 Temporary Pipe 11 Flared 0.40 5.73 0.32 0.73 12 45.0 231.0 230.0 IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE RALEIGH REGIONAL OFFICE AT (919) 791-4200. ENERGY DISSIPATOR DESIGN OM 5 DESIGN STORM: 10 YEAR *Pipe sized to handle small storms and runoff, but designed to overtop during heavy rainfalls ; SEEDBED PREPARATION LOCATION **Intensity values are based on Time of Concentration Calculations and intensity charts provided N D . 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. OUTLET @ Q (cfs) (in.)PIPE SIZE SLOPE (FPS)*** (RIPRAP)VELOCITY DISSIPATOR(RIPRAAP)P) CLASS ALL INVERTS ARE APPROXIMATE AND ARE TO BE FIELD VERIFIED BY CONTRACTOR AND ADJUSTED AS NECESSARY 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. FUTURE CULVERT 1 86.94 54 1.00% 6.35 13.5'x27'x18" B 3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. FUTURE CULVERT 2 312.36 (3) 54 0.60% 7.35 16.9'x33.8'x18" B ENERGY DISSIPATOR DESIGN N 4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE BELOW*). DESIGN STORM: 10 YEAR is 5. CONTINUE TILLAGE UNTIL A WELL- PULVERIZED, FIRM, REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP. FUTURE CULVERT 3 31.86 36 1.00% 5.22 9'x18'x18" B FUTURE CULVERT 86.42 (2) 42 1.00% 5.28 13.1'x26.3'x18" B LOCATION I I'V N 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. 0O FUTURE CULVERT 5 429.29 (2) 72 1.00% 8.52 22.5'x60'x24" 1 PIPE SIZE VELOCITY DISSIPATOR e- 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. OUTLET @ Q (cfs) (in ) SLOPE (FPS)*** (RIPRAP) CLASS l0 Q 8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED ,-I T REESTABLISHED FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. ***Velocity determined by Hydraflow Express Temporary Pipe 1 29.47 24 1.71% 9.44 65x12'x18" B z 9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED. Temporary Pipe 2 14.43 24 1.43% 8.63 6'x12'x18" B (� W `O Temporary Pipe 3 16.91 24 1.43% 8.63 6'x12'x18" B cier /1 0 *APPLY LIMING-APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. IF THE PH ACIDITY) OF THE SOIL IS NOT KNOWN, AN APPLICATION OF GROUND AGRICULTURAL Temporary Pipe 4 5.83 15 1.71% 6.90 3.85x55(12" A O V 1 Q a) LIMESTONE AT THE RATE OF 1 TO 1 1/2 TONS/ACRE ON COARSE-TEXTURED SOILS AND 2-3 TONS/ACRE ON FINE TEXTURED SOILS IS USUALLY SUFFICIENT. APPLY Temporary Pipe 5 10.53 18 1.74% 7.86 4.5'x6'x12" A Z a U CI LIMESTONE UNIFORMLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL. SOILS WITH A PH OF 6 OR HIGHER NEED NOT BE LIMED. Temporary Pipe 6 5.78 12 2.86% 7.88 3'x4'x12" A 2 LJJ I F FERTILIZER: 700-1000 LBS/ACRE (10-10-10) Temporary Pipe 7 8.69 15 4.00% 10.56 3.8'x7.5'x18" B (f) O o MULCH: 2TONS/ACRE (SMALL GRAIN STRAW) Temporary Pipe 8 2.96 12 4.57% 9.72 3'x6'x18" B z (I) 132 o Table,&62b Specifications For Sedirrient Fence-Fabric�� z ANCHOR: ASPHALT EMULSION AT 450 GAL./ACRE - Temporary Pipe 9 4.03 12 3.44% 8.44 3'x4'x12" A LI J I J Fo o Temporary Silt Fence Material Property`Requirement s Temporary Pipe 10 2.34 12 7.43% 12.40 3'x6'x18" B (_� I--I TIMBER MAT REMOVAL SEQUENCE: 5, °Silt Value °'` � $Ik ',. ° Temporary Pipe 11 0.73 12 2.22% 6.78 3'x4'x12" A J a �' r( Grab Strength AS r l D-4632, I N Os) -,1 in Q 0 W 1. ONCE ALL EROSION CONTROL MEASURES ARE IN ; r ***Velocity determined by Mannings flowing full value 8 :kPt� J rhfnbY,e,rith,hi #r�s C ,'� China DireillOtt G,400 1550 I MARV z u ;co: PLACE AND THE SITE IS STABILIZED, �,- ' N CONTRACTOR MAY PROCEED WITH REMOVING � O0 IX 1 c� ine bi 44 4 a� IL THE TIMBER MATS. k ' ' ° O Q� m f . s fi ( /'� d � cn N 2. CONTRACTOR TO VERIFY THAT ALL PERMITS S. . V i z 11 t = k SEDIMENT FENCE INSTALLATION USINGTHE SLICING METHOD Q Q HAVE BEEN RECEIVED BY APPLICABLE °� - - CONSTRUCTION SPECIFICATIONS °' ° � ��AW ASTMA[)Id9 4 0i �I. 0'� Instead of excavating a trench, placing fabric and then backfillin trench, sediment fence may be 2 °c 5 REVIEWING AGENCIES BEFORE PROCEEDING _� rt �^ (SEDIMENT FENCE) g p g g y U �� n!Opening 5 ASTM D 47 mn 184 4.fi0 Max.�ARN� installed using specially designed equipment that inserts the fabric into a cut sliced in the ground m .. WITH PERMANENT CULVERT PLACEMENT. - �`` 1 '� - , F E O o with a disc(Figure 6.62b). Zil:a 3. REMOVE TIMBER MAT AND INSTALL CULVERTS I r Sisrr (IV 1 1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics. Z 0 E' AND RIPRAP APRONS AS SHOWN ON PLANS. ► -''- - --.: ' � , .,7pgl,attar I. 2. Ensure that the height of the sediment fence does not exceed 24 inches above the ground a o � e AsrMt�'as >�etabna ��z Installation Specifications 0 4. CONTRACTOR TO LIMIT DISTURBANCE TO AREAS �t - `' �,, �� �[�511hafexpnei 54>flhof expos ' surface. (Higher fences may impound volumes of water sufficient to cause failure of the p z SHOWN ON PLANS. �f i= " t ;i structure.) 1. The base of both end posts should be at least one foot higher than the middle of the fence. 0 -= w r. ®Sin v� �reP�? wire 0 1 Pry PeYr�+a� Check with a level if necessary. u� shall�ort�sist of 14 gage steal I r�lth a mesh spacing n[15 5 Ittcltea or 5. BEGIN BRINGING IN FILL TO ESTABLISH ACCESS �� E deqsng • 3. Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid joints. z w ie trench' _ � : ' When are necessary, securely fasten the filter cloth only at a support post with 4 feet 2. Install posts 4 feet apart in critical areas and 6 feet apart on standard applications. �' ,Ti DRIVE ACROSS PERMANENT CULVERTS. ALL �4•;; ,, ,,,, , flt� � imRs i��Y���,� ri . These detaull�aiues ar�'1 ��cn empiA�' ��r�w' `-a va: J ry> Y Y pp p p p p pp0 � Q U EXISTING DRAINAGE PATTERNS ARE TO BE hill �� E ftr+s `1 previous xpenence and/or site or regionally specitic geotext�e tr •sl be minimum overlap to the next post. wx / � �� - °_� s �t� � � 3. Install posts 2 feet deep on the downstream side of the silt fence,and as close as possible to the i o REESTABLISHED. MAINTAIN POSITIVE DRAINAGE ; ; x _ bPa dim ccrifirm suitability Test requirements_ �` � -� "5 t M � $ emen 4. Support standard strength filter fabric by wire mesh fastened securely to the upslope side of fabric,enabling posts to support the fabric from upstream water pressure. O �' AT ALL TIMES. the posts. Extend the wire mesh support to the bottom of the trench. _hasten the wire .5 a "` _ 4. Install posts with the nipples facing away from the silt fabric. 6. SEED AND STABILIZE SIDE SLOPES AND ALL reinforcement,then fabric on the upslope side of the fence post.Wire or plastic zip ties should o m have minimum 50pound tensile strength. 5. Attach the fabric to eachpost with three ties, all spaced within the top8 inches of the fabric. a� DISTURBED AREAS IMMEDIATELY. fe.* r� >Q° ' g p rn t `; 1 Cr°�j� 'on Attach each tie diagonally 45 degrees through the fabric, with each puncture at least 1 inch > .S 7. CONTRACTOR TO PROVIDE ADDITIONAL SILT '' 5. When a wire mesh support fence is used,space posts a maximum of 8 feet apart. Support postsX 2 FENCE AND OUTLETS THROUGHOUT ° �rT°" •:� MATERIALS vertically apart.Also,each tie should be positioned to hang on a post nipple when tightened to w should be driven securely into the ground a minimum of 24 inches. u, `44, - °b,°` ['iid ` �',,N i.,,„1.';- (SEDIMENT FENCE) prevent sagging. X c nid ca[ipacT I I _, a) O Q CONSTRUCTION AS NECESSARY TO MINIMIZEP` ? ' 1� y � ';. ..r 6. Extra strength filter fabric with 6 feet post spacing does not require wire mesh support fence. c EROSION RUNOFF. " "' • ?�'� �� t,, 6. Wrap approximately 6 inches of fabric around the end posts and secure with 3 ties. E ; • Securely fasten the filter fabric directly to posts.Wire or plastic zip ties should have minimum L :7,-.,. -, '' '� ".z'`"" 1. Use a synthetic filter fabric of at least 95% by weight of polyolefins or polyester, which is certified by the manufacturer or w 15 -< ,, �, a .w �i"' 50 pound tensile strength. 7. No more than 24 inches of a 36 inch fabric is allowed aboveground level. c a , _i _. - __ , t C6 �' #'; - supplier as conforming to the requirements in astm d 6461,which is shown in part in table 6.62b. N o �= r ~ ' , 7. Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed line of 8. The installation should be checked and corrected for any deviations before compaction. c :. �- 2. Synthetic filter fabric should contain ultraviolet rayinhibitors and stabilizers to provide a minimum of 6 months of expected a� N } 4' "n y p posts and upslope from the barrier(Figure 6.62a). E E m m 1 i' ,,, , ' usable construction life at a temperature range of 0 to 120°f. 9. Compaction is vitally important for effective results. Compact the soil immediately next to the § c r 1 11- ,, o o ;, x.: - 8. Place 12 inches of the fabric along the bottom and side of the trench. silt fence fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 rn o j.. �' ;-_ ::., ; ;;•„ 3. Ensure that post for sediment fences are 1.25 lb/linear ft minimum steel with a minimum length of 5 feet. Make sure that steel c g. • .: pounds per square inch.Compact the upstream side first,and then each side twice for a total of o _- " s :.- . -r- , f '< posts have projections to facilitate fastening the fabric. 9. Backfill the trench with soil placed over the filter fabric and compact.Thorough compaction of a) t° ,;".� the backfill is critical to silt fence performance. 4 trips. , s "" 4. For reinforcement of standard strength filter fabric,use wire fence with a minimum 14 gauge and a maximum mesh spacing of 6 JOB NO. o c o s trim _ inches. 10. Do not attach filter fabric to existing trees. w = • 46306.001 0 6 r,:Jura ems Insfamt+on,(too ara>'4/amok 6: - _ F._ . ,.a �.. .xr .. -.. ., _ .S �6 C ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. . o Q M �R ] COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C4.00 0 L CONSTRUCTION SPECIFICATIONS �. W u = � (SKIMMER SEDIMENT BASIN) ��t,..N, I�AR O���f� ii i .� 1. Clear,grub and strip the area under the embankment of all vegetation and root mat. Remove all surface soil containing high amounts of organic matter and stockpile or .• �E$$J(� '�. ,.. 10 MAXIMUM _J dispose of it properly. Haul all objectionable material to the designated disposal area. place temporary sediment control measures below basin as needed.CEN TER :Q a 2. Ensure that fill material for the embankment is free of roots,woody vegetation,organic matter,and other objectionable material. place the file in lifts not to exceed 9 inches, _AVAVAIFATAII TER TO CEN _ -Lu � i _ _ - $PAC/NG " � and machine compact it. Over fill the embankment 6 inches to allow for settlement. 02253U _ • k. _:� e1 �i i` } ..� y 3. Shape the basin to the specified dimensions. Prevent the skimming device from settling into the mud by excavating a shallow pit under the skimmer or providing a low - _ � INS ik �� <. ii support under the skimmer of stone or timber. �� \�� II: µ� t a. I 4. Place the barrel(typically 4-inch schedule 40 pvc pipe)on a firm,smooth foundation of impervious soil. Do not use pervious material such as sand,gravel,or crushed stone ij�� \� ,..00, Ili a' Y 41411 r • ��€ -_.. as backfill around the pipe. Place the fill material around the pipe spillway in 4 inch layers and compact it sunder and around the pipe to at least the same density as the + /� Q w, B�` �ti� >; ill E�� .h,,. - "" pp��������������u�'v���� 9 adjacent embankment. Care must be taken not to raise the pipe from the firm contact with its foundation when compacting under the pipe haunches. t1 f 1I1111 ■n ill 1, :_.. r lit :: ss s �OOOI���p00���:�O�p�1I��00��0�� u i 5following 9 2/2 020 Il .■. tiR 44 ������.��..- ����������i.... 5. Assemble the skimmer the manufacturers instructions,or as designed. ! ?fir_:,> ' xF `` ����������� �������� dam/ 6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position the iir �� : ' u ,"'- . �' "'' ►.���f�������O��p��� ���Oi '�• skimmer over the excavatedpit or support. Be sure to attach a rope to the skimmer and anchor it to the side of the basin. this will be used to pull the skimmer to the side Ili FLOW ♦����i��������������oiiiiiiiiiii 33 " �a_ s �► ►�pp��I������ MlN pp i III r ♦A��AOOOA� �A�A� 1 :., _� ►f4-1A,r�.O...00.E • , . OOOA4 . r a for maintenance 1ill '' i1 i1 11i ►���o������ --_ 4._, 7. Earthen spillways-install the spillway in undisturbed soil to the greatest extent possible. The achievement of planned elevations,grade,design width,and entrance and 4 , EX. GROUND ►������i���������-�--....-• ..i�o•�.o�... -_� _. Pt, iiiiii `. _st exit channel slopes are critical to the successful operation of the spillway. The spillway should be lined with laminated plastic or impermeable geotextile fabric. the fabric o . TATAVAV♦ _ - f .k;- • t. Y must be wide and long enough to cover the bottom and sides and extend onto the top of the dam for anchoring in a trench. The edges may be secured with 8-inch staples - - C�":,' e': s i 1/2" yam_ ih' �I I v �.,'• . .. o , -, a or Ines. The fabric must be Ion enou h to extend down the slo a and exit onto stable round. The width of the fabric must be one iece not oined ors )iced otherwise c .... ��� , � ..c; � 2 DIAMETER r� o r � r�.. ' p 9 9 p 9 p 1 p � o '. i3 �s'• •-- • f� " IA!( a 3' GALVANIZED OR „ water can get under the fabric. If the length of the fabric is insufficient for the entire length of the spillway,multiple sections,spanning the complete width,may be used. N E iti 1= imp ;vim I .. ,, I 36 MIN. The upper section(s)should overlap the lower section(s)so that water cannot flow under the fabric. Secure the upper edge and sides of the fabric in a trench with staples u E w a T ALUM/NUM POST$ or pines. (Adapted from"A Manual for Designing, Installing and Maintaining Skimmer Sediment Basins." February, 1999.J. Faircloth&Son.). = z } Y A �" u 8. Inlets-discharge water into the basin in a manner to prevent erosion. Use temporary slope drains or diversions with outlet protection to divert sediment laden water to the > $y� '` , A ` rr x` upper end of the pool area to improve basin trapefficiencyReferences: Runoff Control Measures and Outlet Protection Q �WI ' • �d; T‘' I I a.- •�; Erosion control construct the structure so that the disturbed area is minimized. Divert surface water away from bare spots. Compete the embankment before the area is 0 V• °'a. f cleared. Stabilize the emer enc s illwa embankment and all other disturbed areas above the crest of the rinci al s illwa after construction References: CC `-`, > FILTER CLOTH 2 1/2 DIAMETER . A. emergency spillway principal spillway immediately ( LL ,� w w �'P`,''te, 2. 8'San.inti's j_ '' i Surface Stabilization). a U. CO Z 9 6 F Deiair GALVANIZED OR N M o og o yo, d;� - err,erycacy . 1. 10. Install porous baffles as specified in practice 6.65,porous baffles. 0 o rn 17 0 i��� ALUM/NUM POSTS I $ l' " I 11. After all the sediment-produing areas have been permanently stabilized,remove the structure and all the unstable sediment. smooth the area to blend with the adjoining _ O0 a v, z NOTE: STAKES MUST BE STEEL CHAIN LINK FENCE Iw I c7 i, o; ,� N I��� I areas and stabilized properly. (References: Surface Stabilization). z 1••1 •- .--1 a a O-.. 33" MIN. 'Vick a Q w 121 LLJ 0 FL o w '"' MAINTENANCE SPECIFICATIONSLL -,. �� ���� t ., ^m^ n-�,- (SKIMMER SEDIMENT BASIN) r' z ' z rm EX. GROUNDS _ •c a a i��� �° 1. Inspect skimmer sediment basins at least weeklyand after each significant(one-half inch or greater)rainfall event and repair Remove sediment and restore the MATERIALS _. .gi;y � g p immediately. z z FILTER CLOTH basin to its original dimensions when sediment accumulates to one-half the height of the first baffle.Pull the skimmer to one side so that the sediment underneath it can be o •co w o O (POROUS BAFFLES) EMBEDDED A MIN. excavated.Excavate the sediment from the entire basin,not just around the skimmer or the first cell.Make sure vegetation growing in the bottom of the basin does not hold cr) OF 6" INTO EX. GROUND TYPE OF SKIMMER down the skimmer. Ln rn 1. Use matting made of 100%coconut fiber(coir)twine woven into high strength matrix with the properties shown in table 6.6.5a. u_,, 2. Repair the baffles if they are damaged.Re-anchor the baffles if water is flowing underneath or around them. w w w FAIRCLOTH SKIMMER cc ce 3. If the skimmer is clogged with trash and there is water in the basin,usually jerking on the rope will make the skimmer bob up and down and dislodge the debris and restore H 2. Staples should be made of 0.125 inch diameter new steel wire formed into a"U" shape not less than 12 inches in length with a ❑ Arii"E' ? "� I flow.If this does not work,pull the skimmer over to the side of the basin and remove the debris.Also check the orifice inside the skimmer to see if it is clogged;if so throat of 1 inch in width.The staples anchor the porous baffles into the sides and bottom of the basin. `.',._a :- .-� _r, '� remove the debris. r Ln 3. Ensure that steel post form porous baffles area of a sufficient height to support baffles at desired height. Post should be ' "r • s- o f * 4. If the skimmer arm or barrel pipe is clogged,the orifice can be removed and the obstruction cleared with a plumber's snake or by flushing with water. Be sure and replace ce approximately 1-3/8" wide measured parallel to the fence, and have a minimum weight of 1.25 lb/linear ft. The posts must be f:.A 'w;+�" -- the orifice before repositioning the skimmer. D equipped with an anchor plate having a minimum area of 14.0 square inches and be of the self-fastnener angle steel type to have a - -74:- ` LChilit ?-- 5. Check the fabric lined spillway for damage and make any required repairs with fabric that spaces the full width of the spillway. Check the embankment,spillways,and z means of retaining wire and coir fiber mat in the desired position without displacement. �� x� -� outlet for erosion damage,and inspect the embankment for piping and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the CD " +' -t skimmer and pool areas. 4. Use 9-gauge high tension wire for support wire. P O .i �I 1 af.r Surface -.. 6. Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter to prevent the skimmer from plugging with ice. ce NOTES: f ■- I, Coir Fiber Material Property Requirements p rt q 1. FASTEN CHAIN LINK FENCE SECURELY TO FENCE POSTS WITH I:'-" ""`` o NI NI 0 0 WIRE TIES' OR STAPLES. LLI > L NI NI Thickness 0.30 in.minimum awc f VI. = Q Tensile Strength(Wet) 900 x 680 lb/ft minimum �~ N N 2. FASTEN FILTER CLOTH SECURELY TO CHAIN LINK FENCE WITH y Q ,� N Elongation(Wet) 69%x 34%maximum TIES SPACED A MINIMUM OF 24" ALONG POST - 1• 7 .1 z '-' '-' ►:= _< � _ O Flow Velocity 10-12 ft/sec �, .h, L DATE Weight 20 oz/SY(680 g/m�)minimum 3. EMBED FILTER CLOTH A MINIMUM OF 6" INTO EXISTING GROUND. g - I� 7 P ? > Minimum Width 6.5 feet 4. OVERLAP AND FOLD ADJOINING SECTIONS OF FILTER CLOTH. r-- ii t� - . ,' - 0 09/24/2020 Open Area 50%maximum mod'8•'' s s'"a�°r sir er;'r i a °n�""s " "t r Kco"iw Mail-:; O DRAWN BY Table 6.65a Specifications for Porous Baffle Material A. MAY ® SUPER SILT FENCE CONSTRUCTION SPECIFICATIONS No SCALE CONSTRUCTION SPECIFICATIONS ll DESIGNED BY (POROUS BAFFLES) (SEDIMENT BASIN WITH FLASHBOARD RISER) J. DOOLEY Arm A5se-.rh'.y • 1. Grade the basin so that the bottom is level front to back and side to side. 1. Site preparations-Clear,grub,and strip topsoil from areas under the embankment to remove trees,vegetation, roots,and other � �A • CHECKED BY� objectionable material. Delay clearing the pool area until the dam is complete and then remove brush, trees,and other objectionable \ii 2. Install the coir fiber baffles immediately upon excavation of the basins. MAINTENANCE SPECIFICATIONS materials to facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on the outer shell of the embankment to d�prryy II- -C&d e •- • R. BAKER 3. Install posts across the width of the sediment trap(Practice 6.62,Sediment Fence). (SEDIMENT FENCE) facilitate vegetative establishment. Place temporary sediment control measures below the basin as needed. Ilk �'11 II SCALE 4. Steelposts should be driven to a depth of 24 inches and spaced a maximum of 4 feet apart. The topof the fabric should be a 2. Cut-off trench-Excavate a cut-off trench alongthe center line of the earth fill embankment. Cut the trench to stable soil material,but in no p p ptiyo#ermry AS SHOWN minimum of 2 inches lower than the top of the earthen embankment. 1. Inspect sediment fences at least once a week and after each rainfall.Make any required repairs immediately. case make it less than 2 feet deep.The cut-off trench must extend into both abutments to at least the elevation of the riser crest. Make the PERSPECTIVE VIEW um/ • 5. Install at least three rows of baffles between the inlet and outlet discharge point. Basins less than 20 feet in length mayuse 2 2. Should the fabric of a sediment fence collapse,tear,decompose or become ineffective,replace itpromptly. minimum bottom width wide enough to permit operation of excavation and compaction equipment, but in no case less than 2 feet. Make side g g p p p slopes of the trench no steeper than 1:1.Compaction requirements are the same as those for the embankment. Keepthe trench dryduringPVC aid PVC Vent • baffles. p p q pVC.Elbowc�da 40 3. Remove sediment deposits as necessary to provide adequate storage volume for the next rain and to reduce pressure on the fence. backfilling and compaction operations. cap file PVC Pipe 6. Attach a 9 gauge high tension wire stand to the steel post at a height of 6 inches above the spillway elevation with plastic ties or Take care to avoid undermining the fence during cleanout. wire fasteners to prevent sagging. If the temporary sediment basin will be converted to a permanent stormwater basin of a greater 3. Embankment-Take fill material from the approved areas shown on the plans. It should be clean mineral soil,free of roots,woody vegetation, fiw r r i'_m .k er 5 r ace emAm-mifm 4. Remove all fencing materials and unstable sediment deposits and bring the area to grade and stabilize it after the contributing Ell •� . ..- depth,the baffle height should be based on the pool depth during use as a temporary sediment basin. rocks,and other objectionable material.Scarify areas on which fill is to be placed before placing fill.The fill material must contain sufficient i-.. � 4. PVC d V drainage area has been properly stabilized. 4 &n tA.A. moisture so it can be formed by hand into a ball without crumbling. If water can be squeezed out of the ball,it is too wet for properCT 7. Extend 9 gauge minimum high tension wire strand to side of basin or install steel T-post to anchor baffle to side of basin and compaction. Place fill material in 6 to 8 inch continuous layers over the entire length of the fill area and compact it. Compaction may be secure to vertical end posts as shown in Figure 6.65b. Schedule#r) obtained by routing the construction hauling equipment over the fill so that the entire surface of each layer is traversed by at least one wheel Tee PVC Pipe PVC Pape PVe 8. Drape the coir fiber mat over the wire stand mounted at a height of 6 inches above the spillway elevation. Secure the coir fiber or tread track of heavy equipment,or a compactor may be used. Construct the embankment to an elevation 10 percent higher than the "Holes Is PVC Ice Orafi mat to the wire strand with plastic ties or wire fasteners. Anchor the matting to the sides and floor of the basin with 12 inch wire design height to allow for settling. Und'arside Ftexzble Platt irl staples,approximately 1 ft apart,along the bottom and side slopes of the basin. HrFt c 4. Conduit spillways-Securely attach the riser to the barrel or barrel stub to make a watertight structural connection. Secure all connections ,. 9. Do not splice the fabric,but use a continuous piece across the basin. between barrel sections by approved watertight assemblies. Place the barrel and riser on a firm,smooth foundation of impervious soil. Do ' 10. Adjustments may be required in the stapling requirements to fit individual site conditions. not use pervious material such as sand,gravel,or crushed stone as backfill around the pipe or anti-seep collars. Place the fill material II gurtorn 5ixrf () around the pipe spillway in 4-inch layers,and compact it under and around the pipe to at least the same density as the adjacent 3 embankment.Care must be taken not to raise the pipe from firm contact with its foundation when compacting under the pipe END VIEW FRONT VIEW D (7) haunches. Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before crossing it with construction equipment. MAINTENANCE SPECIFICATIONS Anchor the riser in place by concrete or other satisfactory means to prevent flotation. In no case should the pipe conduit be installed by o (POROUS BAFFLES) cutting a trench through the dam after the embankment is complete. Figure b.&a S#,entdicaf askJrrGtti r.from Pannsiilvariba EXPTileitl and Sedment Pottijon Contiol Maatit�J. htild5. Emergency spillway-Install the emergency spillway in undisturbed soil.The achievement ofplanned elevations,grade,design width,and 2 `I' 1. Inspect baffles at least once a week and after each rainfall.Make any required repairs immediately. 9 Y9 Y p Y� 9 (V entrance and exit channel slopes are critical to the successful operation of the emergency spillway. V) o EL 2. Be sure to maintain access to the baffles. Should the fabric of a baffle collapse,tear,decompose,or become ineffective,replace it l0 Q promptly. 6. Inlets-Discharge water into the basin in a manner to prevent erosion. Use diversions with outlet protection to divert sediment-laden water to ,--I < Q >, the upper end of the pool area to improve basin trap efficiency(References:Runoff Control Measures and Outlet Protection). i m 3. Remove sediment deposits when it reaches half full to provide adequate storage volume for the next rain and to reduce pressure on INSTALLATION SPECIFICATIONS '-' o the baffles. Take care to avoid damaging the baffles during cleanout, and replace if damaged during cleanout operations. 7. Erosion control-Construct the structure so that the disturbed area is minimized. Divert surface water away from bare areas. Complete the U W J - Sediment depth should never exceed half the designed storage depth. embankment before the area is cleared. Stabilize the emergency spillway embankment and all other disturbed areas above the crest of the (SKIMMER) /1 3 4. After the contributing drainage area has been properly stabilized,remove all baffle materials and unstable sediment deposits,bring principal spillway immediately after construction(References:Surface Stabilization). 0 ��) U 1. Prevent the skimming device from settling into the mud by excavating a shallow pit under the skimmer or providing a low the area to grade,and stabilize it. support under the skimmer of stone or timber. cc 8. Install porous baffles as specified in Practice 6.65, Porous Baffles. I t'�icrs�stast►tty 2. Assemble the skimmer following the manufacturers instructions,or as designed. W Z H NOTES: - 9. Safety-Sediment basins may attract children and can be dangerous.Avoid steep side slopes,and fence and mark basins with warning signs cc w s Posts{ucrwmr wqt i. 3. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet of the barrel pipe.Attach the flexiblet2 °0 1. ALL CMP TO BE GALVANIZED 1 J 1 1- if trespassing is likely. Follow all state and local requirements z (� acs p =_ I Apr joint to the barrel pipe and position the skimmer over the excavated pit or support.Be sure to attach a rope to the skimmer and Z _, 2. ALL BRACES, ANGLES, � �- anchor it to the side of the basin. This will be used topull the skimmer to the side for maintenance. ' m CHANNELS TO BE CONTINUOUS WELD _F DRAINsTKAvPE ar 'E""" - 'TONE°'''s"iv U I"I _c > GALVANIZED 2" CHANNEL TO CMPP ��'p °a:323 ps .';. MAINTENANCE SPECIFICATIONS ^/ Q o 3. RISER ELEVATION SHOULD (SEDIMENT BASIN WITH FLASHBOARD RISER LL TOE of BASIN - !�, ) MAINTENANCE SPECIFICATIONS D 0 • a BE SURFACE AREA .' - 1'"' * ,. --- :: '- s *: (SKIMMER) Q O co ANGLE BRACE TOP OF BASIN �' , `r' 1. Inspect temporary sediment basins at least weekly and after each significant(1/2 inch or greater)rainfall event and repair immediately. Z U 5 v ELEVATION SHOWN IN • - 3A - a ri / L-'TEMPORRRT OR •. 4 ii Remove sediment and restore the basin to its original dimensions when it accumulates to one-half the design depth. Place removed I--I z D o INSETS. REMOVE LUMBERRN+ANx4, �i '„, sediment in an area with sediment controls. 1. Inspect skimmer sediment basins at least weekly and after each significant(one-half inch or greater)rainfall event and repair O 0 2"X 6" LUMBER ti Ewtf +ers E►�e�. immediately. Remove sediment and restore the basin to its original dimensions when sediment accumulates to one-half the 0 o N STOP LOGS AS NEEDED TO m STOP LOGS ; _ • height of the first baffle. Pull the skimmer to one side so that the sediment underneath it can be excavated. Excavate the d 0 N ENSURE DRAW DOWN TIME kr DER FearrretEs ��-J 2. Check the embankment,spillways,and outlet for erosion damage,and inspect the embankment for piping and settlement. Make all z N {PWLCTICbETRBAFFtES ,I - sediment from the entire basin,not just around the skimmer or the first cell.Make sure vegetation growing in the bottom of the Z w O OF 3-5 DAYS. OUTLET PIPE- necessary repairs immediately. Remove all trash and other debris from the riser and pool area. Q Q _ PLAN VIEW J � 'l_', basin does not hold down the skimmer. SEE INSETS _ .;: 2. If the skimmer is clogged with trash and there is water in the basin,usually jerking on the rope will make the skimmer bob up U H m o and down and dislodge the debris and restore flow. If this does not work,pull the skimmer over to the side of the basin and < s E ° o L711MIM xhh g = ca EXISTING/PROPOSED I TnaoFEhnenNKMerr remove the debris.Also check the orifice inside the skimmer to see if it is clogged;if so remove the debris. 0 c(Es N4 X 4 STEEL PLATE \ DITCH BANK n n -z,It �.1.M -tt O d O t ' EMIRer rswIIVON'. 3. If the skimmer arm is clogged,the orifice can be removed and the obstruction cleared with a plumber's snake or by flushing � mma+eo- , ,. WELDED TO CMP OR r""1�+ rt" � �� �s with water.Be sure and replace the orifice before repositioning the skimmer. O c o Y xr�i a 1Y i_ I:r P P g O CONCRETE BASE - ;.. t r W MiZala 7. z CD = w ! � ► 4. Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter to prevent the0 U) o ANGLE ANGLE BRACE `' ` ' `lam i (1N l skimmer from plugging with ice. zo o v 30" DIA. PwE'I BRACE CMP HALFwx o 1--= 1 ffVCHANNEL - ,,.. v .ik, o CO RISER kiwnRaamorieuacxj ,SEC MNAL>VIEW-1 _TIElICN Txaivao .,,, , toucan ., alTr DEEP X 0_ Q .1.L_ O 11 n ANGLE OUTLET PIPE - •> Y BRACE 48" SEE INSETS 3 U o N O Q O U u) \2 O On (6 CL • O M 1 EXISTING/PROPOSED E 0 O MI O TEMPORARY FLASHBOARD RISER DITCH BANK D . U)I JOB NO, N.T.S N o N .o o 0 46306.001 N o ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. o M COUNTY NCDEQ AND NCDOT STANDARDS SPECIFICATIONS AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C4.01 L- I I 12"(30cm) _ CHANNEL N MINIMUM 12" OF NCDOT #5 TOP OF DITCH t �►►►ItlltrrrINSTALLATION FLOW 1.5' MIN OR #57 WASHED STONEo _1 I� II BOTTOM OF DITCH \\`��� CAR r'''�f4 (10cm) #5 WASHED STONE w =11I =I `�� ��� •• •• .Q(� � _ •-.. ± 1 18"MIN. T17-1717 . Q �� DETAIL 3 w STEEP CUT OR FILL SLOPE HEMEME1 I Q'4F ES 514''-'7. (---- .�' .:;::,::,,..:.:::.::..:::::'::;: B�6„ ,:10 C 1r 4.---- CLASS B _ rx _ J =111=11 i1 •::III 1 (15cm) 11�=11. :,:i1,�.:.:; 6 �� RIP RAP �����-= Lu w Y _ _ I I 11=11 :#0,;41"' (15cm) 4 (lOcm) Pinstalling . - m z - �„ 1.Prepare soil before rolledlI SEA 1 �I' erosion control products (RECPs), A sfi s A ' • •� •� w m = 2: 1 SLOPE(MAXIMUM) 2' 022530 C l l 1. l 1 3 l 3 . •'. c� ��� ��• z 1I1= TTT ti! L L L L L L L A3 ;irO ��� �� �� 1 �' �. ;. �.•�� • t t! !2Bnatthetthechannel b CROSS SECTION AA /rrrW d6" deep X 6(15cm) wide trench with FILTER FABRIC - - -�::-. m RIP RAP NOTES: (15cm) approximately 12"(30cm) of RECPs B t- N 1. STABILIZE DIVERSION DITCH WITH TEMPORARY '" 23/2020 2„-5" extended beyond the up-slope portion I C 4'-6' MIN 1 FILTER FABRIC SEEDING AND ROLLED EROSION CONTROL PRODUCTS. of the trench. Use ShoreMax mat at the 1 > y (5-12.5cm) channel/culvert outlet as supplemental PLAN SECTION B-B SECTION A-A USE DS75 OR EQUIVALENT MATTING UNLESS ��� scour protection as needed. Anchor the POSITIVE GRADE 1.0%MAXIMUM OTHERWISE NOTED. STABILIZATION REQUIRED WITHIN %�; .\'��� I _ 1 RECPs with a row of staples/stakes CONSTRUCTION SPECIFICATIONS: -� 7 DAYS. „ „ • �V> > > �'� : -*,,.1.-:::;; :-:r,„;:: approximately 12"(30cm) apart in the E 4 -6 +• '%,►`) > > �� ^.::; ' :e ;:;;:;a Fr/ bottom of the trench. Backfill and 2. MODIFY DITCH DIMENSIONS WHERE SPECIFIED ONo ::- °`''':�-,.' 1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER FABRIC FOUNDATION. UPSLOPETOE O/ u (10-15em) ►�> > ������ pwmpact the trench after sta lin A I PLANS.I I •` . P 9• PPY vi r1 = r 1���� seed to the compacted soil and fold the _ `, '-I.. t` 1 �'� 2. KEEP THE CENTER STONE SECTION AT LEAST 1 FOOT BELOW NATURAL GROUND LEVEL WHERE THE DAM ABUTS THE \ o 1 ►� �^ �� , r � � 6 �11��t remaining 12"(30cm) portion of RECPs CHANNEL BANKS. V\\\\\\\\N\\\)) ))))) \\\\\\\\\ N E 1 • ••/ ` •` back over the seed and compacted soil. E ` .' ' ••• Secure RECPs over compacted soil 2'MIN(SEE TABLE w U +_. -II II II III ''> 1 �� P 3. EXTEND STONE AT LEAST 1.5 FEET BEYOND BEYOND THE DITCH BANK TO KEEP WATER FROM CUTTING AROUND THE BOTTOM OF DITCH ON SHEET C2.03). = z . i with a row of staples/stakes spaced iii i i , „ � approximately 12" apart a�,,,Za the ENDS OF THE CHECK DAM. I- 4 III • • �, �•����,% �� `• • width of the RECPs. / Q 1fo%%• 3.Roll center RECPs in direction of water�� � �r►1�►1�►1r►1�►1►�►01�►4�►�0`�►�►�����:'•+•`•••` 4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS THE SAME AS THE W • E ",`�L*`, .` flow in bottom of channel. RECPs will TOE ELEVATION OF THE UPPER DAM. / CI W m III • r;` r• .\ \ iSOSS,`,`,`,�,`QS% '',. • unroll with appropriate side against the wUaN i- QLL � z W W +•`• 101Stto% Oq 1 1 �' ••.`• '. soil surface. All RECPs must be SIDE SLOPES w C o rn 0 tY tY =1 ',:.•+• u_ ,�,`,`,`,.! . `111`11� • 5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE EROSION. rn `' �►'► �` `� ��• • securely fastened to soil surface by 2: 1 (MAXIMUM) TOP OF DITCH 2'MIN. r, 00 H 0 • 1` 1 111111`1`1 ` �,•••••+ • placingstaples/stakes in appropriate _ a (A Z ' ;, ,� 1� 11�101010101010 0��`�4� � ' catins as shown in the sta pttern 6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE. \ - - z . °,--i' '� N �► ��►��►����►`�►��` II P I=III- guide. \ W cn rn U a a III I ���� ,_II W W„' II,=�.1. `1`1 1 1` -hsrr_ 4.Place consecutive RECPs end-over-end 7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE CHECK DAMS, ARE NOT Q . °° I III-1 I I ,,,�I .�_o� �`�101 _-II`,,- =III=1 I Q Q w 0 0 6" `' �, - II=iii .1 1�`** 11-11- - (Shingle style)with a 4"-6"overlap.Use SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES. 2 row U I I I I II II- =1 I I- ' =�I4 14' =II_IfF!;i III=III=III- a double row of staples staggered 4" (15cm) II 11:: I1=1 II . _ - It -,���- -n 71 1-1II-1I1-II1-1I S \ \ \ \ \ U I ..ir I I-I I 1 I -- I' irk' ;,, apart and 4" on center to secure MAINTENANCE NOTES: c '- z Z =I I-I I El I I-I 1 I -I I El I I-I I E I El I I RECPs. STEEP CUT OR FILL SLOPE ��\ �\ �\ �\ �\ �\ �\ �\ �\ �\ �\ �\ �\ �\ �\ ' p II 8 III-III-III-III-III-III-III-III-III-III-III-III-III-III-III-ill 5.Full length edge of RECPs at top of side 1. INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL ' ' ' ' ' ' ' % I- c (1^) 0 a slopes must be anchored with a row of EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG PLAN VIEW ~ co > Z Z staples/stakes approximately 12"(30cm) THE CHANNEL WHEN NEEDED. TN 0 2 o� W apart in a 6"(15cm) deep X 6"(15cm) MAINTENANCE ,--I tY wide trench. Backfill and compact the INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FOW AREA AND REPAIR THE `^ at - CRITICAL POINTS NOTES: trench after stapling. 2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE EDGES A.Overlaps Seams * �; ,� DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, w LU w P Horizontal staple spacing should be 6.Adjacent RECPs must be overlapped OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONALeli Av REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT. ~ B.Projected Water Line altered if necessary to allow staples to approximately 2"-5" (5-12.5cm) MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL. C.Channel Bottom/Side Slope Vertices secure the critical points along the channel (Depending on RECPs type) and it:____ DETAIL No. surface. stapled. 3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW A A 7.In high flow channel applications a THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVERSTANDARD TEMPORARY DIVERSION DITCH 04000.09/T$ $ staple check slot is recommended at 30D _r / (' / **In Inncw snil rnnriifinnc fha i,ca of cfaple THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION. �! -/ to 40 foot (5 -12mj intervals. use a EFFECTIVE: 12/10/09 0 _ � � or stake lengths greater than 6"(15cm)may double row of staples staggered SHEET 1 OF 1 be necessaryto properly secure the ROCK CHECK DAM P P Y 4"(10cm)apart and 4"(10cm)on center C7 DrawingNot To Scale RECPs. over entire width of the channel. 8.The terminal end of the RECPs must be 0 anchored with a row of staples/stakes N•T•S = ce NORTH Disclaimer: approximately 12" (30cm) apart in a -- AMERICAN The information presented herein is general design information only.For specific applications, 6"(15cm)deep X 6"(15cm)wide trench. I 0 NI NI 0 0 1 Backfill and compact the trench after GRAVEL ENTRANCE SHALL DE 50 FEET I'.. > o 0 GREEN consult an independent professional for further design guidance. stapling. TOP WIDTH W W N N 5401St.Wendel-Cynthianand. PH:800-722-2040 g LENGTH AND 25 FEET IN WIDTH WITH L.. DESIGN CRITERIA "A" = Q Poseyville,IN 47633 www.nagreen.com I Drawn on:5-4-17 FONT RADIUS AT EXISTING ROADWAY AGGREGATE SIZE - USE 2-{ INCH ,^,.ASHEIi `'TGNE U 0 NI NI NI N 5O' O" MIN. - t DIMENSION OF LRA'•,EL PAC z ,-I ,--1, THICKNESS - 6 INCHES MINIMUM SIDE SLOPE in DATE WIDTH - .12 FT- MINIMUM O F-ILL '4dIDTH AT ACCESS D > SLOPE r_; 3 reµ ;, ? x�4 POINTS OF THE VEHICULAR ENTRANCE ANDI ce 09/24/2020 12"(30cm) INSTALLATION FILTER FABRIC EXIT AREA, WHICHEVER IS GREATER DETAIL \2-3 WASHED STONE LENGTH - 100 FT. MINIMJN. MIN. DITCH DEPTH (FT) DRAWN BY A Li:)('A,TION - LOCATE CONSTRUCTION ENTRANCES AND EXITS "B„ A. MAY v:- ;: _' , i ' TO' LIMIT SEDIMENT FROM LEAVING THE SITE A 1D TO `� '�"''\����.; „ 1.Pre are soil before installin rolled P2„_5„ ;..:•�•..; .:• � � ... '� 6 P 9 Z :�: k,i1'I:]E FOR MAXIMl.1A,l LI-TILTY BY ALL CONSTRUCTION LINER TYPE DESIGNED BY t,;R;:..:... II: �11' 1I '� 41-r- (15cm) erosion control products (RECPs), .1; `` pGO, 1 EH1'�LES. AVOID STEEP GRADES AND ENTRANCES AT (5-12.5cm • J. DOOLEY �''''' �=�ji !e includinganynecessary }fa +` +ter' r L._ ':iiie•:'•::•'' rY R:• ei :.: try. {:,JRL'ES IN PUBLIC ROADS. & °i application of lime, fertilizer, and ,;,,' �r{ s; THICKNESS 11 --;. 1 seed. -; ; �;': ,-..-. CONTRACTOR SHALL INSTALL ADDITIONAL GRAVEL • ::•': '`r 2 2.Begin at the top of the slope by - .:r r`• :,... -,>s CONSTRUCTION ENTRANCES NOT INDICATED ON THE PLANS Q BOTTOM WIDTH (FT) • CHECKED BY -.I•;•. `= anchoring the RECPs in a - 'a - 1; .; REQUIRED FOR STAGING AND OR BORROW AREX ANC „C„ 't - = li 6" 6"(15cm) deep X 6"(15cm) wide r z � 'f'i 1$� • MAINTAIN AT NO ADDITIONAL EXPE`I,E TOTHE OWNER . R. BAKER 4 (15cm) trench with approximately 12" � , r =..! :1 �i�' • 3B (30cm)ofRECPsextendedbeyond CONTRACTOR SHALL SUPPLEMENT AN� MAINTAIN GRAVEL j the up-slope portion of the trench. r N 'S `) CONSTRUCTION ENTRANCES AT HIS EXPENSE ,1NTIL FINAL MAINTENANCE FOR CHANNEL LINING/DITCH SECTION • • SCALE 8 MIN. THI K JE .� Anchor the RECPs with a row of ACCEPTANCE DURING THE ESTABLISHMENT PERIOD, CHECK BLANKET-LINED CHANNELS AFTER EVERY RAINFALL. AFTER GRASS IS ESTABLISHED, AS SHOWN staples/stakes approximately 12" 2-3'� COURSE PERIODICALLY CHECK THE CHANNEL; CHECK IT AFTER EVERY HEAVY RAINFALL EVENT. IMMEDIATELY MAKE REPAIRS. IT IS PARTICULARLY • (30cm) apart in the bottom of the AGGREGATE IMPORTANT TO CHECK THE CHANNEL OUTLET AND ALL ROAD/TRAIL CROSSINGS FOR BANK STABILITY AND EVIDENCE OF PIPING OR SCOUR • trench. Backfill and compact the HOLES. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATIONS TO MAINTAIN THE DESIGNED CARRYING CAPACITY. KEEP THE GRASS IN A trench after stapling. Apply seed to • the compacted soil and fold the MAINTENANCE: HEALTHY, VIGOROUS CONDITION AT ALL TIMES, SINCE IT IS THE PRIMARY EROSION PROTECTION FOR THE CHANNEL. remaining 12"(30cm) portion of ---• RECPs back over the seed and MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT T FROM 1 LEAVING THE • iis.�r[�q.//c �� •• . REQUIRESTONE. ` .. _=I''- over compacted soil with a row 3 ♦ ` •• RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT CUT AS NECESSARY. •***010101V yp�-// -I I I-I I I-I I of staples/stakes spaced IMMEDIATELY REMOVE ALL OHL;EOTIQNABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC CIL `�,`�```,`,`�, , t�1`�v�►4 approximately 12"(30cm) apart .```,`,`,`,``,� t.** ***, .u: I I IIII1 11= ROADWAYS. WAYS Al 0�10101K010�t 1-IIIIII11 across the width of the RECPs. `V. .� �._-_- 3.Roll the RECPs (A) down or (B) "*"1. ♦ III-III-III-I I I- �`10101010 10 1` A ,���►�`����'��'��' horizontally across the slope. �,`,`,`�`���`, , ;1`1`1`1�1010' -III-III-III-III-I I RECPs •will unroll with •appropriate TEMPORARY CONSTRUCTION ENTRANCE ,`,`,`,`�`*pf� ,i�OQ.�`.``r►`�'=III=III=III=III=III= side against the soil surface. All ai ``,`,`,`,`, , ►10101W01 RECPs must be securely fastened ,1�1`1`1`1`1` �,� �`1`1`1`101�• III III-III-III-III-II to soil surface by placing 1 •T•s. D ' ,`,`, ,�1w*1olt* I I 1-111-111=111=111=111= N 1 staples/stakes in appropriate 41f►1010' 3A ',01010101f►1` 1-111-11 I-111-I 1 I-1 I I-1 locations as shown in the staple "*.*** ` ,p�Oj0101010, III=1 I 1=111=111=111=111- pattern guide. o **°��* ej / A���`►�04t`s°`�1 I 1=1 I 1=1 I 1=111=1 I I- 4.The edges of parallel RECPs must 101`14% _ 01010� ♦ __ 0101010101 / �`�10 10 10 10 0�� 1=1 I 1-III-111=1 be stapled with approximately 2" - ►1,1W0101010101011♦ ` / .1�g0101014h 1=III=III- 5" (5-12.5cm) overlap depending N N '414%" 1♦ 0000000 ' 0000�- 0 0000 -01111111♦ ►101111 - type. �p►10 10 10 10 114 Il�1010`0``0`O�` 000�' 111 on the RECPs e Q 10 10 10 10 10 10 10 ��+10101111. g010111� 5.Consecutive RECPs spliced down 10 10 10 10 10 10 10 10 10 10 10 10 1�►10�1�►' ,�Q►1*►101*'1�'�� 11 1 the slope must be end over end a 0 t414%**Ie010101010101`� +10 10 10 10 1�* yy�� 3"(7.5cm c ` 0 10 10 10 10 1��10*°, ��►10 10 10 10 10' (Shingle style)with an approximate a'MIN H SILT FENCE �--I Q Q 1***Vitt 0*% --- i .•.10.***10�10- 3"(7.5cm) overlap. Staple through t Z m o 0 0 0 o o overlapped area, approximately ''' '''':: - 12"(30cm) apart across entire y O :1) : , I I:: I I�1p1 RECPs width. _ - •.: _ ( cc a� '1 W _ PUMP 1'.:>:°<:•::•: :• :•::• W 0 U 5 I I INSERT DISCHARGE HOSE IN TUBE f I �I -,.. . c Drawing Not To Scale �'•' " E D�NIaRTH *NOTE: �W = w c Disclaimer: In loose soil conditions, the use of TOP OF SILT FENCE ( / �1 oSUCTION HOSEMUST BE AT LEAST 1' _ 0 LL O 'AMERICAN The informationpresented herein isgeneral design information only. specific applications, staple or stake lengths greater than 1 ( Z m o YPP :'• i a GREEN I consult an independent professional for further design guidance. 6"(15cm) may be necessary to 4, 4, 4, �. �� 4,/., 4, 4, 4, ABOVE THE TOP OF :' •' . z J Fo 9 9wi%i• /� THE WASHED STONE. �:' ::' : `'I"I I , Q 0 5401 St.Wendel-Cynthiana Rd. PH:800-772-2040 properly secure the RECPs. I * 4, .��.� ., .l, ., 4, . . •• :,. •::.:'.:• - = U H C m Pose ille IN 47633 www.nagreen.com Drawn on:5-4-17 FLOATING INTAKE. ,�, * / �. 1 * y, * :•:'1.;...'.:;:.:::;•:. ..:: - 3�• g I CONTRACTOR TO ENSURE ::'.g:::.::::::,::::':; _ I-I �/ Q `o ' SURFACE DEWATERING_CI . DEWATERING SOCK ' ' W • • J LL Zat d W W-111-111-111-111- -111- .. W W W < < O W 2i .. • (n M W W `Y\ `Y `Y `Y �1' \`Y W `Y W `Y W `Y W `Y W `Y W `Y W �1' ',R z CD D 0 °U° - I I -I - - - - - - - - 4, 4, 4, 4, 4, 4. FRONT VIEW O O o Et BURY WIRE FENCE, Oci_ o_ N r-4'1 - WATER oo�oo N DISCHARGE HOSE III-111-111-111-111-111-111-111-11- i-I W W W AND HARDWARE- FILTER FABRIC, NOTE: DIMENSIONS SHOWN ARE TYPICAL. _ c I- - NOTES: ► STEEL POST SET CLOTH IN TRENCH. Q o CONTRACTORS SWAMP MATS MAY DIFFER I IZU 2 ' DIMENSIONALLY FROM WHAT IS SHOWN. -III-1 I I- 1. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED. MAX 2'APART MIN I- >i- o '-III_ 2. REPLACE STONE AS NEEDED TO ENSURE DEWATERING. STEEL POST 2'INTO SOLID GROUND E o ri I 1 MAINTENANCE: WOVEN WIRE FABRIC 0 j o o -I = 1. INSPECT SILT FENCE STONE OUTLET WEEKLY OR AFTER EACH HARDWARE CLOTH 0 0 c U III- III III-I I SIGNIFICANT RAINFALL EVENT(2 INCH OR GREATER). MAKE ANY I z w 4„ REQUIRED REPAIRS IMMEDIATELY. I z N co MAINTENANCE: •• :A I O a -4 . _ 2. REMOVE SEDIMENT DEPOSITS AS NECESSARY, RESTORE TO ITS i :.•r I SECTION VIEW0 Q f �0.2' 1. FOLLOW ALL MANUFACTURER RECOMMENDATIONS FOR INSPECTION AND MAINTENANCE GUIDELINES. REPLACE DEWATERING ORIGINAL DIMENSIONS AND REPLACE STONE THAT IS IMPAIRED BY FILTER OF#57 ••r.;•AA;�,:: axi co 16' - BAGS WHEN TRAPPED SEDIMENT HAS ACCUMULATED TO 50%OF THE BAG CAPACITY OR IN ACCORDANCE WITH THE SEDIMENT. WASHED STONE .r�;• i' : o co I I •...••zii{i�' 16"MIN 0 O 2'J MANUFACTURER'S RECOMMENDATIONS. � ��:;. ;•% I 3'FILTER FABRIC APRON o (� •! !Z} i�.���,11: I ON GROUND o_at - �, TYPICAL MAT SECTION DEWATERING BAGS ARE FULL WHEN THEY NO LONGER EFFICIENTLY FILTER SEDIMENT OR PASS WATER AT A REASONABLE ti.,.� :�oeo:o.�V:: I �- rn at RATE. INCOMING FLOW RATES WILL VARY DEPENDING ON THE SIZE OF THE DEWATERING BAG,THE TYPE AND AMOUNT OF ••••. • •• •••••••••• _C SECTION A-A e.-4%�.� wo-,••••••:•• o c SEDIMENT DISCHARGED INTO THE DEWATERING BAG,THE PERMEABILITY OF THE UNDERLYING AGGREGATE,AND THE DEGREE •...M e•y;:t�� �r0•:�•��:Wia 8 O OF SLOPE ON WHICH THE BAG LIES. 8„_ N QI DEWATERING SOCK SILT FENCE STONE OUTLET BURY WIRE FENCE AND�4" FILTER FABRIC APRON IN TRENCH me = N.T.S. oN.T.S. N.T.S HARDWARE CLOTH ooc E c - M TIMBER MAT DETAIL § _ U (Es 0 N.T.S. 0) o o m n �I JOB NO. o c o (.0 ,, n m 0 46306.001 ms o ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. ms 2 o -1- COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C4.02 CD 0 L TEMPORARY DIVERSION DITCH TABLE „„►►+t l f+rrrr�� � � !1�'ESS DITCH NAME TOP WIDTH"A" MIN. DITCH DEPTH(FT) "B" BOTTOM WIDTH(FT) ICI SIDE SLOPE"D" LINER TYPE&THICKNESS � :o / y. 9 : : y ., TDD 101A 8.2 FT 1.2 FT 1 3:1 North American Green, S75 SEA TDD 101B 7.5 FT 1.25 FT 0 3:1 North American Green, S75 _ f 022530 TDD 102A 8.1 FT 0.85 FT 3 3:1 North American Green, SC150 %-7; N •--,�� TDD 102B 8.6 FT 1.1 FT 2 3:1 North American Green, S150 '/r,'ODrWl'�PF�`4 TDD 103A 4.75 FT 0.75 FT 0.25 3:1 Jute Net TDD 103B 6.5 FT 1 FT 0.5 3:1 Jute Net IZ/22020 TDD 104A 13 FT 1.5 FT 4 3:1 North American Green, S75 TDD 104B 10 FT 1.5 FT 1 3:1 North American Green, S75 TDD 104C 6.5 FT 1 FT 0.5 3:1 Jute Net E 0 TDD 104D 8 FT 1 FT 2 3:1 Jute Net o TDD 105A 12.8 FT 1.5 FT 3.8 3:1 North American Green, S75 `r sp E TDD 105B 7.8 FT 1.2 FT 0.6 3:1 North American Green, S75 ,,., z E TDD 106A 9.5 FT 1.25 FT 2 3:1 North American Green, S75 1 TDD 106B 12.6 FT 1.5 FT 3.6 3:1 North American Green, S75 Q .� O W w w TDD 107A 15.5 FT 2 FT 3.5 3:1 North American Green, S75 Ui U Ce N 5 5 GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH EQUIPMENT AND VEHICLE MAINTENANCE ❑NSITE CONCRETE WASHOUT a 1-1 -; z w w TDD 107B 10 FT 1.5 FT 1 3:1 North American Green, S75 THE NCGO1 CONSTRUCTION GENERAL PERMIT STRUCTURE WITH LINER w LL ry r,� O d r 1. Maintain vehicles and equipment to prevent discharge of fluids. Ia L 0 o rn I-I H 0 TDD 108A 11.5 FT 1.5 FT 2.5 3:1 North American Green, S75 Implementing the details and specifications on this plan sheet will result in the construction ,A HIGH ` UN B DBpFLESro, a x a V7 z 2. Provide drip pans under any stored equipment. o o SANDBAGSCTYPJ V FBE TICK ` HIGH RS C7 V' @ „ '� N TDD 108B 13.25 FT 1.75 FT 2.75 3:1 North American Green, S75 activity being considered compliant with the Ground Stabilization and Materials Handling o� V'Q`OR STAPLES 4Qo - OQIT 10ASIC LOOVFLLTRATICN Z ~ 7 cr, 3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the > < �� �or roI I (TYP.) ' SOIL BERM „ Lu L U O' O' TDD 108C 11 FT 1.5 FT 2 3:1 North American Green, S75 sections of the NCGO1 Construction General Permit (Sections E and F, respectively). Theo d SILT FENCE T SLD ,�C SANDBAGS(TYPJ > < SIDE x w w TDD 108D 6.5 FT 1 FT 0.5 3:1 North American Green, S75 permittee shall comply with the Erosion and Sediment Control plan approved by the project. 0 0 0 0 0 STAPLES IQ6 ?11 1� n o p U U delegated authority having jurisdiction. All details and specifications shown on this sheet 4. Collect all spent fluids, store in separate containers and properly dispose as joo - o j SECTION B-:�'" ce - z z z TDD 108E 8 FT 1 FT 2 3:1 North American Green, S75 hazardous waste (recycle when possible). B rn may not apply depending on site conditions and the delegated authority having jurisdiction. Sp,DBGSRYP, DEEM _ C 'Cr „ w w I CLEARLY NARKED SIGNAGE SECTION A-A OR STAPLES L ACTUAL LOCATION DETERIDTED IN L • U) el- 0- TDD 108F 9.6 FT 1.1 FT 3 3:1 North American Green, S75 5. Remove leaking vehicles and construction equipment from service until the problem LDNLRETEV NLEARLY VISE 18•XEY MIN FIELD WASHOUT Ir I. C ON CTTUAL LDCATICN DETERMI D IN FIELD CCRETE KITIN CLEARLY DEVICE tl8'X2{N QIJ 8 TIE CONCRETE WASHOUT ~ CO > z z TDD 109A 13.6 FT 1.7 FT 3.4 3:1 North American Green, S75 SECTION E: GROUND STABILIZATION has been corrected. I I 2.THE LCNLRETE WASHOUT STRUCTURES SHALL WASHOUT STRUCTURES SHALL BE MAINTAINED o w O O WHEN TIE LIQUID AND/OR SOLID i--I O' �/ ,-, ,-, BE NAINTAINED WHEN THE LIQUID AND/OR REACHES 75X OF THE STRUCTURES CL/ TDD 109B 9.4 FT 1.4 FT 1 3:1 North American Green, S75Bring hydraulicpetroleumproductsSOLID REACHES 75X OF TIE STRUCTURES I I CAPACITY TO PROVIDE ADEQUATE �' U] 6. used fuels, lubricants, coolants, fluids and other CAPACITY. HOLDING CAPACITY WITHAMININUM Ln 01 Required Ground Stabilization Timeframes PLAN 3CONLRETE WASHOUT STRUCTURE NEEDS TO BE Ella 12 INCHES OF FREEBOARD. -I > > TDD 109C 7.6 FT 1.1 FT 1 3:1 North American Green, S75 to a recycling or disposal center that handles these materials. LLEARY TE WA WITH SRUCTU NOTERG DEVICE 3LQCRETE WASHOUT STRUCTURE II-I W w Stabilize within this SEDSTOBINLEARY DEVICE MARKED WITH F ce ce TDD 110A 7.5 FT 1 FT 1.5 3:1 North American Green, S75 many calendar Timeframe variations BELOW GRAD WASHOUT STRUCTURE ABOVE GRADE NOT WTO SHOUT STRUCTURE T TO SCALE TDD 110B 5.9 FT 0.75 FT 1.4 3:1 North American Green, S75 Site Area Description days after ceasing LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE vi TDD 110C 7 FT 1 FT 1 3:1 North American Green, S75 land disturbance 1. Never bury or burn waste. Place litter and debris in approved waste containers. ce TDD 111A 5.5 FT 0.75 FT 1 3:1 North American Green, S75 (a) Perimeter dikes, 2. Provide a sufficient number and size of waste containers (e.g dumpster, trash CONCRETE WASHOUTS o swales, ditches, and 7 None receptacle) on site to contain construction and domestic wastes. 0 TDD 111B 7.6 FT 1.1 FT 1 3:1 North American Green, S75 p ) 1. Do not discharge concrete or cement slurry from the site. D TDD 112A 9.8 FT 1.5 FT 0.8 3:1 North American Green, S75 perimeter slopes 3. Locate waste containers at least 50 feet away from storm drain inlets and surface 2. Dispose of, or recycle settled, hardened concrete residue in accordance with local 0 TDD 112B 7.8 FT 1.3 FT 0 3:1 North American Green, S75 (b) High Quality Water waters unless no other alternatives are reasonably available. and state solid waste regulations and at an approved facility. F- 7 None o 0 TDD 113A 8.3 FT 1.3 FT 0.5 3:1 North American Green, S75 (HQW) Zones 4. Locate waste containers on areas that do not receive substantial amounts of runoff 3. Manage washout from mortar mixers in accordance with the above item and in 0 N N from upland areas and does not drain directly to a storm drain, stream or wetland. addition the mixer and associated materials on impervious barrier and within > w o 0 TDD 113B 6 FT 1 FT 0 3:1 North American Green, S150 (c) Slopes steeper than If slopes are 10' or less in length and are placeH- 5. Cover waste containers at the end of each workdayand before storm events or lotperimeter silt fence. TDD 114A 5.9 FT 0.9 FT 0.5 3:1 North American Green, S75 3:1 7 not steeper than 2:1, 14 days are p N N provide secondary containment. Repair or replace damaged waste containers. 4. Install temporaryconcrete washoutsper local requirements, where applicable. If an Q N allowed TDD 114B 7.6 FT 1 FT 1.6 3:1 North American Green, S75z -1 -1 -7 days for slopes greater than 50' in 6. Anchor all lightweight items in waste containers during times of high winds. alternate method or product is to be used, contact your approval authority for 0 TDD 115A 9 FT 1 FT 3 3:1 North American Green, SC150 cn DATE length and with slopes steeper than 4:1 7. Empty waste containers as needed to prevent overflow. Clean up immediately if review and approval. If local standard details are not available, use one of the two 5 TDD 116A 7.5 FT 1 FT 1.5 3:1 North American Green, S150 containers overflow. types of temporary concrete washouts provided on this detail. -7 days for perimeter dikes, swales, ce ce 09/24/2020 TDD 116B 8.2 FT 1 FT 2.2 3:1 North American Green, S75 (d) Slopes 3:1 to 4:1 14 ditches, perimeter slopes and HQW 8. Dispose waste off-site at an approved disposal facility. 5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk p TDD 117A 4.4 FT 0.7 FT 0.2 3:1 North American Green, S75 Zones 9. On business days, clean up and dispose of waste in designated waste containers. sections. Stormwater accumulated within the washout may not be pumped into or > DRAWN BY TDD 117B 14.5 FT 1.5 FT 5.5 3:1 North American Green, S75 -10 days for Falls Lake Watershed discharged to the storm drain system or receiving surface waters. Liquid waste must A. MAY TDD 117C 4.5 FT 0.75 FT 0 3:1 North American Green, SC150 -7 days for perimeter dikes, swales, PAINT AND OTHER LIQUID WASTE be pumped out and removed from project. TDD 118A 6.5 FT 1 FT 0.5 3:1 North American Green, S75 ditches, perimeter slopes and HQW Zones 1. Do not dump paint and other liquid waste into storm drains, streams or wetlands. 6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it DESIGNED BY (e) Areas with slopes can be shown that no other alternatives are reasonably available. At a minimum, TDD 118B 8 FT 1 FT 2 3:1 North American Green, S150 flatter than 4:1 14 -10 days for Falls Lake Watershed unless 2. Locate paint washouts at least 50 feet away from storm drain inlets and surface A. J. DOOLEY there is zero slope waters unless no other alternatives are reasonablyavailable. install protection of storm drain inlet(s) closest to the washout which could receive TDD 119A 10 FT 1.5 FT 1 3:1 North American Green, S75 spills or overflow. TDD 119B 7.8 FT 1 FT 1.8 3:1 North American Green, S75 Note:After the permanent cessation of construction activities an areas with temporary 3. Contain liquid wastes in a controlled area. • CHECKED BY p Y p Y 7. Locate washouts in an easily accessible area, on level ground and install a stone TDD 119C 6 FT 1 FT 0 3:1 North American Green, S150 ground stabilization shall be converted to permanent ground stabilization as soon as 4. Containment must be labeled, sized and placed appropriately for the needs of site. entrance pad in front of the washout. Additional controls may be required by the • 0 R. BAKER practicable but in no case longer than 90 calendar days after the last land disturbing 5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from approving authority. 120A 10.2 FT 1.2 FT 3 3:1 North American Green, S75 pp g activity. Temporary ground stabilization shall be maintained in a manner to render the construction sites. 0 SCALE TDD 120B 6 FT 1 FT 0 3:1 North American Green, C125 8. Install at least one sign directing concrete trucks to the washout within the project surface stable against accelerated erosion until permanent ground stabilization is achieved. limits. Post signage on the washout itself to identify this location. AS SHOWN TDD 121A 7.8 FT 1 FT 1.8 3:1 North American Green, S75 PORTABLE TOILETS 9. Remove leavings from the washout when at approximately 75% capacity to limit • TDD 121B 7.9 FT 0.9 FT 2.5 3:1 North American Green, 5150 GROUND STABILIZATION SPECIFICATION 1. Install portable toilets on level ground, at least 50 feet away from storm drains, TDD 121C 6 FT 1 FT 0 3:1 North American Green, S75 Stabilize theground sufficientlyso that rain will not dislodge the soil. Use one of the overflow events. Replace the tarp, sand bags or other temporary structural g streams or wetlands unless there is no alternative reasonably available. If 50 foot components when no longer functional. When utilizing alternative or proprietary TDD 122A 4.8 FT 0.8 FT 0 3:1 North American Green, S75 techniques in the table below: offset is not attainable, provide relocation of portable toilet behind silt fence or place 0products, follow manufacturer's instructions. TDD 122B 5.8 FT 0.8 FT 1 3:1 North American Green, S75 Temporary Stabilization I Permanent Stabilization on a gravel pad and surround with sand bags. 10. At the completion of the concrete work, remove remaining leavings and dispose of z • Temporary grass seed covered with straw or • Permanentgrass seed covered with straw or 2. Provide stakingor anchoringofportable toilets duringperiods of high winds or in high �--I TDD 123A 4.75 FT 0.75 FT 0.25 3:1 North American Green, S75 P y g g in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance J other mulches and tackifiers other mulches and tackifiers foot traffic areas. caused byQ TDD 124A 9 FT 1.25 FT 1.5 3:1 North American Green, SC150 . Hydroseeding • Geotextile fabrics such aspermanent soil removal of washout. TDD 124B 6.25 FT 1 FT 0.25 3:1 North American Green, S75 y g 3. Monitor portable toilets for leaking and properly dispose of any leaked material. z • Rolled erosion control products with or reinforcement matting Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace o TDD 124C 8.5 FT 1 FT 2.5 3:1 North American Green, SC150 without temporary grass seed • Hydroseeding Q 5 with properly operating unit. ; TDD 125A 10.6 FT 1.5 FT 1.6 3:1 North American Green, S75 • Appropriately applied straw or other mulch • Shrubs or other permanent plantings covered HERBICIDES, PESTICIDES AND RODENTICIDES I n TDD 125B 10.25 FT 1.5 FT 1.25 3:1 North American Green, S75 • Plastic sheeting with mulch 1. Store and apply herbicides, pesticides and rodenticides in accordance with label 3 • Uniform and evenlydistributedground cover EARTHEN STOCKPILE MANAGEMENT D .- J TDD 125C 6 FT 1 FT 0 3:1 North American Green, S75 restrictions. 2 sufficient to restrain erosion 1. Show stockpile locations on plans. Locate earthen-material stockpile areas at least 2. Store herbicides, original 126A 6 FT 0.75 FT 1.5 3:1 North American Green, S75pesticides and rodenticides in their on inal containers with the Q • Structural methods such as concrete, asphalt or 50 feet away from storm drain inlets, sediment basins, perimeter sediment controls label, which lists directions for use, ingredients and first aid steps in case of 1-10 TDD 126B 14.5 FT 1.75 FT 4 3:1 North American Green, S75 retaining walls and surface waters unless it can be shown no other alternatives are reasonably • Rolled erosion control accidental poisoning. i TDD 126C 6 FT 1 FT 0 3:1 North American Green, S150 products with grass seed available. 0 TDD 127A 7.5 FT 1 FT 1.5 3:1 North American Green, S75 2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of 3. Do not store herbicides, pesticides and rodenticides in areas where flooding is N W o POLYACRYLAMIDES (PAMS) AND FLOCCULANTS five feet from the toe of stockpile. possible or where they may spill or leak into wells, Stormwater drains, ground water Ll� TDD 127B 6 FT 0.75 FT 1.5 3:1 North American Green, S75 or surface water. If a spill occurs, clean area immediately. l0 Q Q TDD 127C 6.2 FT 0.7 FT 2 3:1 North American Green SC150 1. Select flocculants that are appropriate for the soils being exposed during 3. Provide stable stone access point when feasible. 1 -1 < Q construction, selectingfrom the NC DWR List ofApproved PAMS/Flocculants. 4. Do not stockpile these materials onsite. 1 z w TDD 128A 8.6 FT 1.1 FT 2 3:1 North American Green, SC150 pp / 4. Stabilize stockpile within the timeframes provided on this sheet and in accordance U LU J o 2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures. with the approved plan and any additional requirements. Soil stabilization is defined 0 TDD 128B 7.65 FT 0.9 FT 2.25 3:1 North American Green, S75 O 3. Apply flocculants at the concentrations specified in the NC DWR List of Approved as vegetative, physical or chemical coverage techniques that will restrain accelerated V 1 Q z cw TDD 128C 4.5 FT 0.5 FT 1.5 3:1 North American Green, S75 HAZARDOUS AND TOXIC WASTEW O PAMS/Flocculants and in accordance with the manufacturer's instructions. erosion on disturbed soils for temporary or permanent control needs. z U TDD 129A 12.9 FT 1.4 FT 4.5 3:1 North American Green, C125 1. Create designated hazardous waste collection areas on-site. O 5 4. Provide ponding area for containment of treated Stormwater before discharging = TDD 129B 7 FT 1 FT 1 3:1 North American Green, SC150 offsite. 2. Place hazardous waste containers under cover or in secondary containment. N a) TDD 130A 10.2 FT 1.2 FT 3 3:1 North American Green, SC150 3. Do not store hazardous chemicals, drums or bagged materials directly on the ground. 0O 5. Store flocculants in leak proof containers that are kept under storm resistant cover z z Q N 0 TDD 130B 6 FT 1 FT 0 3:1 North American Green, S75 or surrounded by secondary containment structures. LLJ I N Q O TDD 131A 6 FT 1 FT 0 3:1 North American Green, S75 U } i--i TDD 131B 6.4 FT 0.9 FT 1 3:1 North American Green, S150 _IZ H a TDD 132A 9.8 FT 1.3 FT 2 3:1 North American Green, S75 NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE.. 04/01/19 a Qom 00 v TDD 132B 6.85 FT 1.1 FT 0.25 3:1 North American Green, S75 Z J U Q a o1111)TDD 133A 5.3 FT 0.8 FT 0.5 3:1 North American Green, SC150 O 0 0 o N TDD 133B 7.1 FT 1 FT 1.1 3:1 North American Green, S75 /� • C� N TDD 134A 4.5 FT 0.75 FT 0 3:1 North American Green, S75 V 1 z 0 . 0 o TDD 134B 8.6 FT 1.1 FT 2 3:1 North American Green, S75 U 2 z g a) TDD 134C 7.25 FT 1 FT 1.25 3:1 North American Green, S75 = I- D E o o E d /� O O c w 2� I..L O z O• U 0 o O U O c p 0 � w 0CD z u zN o O OQ Uca 0 "Ll o w co U o 5 U z o ° al (D C C6c > m(7) U o (1) Q GI U II .�. 3 Li] O !-'8 u) Q I 0- O G) U 0 7 U N O 03 -O O N Q �I JOB NO. $ 0 ul .° 0 46306.001 ( o ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. m O M COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION C4.03 • 0 L `\���,,►►uC AR 1,,,; ••,40.•Oc .SS/0�.�i}-J. fQ� 9 .7 (qonzo ' 1 %,;11w: Bp`t,,.S% ilfllrllll)►►',►� IZ/Z3/zoso E 0 U v; CD to 0 N.N E w o E = Z w In ce i-i > > < LL CO Z w w a = '-i co H H 0 2 �; a; a -1 N z W - rn CC a a J X w w PART III PART III PART III o ' 0 Lu 0 0 SELF-INSPECTION, RECORDKEEPING AND REPORTING SELF-INSPECTION, RECORDKEEPING AND REPORTING ce z z z SELF-INSPECTION, RECORDKEEPING AND REPORTING to > rn ce ce SECTION A:SELF-INSPECTION SECTION C: REPORTING i- SECTION B: RECORDKEEPING CO > z z Self-inspections are required duringnormal business hours in accordance with the table 1. Occurrences that must be reported o w O O p q 1. E&SC Plan Documentation of ce below. When adverse weather or site conditions would cause the safety of the inspection Permittees shall report the following occurrences: 1s) a, to be injeopardy,the ins inspection maybe delayed until the next business dayon The approved E&SC plan as well as any approved deviation shall be kept on the site. The _ > personnel p Y (a) Visible sediment deposition in a stream or wetland. Lu w w which it is safe to perform the inspection. In addition,when a storm event of equal to or approved E&SC plan must be kept up-to-date throughout the coverage under this permit. I greater than 1.0 inch occurs outside of normal business hours,the self-inspection shall be The following items pertaining to the E&SC plan shall be documented in the manner performed upon the commencement of the next business day. Any time when inspections described: (b) Oil spills if: were delayed shall be noted in the Inspection Record. • They are 25 gallons or more, vi ce • They are less than 25 gallons but cannot be cleaned up within 24 hours, D Item to Document Documentation Requirements O •Frequency • They cause sheen on surface waters (regardless of volume),or = (a) Each E&SC Measure has been installed Initial and date each E&SC Measure on a copyCD Inspect (during normal Inspection records must include; and does not significantly deviate from the of the approved E&SC Plan or complete,date • They are within 100 feet of surface waters(regardless of volume). business hours) O - locations,dimensions and relative elevations I and sign an inspection report that lists each ce (1)Rain gauge Daily Daily rainfall amounts. g p = maintained in If no daily rain gauge observations are made during weekend or shown on the approved E&SC Plan. E&5C Measure shown on the approved E&5C holiday (a) Releases of hazardous substances in excess of reportable quantities under Section 311 ~ o 0 good working y periods, and no individual-day rainfall information is Plan. This documentation is required upon the 0 N N order available, record the cumulative rain measurement for those un- initial installation of the E&SC Measures or if of the Clean Water Act(Ref:40 CFR 110.3 and 40 CFR 117.3)or Section 102 of CERCLA > o 0 attended days (and this will determine it a site inspection is (Ref:40 CFR 302.4) or G.S. 143 215.85. w N N the E&SC Measures are modified after initial < c needed)- Days on which no rainfall occurred shell be recorded as 2 Q L "zero." The permittee may use another rain-monitoring device Installation. U 0 N N approved by the Division. (b) A phase of grading has been completed. Initial and date a copy of the approved E&SC (b) Anticipated bypasses and unanticipated bypasses. z ,-1 '--i {2= E&SC AL least once per 1- identification or the measures inspected, Plan or complete,date and sign an inspection 0 Measures 7 calendar days 2- Date and time of the inspection, report to indicate completion of the Cl) DATE and within 24 3- Name of the person performing the inspection, construction phase. (c) Noncompliance with the conditions of this permit that may endanger health or the > hours of a rain 4- indication of whether the measures were operating ce event>1.0 inch in properly, (c) Ground cover is located and installed Initial and date a copy of the approved E&SC environment. P 09/24/2020 24 hours 5- Description of maintenance needs for the measure, in accordance with the approved E&SC Plan or complete,date and sign an inspection 00 5- Description,evidence,and date of corrective actions taker- DRAWN BY Plan, report to indicate compliance with approved 2. Reporting Timeframes and Other Requirements {3}5tarmwater At least once per 1- identification or the discharge outfa€ls inspected, P g q discharge 7 calendar days z- Date and time of the inspection, ground cover specifications. A. MAY After a permittee becomes aware of an occurrence that must be reported, he shall contact outfalls(SD0s) and within 24 3- Name&the person performing the inspection, (d) -1 he maintenance and repair Complete,date and sign an inspection report. [tours of a rain 4- Evidence of indicators of stormwa[er palliator)such as oil the appropriate Division regional office within the tmeframes and in accordance with the requirements for all E&SC Measures • DESIGNED BY event 1.0 inch in sheen,Floating or suspended solids or discoloration, other requirements listed below. Occurrences outside normal business hours may also be 24 hours 5. dlcation of visible sediment leavingthe site, have been performed. =.n reported to the Division's Emergency Response personnel at(800) 662 7956, (800) 5. Description,evidence,and dace of corrective actions taken. (e) Corrective actions have been taken Initial and date a copy of the approved E&5C • J. DOOLEY 858-0368 or(919) 733-3300. (4)Perimeter or At least once per If visible sedimental€on is found outside site limits,then a record to E&SC Measures. Plan or complete,date and sign an inspection site 7 calendar days or the Following shall 6e loads: report to indicate the completion of the • CHECKED BY and within 24 1- Actions taken to clean up or stabili2e Lhe sediment that has left hours of a rain the site limits, corrective action. • j Occurrence Reporting Timeframes(After Discovery)and Other Requirements 0 R. BAKER event>1.0 inch in 2. Description,evidence,and date of corrective actions taken,and (a)Visible sediment • Within 24 hours,an oral or electronic notification. 24 hours 3. Ari explanation as to the actions taken to control future releases. 2.Additional Documentation deposition in a • Within 7 calendar days,a report that contains a description of the • stream or wetland sediment and actions taken to address the cause of the deposition. SCALE (s)Streainsor At least once per If the s:ream or wetland has increased visible sedimentation or a In addition to the E&SC Plan documents above,the following items shall be kept on the AS SHOWN wetlands onsiLe 7 calendar days stream has visible increased turbidity from the construction Division staff may waive the requirement fora written report on a • or offsite and wilhir.24 activity,then a record of the fofowing shall be made: site case-by-case basis. {where hours of a rain L- Description,evidence and date of corrective actions taken,and and available for agency inspectors at all times during normal business hours, unless the • If the stream is named on the NC 303(d)list as impaired for sediment- • accessible} event>1.0 inch in 2- Records of the required reports to the appropriate Division Division provides a site-specific exemption based on unique site conditions that make this related causes,the permittee may be required to perform additional 24 hours Regional Office per Part III,Section C,Item(2){a)of this permit requirement not practical: monitoring,inspections or apply more stringent practices if staff of this permit. e areto assure compliance • (6)around After each phase... 1. The phase or grading{installation of perimeter E&SC determine that additional requirements needed stabi€itatioii of grading measures,clearing and grubbing,installation or storm (a) This general permit as well as the certificate of coverage,after it is received. with the federal or state impaired-waters conditions. measures drainage facilities,completion of all land-disturbing (b)Oil spills and • Within 24 hours,an oral or electronic notification. The notification activity,construction or redevelopment,permanent (b) Records of inspections made during the previous 30 days. The permittee shall record release of shall include information about the date,time,nature,volume and (n ground cover). hazardous location of the spill or release. V 2- Documentation that the required ground stabilization the required observations on the Inspection Record Form provided by the Division or a similar inspection form that includes all the required elements. Use of substances per Item z measures have been provided within the required p q 1(b)-(c)above HI timelrame°ran assurance that they will be provided as electronically-available records in lieu of the required paper copies will be allowed if c soon as passible. (c)Anticipated • A report at least ten days before the date of the bypass,if possible. shown to provide equal access and utility as the hard copy records. bypasses[40 CFR The report shall include an evaluation of the anticipated quality and 2 NOTE:The rain inspection resets the required 7 calendar dayinspection requirement. 122.41(m}(3)] effect of the bypass. p q p q (c) All data used to complete the Notice of Intent and older inspection records shall be O .N (d)Unanticipated • Within 24 hours,an oral or electronic notification. � maintained for a period of three years after project completion and made available bypasses[40 CFR • Within 7 calendar days,a report that includes an evaluation of the a c upon request. [40 CFR 122.41] 122.41(m)(3)] quality and effect of the bypass. w - a� (e)Noncompliance • Within 24 hours,an oral or electronic notification. > with the conditions • Within 7 calendar days,a report that contains a description of the N io of this permit that noncompliance,and its causes;the period of noncompliance, o may endanger including exact dates and times,and if the noncompliance has not 0 (V Z health or the been corrected,the anticipated time noncompliance is expected to L('� Q environment[40 continue;and steps taken or planned to reduce,eliminate,and Q S CFR 122.41(1)(7)] prevent reoccurrence of the noncompliance. [40 CFR 122.41(1)(6). 1-'I < Q >' 53 • Division staff may waive the requirement for a written report on a I Z (..9 case-by-case basis. U w J O I- I 3 O a a Z u w w 1 = w ru >, 0NCGO1 SELF-INSPECTIONa , RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19 z oco p 0_CILLJ , i ce Q m U O 0 a Q o w 0 0 0 o z o & N N 0C Z Q _ ° � CI Q o w � C ri I oC O z 2 a0 d O O o = z �C � w0 z ll to a z Li � QN o J � co w o o (f) U o a°�i 1--1 0- 0,CO 0 ,ll _ CO (D U U QE O U I L 3 w z - N Q � � I N 0 co 0 D C U (ES O O C N O N Q CO I JOB NO. o c o N .° RS 0 46306.001 o ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NORTHAMPTON SHEET NO. mcw O N COUNTY, NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY — NOT RELEASED FOR CONSTRUCTION C4.04 0 L SEDIMENT & EROSION CONTROL ..•' ■•• • REPORT TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. OAK SOLAR - PHASE A NORTHAMPTON COUNTY, NC L i.. • Y >. 'f P ,,,,",,..)410, \ _ • it � P p 1 '' 1.• - .', kt .4 I` ,r _ tit • % �r • r 'f.,-sip * ... DECEMEBER 23, 2020 PREPARED FOR: Tillson Consulting Nicholas Tillson 113 Forest Ridge Road Mooresville, NC 28117 704-450-7086 TillsonConsulting@gmail.com %I``\ O fLf.' PREPARED BY: ° - .• Timmons Group, NC License No. 023728 _ SEA. Rick Baker, PE IF022530 5410 Trinity Road, Suite 102 ' !liGt1 -9'. Raleigh, North Carolina 27607 N:v41,...-1/ D fW. c3 '\ti II1 919-866-4939 ' Zasv Rick.Baker@timmons.com www.tmmons.corn Oak Solar—Phase A Northampton County, NC Project Number: 46306.001 Table of Contents 1) Sediment & Erosion Control Narrative 1 Existing Conditions Description 1 Erosion Control Summary 1 NPDES/NCGO1 Plan 1 2) Sediment & Erosion Control Calculations 2 Sediment Basin Design 2 Temporary Diversion Ditch Sizing/Liner Calculations 2 Temporary Pipe Outlet Protection Calculations 2 3) Storm Drainage Calculations 3 Future Culvert Calculations 3 Future Culvert Outlet Protection Calculations 3 4) Maps 4 NOAA Rainfall Data 4 USGS Map 4 FEMA FIRM Maps 4 NRCS Soil Survey Map 4 NC Surface Water Classification 4 Oak Solar—Phase A Northampton County, NC Project Number: 46306.001 1 ) Sediment & Erosion Control Narrative Existing Conditions Description The proposed solar farm project is located north of NC HWY 46 in Northampton County, NC. The parcel identification numbers are as follows: 3061-18-7850, 3061-26-5945, 3061-09-5142, 3061-46-5132, 3061-13-4300, 3061-23-5737, 3061-23-0719 The site consists of approximately 677.57 acres of vacant and agricultural land. Jurisdictional streams and wetlands are located throughout the site. The predominant existing soils are as follows: Bonneau loamy sand "BoB" (Hydrologic Soil Group B) Caroline sandy loam "CaB" (Hydrologic Soil Group C) Lillington-Turbeville complex "LtD" (Hydrologic Soil Group A) Pacolet gravelly sand "PgE2" (Hydrologic Soil Group B) Rains fine sandy loam "RaA" (Hydrologic Soil Group B/D) Turbeville gravelly sandy loam "TuB" (Hydrologic Soil Group B) Most of the site drains north toward Beaverpond Creek in the Chowan River Basin. The surface water classification is C; NSW. A small portion of the site drains south towards the Roanoke River. The surface water classification is WS-IV, B; CA. FIRM Panels 3721305100J and 3721306100J indicate the site does not lie within a special flood hazard area. Erosion Control Summary This project proposes a solar electric power generation facility. This project will be separated into phases. This submittal includes Phase A. Future phases are currently unknown. The proposed site layout for Phase A includes 21.80 acres impervious, which is 3.22% of the site. To control sediment runoff, temporary diversion ditches placed along most of the disturbed area boundary, which will drain into temporary skimmer and flashboard riser basins. Silt fence and silt fence outlets are also placed through wetland and low point areas. Grass will be planted throughout the site and maintained. As the solar facility is developed, the site will be stabilized per NCDEQ requirements. Erosion control measures for this site have been designed in accordance with NCDEQ standards and specifications. NPDES/NCG01 Plan All construction activities shall comply with NCG01 permit guidelines on ground stabilization and materials handling. i 1 I www.timmons.com TIMMONS GROUP Oak Solar—Phase A Northampton County, NC Project Number: 46306.001 2) Sediment & Erosion Control Calculations Sediment Basin Design Temporary Diversion Ditch Sizing/Liner Calculations Temporary Pipe Outlet Protection Calculations Q••. i •• 2 1 www.timmons.com TIMMONS GROUP BASIN NAME �e��r PROJECT NAME • BASIN 101 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 101 Modified Rational Highest Elevation = 361.5 feet Inlet Elevation = 333 feet Difference = 28.5 feet Travel Length = 1,292 feet Time of Concentration Length = 300 ft Sheet Flow Slope = 1.83 c-factor= 0.40 Sheet Flow Tc= 13.2 min Shallow Concentrated Length = ft Flow H = ft Shallow Concentrated Tc= 7.0 min Tc= 20.2 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 7.60 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 7.60 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 14.68 cfs *RED IS USER INPUT LATEST REVISION: 8/13/2020 3:15 PM BASIN NAME PROJECT NAME BASIN 101 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May I DESIGN I TECHNOLO. 46306 Sediment Basin Design Basin Name: BASIN 101 TYPE OF BASIN: SKIMMER Disturbed Area: 7.60 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 7.60 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 14.68 cfs Sizing of Basin 13680 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 4772 Required Surface Area ft2 48.8 Suggested Width ft 97.7 Suggested Length ft 64 Width at Surface Area(ft) 130 Length at Surface Area(ft) L/W Ratio= 2.0 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 52 Target Bottom Width (ft) 118 Target Bottom Length (ft) 6136 Target Bottom Area(ft2) 14408 Target Volume(ft3) Okay 8320 Target Surface Area(ft2) Okay 14420 Provided Volume(ft3) 8320 Provided Surface Area(ft2) Skimmer Size 15 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 15.9 Spillway Capacity(cfs) Okay 2 2.5 2.5 Skimmer Size(in) 3 0.208 Head on Skimmer(ft) 4 2 Orifice Size(1/4 inch increments) 5 3.25 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 331.00 6136 0.00 0 0 332.00 7192 1.00 6664 6664 333.00 8320 2.00 7756 14420 334.00 9520 3.00 8920 23340 Top of Embankment Elevation: 334.50 ft Emergency Spillway Elevation: 333.00 ft Embankment Width: 5 ft Bottom Elevation: 331.00 ft LATEST REVISION: 8/13/2020 3:15 PM BASIN NAME �e��r PROJECT NAME • BASIN 102 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 102 Modified Rational Highest Elevation = 361.5 feet Inlet Elevation = 303 feet Difference = 58.5 feet Travel Length = feet Time of Concentration Length = 200 ft Sheet Flow Slope = 2.20 c-factor= 0.40 Sheet Flow Tc= 10.8 min Shallow Concentrated Length = 1,014 ft Flow H = 53.0 ft Shallow Concentrated Tc= 5.2 min Tc= 16.0 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 24.19 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 24.19 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 46.74 cfs *RED IS USER INPUT LATEST REVISION: 8/13/2020 3:16 PM BASIN NAME •"may PROJECT NAME •BASIN 102 Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 102 TYPE OF BASIN: RISER Disturbed Area: 24.19 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 24.19 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 46.74 cfs Sizing of Basin 43542 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 20330 Required Surface Area ft2 (Q10 x 435) 100.8 Suggested Width ft 201.6 Suggested Length ft 110 Width at Surface Area(ft) 220 Length at Surface Area(ft) LNV Ratio=2.0 Okay 3 Side Slope Ratio Z:1 2 Depth(ft) 98 Target Bottom Width(ft) 208 Target Bottom Length(ft) 20384 Target Bottom Area(ft2) 44536 Target Volume(ft3) Okay 24200 Target Surface Area(ft2) Okay 44548 Provided Volume(ft3) 24200 Provided Surface Area(ft2) Skimmer Size 50 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 53.0 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 3.25 Orifice Size(1/4 inch increments) 5 3.09 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 301.00 20384 0.00 0 0 302.00 22256 1.00 21320 21320 303.00 24200 2.00 23228 44548 304.00 26216 3.00 25208 69756 Top of Embankment Elevation: 305.50 ft Emergency Spillway Elevation: 304.00 ft Embankment Width: 5 ft Riser Elevation: 303.00 ft Bottom Elevation: 301.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 125 Barrel Length(LF) 301 Upstream Barrel Invert Elevation 300 Downstream Barrel Invert Elevation 0.80%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 3.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 380 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 2.5 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.6 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/13/2020 3:16 PM BASIN NAME �e��r PROJECT NAME • BASIN 103 • TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 103 Modified Rational Highest Elevation = 322.5 feet Inlet Elevation = 303 feet Difference = 19.5 feet Travel Length = 3,470 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 2.50 c-factor= 0.40 Sheet Flow Tc= 7.8 min Shallow Concentrated Length = 3,370 ft Flow H = 17.0 ft Shallow Concentrated Tc= 31.3 min Tc= 39.1 min To= 30 min Intensity 10 year= 3.50 in/hr C = 0.40 Disturbed Area = 22.52 acres Additional Drainage Area = 63.91 acres Total Drainage Area= 86.43 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 121.00 cfs *RED IS USER INPUT LATEST REVISION: 8/13/2020 3:17 PM BASIN NAME � PROJECT NAME BASIN 103 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 103 TYPE OF BASIN: RISER Disturbed Area: 22.52 ac Additional Drainage Area: 63.91 ac Total Drainage Area: 86.43 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 3.50 in/hr 10-yr Discharge[Q10]: 121.00 cfs Sizing of Basin 40536 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 52636 Required Surface Area ft2 162.2 Suggested Width ft 324.5 Suggested Length ft 150 Width at Surface Area(ft) 300 Length at Surface Area(ft) L/W Ratio= 2.0 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 138 Target Bottom Width (ft) 288 Target Bottom Length (ft) 39744 Target Bottom Area(ft2) 84696 Target Volume(ft3) Okay 45000 Target Surface Area(ft2) Too Small! 102709 Provided Volume(ft3) 54126 Provided Surface Area(ft2) Skimmer Size 115 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 122.0 Spillway Capacity(cfs) Okay 2 2.5 5 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 3 Orifice Size(1/4 inch increments) 5 3.38 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 301.00 48611 0.00 0 0 302.00 51340 1.00 49976 49976 303.00 54126 2.00 52733 102709 Top of Embankment Elevation: 305.50 ft Emergency Spillway Elevation: 304.00 ft Embankment Width: 10 ft Riser Elevation: 303.00 ft Bottom Elevation: 301.00 ft LATEST REVISION: 8/13/2020 3:17 PM BASIN NAME �e��r PROJECT NAME • BASIN 104 ! Gaston Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 104 Modified Rational Highest Elevation = 345 feet Inlet Elevation = 300 feet Difference = 45 feet Travel Length = 2,870 feet Time of Concentration Length = 210 ft Sheet Flow Slope = 2.40 c-factor= 0.40 Sheet Flow Tc= 10.8 min Shallow Concentrated Length = 2,670 ft Flow H = 40.0 ft Shallow Concentrated Tc= 17.4 min Tc= 28.2 min To= 30 min Intensity 10 year= 3.50 in/hr C = 0.40 Disturbed Area = 44.53 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 44.53 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 62.34 cfs *RED IS USER INPUT LATEST REVISION: 11/24/2020 9:06 AM BASIN NAME • •"may PROJECT NAME BASIN 104 Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 104 TYPE OF BASIN: RISER Disturbed Area: 44.53 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 44.53 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 3.50 in/hr 10-yr Discharge[Q10]: 62.34 cfs Sizing of Basin 80154 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 27119 Required Surface Area ft2 (Q10 x 435) 116.4 Suggested Width ft 232.9 Suggested Length ft 135 Width at Surface Area(ft) 290 Length at Surface Area(ft) LNV Ratio=2.1 Okay 3 Side Slope Ratio Z:1 2 Depth(ft) 123 Target Bottom Width(ft) 278 Target Bottom Length(ft) 34194 Target Bottom Area(ft2) 73296 Target Volume(ft3) 39150 Target Surface Area(ft2) 81048 Provided Volume(ft3) Okay 43200 Provided Surface Area(ft2) Okay Skimmer Size 75 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 79.5 Spillway Capacity(cfs) Okay 2 2.5 5 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 4 Orifice Size(1/4 inch increments) 5 3.76 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 298.00 37884 0.00 0 0 299.00 40506 1.00 39195 39195 300.00 43200 2.00 41853 81048 301.00 45966 3.00 44583 125631 Top of Embankment Elevation: 302.50 ft Emergency Spillway Elevation: 301.00 ft Embankment Width: 5 ft Riser Elevation: 300.00 ft Bottom Elevation: 298.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 116 Barrel Length(LF) 298 Upstream Barrel Invert Elevation 297 Downstream Barrel Invert Elevation 0.86%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 3.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 380 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 2.5 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.6 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:11/24/2020 9:06 AM BASIN NAME �e��r PROJECT NAME • BASIN 105 • CALCULATED BY TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 105 Modified Rational Highest Elevation = 325 feet Inlet Elevation = 301 feet Difference = 24 feet Travel Length = 1 feet Time of Concentration Length = 200 ft Sheet Flow Slope = 1.50 c-factor= 0.40 Sheet Flow Tc= 11.6 min Shallow Concentrated Length = 1,126 ft Flow H = 21.0 ft Shallow Concentrated Tc= 8.4 min Tc= 19.9 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 18.50 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 18.50 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 35.74 cfs *RED IS USER INPUT LATEST REVISION: 8/13/2020 3:20 PM BASIN NAME a":y. PROJECT NAME BASIN 105 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 105 TYPE OF BASIN: RISER Disturbed Area: 18.50 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 18.50 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 35.74 cfs Sizing of Basin 33300 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 15548 Required Surface Area ft2 (Q10 x 435) 88.2 Suggested Width ft 176.3 Suggested Length ft 90 Width at Surface Area(ft) 185 Length at Surface Area(ft) LNV Ratio=2.1 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 72 Target Bottom Width(ft) 167 Target Bottom Length(ft) 12024 Target Bottom Area(ft2) 42849 Target Volume(ft3) Okay 16650 Target Surface Area(ft2) Okay 42867 Provided Volume(ft3) 16650 Provided Surface Area(ft2) Skimmer Size 35 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 37.1 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 2.75 Orifice Size(1/4 inch increments) 5 3.30 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 298.00 12024 0.00 0 0 299.00 13494 1.00 12759 12759 300.00 15036 2.00 14265 27024 301.00 16650 3.00 15843 42867 Top of Embankment Elevation: 303.50 ft Emergency Spillway Elevation: 302.00 ft Embankment Width: 5 ft Riser Elevation: 301.00 ft Bottom Elevation: 298.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 116 Barrel Length(LF) 298 Upstream Barrel Invert Elevation 297.5 Downstream Barrel Invert Elevation 0.43%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/13/2020 3:20 PM BASIN NAME �e��r PROJECT NAME • BASIN 106 CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 106 Modified Rational Highest Elevation = feet Inlet Elevation = feet Difference = 26 feet Travel Length = 1 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 3.00 c-factor= 0.40 Sheet Flow Tc= 7.6 min Shallow Concentrated Length = 1,595 ft Flow H = 22.0 ft Shallow Concentrated Tc= 12.2 min Tc= 19.8 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 21.65 acres Additional Drainage Area = acres Total Drainage Area= 21.65 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 41.83 cfs *RED IS USER INPUT LATEST REVISION: 8/13/2020 3:21 PM BASIN NAME � PROJECT NAME BASIN 106 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley GINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 106 TYPE OF BASIN: RISER Disturbed Area: 21.65 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 21.65 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 41.83 cfs Sizing of Basin 38970 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 18195 Required Surface Area ft2 95.4 Suggested Width ft 190.8 Suggested Length ft 115 Width at Surface Area(ft) 270 Length at Surface Area(ft) L/W Ratio= 2.3 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 103 Target Bottom Width (ft) 258 Target Bottom Length (ft) 26574 Target Bottom Area(ft2) 57576 Target Volume(ft3) Okay 31050 Target Surface Area(ft2) Okay 42980 Provided Volume(ft3) 23612 Provided Surface Area(ft2) Skimmer Size 40 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 42.4 Spillway Capacity(cfs) Okay 2 2.5 5 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 3 Orifice Size(1/4 inch increments) 5 3.25 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 294.00 19396 0.00 0 0 295.00 21476 1.00 20436 20436 296.00 23612 2.00 22544 42980 Top of Embankment Elevation: 298.50 ft Emergency Spillway Elevation: 297.00 ft Embankment Width: 10 ft Riser Elevation: 296.00 ft Bottom Elevation: 294.00 ft LATEST REVISION: 8/13/2020 3:21 PM BASIN NAME �e��r PROJECT NAME • BASIN 107 • CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 107 Modified Rational Highest Elevation = 330.5 feet Inlet Elevation = 297 feet Difference = 33.5 feet Travel Length = 1,965 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 4.50 c-factor= 0.40 Sheet Flow Tc= 7.0 min Shallow Concentrated Length = 1,865 ft Flow H = 29.0 ft Shallow Concentrated Tc= 13.1 min Tc= 20.1 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 17.01 acres Additional Drainage Area = 21.00 acres Total Drainage Area= 38.01 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 73.44 cfs *RED IS USER INPUT LATEST REVISION: 8/13/2020 3:23 PM BASIN NAME � PROJECT NAME BASIN 107 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 107 TYPE OF BASIN: RISER Disturbed Area: 17.01 ac Additional Drainage Area: 21.00 ac Total Drainage Area: 38.01 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 73.44 cfs Sizing of Basin 30618 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 31944 Required Surface Area ft2 126.4 Suggested Width ft 252.8 Suggested Length ft 140 Width at Surface Area(ft) 280 Length at Surface Area(ft) L/W Ratio= 2.0 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 128 Target Bottom Width (ft) 268 Target Bottom Length (ft) 34304 Target Bottom Area(ft2) 73456 Target Volume(ft3) Okay 39200 Target Surface Area(ft2) Okay 62649 Provided Volume(ft3) 33721 Provided Surface Area(ft2) Skimmer Size 70 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 74.2 Spillway Capacity(cfs) Okay 2 2.5 5 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 2.75 Orifice Size(1/4 inch increments) 5 3.04 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 295.00 28956 0.00 0 0 296.00 31310 1.00 30133 30133 297.00 33721 2.00 32516 62649 Top of Embankment Elevation: 299.50 ft Emergency Spillway Elevation: 298.00 ft Embankment Width: 10 ft Riser Elevation: 297.00 ft Bottom Elevation: 295.00 ft LATEST REVISION: 8/13/2020 3:24 PM BASIN NAME �e��r PROJECT NAME • BASIN 108 da TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 108 Modified Rational Highest Elevation = 331 feet Inlet Elevation = 290.5 feet Difference = 40.5 feet Travel Length = 2,134 feet Time of Concentration Length = 300 ft Sheet Flow Slope = 1.33 c-factor= 0.40 Sheet Flow Tc= 14.0 min Shallow Concentrated Length = 1,834 ft Flow H = 37.5 ft Shallow Concentrated Tc= 11.6 min Tc= 25.7 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 76.87 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 76.87 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 148.51 cfs *RED IS USER INPUT LATEST REVISION: 8/13/2020 8:02 AM BASIN NAME a":y. PROJECT NAME BASIN 108 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 108 TYPE OF BASIN: RISER Disturbed Area: 76.87 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 76.87 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 148.51 cfs Sizing of Basin 138366 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 64603 Required Surface Area ft2 (Q10 x 435) 179.7 Suggested Width ft 359.5 Suggested Length ft 190 Width at Surface Area(ft) 400 Length at Surface Area(ft) LNV Ratio=2.1 Okay 3 Side Slope Ratio Z:1 2 Depth(ft) 178 Target Bottom Width(ft) 388 Target Bottom Length(ft) 69064 Target Bottom Area(ft2) 145016 Target Volume(ft3) Okay 76000 Target Surface Area(ft2) Okay 147955 Provided Volume(ft3) 78308 Provided Surface Area(ft2) Skimmer Size 150 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 159.1 Spillway Capacity(cfs) Okay 2 2.5 6 Skimmer Size(in) 3 0.417 Head on Skimmer(ft) 4 5.25 Orifice Size(1/4 inch increments) 5 3.37 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 288.50 69675 0.00 0 0 289.50 73963 1.00 71819 71819 290.50 78308 2.00 76136 147955 291.50 82710 3.00 80509 228464 Top of Embankment Elevation: 293.00 ft Emergency Spillway Elevation: 291.50 ft Embankment Width: 5 ft Riser Elevation: 290.50 ft Bottom Elevation: 288.50 ft Sizing of Barrel&Riser 12 Barrel Size(in) 144 Barrel Length(LF) 298.5 Upstream Barrel Invert Elevation 298 Downstream Barrel Invert Elevation 0.35%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 3.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 380 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 2.5 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.6 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/13/2020 8:02 AM BASIN NAME �e��r PROJECT NAME • BASIN 109 • TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 109 Modified Rational Highest Elevation = 308 feet Inlet Elevation = 281.5 feet Difference = 26.5 feet Travel Length = feet Time of Concentration Length = 100 ft Sheet Flow Slope = 1.75 c-factor= 0.40 Sheet Flow Tc= 8.4 min Shallow Concentrated Length = 2,445 ft Flow H = 24.0 ft Shallow Concentrated Tc= 19.1 min Tc= 27.5 min To= 30 min Intensity 10 year= 3.50 in/hr C = 0.40 Disturbed Area = 33.11 acres Additional Drainage Area = 0.80 acres Total Drainage Area= 33.91 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 47.47 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:14 PM BASIN NAME � PROJECT NAME BASIN 109 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley GINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 109 TYPE OF BASIN: RISER Disturbed Area: 33.11 ac Additional Drainage Area: 0.80 ac Total Drainage Area: 33.91 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 3.50 in/hr 10-yr Discharge[Q10]: 47.47 cfs Sizing of Basin 59598 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 20651 Required Surface Area ft2 101.6 Suggested Width ft 203.2 Suggested Length ft 100 Width at Surface Area(ft) 240 Length at Surface Area(ft) L/W Ratio= 2.4 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 82 Target Bottom Width (ft) 222 Target Bottom Length (ft) 18204 Target Bottom Area(ft2) 63144 Target Volume(ft3) Okay 24000 Target Surface Area(ft2) Okay 65856 Provided Volume(ft3) 25167 Provided Surface Area(ft2) Skimmer Size 50 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 53.0 Spillway Capacity(cfs) Okay 2 2.5 5 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 3.5 Orifice Size(1/4 inch increments) 5 3.65 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 278.50 18812 0.00 0 0 279.50 20874 1.00 19843 19843 280.50 22992 2.00 21933 41776 281.50 25167 3.00 24080 65856 Top of Embankment Elevation: 284.00 ft Emergency Spillway Elevation: 282.50 ft Embankment Width: 10 ft Riser Elevation: 281.50 ft Bottom Elevation: 278.50 ft LATEST REVISION: 8/11/2020 2:14 PM BASIN NAME �e��r PROJECT NAME • BASIN 110 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 110 Modified Rational Highest Elevation = 325.3 feet Inlet Elevation = 288 feet Difference = 37.3 feet Travel Length = 650 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 7.00 c-factor= 0.40 Sheet Flow Tc= 6.4 min Shallow Concentrated Length = 550 ft Flow H = 30.0 ft Shallow Concentrated Tc= 3.3 min Tc= 9.7 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 5.33 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 5.33 acres Equation 2.1 Rational Equation Q = C IA Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 12.22 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:16 PM BASIN NAME PROJECT NAME BASIN 110 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 110 TYPE OF BASIN: SKIMMER Disturbed Area: 5.33 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 5.33 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 12.22 cfs Sizing of Basin 9594 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 3970 Required Surface Area ft2 44.6 Suggested Width ft 89.1 Suggested Length ft 45 Width at Surface Area(ft) 122 Length at Surface Area(ft) L/W Ratio= 2.7 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 27 Target Bottom Width (ft) 104 Target Bottom Length (ft) 2808 Target Bottom Area(ft2) 12285 Target Volume(ft3) Okay 5490 Target Surface Area(ft2) Okay 12232 Provided Volume(ft3) 5421 Provided Surface Area(ft2) Skimmer Size 15 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 15.9 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 1.75 Orifice Size(1/4 inch increments) 5 2.71 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 285.00 2808 0.00 0 0 286.00 3623 1.00 3216 3216 287.00 4494 2.00 4059 7274 288.00 5421 3.00 4958 12232 Top of Embankment Elevation: 289.50 ft Emergency Spillway Elevation: 288.00 ft Embankment Width: ft Bottom Elevation: 285.00 ft LATEST REVISION: 8/11/2020 2:17 PM BASIN NAME �e��r PROJECT NAME • BASIN 111 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 111 Modified Rational Highest Elevation = 320.6 feet Inlet Elevation = 283 feet Difference = 37.6 feet Travel Length = 880 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 4.60 c-factor= 0.40 Sheet Flow Tc= 7.0 min Shallow Concentrated Length = ft Flow H = ft Shallow Concentrated Tc= 4.7 min Tc= 11.6 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 6.15 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 6.15 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 14.10 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:18 PM BASIN NAME PROJECT NAME BASIN 111 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 111 TYPE OF BASIN: SKIMMER Disturbed Area: 6.15 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 6.15 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 14.10 cfs Sizing of Basin 11070 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 4581 Required Surface Area ft2 47.9 Suggested Width ft 95.7 Suggested Length ft 35 Width at Surface Area(ft) 166 Length at Surface Area(ft) L/W Ratio= 4.7 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 17 Target Bottom Width (ft) 148 Target Bottom Length (ft) 2516 Target Bottom Area(ft2) 12327 Target Volume(ft3) Okay 5810 Target Surface Area(ft2) Okay 12311 Provided Volume(ft3) 5758 Provided Surface Area(ft2) Skimmer Size 15 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 15.9 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 1.75 Orifice Size(1/4 inch increments) 5 3.13 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 280.00 2524 0.00 0 0 281.00 3546 1.00 3035 3035 282.00 4624 2.00 4085 7120 283.00 5758 3.00 5191 12311 Top of Embankment Elevation: 284.50 ft Emergency Spillway Elevation: 283.00 ft Embankment Width: ft Bottom Elevation: 280.00 ft LATEST REVISION: 8/11/2020 2:18 PM BASIN NAME �e��r PROJECT NAME • BASIN 112 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 112 Modified Rational Highest Elevation = 322.7 feet Inlet Elevation = 299 feet Difference = 23.7 feet Travel Length = 785 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 1.70 c-factor= 0.40 Sheet Flow Tc= 8.4 min Shallow Concentrated Length = 685 ft Flow H = 22.0 ft Shallow Concentrated Tc= 4.7 min Tc= 13.1 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 7.27 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 7.27 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 16.66 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:19 PM BASIN NAME � PROJECT NAME BASIN 112 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLO. 46306 Sediment Basin Design Basin Name: BASIN 112 TYPE OF BASIN: SKIMMER Disturbed Area: 7.27 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 7.27 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 16.66 cfs Sizing of Basin 13086 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 5415 Required Surface Area ft2 52.0 Suggested Width ft 104.1 Suggested Length ft 50 Width at Surface Area(ft) 100 Length at Surface Area(ft) L/W Ratio= 2.0 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 32 Target Bottom Width (ft) 82 Target Bottom Length (ft) 2624 Target Bottom Area(ft2) 11274 Target Volume(ft3) Too Small! 5000 Target Surface Area(ft2) Too Small! 13348 Provided Volume(ft3) 5736 Provided Surface Area(ft2) Skimmer Size 20 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 21.2 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 1.75 Orifice Size(1/4 inch increments) 5 3.70 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 296.00 3238 0.00 0 0 297.00 4014 1.00 3626 3626 298.00 4847 2.00 4431 8057 299.00 5736 3.00 5292 13348 Top of Embankment Elevation: 300.50 ft Emergency Spillway Elevation: 299.00 ft Embankment Width: ft Bottom Elevation: 296.00 ft LATEST REVISION: 8/11/2020 2:19 PM BASIN NAME �e��r PROJECT NAME • BASIN 113 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 113 Modified Rational Highest Elevation = 333.4 feet Inlet Elevation = 292 feet Difference = 41.4 feet Travel Length = 980 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 2.40 c-factor= 0.40 Sheet Flow Tc= 7.9 min Shallow Concentrated Length = 880 ft Flow H = 39.0 ft Shallow Concentrated Tc= 5.0 min Tc= 12.9 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 4.47 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 4.47 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 10.25 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:20 PM BASIN NAME � PROJECT NAME BASIN 113 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 113 TYPE OF BASIN: SKIMMER Disturbed Area: 4.47 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 4.47 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 10.25 cfs Sizing of Basin 8046 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 3330 Required Surface Area ft2 40.8 Suggested Width ft 81.6 Suggested Length ft 70 Width at Surface Area(ft) 240 Length at Surface Area(ft) L/W Ratio= 3.4 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 52 Target Bottom Width (ft) 222 Target Bottom Length (ft) 11544 Target Bottom Area(ft2) 42354 Target Volume(ft3) Okay 16800 Target Surface Area(ft2) Okay 7733 Provided Volume(ft3) 3639 Provided Surface Area(ft2) Skimmer Size 15 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 15.9 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 1.75 Orifice Size(1/4 inch increments) 5 2.27 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 289.00 1592 0.00 0 0 290.00 2217 1.00 1905 1905 291.00 2900 2.00 2559 4463 292.00 3639 3.00 3270 7733 Top of Embankment Elevation: 293.50 ft Emergency Spillway Elevation: 292.00 ft Embankment Width: ft Bottom Elevation: 289.00 ft LATEST REVISION: 8/11/2020 2:20 PM BASIN NAME �e��r PROJECT NAME • BASIN 114 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 114 Modified Rational Highest Elevation = feet Inlet Elevation = feet Difference = 34 feet Travel Length = feet Time of Concentration Length = 100 ft Sheet Flow Slope = 1.00 c-factor= 0.40 Sheet Flow Tc= 9.3 min Shallow Concentrated Length = 645 ft Flow H = 33.0 ft Shallow Concentrated Tc= 3.8 min Tc= 13.1 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 3.57 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 3.57 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 8.18 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:21 PM BASIN NAME PROJECT NAME BASIN 114 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 114 TYPE OF BASIN: SKIMMER Disturbed Area: 3.57 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 3.57 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 8.18 cfs Sizing of Basin 6426 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 2659 Required Surface Area ft2 36.5 Suggested Width ft 72.9 Suggested Length ft 40 Width at Surface Area(ft) 75 Length at Surface Area(ft) L/W Ratio= 1.9 Resize 3 Side Slope Ratio Z:1 3 Depth (ft) 22 Target Bottom Width (ft) 57 Target Bottom Length (ft) 1254 Target Bottom Area(ft2) 6219 Target Volume(ft3) Too Small! 3000 Target Surface Area(ft2) Okay 7207 Provided Volume(ft3) 3309 Provided Surface Area(ft2) Skimmer Size 10 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 10.6 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 1.25 Orifice Size(1/4 inch increments) 5 3.56 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 284.00 1571 0.00 0 0 285.00 2094 1.00 1833 1833 286.00 2673 2.00 2384 4216 287.00 3309 3.00 2991 7207 Top of Embankment Elevation: 288.50 ft Emergency Spillway Elevation: 287.00 ft Embankment Width: ft Bottom Elevation: 284.00 ft LATEST REVISION: 8/11/2020 2:21 PM BASIN NAME �e��r PROJECT NAME • BASIN 115 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 115 Modified Rational Highest Elevation = feet Inlet Elevation = feet Difference = 68.4 feet Travel Length = 1 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 5.40 c-factor= 0.40 Sheet Flow Tc= 6.8 min Shallow Concentrated Length = ft Flow H = ft Shallow Concentrated Tc= 4.3 min Tc= 11.1 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 11.20 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 11.20 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 25.67 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:23 PM BASIN NAME � PROJECT NAME BASIN 115 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 115 TYPE OF BASIN: RISER Disturbed Area: 11.20 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 11.20 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 25.67 cfs Sizing of Basin 20160 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 11167 Required Surface Area ft2 74.7 Suggested Width ft 149.4 Suggested Length ft 80 Width at Surface Area(ft) 188 Length at Surface Area(ft) L/W Ratio= 2.4 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 62 Target Bottom Width (ft) 170 Target Bottom Length (ft) 10540 Target Bottom Area(ft2) 38208 Target Volume(ft3) Okay 15040 Target Surface Area(ft2) Okay 28366 Provided Volume(ft3) 11544 Provided Surface Area(ft2) Skimmer Size 25 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 26.5 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 2.25 Orifice Size(1/4 inch increments) 5 2.99 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 262.00 7442 0.00 0 0 263.00 8753 1.00 8098 8098 264.00 10120 2.00 9437 17534 265.00 11544 3.00 10832 28366 Top of Embankment Elevation: 267.50 ft Emergency Spillway Elevation: 266.00 ft Embankment Width: 10 ft Riser Elevation: 265.00 ft Bottom Elevation: 262.00 ft LATEST REVISION: 8/11/2020 2:24 PM BASIN NAME �e��r PROJECT NAME • BASIN 116 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 116 Modified Rational Highest Elevation = 330 feet Inlet Elevation = 257 feet Difference = 73 feet Travel Length = 1 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 3.00 c-factor= 0.40 Sheet Flow Tc= 7.6 min Shallow Concentrated Length = 1,195 ft Flow H = 71.0 ft Shallow Concentrated Tc= 5.6 min Tc= 13.2 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 7.99 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 7.99 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 18.31 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:25 PM BASIN NAME � PROJECT NAME BASIN 116 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLO. 46306 Sediment Basin Design Basin Name: BASIN 116 TYPE OF BASIN: SKIMMER Disturbed Area: 7.99 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 7.99 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 18.31 cfs Sizing of Basin 14382 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 5952 Required Surface Area ft2 54.6 Suggested Width ft 109.1 Suggested Length ft 40 Width at Surface Area(ft) 140 Length at Surface Area(ft) L/W Ratio= 3.5 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 28 Target Bottom Width (ft) 128 Target Bottom Length (ft) 3584 Target Bottom Area(ft2) 9136 Target Volume(ft3) Too Small! 5600 Target Surface Area(ft2) Too Small! 14714 Provided Volume(ft3) 8524 Provided Surface Area(ft2) Skimmer Size 20 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 21.2 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 2 Orifice Size(1/4 inch increments) 5 3.11 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 255.00 6217 0.00 0 0 256.00 7343 1.00 6780 6780 257.00 8524 2.00 7934 14714 Top of Embankment Elevation: 258.50 ft Emergency Spillway Elevation: 257.00 ft Embankment Width: ft Bottom Elevation: 255.00 ft LATEST REVISION: 8/11/2020 2:26 PM BASIN NAME �e��r PROJECT NAME • BASIN 117 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 117 Modified Rational Highest Elevation = feet Inlet Elevation = feet Difference = 41 feet Travel Length = 1 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 2.20 c-factor= 0.40 Sheet Flow Tc= 8.0 min Shallow Concentrated Length = 1,815 ft Flow H = 31.0 ft Shallow Concentrated Tc= 12.4 min Tc= 20.4 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 20.12 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 20.12 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 38.87 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:26 PM BASIN NAME � PROJECT NAME BASIN 117 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 117 TYPE OF BASIN: RISER Disturbed Area: 20.12 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 20.12 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 38.87 cfs Sizing of Basin 36216 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 16909 Required Surface Area ft2 91.9 Suggested Width ft 183.9 Suggested Length ft 40 Width at Surface Area(ft) 140 Length at Surface Area(ft) L/W Ratio= 3.5 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 22 Target Bottom Width (ft) 122 Target Bottom Length (ft) 2684 Target Bottom Area(ft2) 12264 Target Volume(ft3) Too Small! 5600 Target Surface Area(ft2) Too Small! 45672 Provided Volume(ft3) 17473 Provided Surface Area(ft2) Skimmer Size 40 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 42.4 Spillway Capacity(cfs) Okay 2 2.5 5 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 2.75 Orifice Size(1/4 inch increments) 5 3.59 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 286.00 13050 0.00 0 0 287.00 14468 1.00 13759 13759 288.00 15942 2.00 15205 28964 289.00 17473 3.00 16708 45672 Top of Embankment Elevation: 291.50 ft Emergency Spillway Elevation: 290.00 ft Embankment Width: 10 ft Riser Elevation: 289.00 ft Bottom Elevation: 286.00 ft LATEST REVISION: 8/11/2020 2:27 PM BASIN NAME �e��r PROJECT NAME • BASIN 118 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 118 Modified Rational Highest Elevation = 322.5 feet Inlet Elevation = 255 feet Difference = 67.5 feet Travel Length = 1,325 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 2.40 c-factor= 0.40 Sheet Flow Tc= 7.9 min Shallow Concentrated Length = 1,225 ft Flow H = 65.0 ft Shallow Concentrated Tc= 6.0 min Tc= 13.9 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 9.99 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 9.99 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 22.90 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:28 PM BASIN NAME � PROJECT NAME BASIN 118 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 118 TYPE OF BASIN: SKIMMER Disturbed Area: 9.99 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 9.99 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 22.90 cfs Sizing of Basin 17982 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 7442 Required Surface Area ft2 61.0 Suggested Width ft 122.0 Suggested Length ft 45 Width at Surface Area(ft) 195 Length at Surface Area(ft) L/W Ratio= 4.3 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 33 Target Bottom Width (ft) 183 Target Bottom Length (ft) 6039 Target Bottom Area(ft2) 14766 Target Volume(ft3) Too Small! 8775 Target Surface Area(ft2) Okay 18153 Provided Volume(ft3) 10679 Provided Surface Area(ft2) Skimmer Size 25 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 26.5 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 2.25 Orifice Size(1/4 inch increments) 5 3.08 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 253.00 7502 0.00 0 0 254.00 9062 1.00 8282 8282 255.00 10679 2.00 9871 18153 Top of Embankment Elevation: 256.50 ft Emergency Spillway Elevation: 255.00 ft Embankment Width: ft Bottom Elevation: 253.00 ft LATEST REVISION: 8/11/2020 2:28 PM BASIN NAME �e��r PROJECT NAME • BASIN 119 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 119 Modified Rational Highest Elevation = 320.4 feet Inlet Elevation = 276 feet Difference = 44.4 feet Travel Length = 1,600 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 1.30 c-factor= 0.40 Sheet Flow Tc= 8.9 min Shallow Concentrated Length = 1,500 ft Flow H = 44.0 ft Shallow Concentrated Tc= 8.7 min Tc= 17.6 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 15.12 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 15.12 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 29.21 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:29 PM BASIN NAME � PROJECT NAME BASIN 119 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 119 TYPE OF BASIN: RISER Disturbed Area: 15.12 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 15.12 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 29.21 cfs Sizing of Basin 27216 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 12707 Required Surface Area ft2 79.7 Suggested Width ft 159.4 Suggested Length ft 70 Width at Surface Area(ft) 240 Length at Surface Area(ft) L/W Ratio= 3.4 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 52 Target Bottom Width (ft) 222 Target Bottom Length (ft) 11544 Target Bottom Area(ft2) 42354 Target Volume(ft3) Okay 16800 Target Surface Area(ft2) Okay 31473 Provided Volume(ft3) 12850 Provided Surface Area(ft2) Skimmer Size 30 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 31.8 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 2.5 Orifice Size(1/4 inch increments) 5 3.27 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 273.00 8207 0.00 0 0 274.00 9698 1.00 8953 8953 275.00 11246 2.00 10472 19425 276.00 12850 3.00 12048 31473 Top of Embankment Elevation: 278.50 ft Emergency Spillway Elevation: 277.00 ft Embankment Width: 10 ft Riser Elevation: 276.00 ft Bottom Elevation: 273.00 ft LATEST REVISION: 8/11/2020 2:29 PM BASIN NAME �e��r PROJECT NAME • BASIN 120 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 120 Modified Rational Highest Elevation = 320.4 feet Inlet Elevation = 247 feet Difference = 73.4 feet Travel Length = 1,075 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 2.50 c-factor= 0.40 Sheet Flow Tc= 7.8 min Shallow Concentrated Length = 975 ft Flow H = 74.0 ft Shallow Concentrated Tc= 4.4 min Tc= 12.2 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 9.98 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 9.98 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 22.87 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:30 PM BASIN NAME PROJECT NAME BASIN 120 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 120 TYPE OF BASIN: SKIMMER Disturbed Area: 9.98 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 9.98 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 22.87 cfs Sizing of Basin 17964 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 7434 Required Surface Area ft2 61.0 Suggested Width ft 121.9 Suggested Length ft 60 Width at Surface Area(ft) 140 Length at Surface Area(ft) L/W Ratio= 2.3 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 42 Target Bottom Width (ft) 122 Target Bottom Length (ft) 5124 Target Bottom Area(ft2) 20124 Target Volume(ft3) Okay 8400 Target Surface Area(ft2) Okay 19588 Provided Volume(ft3) 8157 Provided Surface Area(ft2) Skimmer Size 25 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 26.5 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 2 Orifice Size(1/4 inch increments) 5 3.37 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 244.00 4977 0.00 0 0 245.00 5981 1.00 5479 5479 246.00 7040 2.00 6511 11990 247.00 8157 3.00 7599 19588 Top of Embankment Elevation: 248.50 ft Emergency Spillway Elevation: 247.00 ft Embankment Width: ft Bottom Elevation: 244.00 ft LATEST REVISION: 8/11/2020 2:31 PM BASIN NAME �e��r PROJECT NAME • BASIN 121 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 121 Modified Rational Highest Elevation = 322.5 feet Inlet Elevation = 244 feet Difference = 78.5 feet Travel Length = feet Time of Concentration Length = 100 ft Sheet Flow Slope = 0.50 c-factor= 0.40 Sheet Flow Tc= 10.6 min Shallow Concentrated Length = 1,150 ft Flow H = 78.0 ft Shallow Concentrated Tc= 5.2 min Tc= 15.9 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 9.29 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 9.29 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 17.95 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:31 PM BASIN NAME PROJECT NAME BASIN 121 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 121 TYPE OF BASIN: SKIMMER Disturbed Area: 9.29 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 9.29 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 17.95 cfs Sizing of Basin 16722 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 5833 Required Surface Area ft2 54.0 Suggested Width ft 108.0 Suggested Length ft 45 Width at Surface Area(ft) 200 Length at Surface Area(ft) L/W Ratio= 4.4 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 33 Target Bottom Width (ft) 188 Target Bottom Length (ft) 6204 Target Bottom Area(ft2) 15156 Target Volume(ft3) Too Small! 9000 Target Surface Area(ft2) Okay 19027 Provided Volume(ft3) 10921 Provided Surface Area(ft2) Skimmer Size 20 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 21.2 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 2.25 Orifice Size(1/4 inch increments) 5 2.86 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 242.00 8134 0.00 0 0 243.00 9499 1.00 8817 8817 244.00 10921 2.00 10210 19027 Top of Embankment Elevation: 245.50 ft Emergency Spillway Elevation: 244.00 ft Embankment Width: ft Bottom Elevation: 242.00 ft LATEST REVISION: 8/11/2020 2:32 PM BASIN NAME �e��r PROJECT NAME • BASIN 122 TIMMONS GROUP PROJECT NUMBER Jacob Dooley 46306 Time of Concentration Calculation BASIN NAME: BASIN 122 Modified Rational Highest Elevation = 322.5 feet Inlet Elevation = 306 feet Difference = 16.5 feet Travel Length = 275 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 2.30 c-factor= 0.40 Sheet Flow Tc= 8.0 min Shallow Concentrated Length = 175 ft Flow H = 15.0 ft Shallow Concentrated Tc= 1.2 min Tc= 9.1 min To= 5 min Intensity 10 year= 7.16 in/hr C = 0.40 Disturbed Area = 3.07 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 3.07 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 8.79 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:33 PM BASIN NAME � PROJECT NAME BASIN 122 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 122 TYPE OF BASIN: SKIMMER Disturbed Area: 3.07 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 3.07 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 7.16 in/hr 10-yr Discharge[Q10]: 8.79 cfs Sizing of Basin 5526 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 2858 Required Surface Area ft2 37.8 Suggested Width ft 75.6 Suggested Length ft 40 Width at Surface Area(ft) 140 Length at Surface Area(ft) L/W Ratio= 3.5 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 28 Target Bottom Width (ft) 128 Target Bottom Length (ft) 3584 Target Bottom Area(ft2) 9136 Target Volume(ft3) Okay 5600 Target Surface Area(ft2) Okay 7760 Provided Volume(ft3) 4880 Provided Surface Area(ft2) Skimmer Size 10 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 10.6 Spillway Capacity(cfs) Okay 2 2.5 2 Skimmer Size(in) 3 0.167 Head on Skimmer(ft) 4 1.25 Orifice Size(1/4 inch increments) 5 3.75 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 304.00 2908 0.00 0 0 305.00 3866 1.00 3387 3387 306.00 4880 2.00 4373 7760 Top of Embankment Elevation: 307.50 ft Emergency Spillway Elevation: 306.00 ft Embankment Width: ft Bottom Elevation: 304.00 ft LATEST REVISION: 8/11/2020 2:33 PM BASIN NAME �e��r PROJECT NAME • BASIN 123 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 123 Modified Rational Highest Elevation = 327 feet Inlet Elevation = 314 feet Difference = 13 feet Travel Length = r feet Time of Concentration Length = 200 ft Sheet Flow Slope = 1.00 c-factor= 0.40 Sheet Flow Tc= 12.5 min Shallow Concentrated Length = 435 ft Flow H = 11.0 ft Shallow Concentrated Tc= 3.7 min Tc= 16.1 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 2.97 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 2.97 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 5.74 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:37 PM BASIN NAME � PROJECT NAME BASIN 123 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 123 TYPE OF BASIN: SKIMMER Disturbed Area: 2.97 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 2.97 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 5.74 cfs Sizing of Basin 5346 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 1865 Required Surface Area ft2 30.5 Suggested Width ft 61.1 Suggested Length ft 35 Width at Surface Area(ft) 120 Length at Surface Area(ft) L/W Ratio= 3.4 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 23 Target Bottom Width (ft) 108 Target Bottom Length (ft) 2484 Target Bottom Area(ft2) 6636 Target Volume(ft3) Okay 4200 Target Surface Area(ft2) Okay 6648 Provided Volume(ft3) 4200 Provided Surface Area(ft2) Skimmer Size 10 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 10.6 Spillway Capacity(cfs) Okay 2 2.5 2 Skimmer Size(in) 3 0.167 Head on Skimmer(ft) 4 1.5 Orifice Size(1/4 inch increments) 5 2.52 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 312.00 2484 0.00 0 0 313.00 3306 1.00 2895 2895 314.00 4200 2.00 3753 6648 315.00 5166 3.00 4683 11331 Top of Embankment Elevation: 315.50 ft Emergency Spillway Elevation: 314.00 ft Embankment Width: ft Bottom Elevation: 312.00 ft LATEST REVISION: 8/11/2020 2:37 PM BASIN NAME �e��r PROJECT NAME • BASIN 124 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 124 Modified Rational Highest Elevation = 325 feet Inlet Elevation = 275 feet Difference = 50 feet Travel Length = 1 feet Time of Concentration Length = 200 ft Sheet Flow Slope = 1.50 c-factor= 0.40 Sheet Flow Tc= 11.6 min Shallow Concentrated Length = 1,111 ft Flow H = 47.0 ft Shallow Concentrated Tc= 6.1 min Tc= 17.6 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 14.91 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 14.91 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 28.81 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:38 PM BASIN NAME a":y. PROJECT NAME BASIN 124 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 124 TYPE OF BASIN: RISER Disturbed Area: 14.91 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 14.91 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 28.81 cfs Sizing of Basin 26838 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 12531 Required Surface Area ft2 (Q10 x 435) 79.2 Suggested Width ft 158.3 Suggested Length ft 84 Width at Surface Area(ft) 170 Length at Surface Area(ft) LNV Ratio=2.0 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 66 Target Bottom Width(ft) 152 Target Bottom Length(ft) 10032 Target Bottom Area(ft2) 36306 Target Volume(ft3) Okay 14280 Target Surface Area(ft2) Okay 38185 Provided Volume(ft3) 14781 Provided Surface Area(ft2) Skimmer Size 30 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 31.8 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 2.5 Orifice Size(1/4 inch increments) 5 3.22 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 272.00 10750 0.00 0 0 273.00 12038 1.00 11394 11394 274.00 13381 2.00 12710 24104 275.00 14781 3.00 14081 38185 Top of Embankment Elevation: 277.50 ft Emergency Spillway Elevation: 276.00 ft Embankment Width: 5 ft Riser Elevation: 275.00 ft Bottom Elevation: 272.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 110 Barrel Length(LF) 272 Upstream Barrel Invert Elevation 271 Downstream Barrel Invert Elevation 0.91%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/11/2020 2:38 PM BASIN NAME �e��r PROJECT NAME • BASIN 125 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 125 Modified Rational Highest Elevation = feet Inlet Elevation = feet Difference = 28 feet Travel Length = 1 feet Time of Concentration Length = 250 ft Sheet Flow Slope = 2.80 c-factor= 0.40 Sheet Flow Tc= 11.3 min Shallow Concentrated Length = ft Flow H = ft Shallow Concentrated Tc= 7.0 min Tc= 18.3 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 23.91 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 23.91 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 46.19 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:39 PM BASIN NAME a":y. PROJECT NAME BASIN 125 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 125 TYPE OF BASIN: RISER Disturbed Area: 23.91 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 23.91 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 46.19 cfs Sizing of Basin 43038 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 20094 Required Surface Area ft2 (Q10 x 435) 100.2 Suggested Width ft 200.5 Suggested Length ft 102 Width at Surface Area(ft) 210 Length at Surface Area(ft) LNV Ratio=2.1 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 84 Target Bottom Width(ft) 192 Target Bottom Length(ft) 16128 Target Bottom Area(ft2) 56160 Target Volume(ft3) Okay 21420 Target Surface Area(ft2) Okay 56565 Provided Volume(ft3) 21382 Provided Surface Area(ft2) Skimmer Size 60 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 63.6 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 3 Orifice Size(1/4 inch increments) 5 3.59 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 291.00 16403 0.00 0 0 292.00 18006 1.00 17205 17205 293.00 19666 2.00 18836 36041 294.00 21382 3.00 20524 56565 Top of Embankment Elevation: 296.50 ft Emergency Spillway Elevation: 295.00 ft Embankment Width: 5 ft Riser Elevation: 294.00 ft Bottom Elevation: 291.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 161 Barrel Length(LF) 291 Upstream Barrel Invert Elevation 290 Downstream Barrel Invert Elevation 0.62%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/11/2020 2:39 PM BASIN NAME �e��r PROJECT NAME • BASIN 126 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 126 Modified Rational Highest Elevation = 331 feet Inlet Elevation = 274 feet Difference = 57 feet Travel Length = 3,423 feet Time of Concentration Length = 250 ft Sheet Flow Slope = 1.20 c-factor= 0.40 Sheet Flow Tc= 13.2 min Shallow Concentrated Length = 3,173 ft Flow H = 54.0 ft Shallow Concentrated Tc= 18.8 min Tc= 32.1 min To= 30 min Intensity 10 year= 3.50 in/hr C = 0.40 Disturbed Area = 41.40 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 41.40 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 57.96 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:41 PM BASIN NAME a":y. PROJECT NAME BASIN 126 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 126 TYPE OF BASIN: RISER Disturbed Area: 41.40 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 41.40 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 3.50 in/hr 10-yr Discharge[Q10]: 57.96 cfs Sizing of Basin 74520 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 25213 Required Surface Area ft2 (Q10 x 435) 112.3 Suggested Width ft 224.6 Suggested Length ft 120 Width at Surface Area(ft) 244 Length at Surface Area(ft) LNV Ratio=2.0 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 102 Target Bottom Width(ft) 226 Target Bottom Length(ft) 23052 Target Bottom Area(ft2) 78336 Target Volume(ft3) Okay 29280 Target Surface Area(ft2) Okay 79934 Provided Volume(ft3) 29477 Provided Surface Area(ft2) Skimmer Size 60 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 63.6 Spillway Capacity(cfs) Okay 2 2.5 5 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 4 Orifice Size(1/4 inch increments) 5 3.49 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 271.00 23888 0.00 0 0 272.00 25694 1.00 24791 24791 273.00 27557 2.00 26626 51417 274.00 29477 3.00 28517 79934 Top of Embankment Elevation: 276.50 ft Emergency Spillway Elevation: 275.00 ft Embankment Width: 5 ft Riser Elevation: 274.00 ft Bottom Elevation: 271.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 47 Barrel Length(LF) 271 Upstream Barrel Invert Elevation 268 Downstream Barrel Invert Elevation 6.38%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/11/2020 2:42 PM BASIN NAME �e��r PROJECT NAME • BASIN 127 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 127 Modified Rational Highest Elevation = 319.3 feet Inlet Elevation = 267 feet Difference = 52.3 feet Travel Length = 974 feet Time of Concentration Length = 130 ft Sheet Flow Slope = 3.80 c-factor= 0.40 Sheet Flow Tc= 8.1 min Shallow Concentrated Length = 844 ft Flow H = 47.0 ft Shallow Concentrated Tc= 4.4 min Tc= 12.5 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 5.51 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 5.51 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 12.63 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:45 PM BASIN NAME � PROJECT NAME BASIN 127 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 127 TYPE OF BASIN: SKIMMER Disturbed Area: 5.51 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 5.51 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 12.63 cfs Sizing of Basin 9918 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 4104 Required Surface Area ft2 45.3 Suggested Width ft 90.6 Suggested Length ft 55 Width at Surface Area(ft) 120 Length at Surface Area(ft) L/W Ratio= 2.2 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 43 Target Bottom Width (ft) 108 Target Bottom Length (ft) 4644 Target Bottom Area(ft2) 11196 Target Volume(ft3) Okay 6600 Target Surface Area(ft2) Okay 11208 Provided Volume(ft3) 6600 Provided Surface Area(ft2) Skimmer Size 15 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 15.9 Spillway Capacity(cfs) Okay 2 2.5 2.5 Skimmer Size(in) 3 0.208 Head on Skimmer(ft) 4 1.75 Orifice Size(1/4 inch increments) 5 3.07 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 265.00 4644 0.00 0 0 266.00 5586 1.00 5115 5115 267.00 6600 2.00 6093 11208 268.00 7686 3.00 7143 18351 Top of Embankment Elevation: 268.50 ft Emergency Spillway Elevation: 267.00 ft Embankment Width: ft Bottom Elevation: 265.00 ft LATEST REVISION: 8/11/2020 2:46 PM BASIN NAME •e••r PROJECT NAME • BASIN 128 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 128 Modified Rational Highest Elevation = 330 feet Inlet Elevation = 256 feet Difference = 74 feet Travel Length = 1,305 feet Time of Concentration Length = 150 ft Sheet Flow Slope = 2.67 c-factor= 0.40 Sheet Flow Tc= 9.2 min Shallow Concentrated Length = 1,155 ft Flow H = 70.0 ft Shallow Concentrated Tc= 5.4 min Tc= 14.6 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 17.89 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 17.89 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 34.56 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:47 PM BASIN NAME a":y. PROJECT NAME BASIN 128 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 128 TYPE OF BASIN: RISER Disturbed Area: 17.89 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 17.89 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 34.56 cfs Sizing of Basin 32202 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 15035 Required Surface Area ft2 (Q10 x 435) 86.7 Suggested Width ft 173.4 Suggested Length ft 90 Width at Surface Area(ft) 190 Length at Surface Area(ft) LNV Ratio=2.1 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 72 Target Bottom Width(ft) 172 Target Bottom Length(ft) 12384 Target Bottom Area(ft2) 44064 Target Volume(ft3) Okay 17100 Target Surface Area(ft2) Okay 44082 Provided Volume(ft3) 17100 Provided Surface Area(ft2) Skimmer Size 35 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 37.1 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 2.75 Orifice Size(1/4 inch increments) 5 3.19 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 253.00 12384 0.00 0 0 254.00 13884 1.00 13134 13134 255.00 15456 2.00 14670 27804 256.00 17100 3.00 16278 44082 Top of Embankment Elevation: 258.50 ft Emergency Spillway Elevation: 257.00 ft Embankment Width: 5 ft Riser Elevation: 256.00 ft Bottom Elevation: 253.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 87 Barrel Length(LF) 253 Upstream Barrel Invert Elevation 252 Downstream Barrel Invert Elevation 1.15%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/11/2020 2:47 PM BASIN NAME �e��r PROJECT NAME • BASIN 129 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 129 Modified Rational Highest Elevation = 327.6 feet Inlet Elevation = 250 feet Difference = 77.6 feet Travel Length = 1,907 feet Time of Concentration Length = 250 ft Sheet Flow Slope = 2.20 c-factor= 0.40 Sheet Flow Tc= 11.8 min Shallow Concentrated Length = ft Flow H = ft Shallow Concentrated Tc= 4.5 min Tc= 16.3 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 26.57 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 26.57 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 51.33 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:48 PM BASIN NAME a":y. PROJECT NAME BASIN 129 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 129 TYPE OF BASIN: RISER Disturbed Area: 26.57 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 26.57 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 51.33 cfs Sizing of Basin 47826 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 22330 Required Surface Area ft2 (Q10 x 435) 105.7 Suggested Width ft 211.3 Suggested Length ft 105 Width at Surface Area(ft) 223 Length at Surface Area(ft) LNV Ratio=2.1 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 87 Target Bottom Width(ft) 205 Target Bottom Length(ft) 17835 Target Bottom Area(ft2) 61713 Target Volume(ft3) Okay 23415 Target Surface Area(ft2) Okay 61731 Provided Volume(ft3) 23415 Provided Surface Area(ft2) Skimmer Size 50 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 53.0 Spillway Capacity(cfs) Okay 2 2.5 4 Skimmer Size(in) 3 0.333 Head on Skimmer(ft) 4 3.25 Orifice Size(1/4 inch increments) 5 3.40 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 247.00 17835 0.00 0 0 248.00 19623 1.00 18729 18729 249.00 21483 2.00 20553 39282 250.00 23415 3.00 22449 61731 Top of Embankment Elevation: 252.50 ft Emergency Spillway Elevation: 251.00 ft Embankment Width: 5 ft Riser Elevation: 250.00 ft Bottom Elevation: 247.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 104 Barrel Length(LF) 247 Upstream Barrel Invert Elevation 246 Downstream Barrel Invert Elevation 0.96%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/11/2020 2:49 PM BASIN NAME �e��r PROJECT NAME • BASIN 130 • TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 130 Modified Rational Highest Elevation = 327 feet Inlet Elevation = 237 feet Difference = 90 feet Travel Length = feet Time of Concentration Length = 250 ft Sheet Flow Slope = 1.20 c-factor= 0.40 Sheet Flow Tc= 13.2 min Shallow Concentrated Length = 1,800 ft Flow H = 87.0 ft Shallow Concentrated Tc= 8.3 min Tc= 21.5 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 13.41 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 13.41 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 25.91 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:50 PM BASIN NAME a":y. PROJECT NAME BASIN 130 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 130 TYPE OF BASIN: RISER Disturbed Area: 13.41 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 13.41 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 25.91 cfs Sizing of Basin 24138 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 11270 Required Surface Area ft2 (Q10 x 435) 75.1 Suggested Width ft 150.1 Suggested Length ft 80 Width at Surface Area(ft) 160 Length at Surface Area(ft) LNV Ratio=2.0 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 62 Target Bottom Width(ft) 142 Target Bottom Length(ft) 8804 Target Bottom Area(ft2) 32244 Target Volume(ft3) Okay 12800 Target Surface Area(ft2) Okay 32262 Provided Volume(ft3) 12800 Provided Surface Area(ft2) Skimmer Size 30 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 31.8 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 2.5 Orifice Size(1/4 inch increments) 5 3.34 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 234.00 8804 0.00 0 0 235.00 10064 1.00 9434 9434 236.00 11396 2.00 10730 20164 237.00 12800 3.00 12098 32262 Top of Embankment Elevation: 239.50 ft Emergency Spillway Elevation: 238.00 ft Embankment Width: 5 ft Riser Elevation: 237.00 ft Bottom Elevation: 234.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 189 Barrel Length(LF) 234 Upstream Barrel Invert Elevation 233 Downstream Barrel Invert Elevation 0.53%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/11/2020 2:50 PM BASIN NAME �e��r PROJECT NAME • BASIN 131 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 131 Modified Rational Highest Elevation = feet Inlet Elevation = feet Difference = 76 feet Travel Length = 1 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 3.00 c-factor= 0.40 Sheet Flow Tc= 7.6 min Shallow Concentrated Length = 1,025 ft Flow H = 73.0 ft Shallow Concentrated Tc= 4.7 min Tc= 12.3 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 7.09 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 7.09 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q10 = 16.25 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:51 PM BASIN NAME PROJECT NAME BASIN 131 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May I DESIGN I TECHNOLO. 46306 Sediment Basin Design Basin Name: BASIN 131 TYPE OF BASIN: SKIMMER Disturbed Area: 7.09 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 7.09 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 16.25 cfs Sizing of Basin 12762 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 5281 Required Surface Area ft2 51.4 Suggested Width ft 102.8 Suggested Length ft 55 Width at Surface Area(ft) 145 Length at Surface Area(ft) L/W Ratio= 2.6 Okay 3 Side Slope Ratio Z:1 2 Depth (ft) 43 Target Bottom Width (ft) 133 Target Bottom Length (ft) 5719 Target Bottom Area(ft2) 13646 Target Volume(ft3) Okay 7975 Target Surface Area(ft2) Okay 13658 Provided Volume(ft3) 7975 Provided Surface Area(ft2) Skimmer Size 20 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 21.2 Spillway Capacity(cfs) Okay 2 2.5 2.5 Skimmer Size(in) 3 0.208 Head on Skimmer(ft) 4 2 Orifice Size(1/4 inch increments) 5 3.03 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 228.00 5719 0.00 0 0 229.00 6811 1.00 6265 6265 230.00 7975 2.00 7393 13658 231.00 9211 3.00 8593 22251 Top of Embankment Elevation: 231.50 ft Emergency Spillway Elevation: 230.00 ft Embankment Width: ft Bottom Elevation: 228.00 ft LATEST REVISION: 8/11/2020 2:51 PM BASIN NAME �e��r PROJECT NAME • BASIN 132 TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 132 Modified Rational Highest Elevation = feet Inlet Elevation = feet Difference = 48 feet Travel Length = 1 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 6.00 c-factor= 0.40 Sheet Flow Tc= 6.6 min Shallow Concentrated Length = 1,806 ft Flow H = 38.0 ft Shallow Concentrated Tc= 11.4 min Tc= 18.0 min To= 15 min Intensity 10 year= 4.83 in/hr C = 0.40 Disturbed Area = 10.61 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 10.61 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 20.50 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:52 PM BASIN NAME a":y. PROJECT NAME BASIN 132 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 132 TYPE OF BASIN: RISER Disturbed Area: 10.61 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 10.61 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 4.83 in/hr 10-yr Discharge[Q10]: 20.50 cfs Sizing of Basin 19098 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 8917 Required Surface Area ft2 (Q10 x 435) 66.8 Suggested Width ft 133.5 Suggested Length ft 65 Width at Surface Area(ft) 140 Length at Surface Area(ft) LNV Ratio=2.2 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 47 Target Bottom Width(ft) 122 Target Bottom Length(ft) 5734 Target Bottom Area(ft2) 22089 Target Volume(ft3) Okay 9100 Target Surface Area(ft2) Okay 22107 Provided Volume(ft3) 9100 Provided Surface Area(ft2) Skimmer Size 20 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 21.2 Spillway Capacity(cfs) Okay 2 2.5 3 Skimmer Size(in) 3 0.25 Head on Skimmer(ft) 4 2.25 Orifice Size(1/4 inch increments) 5 3.27 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 235.00 5734 0.00 0 0 236.00 6784 1.00 6259 6259 237.00 7906 2.00 7345 13604 238.00 9100 3.00 8503 22107 Top of Embankment Elevation: 240.50 ft Emergency Spillway Elevation: 239.00 ft Embankment Width: 5 ft Riser Elevation: 238.00 ft Bottom Elevation: 235.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 52 Barrel Length(LF) 235 Upstream Barrel Invert Elevation 234 Downstream Barrel Invert Elevation 1.92%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/11/2020 2:52 PM BASIN NAME �e��r PROJECT NAME • BASIN 133 • TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 133 Modified Rational Highest Elevation = 289.7 feet Inlet Elevation = 239 feet Difference = 50.7 feet Travel Length = 666 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 6.00 c-factor= 0.40 Sheet Flow Tc= 6.6 min Shallow Concentrated Length = 556 ft Flow H = 42.0 ft Shallow Concentrated Tc= 2.9 min Tc= 9.5 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 4.62 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 4.62 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 10.59 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:53 PM BASIN NAME a":y. PROJECT NAME BASIN 133 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 133 TYPE OF BASIN: SKIMMER Disturbed Area: 4.62 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 4.62 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 10.59 cfs Sizing of Basin 8316 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 3441 Required Surface Area ft2 (Q10 x 325) 41.5 Suggested Width ft 83.0 Suggested Length ft 45 Width at Surface Area(ft) 90 Length at Surface Area(ft) LNV Ratio=2.0 Okay 3 Side Slope Ratio Z:1 3 Depth(ft) 27 Target Bottom Width(ft) 72 Target Bottom Length(ft) 1944 Target Bottom Area(ft2) 8829 Target Volume(ft3) Okay 4050 Target Surface Area(ft2) Okay 22107 Provided Volume(ft3) 9100 Provided Surface Area(ft2) Skimmer Size 15 Emergency Spillway Width(ft) (Inches) 0.5 Depth of Flow(ft) 1.5 15.9 Spillway Capacity(cfs) Okay 2 2.5 2.5 Skimmer Size(in) 3 0.208 Head on Skimmer(ft) 4 1.5 Orifice Size(1/4 inch increments) 5 3.51 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf) 236.00 5734 0.00 0 0 237.00 6784 1.00 6259 6259 238.00 7906 2.00 7345 13604 239.00 9100 3.00 8503 22107 Top of Embankment Elevation: 240.50 ft Emergency Spillway Elevation: 239.00 ft Embankment Width: 5 ft Bottom Elevation: 236.00 ft Sizing of Barrel&Riser 12 Barrel Size(in) 52 Barrel Length(LF) 235 Upstream Barrel Invert Elevation 234 Downstream Barrel Invert Elevation 1.92%Slope of Barrel(%) HDPE Barrel Pipe Material CMP Riser Material 18 Riser Size(in) Okay (Riser=1.5 Barrel Size) Anti-Flotation Device(Only use for circular riser) 1.5 Riser Diameter(ft) 4.0 Height(ft) Area Riser x Ht Riser x Density Water x Safety Factor 507 Buoyant Force(Ibs) (.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS 3.4 Volume Required(cf) Buoyant force/Density Of Concrete(150 pcf) 1.8 Square Root of Volume(ft) (Assume 1 ft thick concrete footing) 2.0 Length of Concrete Footing 2.0 Width of Concrete Footing 1.0 Height of Concrete Footing(Thickness) 4 Volume Provided(cf) *RED IS USER INPUT LATEST REVISION:8/11/2020 2:54 PM BASIN NAME �e��r PROJECT NAME • BASIN 134 • TIMMONS GROUP PROJECT NUMBER Alex May 46306 Time of Concentration Calculation BASIN NAME: BASIN 134 Modified Rational Highest Elevation = 295 feet Inlet Elevation = 244 feet Difference = 51 feet Travel Length = 970 feet Time of Concentration Length = 100 ft Sheet Flow Slope = 7.00 c-factor= 0.40 Sheet Flow Tc= 6.4 min Shallow Concentrated Length = ft Flow H = ft Shallow Concentrated Tc= 4.8 min Tc= 11.3 min To= 10 min Intensity 10 year= 5.73 in/hr C = 0.40 Disturbed Area = 5.14 acres Additional Drainage Area = 0.00 acres Total Drainage Area= 5.14 acres Equation 2.1 Rational Equation Q = C I A Where: Q = Peak flow from the drainage area (cfs) C = Coefficient of runoff (dimensionless) I = Rainfall intensity for a given time to peak (in/hr) A = Drainage area (acres) Q 10 = 11.78 cfs *RED IS USER INPUT LATEST REVISION: 8/11/2020 2:57 PM BASIN NAME PROJECT NAME BASIN 134 CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May I DESIGN I TECHNOLOGY 46306 Sediment Basin Design Basin Name: BASIN 134 TYPE OF BASIN: SKIMMER Disturbed Area: 5.14 ac Additional Drainage Area: 0.00 ac Total Drainage Area: 5.14 ac Runoff Coeff[Cc]: 0.40 10-yr Rainfall Intensity[I]: 5.73 in/hr 10-yr Discharge[Q10]: 11.78 cfs Sizing of Basin 9252 Required Volume ft3 (Disturbed Area x 1800 cf/ac) 3829 Required Surface Area ft2 43.8 Suggested Width ft 87.5 Suggested Length ft 45 Width at Surface Area(ft) 98 Length at Surface Area(ft) L/W Ratio= 2.2 Okay 3 Side Slope Ratio Z:1 3 Depth (ft) 27 Target Bottom Width (ft) 80 Target Bottom Length (ft) 2160 Target Bottom Area(ft2) 9693 Target Volume(ft3) Okay 4410 Target Surface Area(ft2) Okay 22107 Provided Volume(ft3) 9100 Provided Surface Area(ft2) Skimmer Size 15 Emergency Spillway Width (ft) (Inches) 0.5 Depth of Flow(ft) 1.5 15.9 Spillway Capacity(cfs) Okay 2 2.5 2.5 Skimmer Size(in) 3 0.208 Head on Skimmer(ft) 4 1.75 Orifice Size(1/4 inch increments) 5 2.87 Dewatering Time(days) 6 Suggest about 3 days 8 Elevation Area(sf) Depth(ft) Incr.Vol. (cf) Cumulative Volume(cf) 241.00 5734 0.00 0 0 242.00 6784 1.00 6259 6259 243.00 7906 2.00 7345 13604 244.00 9100 3.00 8503 22107 Top of Embankment Elevation: 245.50 ft Emergency Spillway Elevation: 244.00 ft Embankment Width: ft Bottom Elevation: 241.00 ft LATEST REVISION: 8/11/2020 2:58 PM DITCH NAME ••��,as* PROJECT NAME TDD101A • f CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD101A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 4.12 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 8.0 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1292 LF Slope= 0.022 (ft/ft) Highest Elevation= 361 Z Required= 1.09 Ratio Lowest Elevation= 333 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.70 ft 8.4 in Bottom Width(B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.95 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required NewA= 2.17 SF New P= 5.43 Wetted perimeter New R= 0.40 Hydraulic radius Z Actual= 1.18 Must be greater than z required=> 1.09 Okay New V= 3.97 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.95 LB/SF Okay Top Width=8.2 ft Min. Ditch Depth=1.2 ft 3 Flow Depth(Y)=0.7 ft 1 Bottom Width(B)=1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.20 1.00 0.70 8.2 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 1:05 PM DITCH NAME ,•04•�� PROJECT NAME •TDD 125C • • a Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 125C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 4.70 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 9.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 245 LF Slope = 0.016 (ft/ft) Highest Elevation= 298 Z Required= 1.43 Ratio Lowest Elevation= 294 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width (B)= 0.00 ft 0.0 in Freeboard= 0.00 ft 0.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.02 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.00 SF New P= 6.32 Wetted perimeter New R= 0.47 Hydraulic radius Z Actual= 1.82 Must be greater than z required=> 1.43 Okay New V= 3.86 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF> 1.02 LB/SF Okay Top Width=6 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)= 1 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.00 1.00 6 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 1:23 PM DITCH NAME •••1110db --ip PROJECT NAME TDD 126A • ip W CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 126A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.92 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 1.3 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 447 LF Slope= 0.034 (ft/ft) Highest Elevation= 289 Z Required= 0.14 Ratio Lowest Elevation= 274 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.25 ft 3.0 in Bottom Width(B)= 1.50 ft 18.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.52 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.56 SF New P= 3.08 Wetted perimeter New R= 0.18 Hydraulic radius Z Actual= 0.18 Must be greater than z required=> 0.14 Okay New V= 2.93 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.53 LB/SF Okay Top Width=6 ft Min. Ditch Depth=0.75 ft 3 Flow Depth(Y)=0.25 ft 1 Bottom Width(B)=1.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.75 1.50 0.25 6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:24 PM DITCH NAME •• *fp PROJECT NAME TDD 126B • ip W CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 126B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 35.32 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 49.4 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 2655 LF Slope= 0.014 (ft/ft) Highest Elevation= 311.5 Z Required= 8.38 Ratio Lowest Elevation= 274 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.25 ft 15.0 in Bottom Width(B)= 4.00 ft 48.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.10 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 9.69 SF New P= 11.91 Wetted perimeter New R= 0.81 Hydraulic radius Z Actual= 8.44 Must be greater than z required=> 8.38 Okay New V= 5.14 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.11 LB/SF Okay Top Width=14.5 ft Min. Ditch Depth=1.75 ft 3 Flow Depth(Y)=1.25 ft 1 Bottom Width(B)=4 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.75 4.00 1.25 14.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:27 PM DITCH NAME •••saw PROJECT NAME • TDD 126C • •' . Oak Solar CALCULATED BY TI M MONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 126C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 3.26 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 3.50 (in/hr) Flow(Q1o)= 4.6 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 505 LF Slope = 0.046 (ft/ft) Highest Elevation= 297 Z Required= 0.43 Ratio Lowest Elevation= 274 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.60 ft 7.2 in Bottom Width (B)= 0.00 ft 0.0 in Freeboard= 0.40 ft 4.8 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.71 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.08 SF New P= 3.79 Wetted perimeter New R= 0.28 Hydraulic radius Z Actual= 0.47 Must be greater than z required=> 0.43 Okay New V= 4.59 fps Minimum Design Geometry Liner: North American Green,S150 1.75 LB/SF> 1.71 LB/SF Okay Top Width=6 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.6 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.00 0.60 6 3:1 North American Green, S150 "RED IS USER INPUT LATEST REVISION: 11/24/2020 1:33 PM DITCH NAME ••���� PROJECT NAME TDD 127A • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 127A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.91 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 6.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 555 LF Slope= 0.038 (ft/ft) Highest Elevation= 288 Z Required= 0.69 Ratio Lowest Elevation= 267 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 1.50 ft 18.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.18 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.50 SF New P= 4.66 Wetted perimeter New R= 0.32 Hydraulic radius Z Actual= 0.70 Must be greater than z required=> 0.69 Okay New V= 4.54 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.19 LB/SF Okay Top Width=7.5 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=1.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.50 0.50 7.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:21 PM DITCH NAME ••���� PROJECT NAME TDD 127B • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 127B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.83 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 1.9 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 220 LF Slope= 0.091 (ft/ft) Highest Elevation= 287 Z Required= 0.13 Ratio Lowest Elevation= 267 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.25 ft 3.0 in Bottom Width(B)= 1.50 ft 18.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.42 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.56 SF New P= 3.08 Wetted perimeter New R= 0.18 Hydraulic radius Z Actual= 0.18 Must be greater than z required=> 0.13 Okay New V= 4.82 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.42 LB/SF Okay Top Width=6 ft Min. Ditch Depth=0.75 ft 3 Flow Depth(Y)=0.25 ft 1 Bottom Width(B)=1.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.75 1.50 0.25 6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:22 PM DITCH NAME ••••••� PROJECT NAME •TDD 127C • ! l CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 127C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.09 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 5.73 (in/hr) Flow(Q1o)= 2.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 175 LF Slope = 0.154 (ft/ft) Highest Elevation= 294 Z Required= 0.13 Ratio Lowest Elevation= 267 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.20 ft 2.4 in Bottom Width (B)= 2.00 ft 24.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.93 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.52 SF New P= 3.26 Wetted perimeter New R= 0.16 Hydraulic radius Z Actual= 0.15 Must be greater than z required=> 0.13 Okay New V= 5.73 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF> 1.93 LB/SF Okay Top Width=6.2 ft Min. Ditch Depth=0.7 ft 3 Flow Depth(Y)=0.2 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.70 2.00 0.20 6.2 3:1 North American Green, SC150 I "RED IS USER INPUT LATEST REVISION: 11/24/2020 1:46 PM DITCH NAME •••1110db --ip PROJECT NAME TDD 128A • ip W CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 128A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 6.51 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 12.6 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 788 LF Slope= 0.048 (ft/ft) Highest Elevation= 294 Z Required= 1.15 Ratio Lowest Elevation= 256 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.60 ft 7.2 in Bottom Width(B)= 2.00 ft 24.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.81 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 2.28 SF New P= 5.79 Wetted perimeter New R= 0.39 Hydraulic radius Z Actual= 1.22 Must be greater than z required=> 1.15 Okay New V= 5.86 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF>1.81 LB/SF Okay Top Width=8.6 ft Min. Ditch Depth=1.1 ft 3 Flow Depth(Y)=0.6 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.10 2.00 0.60 8.6 3:1 North American Green,SC150 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:06 PM DITCH NAME •• *fp PROJECT NAME TDD 128B • ip W CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 128B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 3.65 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 7.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 444 LF Slope= 0.059 (ft/ft) Highest Elevation= 282 Z Required= 0.59 Ratio Lowest Elevation= 256 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.40 ft 4.8 in Bottom Width(B)= 2.25 ft 27.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.46 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.38 SF New P= 4.78 Wetted perimeter New R= 0.29 Hydraulic radius Z Actual= 0.60 Must be greater than z required=> 0.59 Okay New V= 5.25 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.47 LB/SF Okay Top Width=7.65 ft Min. Ditch Depth=0.9 ft 3 Flow Depth(Y)=0.4 ft 1 Bottom Width(B)=2.25 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.90 2.25 0.40 7.65 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:10 PM DITCH NAME ••o•a PROJECT NAME TDD 128C ! 4. Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 128C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.78 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 1.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 255 LF Slope = 0.086 (ft/ft) Highest Elevation= 278 Z Required= 0.10 Ratio Lowest Elevation= 256 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.20 ft 2.4 in Bottom Width (B)= 1.50 ft 18.0 in Freeboard= 0.30 ft 3.6 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.08 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.42 SF New P= 2.76 Wetted perimeter New R= 0.15 Hydraulic radius Z Actual= 0.12 Must be greater than z required=> 0.10 Okay NewV= 4.15 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF> 1.08 LB/SF Okay Top Width=4.5 ft Min. Ditch Depth=0.5 ft 3 Flow Depth(Y)=0.2 ft 1 Bottom Width(B)= 1.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.50 1.50 0.20 4.5 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 1:59 PM DITCH NAME •••1110db --ip PROJECT NAME TDD 129A • ip W CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 129A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 23.50 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 45.4 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1486 LF Slope= 0.038 (ft/ft) Highest Elevation= 306 Z Required= 4.71 Ratio Lowest Elevation= 250 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.90 ft 10.8 in Bottom Width(B)= 4.50 ft 54.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 2.12 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 6.48 SF New P= 10.19 Wetted perimeter New R= 0.64 Hydraulic radius Z Actual= 4.79 Must be greater than z required=> 4.71 Okay New V= 7.13 fps Minimum Design Geometry Liner: North American Green,C125 2.25 LB/SF>2.12 LB/SF Okay Top Width=12.9 ft Min. Ditch Depth=1.4 ft 3 Flow Depth(Y)=0.9 ft 1 Bottom Width(B)=4.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.40 4.50 0.90 12.9 3:1 11 North American Green,C125 *RED IS USER INPUT LATEST REVISION:8/10/2020 2:57 PM DITCH NAME *oath.• PROJECT NAME •TDD 129B • • a Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 129B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.92 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 3.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 730 LF Slope = 0.077 (ft/ft) Highest Elevation= 306 Z Required= 0.27 Ratio Lowest Elevation= 250 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.40 ft 4.8 in Bottom Width (B)= 1.00 ft 12.0 in Freeboard= 0.60 ft 7.2 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.91 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.88 SF New P= 3.53 Wetted perimeter New R= 0.25 Hydraulic radius Z Actual= 0.35 Must be greater than z required=> 0.27 Okay NewV= 5.45 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF> 1.92 LB/SF Okay Top Width=7 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.4 ft 1 Bottom Width(B)= 1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.00 0.40 7 3:1 North American Green, SC150 I "RED IS USER INPUT LATEST REVISION: 11/24/2020 2:10 PM DITCH NAME ••���� PROJECT NAME TDD 130A • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 130A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 11.76 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 22.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1156 LF Slope= 0.045 (ft/ft) Highest Elevation= 289 Z Required= 2.16 Ratio Lowest Elevation= 237 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.70 ft 8.4 in Bottom Width(B)= 3.00 ft 36.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.96 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.57 SF New P= 7.43 Wetted perimeter New R= 0.48 Hydraulic radius Z Actual= 2.19 Must be greater than z required=> 2.16 Okay New V= 6.46 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF>1.97 LB/SF Okay Top Width=10.2 ft Min. Ditch Depth=1.2 ft 3 Flow Depth(Y)=0.7 ft 1 Bottom Width(B)=3 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.20 3.00 0.70 10.2 3:1 North American Green,SC150 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:51 PM DITCH NAME ••���� PROJECT NAME TDD 130B • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 130B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.86 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 1.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 205 LF Slope= 0.029 (ft/ft) Highest Elevation= 243 Z Required= 0.20 Ratio Lowest Elevation= 237 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 0.00 ft 0.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.91 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.75 SF New P= 3.16 Wetted perimeter New R= 0.24 Hydraulic radius Z Actual= 0.29 Must be greater than z required=> 0.20 Okay New V= 3.26 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.92 LB/SF Okay Top Width=6 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.00 0.50 6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:53 PM DITCH NAME ••���� PROJECT NAME TDD 131A • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 131A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.67 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 1.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 332 LF Slope= 0.024 (ft/ft) Highest Elevation= 238 Z Required= 0.20 Ratio Lowest Elevation= 230 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 0.00 ft 0.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.75 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.75 SF New P= 3.16 Wetted perimeter New R= 0.24 Hydraulic radius Z Actual= 0.29 Must be greater than z required=> 0.20 Okay New V= 2.95 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.76 LB/SF Okay Top Width=6 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.00 0.50 6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:58 PM DITCH NAME ••���� PROJECT NAME TDD 131B • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 131B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.77 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 4.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1091 LF Slope= 0.070 (ft/ft) Highest Elevation= 306.25 Z Required= 0.31 Ratio Lowest Elevation= 230 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.40 ft 4.8 in Bottom Width(B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.74 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.88 SF New P= 3.53 Wetted perimeter New R= 0.25 Hydraulic radius Z Actual= 0.35 Must be greater than z required=> 0.31 Okay New V= 5.20 fps Minimum Design Geometry Liner: North American Green,S150 1.75 LB/SF>1.75 LB/SF Okay Top Width=6.4 ft Min. Ditch Depth=0.9 ft 3 Flow Depth(Y)=0.4 ft 1 Bottom Width(B)=1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.90 1.00 0.40 6.4 3:1 11 North American Green,S150 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:59 PM DITCH NAME ••���� PROJECT NAME TDD 132A • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 132A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 7.99 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 15.4 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1802 LF Slope= 0.023 (ft/ft) Highest Elevation= 280 Z Required= 2.04 Ratio Lowest Elevation= 238 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.80 ft 9.6 in Bottom Width(B)= 2.00 ft 24.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.16 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.52 SF New P= 7.06 Wetted perimeter New R= 0.50 Hydraulic radius Z Actual= 2.21 Must be greater than z required=> 2.04 Okay New V= 4.77 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.17 LB/SF Okay Top Width=9.8 ft Min. Ditch Depth=1.3 ft 3 Flow Depth(Y)=0.8 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.30 2.00 0.80 9.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 4:06 PM DITCH NAME ••���� PROJECT NAME TDD 132B • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 132B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.01 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 3.9 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 772 LF Slope= 0.025 (ft/ft) Highest Elevation= 257 Z Required= 0.50 Ratio Lowest Elevation= 238 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.60 ft 7.2 in Bottom Width(B)= 0.25 ft 3.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.92 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.23 SF New P= 4.04 Wetted perimeter New R= 0.30 Hydraulic radius Z Actual= 0.56 Must be greater than z required=> 0.50 Okay New V= 3.52 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.93 LB/SF Okay Top Width=6.85 ft Min. Ditch Depth=1.1 ft 3 Flow Depth(Y)=0.6 ft 1 Bottom Width(B)=0.25 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.10 0.25 0.60 6.85 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 4:10 PM DITCH NAME ••���� PROJECT NAME TDD 133A • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 133A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.83 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 1.9 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 175 LF Slope= 0.097 (ft/ft) Highest Elevation= 256 Z Required= 0.12 Ratio Lowest Elevation= 239 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.30 ft 3.6 in Bottom Width(B)= 0.50 ft 6.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.82 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.42 SF New P= 2.40 Wetted perimeter New R= 0.18 Hydraulic radius Z Actual= 0.13 Must be greater than z required=> 0.12 Okay New V= 4.85 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF>1.82 LB/SF Okay Top Width=5.3 ft Min. Ditch Depth=0.8 ft 3 Flow Depth(Y)=0.3 ft 1 Bottom Width(B)=0.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.80 0.50 0.30 5.3 3:1 North American Green,SC150 *RED IS USER INPUT LATEST REVISION:8/10/2020 4:13 PM DITCH NAME ••���� PROJECT NAME TDD 133B • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 133B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.63 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 6.0 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 425 LF Slope= 0.047 (ft/ft) Highest Elevation= 259 Z Required= 0.56 Ratio Lowest Elevation= 239 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 1.10 ft 13.2 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.47 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.30 SF New P= 4.26 Wetted perimeter New R= 0.31 Hydraulic radius Z Actual= 0.59 Must be greater than z required=> 0.56 Okay New V= 4.88 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.47 LB/SF Okay Top Width=7.1 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=1.1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.10 0.50 7.1 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 4:17 PM DITCH NAME ••���� PROJECT NAME TDD 134A • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 134A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.22 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 0.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 165 LF Slope= 0.091 (ft/ft) Highest Elevation= 259 Z Required= 0.03 Ratio Lowest Elevation= 244 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.25 ft 3.0 in Bottom Width(B)= 0.00 ft 0.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.42 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required NewA= 0.19 SF New P= 1.58 Wetted perimeter New R= 0.12 Hydraulic radius Z Actual= 0.05 Must be greater than z required=> 0.03 Okay New V= 3.61 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.42 LB/SF Okay Top Width=4.5 ft Min. Ditch Depth=0.75 ft 3 Flow Depth(Y)=0.25 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.75 0.00 0.25 4.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 4:19 PM DITCH NAME ••���� PROJECT NAME TDD 134B CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 134B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 3.52 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 8.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 367 LF Slope= 0.022 (ft/ft) Highest Elevation= 252 Z Required= 1.10 Ratio Lowest Elevation= 244 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.60 ft 7.2 in Bottom Width(B)= 2.00 ft 24.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.82 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 2.28 SF New P= 5.79 Wetted perimeter New R= 0.39 Hydraulic radius Z Actual= 1.22 Must be greater than z required=> 1.10 Okay New V= 3.94 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.82 LB/SF Okay Top Width=8.6 ft Min. Ditch Depth=1.1 ft 3 Flow Depth(Y)=0.6 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.10 2.00 0.60 8.6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 5:27 PM DITCH NAME •��*�• PROJECT NAME • TDD 134C • • • Oak Solar CALCULATED BY TI M MO N S GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 134C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.09 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 5.73 (in/hr) Flow(Q1o)= 2.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 190 LF Slope = 0.058 (ft/ft) Highest Elevation= 255 Z Required= 0.21 Ratio Lowest Elevation= 244 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.30 ft 3.6 in Bottom Width (B)= 1.25 ft 15.0 in Freeboard= 0.70 ft 8.4 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.08 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.65 SF New P= 3.15 Wetted perimeter New R= 0.20 Hydraulic radius Z Actual= 0.22 Must be greater than z required=> 0.21 Okay NewV= 4.15 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF> 1.09 LB/SF Okay Top Width=7.25 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.3 ft 1 Bottom Width(B)= 1.25 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.25 0.30 7.25 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 2:39 PM DITCH NAME •���s� PROJECT NAME •TDD101B • ! a CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 101B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 3.20 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 6.2 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 220 LF Slope = 0.009 (ft/ft) Highest Elevation= 335 Z Required= 1.31 Ratio Lowest Elevation= 333 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width (B)= 0.00 ft 0.0 in Freeboard= 0.25 ft 3.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.57 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.00 SF New P= 6.32 Wetted perimeter New R= 0.47 Hydraulic radius Z Actual= 1.82 Must be greater than z required=> 1.31 Okay New V= 2.88 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.57 LB/SF Okay Top Width=7.5 ft Min. Ditch Depth= 1.25 ft 3 Flow Depth(Y)= 1 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.25 0.00 1.00 7.5 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 9:54 AM DITCH NAME •••1110db --ip PROJECT NAME TDD 102A • ip W CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 102A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 3.63 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 7.0 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 449 LF Slope= 0.082 (ft/ft) Highest Elevation= 340 Z Required= 0.49 Ratio Lowest Elevation= 303 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.35 ft 4.2 in Bottom Width(B)= 3.00 ft 36.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.80 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.42 SF New P= 5.21 Wetted perimeter New R= 0.27 Hydraulic radius Z Actual= 0.59 Must be greater than z required=> 0.49 Okay New V= 5.98 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF>1.8 LB/SF Okay Top Width=8.1 ft Min. Ditch Depth=0.85 ft 3 Flow Depth(Y)=0.35 ft 1 Bottom Width(B)=3 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.85 3.00 0.35 8.1 3:1 North American Green,SC150 *RED IS USER INPUT LATEST REVISION:8/10/2020 1:19 PM DITCH NAME •• *fp PROJECT NAME TDD 102B • ip W CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 102B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 6.32 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 12.2 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 994 LF Slope= 0.044 (ft/ft) Highest Elevation= 347 Z Required= 1.17 Ratio Lowest Elevation= 303 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.60 ft 7.2 in Bottom Width(B)= 2.00 ft 24.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.66 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 2.28 SF New P= 5.79 Wetted perimeter New R= 0.39 Hydraulic radius Z Actual= 1.22 Must be greater than z required=> 1.17 Okay New V= 5.61 fps Minimum Design Geometry Liner: North American Green,S150 1.75 LB/SF>1.66 LB/SF Okay Top Width=8.6 ft Min. Ditch Depth=1.1 ft 3 Flow Depth(Y)=0.6 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.10 2.00 0.60 8.6 3:1 11 North American Green,S150 *RED IS USER INPUT LATEST REVISION:8/10/2020 1:26 PM DITCH NAME ••���� PROJECT NAME TDD 103A CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 103A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.31 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 0.4 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 288 LF Slope= 0.024 (ft/ft) Highest Elevation= 310 Z Required= 0.06 Ratio Lowest Elevation= 303 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.25 ft 3.0 in Bottom Width(B)= 0.25 ft 3.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.38 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.25 SF New P= 1.83 Wetted perimeter New R= 0.14 Hydraulic radius Z Actual= 0.07 Must be greater than z required=> 0.06 Okay New V= 2.05 fps Minimum Design Geometry Liner: Jute Net 0.45 LB/SF>0.38 LB/SF Okay Top Width=4.75 ft Min. Ditch Depth=0.75 ft 3 Flow Depth(Y)=0.25 ft 1 Bottom Width(B)=0.25 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.75 0.25 0.25 4.75 3:1 Jute Net *RED IS USER INPUT LATEST REVISION:8/11/2020 8:25 AM DITCH NAME ••���� PROJECT NAME TDD 103B • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 103B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.04 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 1.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 934 LF Slope= 0.010 (ft/ft) Highest Elevation= 312 Z Required= 0.30 Ratio Lowest Elevation= 303 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 0.50 ft 6.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.30 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.00 SF New P= 3.66 Wetted perimeter New R= 0.27 Hydraulic radius Z Actual= 0.42 Must be greater than z required=> 0.30 Okay New V= 2.05 fps Minimum Design Geometry Liner: Jute Net 0.45 LB/SF>0.31 LB/SF Okay Top Width=6.5 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.50 0.50 6.5 3:1 Jute Net *RED IS USER INPUT LATEST REVISION:8/11/2020 8:29 AM DITCH NAME ••���� PROJECT NAME TDD 104A CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 104A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 25.28 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 35.4 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1963 LF Slope= 0.018 (ft/ft) Highest Elevation= 336 Z Required= 5.26 Ratio Lowest Elevation= 300 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 4.00 ft 48.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.14 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 7.00 SF New P= 10.32 Wetted perimeter New R= 0.68 Hydraulic radius Z Actual= 5.40 Must be greater than z required=> 5.26 Okay New V= 5.19 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.15 LB/SF Okay Top Width=13 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=4 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 4.00 1.00 13 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 1:31 PM DITCH NAME ••���� PROJECT NAME TDD 104B • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 104B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 10.38 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 14.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 553 LF Slope= 0.013 (ft/ft) Highest Elevation= 307 Z Required= 2.60 Ratio Lowest Elevation= 300 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.79 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 4.00 SF New P= 7.32 Wetted perimeter New R= 0.55 Hydraulic radius Z Actual= 2.67 Must be greater than z required=> 2.60 Okay New V= 3.73 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.79 LB/SF Okay Top Width=10 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 1.00 1.00 10 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 1:46 PM DITCH NAME ••���� PROJECT NAME TDD 104C • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 104C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.16 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 1.6 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 148 LF Slope= 0.007 (ft/ft) Highest Elevation= 305 Z Required= 0.40 Ratio Lowest Elevation= 304 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 0.50 ft 6.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.21 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.00 SF New P= 3.66 Wetted perimeter New R= 0.27 Hydraulic radius Z Actual= 0.42 Must be greater than z required=> 0.40 Okay New V= 1.72 fps Minimum Design Geometry Liner: Jute Net 0.45 LB/SF>0.22 LB/SF Okay Top Width=6.5 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.50 0.50 6.5 3:1 Jute Net *RED IS USER INPUT LATEST REVISION:8/10/2020 1:44 PM DITCH NAME •••••� PROJECT NAME •TDD 104D • • l Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 104D This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 6.14 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 3.50 (in/hr) Flow(Q1o)= 8.6 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 390 LF Slope = 0.005 (ft/ft) Highest Elevation= 306 Z Required= 2.42 Ratio Lowest Elevation= 304 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.85 ft 10.2 in Bottom Width (B)= 2.00 ft 24.0 in Freeboard= 0.15 ft 1.8 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.27 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.87 SF New P= 7.38 Wetted perimeter New R= 0.52 Hydraulic radius Z Actual= 2.51 Must be greater than z required=> 2.42 Okay NewV= 2.31 fps Minimum Design Geometry Liner: Jute Net 0.45 LB/SF>0.28 LB/SF Okay Top Width=8 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.85 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 2.00 0.85 8 3:1 Ditch Liner Jute Net "RED IS USER INPUT LATEST REVISION: 11/24/2020 2:48 PM DITCH NAME ••���� PROJECT NAME TDD 105A CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 105A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 14.61 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 28.2 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 569 LF Slope= 0.012 (ft/ft) Highest Elevation= 308 Z Required= 5.12 Ratio Lowest Elevation= 301 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 3.80 ft 45.6 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.77 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 6.80 SF New P= 10.12 Wetted perimeter New R= 0.67 Hydraulic radius Z Actual= 5.21 Must be greater than z required=> 5.12 Okay New V= 4.22 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.77 LB/SF Okay Top Width=12.8 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=3.8 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 3.80 1.00 12.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 1:55 PM DITCH NAME ••���� PROJECT NAME TDD 105B • i CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 105B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 3.25 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 6.3 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 531 LF Slope= 0.017 (ft/ft) Highest Elevation= 312 Z Required= 0.97 Ratio Lowest Elevation= 303 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.70 ft 8.4 in Bottom Width(B)= 0.60 ft 7.2 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.74 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.89 SF New P= 5.03 Wetted perimeter New R= 0.38 Hydraulic radius Z Actual= 0.98 Must be greater than z required=> 0.97 Okay New V= 3.37 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.75 LB/SF Okay Top Width=7.8 ft Min. Ditch Depth=1.2 ft 3 Flow Depth(Y)=0.7 ft 1 Bottom Width(B)=0.6 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.20 0.60 0.70 7.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 1:58 PM DITCH NAME •���s� PROJECT NAME •TDD 106A • ! a Gaston Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 106A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 8.11 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 15.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1670 LF Slope = 0.008 (ft/ft) Highest Elevation= 310 Z Required= 3.45 Ratio Lowest Elevation= 296 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width (B)= 2.00 ft 24.0 in Freeboard= 0.25 ft 3.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.52 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 5.00 SF New P= 8.32 Wetted perimeter New R= 0.60 Hydraulic radius Z Actual= 3.56 Must be greater than z required=> 3.45 Okay New V= 3.24 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.53 LB/SF Okay Top Width=9.5 ft Min. Ditch Depth= 1.25 ft 3 Flow Depth(Y)= 1 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.25 2.00 1.00 9.5 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 9:49 AM DITCH NAME •••1110db --ip PROJECT NAME TDD 106B • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 106B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 12.56 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 24.3 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 671 LF Slope= 0.010 (ft/ft) Highest Elevation= 302.5 Z Required= 4.96 Ratio Lowest Elevation= 296 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 3.60 ft 43.2 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.60 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 6.60 SF New P= 9.92 Wetted perimeter New R= 0.67 Hydraulic radius Z Actual= 5.03 Must be greater than z required=> 4.96 Okay New V= 3.72 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.61 LB/SF Okay Top Width=12.6 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=3.6 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 3.60 1.00 12.6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 8:34 AM DITCH NAME ••���� PROJECT NAME TDD 107A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 107A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 29.68 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 57.3 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 434 LF Slope= 0.012 (ft/ft) Highest Elevation= 302 Z Required= 10.76 Ratio Lowest Elevation= 297 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.50 ft 18.0 in Bottom Width(B)= 3.50 ft 42.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.08 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 12.00 SF New P= 12.99 Wetted perimeter New R= 0.92 Hydraulic radius Z Actual= 11.38 Must be greater than z required=> 10.76 Okay New V= 5.06 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.08 LB/SF Okay Top Width=15.5 ft Min. Ditch Depth=2 ft 3 Flow Depth(Y)=1.5 ft 1 Bottom Width(B)=3.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 2.00 3.50 1.50 15.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 8:40 AM DITCH NAME •���s� PROJECT NAME •TDD 107B • ! a Gaston Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 107B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 7.19 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 13.9 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 990 LF Slope = 0.006 (ft/ft) Highest Elevation= 303 Z Required= 3.59 Ratio Lowest Elevation= 297 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.25 ft 15.0 in Bottom Width (B)= 1.00 ft 12.0 in Freeboard= 0.25 ft 3.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.47 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 5.94 SF New P= 8.91 Wetted perimeter New R= 0.67 Hydraulic radius Z Actual= 4.53 Must be greater than z required=> 3.59 Okay New V= 2.95 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.48 LB/SF Okay Top Width= 10 ft Min. Ditch Depth= 1.5 ft 3 Flow Depth(Y)= 1.25 ft 1 Bottom Width(B)= 1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 1.00 1.25 10 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 10:00 AM DITCH NAME •••1110db --ip PROJECT NAME TDD 108A • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 108A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 10.58 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 20.4 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1229 LF Slope= 0.011 (ft/ft) Highest Elevation= 304 Z Required= 3.93 Ratio Lowest Elevation= 290.5 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 2.50 ft 30.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.69 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 5.50 SF New P= 8.82 Wetted perimeter New R= 0.62 Hydraulic radius Z Actual= 4.01 Must be greater than z required=> 3.93 Okay New V= 3.80 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.69 LB/SF Okay Top Width=11.5 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=2.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 2.50 1.00 11.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 2:02 PM DITCH NAME •••1110db --ip PROJECT NAME TDD 108B • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 108B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 17.73 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 34.3 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1682 LF Slope= 0.011 (ft/ft) Highest Elevation= 308.5 Z Required= 6.67 Ratio Lowest Elevation= 290.5 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.25 ft 15.0 in Bottom Width(B)= 2.75 ft 33.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.83 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 8.13 SF New P= 10.66 Wetted perimeter New R= 0.76 Hydraulic radius Z Actual= 6.78 Must be greater than z required=> 6.67 Okay New V= 4.29 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.84 LB/SF Okay Top Width=13.25 ft Min. Ditch Depth=1.75 ft 3 Flow Depth(Y)=1.25 ft 1 Bottom Width(B)=2.75 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.75 2.75 1.25 13.25 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 2:05 PM DITCH NAME •••1110db --ip PROJECT NAME TDD 108C • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 108C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 9.53 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 18.4 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1516 LF Slope= 0.011 (ft/ft) Highest Elevation= 307.3 Z Required= 3.52 Ratio Lowest Elevation= 290.5 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 2.00 ft 24.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.69 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 5.00 SF New P= 8.32 Wetted perimeter New R= 0.60 Hydraulic radius Z Actual= 3.56 Must be greater than z required=> 3.52 Okay New V= 3.72 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.7 LB/SF Okay Top Width=11 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 2.00 1.00 11 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 2:46 PM DITCH NAME •••1110db --ip PROJECT NAME TDD 108D • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 108D This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.41 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 2.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 197 LF Slope= 0.018 (ft/ft) Highest Elevation= 294 Z Required= 0.41 Ratio Lowest Elevation= 290.5 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 0.50 ft 6.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.55 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.00 SF New P= 3.66 Wetted perimeter New R= 0.27 Hydraulic radius Z Actual= 0.42 Must be greater than z required=> 0.41 Okay New V= 2.79 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.56 LB/SF Okay Top Width=6.5 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.50 0.50 6.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 2:53 PM DITCH NAME •���s� PROJECT NAME • TDD 108E • • a Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 108E This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 5.58 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 10.8 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 295 LF Slope = 0.005 (ft/ft) Highest Elevation= 293.5 Z Required= 3.04 Ratio Lowest Elevation= 292 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width (B)= 2.00 ft 24.0 in Freeboard= 0.00 ft 0.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.32 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 5.00 SF New P= 8.32 Wetted perimeter New R= 0.60 Hydraulic radius Z Actual= 3.56 Must be greater than z required=> 3.04 Okay New V= 2.52 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.32 LB/SF Okay Top Width=8 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)= 1 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 2.00 1.00 8 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 10:17 AM DITCH NAME •���s� PROJECT NAME •TDD 108F • ! a Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 108F This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 13.86 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 26.8 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 395 LF Slope = 0.010 (ft/ft) Highest Elevation= 295 Z Required= 5.36 Ratio Lowest Elevation= 291 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.10 ft 13.2 in Bottom Width (B)= 3.00 ft 36.0 in Freeboard= 0.00 ft 0.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.70 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 6.93 SF New P= 9.96 Wetted perimeter New R= 0.70 Hydraulic radius Z Actual= 5.44 Must be greater than z required=> 5.36 Okay New V= 3.93 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.7 LB/SF Okay Top Width=9.6 ft Min. Ditch Depth= 1.1 ft 3 Flow Depth(Y)= 1.1 ft 1 Bottom Width(B)=3 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.10 3.00 1.10 9.6 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 10:30 AM DITCH NAME •••1110db --ip PROJECT NAME TDD 109A • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 109A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 22.05 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 30.9 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1628 LF Slope= 0.008 (ft/ft) Highest Elevation= 294.5 Z Required= 6.96 Ratio Lowest Elevation= 281.5 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.20 ft 14.4 in Bottom Width(B)= 3.40 ft 40.8 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.60 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 8.40 SF New P= 10.99 Wetted perimeter New R= 0.76 Hydraulic radius Z Actual= 7.02 Must be greater than z required=> 6.96 Okay New V= 3.71 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.6 LB/SF Okay Top Width=13.6 ft Min. Ditch Depth=1.7 ft 3 Flow Depth(Y)=1.2 ft 1 Bottom Width(B)=3.4 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.70 3.40 1.20 13.6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 8:46 AM DITCH NAME •• *fp PROJECT NAME TDD 109B • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 109B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 8.59 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 3.50 (in/hr) Flow(Q10)= 12.0 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1098 LF Slope= 0.019 (ft/ft) Highest Elevation= 302 Z Required= 1.77 Ratio Lowest Elevation= 281.5 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.90 ft 10.8 in Bottom Width(B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.05 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.33 SF New P= 6.69 Wetted perimeter New R= 0.50 Hydraulic radius Z Actual= 2.09 Must be greater than z required=> 1.77 Okay New V= 4.26 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.05 LB/SF Okay Top Width=9.4 ft Min. Ditch Depth=1.4 ft 3 Flow Depth(Y)=0.9 ft 1 Bottom Width(B)=1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.40 1.00 0.90 9.4 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 8:48 AM DITCH NAME •���s� PROJECT NAME •TDD 109C • ! a Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 109C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.09 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 3.50 (in/hr) Flow(Q1o)= 2.9 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 380 LF Slope = 0.008 (ft/ft) Highest Elevation= 285 Z Required= 0.66 Ratio Lowest Elevation= 282 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.60 ft 7.2 in Bottom Width (B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.30 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.68 SF New P= 4.79 Wetted perimeter New R= 0.35 Hydraulic radius Z Actual= 0.83 Must be greater than z required=> 0.66 Okay NewV= 2.19 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.3 LB/SF Okay Top Width=7.6 ft Min. Ditch Depth= 1.1 ft 3 Flow Depth(Y)=0.6 ft 1 Bottom Width(B)= 1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.10 1.00 0.60 7.6 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 10:45 AM DITCH NAME ••���� PROJECT NAME TDD 110A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 110A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.27 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 5.2 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 207 LF Slope= 0.024 (ft/ft) Highest Elevation= 293 Z Required= 0.67 Ratio Lowest Elevation= 288 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 1.50 ft 18.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.75 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.50 SF New P= 4.66 Wetted perimeter New R= 0.32 Hydraulic radius Z Actual= 0.70 Must be greater than z required=> 0.67 Okay New V= 3.62 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.76 LB/SF Okay Top Width=7.5 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=1.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.50 0.50 7.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 8:53 AM DITCH NAME ••���� PROJECT NAME TDD 110B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 110B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.71 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 1.6 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 108 LF Slope= 0.093 (ft/ft) Highest Elevation= 298 Z Required= 0.11 Ratio Lowest Elevation= 288 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.25 ft 3.0 in Bottom Width(B)= 1.40 ft 16.8 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.44 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.54 SF New P= 2.98 Wetted perimeter New R= 0.18 Hydraulic radius Z Actual= 0.17 Must be greater than z required=> 0.11 Okay New V= 4.82 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.45 LB/SF Okay Top Width=5.9 ft Min. Ditch Depth=0.75 ft 3 Flow Depth(Y)=0.25 ft 1 Bottom Width(B)=1.4 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.75 1.40 0.25 5.9 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 8:57 AM DITCH NAME •���s� PROJECT NAME • TDD 110C • • a Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 110C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.10 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 5.73 (in/hr) Flow(Q1o)= 4.8 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 130 LF Slope = 0.019 (ft/ft) Highest Elevation= 291.5 Z Required= 0.70 Ratio Lowest Elevation= 289 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.75 ft 9.0 in Bottom Width (B)= 1.00 ft 12.0 in Freeboard= 0.25 ft 3.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.90 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 2.44 SF New P= 5.74 Wetted perimeter New R= 0.42 Hydraulic radius Z Actual= 1.38 Must be greater than z required=> 0.70 Okay New V= 3.89 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.9 LB/SF Okay Top Width=7 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.75 ft 1 Bottom Width(B)= 1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.00 0.75 7 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 11:04 AM DITCH NAME ••���� PROJECT NAME TDD 111A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 111A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.35 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 0.8 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 163 LF Slope= 0.031 (ft/ft) Highest Elevation= 298 Z Required= 0.09 Ratio Lowest Elevation= 293 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.25 ft 3.0 in Bottom Width(B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.48 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.44 SF New P= 2.58 Wetted perimeter New R= 0.17 Hydraulic radius Z Actual= 0.13 Must be greater than z required=> 0.09 Okay New V= 2.66 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.48 LB/SF Okay Top Width=5.5 ft Min. Ditch Depth=0.75 ft 3 Flow Depth(Y)=0.25 ft 1 Bottom Width(B)=1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.75 1.00 0.25 5.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 8:59 AM DITCH NAME ••���� PROJECT NAME TDD 111B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 111B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.10 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 4.8 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 706 LF Slope= 0.015 (ft/ft) Highest Elevation= 303.5 Z Required= 0.79 Ratio Lowest Elevation= 293 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.60 ft 7.2 in Bottom Width(B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.56 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.68 SF New P= 4.79 Wetted perimeter New R= 0.35 Hydraulic radius Z Actual= 0.83 Must be greater than z required=> 0.79 Okay New V= 3.01 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.56 LB/SF Okay Top Width=7.6 ft Min. Ditch Depth=1.1 ft 3 Flow Depth(Y)=0.6 ft 1 Bottom Width(B)=1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.10 1.00 0.60 7.6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:02 AM DITCH NAME ••���� PROJECT NAME TDD 112A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 112A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 4.80 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 11.0 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 546 LF Slope= 0.009 (ft/ft) Highest Elevation= 304 Z Required= 2.31 Ratio Lowest Elevation= 299 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 0.80 ft 9.6 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.57 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.80 SF New P= 7.12 Wetted perimeter New R= 0.53 Hydraulic radius Z Actual= 2.50 Must be greater than z required=> 2.31 Okay New V= 3.13 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.58 LB/SF Okay Top Width=9.8 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=0.8 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 0.80 1.00 9.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:13 AM DITCH NAME ••���� PROJECT NAME TDD 112B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 112B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.23 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 5.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 282 LF Slope= 0.012 (ft/ft) Highest Elevation= 302.5 Z Required= 0.92 Ratio Lowest Elevation= 299 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.80 ft 9.6 in Bottom Width(B)= 0.00 ft 0.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.62 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.92 SF New P= 5.06 Wetted perimeter New R= 0.38 Hydraulic radius Z Actual= 1.01 Must be greater than z required=> 0.92 Okay New V= 2.90 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.62 LB/SF Okay Top Width=7.8 ft Min. Ditch Depth=1.3 ft 3 Flow Depth(Y)=0.8 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.30 0.00 0.80 7.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:15 AM DITCH NAME ••���� PROJECT NAME TDD 113A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 113A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 3.87 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 8.9 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 500 LF Slope= 0.021 (ft/ft) Highest Elevation= 302.5 Z Required= 1.23 Ratio Lowest Elevation= 292 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.80 ft 9.6 in Bottom Width(B)= 0.50 ft 6.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.05 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 2.32 SF New P= 5.56 Wetted perimeter New R= 0.42 Hydraulic radius Z Actual= 1.30 Must be greater than z required=> 1.23 Okay New V= 4.02 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.05 LB/SF Okay Top Width=8.3 ft Min. Ditch Depth=1.3 ft 3 Flow Depth(Y)=0.8 ft 1 Bottom Width(B)=0.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.30 0.50 0.80 8.3 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:20 AM DITCH NAME •���s� PROJECT NAME • TDD 113B • • a Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 113B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.33 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 5.73 (in/hr) Flow(Q1o)= 0.8 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 195 LF Slope = 0.054 (ft/ft) Highest Elevation= 302.5 Z Required= 0.07 Ratio Lowest Elevation= 292 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width (B)= 0.00 ft 0.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.68 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.75 SF New P= 3.16 Wetted perimeter New R= 0.24 Hydraulic radius Z Actual= 0.29 Must be greater than z required=> 0.07 Okay NewV= 4.42 fps Minimum Design Geometry Liner: North American Green,S150 1.75 LB/SF> 1.68 LB/SF Okay Top Width=6 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.00 0.50 6 3:1 North American Green, S150 "RED IS USER INPUT LATEST REVISION: 11/24/2020 11:16 AM DITCH NAME ••���� PROJECT NAME TDD 114A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 114A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.67 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 1.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 192 LF Slope= 0.057 (ft/ft) Highest Elevation= 298 Z Required= 0.13 Ratio Lowest Elevation= 287 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.40 ft 4.8 in Bottom Width(B)= 0.50 ft 6.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.43 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.68 SF New P= 3.03 Wetted perimeter New R= 0.22 Hydraulic radius Z Actual= 0.25 Must be greater than z required=> 0.13 Okay New V= 4.39 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.43 LB/SF Okay Top Width=5.9 ft Min. Ditch Depth=0.9 ft 3 Flow Depth(Y)=0.4 ft 1 Bottom Width(B)=0.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.90 0.50 0.40 5.9 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:05 AM DITCH NAME ••���� PROJECT NAME TDD 114B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 114B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 2.65 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 6.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 598 LF Slope= 0.030 (ft/ft) Highest Elevation= 305 Z Required= 0.70 Ratio Lowest Elevation= 287 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 1.60 ft 19.2 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.94 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.55 SF New P= 4.76 Wetted perimeter New R= 0.33 Hydraulic radius Z Actual= 0.73 Must be greater than z required=> 0.70 Okay New V= 4.08 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.94 LB/SF Okay Top Width=7.6 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=1.6 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.60 0.50 7.6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:11 AM DITCH NAME •••*ate PROJECT NAME • TDD 115A • •' . Oak Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 115A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 10.33 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 5.73 (in/hr) Flow(Q1o)= 23.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 690 LF Slope = 0.045 (ft/ft) Highest Elevation= 296 Z Required= 2.25 Ratio Lowest Elevation= 265 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.75 ft 9.0 in Bottom Width (B)= 3.00 ft 36.0 in Freeboard= 0.25 ft 3.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 2.10 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.94 SF New P= 7.74 Wetted perimeter New R= 0.51 Hydraulic radius Z Actual= 2.51 Must be greater than z required=> 2.25 Okay NewV= 6.71 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF>2.11 LB/SF Select Different Liner Top Width=9 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.75 ft 1 Bottom Width(B)=3 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 3.00 0.75 9 3:1 North American Green, SC150 I "RED IS USER INPUT LATEST REVISION: 11/24/2020 11:28 AM DITCH NAME ••���� PROJECT NAME TDD 116A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 116A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 3.35 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 7.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 390 LF Slope= 0.054 (ft/ft) Highest Elevation= 278 Z Required= 0.67 Ratio Lowest Elevation= 257 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 1.50 ft 18.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.68 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.50 SF New P= 4.66 Wetted perimeter New R= 0.32 Hydraulic radius Z Actual= 0.70 Must be greater than z required=> 0.67 Okay New V= 5.41 fps Minimum Design Geometry Liner: North American Green,S150 1.75 LB/SF>1.68 LB/SF Okay Top Width=7.5 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=1.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.50 0.50 7.5 3:1 11 North American Green,S150 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:25 AM DITCH NAME ••���� PROJECT NAME TDD 116B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 116B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 4.00 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 9.2 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 871 LF Slope= 0.042 (ft/ft) Highest Elevation= 294 Z Required= 0.90 Ratio Lowest Elevation= 257 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 2.20 ft 26.4 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.33 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.85 SF New P= 5.36 Wetted perimeter New R= 0.35 Hydraulic radius Z Actual= 0.91 Must be greater than z required=> 0.90 Okay New V= 5.04 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.33 LB/SF Okay Top Width=8.2 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=2.2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 2.20 0.50 8.2 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:30 AM DITCH NAME ••���� PROJECT NAME TDD 117A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 117A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.26 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 0.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 44 LF Slope= 0.114 (ft/ft) Highest Elevation= 294 Z Required= 0.03 Ratio Lowest Elevation= 289 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.20 ft 2.4 in Bottom Width(B)= 0.20 ft 2.4 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.42 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.16 SF New P= 1.46 Wetted perimeter New R= 0.11 Hydraulic radius Z Actual= 0.04 Must be greater than z required=> 0.03 Okay New V= 3.83 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.42 LB/SF Okay Top Width=4.4 ft Min. Ditch Depth=0.7 ft 3 Flow Depth(Y)=0.2 ft 1 Bottom Width(B)=0.2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.70 0.20 0.20 4.4 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:31 AM DITCH NAME ••���� PROJECT NAME TDD 117B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 117B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 17.66 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 34.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1664 LF Slope= 0.011 (ft/ft) Highest Elevation= 307 Z Required= 6.61 Ratio Lowest Elevation= 289 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 5.50 ft 66.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.68 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 8.50 SF New P= 11.82 Wetted perimeter New R= 0.72 Hydraulic radius Z Actual= 6.82 Must be greater than z required=> 6.61 Okay New V= 4.15 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.68 LB/SF Okay Top Width=14.5 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=5.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 5.50 1.00 14.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:33 AM DITCH NAME •••••� PROJECT NAME •TDD 117C • ! l Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 117C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.10 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 2.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 400 LF Slope = 0.063 (ft/ft) Highest Elevation= 314 Z Required= 0.17 Ratio Lowest Elevation= 289 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width (B)= 0.00 ft 0.0 in Freeboard= 0.25 ft 3.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.95 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.75 SF New P= 3.16 Wetted perimeter New R= 0.24 Hydraulic radius Z Actual= 0.29 Must be greater than z required=> 0.17 Okay New V= 4.76 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF> 1.95 LB/SF Okay Top Width=4.5 ft Min. Ditch Depth=0.75 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.75 0.00 0.50 4.5 3:1 North American Green, SC150 I "RED IS USER INPUT LATEST REVISION: 11/24/2020 12:00 PM DITCH NAME ••���� PROJECT NAME TDD 118A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 118A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.35 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 3.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 408 LF Slope= 0.047 (ft/ft) Highest Elevation= 274 Z Required= 0.29 Ratio Lowest Elevation= 255 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 0.50 ft 6.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.45 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.00 SF New P= 3.66 Wetted perimeter New R= 0.27 Hydraulic radius Z Actual= 0.42 Must be greater than z required=> 0.29 Okay New V= 4.51 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.46 LB/SF Okay Top Width=6.5 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.50 0.50 6.5 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:59 AM DITCH NAME ••••a PROJECT NAME TDD 118B 4. Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 118B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 8.12 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 5.73 (in/hr) Flow(Q1o)= 18.6 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 270 LF Slope = 0.037 (ft/ft) Highest Elevation= 265 Z Required= 1.95 Ratio Lowest Elevation= 255 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.75 ft 9.0 in Bottom Width (B)= 2.00 ft 24.0 in Freeboard= 0.25 ft 3.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.73 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required NewA= 3.19 SF New P= 6.74 Wetted perimeter New R= 0.47 Hydraulic radius Z Actual= 1.93 Must be greater than z required=> 1.95 Resize New V= 5.80 fps Minimum Design Geometry Liner: North American Green,S150 1.75 LB/SF> 1.74 LB/SF Okay Top Width=8 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.75 ft 1 Bottom Width(B)=2 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 2.00 0.75 8 3:1 North American Green, S150 "RED IS USER INPUT LATEST REVISION: 11/24/2020 12:12 PM DITCH NAME ••���� PROJECT NAME TDD 119A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 119A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 9.70 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 18.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1539 LF Slope= 0.020 (ft/ft) Highest Elevation= 307 Z Required= 2.66 Ratio Lowest Elevation= 276 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.26 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 4.00 SF New P= 7.32 Wetted perimeter New R= 0.55 Hydraulic radius Z Actual= 2.67 Must be greater than z required=> 2.66 Okay New V= 4.71 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.26 LB/SF Okay Top Width=10 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 1.00 1.00 10 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:52 AM DITCH NAME ••���� PROJECT NAME TDD 119B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 119B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 4.04 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 7.8 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 650 LF Slope= 0.043 (ft/ft) Highest Elevation= 304 Z Required= 0.76 Ratio Lowest Elevation= 276 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 1.80 ft 21.6 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.34 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.65 SF New P= 4.96 Wetted perimeter New R= 0.33 Hydraulic radius Z Actual= 0.79 Must be greater than z required=> 0.76 Okay New V= 4.95 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.35 LB/SF Okay Top Width=7.8 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=1.8 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.80 0.50 7.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 9:55 AM DITCH NAME •���1. PROJECT NAME • TDD 119C • • a Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 119C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.78 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 1.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 300 LF Slope = 0.053 (ft/ft) Highest Elevation= 292 Z Required= 0.13 Ratio Lowest Elevation= 276 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width (B)= 0.00 ft 0.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.66 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.75 SF New P= 3.16 Wetted perimeter New R= 0.24 Hydraulic radius Z Actual= 0.29 Must be greater than z required=> 0.13 Okay New V= 4.39 fps Minimum Design Geometry Liner: North American Green,S150 1.75 LB/SF> 1.67 LB/SF Okay Top Width=6 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.00 0.50 6 3:1 North American Green, S150 "RED IS USER INPUT LATEST REVISION: 11/24/2020 12:21 PM DITCH NAME •••1110db --ip PROJECT NAME TDD 120A • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 120A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 8.29 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 5.73 (in/hr) Flow(Q10)= 19.0 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 736 LF Slope= 0.033 (ft/ft) Highest Elevation= 271 Z Required= 2.12 Ratio Lowest Elevation= 247 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.70 ft 8.4 in Bottom Width(B)= 3.00 ft 36.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.42 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 3.57 SF New P= 7.43 Wetted perimeter New R= 0.48 Hydraulic radius Z Actual= 2.19 Must be greater than z required=> 2.12 Okay New V= 5.50 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.43 LB/SF Okay Top Width=10.2 ft Min. Ditch Depth=1.2 ft 3 Flow Depth(Y)=0.7 ft 1 Bottom Width(B)=3 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.20 3.00 0.70 10.2 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 10:02 AM DITCH NAME ••It*a• PROJECT NAME • TDD 120B • • • Gaston Solar CALCULATED BY TI M MO N S GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 120B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.17 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 5.73 (in/hr) Flow(Q1o)= 2.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 240 LF Slope = 0.075 (ft/ft) Highest Elevation= 266 Z Required= 0.20 Ratio Lowest Elevation= 248 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.45 ft 5.4 in Bottom Width (B)= 0.00 ft 0.0 in Freeboard= 0.55 ft 6.6 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 2.11 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required NewA= 0.61 SF New P= 2.85 Wetted perimeter New R= 0.21 Hydraulic radius Z Actual= 0.22 Must be greater than z required=> 0.20 Okay New V= 4.86 fps Minimum Design Geometry Liner: North American Green,C125 2.25 LB/SF>2.11 LB/SF Okay Top Width=6 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.45 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.00 0.45 6 3:1 North American Green, C125 "RED IS USER INPUT LATEST REVISION: 11/24/2020 12:32 PM DITCH NAME ••���� PROJECT NAME TDD 121A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 121A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 4.06 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 7.8 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 346 LF Slope= 0.049 (ft/ft) Highest Elevation= 261 Z Required= 0.71 Ratio Lowest Elevation= 244 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 1.80 ft 21.6 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.53 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.65 SF New P= 4.96 Wetted perimeter New R= 0.33 Hydraulic radius Z Actual= 0.79 Must be greater than z required=> 0.71 Okay New V= 5.28 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.54 LB/SF Okay Top Width=7.8 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=1.8 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 1.80 0.50 7.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 10:05 AM DITCH NAME ••���� PROJECT NAME TDD 121B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 121B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 4.24 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 8.2 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 1145 LF Slope= 0.066 (ft/ft) Highest Elevation= 319 Z Required= 0.64 Ratio Lowest Elevation= 244 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.40 ft 4.8 in Bottom Width(B)= 2.50 ft 30.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.63 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.48 SF New P= 5.03 Wetted perimeter New R= 0.29 Hydraulic radius Z Actual= 0.65 Must be greater than z required=> 0.64 Okay New V= 5.62 fps Minimum Design Geometry Liner: North American Green,S150 1.75 LB/SF>1.64 LB/SF Okay Top Width=7.9 ft Min. Ditch Depth=0.9 ft 3 Flow Depth(Y)=0.4 ft 1 Bottom Width(B)=2.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.90 2.50 0.40 7.9 3:1 11 North American Green,S150 *RED IS USER INPUT LATEST REVISION:8/11/2020 10:08 AM DITCH NAME �•••46 PROJECT NAME • • TDD 121C • • l Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 121C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.48 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 0.9 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 230 LF Slope = 0.028 (ft/ft) Highest Elevation= 255.5 Z Required= 0.11 Ratio Lowest Elevation= 249 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.40 ft 4.8 in Bottom Width (B)= 0.00 ft 0.0 in Freeboard= 0.60 ft 7.2 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.71 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.48 SF New P= 2.53 Wetted perimeter New R= 0.19 Hydraulic radius Z Actual= 0.16 Must be greater than z required=> 0.11 Okay New V= 2.76 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.71 LB/SF Okay Top Width=6 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.4 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.00 0.40 6 3:1 Ditch Liner North American Green, S75 "RED IS USER INPUT LATEST REVISION: 11/24/2020 12:42 PM DITCH NAME •••1110db --ip PROJECT NAME TDD 122A • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 122A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.22 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 7.16 (in/hr) Flow(Q10)= 0.6 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 230 LF Slope= 0.061 (ft/ft) Highest Elevation= 320 Z Required= 0.05 Ratio Lowest Elevation= 306 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.30 ft 3.6 in Bottom Width(B)= 0.00 ft 0.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.14 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.27 SF New P= 1.90 Wetted perimeter New R= 0.14 Hydraulic radius Z Actual= 0.07 Must be greater than z required=> 0.05 Okay New V= 3.34 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.14 LB/SF Okay Top Width=4.8 ft Min. Ditch Depth=0.8 ft 3 Flow Depth(Y)=0.3 ft 1 Bottom Width(B)=0 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.80 0.00 0.30 4.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 10:14 AM DITCH NAME •• *fp PROJECT NAME TDD 122B • ip W Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 122B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.61 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 7.16 (in/hr) Flow(Q10)= 1.7 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 246 LF Slope= 0.045 (ft/ft) Highest Elevation= 317 Z Required= 0.17 Ratio Lowest Elevation= 306 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.30 ft 3.6 in Bottom Width(B)= 1.00 ft 12.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.84 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.57 SF New P= 2.90 Wetted perimeter New R= 0.20 Hydraulic radius Z Actual= 0.19 Must be greater than z required=> 0.17 Okay New V= 3.55 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.84 LB/SF Okay Top Width=5.8 ft Min. Ditch Depth=0.8 ft 3 Flow Depth(Y)=0.3 ft 1 Bottom Width(B)=1 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.80 1.00 0.30 5.8 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/11/2020 10:15 AM DITCH NAME ••���� PROJECT NAME TDD 123A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 123A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 0.26 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 0.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 145.5 LF Slope= 0.048 (ft/ft) Highest Elevation= 321 Z Required= 0.05 Ratio Lowest Elevation= 314 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.25 ft 3.0 in Bottom Width(B)= 0.25 ft 3.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.75 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.25 SF New P= 1.83 Wetted perimeter New R= 0.14 Hydraulic radius Z Actual= 0.07 Must be greater than z required=> 0.05 Okay New V= 2.89 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.76 LB/SF Okay Top Width=4.75 ft Min. Ditch Depth=0.75 ft 3 Flow Depth(Y)=0.25 ft 1 Bottom Width(B)=0.25 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 0.75 0.25 0.25 4.75 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:48 PM DITCH NAME ••���� PROJECT NAME TDD 124A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 124A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 7.53 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 14.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 605 LF Slope= 0.041 (ft/ft) Highest Elevation= 300 Z Required= 1.44 Ratio Lowest Elevation= 275 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.75 ft 9.0 in Bottom Width(B)= 1.50 ft 18.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.93 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 2.81 SF New P= 6.24 Wetted perimeter New R= 0.45 Hydraulic radius Z Actual= 1.65 Must be greater than z required=> 1.44 Okay New V= 5.93 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF>1.94 LB/SF Okay Top Width=9 ft Min. Ditch Depth=1.25 ft 3 Flow Depth(Y)=0.75 ft 1 Bottom Width(B)=1.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.25 1.50 0.75 9 3:1 North American Green,SC150 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:42 PM DITCH NAME ••���� PROJECT NAME TDD 124B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 124B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 1.26 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 2.4 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 383 LF Slope= 0.037 (ft/ft) Highest Elevation= 289 Z Required= 0.26 Ratio Lowest Elevation= 275 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.50 ft 6.0 in Bottom Width(B)= 0.25 ft 3.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.14 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 0.88 SF New P= 3.41 Wetted perimeter New R= 0.26 Hydraulic radius Z Actual= 0.35 Must be greater than z required=> 0.26 Okay New V= 3.83 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.15 LB/SF Okay Top Width=6.25 ft Min. Ditch Depth=1 ft 3 Flow Depth(Y)=0.5 ft 1 Bottom Width(B)=0.25 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 0.25 0.50 6.25 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:44 PM DITCH NAME ••o•. PROJECT NAME TDD 124C • 0 Oak Solar CALCULATED BY TIMMONS GROUP PROJECT NUMBER Jacob Dooley ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 124C This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired). (Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 4.95 (Acres) Coef. (C)= 0.40 (Dimensionless) Inte. (I)= 4.83 (in/hr) Flow(Q1o)= 9.6 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 285 LF Slope = 0.070 (ft/ft) Highest Elevation= 295 Z Required= 0.73 Ratio Lowest Elevation= 275 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 0.45 ft 5.4 in Bottom Width (B)= 2.50 ft 30.0 in Freeboard= 0.55 ft 6.6 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.97 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9"THK) 2.00 S150 1.75 Class B(8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 1.73 SF New P= 5.35 Wetted perimeter New R= 0.32 Hydraulic radius Z Actual= 0.82 Must be greater than z required=> 0.73 Okay NewV= 6.21 fps Minimum Design Geometry Liner: North American Green,SC150 2.10 LB/SF> 1.98 LB/SF Okay Top Width=8.5 ft Min. Ditch Depth= 1 ft 3 Flow Depth(Y)=0.45 ft 1 Bottom Width(B)=2.5 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.00 2.50 0.45 8.5 3:1 North American Green, SC150 I "RED IS USER INPUT LATEST REVISION: 11/24/2020 1:13 PM DITCH NAME ••���� PROJECT NAME TDD 125A • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 125A This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 9.36 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 18.1 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 737 LF Slope= 0.014 (ft/ft) Highest Elevation= 304 Z Required= 3.13 Ratio Lowest Elevation= 294 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 1.60 ft 19.2 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 0.85 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 4.60 SF New P= 7.92 Wetted perimeter New R= 0.58 Hydraulic radius Z Actual= 3.20 Must be greater than z required=> 3.13 Okay New V= 4.03 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>0.85 LB/SF Okay Top Width=10.6 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=1.6 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 1.60 1.00 10.6 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:36 PM DITCH NAME ••���� PROJECT NAME TDD 125B • i Gaston Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Alex May ENGINEERING I DESIGN I TECHNOLOGY 46306 Drainage Ditch Design (Velocity Constraint) TEMPORARY DIVERSION DITCH: TDD 125B This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03 for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be correct;select appropriate lining based on tractive force) Watershed Data Area(A)= 9.06 (Acres) Coef.(C)= 0.40 (Dimensionless) Inte.(I)= 4.83 (in/hr) Flow(Q10)= 17.5 (cfs) Known Quantities Line channel with: 6 "rip-rap (Assume 6"even if using grass) Manning n= 0.030 (Dimensionless) Ditch Length= 435 LF Slope= 0.016 (ft/ft) Highest Elevation= 301 Z Required= 2.78 Ratio Lowest Elevation= 294 Side Slope(M)= 3 :1 Variable Quantities(Ditch Width&Depth) Flow Depth(Y)= 1.00 ft 12.0 in Bottom Width(B)= 1.25 ft 15.0 in Freeboard= 0.50 ft 6.0 in Compute Tractive Force T=YxDxS Y=Weight of water(62.4 LB/CUFT) T= 1.00 LB/SF D=Depth of flow in channel(ft) S=Slope of channel(ft/ft) General Lining LB/SF North American Jute Net 0.45 Green Lining LB/SF Curled Mat 1.55 S75 1.55 Class A(4"@9'THK) 2.00 S150 1.75 Class B(8"@18'THK) 3.50 SC150 2.10 Class I(12"@22'THK) 5.00 C125 2.25 Class II(18"@30'THK) 7.50 P300 8.00 Determine If Z Actual Is Greater Than Z Required New A= 4.25 SF New P= 7.57 Wetted perimeter New R= 0.56 Hydraulic radius Z Actual= 2.89 Must be greater than z required=> 2.78 Okay New V= 4.29 fps Minimum Design Geometry Liner: North American Green,S75 1.55 LB/SF>1.01 LB/SF Okay Top Width=10.25 ft Min. Ditch Depth=1.5 ft 3 Flow Depth(Y)=1 ft 1 Bottom Width(B)=1.25 ft Ditch Geometry Min. Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope 1.50 1.25 1.00 10.25 3:1 11 North American Green,S75 *RED IS USER INPUT LATEST REVISION:8/10/2020 3:37 PM *• WO.! PROJE• • . • C CALCULATED BY T I M M O N S GROUP PROJECT Jacob Dooley Pipe Outlet Protection (NYDOT Method) Structure Name: Pipe 1 Pipe Diameter= 24 in From Fig. 8.06.c: ZONE = 9 Pipe Slope = 0.0171 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity Flowing Full = 9.44 fps Apron Thickness = 18 in Apron Length = 12.0 ft Apron Width = 3xDia.= 6.0 ft �•�•�•�•�•�•�• •••••••••••••• • From Fig. 8.06.e: P •••••••••••••� • •••••••••••••• •••••••••••••• Length Structure Name: Pipe 2 Pipe Diameter= 24 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.0143 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity Flowing Full = 8.63 fps Apron Thickness = 18 in Apron Length = 12.0 ft Apron Width = 3xDia.= 6.0 ft •••••••••••••• •••••••••••••• •.•.•.•.•.•.•. From Fig. 8.06.e: P •••••••••••••• • •••••••••••••• •••••••••••••• Length LATEST REVISION: 11/24/2020 7:07 PM Structure Name: Pipe 3 Pipe Diameter= 24 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.0143 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity Flowing Full = 8.63 fps Apron Thickness = 18 in Apron Length = 12.0 ft Apron Width = 3xDia.= 6.0 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length Structure Name: Pipe 4 Pipe Diameter= 15 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.0171 ft/ft Mannings n = 0.013 Rip Rap Class = A Velocity Flowing Full = 6.90 fps Apron Thickness = 12 in Apron Length = 5.0 ft Apron Width = 3xDia.= 3.8 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length Structure Name: Pipe 5 Pipe Diameter= 18 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.0174 ft/ft Mannings n = 0.013 Rip Rap Class = A Velocity Flowing Full = 7.86 fps Apron Thickness = 12 in Apron Length = 6.0 ft Apron Width = 3xDia.= 4.5 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length LATEST REVISION: 11/24/2020 7:07 PM Structure Name: Pipe 6 Pipe Diameter= 12 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.03 ft/ft Mannings n = 0.013 Rip Rap Class = A Velocity Flowing Full = 7.88 fps Apron Thickness = 12 in Apron Length = 4.0 ft Apron Width = 3xDia.= 3.0 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length Structure Name: Pipe 7 Pipe Diameter= 15 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.04 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity Flowing Full = 10.56 fps Apron Thickness = 18 in Apron Length = 7.5 ft Apron Width = 3xDia.= 3.8 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length Structure Name: Pipe 8 Pipe Diameter= 12 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.0457 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity Flowing Full = 9.72 fps Apron Thickness = 18 in Apron Length = 6.0 ft Apron Width = 3xDia.= 3.0 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length Structure Name: Pipe 9 LATEST REVISION: 11/24/2020 7:07 PM Pipe Diameter= 12 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.0344 ft/ft Mannings n = 0.013 Rip Rap Class = A Velocity Flowing Full = 8.44 fps Apron Thickness = 12 in Apron Length = 4.0 ft Apron Width = 3xDia.= 3.0 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length Structure Name: Pipe 10 Pipe Diameter= 12 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.0743 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity Flowing Full = 12.40 fps Apron Thickness = 18 in Apron Length = 6.0 ft Apron Width = 3xDia.= 3.0 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length Structure Name: Pipe 11 Pipe Diameter= 12 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.0222 ft/ft Mannings n = 0.013 Rip Rap Class = A Velocity Flowing Full = 6.78 fps Apron Thickness = 12 in Apron Length = 4.0 ft Apron Width = 3xDia.= 3.0 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length LATEST REVISION: 11/24/2020 7:07 PM Oak Solar—Phase A Northampton County, NC Project Number: 46306.001 3) Storm Drainage Calculations Future Culvert Calculations Future Culvert Outlet Protection Calculations Q•UF i • 3 I www.timmons.com TIMMONS GROUP Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday, Dec 23 2020 FUTURE CULVERT #1 Invert Elev Dn (ft) = 292.50 Calculations Pipe Length (ft) = 50.00 Qmin (cfs) = 86.94 Slope (%) = 1.00 Qmax (cfs) = 86.94 Invert Elev Up (ft) = 293.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 54.0 Shape = Circular Highlighted Span (in) = 54.0 Qtotal (cfs) = 86.94 No. Barrels = 1 Qpipe (cfs) = 86.94 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.35 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.57 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 296.12 HGL Up (ft) = 295.74 Embankment Hw Elev (ft) = 297.15 Top Elevation (ft) = 299.00 Hw/D (ft) = 0.92 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 30.00 Elev my FUTURE CULVERT Y9 Hw Depth 00 309..09 ... 7.011 299.00 6.00 • 299.00 5.00 297.00 , 4.00 29E00 _ .. ._ _ _ 3.00 295.00 I.00 294.00 1.00 293.00 - = 0.00 292.00 -1.00 291.0D -200 D 5 10 15 29 25 30 35 40 45 50 55 60 65 70 Cnrc�er CiI rt HGL Embank Reach 1R1 Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday, Dec 23 2020 FUTURE CULVERT #2 Invert Elev Dn (ft) = 277.20 Calculations Pipe Length (ft) = 50.00 Qmin (cfs) = 312.36 Slope (%) = 0.60 Qmax (cfs) = 312.36 Invert Elev Up (ft) = 277.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 54.0 Shape = Circular Highlighted Span (in) = 54.0 Qtotal (cfs) = 312.36 No. Barrels = 3 Qpipe (cfs) = 312.36 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.35 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 9.25 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 280.95 HGL Up (ft) = 280.50 Embankment Hw Elev (ft) = 282.24 Top Elevation (ft) = 283.50 Hw/D (ft) = 1.05 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 30.00 ei inr FUTURE CULVERT 82 Firr Depth{R1 23410 8.50 283.00 5.60 irietcano-a IMMililli 282.00 J 4.50 281.00 -- -3.50 280.00 2.50 27500 1.50 278.00 0.50 eil277.00 •a.so 1 27E00 -1.50 0 5 10 15 20 25 30 35 40 45 50 55 50 65 70 Cdruaer CiI 1 HGL Embank Reach R1 Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday, Dec 23 2020 FUTURE CULVERT #3 Invert Elev Dn (ft) = 284.00 Calculations Pipe Length (ft) = 50.00 Qmin (cfs) = 31.85 Slope (%) = 1.00 Qmax (cfs) = 31.85 Invert Elev Up (ft) = 284.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 36.0 Shape = Circular Highlighted Span (in) = 36.0 Qtotal (cfs) = 31.85 No. Barrels = 1 Qpipe (cfs) = 31.85 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.22 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.06 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 286.41 HGL Up (ft) = 286.33 Embankment Hw Elev (ft) = 287.29 Top Elevation (ft) = 290.00 Hw/D (ft) = 0.93 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 30.00 ei inr FUTURE CULVERT 83 Hw Depth(80 291.09 1 8.50 296.00 /// 5.80 289.00 J 4.50 288.00 f - 5.50 Wet ConCd 287.00 2.50 28600 1.50 28600 0.50 moo .0.50 283.00 -1-50 9 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Cdruaer CiI 1 HGL Embank Reach R1 Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday, Dec 23 2020 FUTURE CULVERT #4 Invert Elev Dn (ft) = 256.75 Calculations Pipe Length (ft) = 50.00 Qmin (cfs) = 86.41 Slope (%) = 1.00 Qmax (cfs) = 86.41 Invert Elev Up (ft) = 257.25 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 42.0 Shape = Circular Highlighted Span (in) = 42.0 Qtotal (cfs) = 86.41 No. Barrels = 2 Qpipe (cfs) = 86.41 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.28 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.36 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 259.52 HGL Up (ft) = 259.31 Embankment Hw Elev (ft) = 260.33 Top Elevation (ft) = 262.00 Hw/D (ft) = 0.88 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 30.00 el inr FUTURE CULVERT if4 Hw Depth(N 25300 ... .. 5.76 262.00 4.75 261.00 3.78 260.00 • 2.76 259.00 1.75 255.00 0.75 267.00 -025 266.00 1 -126 26E00 -226 0 6 10 15 20 26 30 35 40 45 50 55 60 65 70 Cdruaer CiI 1 HGL Embank Reach 1Rt Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday, Dec 23 2020 FUTURE CULVERT #5 Invert Elev Dn (ft) = 228.50 Calculations Pipe Length (ft) = 50.00 Qmin (cfs) = 429.29 Slope (%) = 1.00 Qmax (cfs) = 429.29 Invert Elev Up (ft) = 229.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 72.0 Shape = Circular Highlighted Span (in) = 72.0 Qtotal (cfs) = 429.29 No. Barrels = 2 Qpipe (cfs) = 429.29 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 8.52 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 10.66 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 233.50 HGL Up (ft) = 233.02 Embankment Hw Elev (ft) = 235.32 Top Elevation (ft) = 240.00 Hw/D (ft) = 1.05 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 30.00 ei inr FUTURE CULVERT 85 Hw Depth 131 242.no 18.00 241100 MOO 239.00 9.00 236,00 - 2.00 Iriletcontra 234.00 5.00 232.00 3.00 230.00 1.00 226.00 - .. -1.50 226..00 -3.00 9 5 10 15 20 25 50 35 40 45 SO 55 60 65 70 Cdruaer CiI 1 HGL Embank Reach 1R1 *• *Oi PROJECT NAME • f * Oak Solar CALCULATED BY T I M M O N S GROUP PROJECT NUMBER Jacob Dooley 46306 Pipe Outlet Protection (NYDOT Method) Structure Name: FUTURE CULVERT#1 Pipe Diameter= 54 in From Fig. 8.06.c: ZONE = 9 Pipe Slope = 0.01 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity 10-YEAR= 6.35 fps Apron Thickness = 18 in Apron Length = 27.0 ft Apron Width = 3xDia.= 13.5 ft �•�•�•�•�•�•�• •••••••••••••• • From Fig. 8.06.e: P •••••••••••••� • •••••••••••••• •••••••••••••• Length Structure Name: FUTURE CULVERT#2 Pipe Diameter= 67.5 in (3) 54" From Fig. 8.06.c: ZONE = Pipe Slope = 0.006 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity 10-YEAR= 7.35 fps Apron Thickness = 18 in Apron Length = 33.8 ft Apron Width = 3xDia.= 16.9 ft •••••••••••••• •••••••••••••• •.•.•.•.•.•.•. From Fig. 8.06.e: P •••••••••••••• • •••••••••••••• •••••••••••••• Length LATEST REVISION: 1/6/2021 11:33 AM Pipe Diameter= 36 in From Fig. 8.06.c: ZONE = Pipe Slope = 0.01 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity 10-YEAR= 5.22 fps Apron Thickness = 18 in Apron Length = 18.0 ft Apron Width = 3xDia.= 9.0 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length Structure Name: FUTURE CULVERT#4 Pipe Diameter= 52.5 in (2)42" From Fig. 8.06.c: ZONE = Pipe Slope = 0.01 ft/ft Mannings n = 0.013 Rip Rap Class = B Velocity 10-YEAR= 5.28 fps Apron Thickness = 18 in Apron Length = 26.3 ft Apron Width = 3xDia.= 13.1 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length • \ 11 Pipe Diameter= 90 in (2)72" From Fig. 8.06.c: ZONE = Pipe Slope = 0.01 ft/ft Mannings n = 0.013 Rip Rap Class = 1 Velocity 10-YEAR= 8.52 fps Apron Thickness = 24 in Apron Length = 60.0 ft Apron Width = 3xDia.= 22.5 ft 0000000 From Fig. 8.06.e: P •••••••••••••• Length LATEST REVISION: 1/6/2021 11:33 AM Oak Solar—Phase A Northampton County, NC Project Number: 46306.001 4) Maps NOAA Rainfall Data USGS Map FEMA FIRM Maps NRCS Soil Survey Map NC Surface Water Classification Q•UF i • 4 1 www.timmons.com TIMMONS GROUP NOAA Atlas 14,Volume 2,Version 3 Location name:Gaston, North Carolina, USA* ''''°`° Latitude:36.5362°, Longitude: -77.7622°• IV nun um Elevation:300.47 ft** " *source:ESRI Maps'Pan ° *"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/hour)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 4.72 5.50 6.32 7.16 8.06 8.81 9.49 10.2 10.9 11.6 (4.18-5.34) (4.86-6.20) (5.59-7.15) (6.31-8.09) (7.08-9.10) (7.69-9.91) (8.24-10.7) (8.77-11.4) (9.40-12.3) (9.92-13.1) 10-min 3.76 4.40 5.07 5.73 6.43 7.01 7.54 8.05 8.65 9.17 (3.34-4.27) (3.89-4.96) (4.48-5.72) (5.05-6.47) (5.64-7.25) (6.13-7.89) (6.55-8.48) (6.95-9.06) (7.43-9.75) (7.81-10.3) 15-min 3.14 3.68 4.27 4.83 5.43 5.92 6.35 6.76 7.26 7.67 (2.78-3.56) (3.26-4.16) (3.78-4.83) (4.26-5.45) (4.77-6.12) (5.17-6.66) (5.52-7.15) (5.85-7.62) (6.24-8.18) (6.54-8.64) 30-min 2.15 2.54 3.04 3.50 4.02 4.46 4.87 5.27 5.78 6.21 (1.90-2.44) (2.25-2.87) (2.68-3.43) (3.09-3.95) (3.53-4.54) (3.89-5.02) (4.23-5.47) (4.55-5.93) (4.96-6.51) (5.29-7.00) 60-min 1.34 1.60 1.95 2.28 2.68 3.02 3.35 3.69 4.14 4.53 (1.19-1.52) (1.41-1.80) (1.72-2.20) (2.01-2.57) (2.35-3.02) (2.64-3.40) (2.91-3.77) (3.19-4.16) (3.56-4.67) (3.86-5.11) 2-hr 0.783 0.934 1.15 1.37 1.64 1.88 2.12 2.37 2.72 3.03 (0.685-0.898) (0.817-1.07) (1.00-1.32) (1.19-1.56) (1.42-1.86) (1.62-2.13) (1.82-2.40) (2.02-2.69) (2.30-3.09) (2.54-3.45) 3-hr 0.556 0.663 0.821 0.979 1.18 1.37 1.55 1.76 2.04 2.30 (0.484-0.641) (0.578-0.763) (0.714-0.944) (0.849-1.12) (1.02-1.35) (1.17-1.56) (1.33-1.78) (1.49-2.00) (1.71-2.33) (1.91-2.63) 6-hr 0.335 0.398 0.493 0.590 0.716 0.831 0.951 1.08 1.27 1.44 (0.292-0.386) (0.348-0.458) (0.430-0.565) (0.513-0.675) (0.619-0.816) (0.714-0.945) (0.810-1.08) (0.914-1.23) (1.06-1.43) (1.19-1.63) 12-hr 0.197 0.235 0.292 0.351 0.430 0.503 0.580 0.665 0.788 0.902 (0.174-0.224) (0.208-0.267) (0.258-0.331) (0.309-0.397) (0.376-0.484) (0.436-0.564) (0.499-0.649) (0.566-0.743) (0.660-0.879) (0.745-1.00) 24-hr 0.115 0.139 0.179 0.212 0.261 0.303 0.349 0.399 0.473 0.536 (0.104-0.127) (0.127-0.154) (0.162-0.198) (0.192-0.234) (0.234-0.287) (0.270-0.333) (0.308-0.383) (0.349-0.438) (0.408-0.521) (0.457-0.593) 2-day 0.067 0.080 0.103 0.121 0.148 0.171 0.195 0.222 0.262 0.295 (0.061-0.074) (0.073-0.089) (0.093-0.113) (0.110-0.134) (0.133-0.163) (0.153-0.188) (0.173-0.215) (0.195-0.245) (0.227-0.290) (0.253-0.328) 3-day 0.047 0.057 0.072 0.085 0.104 0.119 0.136 0.154 0.180 0.203 (0.043-0.052) (0.053-0.063) (0.066-0.079) (0.078-0.093) (0.094-0.113) (0.108-0.130) (0.122-0.148) (0.137-0.169) (0.158-0.199) (0.176-0.224) 4-day 0.038 0.045 0.057 0.067 0.081 0.093 0.106 0.120 0.140 0.156 (0.035-0.041) (0.042-0.049) (0.053-0.062) (0.062-0.073) (0.075-0.088) (0.085-0.101) (0.096-0.115) (0.108-0.130) (0.124-0.153) (0.137-0.172) 7-day 0.025 0.030 0.038 0.044 0.053 0.060 0.067 0.076 0.087 0.097 (0.023-0.027) (0.028-0.033) (0.035-0.041) (0.041-0.048) (0.048-0.057) (0.055-0.065) (0.061-0.073) (0.068-0.082) (0.078-0.095) (0.085-0.106) 10-day 0.020 0.024 0.030 0.034 0.040 0.046 0.051 0.057 0.065 0.071 (0.019-0.022) (0.022-0.026) (0.028-0.032) (0.032-0.037) (0.037-0.044) (0.042-0.049) (0.047-0.055) (0.051-0.061) (0.058-0.070) (0.063-0.078) 20-day 0.014 0.016 0.020 0.022 0.026 0.029 0.032 0.036 0.040 0.044 (0.013-0.015) (0.015-0.017) (0.018-0.021) (0.021-0.024) (0.024-0.028) (0.027-0.031) (0.030-0.035) (0.033-0.039) (0.036-0.044) (0.039-0.048) 30-day 0.011 0.013 0.016 0.018 0.021 0.023 0.025 0.027 0.030 0.032 (0.011-0.012) (0.013-0.014) (0.015-0.017) (0.017-0.019) (0.019-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.029) (0.027-0.032) (0.029-0.035) 45-day 0.009 0.011 0.013 0.015 0.017 0.018 0.020 0.021 0.023 0.025 (0.009-0.010) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.020-0.023) (0.022-0.025) (0.023-0.027) 60-day 0.008 0.010 0.012 0.013 0.014 0.016 0.017 0.018 0.020 0.021 (0.008-0.009) (0.009-0.011) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022) 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 PDS-based intensity-duration-frequency (IDF) curves Latitude: 36.5362', Longitude: -77.7622' 100.000 i i i i i i I i i —r i i'T i i Average recurrence interval 10.000 ;years} '1 1-000 — -- ------- -- — 8 cm — 10 +,, 0-100 ..,. - — 60 ro. • — 100 ' — 200 a 0-010 -----.----.- --- - -•-� — 500 — 1000 0.001 . 1, e c c c e 1- 1- 1- 1-rr rr >, >,>, 3, >, >, >, >,>, t t t t t r0 r0 r r0 rV rq r4 r0 rq 4 ETt NJI" N N g 4 O N O C. Q u'S O ' V1 R'l O ■i ri 1-1 N rn Le, Duration 100-000 L 10.000 k Duration .c 1-000 — .6-min — 2-day --' "lrlIII"IrlIrlr1_. ''——'----•+--:----.. - — 16-min — 3-day 15-min — 4-day 0 0.100 — 30-min — 7-day co ,� — 8D-mm — 10-Jay — 2-hr — 20-Jay O. 0-010 ---- - 3-hr - 30-day — 6-hr — 45-day — 12-hr — 50-day 0-001 - 24-tr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Aug 4 17:17:10 2020 Back to Top Maps & aerials Small scale terrain •• . . - •- rmIlb - L • . . • •. .• Large scale terrain ..P .:_PINIPIMmIWichrnond '1 '7.• • .41 tr • Lynchburg • R oanokIIJ Norfolk 0 • Durham u Rocky Mont 1— SCOPCI. • Raleigh .• • 0 L 100km Greenville 1 Large scale map • Ri avind tcynchburg "'Roanoke Norfolk Beach. Greensboro .Ddrham Mcunt jakeig • 9reenvNile 100km • Large scale aerial • • Richmcnd' Lynchburg Roanoke • • Norfolk Virginia * Beach • • Durham+ .. 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R.J1QFJB/_ / ILF11-UWLFDOMNAR I-01-1 aNLFa11-DMCJR/ /� LU III yVR;1-4+�h��F Syr Available products may include previously issued Letters of Map Change,a Flood Insurance Study Report, �::VA��f�'r and/or digital versions of this map.Many of these products can be ordered or obtained directly from the website. �� )VVL� �' VVK RJ ,(JQJ WI7RJ L 'U�W IWLW VSJ L FMK ,'�. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well 1 `'�+l as the current FIRM Index.These may be ordered directly from the Flood Map Service Center at the number C AI i w��f hii CL �. c;., a.XDD/VRJ� listed above. A I ��'` �." .. — �I�II�IIII T 11 For community and countywide map dates, refer to the Flood Insurance Study Report for this jurisdiction. 0 250 500 1,000 1,500 2,000 fE3PU 'll'lll QI II 0 30[ i-UD JG .)HDJ Feet (, R ILOCO 1314IFFHO FRiLVVI<DHJ[)H To determine if flood insurance is available in this community,contact your Insurance agent or call the National — — Meters '~: G-8W TIJCZWK1=JD>_CDH Flood Insurance Program at 1-800-638-6620. DJ HD/CRCO HPO H 0 50 100 200 300 400Cril Basemap information shown on this FIRM was provided in digital format by USDA, Farm Service Agency(FSA). i * L This information was derived from NAIP,dated April 11,2018. ~{ ,e. ,,. bN (10:F-) .1G 4;i3- This map was exported from FEMA's National Flood Hazard Layer(NFHL)on 8/13/2020 3:03 PM and does 0 gill D��pF not reflect changes or amendments subsequent to this date and time.The NFHL and effective information may S�17< WCI X F ` El-HIV/HI 4R21- change or become superseded by new data over time. 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