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HomeMy WebLinkAboutSUB201500159 Plan - Approved Road Plan and Comps. 2016-07-28lwwtv-l��� OWNER: WINTERGREEN FARM LLC CIO RIVERBEND DEVELOPMENT INC 455 SECOND ST SE, SUITE 400 CHARLOTTESVILLE, VA 22902 DEVELOPER. RIVERBEND DEVELOPMENT COMPANY J21 E MAIN S, SUITE 201 CHARLOTTTSWLLE, VA 22902 ATTN: ALAN TAYLOR ENGINEER. COLLINS ENGINEERING 200 GARRETT ST, SUITE K CHARLOT7ESV`LLE, VA 22902 (434)293-3719 PRE -APPLICATION CONFERENCE. FEBRUARY 24, 2014 TAX MAP NO.: 07600-00-00-049BO DB 3J10 PG 743 65.90 ACRES 07600-00-00-049CO DB JJ10 PG 743 5.45 A CRES 07600-00-00-051CO DB J310 PG 74J 5. 1 0 ACRES TOTAL PROJECT AREA: 7Z1J ACRES TOTAL TMP CURRENT AC. (+) AC. (-) A C. =FINAL AC. 76-49B 65.90 A C + 0.59 - 0.00 =66.49 AC, 76-49C 5.45 A 0 + 1.15 - 0. 5J = 6.07 AC. 76-51C 5.10 AC + 0.00 - 0.53 = 4.57 AC. =7Z13 AC. A BLA HAS BEEN RECORDED, WHICH ADDED 0.59 ACRES TO IMP 76-49B FROM IMP 89-73D. A BLA HAS BEEN RECORDED, WHICH ADDED 1.15 ACRES TO TMP 76-49C FROM TtvfP 76-51B. A BLA HAS BEEN RECORDED, WHICH ADDED 0.5J ACRES FROM TWP 76-49C AND 0.53 ACRES FROM IMP 76-51C (1.06 ACRES TOTAL) TO TMP 76-518. ZONING. ENTRANCE CORRIDOR, STEEP SLOPES OVERLAY, AIRPORT IMPACT AREA, AND FLOOD HAZARD 0 VERLA Y R-1 RESIDENTIAL (ALL PARCELS) _STANDARD LEVEL CLUSTER DEVELOPMENT BEING IMPLEMENTED IN THE RURAL AREA. -BONUS LEVEL CLUSTER DEVELOPMENT DENSITY STANDARDS ARE BEING IMPLEMENTED WITHIN THE DEVELOPMENT AREA. DENSITY- RURAL AREA: 0.97 DUIAC. MAX WITH JO,000 SF MIN. LOTS NTH 100 FEET MIN, FRONTAGE DEVELOPMENT AREA: 1. 164 DUIAC. MAX WITH 20,000 SF MIN. LOTS NTH 80 FEET MIN. FR ON TA GE BONUS LEVEL CLUSTER DEVELOPMENT CALCULATIONS. STANDARD LEVEL GROSS DENSITY 0-97 DUIAC. + 57. DENSITY BONUS FOR STTEET TREES AS SPECIFIED IN SEC. 32.Z9 + 51w. DENSITY BONUS FOR MAINTENANCE OF EXIS771VG WOODED AREAS (157. PRESERVED) + 107. DENSITY BONUS FOR SERWNG ALL LOTS WITH AN INTERNAL ROAD SYSTEM = 0.97 x [1+0.201 = 1. 164 DUIAC PROPOSED DENSITY- J1.97 AC. WTHIN RURAL AREA X 0.9700 = J1 UNITS ALLOWED 44.57 AC. WTHIN DEVELOPMENT AREA X 1. 164 = 52 UNITS ALLOWED 0.59 AC. FROM BLA NTH TMP89-7JD X 0.0000 = 0 UNI IS NOTE- LOTS MAY NEED TO BE ELIMINA TED NTH FINAL PLA T77NG TO MEET MAXIMUM DENSITY REQUIREMENTS OR ADD177ONAL BONUS DENSITY MAY BE APPLIED FOR AT FINAL PLAT77NG TO ACHIEVE ADDITIONAL LOTS. OPEN SPA CE. AREA #1: 22.49 AC. A REA #5: 0. 21 A C. AREA #2.- 0. 18 AC. AREA #6: 0, 13 A C. AREA #J: O.J9 AC. AREA #7. 0.52 AC. A REA #4.- 0.12 AC. AREA #8: O.OJ AC. TOTAL OPEN SPA CE PROPOSED = 24.0 7 A C; 24.0 7 A C / 77 1 J A C = 31,2y. TOTAL OPEN SPACE REQUIRED: 7Z13 x 25.p., = 19.28 AC. OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOA. ALL OPEN SPACE SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS iN THE SUBDIVISION. TREE PRESER VA TION. 11.58 ACRES / (7Z13 AC TOTAL) =15.07. PROWDED. BUILDING HEIGHTS. MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED ,35 FEET SETBACKS. FRONT- 25' SIDE, 15' REAR. 20' SUBDIVISION STREETS. CURB & GU TIER WA TERSHED: BISCUIT RUN /MOORES CREEK WA TERSHED - THIS. LAND IS NOT WTHIN A WATER SUPPLY WATERSHED AGRICULTURALI FORESTAL DIS7RICT- NONE TOPO & SURVEY- TOPOGRAPHY IS COMPILED FROM'SURVEY BY A COMBINA 77ON OF ROUDABUSH, GALE AND ASSOCIA7ES AND LOUISA AERIAL SURVEYS INC., JANUARY 2014, BELL SURVEYS AERIAL TOPO IN 2014, AND ALBEMARLE COUNTY RECORDED SUBDIVISION PLATS. BOUNDARY INFORMA TION IS COMPILED FROM BOUNDARY DATA PROWDED BY ROUDABUSH, GALE, AND ASSOCIATES O)N JUNE 26, 2014 AND ALBEMARLE COUNTY RECORDED SUBDIVISION PLATS. � NOTE. FINAL SITE PLAN SHALL INCLUDE AN UPDATED BOUNDARY SURVEY DA TUM. NAD 83 EXIS77NG VEGETA 770N.- PAR77ALLY WOODED LIGH TING: NO LIGH77NG IS PROPOSED PHASING: SITE TO BE DEVELOPED IN A MINIMUM OF FOUR (4) PHASES FINAL PHASE LIMITS TO BE DETERMINED WITH CONS7RUCTION PLANS AND SUBDIVSION PLATTING. A LL OPEN SPA CE MUS T BE A MINIMUM OF 25Z OR GREA TER FOR EA CH PHA SE OF THE DEVELOPMENT PARKING: 2 OFF-STREET PARKING SPACES SHALL BE PROWDED ON EACH SINGLE-FAMIL Y LOT ON -STREET PARKING SHALL BE PROVIDED ON ONE SIDE OF ALL GS-SSAR ROADS. BUILDING SITES. PARCELS 1-84 MAY NOT BE FURTHER DIVFDED. A MINIMUM OF 3,948 SF BUILDING S17E AREA IS PROVIDED ON EACH LOT ONLY (1) DWELLING UNIT PER LOT SHALL BE ALLOWED. BURIAL SITES. NO CEMETERIES WERE FOUND DURING FIELD INVES77GATION OF 774E S17E. STREAM BUFFERSIFLOODPLAIN: THE STTEAM BUFFERS SHOWN HEREIN SHALL BE MANAGED IN ACCORDANCE W`7H THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. THIS 100- YEAR FLOODPLAIN LIMITS EXIST ON THE SUBJECT PARCEL, PER ON FEMA MAP NUMBERS 51003CO229D & 5100,3CO245D ADOP7ED FEBRUARY 4, 2005. THE PROPOSED DEVELOPMENT SEDIMENT BASIN OUTFALL S7RUCTURES AND SANITARY SEWER EXIST WITHIN THESE LIMITS. THE PROPERTY IS NOT W77-IIN A DAM INUNDA77ON ZONE. RETAINING WALLS, A RETAINING WALL IS PROPOSED AS PART OF SWM FACILITY A. SEE WPO PLAN FOR INFORMA 770N. MAX. WALL HEIGHT PROPOSED 15 7 5' AREAS: L 0 IS.- 4349 AC. RIGH I- OF- WA Y- 9.57 AC. OPEN SPA CE. 24.07 A C. IMPERVIOUS AREAS. SEE S WM CRI77CAL SLOPES. CRITICAL SLOPES, MANAGED STEEP SLOPES, AND PRESERVED STEEP SLOPES ARE EXIS77NG ON S17F AS SHOWN ON THE PLAN. A PORRON OF THE EXISTING CRITICAL SLOPES AND PRESERVED STEEP SLOPES SHALL BE IMPACTED FOR THE PURPOSE OF INSTALLING SANITARY SEWER INFRASTRUCTURE EXTTA CARE SHALL BE TAKEN TO LIMIT IMPACTS IN THESE AREAS TO THE MINIMUM NECESSARY TO CONSTRUCT THE SANITARY SEWER LINES, AS N07ED ON THE PLANS.. RETAINING WALL N07E- NO CANOPY OR UNDERSTORY 7REES SHALL BE PLAN7ED WTHIN 7EN (10) FEET OF 7HE BACK OF THE TOP OF THE RETAINING WALL. PA VED PA TH NO 7E.- 1,60OLF OF 10' WDE PAVED PATH WILL BE SHOWN ON (FUTURE) AMENDED ROAD PLANS FOR WN7ERGREEN FARM SUBDIWSION. ---------- a 0 0 Oilz-i i 4 iki--dA -4— 4 1 off I w I AL . 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ROAD PROFILES 3.0 ROAD PROFILES 11 DRAINAGE MAP 12 DRAINAGE PROFILES 3.3 1 DRAINAGE PROFILES 3.4 DRAINAGE PROFILES �— 3.5 DRAINAGE CALCULATIONS I :L6 I DRAINAGE CALCULATIONS 1 1/7 1 DITCH PRO'jLILES &C-ALCULATIONS I -- :L8 UTILITY PROFILES 3.9 -- UTILITY PROFILES 20 UTILITY PROFILES & DETAILS — 21 UTILITY DETAILS — 22 SUNSET AVE. EXT. IMPROVEMENTS & TRAFFIC MAINTENANCE PLAN 23 LANDSCAPING PLAN ­ 24 LANDSCAPING NOTES & DETAILS 24 TOTAL SHEETS -- - --- — i-- -----' ! i i NOTE: OFF—SITE SANITARY SEWER EXTENSION PLANS I 1 1 � (REV. DATE 3/ifi6) EXIST AS PART OF THIS ROAD PLAN SET.i I I q APPkOVP-rj by the Albervarle Gatulty Cannjuniky Development Deparifitent Date '2 "'. 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I- � o � F.� . - c � -� � I � ��f i, -� SCALE Q — ,�� 6 ,� .6 ASSHOWN ' ' , " , I SHEET NO. �� ': � 'D I K . 0 �,� 1 '�� 0 , C 1� I- \< 076R001000350 uj REDFIELDS COMMUNITY 0 ASSOCIATION INC I /O / f\� -- ---- ' �/ WEN DR i �+ i( �f v,.. \\ \ \ `\\\ //) /! O �/'� COMMUNITY GROUP NE,, SCOTT COLLINS Z T --- No. 35791 AC. PRO 'zx\ Is [it, <1 EXIST BROO20003800 TION I ONAL 0 )010 B EXISTING RfW 76 GROUP._ __l: M V 10 Lr' 10 'D 10 I U bt- KtLUkA I tIJ . ......... . LF_ -------- --- IAL: ------- r-4 t4T @0) fN m m S �R= rl� CD ZO @ @ 00 BRIAN 0 �110 5%BE R T R I " POP Y4, EXISTING ST11-1 W ®R7� 0 7 35"W z uj Q0 < (f) U (n 0 U < w u u) r>7 0 u < ul 3: C6 "D Lli ;E ! 0 U) ­_u i--- z < C6 0 u W_j c� 0 > z 0 u :e U < z 0 u W 57 5 u z 0 u uj u) z < w < < c < < 0� UJI cn < _j co < _j ca <_j uj Ln �­! > ce UJI 0- n W Lu � fle uj o- n w Lu � ry uj CL a w ui ry, V 10 Lr' 10 'D 10 I U bt- KtLUkA I tIJ . ......... . LF_ -------- --- IAL: ------- r-4 t4T @0) fN m m S �R= rl� CD ZO @ @ 00 BRIAN 0 �110 5%BE R T R I " POP Y4, EXISTING ST11-1 W ®R7� 0 7 35"W P, ILEEKER STREET SUNSET AVENUE EXTENDED GALENAS BEET HALT DESTRIAN C�t CONNECTION 0 Tangent Data 'Tangent Data P� Circular Curve Data 20'�S� /91 LE Length: E Delta: o611 105-720 Course: S 620 3447-3405 441 54'46.7445" Type: LEFT Length: 140.628 Course: S 38D 17'17,8228" E WITH REMOVABLE STEEL BOLLARDS TO PREVENT ANY VEHICLES. Length: 33-180 Tangent: 16.610 24 ACCESS EASEMENT; THE REMAINDER OF THE - Delta: 66017 '51.6433 Type: LEFT 275-000 VEHICULAR TRAFFIC OTHER THAN EMERGENCY VEH Radius: Circular Curve Data Circular Curve Data 1H 7 -- VH SCOTT R. COLLINS �Z Mid -Ord: 0.500 > External: 0.501 Delta: 37 0 3-4'39.2877" Type: RIGHT24' ACCESS EASEMENT SHALLCONTAIN GRASSY PAVERS - Radius: 200.000 W 579 Chord: -i-A.i6o Course: S 02' 25'o5.qi.85" E 350-000 No -3 REDFIELDS J X No. 35791 ........ ... 3 Length: 22TS12 Tangent: 3.17.938 Mid -Ord: External: Length: 231-423 Tangent: 130.621 Tangent Data Mid -Ord: 3.8-324 External: 19.337 2.549 38.876 X. V COIV�O'N Length: Course: S 050 52 29.2908 E go" E Chord: 218.726 Course: N 840 16':L6.8378" E 4 J, ON L 47-015 Chord: 223-528 Course: S 190 39'58-17 OPEN SPACE _OPEN SPACE',YYY L Circular Curve Data ONA .......... ...... ..... .. .... ....... .. . ... .. .... ... O'T .. .... ..... _q T ...... ..... N 0 27 LO ..... ........... ........ V: -��: �::: ­',.,'_. : -0, .. ......... Lr) Ln t.0 flo �D U.J Ln .................. �:`­FACIL IT F F fy) w: ......... . . . .......... ...... d q . ...... .... OT- ......... .... ........ (y) . ........... ... I., "j. A " ::� : :��: I � I., %.::. - ,:. .1 , I (�p .... I �_ I ..... ... F HAqF Mid -Ord: 9.163 External: 9.334 Chord: 190-570 Course: N 230 55'48.12-16" E �Tangent Data Length: th: 104,894 Course: N 3.2' 56'38.4208" E `Circular Curve Data X" Zrn Type: LEFT Radius: 350.000 ngth:-033 46 04 23-050 Mid - rd: 0.757 z 0.7S8 5r fy) N 09010' 34.1o18" E LU 0 0 0 U U Uj 0 < < m U < < < < UJ < 0 V) 0 O > L) cWn -0-,) Ce U z z wj 0 0 0 ae_ U U U z < < 57 OC fn rn LU _j < _j 0- < < 0 0� ry, re Uj LU Uj D_ Uj CL U) L>> LJ U.) U) LIJ Uj U_j C� re ry, .......... ...... ..... .. .... ....... .. . ... .. .... ... O'T .. .... ..... _q T ...... ..... N 0 27 LO ..... ........... ........ V: -��: �::: ­',.,'_. : -0, .. ......... Lr) Ln t.0 flo �D U.J Ln .................. �:`­FACIL IT F F fy) w: ......... . . . .......... ...... d q . ...... .... OT- ......... .... ........ (y) . ........... ... I., "j. A " ::� : :��: I � I., %.::. - ,:. .1 , I (�p .... I �_ I ..... ... F HAqF Mid -Ord: 9.163 External: 9.334 Chord: 190-570 Course: N 230 55'48.12-16" E �Tangent Data Length: th: 104,894 Course: N 3.2' 56'38.4208" E `Circular Curve Data X" Delta: 07" 32'o8.638o" Type: LEFT Radius: 350.000 ngth:-033 46 Tangent: 23-050 Mid - rd: 0.757 External: 0.7S8 Chord: 46.000 Course: N 09010' 34.1o18" E 0 . ........ .. ....... .. r -._:_'.OPEN SPACE AREA 3 0.39 ACRES __7 0/ � 4 A ( IN FEET I inch = 80 ft. 18 320 SCOTT COLLINS U No. 35791 o� - 5 1 its IONAL � �1 z O H H rCr�� V (n LU a z O !+1 U) H LU w Z Q J Q C al � � E u .L V) c U) C Z — L O e U) —f c w z L Lf) F Z LU u w ® L U-) U Q 5 c-6 C C n C L u ce LU u s CO a Q G LCL! O Ca.. C n e Uj u U te- n 1 f) Lr, t0 a0 �! Lu 0*) z i `M�M 'J mmm ^M 4 Y It CY) lqt CL w L.31 C) Q w N CN 0 W —J <_j CL L9 W F— U z 0c w' r r fM1_ 6 ' o o � P l �// U i S 0U.- O LJ � V WLn\] �\I LJ V Z c G Z)//^+ U) W o (J C O � / jjj W C L U C _ � W C N y � ll W O .. O � y ry � O U � C U 00 N A' c i O O� C1 J 2 rP O C a 'o a X +' LUI^ (–i O/ LU LU V u U) o )OB NO, ^- c c - 142098 O o _ SCALE c O 1„_5®, W, C U O (- SHEEP N0. i O U U Lt '� G r, L � U) L uJ L o u < U) L 0 L > aaK Z 0 U c L Lu u ty c uJ u CC) ry r uJ U a. C j uj u o V) L Lu & r R N, 0 "o EL BOLLARDS XISTINGRIGH I -Ut--VVAY (2� S 0,335 AC. ASSOCIATION INC C/O NOTE: EMERGENCY ACCESS ROAD Y' KEDFIJELDS uj 'o (Ii Lr) _y KNOX PAD LOCKS KEY' PEN SPACE PROPOSED i2"x8" T.S.&V. COMMUNITY GROUP REMOVABLE BOLLARDS SHALL HAVE ZONING: PRD ED FOR - ----- 0- y v ti -impEND OF OFF-SITE -m 090EOOOOP003-QQ COMMON SEWER PLAN Lk PARKING SIGN ....... . ALBEMARLE COUNTY. V TL PENA, ALFONSOV OR ILSE q /�SPACE AREA 8 ZONI R[W EXTENDED TO P/L FOR z NG:f'R-1 RE61DENTIAL 1� p DOT STD. CG (Typ� OPEN 0 NO ._ .....:.....•,..1. _. _....... _...., ...___. r _.. u .. ..._..... .. :; ... ... ,. , .. .- "--..moi 1.. .. .. . _.-....... , . _ ...... .. .. _ ..,.. Baa YEAR FLOODPLAIN TYP. � �.. �. ." . r Uj iy) Ln �._ x \ Q N 8 6\. Pi e No. 29 Size inches 30 Max De2± feet 7.2 Easement Width Re uired(feet)'Easement 18.9 Width Pro Adel feet 20 31 30 16.7 87.9 38 33 24 9,0 22.0 z z 8,1 19.7 va w w Q' 26.9 � 27 4115 8.7 200 21 57 59 61 15 15 24 6,917.E 10.1 16.7 �_. 23.5 37.4 20 24 38 65 15 w 31.9 0 a 15 12.7 28.7 U 73 15 9.3 - 21,9 22 75 79 15 24 7.2 3 .5 17.7 25..0 20 26 86 � 8.3 19, 9 20 91 93 U TO 7.3 17.3. 18.1 0 96A 15 7:0 17.3 20 1 CODA 1.5 8.2 19.7 20 101 15 9,6 MS 23 107 155.8 14.9 20 U od 0 Z ...-,. 24 123 15 11.6 26.5 2 135 137 1 15 24 6,9 12.1 17,1 28.2 20 29 Q o2$ p >U O w Q U 0 :D ZD F uj ® Q -j ® 0 ~ < Q� 0� ry < Q w w w Cd cm w n. Q Q d LU LUC LU w w U, w cr- C( re ._ .....:.....•,..1. _. _....... _...., ...___. r _.. u .. ..._..... .. :; ... ... ,. , .. .- "--..moi 1.. .. .. . _.-....... , . _ ...... .. .. _ ..,.. Baa YEAR FLOODPLAIN TYP. � �.. �. ." . r Uj iy) Ln �._ x \ Q N 8 6\. Pi e No. 29 Size inches 30 Max De2± feet 7.2 Easement Width Re uired(feet)'Easement 18.9 Width Pro Adel feet 20 31 30 16.7 87.9 38 33 24 9,0 22.0 22 3518 8,1 19.7 20 37 � 18 11. .7 26.9 � 27 4115 8.7 200 21 57 59 61 15 15 24 6,917.E 10.1 16.7 �_. 23.5 37.4 20 24 38 65 15 14.3 31.9 32 67 15 12.7 28.7 29 73 15 9.3 - 21,9 22 75 79 15 24 7.2 3 .5 17.7 25..0 20 26 86 15 8.3 19, 9 20 91 93 15 18 TO 7.3 17.3. 18.1 2 20 96A 15 7:0 17.3 20 1 CODA 1.5 8.2 19.7 20 101 15 9,6 MS 23 107 155.8 14.9 20 121 24 _ 9.8 .....,,_...,...... 23.6. ..; ...-,. 24 123 15 11.6 26.5 2 135 137 1 15 24 6,9 12.1 17,1 28.2 20 29 c cyi N 4 L co1 N o Z Im Q W >j =� {WU '" UJ LL. Z TZ 0 a J i.L o 6 c ju-�► o o W � J U { n Z21 ® � U W L y C V " (1 / W i/ C CUJ O � / C L G W �y W V o._ � V os r EJ �- U L W �-- ry z �s w o w ,n � c `esu 7:. v: L 0 0j'�J _ G � 4 C T L- C � Q � Ul } V i-1 V C a w I- y r -n w c m Q w c V) ° o 30B NO. Ey 142098 SCALE o _ 1,. _ s©' > SHEET NO. o } a u 6 0 m o Pipe 1 . Size Inches Max Depth feet Ease r nt Width Required feet aserrment Width Provided (feet) 3 15 8.5 20.3 21 5 15 13.0 29.3 30 7 15 7.7 18.7 20 11 13 15 15 6.9 7.6 17.120 � 1&5 26 �24 15 15 10.3 23.9 17 15 8.8 243.9 21 115 117 30 34 11.9 19.1 28.3 24.7 29 25 119 24 10.0 24.0 24 138A 24 14.8 .33.6 34 139 24 11.6 25.2 26 140A 24 12.3 28.6 29 141 15 10A 24.1 25 149 24 13.8 31.6 32 151 24 15.1 34.2 35 153 18 9.2 21.9 22 57 159 18 15 7.1 8.7 17.7 26.7 243 21 161 15 10.6 23.3 24 163 15 lao 23.3 24 165 15 %8 24.9 25 3/G' STEEL PLATE WELDED TO POST & GROUND SI'3C>C)TIl 2--1./2' IIIA. GALVANIZED STEEL POST. PAINTED WITH .,� \ \ Q 2 COATS OF' PRIME PVI STA:a2+50.00 1 ` `\ ` I AND IN516NIA YELLOW - -I I > 77 PVI ELEV:504.59 �- LOW PT STA: 10+42.50 DIA. STEEL PIN W/ 1IEA%: _ __. - ___ __.___In ` / _...-. K:1.46 W1 3/B' DIA. HOLE ECT LOW PT EI+EV: 490.12 � LOCK LVC oo.00 LOOK FIN15H SURFACE Qo CN.I.C,) 5 ' 51� PVI ELEV:_y,g3.oa ----- ------ o A, 9. ...,q 2.25 .:1 . • . 9 - ----- --- ---- -..__ -------- K:42.18 -------- -- --- 0 11 3" DIA_ GALVANCED �: --or, --- a 0 ----- ; .` t .. 11 163 STEEL PIPE SLEEVE � N O I 4 3rn °" I VDOT 5TD. CD-� CPAINT ADOVE GROUND ', - � ;`� OIn PORTION SAME A$ F05T) ,,.1 86 5 UJ -__ _---_ _ _ -._-_. _-__ -. > . _ ....._._ _ .._.._ VDOT STD. CD -1 --- - -� - -�- -_- - _--- - --_ 1 V) -_- __ _. .._. _..-._..._. __.___.. __ __._. ._. CONCRETE FOOTING 6 0.6 3/i ' TEEI. F'i.AiE WELDED u o w 1 I ---- �` _- TO SLEEVE 12' �. J 45 NOTE. DRILL A 13/IG' .DIA. I-IOLE ThIRU (30TH THE P05T AND SLEEVE FOR PIN PLACEMENT. r * �► ■ 1 • a 1.5 I" SM -g. SURFACE COUR! 4" I INTERMEDIATE CC 4" COMPACTED A( BASE COURSE, VD COMPACTED SUBGRADE EM ER G EINKY ACCESS NO SCALE 515 - / -_� ,'., h � \ HIGH PT STA: 13+010.00 HIGH PT ELEV• soy 59 ._._...7-,_ \� .,� \ \ Q }/- .. PVI STA:a2+50.00 1 ` `\ ` I in I > 77 PVI ELEV:504.59 �- LOW PT STA: 10+42.50 ---- _ - -- - _ __. - ___ __.___In ` / _...-. K:1.46 i LOW PT EI+EV: 490.12 ____ ; 79 -__ _ --- 1 LVC oo.00 --- 1 -"'-~- 1-1 O I PVI STA:al+oaoo Qo I 5 ' 51� PVI ELEV:_y,g3.oa ----- ------ o 1 1/2 2.25 Ln - ----- --- ---- -..__ -------- K:42.18 -------- -- --- 0 a -- °1 - -- ; -- ---- -- --or, --- a 0 ----- LVC x:15.00 H 163 LU D w / N O I 4 3rn °�It � r� tv > 1 Ln rn m m VDOT 5TD. CD-� U / U w :` / 0 D w 2 00 0/0 + � + fm _ .- --- ----- --- - _ -. - - - - - - -- _�-\I ,N1 N '"I,'_`,L-\_ L'L"" >�' U �> i >m >w f\\ , r m U.J \ >/ 5 00 -------- -- ----- - -- ----- _-- _____ - - - ----- -- ---- PROPOSED 8'°x8"TEE PROPOSED GRAD II 2 - 8 G.V. t) STA. 10+88 495 PROPOSED FIRE HYDRANTASSMEBLY I ` STA. 10+63 PROPOSED 811x4'1 REDUCER ,` `: , 490 STA.10+6o \` _._.____ - -- - ---'-------- ---- -- - - PROPOSED 4" CL. 53 DI WATERLINE 0 \; .,\ \ . . '\ \ \ \\ \NN ,\ ` ,\ . ,\ FI L :. \ \ .- \' \ \\\ 8 \ 4 ti. \, 45 , \\ \ \ _ ` \ - PROPOSED "VALVE ` \ ` \ \ l "% 4 \\ \. \ \'\ \,\, & TYPE A BLOW -OFF ` `\ `\ ` \ \` \ \\\\` \Y STA -9+43 \ \ `;`�; SANITARY` ` `\ ` ti; :SEWER \'--(6 4o I 515 510 M M PROPOSED 8"x8" TEE (3) - 8" G.V. STA. 13+36 500 't' , \\ \ \ - / -_� ,'., h � \ _ - ._._...7-,_ \� .,� \ \ Q }/- .. -L-1 / 1 ` `\ ` I in I > 77 \ ; J L 11 � �� x� ` �- -- ---- _ - -- - _ __. - ___ __.___In ` / _...-. Q i 495 ____ ; 79 -__ _ --- 1 + --- N --- 1 -"'-~- 1-1 O 11. , ` Qo I 5 j 7.49 SM -9.5 1 1/2 2.25 o� I --_-� � I FILL °, _ + z00% I 'a i °, >i I ROPQSED GRADE 13„73 `/ EXISTING GRADE 163 LU D 4 � ` ® Z i 490 - -- --Z - 21B / OIn i 5 86 5 UJ -__ _---_ _ _ -._-_. _-__ -. > . _ ....._._ _ .._.._ VDOT STD. CD -1 --- - -� - -�- -_- - _--- - --_ 1 V) -_- __ _. .._. _..-._..._. __.___.. __ __._. ._. Ln 6 0.6 I °o + a u o w 1 I ---- �` _- --- -- ----- - - ._ -- -- ---- -- -------- -- Z �3:Ld �. J 45 - - i00 71 PROPQSED 8" CL. z Di' 5 WATERLINE 48o ,'� 6'' ' ,',"-� �,"'<'�,':." I \\ �\:_\'L,�"'L"-_`" , PROPOSED 4`' 4.5° BENDI Iq- STA + 8 ~ ' \ . \:n \\ \ \: 9 7 :: � ' 475 \ \ �` ---_ _ _ -- --- - --- $ - - 475 \\ \ \ I, o ri \ w \ \,. O N V: 11"�5 63 0 Ci�OPER COURT H:°! So \` 1. 470 0 r ® 470 -- - --- - - - - - -- - ----- -- ® ®�;� - - - - -- i -- -- _ - -- - - -------------- ----- ---- Z I- �C ---- - - --- --- w twrl w 't Q u Z ��w J 465 z w 465 C1 O Oo O 00 ri 00 01 ry r, Ln m Ln r. r. 07 ri Ln co O •3" Ln I" M 0o CO M h M 00 ri Ln rl i87 N 0o w C3 c-1 M r` 4CJ Ln 6 ri M k.6 LP1 r1 m r, 0o r" 0) co a7 oa m (n 0 0 0 0 0 r� r �- ,+ .� t `t It � 't -t 't It Ln Ln Ln Ln In .ROAD NO.I.t=r s GRADING 9+00 g+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS OF THIS PROJECT z. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROAD WAY, ITSHALL BE REMOVED FROM THE ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SATISFACTION OF THE ENGINEER. 3. ALL GROWTH OF TREESAND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE EASEMENT. OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED. 4. ALL VEGETA TIONAND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCTION OF THE SUBGRA DE. DRAINAGE a. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ONE (1) FOOT 2. STANDARD UNDERDRAINS (CD -a OR CD -2 OR UD -4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE FIELD CONDITIONS INDICATE. 3. ALL DRIVEWAY ENTRANCE PIPES SHALL BEA MINIMUM OF TWENTY (20) FEETIN LENGTHAND HA VEA MINIMUM DIAMETER OFFIFTEEN (as) INCHES AND SHALL BE PLACED INACCORDANCE WITH THE VIRGINIA DEPARTMENT OF TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS. 4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER, DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATERCOURSE. PA VEMENT 2. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THEAGGREGATE BASE MATERIAL, IF THE SSV VAL UES ARE LESS THAN ao, THE DEVEL OPER WILL BE REQUIRED TO SUBMIT FDR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION. z. SUBGRADE MUST BEAPPROVED BY THE ENGINEER FOR GRADE, TEMPLATEAND COMPACTION BEFORE BASE IS PLACED. 3. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADATIONFOR TYPEI, il, OR 111 PRIOR TO PLgCINGAGGREGATEBASE. 4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE INTERMEDIATE COURSE IS BEGINNING AT THE COMPLETION OF THE INSTALLATION OF THE AGGREGATE BASE. THE PUGMILL REQUIREMENT SHALL APPL YIF MORE THAN 60 DAYS ELAPSE BEFORE THE INTERMEDIATE ASPHAL TPA VEMENT COURSE (OR SURFACE COURSE IFDESIGN DOES NOT INCLUDE INTERMEDIA TEASPHAL T) IS INSTALLED". s. THE USE OFAN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE. 6. BASE MUST BEAPPROVED BYENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION BEFORE SURFACE TREATMENT ISAPPL IED. 7. PRIME COAT MUST BEAPPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OFASPHAL T (PRIME COAT RC -25o �?a 0.3 GAL./SQ. YD.). 8. BITUMINOUS SURFACE TO BEAPPLIED INACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS. 9. ENCROACHMENT- POSTS, WALLS, SiGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO NOT ENHANCEA ROAD WA Y'S CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED WITHIN THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALL YAUTHORiZED BYPERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAYBE L OCA TED irsoITHiN THE STREETS RIGH T OF WAY. NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED BY AN ENGINEER TO CERTIFY THE CONSTRUCTION OF THE ROADWAY FOR FINAL ACCEPTANCE BY ALBEMARLE COUNTY: i INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED 11.1 - / -_� ,'., h � \ _ - ._._...7-,_ \� s/1 - \� }/- .. -L-1 / L 545 540 S40 I I 1 1 I I I I I ` I i i j ( r i _ I . ------ -- --------__. -_ __ _ ..._---- _{___...____-_ _.._._I__-- -_ I -- HIGH PTS HIGH PTE PVI STA:�4+00.00 PVI ELEV:532.40 K 3 LVC_ --_._ _______ :13+50.00 EV: 533.40 "92 00,00______-- _ -- ( C 1 I Sub -base h a i I I > 77 I 54 0 _ ----__ __------ r-- - ------ ... _.. ---- _ - -- - _ ---- -- - --- __._________-___. __ ____ _ ___._.-. ----------- --- 3 2.25 -__ _ --- 1 - - -- - - --- 1 -"'-~- 1-1 O 13..73 Qo I 5 I 7.49 SM -9.5 1 1/2 2.25 BM -25 I --_-� � I FILL °, _ + z00% I 'a i °, >i I ROPQSED GRADE 13„73 Cooper Court 163 5 4 535 SNI -9.5 1 1/2 r U1 - > - - T ' Ln > I 21B 6 0.6 I 5 86 5 1-11-1 __+. -__ _---_ _ _ -._-_. _-__ -. > . _ ....._._ _ .._.._ VDOT STD. CD -1 --- - -� - -�- -_- - _--- - --_ 1 _ ___ .__.__ _ �_._ . . _-___ __. -----_..____-- ._i_ -_- __ _. .._. _..-._..._. __.___.. __ __._. ._. ___. -.____. _ ___ _ 6 0.6 I °o + a Pfister Avenue 1 I ---- �` _- ! I 13.41 SM -9.5 1 1/2 i00 BM -25 4 2.25 Q 1 6 `�-`_ `�1 VDOT STD. CID I '- - Bleeker Street � ! \ EXISTING GRADE I SM -9.5 1 1/2 530 w --- >----,--'--------.-L--"-"-------------- 3 I.25 I IE -INTO EXISTING -- - ..--- - ---- 12 WATERLINE-- ------_ ____i _....._._---.._.-------_._. - ---- I ------_____ ---- -_ _ ....._... - --. - ( _._.._.._.. .__ _ __ __.__ ._ _._._ ...-.._.__. __.-._._.._._.__.___ __ i t t\ _-.._ _.._ _..__ I -- _.....- -- -- ___.__ ____...__._-. ss 530 52 DI 4 SM-9.5 1 1/2 W/ 1z"x8" T.s. &V. j BM -25 I I i 21B 6 0.6 13,73 Dote: Pavement structure for the widening of Sunset Avenue Extended shall match the existing pavement structure. m PROPOSED GRADE ,� I 1 J I i ! I a >_ STA. 11+75 1 I I - - _--_- I i I� t ___._.__----__ _ ___ - I EXISTING i ---T- 525 Q ® 0 i s.3' 1 -_ 1 w I "' � I I 1 I I I - 1 PROPOSED 8" x8" TEE O i �� I 0 1 I 525 o0 1 2, I I __._. .._ _ . , _._ .. .---' - -- �__.._..._.. _..-- (-- .-. _. _.-�. - _ __. _. _.._ _ ._--- _._ I ___ . --_. _. --- __ _._.. - _ . _.. ___ . _. _ _. _ _ ..._ . _ . � 3. --_._- _ --_ __. -_.._ _ _-.� .__.__. _ -_- _._ -----. _ _._.. _. _. ------ _. __� _ .___ _._. _ _. U i z 5 5 ----E U_ -.__.....---- -----._.. G - _._._. _ _....._ --- I �\ \ M I N � VDOT u-. CD -1 i ; O O I PROPOSED 8" CL. 2 DI WATERLINE i o w I _ �3 % j > 515 1 ®� 1 25 "VALVE I i �-,-w O I 5 zo L`� Lu rx m v�1 iI ! I C CAL V�RTI C L GRA.PHI S ! I M PROPOSED 811x8" TEE I STA. g+96 I ._._ 5 20 I PRC3PC)SED _ <_>------------------i -- -- -. 1__.___- - .._.. --- - ----- - - -- _ ... - - .._.._ -� --- - - -- - _ ,1 - II ---- -- --- - 2 - $ G.V. ) __- _ - - - --"'--'---"L-____________ - - - - -- 411 53 �_w �� s o 2.5 5 o 0 STA, EL STA. 14+48 wj N W EL 1111111111111111111111111111111111I 510 ( Ln PROPOSED FIRE 1 ! I ( 1 Z�§ wi 51® O ri ei- N Ln C 1 Wit H O 7' j > HYDRANT ASSMEBLY 00 0) 00 ,I- O -,t I ri 07 00 � O LD ( IN FEST ) ri .*" NN o fy V1 l STA. 15+91 07 N Ln 515 In Ln Ln n i 1 inch = .5 t. - - - -- .l. _ ----._ .. ----- O M ---------- -m ri 1 -- -- - - -_--------- .. ---I ------ --- -- s.8 - -- -. -- --- - - - - ----- --- -- - -. ............. 515 ------_ ----__.. -- - _ 1 ( I ( ®� PROPOSED 8"x4" REDUCER j i i ( j I Q STA. 15+94 I I I I I HORIZON JAL G RAPIIHIC SCA - O u_ O I PROPOSED 4 CL. 53 DI WATERLINE 27 I PROPOSED 4" 4" 45°BEND VALVE & TYPE 1 A BLOM 520 1 1 ( �� 0 00 50 G 00 - -.----",------- - --- - _.___�. 0---- 1 .- --- __-- O U 1G -----_.__.._..-p - __-._-.-_ __ _ ...t.. __. ___ .. _ - _....__. _ _.____.-_ . _ _ __--- _-__....._ __--._ ___. ....--.--. _ . _ _.---.-_ STA. ...._ ....__ _. 17+27 -- --_-._- - 1--------_ ---- ---25 - ---- --..... _._ . _ _ --------_---.._ _._ ..._ UU I W J M ! I I ` i j I In r, 1 I I I 1 I( IN FEST ) 11 j ,50t. w 0 u j I SANITARY SEWER CROSSING --j I 505 j I inch = I I I i I- s' w i ( I 1 I I i 1 505 I O o 0 ei O 0 0 :t O 0 Ln .i i� O �i N o m .� a) o 0 mi" H 0 et M 0 N ri � re o0 O O 00 �+ O O M h � �+ i � m 0 ri M r+ �+ � P� cs7 m � O r. ri M I� M r` lQ M m L:7 m m Ln Ln m M �j L81 m m M Ln m M N V1 M M a ? rn M re O N M 181 1^. N N M Ln N N a M N N (p N ri N psi ri �i Ln �1 Ln V1 M .fi Ln V1 In Ln Ln Ln In V1 In do Ln V1 V7 Ln Ln In In Ln Ln V1 Ln Ln V7 In 617 Vl L.n V1 Ln ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING TRIP GENERATION COVERED. 1"i 250' iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF TRIP GENERATION CALCULATIONS ROADBED BASE MATERIALS. iv. A FINAL PAVEMENT DESIGN BASED ON ACTUAL SOIL CHARACTER ISTI CS AND CERTIFIED TESTS, SHALL BE TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION) COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. 85 SINGLE FAMILY DETACHED UNITS - CODE 210 v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WiTH THE APPROVED PAVEMENT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD ADT: 803 VPD (407 ENTER/ 4o6 EXIT) DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE AM PEAK: 63 VPH (16 ENTER/ 47 EXIT) FINAL INSPECTION. vii. THE CONTRACTOR I5 RESPONSIBLE FOR CONTACTING THE ENGINEER AND ALBEMARLE COUNTY PM PEAK: 8 VPH ENTER/ 1 EXIT MINIMUM OF 48 HOURS PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN 5 (S4 3 ) INSPECTION. viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE MAINTENANCE. --- - ---------- Table 4. Pavement Design (VDIOT Pavement Design Guide) 1 Pavement Design (Based on VDOT Requirements & Standards) RF= 1.0 Location Design ADT CBR SSV Dr Surface h a Base b a Sub -base h a Dip Owl Creek Court 77 5 4 5.83 SM -9.5 1 1/2 2.25 BM -25 3 2.25 21B 6 0.6 13..73 Ridgetop Drive 124 5 4 7.49 SM -9.5 1 1/2 2.25 BM -25 3 2.25 21B 6 0.6 13„73 Cooper Court 163 5 4 8.44 SNI -9.5 1 1/2 2.25 BM -25 3 2.25 21B 6 0.6 13„73 Galena Street 86 5 4 6.22 SM -9.5 1 1/2 2.25 BM -25 3 2.25 21B 6 0.6 13..73 Pfister Avenue 679 5 4 13.41 SM -9.5 1 1/2 2.25 BM -25 4 2.25 21B 6 0.6 1598 Bleeker Street 115 5 4 7.23 SM -9.5 1 1/2 2.25 BM -25 3 I.25 2-1 21B 6 0.6 13.73 Maroon Creek Court 1725 I r+ LTi I � U / ! ROPOS 4T�� 52 DI 4 SM-9.5 1 1/2 2.25 BM -25 3 2.25 21B 6 0.6 13,73 Dote: Pavement structure for the widening of Sunset Avenue Extended shall match the existing pavement structure. 9+75 10+00 10+50 11+00 11+So 12+00 12+50 1 • . L - . . i �. . . - . , 1 �. ,. 11 MIN. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. I 4' z"R A . i . .• 7" VDOT #57,#68, OR #78 STONE BASE UNDER CURB & CHECKED BY VDOT PRIOR TO PAVING AND/OR BACKFILLING. 13+00 13+50 14+00 14+50 15+00 15+50 RIDGETOP DRIVE V: 1„_5' H: 1 -SO 540 _ 5` 4"CONIC (3000PSI AT 9+75 10+00 28 DA Y OR STRONGER) 10+50 11+00 11+50 12+010 12+50 13+00 13+So 13+75 16+00 16+5a17+00 17+50 18+00 HIGH PT STA' 1Q+21.00 540 .. . ° ` �/� OWL CREEK COURT v: 1"=5' "2z -A STONE BASE General Construction Notes �-- 4"2 DE 1L 1• Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department SIDE \- of Transportation (VDOT). This pian as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occurthe requirements of the SCALENO permit shall govern. NOTE. ADD UNDERDRAINS ALONG SIDEWALK 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. AT SPECIFICLOCATIONS IF WARRANTED DUE 3" Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or TO UNUSUALL Y WET FIELD CONDITIONS. other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1(horizontai:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class Ill. General Construction Notes for Streets g. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). (This list is in addition to the General Construction Notes) 1. Construction inspection of all proposed roads within the development will be made by the County. The contractor must notify the Department of Colmmunity Development (296-5832) 48 hours in advance of the start of construction. 2. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall have CBR tests performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a subgrade soil CBR of 10 or greater is not obtainable, a revised pavement design shall be made by the design engineer and submitted with the test results for approval. 3. Surface drainage and pipe discharge must be retained within the public right-of-way or within easements priorto acceptance by the County. All drainage outfall easements are to be extended to a boundary line or a natural watercourse. 4. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field verified at the time of construction. Additional guardrail may be required at locations not shown when, in the opinion of the County Engineer, or designee, it is deemed necessary. When guardrail is required, it shall be installed four (4) feet offset from the edge of pavement to the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet. S. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG -9(A, B or Q. 6. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE -1. 7. Compliance with the minimum pavement widths shoulder width and ditch sections, as shown on the typicai pavement section detail, shall bestrictly adhered to. 8. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for this project expire prior to signing and recordation, then approval ofthese plans shall be null and void. 9. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. 1o. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the County Engineer, or designee, they are deemed necessaryin order to provide safe and convenient access. 11. The speedl limits to be posted on speed limit signs are 5 mph below the design speed, or as determined by VDOT for public roads. 12. VDOT standard CD -1 or CD -2 cross -drains under to be installed underthe subbase material at all cut and fill transitions and grade sag points as shown on the road profiles. 13. A video calmera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video camera inspection procedure and with a VDOT or County inspector present. 0 s iATERLINE . . # . . lllllllllllllllllilllllllifillllllllllllllllllllllllllllllll r� • �•, ,. • .I rte • •..0 • +1•.%r� I. • • - •••�•r •••�•r • . RR 1411krAl � • • ` -�r _ i s EXIST" GROUND _J EXIST. GROUND RjW CONCRETE SIDEWALK a/4 "-" - - -------- r. �� _.- - IA, , � �. 1` 5' CG -6 CURB & GUTTER a/4 ":a' POINT OF CIL FINISHED GRADE a/4 ":a' CG -6 CURB & GUTTER PLANTING°o °o 0 0 oq� °°p O p °° pOc �cR'°p cP° ° 0 °°8fbo flo 0 o Oo0.78$ PLANTING STRIP STRIP 6' 12.5' oz.s, (TRA VEL LANE) (TRA VEL LANE) 6 = 29' FIC -FIC 2-5'_____1}__2 5' 54' PUBLIC ROAD RIW TY.PIC,4L �5'T T SECTIO1V - _'-Z _L 'IJV �4' L t�TljEl� dN �J_/V AS' _D CONCRETE RjW SIDEWALK 2/4 ": z' -------F- . / - , W � . , , � .. I <. 1' 5f EXIST, GROUND ,4-- 4- EXIST GROUND �zK o�� 44�p �� i� SCOTT R. COLLINS IZ', U No. 35791 *�5t�v \� ��S�IONAL �6� Z O ii. U U UJ 0 Z O V1 > LU Z O J L Cie U0 m 0 LO Z J O H V) - w z f) w L F 7_ < D O C Y_ -) U1 L n Q E J C6 o Z 0 u r > C D � � W y- U L y _ u E U < e CO a J U < L Ce 0 U a o n 0 t n 7UJu U)u e_ > Ce a W ,-c`. ,-a .-i r -i ¢ � rn o n ® Ln p ''i __ `-I ' i M r O~1 .-i N M t( 7 1 Ii HIGH PT ELEV: 529.99 PVI STA:zg+96.00 1, I I PVI ELEV,529 49 1 LOW PT ST 10+83.50 ! I K:13.'67 I LOW PT EL V: 520.38 LVC:5 .00 I j 535 - - _..- - ---- - _______J___-_- ---PVI ' STA:1+45.00_ - - - ELEV'S21.oa _ ------- -- -0 -____ _ --- o cs7- .._� - 0 - ----- 535 ,.PVP 0 o I N I ! 0 ri i LVC:1a�5.00 ! I N V1 / j m In ri � LTi i 1 ri , I I I 530 V) .. 1 o10M M0 00 N--- ' I i I U 1LO� ( �m >L i n IN- m w i 1530 I -- -- - -- -__1_________ w F -,ll ® ---- -- _-+---------_-.._---__ I ---- __._-- i ll / _ �„J < i rI iii Lri U i VDOT STD. CD -1 1 I r+ LTi I � U / ! ROPOS D 8 CL, 52 DI 4 I Um I UW / 1 I 1 0 i m PROPOSED GRADE W� ,a° ! 1 I J I i �' I 2 5 5 i __-.___ j LL ________-- I - - _--_- I i I� t ___._.__----__ _ ___ - I EXISTING I -_ --_ _ --�--- 35' - --T--- ---T- 525 MIN I W i I � 1 i i I- 0 I I I - 1 PROPOSED 8" x8" TEE O 5 20 ' _ /� �a..00° - \ ,\ ;/ ,,� `. I U I ST -8 G.V. - --- - - � - 20 r`. \ `f} __ ` <" / FILL A23+42-- w 3.3 ! �� �\ \ MI 1 VDOT STD. CD -1 i ; j\-1:11 , \ . I SANITARY SERVICE 1 i _J i LATERAL CROSSING w I _ �3 % j > 515 ------ - - ----------- __ _--_ j PROPOS ED FIRE ! O YDRANTASSMEBLY____.__----------_ - O 0 ( 515 "VALVE I I O OW -OFF 4.g' I I 9 1 STA. 11+86 0 Ln STA. g+96 I I PRC3PC)SED i U 8"X4" REDUCER � u, LU 0 H 0 11 CL. DI WATERLINE ! SANITARY SEWER CROSSING i w 4 E > 411 53 STA, 1.1+81 wj 510 ( I 1 i I ( 1 Z�§ wi 51® O ri ei- N Ln C 1 Wit H O 7' 0) M Ln ri LO N 00 -4- h 07 O 00 00 0) 00 ,I- O -,t ri 07 00 � O LD O a) Ln ri .*" NN -It M N W r+1 N M 07 N Ln Ln In Ln Ln n I Ln LnLn Ln Ln In .. . ° ` �/� OWL CREEK COURT v: 1"=5' "2z -A STONE BASE General Construction Notes �-- 4"2 DE 1L 1• Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department SIDE \- of Transportation (VDOT). This pian as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occurthe requirements of the SCALENO permit shall govern. NOTE. ADD UNDERDRAINS ALONG SIDEWALK 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. AT SPECIFICLOCATIONS IF WARRANTED DUE 3" Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or TO UNUSUALL Y WET FIELD CONDITIONS. other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1(horizontai:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class Ill. General Construction Notes for Streets g. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). (This list is in addition to the General Construction Notes) 1. Construction inspection of all proposed roads within the development will be made by the County. The contractor must notify the Department of Colmmunity Development (296-5832) 48 hours in advance of the start of construction. 2. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall have CBR tests performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a subgrade soil CBR of 10 or greater is not obtainable, a revised pavement design shall be made by the design engineer and submitted with the test results for approval. 3. Surface drainage and pipe discharge must be retained within the public right-of-way or within easements priorto acceptance by the County. All drainage outfall easements are to be extended to a boundary line or a natural watercourse. 4. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field verified at the time of construction. Additional guardrail may be required at locations not shown when, in the opinion of the County Engineer, or designee, it is deemed necessary. When guardrail is required, it shall be installed four (4) feet offset from the edge of pavement to the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet. S. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG -9(A, B or Q. 6. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE -1. 7. Compliance with the minimum pavement widths shoulder width and ditch sections, as shown on the typicai pavement section detail, shall bestrictly adhered to. 8. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for this project expire prior to signing and recordation, then approval ofthese plans shall be null and void. 9. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. 1o. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the County Engineer, or designee, they are deemed necessaryin order to provide safe and convenient access. 11. The speedl limits to be posted on speed limit signs are 5 mph below the design speed, or as determined by VDOT for public roads. 12. VDOT standard CD -1 or CD -2 cross -drains under to be installed underthe subbase material at all cut and fill transitions and grade sag points as shown on the road profiles. 13. A video calmera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video camera inspection procedure and with a VDOT or County inspector present. 0 s iATERLINE . . # . . lllllllllllllllllilllllllifillllllllllllllllllllllllllllllll r� • �•, ,. • .I rte • •..0 • +1•.%r� I. • • - •••�•r •••�•r • . RR 1411krAl � • • ` -�r _ i s EXIST" GROUND _J EXIST. GROUND RjW CONCRETE SIDEWALK a/4 "-" - - -------- r. �� _.- - IA, , � �. 1` 5' CG -6 CURB & GUTTER a/4 ":a' POINT OF CIL FINISHED GRADE a/4 ":a' CG -6 CURB & GUTTER PLANTING°o °o 0 0 oq� °°p O p °° pOc �cR'°p cP° ° 0 °°8fbo flo 0 o Oo0.78$ PLANTING STRIP STRIP 6' 12.5' oz.s, (TRA VEL LANE) (TRA VEL LANE) 6 = 29' FIC -FIC 2-5'_____1}__2 5' 54' PUBLIC ROAD RIW TY.PIC,4L �5'T T SECTIO1V - _'-Z _L 'IJV �4' L t�TljEl� dN �J_/V AS' _D CONCRETE RjW SIDEWALK 2/4 ": z' -------F- . / - , W � . , , � .. I <. 1' 5f EXIST, GROUND ,4-- 4- EXIST GROUND �zK o�� 44�p �� i� SCOTT R. COLLINS IZ', U No. 35791 *�5t�v \� ��S�IONAL �6� Z O ii. U U UJ 0 Z O V1 > LU Z O J L Cie U0 m 0 LO Z J O H V) - w z f) w L F 7_ < D O C Y_ -) U1 L n Q E J C6 o Z 0 u r > C D � � W y- U L y _ u E U < e CO a J U < L Ce 0 U a o n 0 t n 7UJu U)u e_ > Ce a W ,-c`. ,-a .-i r -i ¢ � rn o n ® Ln p ''i __ `-I ' i M r O~1 .-i N M t( 7 i v 3 L 11 50 HIGH PT STA:13+23.55 HIGH PT ELEV: 537.04 PVI STA:22+98.55 I Mil I I I j I I , HIGH PT ELEV: 542.18 PVI STA -14+48.55 PVI ELEV-544.38 K-22-78 LVC::LSo.00 545 PVI ELEV:535.S8 ul ew ull en 545 E E :491 STA:13+25-00 FVI STA:14+25-0� RVI STA.3-5+25 .00 1 LVC.Z"0.00 ll�l CD Ln I Ln cn fn + Ln LOW PT ST, k: :17+51.o5 LOW PT EL =_V: 528.66 LOW PTS A 17+8 1 - I ELEV:548.o- I'VI ELEV:549.01 PVI ELEV:548.9- K'1.99 ------- Ln It Ln %t m cd Lm ri U3 LOW PVI STA: -.6+98.55 PT E LEV- 5 27 I K:42.95 K:So.00 LVC-50.00 LVC:50.00 HIGH PT EqlEV: K.29-74 LVC-50.00 6? Ti 1�) 9 fn rn N > t�i y > v uj PVI ELEV:529-72 I PV K:21.16 PV STA:27+89.56 ELEV:r27.89 Ono 540 0 9 0) 0 c* 0 co 0 0 0 m 0 Ln 0 0 0 1 + + Ln Ln ca uj Z J/ K:2 LVC:3.�s .5o 540 + Ln It 't U) Ln + to + Ln + "rod o Ln + VL Ln + Ln LU - --- --- ------ LU > > EXISTING GRADE cio W > PVI ELEV;482,7 X, Ln 13'� VDOT STD. CD -,i 0 dr q kq BVCS; -:10.00 17+E 4.56 LOW PT ELEV: 485.19 M H LL! Lu �t Lu �t H rl U Lu Ln ri U aj Ln Lli U 495 X I %D ri 00 BV BV' + F -E- 527-319 -_S: I 1 EXISTING INU GRADE U > LO � PT STA; 9+57.P3 m > LLJ PVI STA:! L5+48-73 K:51.85 u ui + Ln EV 9 EV E V EVCE: 17 +q4-5 6 535 11 LO PT ELEV: 5o5.�8 ROP SED GRADE-- 550 527.b9 uj u I 1 1 Lu PROPOSED FIRE YDRANT ASSMEBLY X 0� '0z .,/ I Z X, PROPOSEDAIR- u 53 ui STA. io+86 i PVI f I Z) I A:10+22.03,, ELEV:5o8.6o' 41/ VDOT STD. CD -2 ELEASE VALVE 545 I Z) u K:25.43 8"x$"TEE EF .00 vi u > STA. 14+49 PROPOSED FIRE 545 ;x CR co LVC:130.00 _F--__,____--___ lyl. PROPOSED GRADE r�- M 64 1 I 530 1 V. >\ 0 - ------------ N'\/ I (X 530 im 10 co "? PROPOSED 8"4' REDUCER rn cn m I Lri + Ln co co co ri + L11 Lu 3TA. 9+91 \\ MIN 2.0�% STA, 17+32 + LU + 0 Lij Lu PP r) POSED 6" CL- 52 DI WATERLINE 00 + st 540 > > > > Lu PROPOSED FIRE I - 11. L 540 M Ln rn w co co + + Ln Ln rl q3) STA. 14+81 SANITARY SEWER CROSSING -HYDRANTASSME LY VDOT STD. CD -2 SILL "�7- 525 > co co DOT STD. CD -,i ROPOSED 8" CL. 52 DI WATERLINE Lu Lu Lu I STA. ILI;+7r, 525 > Lu Lu 8 VDOT STD. CD -3. - uj STD. CD -11 ROPOSED GRADE PROPOSED d -W, REDUCER 535 i 1 147 I PROPOSED 8"x4" REDUCER STA. 3.0+81 > M > LL) Lu U- i 0 0 D Z LLJ r -Lu 6 SANITARY SERVICE VDOT STD. D. CID 535 PROPOSED 4" 45 BEND 4" VALVE & TYPE A BLOM 1.7 STA. 15+72 :0 BEND T 0 PROP{ TYPE A 0 ROP6SED 4" CL. S3 DI WATERLINE i PROPOSED FIRE + 14 LATERAL CROSSING 16Z STA. Ln + m i 4 2}-811 520 +0 0 B�EEKER STREET tnu LO Ln -1 a: 11 > Lu HYDRANT ASSMEBLY-,--, STA. 3 -1+7: 1 SANITARY I SERVICE 17+77 I i I R01"J�)tU 4" LL. 53 DI WATERLIN 530 PROPOSED d" LL. 52 Ul WATERLINE LATERAL CROSSING STA. il 520 z Ln _j Lu i LATERAL I CROSSING 1 I 530 imp 133 co im 0) Ln N �t m ri rn w ri 00 It Ln a) w -t N co m N m co 1,0 P� 0 m m L,� 9 ri q 0 Ln m m 0 W _t rq Ln Lm w N ri co 06 m CL Lu ri r. It M 06 m 1+ -,t -t -t L -n d) It It %6 6 It Ln ci Ln o6 00 Zt 4.2 0) Lii 4 -t 0) Ln It It OD It 6 of Nt + t6 4 m ri L6 .1+ m 6 r-: -t m c6 m 515 uj CL ui Ln wl Ln Ln in Lm Ln Ln LA Ln to Ln Lln Ln V) wl wl vi ul Lm V) ul Li Ln Ln 5:15 D u VDOT STD. --SANITARY SERVICE LATERAL CROSSING STD. CD -2 MIN N \ FILL + 00 U- 0 V", X, PROPOSED 6"X4" REDUCER 480 Lu ko z w 520 -"FILL STA, ia+68 PROPOSED 4" STA. =+65 MAROON CREEK COURT' I.." Lu Z > Ln 06 510 48o 1.6' KUFU! �,tU 4" CL. 53 DI WATERLINE PROPOSED HYDRANT FIRE ASSMEBLY-­" 1.2' 0 Ln 0 u- 3-9 PROPOSED FIRE i uj _j R 505 -_--- 129 --------- STA. 12+31 i ill HYDRANTASSMEBLY STA. 4.64% X Ln LLJ 475 1 PROPOSED 4" 450 BEND TO 45 x u 4" VALVE & TYPE A BLOW -OFF 8.0, STA. io+io 500 SANITARY SEWER CROSSING T - in T 0 z 0 1 500 1 1 1 39 SANITARY SERVICE 0 I-_ u Ln Ln Lu 0 m cn 0 VKUPOSED 8" CL. 52 DI WATERLINE 47 495 LATERAL CROSSING 1 LL 0 470] 0 11 495 Ln W 0) d- r-1 0 vq 0 ri w N _-t co LO 0 cn w 0 --t r. -.t o1 0) 0) 00 at m 0 In Lo ,z to N 0 Tq N ci 0 -t 0 m co _t 0 LD m w 0 co U) N rq 1.0 ko 0 rq Z 0 ri Ln N 0 0 r� rzl 0 0 (4 Tj ri k6 ci cl N 14 I\Lh N N . 0 co ul co N m rn m m rn co r.�l m m 14 cd N � It m -t m A to vt m 06 r1h, m rn Ln ril m rn (4 m 6 vi 06 r9 rn m m m N m Co eq Ln Ln Ln vi W) ul Ln Ln Ln Ln Ln LA Ln Ln Ln Ln Ln Lt5 Ln Vj vi vi wl LA wl Ln Ln V) Ln Ln Ln Lm to Ln in I 0+21Z Q+40 10+00 !Lo+ro 11+00 .11 VERTICAL GRAPHIC SCALE 2,5 5 10 20 Es ll+KD 12+00 12+90 lq+oo T�+Ko HIGH PT ELEV: J;48.28 14.+oo 14+ro ® I-. al+_wv.wU LOW PT ELEV: rZL8.78 HIGH PT ELEV: 16+00 16+ro 17+00 18+00 18+21Z M I PROPOSED IN FEET I iiAch = = ft. HORIZONTAL GRAPHIC SCALE 0 25 50 100 200 ( IN FEET ) 1 inch = 50 ft. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 9+75 10+00 10+50 12+00 11+50 22+00 HIGH PT ELEV: 491.65 Soo PVI rTA--vi4-nn nn 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+50 17+00 17+50 18+oo IK . VE4 i IPVI E E :491 STA:13+25-00 FVI STA:14+25-0� RVI STA.3-5+25 .00 1 1 HIGH PT ST l 16+73-73 1 - I ELEV:548.o- I'VI ELEV:549.01 PVI ELEV:548.9- K'1.99 1 LC�N PT ELEV: 48-.40 I K:42.95 K:So.00 LVC-50.00 LVC:50.00 HIGH PT EqlEV: K.29-74 LVC-50.00 + co 55S Ono 0 9 0) 0 c* 0 co 0 0 0 m 0 Ln 0 0 0 1 LOW PT STA: 25+23-73 sss I 0 + Ln It 't U) Ln + to + Ln + "rod o Ln + VL Ln + Ln PVI ELEV;482,7 CL 0 + 0 LOW PT ELEV: 485.19 M H LL! Lu �t Lu �t H rl U Lu Ln ri U aj Ln Lli U 495 uj Ln 0) I 1 EXISTING INU GRADE U > u u > > > LLI > > Lu > cri Lu u > m > LLJ PVI STA:! L5+48-73 K:51.85 u ui 550 1 STD. CD -1 -- - ------ - ------------- ROP SED GRADE-- 550 px/l pi uj u I 1 1 Lu PROPOSED FIRE YDRANT ASSMEBLY X 0� '0z .,/ I Z X, W U - o STA. io+86 VDOT STD. CD --i 41/ z LLJ 545 I Z) u 8"x$"TEE EF .00 vi u > t�i U PROPOSED FIRE 545 ;x CR co 0 _F--__,____--___ lyl. MIN LVC:s o.00 r�- M p I YDRA ASSMEBLY------ '17+28 V. >\ z N'\/ PROPOSED FIRE (X z, -168 STA. PROPOSED 8"4' REDUCER rn cn m I o co co HYDRANT ASSMEBLY_j Lu 3TA. 9+91 \\ Lu STA, 17+32 + + STA. 24+37 Lu PROPOSED 8"X61" CROSS + ko + st 540 490 I - 11. L 540 M Ln rn w co co + + Ln Ln rl q3) STA. 14+81 490 SILL "�7- \x > co co DOT STD. CD -,i ROPOSED 8" CL. 52 DI WATERLINE Lu Lu Lu ri Lu Ln V > Lu Lu 8 uj STD. CD -11 ROPOSED GRADE 535 i 1 147 I PROPOSED 8"x4" REDUCER STA. 3.0+81 > M > LL) Lu U- i 0 0 D Z LLJ r -Lu 6 SANITARY SERVICE VDOT STD. D. CID 535 PROPOSED 4" 45 BEND 4" VALVE & TYPE A BLOM PROPOSED 4" 450 BEND T 0 CALVE & TYPE A BLOW -OFF ROP6SED 4" CL. S3 DI WATERLINE u + SANITARY SERVICE LATERAL CROSSING 16Z STA. i STA. 1o+62 I AR Y SERVICE B�EEKER STREET tnu LO Ln -1 a: 11 > Lu LATERAL CROSSING 1 SANITARY I SERVICE 17+77 I i I R01"J�)tU 4" LL. 53 DI WATERLIN 530 LATERAL CROSSING z Ln _j Lu i LATERAL I CROSSING 1 I 530 imp 0 '1 q I -c! co im 0) Ln N �t m ri rn w ri 00 It Ln a) w -t N co m N m co 1,0 P� 0 m m L,� 9 ri q 0 Ln m m 0 W _t rq Ln Lm w N ri co 06 m A w It m ri r. It M 06 m 1+ -,t -t -t L -n d) It It %6 6 It Ln ci Ln o6 00 Zt 06 w It 'r 0) Lii 4 -t 0) Ln It It OD It 6 of Nt + t6 4 m ri L6 .1+ m 6 r-: -t m c6 m ui Ln wl Ln Ln in Lm Ln Ln LA Ln to Ln Lln Ln V) wl wl vi ul Lm V) ul V) 14 Ln Ln Ln Ln Ln Ln Ln I PROPOSED IN FEET I iiAch = = ft. HORIZONTAL GRAPHIC SCALE 0 25 50 100 200 ( IN FEET ) 1 inch = 50 ft. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 9+75 10+00 10+50 12+00 11+50 22+00 HIGH PT ELEV: 491.65 Soo PVI rTA--vi4-nn nn 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+50 17+00 17+50 18+oo IK . VE4 i IPVI E E :491 . LO I PT STA- 13+3132 1 1 HIGH PT ST l 16+73-73 1 - K'1.99 1 LC�N PT ELEV: 48-.40 I HIGH PT EqlEV: �: 488.56 Ono !I VI STA:12+76.3 7 LOW PT STA: 25+23-73 PVI STA. --A *6+48.7 I o 0 Ln PVI ELEV;482,7 I LOW PT ELEV: 485.19 PVI ELE :488.12 495 LA ri Ln 0) K:28-55 I PVI STA:! L5+48-73 K:51.85 495 N 00 px/l pi I ­ I 1 1 0 ri k rq W I- v K:2C -79 I 8"x$"TEE EF .00 vi u > t�i U u > w co en;x ;x CR co ro LVC:s o.00 r�- M p I 8" G V. >\ > M ol (X U) 00 XISTING ING GRADE rn cn m I co co 3TA. 9+91 \\ Lu + + Pl:� li rl�- i + ko + st 490 M Ln rn w co co + + Ln Ln rl 490 SILL "�7- \x > co co DOT STD. CD -,i ri Lu Ln 64- > > Lu Lu 8 )(DOT STD. CD -11 ROPOSED GRADE VDOT STD. CD -i > > M > LL) Lu co .45 BE /-& TEF Ell 77, VIDOT STD.8" CD -i- VA X X 485 0 0 + 0 6 9 3-5 \N N` VDOT STD. CD -2 MIN N \ FILL V", N 480 Lu ko I.." y. 48o Ln 0) + PROPOSED HYDRANT FIRE ASSMEBLY-­" 1.2' 0 3-9 PROPOSED FIRE z uj _j 9 Ln STA. 12+31 i HYDRANTASSMEBLY STA. 15+50 X Ln LLJ 475 1 45 x u 475 in T 0 z 0 1 1 1 1 39 0 I-_ u Ln Ln Lu 0 m cn 0 VKUPOSED 8" CL. 52 DI WATERLINE 47 1 1 SANITARY SERVICE LATERAL CROSSINGS 1 LL 0 470] 0 11 z 70 Z Lu LENA ST EET I i ; j 465 465 m O Ln m r! q Ln a) 'I IT co 0 q, q w w pli. kq co ko rl? r! M 0 U? LR w Ln 0 w m a) O w %t It ri ko ri T ri r. 0) Lo N r. cq O cn ri q CO m q ri co m h cn co cl N 0)m 0 ri 0n 0)o0 co 00 wrz 00 It, 't ri 00 co m r-1 00 co m c6 co co m00 00 co It V) co co It m co � Ln co r. W rls 00 N co ri co co 0) co It It 4 st _-t at It of at st 4 N. 4 1-t et It It It 4 et' It st 't 9+75 10+00 10+50 11+00 11+50 22+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+5o 17+00 17+50 17+75 m .1 .0 '-OF[ E �VTH 0, �v Q SCOTT R. COLLINS'z; 'v , Na 35`791 qty Tor A L z 0 u Lu 0 z 0 ceLu z o U Ln uj D in V) Z L o En�_4 Z uj ce V -i LoLn 'D 'o 'o c`n rn 515CID ri 515 i C) -'STR-92 VDO' STR-88 VDOT STD. DI -3C tt (L=8') -�', o 6.7o TO STR^8o TP=503.57ca 500 v~i INV IN: 496.8o TO STR-90 F Ln ® INV IN: 496.8o TO STR-g2 O n F- ® 0 IN OUT: 496.70 TO STR-8o F- o 510 495 jV STR-8o VDOT STD. DI -3C {L=4`} CL III RCP g"SANITAR In 34.09 LF TP=503.56 > t° H 0 Ln to In INV IN: 496.45 TO STR-82 / ' a9 Ln b STR-78 VDOT STD. DI -313 (L=4')! INV IN: 496.45 TO STR-88 / a Z NN INV OUT: 496,35 TO STR-78 - 505 -.___ INV IN: 496.75 TO STR-94j 0 5 5 �co L0 Ln INV OUT: 495.00 TO STR-72 8" WATERLINE /; 510 490 CROSSING _i_ w i 500 I _ I 8" WATEIRLINE Soo 495 - --LJ --- `J25a" CL III RCP 495 26.73 LF @ 4.49% 15" CL III RCP 31.93LF a 0,78% 490 490 0 00 T K, m 1p rn Ln Ln In Lm -0+25 0+00 0+50 1+00 STR-g0 - STR-8o 51C 510 STR-88 VDOT S INV IN: 4g INV IN: 49 INV OUT: 49 W ri TP=503.57 i C) -'STR-92 VDO' TO STR-92 "� TP=502.50 6.7o TO STR^8o INV OUT: 491 500 v~i STR-94 VDOT STD. DI -3B (L=10') 500 ® F- TD. Di -3C (L=8') 6.80 6.8o ri TP=503.57 i TO STR-90 -'STR-92 VDO' TO STR-92 "� TP=502.50 6.7o TO STR^8o INV OUT: 491 500 v~i STR-94 VDOT STD. DI -3B (L=10') 500 ® F- TP=5o8,74 ® 0 495 Ln " 510 INV IN: 498.3,5 TO STR-96 495 15" CL III RCP g"SANITAR F- ,� o 34.09 LF @3,52% CROSSING 0 Ln to In 490 515 STR-78 VDOT STD. DI -313 (L=4')! 490 / / NN TP=505.22; INV IN: 495,so TO STR-8o; > > ~ z ( / LA p INV IN: 496.75 TO STR-94j 0 5 5 �co L0 Ln INV OUT: 495.00 TO STR-72 + • ..a Y SEWER L15" CL III RCP 495 ; _33.83 LF @a 4.889io 18" CL III RCP I i 75.13 LF Qa 2.00% N N N ¢ n t7 0 ,t N f4 Ln Lac, Lar, Lars , Lon Ln in v, -0+25 0+00 0+50 1+00 1+50 2+00 STR-gfiB -STR-78 540 N ri N O i 520 m(n520 m Ca rp a) ny ® v~i STR-94 VDOT STD. DI -3B (L=10') o I.- V) ® F- TP=5o8,74 ® 0 to 1^ Ln " 510 INV IN: 498.3,5 TO STR-96 In � � STR-96B VDOT STD, DI -5 o Ln INV IN: 501.65 TO STR-98 F- ,� o TP=,511,00 ix 11 > ,515 INV OUT: 498.25 TO STR-78 0 Ln to In INV OUT: 506.75 TO STR-96 515 STR-78 VDOT STD. DI -313 (L=4')! > N Lan F- o, ? O / / 0 505 TP=505.22; INV IN: 495,so TO STR-8o; > > ~ z ( / LA p INV IN: 496.75 TO STR-94j 0 5 5 �co ' INV OUT: 495.00 TO STR-72 + /; 510 490 ---.__-- - _i_ w i _ I 8" WATEIRLINE 530 in // CROSSING / In !- 505 j 530 / 505 I RCP2�-- � i 3'&i 1.2' / n G•1-111 7 81�F 1` f SANITARY SERVICE / x33. LATERAL CROSSING _ i 500 - z ' / 8°' SANITARY SEWER 500 4'" WATERLINE i I to In O CROSSING i INV OUT: 496.35 TO STR-78 / --- -- XISTING GRADE `^ --------- L15" CL III RCP 495 ; _33.83 LF @a 4.889io 18" CL III RCP I i 75.13 LF Qa 2.00% N N N ¢ n t7 0 ,t N f4 Ln Lac, Lar, Lars , Lon Ln in v, -0+25 0+00 0+50 1+00 1+50 2+00 STR-gfiB -STR-78 540 N -0+25 0+00 0+50 1+00+50 2+00 2+5a STR-178 - EX -MH 3+00 3+50 4+00 4+25 2+So Jm o a m 0 M Lin o 535 Ln o 0 0 535 ,.. - I- 1 Ln co ®Ln N F, Ln -j p °, 0 M > ri ; j i- - ^- co > a 6Pl m o O N Ln f-- a 0 0 I- tin roi N D - // o N =i 0 ® t- p� 1`1 s- O -- 1 ®� 0 I- ---F- a- _ _-.__. -- -t- o- I- 53 ------ ---- ---- - - ---� --kA Z Z - 1i Z 53 ST -g8 VDOT 5T®. DI -3B (L=g'j j - ul poo j 1-- _ in r- _ TP=523.11 ; O N u f INV IN: 514.40 TO STR-98B ' > oa I INV IN: 517.25 TO STR-sot co to00 I 2 INV OUT: 514.30 TO STR-94 , O 525 5 5 0- / In F- z - - - - --- - _ _- - --- -- --- 8" WATERLINE 15'1 CL III RCP SZo - ------ - - -- - --- -I- .- CROSSING -- 139.87 LF a.8--- ----- 520 495 � �---------- - 4 �-j-1--------------- co j- ---- ---- I 1�1 m ��- / m rnrn Fft 2.5 Ci 525 v) ® O N /��8" SANITARY SEWER 515 ------ }-- - Ln Ln ai -- - ----- ---- - - - - 490 p � � � -- / ------------ - - --- -_ - --- ...__----- -- ---- GROSSING o�a,o / 1 > 0 It "' / 15" CL III RCP ori L Z Z p ! / 41.o9 LF @a 4,87% 510 H Z Z Z / 510 o 540 H N O i It 0- b11O O m Ca rp a) ny ® v~i > ri 00 "' �> ® ® F- t- p E- I- to 1^ Ln " 510 -0+25 0+00 0+50 1+00+50 2+00 2+5a STR-178 - EX -MH 3+00 3+50 4+00 4+25 2+So Jm o a m 0 M Lin o 535 Ln o 0 0 535 ,.. - I- 1 Ln co ®Ln N F, Ln -j p °, 0 M > ri ; j i- - ^- co > a 6Pl m o O N Ln f-- a 0 0 I- tin roi N D - // o N =i 0 ® t- p� 1`1 s- O -- 1 ®� 0 I- ---F- a- _ _-.__. -- -t- o- I- 53 ------ ---- ---- - - ---� --kA Z Z - 1i Z 53 ST -g8 VDOT 5T®. DI -3B (L=g'j j - ul poo j 1-- _ in r- _ TP=523.11 ; O N u f INV IN: 514.40 TO STR-98B ' > oa I INV IN: 517.25 TO STR-sot co to00 I 2 INV OUT: 514.30 TO STR-94 , O 525 5 5 0- / In F- z - - - - --- - _ _- - --- -- --- 8" WATERLINE 15'1 CL III RCP SZo - ------ - - -- - --- -I- .- CROSSING -- 139.87 LF a.8--- ----- 520 495 � �---------- - 4 �-j-1--------------- co j- ---- ---- I 1�1 m ��- / m rnrn Fft 2.5 Ci 525 v) ® O N /��8" SANITARY SEWER 515 ------ }-- - Ln Ln ai -- - ----- ---- - - - - 490 p � � � -- / ------------ - - --- -_ - --- ...__----- -- ---- GROSSING o�a,o / 1 > 0 It "' / 15" CL III RCP ori L Z Z p ! / 41.o9 LF @a 4,87% 510 H Z Z Z / 510 o 540 H N O i - 0- b11O O L1 Ca ri � STR-174 VDOT STD. DI -3B (L=6') N L75 o m Ln > ri 00 "' �> O > H °1 ao w >� w (n rn TP=502.40 PROPOSED GRADE c� ® Ln D 0 In 0 O _ o Ln INV IN: 498,4o TO STR-176 :. Ln z 0 1 ix 11 > m `t.' o , INV OUT: 497.25 TO STR-172 { v) F- Z z i v~s H z 0 505 > �z N N tNn Un 1 LA p 5i0 0 5 5 �co ' t~nI�-z z i Ln STR-8o VDOT STD. DI -3C (L=4 } oo Z p Ln 490 1n rp w i _ U)\ui 530 in > > z z z In !- 530 525 I i 4 5 ----- 525 m � to -- __ ' INV IN; 486,45 TO STR-82 INV IN: 496.45 TO STR-88 i ;D00 D O _ O 0� j /f z E M t9 I Of In p ® I% M u} O 111 4'" WATERLINE i I to In O CROSSING i INV OUT: 496.35 TO STR-78 / --- -- XISTING GRADE `^ --------- 00, I Ln / 520 \ 1 505 520 505 In In N m N / LA 500 / 8" WATERLINE i ; 475 mrzzp / 0: n - ----►- a Z Z Z - ----------- to F- - - - --- _--------- - - - -- - !! ---- S„ CL III RCP ' - ---- -----------F----- - ---- 47S 500 CMP PIPE I 15b.39 LF I?a 0.80°i6 CROSSING 1 15" 2.s 15 '$ CL III RCP I )LACED WJ I I SERVICE 241.96 LF @ 0,72% LF @a 15" CL III i RCP --- - � 4S SHOWN CROSSING / 470 CROSSING ----- --15" CL III RCP 470 -r- viSoo Fes- Z Z Z / 1 3 i I SAFETY SLAB (SL -1) , ! z.a' 60.66 LF �a 0.84% 500 REQUIRED I - -1----' 495 I `'j' 1.' REQUIRED I j \ ! - I i 495 j WATER SERVICE 15'" CL III RCP EXISTING 20" ! f 1 " CL 5 III RCP CROSSING / 29.41 LF o.8 0 /o WATERLINE 495 i ®1 tl'„ O ? j 0 8" WATERLINE CROSSING 78.50 LF @ o.5 -i% EXISTING 20 �' 455 CROSSING 24" CL III RCP _ _ - z. ------- - I ; �5" CL III RCP -�- - i WATERLINE ® i REQUIRED _-. ,y5 Lf i 490 9 z 7 CROSSING ; 172.1x. LF @a 0,73% � ; � � 34.56 LF @a 1,74016 ? 490 re r3 a at LNn Q1 td rl1 L�tl 1 rq N CO 00 tr N 00 C31 Co 00 .t ,t r` l 0`1 00 00 •� ,t LO a1 00 �� ,t Co It o 0 0 0 0 0 0 0 00 0 0 15 CL III RCP c 116.86 LF@0.51/6 i SEE NOT - THIS SHEET ,n Ln Ln Ln In Ln Ln Ln t11 Ln tt9 Ln -0+25 0+00 0+50 1+00+50 2+00 2+5a STR-178 - EX -MH 3+00 3+50 4+00 4+25 2+So Jm o a m 0 M Lin o 535 Ln o 0 0 535 ,.. - I- 1 Ln co ®Ln N F, Ln -j p °, 0 M > ri ; j i- - ^- co > a 6Pl m o O N Ln f-- a 0 0 I- tin roi N D - // o N =i 0 ® t- p� 1`1 s- O -- 1 ®� 0 I- ---F- a- _ _-.__. -- -t- o- I- 53 ------ ---- ---- - - ---� --kA Z Z - 1i Z 53 ST -g8 VDOT 5T®. DI -3B (L=g'j j - ul poo j 1-- _ in r- _ TP=523.11 ; O N u f INV IN: 514.40 TO STR-98B ' > oa I INV IN: 517.25 TO STR-sot co to00 I 2 INV OUT: 514.30 TO STR-94 , O 525 5 5 0- / In F- z - - - - --- - _ _- - --- -- --- 8" WATERLINE 15'1 CL III RCP SZo - ------ - - -- - --- -I- .- CROSSING -- 139.87 LF a.8--- ----- 520 495 � �---------- - 4 �-j-1--------------- co j- ---- ---- I 1�1 m ��- / m rnrn Fft 2.5 Ci 525 v) ® O N /��8" SANITARY SEWER 515 ------ }-- - Ln Ln ai -- - ----- ---- - - - - 490 p � � � -- / ------------ - - --- -_ - --- ...__----- -- ---- GROSSING o�a,o / 1 > 0 It "' / 15" CL III RCP ori L Z Z p ! / 41.o9 LF @a 4,87% 510 H Z Z Z / 510 o 540 -0+25 0+00 0+50 1+00 STR-114 - STR-104 Soo N ci Ora C0 cT, N O i - � Ca M ' Ca 100 Ht � 0 N L75 o m Ln 00 J N .. H a Ln ao w >� inLn rn CO ri a tin O 17 to u1 �J o O N o Ln 535 u) --- H ° ° _ In -- - >> m `t.' 535 , I- ---- 0 7) o a O Ln to ® In i- i o VERTICAL GRAPHIC SCALE d N N tNn Un 1 LA p 5i0 i' �co UN, z z t~nI�-z z i Ln STR-8o VDOT STD. DI -3C (L=4 } oo Z p Ln 490 1n rp - -I 515 11 Z z U)\ui 530 in > > z z z NgO`684 530 525 I i 4 5 ----- 525 m � to -- __ ' INV IN; 486,45 TO STR-82 INV IN: 496.45 TO STR-88 i ;D00 D O O 0� j /f z E M t9 I Of In p ® I% M u} O 111 4'" WATERLINE i I to In O CROSSING i INV OUT: 496.35 TO STR-78 / --- -- ----- -- ---------------------------� 505 --------- 00, I Ln / 520 \ 1 505 520 505 In In N m N / LA Ln Ln / 8" WATERLINE i ; -0+25 0+00 0+50 1+00 STR-114 - STR-104 Soo N ci Ora C0 cT, ri ri N m a Ln J � Ca M ' ' w P o � 00 Ln Lh N Ln N L75 o m Ln 00 J N .. H a Ln ao w >� ry � Ln 515 1+50 2+00 2+50 3+00 3+50 STR-86 - STR-72 4+00 4+50 5+00 5+50 6+oo NOTE: CONTRACTOR SHALL PLACE FILL UNDER INLET(S) AT 95a/a COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD & BRIDGE SPECIFICATION 303,04. AFTER 3' VERTICAL PLACEMENT OF FILL, CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8'0.C. COMPACTED 21A AREA CENTERED ON THE INLET(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8'0.C. COMPACTED 21A STONE BASE IS INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED INLETS} BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE VDOT WITH FILL COMPACTION RESULTS PRIOR TO ROAD ACCEPTANCE. ---- - ----------------- -- - -- - - --- -- -- --- -- - {,Y �0 15" CL III RCP O�� to.1 32-96 LF a 1.88/0 I I / 2.2' lax o i i I 505 / SANITARY SERVICE I / LATERAL CROSSING I� / 1 5O0i1 -- -- ---- f------- - �---- ------ 1 � 500 1 495 1 1 1 1 I 1 1 1 1 1 1 495 ci Ora C0 cT, t,0 co O Ln ri N m a Ln 0) Cq ri Ln l0 60 �+ ri ,n STR-82 VDOT STD. DI- 13 L=8In 0 O Ldl ri Ln ri et i O ai Lt'i ri N In Ln t0 M 0O W N co N N Ln In 00 Ln Lh N Ln N L75 o m Ln 07 a) Li N V) 00 ri It as N Ln N A M Ln j TP=505.32 d p- CO ri a tin O 0+50 1+00 1 3+00 o Ln 4+00 4+25 ;Nn I Im t0 tc � Ln --- ~ -_- I- r O -i ! INV IN; 49715 TO STR-84 � Ln yo u, (n Ia- ? 495 , --- ---- 1 520'�� ® In i- i o VERTICAL GRAPHIC SCALE CR INV OUT: 497-05 TO STR-80 0 In 1 cn I-- 0 5i0 i' I i o N m.o I 41 i o Z Z p °o, CR IN OUT:74.90 TO STR-64 i Ln STR-8o VDOT STD. DI -3C (L=4 } oo Z p Ln 490 51� - -I 515 - a- to }- z Z Z 11 U)\ui !', I 1 > > z z z NgO`684 TP=503.56 H > > z z 4 5 m S" m � to -- __ ' INV IN; 486,45 TO STR-82 INV IN: 496.45 TO STR-88 i ;D00 D O O 0� j /f z E M t9 I Of In p ® I% M u} O 111 4'" WATERLINE i I to In O CROSSING i INV OUT: 496.35 TO STR-78 / --- -- ----- -- ---------------------------� 505 --------- 00, I Ln / o o o / \ 1 505 o o Ln 74' 1 505 -F- cn Ln ' O 1 M M co / \ / 8" WATERLINE i ; 475 mrzzp / 0: n - ----►- a Z Z Z - ----------- to F- - - - --- _--------- - - - -- - !! ---- S„ CL III RCP ' - ---- -----------F----- - ---- 47S !z I 15b.39 LF I?a 0.80°i6 CROSSING 1 15" CL III RCP ( CA Z z p � ' "' � 8 WATERLINE 84.29 LF Qa 0.77°x' I WATER \ SERVICE LF @a REQUIRED 500 --- - � TP=496.00 INV IN: 485.8o TOJSTR_62 CROSSING / 470 CROSSING ----- --15" CL III RCP 470 -r- viSoo Fes- Z Z Z / 1 3 i I SAFETY SLAB (SL -1) , ! z.a' Q I _.._ 500 REQUIRED I - -1----' 465 REQUIRED \ / tis CSF (� 32 l j WATER SERVICE 495 u ' o � t, - m-- to -_._------_-__._ !� 46o CROSSING / ' ---- ----------- ----' ----- i c ----- ---- -- 460 495 ®1 tl'„ O ? j 0 8" WATERLINE CROSSING 455 1 � z i 495 / 455 24" CL III RCP _ _ - z. ------- - I ; �5" CL III RCP -�- - - - 495 ® i REQUIRED _-. ,y5 Lf i 9 z 7 / ; 172.1x. LF @a 0,73% � � � � 34.56 LF @a 1,74016 a ri o M re r3 a at i0 C3, co Co Ln may- N m n i0 ,t ,t N r\ 00 LO ,t d LO N 00 N ,� .t 1^1 m 00 00 -t ,t 00 C31 Co 00 .t ,t r` l 0`1 00 00 •� ,t LO a1 00 �� ,t Co It 490 i T-- „,�,3 1.k --- I II i I I 15 CL III RCP c 116.86 LF@0.51/6 i SEE NOT - THIS SHEET 490 485 CROSSING / $" SANITARY SEWER 485 CROSSING ` z.7' / 35.74 LF @:1.96% ``RGQ ojo „ G1.1 23 I ; 3 �'� LF �'1------ - 4�5 I 480 ( I ' 485 .fl ci t3� Lfl Co N N Ln Ln Ln N 0 0) N O m 1", ,t m � a] M Ln N m l0 O N m Ln O w rt N i� r, O O a ri N t0 00 ri cn r! 00 0 to ,t til O 0 to 06 0 0 Ln i\ a o tri [+, 0 o M CO a 0) rn -4 a 0) ,'I" t-. o rn In r1 O O N, LO o 0 I\ a ,t � 4 to �t Ln Ln Ln to Ln Ln Ln In In .t Ln 4 Ln .t Ln Ln Ln Ln Ln 1+50 2+00 2+50 3+00 3+50 STR-86 - STR-72 4+00 4+50 5+00 5+50 6+oo NOTE: CONTRACTOR SHALL PLACE FILL UNDER INLET(S) AT 95a/a COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD & BRIDGE SPECIFICATION 303,04. AFTER 3' VERTICAL PLACEMENT OF FILL, CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8'0.C. COMPACTED 21A AREA CENTERED ON THE INLET(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8'0.C. COMPACTED 21A STONE BASE IS INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED INLETS} BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE VDOT WITH FILL COMPACTION RESULTS PRIOR TO ROAD ACCEPTANCE. ---- - ----------------- -- - -- - - --- -- -- --- -- - {,Y �0 15" CL III RCP O�� to.1 32-96 LF a 1.88/0 I I / 2.2' lax o i i I 505 / SANITARY SERVICE I / LATERAL CROSSING I� / 1 5O0i1 -- -- ---- f------- - �---- ------ 1 � 500 1 495 1 1 1 1 I 1 1 1 1 1 1 495 1 inch = 5 ft. 5o HORI 0NTAL GRAPHJ- SCALE 200 0 25 50 100 ( IN FEET ) 1 inch = 50 ft. ci Ora C0 cT, t,0 co O Ln ri N m a Ln 0) Cq ri Ln l0 60 �+ ri ,n ,1 N -4-a) ri In O Ldl ri Ln ri et i O ai Lt'i ri N In Ln t0 M 0O W N co N N Ln In 00 Ln Lh N Ln N L75 o m Ln 07 a) Li N V) M O tv M Ln ri It as N Ln N A M Ln O 0 co N Ln -0+25 0+00 0+50 1+00 1+50 2+00 2+SO 3+00 3+50 4+00 4+25 ;Nn I Im t0 tc � Ln --- ~ -_- I- r O -i - SIR -66 VDOT STD. DI -5 yo u, STR-1ooB - STR-94 495 , --- ---- 1 520'�� ® In i- i o VERTICAL GRAPHIC SCALE 1 cn I-- 0 5 p 2.5 5 10 ---- 20 p °o, CR IN OUT:74.90 TO STR-64 490 ( IN FEET l 515 1 inch = 5 ft. 5o HORI 0NTAL GRAPHJ- SCALE 200 0 25 50 100 ( IN FEET ) 1 inch = 50 ft. -0+25 0+00 0+50 1+00 NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL -1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 1+50 2+00 2+50 3+00 3+50 STR-fib - STR-32 NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST -1 AS FOUND IN THE 20o8 ROAD AND BRIDGE STANDARDS. 4+00 4+50 550 STR-202 VDOT STD. DI -3B (L=10') TP=528.74 INV IN: 521.10 TO STR-104 INV OUT: 521.00 TO STR-98 0 11-1 0 m ~i STR-110 VDOT STD. DI -313 (L=22') TP=roo hti 2- 550 -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 STR-112 - STR-g8 ISTR-64 VDOT STD. DI -3B (L=14'} o > s z o c to c w u i 1 TP=488.75 i ' CCe o u J_ J I INV IN: 474.55 TO STR-66 1 0O X UJt C,H J IN OUT: 47445 TO STR-62 I 76 Ce A 495 ;Nn I Im t0 tc � Ln --- ~ -_- I- r O -i - SIR -66 VDOT STD. DI -5 yo u, YI 495 , --- ---- 1 520'�� ® In i- i o TP=486,50 1 1 cn I-- 0 INV IN: 475.00 TO STR-68 F- 0- I 510 p °o, CR IN OUT:74.90 TO STR-64 490 p M co m N °Ln�0 49F - a- to }- z Z Z 11 U)\ui ti NgO`684 5- 4 5 - - - - ------------ - -W`------ -- ---- ---- -- -- ---- --- ---- - LA - - >co -j i ;D00 D O O 0� j /f z E M t9 I It > Cn 17-Z ® I% M u} O 48o 4'" WATERLINE i I to In O CROSSING i I 4 8o --- -- ----- -- ---------------------------� ------------- ---- ---- --------- - - to L 0 O 4 rn m m o o o / / 505 o o Ln 74' 1 LA o �o -t I ®' 00 00 It 475 mrzzp / 0: n - ----►- a Z Z Z - ----------- to F- - - - --- _--------- - - - -- - !! ---- S„ CL III RCP ' - ---- -----------F----- - ---- 47S !z I 15b.39 LF I?a 0.80°i6 1 15" CL III RCP 84.29 LF Qa 0.77°x' SAFETY SLAB (SL -1) 44.41 LF @a REQUIRED 500 --- - ----------- TP=496.00 INV IN: 485.8o TOJSTR_62 tA H z z z --� / 470 --- - - ----- -- _- --- - _ - ---- - - / ----- --15" CL III RCP 470 -r- _ 44.81 LF Qa 0.78% 1 ------ / I SAFETY SLAB (SL -1) , I 465 ----------- R ---� -- SAFETY SLAB (SL -1)-- REQUIRED I - -1----' 465 REQUIRED ! l 495 u ' o � t, - m-- to -_._------_-__._ !� 46o i / --- - --- - _..-- ---- - ----t ...----- - ---'---' ----- - ------ ' ---- ----------- ----' ----- i c ----- ---- -- 460 495 ®1 tl'„ O ? j 0 8" WATERLINE CROSSING 455 1 � z i i } ;- 1 455 O O SAFETY SLAB (SL -1) ; ; I ® i REQUIRED ,y5 Lf 450 450 m M Ln co i Ln 0 4 of a) o N a ri �, ,t o kp Ln ,t M a ri o M re r3 a at i0 C3, co Co Ln may- N m n i0 ,t ,t N r\ 00 LO ,t d LO N 00 N ,� .t 1^1 m 00 00 -t ,t 00 C31 Co 00 .t ,t r` l 0`1 00 00 •� ,t LO a1 00 �� ,t Co It -0+25 0+00 0+50 1+00 NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL -1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 1+50 2+00 2+50 3+00 3+50 STR-fib - STR-32 NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST -1 AS FOUND IN THE 20o8 ROAD AND BRIDGE STANDARDS. 4+00 4+50 550 STR-202 VDOT STD. DI -3B (L=10') TP=528.74 INV IN: 521.10 TO STR-104 INV OUT: 521.00 TO STR-98 0 11-1 0 m ~i STR-110 VDOT STD. DI -313 (L=22') TP=roo hti 2- 550 -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 STR-112 - STR-g8 -0+25 0+00 0+50 1+00 1+50 2+00 2+50 STR-76 - STR-62 NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. 1 3+00 3+50 4+00 4+25 m �H 0� I� SCOTT R. COLLINS'� No. 35 791 f> 1- ��`SIONtaL ti��C z 0 Ln Lu Q z 0 > d U) w u z W ` O C o j Q z z °a- v�-+ Lu o-�"' uj tet- 5 ¢ u }� Z ® a co o > s z o c to c w u i L 0 ®� �¢< CCe o u J_ J ® 0O X UJt C,H © °° Q�0 76 Ce A {I i F-0 b >®� yo u, YI , rf� In 1 520'�� � 11 ;V; -0+25 0+00 0+50 1+00 1+50 2+00 2+50 STR-76 - STR-62 NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. 1 3+00 3+50 4+00 4+25 m �H 0� I� SCOTT R. COLLINS'� No. 35 791 f> 1- ��`SIONtaL ti��C z 0 Ln Lu Q z 0 > d U) w u z W ` O C o j Q z z °a- v�-+ Lu o-�"' uj tet- 5 ¢ u }� Z ® a co o > s z o c to c w u L 0 ®� �¢< CCe o u J_ a� w > a n UJt C,H © °° 76 Ce A {I i I I > Lan i- 1 520'�� I0 F- 0- I 510 ti i m-too ® I% M u} O / 505 --- -- - - _---- --------- - - to L 0 O 4 rn m m / 505 I ®' 00 00 It !z D 1 15" CL III RCP STIR 70 VDOT STD. DI -3B (L=8') y 44.41 LF @a 9.0 % 500 --- - ----------- TP=496.00 INV IN: 485.8o TOJSTR_62 tA H z z z --� / Soo -r- _ _-- l -------- ------ INV OUT: 485.7o T 495 u ' o � t, - m-- to -_._------_-__._ 8" WATERLINE / 495 ®1 tl'„ O ? j 0 8" WATERLINE CROSSING CROSSING O O ® 0 . o m0 w maim "t 00 ,y5 Lf co >> > In Imo-' Z Z Z WATER SERVICE 2 485 CROSSING / 485 24" CL III RCP z.7' / 35.74 LF @:1.96% ``RGQ ojo „ G1.1 23 480 �'� LF �'1------ - 480 475 I 475 1 / 8" SANITARY SEWER / CROSSING { 470 _- / _ ---- _ _----___-_ v_ 470 / SAFETY SLAB (SL -1) i REQUIRED 465 � 4 465 m m cNo Cq K, W?� n P! ri ri m r'tn o° o° m m co 00 n CO 000 co t L71 rn `�" ri r: -t � -4- � � In LA Ln Lon -0+25 0+00 0+50 1+00 1+50 2+00 2+50 STR-76 - STR-62 NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. 1 3+00 3+50 4+00 4+25 m �H 0� I� SCOTT R. COLLINS'� No. 35 791 f> 1- ��`SIONtaL ti��C z 0 Ln Lu Q z 0 > d U) w u z W ` O C o j Q z z °a- v�-+ Lu o-�"' uj tet- 5 ¢ u }� Z ® a co o > s z o c to c w u L �¢< CCe o u J_ a� w > a n UJt C,H w t: Ce A toInQ rq 47 N w r O a tT ,4 N M m It 555 S3.5 -0+25 0+00 0+50 2+00 1+50 2+00 0 0 STR-1.44 VDOT STD. DI -313 (L=8') 0 a rn TP=543.44 > !:tp oo . INV IN. 536.40 TO STR 148 't m=) -to INV IN: 536.4oTO STR-144B �j In M If INV OUT: 536.30 TO STR-142 t- - z > 545 71, 8- WATERLINE 2+50 3+00 3+50 4+00 4+50 STR-126-SWM B tV u 0 pm CROSSING 515 540 540 PROPOSED VDOT STD. ES -1 510 5351__-_-- ----_-_.__ 535 INV. OUT=5oE :L CL III RCP "15 31.95 LF @ o.63% 505 530 1 530 r, W In 4 -0+25 0+00 0+50 STR-148 - STR-144 535 0 F- STR-132 VDOT ST 0 Ln > INV IN: Sig 5 520 INV IN: Sig 0 > INV OUT: 51S POSED K GRADE 510 15" CL III RCP 32-87 LF @ 10-34% 1 1 i STING GRADE 1 1 505 1 riri to 0 In -0+25 0+00 0+50 0+75 1 STR-170 - OUT I 5+00 5+50 54U 61ALS F7 TP=,542.10 0 3: 0 Z TO STR-162 H o LA t.- 1 535 0 9 r4 r! n1l mm6J13 tF- n _0 Ln 535 L.J -VI Ln TP=526.57 0 r,44 6o TO STR-234- a > OL, .6o TO STR-136 10 .6 en M Lt F - .5o TO STR-13o 'V 0 CL > to z 530 0 In F- STR-224 VDOT STD. DI -3C (L=4') j Q 0 ko 525 520 a �> m 550 520 25" CL III RCP _j Im 0 T 27.84 LF @ 9.52% 515 TP=505.33 u l I- Ln 0 a 0 o 1.- om Im > Dt 'i -t Ln 550 H M Ln ko (4 Ln z Lrnl d6 Z INV IN: 499.10 TO STR-226 0. con) > Ln Ln > (on It -T r.- T Ln CL V) F- 0 > z I 545 ? F_ INV IN: 498.10 TO STR-228 in /> 0 1' v3 0i > In "t m U"__ -WATER 520 't ii, ry- It �- 0. ul F- 0 0 > > z Z, i '-SANITARY 540 ARY SERVICE 1- 545 D INV OUT: 498.00 TO STR-122 -- 'L 0 Ln > 0- z 1 510 4 - V 't 2 0) 0 Ln- 0 CROSSINGS CROSSINGS G OSS S Z) WATER SERVICE ICE wI 0 Lu _j ko rn :2 =) - C) Y_ LATERAL I CROSSING m ILI > > > > �_ r z z Z_ 0 CROSSINGS > > 711 z 00 q 00 a 6 > W�l I 0 Ln V Ln F- F 505o - 8" SANITARY SEWER CROSSING 111 0 U.) i~13 00 00 F 0 ul F_ 0 F- P 0 0 0 OR Lon 6 ?? Fn ri ry) Z 0 Ln 11 � > CL Lin Ln Ce 1.- Ln ri F- 0 ri o 0 F- F- Ln 0 --L,) -0 F- r4 STR F- F_ C� -154 VDOT STD. Dl -3_B (L=3.2') o 0 I-_ 0 0 505 T DI 4 WATERLINE 4 " WA ERLINE 53 5 STR-122 VDOT STD. DI -5 uj Lu 540 0- o- o �R 2.5 WATER SERVI 0 3: 0 z r4 0 00 00 A . to a) -It TP=497-50 I INV IN: 493..:Lo TO STR-124 WATER SERVICE 2.2' 540 500 CROSSING 00 z N 1 �l lf_ Ix in 0 Ln 4+ :D Ln 0 in > 'm m 0 't lt I. Of 2 ;E :1 r4 (n- -t 0 > > > INV OUT -120 49-120 TO STIR CROSSING 7z 1 2.0, _F O:e 500 Ce I f4 ;;E In 0 a 0 Ln 5-18.85 0 kn - V)- 0 In + I'll I-_ - z Z 1.7 1 2.5 .1 0 eq "it A V) Ln 0 0 vm%%w Q� I I --, F- 0- 2 ui F- 0 00 1 0 4 't2.2' > Ll� In �: In 0 > __j 11 > > > > F- IL Z Z z z v) F- In 7V- m_� mZZ! 111 RCP LF Ca-) 1.02% 15"CL III RCF 7.69 LF "'-140A 530 O 0 Ln D . 0 rq > 00O rl Cnz 3.0 3.5" CL III RCP 535 > 0)z EXISTING GRADE 0 a>> 98.52 45.48 LF @ 0.99% 495 0 i;j 0 __ P a. > > V) F_ z z 535 Z Z �i®��0�. 3�� 495 525 Ln Ln 0 0 0 V� > In tA Ln 0 M Lrnl Ilt 't cil In i i 4" WATERLINE CROSSING- -4zz,- CROSSING 00 Ca m 52-5 '15 110• LF @ 1, 54 mom 5.81 _8" SANITARY SEWER Cy 0 N ri 520 SERVICE 2.3 490 2.0, 520 � LATERAL CROSSING 490 530 m .4. 0 515 CL =11 RC��� CL III RCP 0 0 1- LA 001- I-- _I-- �- oi- mom= 72-48 LIF @ 1.24% CL III RCP F o.800/0 18" 2o7.i8 28" CL III RCP L III RCP C__ A 53-37 LF 1.12% LF @ 0.750 18l' CL III RCP -32.77 LF @ 0-76% 1 530 515 24� 24 LIF @-05% F_ CL III RCP -150.23 L @ - ------------- 190-31 o 24" 0 0 0 In rn In Ln,/ 485 8" SANITARY SEWER r\ 0 C? V� 24" CL III RCP '133-34 LF V) 0 1-- 1- 0 0 0 9 485 > rq ri :� LA In CROSSING I SANITARY SERVICE '174,80 ILF @ 525 1 1 V. OUT=481.00 Ln > 0 0 ri Ln M In I in- 0 > > > In F z z z 30' CL 3'u III RC? LATERAL CROSSING 525 REQUIRED on; Z -co - Ln 0 6 LF @ C� 510 20 5-3 pco :2 TI 0 Ln > Ln I a. z > z 510 01 0) a N (3) 00 CY) 't m ri ri V) rn kq Ln ri Cq R 48030CL 0 9 h III Rv-r 9.9 3 LF 1,00% '13 0 00 9� 0 00 ke 910 rn ri Ln 0 110 ri 1j) rn LO rq ri T4 rl 480 4 A N 03 A N PROPOSED VDOT STD. EW -1 lZ r1l 520 00 0 rV 0 ILD 4 kn Nt �z (3) 00 00 00 06 ri k6 6 4 ko 6 1+ 00 �t � 6 Tq d) 1+ Wl #3 COARSE AGGREATE 0 r-, 6 N 0 rq 0 co Q0 06 520 Ln rq.9•C4 Ln Ln 0 C14 NN In Lr) N Ln Lt*) N N Ln Ln N m In Ln rn (y) U) C4 Ln OUTLET PROTECTION W/ GEOTEXTILE H LA Ln (4 rq Ln U) (4 ri Lm In N N In In (4 Ln Ln N m In w) ri LA m M Ln m mvi U) ul M v) Ln ca r OD i fn 475 FILTER FABRIC UNDERLAYMENT I 53-50 475 F- ul ul -0 I Ln 5250 N 0 It ILn Ln Ln r! 0 0) C* 0 It --t ri m 0mA 00 _t 00 0 s- 00 M 0) 0) --t a) r_ co w m 91 of Ln Ln 'n 00 0 0 Ln Ln Ln 0 Ln > -0+25 0+00 0+50 2+00 1+50 2+00 0 0 STR-1.44 VDOT STD. DI -313 (L=8') 0 a rn TP=543.44 > !:tp oo . INV IN. 536.40 TO STR 148 't m=) -to INV IN: 536.4oTO STR-144B �j In M If INV OUT: 536.30 TO STR-142 t- - z > 545 71, 8- WATERLINE 2+50 3+00 3+50 4+00 4+50 STR-126-SWM B tV u 0 pm CROSSING 515 540 540 PROPOSED VDOT STD. ES -1 510 5351__-_-- ----_-_.__ 535 INV. OUT=5oE :L CL III RCP "15 31.95 LF @ o.63% 505 530 1 530 r, W In 4 -0+25 0+00 0+50 STR-148 - STR-144 535 0 F- STR-132 VDOT ST 0 Ln > INV IN: Sig 5 520 INV IN: Sig 0 > INV OUT: 51S POSED K GRADE 510 15" CL III RCP 32-87 LF @ 10-34% 1 1 i STING GRADE 1 1 505 1 riri to 0 In -0+25 0+00 0+50 0+75 1 STR-170 - OUT I 5+00 5+50 54U 61ALS F7 TP=,542.10 0 3: 0 Z TO STR-162 H o LA t.- 1 535 0 9 r4 r! n1l mm6J13 tF- n _0 Ln 535 D. DI -313 (L=18') Ln TP=526.57 0 r,44 6o TO STR-234- a > OL, .6o TO STR-136 10 .6 en M Lt F - .5o TO STR-13o 'V 0 CL > to z 530 0 In F- n 525 CS ko 525 520 a �> m 550 520 25" CL III RCP _j Im 0 T 27.84 LF @ 9.52% 515 t -M) -,tt 53-5 Ln 0 a 0 o 1.- om Im > Dt 'i -t Ln 550 H M Ln ko (4 Ln N ri co -0+25 0+00 0+50 I STR-136-STR-132 I 7 i I L_j V) STR-232 VDOT STD, DI -3B (L=28') o 0 TP=526.57 INV IN; 519.60 TO STR-1.34 C) F_ U? 0 INV IN: 51g.6o TO STR-136,, f4 > 0 Ln INV OUT: Sig.So TO STIR L9 530 -230 rn 11, Ln rq 0 WATER SERVICE > Z CROSSINGS V) I-- I rq 525 11 -1 i 525 N H M Ln M 8" WATERLINE �f CROSSING ST R-128 o 0 K-22- . DI -3B (L=:Lo') Ln 520Ln TP=512.10 0 00 520 0- - In INV IN. 504.6o6o TO STR-330 > 0 Ln INV OUT: 504.5o TO STR-224 0rn Ln :2 =) b > > 15" CL III RCP CL H U-1S.g`33.34 LF @ 2-76% N 515 w 00 515 0 SANITARY SERVICE' 00 014� C LATERAL CROSSING &,411 1 I.i 510 a > ' m 0) 1 (0 510 -- Tt Tt :: rq Ln 0 Ln 0 11>>> 0- z z z 4" WATERLINE 505 4" WATERLINE- CROSSING 505 CROSSING 15" 1 CL III RCP 32.55 LF @ 3.53% 500 CL III RCP 500 T_ 5,7 1o5.64 LF @ 6.o6%__� 44 . rSANITARY SEWER SANITARY SERVICE 495 LATERAL CROSSING CROSSING 495 0-) r\ 00 w 0 r, M fn Cn Ln 0 U) 0 0 I ko 0 I'll m N m 0) 1-1 0) Lh r416 I Lh (V dl t.6 0 0 0 0 0 m rq rl rq N r4 rq In In Ln ul vj 1,4n Ln Ln V) In v) w) Ln In ,0+25 0+00 0+50 2+00 1+50 2+00 2+50 3+00 3+50 STR-134 - STR-3.24 545 7+00 7+50 8+00 8+25 Lu _j TP=,542.10 0 3: 0 Z TO STR-162 o LA t.- 00 - F- O® 0 a >Q 0 9 r4 r! n1l mm6J13 ri 0 Ln ;� 545 Lp- 0 STR-166 VDOT STD. DI -3B (L=8') TP=,542.10 to INV IN: 535.00 TO STR-168 INV OUT: 532.00 TO STR-162 rl z 0 0 %0 rl m 0 Ln n > g rn 1 545 -0+25 0+00 0+50 2+00 1+25 STR-168 - STR-3.62 m 1.1 -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 1 STR-146 - STR­120 VERTICAL GRAPHIC SCALE NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH 5 0 2.5 5 10 20 OF 12 OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL -1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. IN FEET I inch = 5 ft. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN HORIZONTAL GRAPHIC SCALE ACCORDANCE WITH STANDARD ST -i AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 50 0 25 50 100 200 IN FEET 1 inch = 50 ft. NOTE: HDPE CAN BE UJSED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. 5+50 6+oo 6+5o 7+00 7+50 8+00 8+50 8+75 NOTE: CONTRACTOR SHALL PLACE FILL UNDER INLET(S) AT 9S% COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD & BRIDGE SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN Tx&O.C. COMPACTED 21A AREA CENTERED ON THE INLET(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8'0.C. COMPACTED 22A STONE BASE IS INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED INLET(S) BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE VDOT WITH FILL COMPACTION RESULTS PRIOR TO ROAD ACCEPTANCE, NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. (n to tip z 0 co 't C,0 -,t �l M -n -A- %0 rl T_ Nt ko M -r- F- 0 In 555 rp Ln tn Lu Lt F - 0 V) 0 m 0 In F- n C1 Ll (I 0 CS ko -0 6 a �> m 550 _j Im 0 T t -M) -,tt I,-- ool-- 0 F_ 0 0 0 Zr 'T rn Ln 0 a 0 o 1.- om Im > Dt 'i -t Ln 550 z Lrnl d6 Z 0 > Ln Ln > (on It -T r.- T Ln CL V) F- 0 > z I 545 ? F_ 0 1' v3 0i > In "t m U"__ -WATER 0 i> > > CL z z z SERVICE - 't ii, ry- It �- 0. ul F- 0 0 > > z Z, i '-SANITARY 540 ARY SERVICE 1- 545 D D Z Z 4 - V 't 2 0) 0 Ln- 0 CROSSINGS CROSSINGS G OSS S Z) WATER SERVICE ICE wI 0 0 ko rn :2 =) - C) Y_ LATERAL I CROSSING m ILI > > > > �_ r z z Z_ F- C) 0 CROSSINGS > > 711 0 1 M in 00 a 6 > W�l I 0 Ln V Ln F- F - 8" SANITARY SEWER CROSSING 111 F 0 ul F_ 0 F- P 0 0 0 OR Lon 6 ?? Fn ri ry) Z 0 Ln 11 � > CL Lin Ln Ce 1.- Ln ri F- 0 ri o 0 F- F- Ln 0 --L,) -0 F- r4 STR F- F_ C� -154 VDOT STD. Dl -3_B (L=3.2') o 0 I-_ 0 0 T DI 4 WATERLINE 4 " WA ERLINE 53 5 uj uj Lu 540 0- o- o �R 2.5 WATER SERVI - 10 ri > 00 "T �? z z I-_ - - CROSSING 6" CROSSING 6" WATERLINE Fit, 0 0 0 N TP=527-SO 0 Ln 0 4 Lm > rl > N INV IN. T 0 TR U) 1:: 8 TO STR-i56 S 2.2' 540 1-3 CROSSING 0 Ln 4+ :D 0 'on 518-95 ko I �6 Ln I:: Ln Ln "1' '9 5 TO STR-3.52 C4 ;E INV OUT: T 0 S TR 7z L-� C� CROSSING O:e 2.2 Ce f4 ;;E In 0 a 0 Ln 5-18.85 0 kn - V)- 0 Z 1.7 1 2.5 .1 0 eq "it A V) Ln 0 vm%%w Q� I I --, F- 0- 2 ui F- 3.0 > Ll� In �: In 0 > __j 11 > > > > F- IL Z Z z z v) F- In 7V- m_� mZZ! 111 RCP LF Ca-) 1.02% 15"CL III RCF 7.69 LF "'-140A 530 3.0 F- F- 00 535 z z 98.52 va0vvwz, CL III RCP 0 535 525 Ln Ln 0 0 0 V� > In tA Ln 0 M Lrnl Ilt 't cil In 4" WATERLINE CROSSING- -4zz,- CROSSING 00 Ca m 52-5 '15 110• LF @ 1, 54 wall >> > z z 5.81 _8" SANITARY SEWER Cy 0 N ri 520 2.3 I 2.0, 520 CL III RCP 530 m .4. 0 515 0 0 1- LA 001- I-- _I-- �- oi- mom= 72-48 LIF @ 1.24% CL III RCP F o.800/0 18" 2o7.i8 28" CL III RCP L III RCP C__ A 53-37 LF 1.12% LF @ 0.750 18l' CL III RCP -32.77 LF @ 0-76% 1 530 515 F_ CL III RCP -150.23 L @ - ------------- o 24" 0 0 0 In rn In Ln,/ 8" SANITARY SEWER 24" CL III RCP '133-34 LF V) 0 1-- 1- 0 0 0 9 > rq ri :� LA In CROSSING I SANITARY SERVICE '174,80 ILF @ 525 1 1 SLAB (SL -1) Ln > 0 0 ri Ln M In I in- 0 > > > In F z z z (3 LATERAL CROSSING 525 REQUIRED -co - Ln 0 C� 510 pco :2 TI 0 Ln > Ln I a. z > z 510 01 0) a N (3) 00 CY) 't m ri ri V) rn kq Ln ri Cq R 't m r�l 0 9 h 0 9 0 00 9� 0 00 ke 910 rn ri Ln 0 110 ri 1j) rn LO rq ri T4 rl N 0) 4 A N 03 A N r4 N .6 lZ r1l 520 00 0 rV 0 ILD 4 kn Nt �z (3) 00 00 00 06 ri k6 6 4 ko 6 1+ 00 �t � 6 Tq d) 1+ to rr3 Ln (n Ln Lh 1,6 0 r-, 6 N 0 rq 0 co Q0 06 520 Ln rq.9•C4 Ln Ln 0 C14 NN In Lr) N Ln Lt*) N N Ln Ln N m In Ln rn (y) U) C4 Ln N V) (N ail V) H LA Ln (4 rq Ln U) (4 ri Lm In N N In In (4 Ln Ln N m In w) ri LA m M Ln m mvi U) ul M v) Ln ca r OD i fn I 53-50 F- ul ul -0 I Ln 5250 0 > 53.0 p 02 =1 . 0 a>> 24 CL 11 RC; CL III Gala LF @ i�26 510 -7-0 Lat U) I.- Z Z ­igo-42 __j mOC) z 00 m" k, 505 tn ul o -0 0 - ------------ 505 0 0 y IJ,- T_ ol 00 011, It i > D RLQ - S SAFETY * REQUIRE: SLAB (SL -1) D __o v $00 iL > > > z z z 500 91 495 ' i j I ' � � j j ( i k I i i ' 4951 490 i � i ! I j i I ; � � 490 [24" CL III RCP 68.47 LF 5-11% 485 485 csa m CD r3 rq Ln m Lc) r1l m 1p q m �q_ N r! Ln to 00 ;,0 Oq 1 lq- q OR Cq m q) OR Ln ri 0 r�_ LD w 00 O1 z1f* m 0 Ln 0 Ln LI) 0 m rl rl In Ln 00 ri In LA 0 N N Ln Ln m N Ln Ln In m m st m M Lf) m m It rn -4, rn m 0) Nt Lin _�r U) Ln Ln In Ln Ln Ln ul vi V) U) Ln Ln U) Lm Ln -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 1 STR-146 - STR­120 VERTICAL GRAPHIC SCALE NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH 5 0 2.5 5 10 20 OF 12 OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL -1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. IN FEET I inch = 5 ft. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN HORIZONTAL GRAPHIC SCALE ACCORDANCE WITH STANDARD ST -i AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 50 0 25 50 100 200 IN FEET 1 inch = 50 ft. NOTE: HDPE CAN BE UJSED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. 5+50 6+oo 6+5o 7+00 7+50 8+00 8+50 8+75 NOTE: CONTRACTOR SHALL PLACE FILL UNDER INLET(S) AT 9S% COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD & BRIDGE SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN Tx&O.C. COMPACTED 21A AREA CENTERED ON THE INLET(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8'0.C. COMPACTED 22A STONE BASE IS INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED INLET(S) BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE VDOT WITH FILL COMPACTION RESULTS PRIOR TO ROAD ACCEPTANCE, NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+0(0 5+50 6+oo 6+50 7+00 STR-164 - STR-140 7+50 8+oo 8+50 9+00 9+50 10+00 20+50 12+00 .11+50 H 077� 5 SCOTT COLLINS Z _)5 791 all ATA L (n to tip z 0 %0 rl n X z < %0 't IHO 11D Ln tn Lu Lt F - 0 V) 0 m 0 In F- 00 0 0 0 ko -H,i Al a �> m Ln -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+0(0 5+50 6+oo 6+50 7+00 STR-164 - STR-140 7+50 8+oo 8+50 9+00 9+50 10+00 20+50 12+00 .11+50 H 077� 5 SCOTT COLLINS Z _)5 791 all ATA L (n to tip z z n > 0 U) Ln LU .0 tm ko M o If > _j Im 0 T Ln U) > > > Ln F- z z z -WATER SERVICE Ln z z Lrnl d6 Z 0 0 r_�- a R N Ln ul CROSSING 540 F_ > 0 0 00 M )-�' - In w i '-SANITARY 540 ARY SERVICE 1- D D Z Z Z Z) 0 (A 0 F- 0 wI 0 0 ko rn :2 =) - C) Y_ LATERAL I CROSSING Lp 0 F- C) 0 COn 0 71 -4 1,0, > > 711 0 1 M in 00 a 6 > W�l I 0 Ln V - 8" SANITARY SEWER CROSSING 535 F 0 ul F_ 0 F- P 0 0 0 OR Lon 6 ?? Fn ri ry) Z 0 Ln 11 � > CL Lin Ln Ce 1.- Ln ri F- 0 ri o 0 F- F- Ln 0 --L,) -0 F- r4 STR F- F_ C� -154 VDOT STD. Dl -3_B (L=3.2') o 0 I-_ 0 0 4' 53 5 uj uj Lu 0- o- o �R 2.5 WATER SERVI - 10 ri > 00 "T �? z z I-_ - - (n 0 0 F- Fit, 0 0 0 N TP=527-SO 0 Ln 0 4 Lm > rl > N INV IN. T 0 TR U) 1:: 8 TO STR-i56 S 1/ ==lL== 1-3 CROSSING 0 Ln 4+ :D 0 'on 518-95 ko I �6 Ln I:: Ln Ln "1' '9 5 TO STR-3.52 C4 ;E INV OUT: T 0 S TR O:e Ce Ce f4 ;;E In 0 a 0 Ln 5-18.85 0 kn - V)- 0 ju 0 eq "it A V) Ln 0 Q� I I --, F- 0- 2 ui F- > Ll� In �: In 0 > __j 11 > > > > F- IL Z Z z z v) F- In 7V- m_� mZZ! 111 RCP LF Ca-) 1.02% 15"CL III RCF 7.69 LF "'-140A 530 3.0 F- F- 00 z z 98.52 0 525 Ln Ln 0 0 0 V� > In tA Ln 0 M Lrnl Ilt 't cil In 4" WATERLINE CROSSING- -4zz,- CROSSING 52-5 wall >> > z z _8" SANITARY SEWER Cy 520 2.3 CROSSING 2.0, 520 515 :222z�:!:; mom= CL III RCP F o.800/0 18" 2o7.i8 28" CL III RCP L III RCP C__ A 53-37 LF 1.12% LF @ 0.750 18l' CL III RCP -32.77 LF @ 0-76% 515 CL III RCP -150.23 L @ 24" 8" SANITARY SEWER 24" CL III RCP '133-34 LF 045% CROSSING I '174,80 ILF @ 0-74% SAFETY SLAB (SL -1) I REQUIRED 510 510 01 0) 00 ,i 0) 0 N (3) 00 CY) 't m ri ri V) rn kq Ln ri Cq R 't m r�l 0 9 h 0 9 0 00 9� 0 00 ke 910 rn ri Ln 0 110 ri 1j) rn LO rq ri T4 rl N 0) 4 A N 03 A N r4 N .6 lZ r1l w w 00 0 rV 0 ILD 4 kn Nt �z (3) 00 00 00 06 ri k6 6 4 ko 6 1+ 00 �t � 6 Tq d) 1+ to rr3 Ln (n Ln Lh 1,6 0 r-, 6 N 0 rq 0 co Q0 06 Ln rq.9•C4 Ln Ln (14 Lo LA C14 NN In Lr) N Ln Lt*) N N Ln Ln N m In Ln rn (y) U) C4 Ln N V) (N ail V) H LA Ln (4 rq Ln U) (4 ri Lm In N N In In (4 Ln Ln N m In w) ri LA m M Ln m mvi U) ul M v) Ln fn Ln Ln fn I I Ln -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+0(0 5+50 6+oo 6+50 7+00 STR-164 - STR-140 7+50 8+oo 8+50 9+00 9+50 10+00 20+50 12+00 .11+50 H 077� 5 SCOTT COLLINS Z _)5 791 all ATA L (n to tip z z n EU LU .0 8 Ln U) d6 Z ul D D Z Z Z Z) = =) wI 0 0 0 Y_ u ca 1:0 uj uj Lu 0- o- o - AJ Ari Lu O:e Ce Ce u 0 c INLF ET -S t'j •Sll' I . ` EST f'C URB FII AND € i LEl � f?�€E�k Ca At� Cl %1E1�i11'I I:nt itr { l rilEmity is 4 irViy for s pry, and 6.5 i-ntr far capacity and. tip hrtarlrli ~ c fid rr is 0.uls Inlet I 141f drclowCurb and Gulter i:niet _ _ S 6_ G 4 '6? i �E' � = ffi 2 i%2 S W ri. _ a.�. gw�=A 12 f y� '74 6 8 *�' 7i11 9 _ ,' Tj �9 C. � %= - 8 q =i� W 19.6 0.01 0.0383 15 12.64 6.70 0.05 ? a: Q_e'Q. I oz"B 1 6-'41 1 0. CO3 a_"1 rlCcio "UnN 211 I i u":oa3 I +.1e�vj I s.y I tags 6.33 0.67 4 I 0.16 I 03.60 I 0,10910_4ee WEIR FLOW I 0.fxf 0.4-, 00m1 0:axoa 1 2::a 1 afR 1 4, law I T.50 1 0.71 14 loll ebbe'_' '`t iy 1 -_1,"r '2.12a 5.1'4 04 x_ SDTe aR7 1113 N S eU v76 ea Cj < ,�e 1 +3-14 03.051 Fs.:# i 1 r9. -AX QA6 100100 I 0,0- 1 I 2L I 03:06:1.3,3 1 4.165+3 1 ; _7 0.70 DI -5 'wax. spite ai l -100= <3;4 I c'.F1 1 X3207 1 '0. h; ri.r_�3 r3.a3 Ofmi14 I rjwe- 3 I za I 0=A;:u I 4.iE�M I 5a67, I 0.6,3 I I 110.63 rx-no 'a� 'Cry I's 0,,1' 0, 1 �,Cz 0.73 0.43 6.50 O ai n. �t.s9 3 ca i I O..M ;a.#'1 W iO r3 s�" 2,0 OM,33 4..1 0 4.45 0. 0.00 0.44 6r, I 0xX I 0,69 I 0.041 I 00.17 I OM 0.17 0,00iri1 I nzow I z01 I r0im, I 4..1F:K I s.r. I 0,67 ,14 : 4.0 1Xx'14 railed IbIN O 3 r0. gy 4;.13 X3.1 i l'. X . Seim al - 0.41 4.00 3.67 0:� _t. 5 07'14 0..14 0- i #'5,14 0 ?10 011 a Z0 Clugyi 4.1� 4- 0. 4.0 ORIFICE F'LO4N 0.0200 10.11 1 0.1-31 10.000`'6 1 rt.a0 I t3_2n, r3.a3 0.,10 1 'j=j, 1 2,3 1 ,)_,M 4.16:40 I 5.53 I 1'.92 46 FE I 4.71 acfm r� qd VIM 0_4 a,aq 1 0.1: 4.2'Ei mat .Swew ai�"d -10, 62 1.51 2.2 014 63, 3 0.- a 0..06 Fi:w 0'0010 O.r 'fir i.0 0��as 4..1 .73 7:1 0-74 0.90 Vam .. ice - aw - 1 O a: 5 37 1.r 031_ 4.4 0.;; s.:,4 v.,10 0. �.0 007} 4.1675, ;-.17 0 0100 ib ?Vi7 09 o' l # I ;02121..102 6.56 1.52 ip-, I 0_11 I n, 6➢ 0:;174 1 n. 0.1306 02-9 0_0310 1 n, Y3s 1 1 �a 4.,1650 1 &,% I r" -'Ta WEIR FLOW 58 x ::s I Obt I 067 I 0. 'T 1 CI -11 I Ql.33 0:14 0.ccl#Or Fi-moi I 2.61 I 0&. ; 4.1667! 1 4:k43, 1 0.52 a3 _ru I A'P. • :Mat _11 1 IYO 0314 0.00 3.11 4.04 max apr aimaj -1 f_P po Fr= 3 . "�-_'I G,Tg I 0_m3 1 c3c3;?z1 I cl.14 I riot 0.14. ar,.010 I 016 mi I 2.t"i I afjm ..1�Vj 4 7 0, 60 #.r -_Y. raw -T 9 0-11 I €1:m I ace-' 1Z6a_rio 026 0,001001_ X1 1 2.0 1 0,.001 I 4.16-10 &Z.0 M 1 Ka 1 ocabr&--d;'fit 01.4 til- Fr.173 4, 3 3B 10.0 0 11.14 I 0.:56 I 0.06 I ):1..31 I c3.3a #x:34 0.r iiO I aa .03 I ref= 1 4- it_c.�':! I 9_ 0_77 � N 9 Orly c -5F, O uz;o r0,` ] 0..03 r0�3 s0 -M10 O M 10 210 0.03 -16 0 --.;,S3 Fl. 106 : 4:0 I t NAZ - 021_; 1 0:10 1 0:33 4.17 � w.. Mfr - 7 123 i2 O am I n.€:-, I '3.0075 I ,3,34. 1 0500W 'S. 0,0010 1 0_QX I ;<>a I =:k.Ks 1 4., 1. 7 I G.W 1 Fl -.7a <C _ 10 t , sw, d 31 d 3 - 1cT 1.14 r0,14 0_64 06.12- ;"1.:,2 n W 0,;K1=0 0,C=2.n 010K 4..1600 & Q.Sua F,Fi � 1' 5.,6 0.111 0.242 5,5,5 'a 2.5 'e, I 0 g_66 00.132 0.5' 0-03 O_ �a a +10 I 0gno I y.0 I cts 4.16'13 I g. ¢ 1 00.6 2.0 1 0.08 i05,16 11.90 I OFF,. o,ii4 I 0;40 0-03 0:4±3 0,,0'110 1 CLC000 I '2110 I 0t00 3 I 4- 1 6W 1 7.77 1 3.Tj 14 .rte Z'6 b reii ''t N 1 _t3 0-.1 i 0024,3 1 5.61 .''zz sw anri - 107' 4.16�G 8.99 0.4-5 3.a, 0 3.91 0_aa 0.41 a-.1910 I 0.-+0233 1 2=3 I 01W.0 I 4.16KI I v,$1 I r15a, DI -5 5.00 ;� a-, I Q,:3 10,18:3 1 r.(. Fz I cl, ow L63 -acclo 1 4x-cy- 1 2.01 of;333 1 -4.16:'x0 1 &W I 51.E 164 3, 12-0 "br "C 1.5 00.1:, 1 SJ'27 6.26 e moi_ spfesc apt;alb - Io 3.5 WEIR FLOW G. 08:;3 0:41 a. m0 02"1.�^! 0.116 t .. '0,iird I OfI200, I 2.v I aa"3 1 4.16&35 0.0833 4.1650 9.23 rxVl 1 0..37 1 0,W0 I 0.1;35 1 -,01'7.4 1 0" 00 t?.T4 0.0310 I r1. :z 0 I ;aa&m I .4.1 5.17 0.62 17033 #213 11 1 `i ;a 1.7 61.1 0 2 1 6.49 ,r-t� Sftr ? rave3 -1°3` 4-1650 1 2 =:53.14 ra.! x`5,6.004 'D_14 0. a ;3.14 J.Oci10 U_ r)r3 2106 I fjM33 1 4.16W I kW _13,33 1.00 1.19 sY 4I 0-� 0. =0.54 ar3.�3 r0.1i ri.-r. icl 053x..03 las �aaa 4.1ew :4.85, a.; 17'F � 4.,0 rt t'a "ice 1 03 0. 10.#v+T 1 3A4T, , s aeaO aWh -5' INLETS IN SUI/P, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) STRUCTURE __. .- ...- .1111.. _1-111. AREA (FT-) PE u -N ETER . _.. _. (FT) ,A ., .. .-. (`_C,lus} DRAINAGE C I (IN.1 ) Q (CFS) to 11 (iNI _ -FLOV? T �'E 19.6 0.01 0.0383 15 12.64 6.70 0.05 Intensity 6.50 (Intensity iso infhr for spread, and 6.5 in/hr for Capacity and depth) 45.7 0.01 0.0186 15 8.81 7.05 0.11 Hydrology 12 DI -5 5.00 6.33 0.67 0.41 Mannings Coefficient n is 0.013 1.8 WEIR FLOW 12 DI -5 5.00 6,33 0,67 0.41 6.50 1:79 2.5 WEiR FLOW J C FJ a_ © a .= -- N S eU v76 ea Cj < O .� o� () ��gg i7 Inlet . 4 S° J ( Q a 6 :_ W 2 O N _iMW O � a. U) � v O 0 c U) Hydrology DI -5 5.00 Curb and Gutter 0,73 0.43 4.00 L40 Inlet WEIR FLOW 34 DI -5 5.00 _ 6.33 0.73 0.43 6.50 2.28 2.9 WEIR FLOW 1 0.109 0.44 0.00 0.44 0.0200 0.0200 1 2.0 1 .-_ 4.1650 4.29 42 DI -5 5.00 6.33 2.24 0.41 4.00 3.67 4.0 ORIFICE FLOW 42 DI -5 5.00 6.33 2.24 0.41 V) 5.97 4.0 ORIFICE F'LO4N 0.0200 0.0200 2.0 0.0833 4.1650 7.15 0.7 3 n �" �. 0.1270 � W DI -5 5.00 : 0.90 6 4.00 1 1.51 2.2 WEIR FLOC, 56 D1_5 5.00 6.33 0.90 0.42 6.50 2.46 3.1 WEIR FLOW 3.73 0.96 3.5192 0.1466 0.1608 6.56 1.52 1.00 `K 0.00 59 13I-5 5.00 6,33 OA2 0.30 4.00 0.14 m WEIR FLOW 58 DI -5 5.00 4 0.12 0.30 6.50 0.23 0.6 a „_ ;ll 5.72 1� v 1.00 0.35 m v E p 24 3 . 3' $ O . 0.74 > m 1,07 y . 60 ,V � > O 9 m O a 1-' ti L 7 3 S69 � --+ CL - 1d 'a W 0 3B 10.0 0 5 0.19.5 1 C i2 -Ti a) . a) - W � 4.00 0 � N 9 n _7 F O 0.51 {i O 2.1 O O t+,' 46. 0.21 = EX 'Z i2 O � R W a- > __ 0.58 <C ca 1.14 C7 0 O en c S W < F: ru 'a 2.5 t -Cr 0.71 0.128 +3.51 leis 1 0.38 1 0-60 0.228 1.48 0.00 1.48 0.001(3 0.0210 1 2.0 1 0.08 4.1650 11.90 G.50 4.00 1,75 2.4 WEIR FLOW right 0.18 0.60 0.108 0.70 13.4X1 0.70 0-00710 0.0200 2.0 0.0833 4.16�G 8.99 0.62 2.0 0.0833 4.1650 7.11 0.74 14 3C. 10.0 DI -5 5.00 6.33 0.97 combined flown 2.2 1.82 2.5 WEIR FLOW 92 DI -5 5.00 6.33 0.17 1 0.370 1 8.48 2.96 3.5 WEIR FLOW G. 08:;3 left 0.19 0.61 0.116 0.75 0.00 0.75 0.0010 0.0200 2.0 0.0833 4.1650 9.23 0.62 0.62 0.43 4.00 1.07 right 0.34 0.61 0-207 1 1.35 1 0.0X7 1.35 0.111710 0.0200 2.0 0.0833 1 4-1650 1 11.49 1 0.50 0.1466 0.1285 7.01 1.43 1.00 1.19 18 E3E I 10.0 1008 DI -5 5.00 6.33 rombined flow 2.1 4.40 0.50 1.1 WEIR FLOW 10013 DI -5 5.00 G.17 1 0.:361 8.26 6.50 0.81 1.5 WEIR FLOW left 0.04 1 0.69 1 0.028 1 0.18 1 0.00 0.18 0.0010 1 0.0260 2G 616833 4.1650 5.39 0.86 1.57 0.55 4.00 3.45 right 0.06 1 0.69 1 0.00410.27 5.40 0.00 0.27 0.0010 1 0.0200 1 2.O 1 0.0833 4.1650 6.23 0.80 64 3B 14.0 0.64 0.58 44 1.48 1 4.O 136 DI -5 5.00 6.33 non -tined flow 0.4 4.00 0.71 1.3 WEIR FLOW 0.1388 DI -5 5.00 0,19 I 0.190465 0.48 6.50 1.15 1.9 WEIR FLOW left 1 0.05 1 0.668 1 0.034 0.22 0-00 0.22 0.00010 1 0.0206 1 2.0 1 0-083.3 1 4.1650 1 5.83 1 0.83 6.33 01.26 0.49 4.00 right 0.11 6.68 0.075 6.49 0.00 0.49 0.0010 I 016260 1 2.0 1 616833 4.1650 1 7.84 1 6.86 0.87 0-00 0.87 0.0773 0-0200 46 3C 1 4-0 1 4.32 0.92 13813 DI -5 rorrbined flow 0.7 0.47 0.47 4.00 0.38 1.6 WEIR FLOW 138B 0.12 1 0257 1 5.89 4.47 0.47 6,50 1.44 telt 1 0.14 1 0.68 O. F 6.62 0.00 0.62 0.0010 I ao2GO 1 2.G 1 G.Q823 1 4.1650 1 8.58 6.64 DI -5 5.00 6.33 0.58 right 1 0.20 1 0.468 0.130 0-880.00 0.88 0.0010 I 0.0200 1 2.0 1 0-0833 1 4.1650 9.$1 0.58 2.7 Y�Y f 11\FLOW 4.65 0.90 3.5192 1 0.1466 62 3t 8.0 1.00 0-48 I 140B combined flow 1.5 6.33 4:.4.3 0.47 4.00 00.31 1.5 'WEIR FLOW a 15 0.321 7:35 6.33 0.43 0.47 6.50 -,err 0.11 0.07 0.074 0.48 0.1X3 0.48 0.0010 0.0200 2.0 0.0833 4.1650 9 3B 152 DI -5 5.00 6.33 right O.G4 0.137 1.027 0.17 0.00 0-17 0-005,10 , a92176 2.0 0.083 4.1650 33 0.87 6.20 4.0 ORIFICE FLOW 1.63 0.00 80 3C 1 4.0 38 8.0 0.48 0.51 combined flow 0.7 DI -5 5.00 6.33 1..18 0.49 4.00 1.31 0.11 1 0.244 6.59 DI -5 5.00 6.33 1,.18 letk 0.06 6.60 lo.oml 4.0 0.23 I O.Cii 0.23 0.0010 1 0.0200 12.O 0.25 0.0833 4.1650 1 5.96 0-83 0.64 0.0286 172 DI -55.00 right 0.11 0.60 1 0.0636 1 0.43 1 0.00 0-43 0.0010 1 0.0200 12.G G_G833 4.1650 1 7.48 1 0.72 0.45 6.50 0.15 0.5 WEIR FLOW 88 3C 40 0.00 1.2.3 0-0428 0.0200 combined 8670 0.7 4.1650 5.49 0.85 3.5192 0.1466 0.1446 10.26 6.11 0.246 5.64 0.00 0.00 Max. spread allowed - 7' 98 left 4.14 0.56 0-078 0.51 0.00 0.51 0.6(710 0.02017 2.G 0.0833 4-1650 7.98 067 1.00 3.5192 0.1466 0.1666 right 0.09 0.56 G-050 0.33 0.0 0.33 O.IX11Q I 1}.0200 1 2.0 1 0.0833 1 4.1650 1 6-76 1 0.77 0.00 0.20 0.0957 0.0290 2.0 107 3C 1 4.0 1.00 3.5192 1 0.1466 0.1666 con-bined flow 0.8 1.00 0.20 0.00 - M ax. spread allowed - 7' 100 3B 0.13I 0.288 T 8.59 _ 1.05 0.00 1.05 raft 0.11 0.68 0.075 0-49 0.00 0.49 0.0010 0.0200 2.0 0_0833 4.1054 7.84�10)7(001riynt 1.00 1.05 0.00 - Mex. spread allowed - 7' 102 0.19 0.68 0.129 0.84 0 -GG 0.84 0.0010 0.0200 2.O 0.6833 4.1650 9.62 0.0833 4.1650 5.14 0.88 3.5192 0.1466 124 3C 6.0 1.00 0.69 0.00 - combined flaw 1.3 38 120 0.56 0.51 0.286 1.14 0.00 0.15 0.335 7.87 2.0 0-0833 4.1650 6.16 left 0.20 0.60 0.132 0.86 0.00 0.86 0.001 Q 0.0200 2.O 0.0833 1 4.1650 1 9.70 1 0.60 12.0 0.21 0.59 0.124 right 1 0.18 1 0.66 0.119 1 0.77 1 0.00 0.77 0.0010 1 0.0200 1 2.0 1 0.0833 1 4.1650 1 9.32 1 0.60 8.27 1.45 1.00 0.50 0.00 142 3C 8.G 38 12.0 0.25 0.57 rornbined flow 1.6 0.00 0.57 0.0957 0.0200 2.0 O. 083-3 4.1650 016 1 0.338 1 T76 0.1406 0.1622 8.82 1.36 left 0-43 0.53 0.228 1.48 0.00 1.48 0.0010 0.0200 2.0 0.0833 •4.155 0 11 .90 0.50 0.37 0.0957 0.0200 2.0 right 0.2 0.53 6..170 1.10 0.(X7 1-10 0.0010 0.0200 2-0 0.0833 A1650 10.65 0.55 Max. spread allowed - 10' 114 38 _ 0.89 0.47 164 3C 12.0 1.67 0.0449 0..0200 2.0 combined flow 26 6.10 0.81 3.5192 0.1466 0-1388 12.13 1-32 0.17 0.378 8.55 - Max. spread allowed -7' 126 3B left 0.46 0.50 0.230 1.E0 0.00 1.50 0.0010 0.0200 2.0 G.G833 4.1650 11.94 0.50 0.77 3.6192 0.1466 0.1329 right I 0.37 0.50 0.185 1.20 0.00 1.20 0.0010 0.0200 2.0 0.0833 4.1650 11.00 0.52 0.32 0-00 0.32 G.O873 0-0200 2.0 1 0..0833 4.1650 2.89 0.99 3.5192 combined flaw 2.7 663 1.51 1.00 0.32 0.60 - Max. spread allowed - 7' a 18 0.389 8.91 176 3C 12.0 0.55 0.187 0.75 O.GO left I 0.04 1 0.86 0.034 1 0.22 1 0.00 0-22 0.0010 0-0200 2-0 0.08-3.3 4.1650 5.86 0.83 1.00 0.75 0.00 - right 0.04 0.86 0.034 0.22 0.00 0.22 0.01710 0.0200 2.0 0.0833 4.1650 5.86 0.83 0.0833 4.1650 4.73 0.90 3.5192 176 30 4.0 1.40 1.00 1.25 0.00 combined flow 0.4 134 3B 12.0 0.70 0.119 0.48 1 0.09 0.189 1 4.34 0.02001 tr•. I►[ . LN=TYPE .. .1 .1. 11_... 1.11.1111, STRUCTURE __. .- ...- .1111.. _1-111. AREA (FT-) PE u -N ETER . _.. _. (FT) ,A ., .. .-. (`_C,lus} DRAINAGE C I (IN.1 ) Q (CFS) to 11 (iNI _ -FLOV? T �'E 19.6 0.01 0.0383 15 12.64 6.70 0.05 10 8 0-85 0.50 0.425 0.700 10.55 5.26 2.24 3-68 514.15 513.95 31.9 0.01 0.0063 15 5.13 4.53 0.12 Inlet Inlet 0.809 10.67 5.24 0.57 4.24 513.8.5 513.00 45.7 0.01 0.0186 15 8.81 7.05 0.11 Hydrology 12 DI -5 5.00 6.33 0.67 0.41 4.00 LIO 1.8 WEIR FLOW 12 DI -5 5.00 6,33 0,67 0.41 6.50 1:79 2.5 WEiR FLOW J C FJ a_ © a .= -- N S eU v76 ea Cj < O .� o� () ��gg i7 3 o Q . 4 S° J ( Q a 6 :_ W 2 O N _iMW O � a. U) � v O 0 c U) 34 DI -5 5.00 6.33 0,73 0.43 4.00 L40 2.1 WEIR FLOW 34 DI -5 5.00 _ 6.33 0.73 0.43 6.50 2.28 2.9 WEIR FLOW 1 0.109 0.44 0.00 0.44 0.0200 0.0200 1 2.0 1 0.0833 4.1650 4.29 42 DI -5 5.00 6.33 2.24 0.41 4.00 3.67 4.0 ORIFICE FLOW 42 DI -5 5.00 6.33 2.24 0.41 6.50 5.97 4.0 ORIFICE F'LO4N 0.0200 0.0200 2.0 0.0833 4.1650 7.15 0.7 3 3.5192 0.1466 0.1270 56 DI -5 5.00 6.33 0.90 0.42 4.00 1 1.51 2.2 WEIR FLOC, 56 D1_5 5.00 6.33 0.90 0.42 6.50 2.46 3.1 WEIR FLOW 3.73 0.96 3.5192 0.1466 0.1608 6.56 1.52 1.00 0.47 0.00 59 13I-5 5.00 6,33 OA2 0.30 4.00 0.14 0.5 WEIR FLOW 58 DI -5 5.00 6.33 0.12 0.30 6.50 0.23 0.6 AXTIR FLOW 0.1637 5.72 1.40 1.00 0.35 0-00 - Max. spread allowed - 1O' � 24 3B 60 DI -5 5.00 f 6.33 0.74 0.36 4.00 1,07 1.8 VaEIR FLOW 60 DI -5 5.00 6.33 0.74 0.36 6.50 L 7 3 2.4 WEIR FLOW 1.01 0.00 - Max. spread allowed - 19 28 3B 10.0 0.30 0.55 0.19.5 1 66 DI -5 5.00 6.33 0.41 0.51 4.00 0.84 1.5 WEIR FLOW 66 DI -5 5.00 6.33 4.41 0.51 6.50 1,36 2.1 WEIR FLOW 28 3B 10.0 0.21 0.58 0.122 0.49 0.00 0.49 1 0.0464 63 DI -5 5.00 6.33 0.58 0.49 4.00 1.14 1.8 WEIR FLOW 68 DI -5 5.00 6.33 0.58 0.49 6.50 1.85 2.5 WEIR FLOW 0.71 0.128 +3.51 0.00 0.51 0.0167 0.0200 2.0 0.08.33 4.1650 76 DI -5 5.00 6.33 0.84 0.52 4.00 1,75 2.4 WEIR FLOW 76 DI -5 5.00 6.33 0.84 0.52 6.50 2.84 3.4 WEIR FLOW 1.53 0.0167 0.0200 2.0 0.0833 4.1650 7.11 0.74 3.5192 0.1466.* 92 DI -5 5.00 6.33 0.97 0.47 4.00 1.82 2.5 WEIR FLOW 92 DI -5 5.00 6.33 -0.97 0.47 6.50 2.96 3.5 WEIR FLOW G. 08:;3 4.1650 3.73 0.96 3.5192 0.1466 0.1608 3.01 1.3.3 1.00 968 DI -5 5.00 i 6.33 0.62 0.43 4.00 1.07 1.8 WEIR FLOW 96B DI -5 5.00 6.33 0.62 0.43 6.50 1 I.73 2.4 WEIR FLOW 3.5192 0.1466 0.1285 7.01 1.43 1.00 1.19 0.00 - Max. spread allowed - 1O' 1008 DI -5 5.00 6.33 0.24 0.52 4.40 0.50 1.1 WEIR FLOW 10013 DI -5 5.00 6.33 0.24 0.52 6.50 0.81 1.5 WEIR FLOW 1.47 1.00 0.74 0.00 - P+lax. spread allowed - 10` 54 38 10.0 ! 122 DI -5 5.00 6.33 1.57 0.55 4.00 3.45 3.9 WEIR FLOW 1.22 DI -5 5.40 6,33 1.57 0.55 6.50 5-61 4.0 ORIFICE FLOW - Max. spread allowed - 10' 64 3B 14.0 0.64 0.58 0.371 1.48 0.00 136 DI -5 5.00 6.33 0.37 0.43 4.00 0.71 1.3 WEIR FLOW 0.1388 DI -5 5.00 6.33 0.3'7 0.48 6.50 1.15 1.9 WEIR FLOW 8.0 0.13 064 0.083 0.33 0.00 0.33 0.0724 0.0200 2.0 t136 DI -5 5-00 6.33 01.26 0.49 4.00 0.51 1.1 WEIR FLOW 0.33 DI -5 5.00 6.33 0.26 0.49 6.50 0.83 1.5 WEIR FLOW 0.87 0-00 0.87 0.0773 0-0200 2.0 0.0833 4.1650 4.32 0.92 13813 DI -5 5.00 6.33 0.47 0.47 4.00 0.38 1.6 WEIR FLOW 138B DI -5 5.40 6.33 4.47 0.47 6,50 1.44 2.1 WEIR FLOW 0.0200 2.0 0.0833 4.1650 2.14 1.00 3.5192 1 0.1466 0.1666 2.70 140 DI -5 5.00 6.33 0.58 4.53 4.00 L23 1.9 WEIR FLOW 140 DI -5 5.00 6.33 0.58 0.53 6.50 2.00 2.7 Y�Y f 11\FLOW 4.65 0.90 3.5192 1 0.1466 0.1520 4.91 1.03 1.00 0-48 I 140B DI -5 5.40 6.33 4:.4.3 0.47 4.00 00.31 1.5 'WEIR FLOW 140B DI -5 5.00 6.33 0.43 0.47 6.50 1.31 2.0 WEIR FLOW 0.1622 5.20 1.54 1.00 0.35 0.00 - Max. spread allowed - 7' 86 3B 152 DI -5 5.00 6.33 2.03 0.47 4.00 3.42 4.0 ORIFICE FLOW 152 DI -5 5.00 6.33 2..03 0.47 6.50 6.20 4.0 ORIFICE FLOW 1.63 0.00 - Max. spread allowed - 8' 913 38 8.0 0.48 0.51 0.245 158 DI -5 5.00 6.33 1..18 0.49 4.00 1.31 2.9 WEIR FLOW 158 DI -5 5.00 6.33 1,.18 0.49 6.50 3,76 4.0 ORIFICE FLOW 94 38 10.0 0.25 0.64 0.160 0.64 0.00 0.64 0.0286 172 DI -55.00 0.0833 6.3:3 0..05 0.45 4.00 0.09 0-3 WEIR FLOW 172 DI -5 5.00 6.33 1 0..05 0.45 6.50 0.15 0.5 WEIR FLOW INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 4.00 (intensity I5 in/hr for spread, 66011. 9n/Iii for Ca}aCit anti depth) nein s Coefficient n is 0.013 Pipe Hy=drology Pipe siJ U 'ai, m - U y 2 U 0 � � � 0S- 0 O a E to O = O = '" S o m E � s J 2 .a v - - a v. v - � - _i u � � N 6f Q U >1 0 .S c is C 'D E o o ._ W � = E n 0 � j - m Pipe run: 10 - SWM 6 12 10 0.67 0.41 0.275, 0.275 10.50 5.27 1.45 1.45 515.00 514.25 19.6 0.01 0.0383 15 12.64 6.70 0.05 10 8 0-85 0.50 0.425 0.700 10.55 5.26 2.24 3-68 514.15 513.95 31.9 0.01 0.0063 15 5.13 4.53 0.12 Inlet Inlet 0.809 10.67 5.24 0.57 4.24 513.8.5 513.00 45.7 0.01 0.0186 15 8.81 7.05 0.11 Hydrology Hydrology 1.145 10.77 5.22 0.00 5.97 508.00 489.00 177.0 0.01 0.1073 15 21.16 14.75 020 Curb and Gutter Curb and Gutter 94.2 0.01 0.0212 15 9.41 8.07 0.19 2 SV�tPy9 D I0.00 0.90 0.000 Inlet inlet Ptpe run: 14-6 14 G 0.66 0.60 0.330 0-336 7.50 a> C FIV' 0- > a} E _7 J C FJ a_ © a .= -- N S eU v76 ea Cj < O .� o� () ��gg i7 3 o Q . 4 S° J ( Q a 6 :_ W 2 O N _iMW O � a. U) � v O 0 c U) S 5 � ? a L et 0 (j) 0) co ` _e M a a If E_ Y Q E .` W C, M 0 (4 ? .ti m N N Zo US tI U) %L__�; L � .F+ s 2 J J -t C. c W �� G o C9 O s " E3 :2 ? 0 E €Y 8 3B 8.0 0.16 HBO 1 0.109 0.44 0.00 0.44 0.0200 0.0200 1 2.0 1 0.0833 4.1650 4.29 0.93 3.5192 0.14M 0.1564 1 5.03 1.59 1.00 0.44 0.00 I - M ax. spread allowed - T 10 3B 14.0 0.85 0.50 0.425 1-70 0.00 1.70 0.0200 0.0200 2.0 0.0833 4.1650 7.15 0.7 3 3.5192 0.1466 0.1270 10.11 1.39 I 1.00 1.70 0.00 - Max.. spread allowed - 10' 20 38 10.0 0.22 0.53 0.117 0.47 0.00 0.47 0.0464 0-0200 2.0 0.0833 4.1650 3.73 0.96 3.5192 0.1466 0.1608 6.56 1.52 1.00 0.47 0.00 - Max. spread allowed - 19 22 38 8.0 0.16 0.54 0.086 0.35 O.GO 0.35 0.0464 0.0200 2.0 0.0833 4.1650 3.33 0.98 3.5192 0.14643 0.1637 5.72 1.40 1.00 0.35 0-00 - Max. spread allowed - 1O' � 24 3B 12.0 0.45 0.56 0.252 1.01 0.00 1.01 0.0332 0.0200 2.O 0.0833 4.1650 5.34 0.86 3.5192 0.1466 0.1461 8.69 1.38 1.00 1.01 0.00 - Max. spread allowed - 19 28 3B 10.0 0.30 0.55 0.19.5 1 0.78 0.00 0.78 0.0332 0.0200 2.0 0.0833 4.1650 4.85 0.89 3.5192 0.1466 0.1505 7.68 1.31 1.00 0.78 0.04 - Max. spread allowed.- 7' 28 3B 10.0 0.21 0.58 0.122 0.49 0.00 0.49 1 0.0464 0.0200 2.O 0.0833 4.1650 3.82 0.96 1 3.5192 0.1466 0.1608 6.68 1.50 1.00 0.49 0.00 0.00 Max. spread allowed - 7' ' 38 3B 8.0 0.18 0.71 0.128 +3.51 0.00 0.51 0.0167 0.0200 2.0 0.08.33 4.1650 4.71 0.90 3-5192__0.1466 3B 0.1520 5.19 1.54 1.00 0.51 0.00 - M ax. spread allowed - 7 40 38 12.0 0.66 0.58 0.383 1.53 0.00 1.53 0.0167 0.0200 2.0 0.0833 4.1650 7.11 0.74 3.5192 0.1466.* 0.1285 9.10 1.32 1.00 1.53 0.00 - Max. spread allowed - 10' 48 38 4.0 0.08 0.68 0.054 0.22 0.00 0-22 0.0100 0.0200 2.0 G. 08:;3 4.1650 3.73 0.96 3.5192 0.1466 0.1608 3.01 1.3.3 1.00 0.22 6.00 - Max, spread allowed- 1U I 5O 38 10.0 1 0.45 0.66 0.297 1.19 1 0.00 1.19 0.0100 0.0200 2.0 0.0833 4.1650 7.11 0.74 3.5192 0.1466 0.1285 7.01 1.43 1.00 1.19 0.00 - Max. spread allowed - 1O' 52 3B 8-0 0.38 0.49 0.186 0.74 0.00 0.74 0-0100 0..0200 2.0 0.0833 4.1650 5.97 0.83 3.5192 0.1466 0.1417 5.44 1.47 1.00 0.74 0.00 - P+lax. spread allowed - 10` 54 38 10.0 0.58 0.39 0.226 0.90 0.00 0.90 0.0249 0.0200 2.0 0.0833 4.1650 5.41 0.86 3.5192 0.1466 0.1461 1 7-61 1.31 1.00 0.90 0.00 - Max. spread allowed - 10' 64 3B 14.0 0.64 0.58 0.371 1.48 0.00 1.48 0.0350 0.0200 2.0 0..0833 4 1650 6.12 0-81 3.5192 0.1466 0.1388 10.71 1.31 1.00 1.48 0.00 - btax. spread allowed - 1O' 70 38 8.0 0.13 064 0.083 0.33 0.00 0.33 0.0724 0.0200 2.0 0.0833 4.1650 3,45 0.99 3.5192 0.14x",+', 0.1652 {3.40 1.25 1.00 0.33 0.00 - Max. spread allowed - 7' 72 ._- '3B 14.0 0.37 0.59 0.218 0.87 0-00 0.87 0.0773 0-0200 2.0 0.0833 4.1650 4.32 0.92 3.5192 0.1466 0.1549 10.17 1.38 1.00 0.87 0.00 - Max. spread allo�d - 10' 78 38 40 0.03 0.69 0.021 0.08 0.00 0.08 0.0292 0.0200 2.0 0.0833 4.1650 2.14 1.00 3.5192 1 0.1466 0.1666 2.70 1.48 1.00 0.08 0.00 - Max. spread allowed- 10' 82 3B 8.0 GAO 0.66 0.119 0.48 0-00 0.48 0.0154 0..0200 2.0 0..0833 4.1650 4.65 0.90 3.5192 1 0.1466 0.1520 4.91 1.03 1.00 0-48 0.00 - Max, spread a4owed - 10 84 313 8.0 0.13 0.68 0.088 0.35 0.00 0.35 0.0321 0.0200 2.0 0.0833 4.1650 3.83 0.97 3.5192 1 0.1466 0.1622 5.20 1.54 1.00 0.35 0.00 - Max. spread allowed - 7' 86 3B 12.0 0.77 0.53 0.408 1-63 0.04 1.63 0.0132 0.0200 20 0.0833 4.1650 7.61 0.70 .',.5192 0.1466 0.1226 8.96 1.34 1.00 1.63 0.00 - Max. spread allowed - 8' 913 38 8.0 0.48 0.51 0.245 0-98 0.00 0.98 0.0075 0.0200 2.O 0.0833 4.1650 6.98 0.74 3.5192 0.1466 0.1285 5.93 1.35 1.00 0.98 0.00 - M ax. spread allowed - 7' 94 38 10.0 0.25 0.64 0.160 0.64 0.00 0.64 0.0286 0.0200 2.0 0.0833 4.1650 4.63 0-90 3.5192 0.1466 0.1520 6-70 1.49 1.00 0.64 0.00 - Max. spread allowed - 10' 96 3B 14.0 0.55 0.56 0.308 1.23 0.00 1.2.3 0-0428 0.0200 2.0 4.0833 4.1650 5.49 0.85 3.5192 0.1466 0.1446 10.26 1.36 1.00 1.23 0.00 0.00 Max. spread allowed - 7' 98 38 $.0 0.06 0.71 0.043 0.17 0.00 0.17 0.0957 0.0200 2.0 0..0833 4.1650 2.25 1.00 3.5192 0.1466 0.1666 5.23 1.53 1.00 0.17 0.00 I - Max. spread allowed - 10' 98B 38 8.0 0.09 0.55 0.050 0.20 0.00 0.20 0.0957 0.0290 2.0 0.0833 1 4.1650 2.38 1.00 3.5192 1 0.1466 0.1666 5.57 1.44 1.00 0.20 0.00 - M ax. spread allowed - 7' 100 3B 16.0 0-47 0.56 0.263 1.05 0.00 1.05 0.0957 0.0200 2.0 0.0833 4.1650 4.46 0.92 3.5192 0.1466 0.1549 11.73 1.36 1.00 1.05 0.00 - Mex. spread allowed - 7' 102 3B 10.0 0.25 0.69 0.173 0.69 0:00 0.69 0.0200 0.0200 20 0.0833 4.1650 5.14 0.88 3.5192 0.1466 0.1490 6.29 1.59 1.00 0.69 0.00 - Max. spread allowed - 10' 104 38 120 0.56 0.51 0.286 1.14 0.00 1.14 0.0200 0,0200 2.0 0-0833 4.1650 6.16 0.81 3.5192 0A,166 0.1388 8-11 1.48 1.00 1.14 0-00 - Max. spread allowed -7' 108 38 12.0 0.21 0.59 0.124 0.50 0.00 0.50 0.0957 0.0200 2.0 1 0.0833 4.1650 3.33 0.98 3.5192 0.1466 0.1637 8.27 1.45 1.00 0.50 0.00 - M ax. spread allowed - 7' 110 38 12.0 0.25 0.57 0.143 0.57 0.00 0.57 0.0957 0.0200 2.0 O. 083-3 4.1650 3.54 0.97 3.5192 0.1406 0.1622 8.82 1.36 1-00 0-57 0.00 - M ax. spread allowed - 7' 112 38 10.0 0.14 0-66 0.692 0.37 0.00 0.37 0.0957 0.0200 2.0 0.0833 4.1650 3.01 0.99 3-5152 0.1466 0.1652 7.27 1.37 1.00 0.37 0.00 - Max. spread allowed - 10' 114 38 16.0 0.89 0.47 0.418 1.67 0-00 1.67 0.0449 0..0200 2.0 0.0833 4.1650 6.10 0.81 3.5192 0.1466 0-1388 12.13 1-32 1.00 1.67 0.00 - Max. spread allowed -7' 126 3B 20.0 1.18 0.48 0.566 2.27 O.GO 2.27 0.0500 0.0200 2.0 0.083:3 4.1650 6.70 0.77 3.6192 0.1466 0.1329 14.61 1.37 1.00 2.27 0.00 - Max. spread allowed - 10' 128 3B 10.0 0.11 0.72 0.079 0.32 0-00 0.32 G.O873 0-0200 2.0 1 0..0833 4.1650 2.89 0.99 3.5192 0.1466 1 0.1652 663 1.51 1.00 0.32 0.60 - Max. spread allowed - 7' 130 3B 14.0 0.34 0.55 0.187 0.75 O.GO 0.75 0.0873 0.0200 2.0 0.0833 4-1650 3.98 0.95 3-5192 0.1468, 0.1593 9.72 1.44 1.00 0.75 0.00 - Max- spread allowed - 10' 132 38 18.0 0.65 0.48 0.312 1 125 0.00 1.25 0.0975 0.0200 2.0 0.0833 4.1650 4.73 0.90 3.5192 0.1466 0.1520 12.82 1.40 1.00 1.25 0.00 - Max. spread allowed - 1O' 134 3B 12.0 OAT 0.70 0.119 0.48 1 0.00 0.48 1 0.0975 0.02001 2.0 0.0833 4.1650 3.29 0.98 3.5192 0.1466 0.1637 5.18 1.47 1.00 1 0.48 0.00 - 1u11 ax. spread allowed - 7' 144 38 1 8..0 0.23 0.51 0.117 0.47 0-00 0.47 0.0216 0.0200 2.0 0.0833 4.1650 4.35 0.92 3.5192 0.1400 0.1549 5.35 1 50 1.00 1 0.47 0.00 - Max. spread allowed - 10' 1448 3B 14.0 0.72 0.53 0.382 1.53 0.00 1.53 0.0216 0.0200 2.0 0.0833 4.1650 6.76 0.77 3.5192 0.1466 0.1329 9.62 1.45 1.00 1.53 0.00 - Max. spread allowed - 19 146 38 10.0 0.39 0.49 0.191 0-76 0.00 0.76 0.0216 0.0200 2.0 0.0833 4.1650 5.22 0.87 3.5192 0.1466 0.1476 8.76 1.48 1.00 0.76 0.00 0.95 Max. spread allowed - 10' 148 313 8.0 0.24 0.69 0.166 0.66 0.00 0.66 0.0216 0.0200 2.0 ).0833 4.1650 4.95 0.88 3.5192 0.1466 0.1490 6.32 1.2E 1.00 0.66 0.00 - Max -allowed spread alloed - 7' 154 3B 12.0 0.17 0.69 0.117 0.47 0.00 0.47 0.0985 0-0200 2.0 0-0833 4.1650 3.27 0.98 3.5192 0.1466 0.1637 8..15 1.47 1.00 0.47 0.00 - Max, spread allowed - 10' 156 3B 120 0.20 0.60 0.120 0.48 0.00 0.48 0.0985 0.0200 2.O 0.0833 4.1650 3.30 0.98 3-5192 0.14685 0.1637 8.23 1.46 1.00 0.48 0.00 - M ax- spread allowed - 7' 166 3B 8..0 0.17 0.72 0.122 0.49 0..00 0.49 0.0368 0.0200 2.0 0.0833 4.1650 4.00 0.95 3.5192 0.1466 0.1593 628 1.27 1.00 0.49 0.00 - M ax. spread allowed - 7' 168 3B 12.0 0.46 0-59 0271 1.09 0.00 1.09 0.03638 0.0240 2.0 0.0833 4.1650 5.38 0.88 3.5192 0.1466 1 0.1461 9.24 1.30 1.00 1.09 0.00 - Max_ spread allowed - 10' 174 38 6.0 0.15 1 0.23 0.035 0.14 0.00 0.14 0.0400 00200 1 2.0 1 0..0833 1 4.1650 I 2.45 1 0.99 1 3.5192 0.1466 0-16052 3.70 1.62 1.00 0.14 0.00 - Max. spread allowed - 8' 178 3B 6.0 0.15 0.82 0.123 1 0.49 0.00 6.49 0.0152 1.0200 2.0 1 0.0833 4.1656 4.73 0.90 3.5192 0.146E 0.1520 4.97 1.21 1.00 0.49 0.00 - M ax. spread allowed - 8' - for inlets draining to stormwater management facilites, Mere overland fiovato facilities is not available, 100% capture is required at6.5inlhr INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 6.50 (Intensity is 4 in/hr for spread, and 65.5 in/hr for capacity and depth) Nbnnin s Coefficient n is 0.013 Pipe Hy=drology Pipe siJ U 'ai, m - U y 2 U 0 � � � 0S- 0 O a E to O = O = '" S o m E � s J 2 .a v - - a v. v - � - _i u � � N 6f Q U >1 0 .S c is C 'D E o o ._ W � = E n 0 � j - m Pipe run: 10 - SWM 6 12 10 0.67 0.41 0.275, 0.275 10.50 5.27 1.45 1.45 515.00 514.25 19.6 0.01 0.0383 15 12.64 6.70 0.05 10 8 0-85 0.50 0.425 0.700 10.55 5.26 2.24 3-68 514.15 513.95 31.9 0.01 0.0063 15 5.13 4.53 0.12 Inlet 8 6 0.16 0.68 0.109 0.809 10.67 5.24 0.57 4.24 513.8.5 513.00 45.7 0.01 0.0186 15 8.81 7.05 0.11 Hydrology 6 4 0.00 0.90 0.000 1.145 10.77 5.22 0.00 5.97 508.00 489.00 177.0 0.01 0.1073 15 21.16 14.75 020 Curb and Gutter 1 1.145 1 10.97 5.18 0.00 5.97 487.00 485.00 94.2 0.01 0.0212 15 9.41 8.07 0.19 2 SV�tPy9 D I0.00 0.90 0.000 Inlet 37.5 0.01 010801 15 18.28 15.09 0.04 Ptpe run: 14-6 14 G 0.66 0.60 0.330 0-336 7.50 a> C FIV' 0- > a} E _7 (Q' U �_ tis °� 0M M_, W Q. � 0 c ILSs (5 � J.. ` 1 1: r o `u u v o `- ? a r3 W 0 t_ c .a o _ ;B U3 (l) _ oQ 0 a c U) � :U w ? a � 2 T u, W o 4� Fla U) U7 � .� s ' as Q F_ v 2 2 > 0 � W m -o , o � T � U) N (6 5 TI) o' W '5 17 U7 a. m a y � =i 0 o 0 C El! -0 n. - 0 0 `m > Ss a �u .- �, CL J €L 8 3B 8.G 0.16 0.68 0.109 0.71 1 0.00 0.71 0.0200 0.0200 2.0 0.0833 4.14650 5.14 0.88 3.5192 0.1466 0.1490 6.35 1.26 1.04 0.71 0.00 - 10 3B 14.0 0.85 0.50 0.425 2.76 0.00 2.76 0.0200 0.0200 2.0 0.0833 4.1650 8.57 0.64 3.5192 0.1466 0.1138 13.23 1.06 1.00 2.76 0.00 - 20 3B 10.0 0.22 0.53 0.117 0.76 1 0.00 0.76 0.0464 0.0200 2.0 0.0833 4.1650 4.51 0.91 3.5192 0.1466 0.4534 8.27 1.21 1.00 0-76 0.00 - 22 3B 8.0 0.16 0.54 0-086 0.56 0.00 0.56 0.0464 0.0200 2.0 0.0833 4.1650 4.03 0.95 3.5192 0.4466 0.1593 7.13 1.12 1.00 0.56 0.00 - 24 313 12.0 0.45 0.56 0.252 I 1-64 0.00 1-64 0-0332 0.0200 2.0 0.0833 4.1650 6.41 0.78 3.5192 0.14466 0.1344 11.20 1-07 1.00 1.64 0.00 26 38 10.81 0.30 O6 5 0.1.9r 1.27 0.00 1.2? 00332 0.0200 2.0 0.083' 4.1650 5.82 0.83. 1-192 1 0.146( 0.1417 9.74 1.}3 1.00 1.27 0.00 Pipe run: 60-52 28 3B 10-0 0.21 0.58 0- 122 079 0.00 0.79 0.0464 0.0200 2.O 0.0833 4.1650 1 4.58 0.91 3.5192 0.1466 1 G.1534 8.43 1.19 1.00 0-79 0.00 501.75 38 313 8.0 0.18 0.71 0.128 0-83 0.00 0.83 0.0167 0.0200 2.0 0.0833 4.1650 5.65 0.84 3.5192 0.1466 0.1432 6.60 1.21 1.00 0.83 0.40 - 40 3B 12.0 0.66 0.58 0.383 2.49 0.00 2.49 0-0167 0.0200 2.0 0.0833 4.1650 8.53 066 3.5192 0.1466 0.1108 11.82 1.02 1.00 249 0.00 - 48 38 4.O 0.08 0.68 0-054 0-35 0.00 0.35 0.0100 0.0200 2.0 0.0833 4.1650 4.52 0.92 3.5192 0.1466 0.1549 3.77 1.06 1.00 0.35 0.00 - 50 3B 10.0 0.451 0.66 0.297 1.93 0.00 1.93 0.0100 0.0200 2.Q 0.0833 4.10650 8.53 0.64 3.5192 0.1466 4.1138 9.25 1.08 1.00 1.93 0.00 - 52 3B 8.0 0.38 0.49 G_186 1.21 0.00 1.21 0.0100 0.0200 2.0 0.0833 4.1650 7.16 0.74 3.5192 0.1466 0.1285 7.07 1.1.3 1.00 1.21 0.00 - 54 3B 10-0 0.58 0.39 1 0.226 1.47 0.00 1.47 0.0249 0.0200 2.0 0.0833 1 4.1550 6.49 0.78 3.5192 0.1466 0.1344 9.82 1.02 1.00 1.47 0.00 - 64 38 14.0 0.64 0.58 1 0.371 2.41 0.00 2.41 0.0.350 0.0200 2.O 0.0833 4.1650 7.34 0.72 3.5192 0.1466 0.1256 13.94 1.00 1.00 2.41 0.00 - 70 36 8.0 0.13 0.64 0.083 0.54 0.00 0.54 0-0724 0.0200 2.0 0.0833 4.1650 3.65 0.97 3.5792 0.1466 0.1622 7.93 1.01 1.00 0.54 0.00 - ,72 38 14.0 0.37 0.59 0.218 1.42 O. 00 1.42 11.0773 0.0200 2.0 0.0833 4.1650 5.18 0.88 3.5192 0.1466 0.1490 1 12.77 1-10 1.00 1 1.42 0.00 - 78 38 4.Q 0.03 0-69 0.021 0.13 0.00 0.13 0.0292 0.0200 2.0 0.0833 4.1650 2-57 0.99 3.5192 0.1466 0.1652 3.33 1.20 1.00 0.13 0, GO 537.40 102.6 0-01 82 38 8.0 0.18 0.66 0.119 17.77 0.00 0.77 0.0154 0.0200 2.0 0.0833 4.1650 5-58 0.85 3.5192 0.1466 0.1446 3.21 1.29 1.00 0.77 0.00 - 84 3B 8.0 0.13 0.68 0.088 0.57 0.00 0.57 0.0321 0.6200 2.0 0.0833 4.1650 4.35 0.92 3.5192 0.1466 0-1549 8.56 1.22 1.10''7 0-57 0.00 - 86 3B 12.0 0.77 0.53 0.4063 2.65 0.00 2.65 0.0132 0.4200 2.O 0.0833 4.1650 9.13 0.62 3.5192 0.1466 0.1109 11.67 1-03 1.00 2.65 0.00 - 90 3B 8.0 0.48 6.51 0-245 1.59 0. GO 1.59 0.0075 0.0200 2.0 0.0833 4.1660 8.38 0.66 3.5192 0.1466 0.1168 7.70 1.04 1.00 1.59 77.00 - 94 3B 10.0 0.25 0.64 0.160 1.04 0.00 1.04 0.0286 0.0200 2.O 0.0833 4.1650 5.56 0.85 3.5192 0.1466 0.1446 8.47 1.18 1.00 1.04 0.00 0.01 96 38 14.0 0.55 0.% 0.308 2.00 0.00 2.00 0.0428 0.0200 2.0 0.0833 4.1650 6.59 0.77 3.5192 0.1466 0.1329 13.24 1.06 1-00 2.00 0.00 1.20 500.14 498.40 98 3B 8.O 0.06 0.71 1 0.043 0.28 0.00 0.28 0.0957 0.0200 2.O 0.0833 4.1650 2.70 0,99 3.5192 0.1466 0.1652 3.44 1.24 1.00 0.28 0.00 - 98B 38 8.0 0.09 0.55 1 0.050 0.32 0.00 0.32 0.0957 0-0200 2.0 0.0833 4.1650 2.25 O7 99 3.5192 0.14066 0.1652 6.36 1.17 1.00 0.32 0.00 - 100 38 16.0 0.47 0.56 0.263 1.71 0.00 1.71 0.0957 0.0200 2.0 0.0833 4.1650 5.34 0.86 3.5192 0.1466 0.1461 I 14.90 1.07 1.00 1.71 0.00 - 102 3B 10.0 6.25 0.69 0.173 1-12 0.00 1.12 0.0200 0.0200 2.6 0.6833 4.1650 6.11 0.81 3.5192 1 0.1466 6.1388 8.05 1.24 1.00 1.12 0.00 - 104 3B 120 0.56 0.51 0286 1.86 0.00 1.86 0.0200 0.0200 2.0 0.0833 4.1650 7-39 0.72 3.5192 0.14666 0.1256 1 0. 56 1.14 1.00 1.86 0.00 - 108 3B 12-0 0.21 0.59 0.124 0.81 0.00 0.81 0.0957 0.0200 2.O 0.0833 4.1651} 4.03 0.95 3.5192 0.1466 0.1593 10.31 1.16 1.00 0.81 0.00 - 110 3B 12.0 0.25 0.57 0.143 I 0.93 0.00 0.93 0.0957 0.0200 2.0 0.0833 4.1650 424 0.93 3.5192 0.1466 0.1564 11.06 1.09 1.00 0.93 0.00 I - 112 3B 10.0 0.14 0.66 0.092 0.60 0.00 0.60 0.0957 0.0200 2.0 0.0833 4.1 "050 3.61 0.97 3.5192 0.1466 0.1622 9.02 1-11 1.00 0.60 0.00 - 114 313 16.0 0.89 0-47 0.418 2.72 0.00 2.72 0.0449 0.0200 2.0 0.0833 4.16650 7.32 0.72 3.5192 0.1466 0.12% 15.80 1.01 1.00 2.72 0.00 - 126 3B 20.0 1.18 0.48 0.566 3.68 0.00 3.68 0-0500 0.0200 2.0 0.0833 41650 8.04 0.68 3.5192 0.1466 6.1197 19.07 1-05 1.00 3.68 0.00 - 128 38 10.0 I 0.11 0.72 0.079 0.51 0.00 0.51 0.0873 0.0200 2.0 0.0833 4.1650 3.46 0.98 3.5192 4.1466 0.1637 8.18 1.22 1.00 ` 0.51 0.00 - 130 1 38 14.0 0.34 0.55 1 0.187 1.22 0.00 1-22 0.0873 0.0200 2.0 0.0833 4.10650 4.78 0.89 3.5192 0.1466 6.1505 12.34 1.13 1.00 1.22 0.00 13-2 1 38 18.0 0.65 0.48 1 0.312 2.03 0.00 2.03 0-0975 0.0200 2.0 0.0833 4.1650 567 0.84 3.5192 0.1436 1 0.1432 16.29 1.10 1.00 2.03 0.00 - 134 1 3B 12.0 0.17 0.70 0119 0.77 0.00 0.77 0.0975 0.0200 2.0 0.0833 4.1650 3-95 0.95 3.5192 0.1456 0.1593 10.19 1.18 1.00 0.77 0.00 - 144 3B 8.0 0.23 0,51 GAIT 0.76 0.00 0.76 0-02166 0.0200 2.0 0.0833 4.1650 521 0.87 3.5192 0.1466 0.1475 3.75 1.19 1.00 0.76 0.00 - 1448 I 313 14.0 0-72 0.53 0.3$2 1 2.48 0.00 2.48 0.0216 0-0200 2.0 0.0833 4.1650 8.12 0.67 3.5192 6.1400 0.1182 12.66 1.11 1-00 2.48 0.00 - 146 3B 10.0 0.39 0.49 0.191 1.24 0.00 1.24 0.0216 0.0200 2.0 0.0833 4.1650 6.26 0.80 3.5192 0.1466 0.1373 8.65 1.16 1.00 1.24 0.00 - I 148 38 8.0 1 0.24 1 6.69 0.160 1 1-08 1 0.00 1 1.08 0.0216 0.0200 2.0 0.0833 1 4.1650 5.93 0.83 1 3.5192 1 0.1466 0.1417 7.99 1.00 I 1.00 I 1.08 0.00 I - 154 3B 12.0 0.17 0.69 0.117 0.76 0.00 0.76 0.0985 1 0.0200 2.0 0.0833 4.1650 3.92 0.95 1 3.5192 1 0.1466 0.159.'-. 10.18 1.18 1 1.00 0.76 0.00 - 156 38 12.0 0.20 0.60 0120 0.78 0.00 0.78 0.0985 0.0200 2.0 0.0833 4.1650 3.96 0.95 3.5192 1 0.1466 0.1593 10.25 1.17 1.00 1 0.78 0.00 - 166 3B 8.0 0,17 0.72 0.122 0.80 0.00 0.80 0.0368 0.0200 2.0 0.0833 4.1650 4.79 0.90 3.5192 1 0.1466 0.1520 7.92 1.01 1.00 0.80 0.00 - 168 3B 12.0 0.46 0.59 0.271 1.76 0.00 1.76 0.0368 0.0200 2.0 0.0833 4.1650 6.46 0.78 3.5192 1 0.1450 0.1344 11.92 1.01 1.00 1.76 0.00 174 38 I 6.0 0.15 1 0.23 0.035 1 0.22 0.00 1 0.22 0.0400 0.0200 2.0 0.08334.1650 2.94 0.99 3.5192 1 0.1466 0.1652 4.54 1.32 1.00 0.22 0.00 - 176 38 1 6.0 1 0.08 1 0.86 1 0.069 1 0.45 1 O.GO 1 0.45 0.0152 0.0200 1 2.6 1 0.0833 4.1650 i 4.56 i 092T3.5192 I 0.1460 i 0.1549 4.72 1.27 1.00 0.45 i 0.00 - for inlets draining to stor n vater management facilites, Mere overland flow to facilities is not available, 1 00 % capture is required at 6.5in/hr PIPE DESIGN Design Storm Year: 10 n = 0.025 for C1vP n = 0.013 for PCP n = 0.01 for HDPE Pipe Hy=drology Pipe siJ U 'ai, m - U y 2 U 0 � � � 0S- 0 O a E to O = O = '" S o m E � s J 2 .a v - - a v. v - � - _i u � � N 6f Q U >1 0 .S c is C 'D E o o ._ W � = E n 0 � j - m Pipe run: 10 - SWM 6 12 10 0.67 0.41 0.275, 0.275 10.50 5.27 1.45 1.45 515.00 514.25 19.6 0.01 0.0383 15 12.64 6.70 0.05 10 8 0-85 0.50 0.425 0.700 10.55 5.26 2.24 3-68 514.15 513.95 31.9 0.01 0.0063 15 5.13 4.53 0.12 8 6 0.16 0.68 0.109 0.809 10.67 5.24 0.57 4.24 513.8.5 513.00 45.7 0.01 0.0186 15 8.81 7.05 0.11 6 4 0.00 0.90 0.000 1.145 10.77 5.22 0.00 5.97 508.00 489.00 177.0 0.01 0.1073 15 21.16 14.75 020 4 2 0.00 0.90 0-000 1 1.145 1 10.97 5.18 0.00 5.97 487.00 485.00 94.2 0.01 0.0212 15 9.41 8.07 0.19 2 SV�tPy9 D I0.00 0.90 0.000 2.240 11.17 5.15 O.GO 11.53 477.00 474.00 37.5 0.01 010801 15 18.28 15.09 0.04 Ptpe run: 14-6 14 G 0.66 0.60 0.330 0-336 7.50 5.94 2.00 2.00 513.77 513.00 83.0 0.01 0.0090 15 0.13 4.45 0.3 i Pipe run: 26 - 2 26 24 0.30 0.65 0.195 0.195 8.00 5.81 1.13 1.13 525.35 525.00 32.2 0.01 0.0109 15 6.74 4.02 0.13 24 22 0.45 0.56 0.252 0.447 9.GO 5.58 1.41 2.49 524.90 51'9..'_.0 147.9 1 0.01 0.0379 15 12.58 7.95 0.31 22 20 0.16 0.54 0.086 0.533 9.31 5.51 0.48 2.94 519.20 512.60 117.0 0-01 0.0564 15 15.34 9.52 0.20 20 18 0.22 0.53 0.117 0.772 9.51 5.47 G.t34 422 512.50 509.00 113.7 0-01 0.0308 15 11,34 8.53 0.22 18 I 16 0.53 0.61 O} 323 1.095 9.74 5.42 1.75 5.94 508.90 506.00 85.3 0.01 0.0340 15 11.91 9.62 0.15 16 2 0.00 0.90 0.000 1.095 9.88 5.39 0.00 5-94 501.00 489.25 109.8 0..01 I 0.1070 15 21.13 14.73 0.12 Pipe run: 28 -20 28 20 029 0.58 0.122 0.122 7.50 5.94 0.72 0.72 514.00 512.00 32.4 0.01 0.0432 15 13.43 5.65 0.10 Pipe run: 42 - SWM A 42 40 2.24 0.41 0.918 0.918 11.00 5.18 4.75 4.75 476.00 475.60 50.0 0.01 0-0080 15 5.78 526 0.16 40 38 €3.66 0.58 0-383 1.341 11.16 5.15 1.97 6.70 475.50 47:5.25 31.9 0.01 0.0078 18 9.28 5.69 0.09 38 36 0.18 0.71 0.128 2.785 12.59 4.90 0.63 13.65 47,3.20 4£8.35, 140.0 0.01 0.0346 18 19.54 11.92 0.20 36 34 0.00 0.90 0.000 2.785 12.79 4.87 0.00 13.65 458.25 466.60 72.7 0.01 0.0227 18 15.83 10.06 0.12 34 32 0.73 0.48 0.350 3.135 12-911 4.85 1.70, 15.21 4856.50 465 -GO 134.8 0.01 0.0111 24 23.$3 8.04 0.28 32 30 0.00 0.90 0.000 9.087 03.19 4.81 0.00 43.69 455.50 453.75 60.9 0.01 0.0287 30 69.49 14.91 0.07 30 SWM A 0.00 0.90 13.000 9.087 13.25 4.80 0.00 43.69 452.30 1 451.75 28.6 I 0.01 1 0.0192 30 56.84 12.73 0.04 Pipe run: 46-38 44 1 38 1 GAG 0.69 0.069 1 1.356 1 12.45 1 4.93 1 0.34 1 6.58 473.65 47.3.30 46.9 0.01 4,0075 18 1 9.10 1 5.61 1 0.14 Pipe run: 58-44 58 56 0.12 0.30 0.036 0.036 8.50 5.70 0.21 0.21 487.00 484.10 115.3 0.01 0.0252 15 1 10.25 3.14 0.61 56 54 0.90 0-42 0.378 0.414 11.070 5.18 1.90 2-14 484.00 481-501 124.3 0.01 0.0201 15 9.16 46.00 � 0.35 54 52 0.5$ 0.39 0.226 0.640 11.35 5.12 1.16 3.28 476.50 475.55 128.7 0.01 0.0074 15 5.56 4.71 0.46 52 48 0.38 0.49 0.186 0.826 11.80 5.03 0.94 4.16 475.45 474.75 96-0 0.01 0.0074 15 5.56 4.96 0-32 48 150 0.08 0.68 0.054 0-881 1 12.92 1 4-98 j 0.27 4.39 474.65 474.40 32.4 I 0.010.GOTT 15 1 5 "• .57 5.10 i 0." 50 44 0.45 0.66 0.297 1.178 12-23 4.96 1.47 5.85 474.30 473.75 73.6 0.01 0.0075 1 18 9.1G 5.46 0.22 Pipe run: 60-52 60 52 0.74 0.36 0.266 0.2$6 11-50 5.09 1.36 1.36 476-00 475.55 58.9 G.01 0.0076 15 5.63 3.75 0.26 Pipe run: 68-32 68 66 0.58 0.49 0.284 0.284 9.50 5.47 1.56 1.56 476.25 475.OID - 156.4 0.01 0.0080 15 5.78 3.97 0.66 l 66 64 0.41 0.51 0.209 0.493 10.16 5.34 1.12 2.63 474.90 474.55 44.8 0.01 0-0078 15 5.71 4.53 0.17 64 62 0.64 0.58 0.371 0.855 10.32 5.31 1.97 4.59 474.45 473.80 84.3 0.01 0.0077 15 5.67 5.14 0.27 62 32 0.34 0.68 0.231 5.952 1 10.60 5.25 i 1.21 31.28 1 468.50 464.(301 107.9 0.01 0.0417 24 46.20 15.77 0.11 Pipe run: 76 - 62 76 74 0.84 0.52 0.437 0.437 7.40 6.07 2.65 2.65 505.75 501.75 44.4 0.01 0.0909 15 19.39 10.81 0.07 1 74 ,' 72 _ _ 70 0.00 0.90 0.000 _ ...- - 0.37 0.59 0.218 0,437 _., w 4.773 7.07 9.38 6.05 -- 4 5.50 0.00 1.20 2.65 26.25 497.00 486.50 489.35 485.86 1406 0.01 0.0544 35.7 0.01 0.0196 15 �,�P.... 24 15.07 31.67 9.17 11.25 0.26 0.05 70 62 0.13 0.64 0.083 4.8% 9.43 5-49 0.46 288.65 485.70 478.00 181.9 0.01 0.0423 24 46-53 15.28 0.20 Pipe run:. 96-72 86 84 0.77 0.53 0.408 0.408 7.56 5.94 2.42 2-42 502.50 497.85 125.1 0.01 0.0372 15 12.46 7.73 0.27 84 82 0.13 0.68 0.088 0.497 7.77 5-87 0.52 2.91 497.75 497.15 34.6 0-01 0.0174 15 8.52 6.26 0.09 82 80 0.18 0.66 0.119 0.615 7.86 5.85 0.69 3.60 497.05 496.45 116.9 0.01 0.0051 15 4.61 4.15 0.47 8+3 78 0.15 0.67 0-101 1.519 8.33 5.73 0.58 8.71 496.35 495.10 172.1 0.01 0.0073 24 19.33 5.99 0.48 78 72 0.03 0.69 0.421 4.118 9.23 5.53 0.11 22.78 495.00 489.35 128.9 0.01 0.043$ 24 47.35 14.81 0.15 Pipe run: 9)0-80 90 88 0.48 0.51 0.245 0245 7.00 6.07 1.48 1.48 498.00 490-80 28.7 0.01 0-0449 15 13.69 726 0-06 8$ 8O 0.17 0.66 0.102 0.803 8.07 5.79 0.53 4.65 496.70 496.45 31.9 0.01 4.0078 15 5.71 5.17 0.10 Pipe run: 932 - 88 92 88 0.97 0.47 0.456 0.45( 8.0{7 5.81 2.65 2.65 498.00 496.$0 34.1 0.01 4.0352 15 12.12 7.80 0.07 Pipe run: 96B - 78 96B 96 0.62 0.43 {7.2=17 0.267 8.50 5.70 1.52 1.52 506.75 503.065 133.8 0.01 0.0232 15 9.84 5.74 0.39 926 94 0.55 0-56 0.308 0.575 8.89 5.61 1.7,3 3-22 500.00 498.3? 33.8 0.01 0.0488 15 14.27 9.35 0.06 94 78 0.25 0.64 0.160 2.579 9.10 5.56 0.89 14.33 49825 496.75 75.1 0.0'1 0.0200 18 I I K 9.57 0.13 Pipe run: 11048 - 94 10013 100 0.24 0.52 0.125 0.125 8.00 5.81 0.73 0-73 522.75 521.50 139.9 001 0.0089 15 6.09 3.32 0.70 100 98B 0.47 OL -3 0.263 0.388 8.70 5.65 1.49 2.19 519.25 517.25 41.1 0.01 0.0487 15 14.26 8.32 0.08 98B 98 0.09 0.55 0-050 0.438 8.79 5.63 0.28 2.46 515.00 514A 32.0 0.01 0.0188 15 8-86 6.17 0.09 98 94 0.06 0.71 0.(}43 1.844 8.87 5-61 0.24 tO.34 614.30 501.65 194.2 0.01 0.0651 15 16.48 14.15 0.23 Pipe run: 112-98 112 110 0.14 0.66 0.092 0.092 6.50 6.21 0.57 0.57 536.55 536.20 32.4 0.01 0.0108 15 6.71 3.26 0.17 110 108 025 0.57 0.143 0.235 7.00 6:07 0.86 1.42 536.10 526.60 117.7 0.01 0.0807 15 18.35 8.64 0.23 108 106 021 0.59 0.124 6.359 7.23 6.01 0.74 2.16 526.50 522.85 34.5 0.01 0.1059 15 21.02 10.84 0.05 106 104 0.23 0.56 0.129 0.488 7.28 5.99 0.77 2.92 522.75 522.50 19.9 0.01 0.0126 15 7.25 5.58 0.06 104 102 0-56 0.51 0.286 1.192 8.14 5.78 1.65 6.89 5 21.5 0 521-10 31.9 0.01 0.0125 15 7.22 6.70 0.08 102 98 0.25 0.69 0.173 1.364 8.22 5.76 0.99 7.86 521.00 517.25 46.7 0.01 0.0803 15 18.31 14.24 0.05 Pipe run: 114 - 104 114 104 0.89 0.47 0.418 0.418 8.00 5-81 2.43 2.43 52479 522.50 63.9 0.01 0.0358 15 12.22 7.73 0.14 Pipe run: 126 - S WMI B 126 124 1.18 0.48 0.566 0.566 10.00 5.37 3.04 3.04 499.55 499.10 45.5 0.01 0.0099 15 6.43 5.15 0.15 124 122 0.30 0.68 0.204 1.645 10.15 5.34 1.09 8.79 498.00 491.10 127.0 0.01 0.0543 15 15.05 12.63 0.17 122 120 I L7 0.55 0.864 2.509 10.31 5.31 4.58 13.32 491.00 489.00 190.3 0.01 0.0105 24 23.18 7.61 0.42 120 118 0.00 0.90 0.000 7.034 11.65 5.06 0.00 35.61 487.00 434.85 72.2 0-01 0.0298 24 39.05 14.06 0.09 118 4S1 116 O.00 0.90 0.006 7.034 I 11.73 5.05 0.00 35.61 484.75 482.50 205.4 0.01 0.0110 30 43.02 9.78 0.35 116 JP i B 0.00 0.90 O.00G 7.034 12.08 4.99 0.00 35.61 482.40 481.00 139.9 0.01 0.0iG0 30 41.02 9.41 0.25 Pipe run: 134-124 134 132 0.17 0.70 0-119 0.119 5.00 6.67 0.79 0.79 520.52 519.60 33.3 0.01 0.0276 15 10.7.4 5.05 0.11 132 130 0.65 0.48 0.312 0.609 7.56 5.92 1.85 3.61 519.50 505.55 0.01 0.0930 15 19.70 11.99 0.20 130 128 0.34 0.55 0.187 0.796 7.76 5.87 1.10 E146.7 467 50.75 504.60 32.6 0.01 0.0353 15 12.14 9.24 0.06 128 124 0.11 0.72 0.079 0.875 7.82 5.86 0.46 5.12 504.50 498.10 105.6 0.01 0.0606 15 15.90 11.54 0.15 Pipe run: 1.36 - 132 136 132 0.3? 0.48 0.17$ 0.178 7.50 5.94 1.05 1.05 52225 519.643 27.8 0.01 0.0952 15 19.93 8.39 0.06 Pipe run: 146-120 146 1448 0.39 0.49 0.19-1 0.191 7.00 6.07 1.16 1-16 540.50 537.40 102.6 0-01 0.0302 15 11.23 5.79 0.30 14413 144 0.72 0.53 0.382 0.573 8.00 5.81 2.22 3.33 537.30 5'36.40 72.5 17..01 0.0i24 15 7.19 5.71 0.21 144 142 0.23 0.51 0.117 0.856 8.21 5.76 0-68 4.93 536.30 534.60 110.6 0.01 0.0154 15 8.02 6.84 0.27 142 140 0.38 0.66 0.251 1.106 8.48 5.70 1.43 6.31 534.50 545.50 199.5 0.01 0.0953 15 19.94 14.29 0.23 140 1388 0.58 0.53 0.307 4.177 11.12 5.16 1.58 21.53 513.40 511.00 190.4 0.01 0.0126 I 24 26, a9 9.05 0.35 I 138B 138 0X17 0.47 0.221 4.398 11.47 5.09 1.1:3 22-40 505.00 499.75 97.5 0.01 0.0538 24 52.47 15-94 0.10 1 138 120 0.26 0.49 0.127 4.525 11.58 5.67 0.65 22.96 494.50 491.00 68.5 0.01 0.0511 24 51.14 15.69 0.07 Pipe run: 148-144 149 144 0.24 0.69 0.166 0.166 7.50 5.94 0.98 0.98 536.60 535.40 32.0 0.01 0-0063 15 5.13 3.18 0.17 Pipe runt: 164 - 140 164 162 0.75 0..53 0.398 0.398 7.50 5.94 2.36 2.36 532.33 531.10 107-7 0.01 0.0114 15 6.90 5.07 0-35 162 160 0.00 x0.90 0.000 0.791 7.85 5.85 0.04 4.63 531.00 530.00 98.5 0.01 0.0102 15 6.52 5.76 028 160 158 0.00 0.90 0.000 0.791 8.14 5.78 0.00 463 ~,27.50 521.00 164.9 0.01 0.0394 15 12.82 9.54 0.29 158 156 1.18 0.49 0.578 1.370 8.43 5.71 3.30 7.82 520.90 520.30 53.4 0.01 0.0112 18 11.12 6.78 0.13 156 1.54 0.20 0.60 0.120 1.490 8.56 5.68 0.68 8-46 519.20 518.95 32.8 0.01 0.0076 18 9.16 5.87 0.09 154 152 OAT 0.69 0.117 1.607 8.65 5.66 0.66 9.09 518.85 517.30 207.2 0.01 0.0075 18 9.10 5.87 0.59 152 150 2.03 0.47 0.954 2.501 10.00 5-37 5.12 13.75 51720 516.00 150.2 0.01 0.0080 24 20.23 6.91 0.30^ 150 140B 0.00 0.90 0.000 2.561 10.36 5.30 0.00 13.75 515.90 514.90 133.3 0-01 0.G075 24 19.59 5.72 0.33 1408 140 0.43 0.47 0.202 2.763 10.69 5.24 1.06 14.47 514.80 513.50 174.8 0-01 0.0074 24 19.46 6.78 0.43 Pipe run: 168-162 168 166 0.40 0.59 0.271 0.271 7.00 6.07 1.65 1.65 535.33 535.00 32.1 0-01 0.0103 15 0.56 4.44 0.12 166 152 0.17 0.72 0-122 0:394 7.12 6.03 0.74 2.38 532.00 531.10 6616 0.01 0.0135 15 7.51 5.38 0.21 Pipe run: 170 -OUT 170 OUT 0.83 0.50 0.415 0.415 7.50 5.94 2.46 2.46 511.40 508.00 329 0.01 0.1034 15 20.77 11.30 0.05 Pipe run: 176-172 176 174 0.08 0.85 0.069 0.192 6.31 6.26 0.4.3 1.20 500.14 498.40 242-0 0.01 0.0072 15 5.48 3.53 1.14 178 176 0.15 0,82 0,123 0.123 1 6.00 6.35 0.78 0.78 500 75 500.24 1 50.7 0.01 0.0084 15 5.92 3.30 0.31 176 174 0.08 0,86 0.069 0.192 6.31 6.26 0.43 1.20 500.14 498.40 1 242.0 0.01 0,0+072 15 5.48 3.53 1.14 174 172 0.15 0.23 0.035 0.226 1 7.45 5.95 0.21 1.35 497.25 497.01 29.4 0.01 0.0082 15 5.85 3.83 0.13 a '��'�� " OF � ". '�) C SCOTT . (COLLINS . No: 35791 2 v 4)iu i NT FN /1� 5,1 Uy' I RIVAL'G`�y, H Q 0 F- U4 W ZX UJ X X O Q En Q Q U d6 Q �Q Cz O I ' f > Z m -.> i/! :0 O W 4 w Ce Co W CL Q im ce W t1J V) 8 W W Ce H W Ce Ln ,� w t0 w0 W ,-1 ,,ri ri ,-A Lo Q � N �r � 8r ®`.� s y Ln O Ln � 0� I CFS Q,0=1.21 CF F- 0 F- Ln PROPOSED GRADE > > 0 0 0 0 1:- tl L;,40 >0 - Ln Itz .. EXISTING GRADE ME -0+25 0+00 0+50 1+00 1+50 2+00 2+25 [DITCH C:H2 I M ore LIM KAZ C4 + -f S Ln N Z Q2=.98 CFS Q,0=1.21 CF LP 12 (in/hr) Ln PROPOSED GRADE > > Ln 1 %D rY W EXISTING GRADE - 490 z z 535 Ln F- 0 in Ln 490 Depth VeL STATION: 535 HYDROLOGICAL DNFA 0 0 0 525 0.41 Ln elev., 525 0.95 n6Cn 0 4 0 4 Ln > N 0 a 0 11 " I WID TH t 6' NO 50ALE M 40, 00 1 0 Ln �: Ln kD 0,39 ft Structures 485 0 0 Ln 0 0 > 'j? 12, 0 515 GRADE 'BERM 1.111 530530 r,k= -A IShoulder 0 ------ rl 0 ROPOSED RO' ROPOSM GRADE F- fo- 0 -/0 ft Note: Location of Storm Structure 4140 JUTE�brrGH IL= 12" ;TALL 18°' 1 48ol 1 0,15 520 -PGRADE ROPOSED -1.14% T BERqq .0h L- ---------- > 520 00 rn 1 C) 0, U+ 0 > 0.45 ft LE - --------- 5:L0 2 5 5 Cover Q 2 = 4,46 CFS DLD = 22" 00 Q2 4.32 CFS q= 5.33 CFS DL= *44% DL= 22 Q 10 = 6.03 CFS Overtopping Stage 475.40 Ln 0 rq V,= 2.21 FPS Vl�= 2 S JUTE DITCH 3.6 5:L5 530 1,44% Inv. El. 507.00 Q - CFS n = n.A7 F (JUTE DITCH 525 52 Orig. Gr. Elev. GRASSIDITCH DITCH NOSCALE Ce W 0 'n Ln 0 INSTALL HEIGHT I IJI 00 505 520 1 6.5 0.48 510 VO= 530 520 H=6' CONT. V,= 2.28 53.0 FPS 00 T 0 w W? (19 00 -T %w0 co 't I co L9 FT COMMENTS 515 Ln N Ul -It 4 N N Ln w) Ln 1 N i N U) Ln %6 rq Ln In 0) Tq Ln Ln q0=1-45CFS 00 -0+25 0+00 0+50 1+00 1+50 2+00 2+25 [DITCH C:H2 I M ore LIM KAZ -0+25 0+00 0+50 1+00 DITCH 3 1711 nz -T- 0 LM Q2=.98 CFS Q,0=1.21 CF LP 12 (in/hr) Sheet of Ln 1 %D rY W EXISTING GRADE - 490 0 535 Ln F- 0 in Ln 490 Depth VeL STATION: 535 HYDROLOGICAL DNFA 0 0 0 6 0.41 Ln elev., JOTE DII I L;H 0.95 n6Cn 0 4 0 4 Ln > N 0 a 0 11 " I WID TH t 6' NO 50ALE M 40, 00 1 0 Ln �: Ln kD 0,39 ft Structures 485 0 0 Ln 0 0 > 'j? iZ' 31 > Ln F- -Z 0 515 GRADE 'BERM 1.111 530530 > > 1.29)PsT 0.52 ft IShoulder 0 ------ rl 0 ROPOSED RO' ROPOSM GRADE F- fo- 0 -/0 ft Note: Location of Storm Structure 4140 > z IL= 12" ;TALL 18°' 1 48ol 1 0,15 1 52 -PGRADE ROPOSED -1.14% T BERqq .0h L- ---------- > 53.0 00 rn 1 C) 0, U+ 0 > 0.45 ft ADT iDetours 6.04 ft 5:L0 2 5 5 Cover Q 2 = 4,46 CFS DLD = 22" 00 Length 525 DL= *44% DL= 22 Q 10 = 6.03 CFS Overtopping Stage 475.40 Ln 0 rq I n Q = CFS JUTE DITCH 3.6 ;0< 530 1,44% Inv. El. 507.00 Q - CFS Criteria and Significant Impact (JUTE DITCH WIDTH= 6' 52 Orig. Gr. Elev. GRASSIDITCH DITCH NOSCALE Ce W 0 'n Ln 0 INSTALL HEIGHT I IJI 00 505 520 1 6.5 0.48 #D IN = 6' VO= 530 520 H=6' CONT. V,= 2.28 FPS 2.29 FPS I FO SCALE---- Q/13 D,= 0.6,17 FT D10 0.72 FT COMMENTS 515 F 0 02=1.05 CFS q,= 1.28 C FS 515 q0=1-45CFS 00 0 4. 00 0 0 tri 00 Itcoa eq co co ;10 S VO 1.36 FPS 0 ho 6 N Ln ;,6 r-4 N Ln Ln 6 M N Ln Ln 06 It rq M Ln Ln M Lrnn I -0+25 0+00 0+50 1+00 DITCH 3 1711 nz -T- (min) Q2=.98 CFS Q,0=1.21 CF LP 12 (in/hr) Sheet of V,=!2.25 FPS Vle 2.37 FPS Rev. Date 490 0 O FT DW 0.41 F, 0 Dl_= -i2r 490 Depth VeL STATION: Depth HYDROLOGICAL DNFA D.k= 2.48 ac. 6 0.41 Ln elev., JOTE DII I L;H 0.95 EXISTING GRADE 0 a 0 Design AHW depth WID TH t 6' NO 50ALE M 40, 515 1 0,39 ft Structures 485 0 0 Ln 0 0 > 'j? iZ' 31 > Ln F- -Z -11.5 min., 12 - 4.0 in/hr, 110 - 5.4 515 GRADE 'BERM 1.111 0:39 12" Jute (EC -2) 6.04 ft 6+00 5+33 1.29)PsT 0.52 ft IShoulder 0 ------ rl 0 ROPOSED RO' ROPOSM GRADE F- fo- 0 -/0 ft Note: Location of Storm Structure 4140 > z IL= 12" 1 0,50 1 48ol 1 0,15 1 52 0.75 -1.14% I1.45 firs .0h 0.78 L- ---------- > 53.0 00 rn 1 C) 0, U+ 0 > 0.45 ft ADT iDetours 6.04 ft 5:L0 0.07 Cover Q 2 = 4,46 CFS DL= .12' Length 0.12 DL= *44% DL= 22 Q 10 = 6.03 CFS Overtopping Stage 475.40 Ln 0 rq I n Q = CFS Flood Plain Management 3.6 ;0< 530 1,44% Inv. El. 507.00 Q - CFS Criteria and Significant Impact (JUTE DITCH L= 52 Orig. Gr. Elev. GRASSIDITCH DITCH 6.0 Ce W 0 'n Ln 0 INSTALL HEIGHT I IJI 00 505 0 0 0-> > 1 6.5 0.48 #D IN = 6' 0.76 530 WVIDT _: H=6' CONT. 505 6.00 ft INote: Location of Storm Structure 912'2 I FO SCALE---- Q/13 /V0-SxLF----- VELOCITY End - COMMENTS INLET CONT. F 0 02=1.05 CFS q,= 1.28 C FS Q2=1.19 CFS q0=1-45CFS 15 HW11D HW Ke VI= 1.29 F S VO 1.36 FPS 0 ho V,= 1.91 FPS UO 2.00 FPS HW Ul) �0 500 I D2= 0.52 F, D, = 0. 56 0 FT D,= 0.46 FT D,= 0.49 FT 0 07 Soo 525 0.4 0 0 r. M a) LD kD (n 00 00 M 00 LD ri �t M r4 ri Ln ()q > rn LO Ln 0 c� ri rl Ln Ln --t cn:�; �; '1 ri 6,03 , 6,03 It0 ri NIq ri ri Ln !-p 0 r-. ri 0 Ln Ln 6 H kn Ln r-� ri 0 1,1% Lin ci ri Ln 0,8 - ------------ - ----------- INSTALL HEIGHT BER C - - - ------ - ---- 5 r4 Ln 0 im wo ri 00 Ln 128.772 1 ----------- ----- --0 11 > > > CL Z, z z 0.003 0.33 ?.7 - �=- --- ----------- --- -0+25 0+00 0+50 2+50 2+00 1 DITCH 4] INST) HEIGHT F&S"lu 2+50 3+00 495 JUT E DITCH WDTH=6' NO SCALE 475 Q2=1.34CF'S oro 1.65CF-S V,= 2.53 FIS Ve 2.66 FPS 45 D,= 0.42 F D,= 0 F 4,70 0 00 C�) W0? OR rn 0 00 co 4�� 00 00 -t It It Nt -t t -0+25 0+00 0+50 1+00 DITCH STR-66 VDOT STD. DI -5 TP=486-50 INV IN: 475.00 TO STR-68 INV OUT: 474. go TO STR-64 475 1+50 2+00 2+25 470 MLI 535 (min) Q2=.98 CFS Q,0=1.21 CF S 12 (in/hr) Sheet of V,=!2.25 FPS Vle 2.37 FPS Rev. Date 490 0 XISTING GRADE D2={10.38 FT DW 0.41 F, 0 Dl_= -i2r 490 Depth VeL STATION: Depth HYDROLOGICAL DNFA D.k= 2.48 ac. 6 0.41 Ln elev., JOTE DII I L;H 0.95 0,0240 0 a 0 Design AHW depth WID TH t 6' NO 50ALE M 40, > 6 0,39 ft Structures 485 ALL 18" iZ' 31 > Ln F- -Z -11.5 min., 12 - 4.0 in/hr, 110 - 5.4 in/hr 6M ft 'BERM 1.111 0:39 12" Jute (EC -2) 6.04 ft 6+00 5+33 1.29)PsT 0.52 ft IShoulder 1+i5 ROPOSM GRADE F- fo- 0 -/0 ft Note: Location of Storm Structure 4140 lelev, 511.0-0-.-- IL= 12" 1 0,50 1 48ol JUT E DITCH WDTH=6' NO SCALE 475 Q2=1.34CF'S oro 1.65CF-S V,= 2.53 FIS Ve 2.66 FPS 45 D,= 0.42 F D,= 0 F 4,70 0 00 C�) W0? OR rn 0 00 co 4�� 00 00 -t It It Nt -t t -0+25 0+00 0+50 1+00 DITCH STR-66 VDOT STD. DI -5 TP=486-50 INV IN: 475.00 TO STR-68 INV OUT: 474. go TO STR-64 475 1+50 2+00 2+25 470 MLI 535 IN2003M Ditch Number: I 0+50 1+00 1+50 2+00 2+50 3+00 1PROPOSED :18" CL Ill RCP GRADE� 52.00 LF @ 1.44% VDOT STD. ES -1 1 VDO f STD. D. ES -i 5 510 20 -4NV. IN -507-75 INV. !N=5o7.00 XISTING GRI 505 I I 1 505 0 � 9 ri a-) "r t.0 I 0 61 10, Ln Ln LA I -0+25 0+00 0+50 1+00 1+25 1 CULVERT I 3+50 4+00 4+50 5+00 1 DITCH i. I 5+50 6+oo 6+5o 7+00 7+50 8+00 8+5o 8+75 Project Wintergreen Farms Road Plan (min) Plan Sheet No. Designer AML, PE CA. acem. 12 (in/hr) Sheet of Culvert Earth (n=0.03) Jute(Sod) (g--0.05) Pwxd. (n=0.015) Rev. Date Date 11/1612015 Depthio (ft) Min.Desi= 0 AHW Controls Depth VeL STATION: Depth HYDROLOGICAL DNFA D.k= 2.48 ac. 6 0.41 100 yr. Flood plain elev., 5.4 0.95 0,0240 1.38 fps Design AHW depth elev.. M 6.50 1,15 0,39 ft Structures elev. teq. TWelev. Civ - 0.45, Tc -11.5 min., 12 - 4.0 in/hr, 110 - 5.4 in/hr 6M ft 6.30 1.111 0:39 12" Jute (EC -2) 6.04 ft 6+00 5+33 1.29)PsT 0.52 ft IShoulder 1+i5 9' Qj;l F- fo- 0 -/0 ft Note: Location of Storm Structure 4140 lelev, 511.0-0-.-- 7 1 0,50 0.29 1 0,15 1 52 0.75 CL elev. 510.70 I1.45 firs 0 0.78 L- ---------- > 493,04 00 rn 1 C) 0, U+ 0 > 0.45 ft ADT iDetours 6.04 ft Skew 0.07 Cover Q 2 = 4,46 CFS .Availa le Length 0.12 75 1.57 fps Q 10 = 6.03 CFS Overtopping Stage 475.40 Ln 0 rq I n Q = CFS Flood Plain Management 3.6 Inv. El. 50775 530 1,44% Inv. El. 507.00 Q - CFS Criteria and Significant Impact 8.5 0.51 Or Gr. Elev. L= 52 Orig. Gr. Elev. rn Ln -CO I 6.0 Ce W 0 'n Ln 0 INSTALL HEIGHT I IJI 00 t$tKM 0 0 0-> > 1 6.5 0.48 1= 0.76 530 COMPUTATIONS 503,56 CONT. OUTLET 6.00 ft INote: Location of Storm Structure 912'2 CULVERT TYPE & SIZE Q Q/13 Wiv VELOCITY End - COMMENTS INLET CONT. F 0 475.65 484.11 0 r6 ELEV. , I root. 15 HW11D HW Ke dc (dc+D),12 ho H I -So HW Ul) �0 Smooth I Lon Lon ri 4.46 0.9 1.4 0.5 07 0,98 525 0.4 18 0.6 1.4 4,12 F- 0 0 0 100 L;) 0 INSTALL 18" 1 HEIGHT BERM- i > rn LO Ln 0 c� ri rl Ln Ln --t cn:�; �; '1 ri 6,03 , 6,03 1,0 1,5 0.5 525 1.13 - - - - ---------------- --- ------------ - -- 0,8 - ------------ - ----------- INSTALL HEIGHT BER C - - - ------ - ---- 5 r4 Ln 0 im wo ri 00 Ln 128.772 1 ----------- ----- --0 11 > > > CL Z, z z 0.003 0.33 ?.7 - �=- --- ----------- --- - - ------- 0.01 NA 0.00 4D9 499.49 504.14 2-4 rn co 2 y 0 60.66 15 0.78 0.000 54 0,6 3CH) 0.03 4.14 498.25 505,75 498.85 2.1 EXISTING GRADE Lrn, - ix 11 > > F- CL -PROPOSED GRADE - - - - - - - - - ,1.18 0 0.04 GRASS Vi A D IT DITCH IDTH = 15' IDTH = 6' OS LE 0 SCALE 0.35 520 520 482.50 124.34, 15 2.14 0.001, 0.14 1 .? 0.0 0 0.00 NA 0.00 0.01 501.25 504.90 -T1 -4 OM 0 56 OM NA 0.01 0.18 1 1 511.09 0 -07-0 37 0 0-01 iA 0.01 482� 04 Q2= 0.95CFS q=1.15CFS 0 485.10 11518 15 4.21 1 0.000 0.00 0-2 0 DL= 12" 109,00 32,87 15 246 0D01 58 2.13 rq CO -T- 0000 1 V,= 2.38 FPS Vlo= 2.50 FPS 26.66 10.00 2.53 0 1 0 0.00 N'A 25 & OM 1 DL= 22" 491.50 1 37*�w-7 JUTE DIT H C,7 D2= 0.36 FT D,= 0.39 F 0 525 0.00 0 1 0 0,02 N -A Ln 0.06 1 509.06 516.40 26,3 8.4 219 ---- - - - -------- - ----- 0.38 59 0.5 1,17 1NA. 0.58, 3.11 482,71 0 487,40 35.74 24 2625 0.013 0.48 4 0.3 on Ln 474.50 GRASS DITCH 18 6.68 NOSCAL 4.19 3,8 0.1 0 I cnt /S)" > 11 0) 532.10 WIDTH= NO SCA i 6' . E 238 1.50 GFS C, 1.80 CFS 44 1.41 0.0 1.11 1.59 510 497.19 INSTALL 18" HEIGHT BERM --- 00 CI� ri 0 0 I Ln 32 1.02 CFS q =1.25 CFS 83 1. 18 FPS Vjd= 1.23 FPS 0.52 N!i 0.26 4.45 520 483A8 -------- - 0 1 477�50 31�96 1.6 CL > > Ln z z 10.000 2 V2= 1.57 FPS 0 Via= 1.65 FPS 4,0 0 ------ ------ 0M1 0.11 532.21 1 2.6 536.00 32.13 15 1.65 0.001 46 13 0.0 490.63 1 1 502.75 44.41 15 2.65 M 0.077 1 Mo 0 0 P2= 0.47 FT D,= 0.50 FT 0.00 0.00 477.50 483.48 1 Ul 76 0.00 0 0 0.01 NA OM ERTICAL GRAPHIC SCALE 542.10 0.00 0 Ul) 0 OM -NA 0,01 0.08 1 502.83 51030 1 505 F- o ul 0 r- -- C? 0 --- -------- 10 rl 104, ------- 5 0 2.5 5 1 10 28.62 20 43.69 0.011 505 81,9 0.3 10 0 r.11 -:� LI? I Dr=12" 515,10 174.80 24 14,47 0.004 30 6.8 02 465.60 107.93 24 4-3.77 89 N ;k 0 V 0 12 0.43 90 0,9 Zo-o< Ni.;'A 0,80, 112 454,87 IN FEET 5 455.75 60.88 30 43.69 0.011 't - 11 > > CL z z %3.9 0.3 0 JUTE DITCH DITCH 0.18 0.90 516.00 526.00 ch = ft. i� 516.50 133.34 24 13.7-5 500 500 Ln F- 0,1 ----------------- - - ---------- - =6! -T 15 1 3'1.3 115.8 0.43 493 - - -------- ----------------- --- - - ------- 2.7 4.36 N/A - - ----- - --- - - - -- -------- - ------ - --- - - - 472.43 N SCALE 24 15.21 0.005 0.61 4.8 0.1 1 0,37 :,Nhk 0.19 - - - - - - - - - 517,18 530.67 DL= 22 D L= '2 1 517.60 150.23 24 13.75 10.0041 1-16RIZONTAIL GRAPH fff C SCAL 488,75 475.55 44,81 15 11.200/0 13.7 7.7 106 I Q,= 0.66 CF q= a 0.80 CHS 65 0.5 0.93 -NA 0,46 1.07 1 467.67 471.00 467.80 72.65 18 13,65 4.017 C GRASS DITC V2= 3.15 FP V, 3.30 F S 0 0.1 0.33 50 o 1 25 50 100 51832 200 0.0 518.50 1 1 IDTH= 6, W WIDTH = 6' _ -- - -------- W-SCALF�--- 9.09 0.007 36 495 0.1 486.54 ---------------- -- - --------- Q2= 0.26 FT --- -------- FT ---- - --- - ---- - -- - - --- ------------ -------- - ------ ------- - ---- --------- - --- 1 3.7 I -- - --------- 0.9 495 23 0.1 0.70 N/A 0.351 1.58 1 469.38 476,28 469155 139.99 18 IN FEET 0.017 2,37 7:7 0.2 , 0 0.23 'NSTALL 3.8" HEIGHT btKM Q�= .10 CFS 0,0=4.93 CFS 524.17 32,77 18 8.46 1 i ch 50 ft. 38 4,8 0.1 V,=2,65 FPS V, 77 FPS � 37 05 0.17 12 0 0-40 N'A 0.20 2.57 472.12 483.92 490 476.45 31.94 D,= 0.72 FT D,10.77 FT 0.13 3,8 0I1 0 0.23. -NA, 0.11 0.33 1 520.49 526.78 490 1 __1._0 Ln 0 0 Ln Ln Ln N LD H 0 0) Ln r-:, Cq M at Ln co %D M r! Ln co M .41 CO 011 011 01 Ln V) OD h 0 M N .1+ N M M N Ln h 00 0) ri 0 0 ko 09 Ln 0 ko L0 'T LA r-, CO M Ln ^ 0 M Ln N 0 0A7 (n r-1 m a) o6 cl M M M 0 ri 0 rn 06 0 0 UL6 0 m o N 06 6 H N o6 ri ri N d) 4 ri eq d) A ri N 6 A N N N N r-� N N U) r� f1i N 1.6 06 N C4 c6 C4 0.37 521.87 526.00 M 0) 0) 0 Ln 0 Ln Ln Ln Ln T4 Ln Ln ri Ln Ln Ln Ln Ul Ln V, V, Ul Ln Ln 'n Ln Ln Ln Ln Ln Ln LA Ln Ln 0.00 IN2003M Ditch Number: I 0+50 1+00 1+50 2+00 2+50 3+00 1PROPOSED :18" CL Ill RCP GRADE� 52.00 LF @ 1.44% VDOT STD. ES -1 1 VDO f STD. D. ES -i 5 510 20 -4NV. IN -507-75 INV. !N=5o7.00 XISTING GRI 505 I I 1 505 0 � 9 ri a-) "r t.0 I 0 61 10, Ln Ln LA I -0+25 0+00 0+50 1+00 1+25 1 CULVERT I 3+50 4+00 4+50 5+00 1 DITCH i. I 5+50 6+oo 6+5o 7+00 7+50 8+00 8+5o 8+75 Project Wintergreen Farms Road Plan (min) Plan Sheet No. Designer AML, PE CA. acem. 12 (in/hr) Sheet of Culvert Earth (n=0.03) Jute(Sod) (g--0.05) Pwxd. (n=0.015) Rev. Date Date 11/1612015 Depthio (ft) Min.Desi= Width (ft) AHW Controls Depth VeL STATION: Depth HYDROLOGICAL DNFA D.k= 2.48 ac. 6 0.41 100 yr. Flood plain elev., 5.4 0.95 0,0240 1.38 fps Design AHW depth elev.. M 6.50 1,15 0,39 ft Structures elev. teq. TWelev. Civ - 0.45, Tc -11.5 min., 12 - 4.0 in/hr, 110 - 5.4 in/hr 6M ft 6.30 1.111 0:39 12" Jute (EC -2) 6.04 ft 6+00 5+33 1.29)PsT 0.52 ft IShoulder 1+i5 9' Qj;l ',a4l JQ,2T -/0 ft Note: Location of Storm Structure 4140 lelev, 511.0-0-.-- 7 1 0,50 0.29 1 0,15 1 52 0.75 CL elev. 510.70 I1.45 firs 0 0.78 L- ---------- > 493,04 505,22 DISCHARGES USED RISK ASSESSMENT I 0.45 ft ADT iDetours 6.04 ft Skew 0.07 Cover Q 2 = 4,46 CFS .Availa le Length 0.12 75 1.57 fps Q 10 = 6.03 CFS Overtopping Stage 475.40 3238 15 6.04 Q = CFS Flood Plain Management 3.6 Inv. El. 50775 So= 1,44% Inv. El. 507.00 Q - CFS Criteria and Significant Impact 8.5 0.51 Or Gr. Elev. L= 52 Orig. Gr. Elev. Q = CFS I 6.0 �04 0.35 ft 2" Earth 6.00 tl 1+00 0+04 1 6.5 0.48 1= 0.76 HEADWATER COMPUTATIONS 503,56 CONT. OUTLET 6.00 ft INote: Location of Storm Structure 912'2 CULVERT TYPE & SIZE Q Q/13 Wiv VELOCITY End - COMMENTS INLET CONT. OUTLET CONTROL 475.65 484.11 ELEV. , I root. 15 HW11D HW Ke dc (dc+D),12 ho H I -So HW C -M. Smooth Proposed 18' CMP Culver" (2 yr) 4.46 4.46 0.9 1.4 0.5 07 0,98 0.98 0.4 18 0.6 1.4 4,12 NIA Inlet controlled (+14) ,Proposed 18" CMP Culvert (10 yr 6,03 , 6,03 1,0 1,5 0.5 1 1,0 1.13 1.13 , 17 0,8 1.1 1.5 , 4.36 128.772 NA Pletcontrolled(Ab') Job Number: 142098 Designed By: AML �Nu S--5.0% EC -Z MEm V4of K -w V=3.0 fig IK,-3Tvoe-A-Ma; ;Ai:7.0Tfw I Sta StaT. From To (min) C Value Area (ac.) CA. acem. 12 (in/hr) Q2 (cfs) Slope (ft/ft) Earth (n=0.03) Jute(Sod) (g--0.05) Pwxd. (n=0.015) lio (in/hr) Qio (cfs) Depthio (ft) Min.Desi= Width (ft) Vel. I Depth VeL Depth Jlel- Depth (Depth} 8+65 7+10 6 0.41 0A3 0.18 5.4 0.95 0,0240 1.38 fps 4.36 ft 0+00 M 6.50 1,15 0,39 ft 12" Earth _L6--00 ft - Nott: Luca on of Siorn-.t Structure 4144E 6+90 6+00 1 7 1 0.49 1 0,36 10;18 1 5.2 1 0:92 0.0610 2.29 fps 0.37 ft" 6M ft 6.30 1.111 0:39 12" Jute (EC -2) 6.04 ft 6+00 5+33 1.29)PsT 0.52 ft 5 ft 1+i5 9' Qj;l ',a4l JQ,2T -/0 ft Note: Location of Storm Structure 4140 5+33 4+00 7 1 0,50 0.29 1 0,15 1 52 0.75 0,0075 H 5 I1.45 firs 0 0.78 2.09 1 493,04 505,22 630 0.91 0.45 ft 3.6 6.04 ft 4+00 3+40 0.07 87 0.1 0.24 NA 0.12 75 1.57 fps 0A7 ft 475.40 3238 15 6.04 1.25 0.50 P, 3.6 6.00 ft Note: Location of StcM1 Structure #1385 ft 3+40 2-4-V 1 0.215 1 0A31 11 3-1 7 3. 6.00 ft Nate: Location of Storm Structure #138 2+40 1 +00 8.5 0.51 0,34 0.171 4�9 0185 0.0341 12.66f 1 0 498,01 29.41 6.0 �04 0.35 ft 2" Earth 6.00 tl 1+00 0+04 1 6.5 0.48 1= 0.76 1 5.4 1 4 10 I 0.4120 1Z6Sfps 1 0.71 ft 497,014 503,56 497.45 6.00 ft INote: Location of Storm Structure 912'2 Ditch Number: 2 Job Number: 142098 -- Designed By: AML M.&I S--5.0% EC -2, Max V'=Zf; Msv V=3 n fTR �FC-1T-,,DeA.NbxV=7.0fm Sta From Sta To TC (-min) C Value Area (ac.) CA 12 Q2 acc- Lur (in/hr) (c- f s) Slope (ft/ft) Earth (n=0.03) Jute(Sod) (n=0.05) Paved (n 0,0.15) Tio (in/hr) Qio (cfs) Depthv (ft) Min.Design 'Width (ft) 1w Depth Vel. Depth )[•eL Depth (Depth) I (Type) 1+90 1+00 7,5 0.51 0.38 0J9 5,2 1,01 0.0200 1.54 fps 0.47 ft 630 1.22 0.50 ft 121" Jute(EC-2) 6.00 ft 1+00 0+00 M 0,44 1,65 0.92 4,7 4.32 0.0200 3.21 fps 0.81 ft 5,80 5.33 . 0.87 ft 12" Jute (EC -2) 6M ft 1+35 17770.52 1 0.39 1 0.20 1 Note: Location of Storm Structure 9158 - r, ElitchNumber - 1-b-1 S=5 o%, EC -2 1-13" v=o[PT Mw 53� I i np A m:wd=7 nfm ignW By. 624L ,Q L4 S Fww, "Sta 7o lluniji,Iialua T I C �.xea CA 1' 09 St me F-2rth -, th .0.3) jut ---5 UF=0 -Zf I, Yet Depd fo 0+00 1+35 7 0.51 VEL [ r---T:th- �7e-L a--Qth VEL p,-� lowwl 1+2i- 0.0114 1-91 fp -2- 5 0, 42, 0, - i E, 'a -2 21 4 7 1, 3 4 0 06, 21 6.00 ft 1-53 jjlls 0- 42 ft Note:. Loc,&n of Storm Structure #76 1.63 lj:-, o. ft 12" Ju t,-- -2) s oo f t 0+00 7 0.51 0.64 2+60 1+35 17770.52 1 0.39 1 0.20 1 5.2 1 1.05 1 0A] 'Zo 1.29)PsT 0.52 ft 1-2-5 1+i5 9' Qj;l ',a4l JQ,2T 4 -7 POUAR 0-05�62 08 it 5Z 1,2 1.1 Q41 U� Jute {Bc-z- ft 0M1 io 12 0.0 0.78 2.09 1 493,04 505,22 496.70 4.4 3.6 Ditch Number: 4 Job Number: 142098 Designed By: AML IMITK S--5.0% EC-7,MjxV=4.0fps Mir V=3 () fns 1EC-3TvDeA-N1a-V=7.0fDs Sta From Sta T, C To (min) Value Area CA (ac.) iccurr 12 (in/br) Q2 (cfs) Slope Earth (n=0A3) I ----7Depth (ft/ft) Jed Jute(Sod) (rt --0.05) I --T VeL Depth Paved (n=0.015) 110 On/k) Qla (cfs) Dep( 10 (ft ) Min.Desil YIP - (D Width 01, Yet Depth 0+00 1+35 7 0.51 0A5 0.23 1 �5.2 1.19 0.0114 1-91 fp 7.5 OAS 0.54 6.30 1.45 0.49 ft 12" Earth 6.00 ft 0,38 ft Note:. Loc,&n of Storm Structure #76 1.63 0AI ft 12" Jute (EC -2) 6:00 ft 1+00 0+00 7 0.51 0.64 2+60 1+35 17770.52 1 0.39 1 0.20 1 5.2 1 1.05 1 0A] 'Zo 1.29)PsT 0.52 ft 6.30 1.28 M6 ft 12" Jute (EC -2i 6,00 ft Note: Location of Stoim Structure#7 6 14[3 497,51 78.50 15 1A7 0M1 io 12 0.0 Ditch Number: 3 Job Number: 142098 Designed By: AML Max S=5.0% EC -Z MaftV=4.0 fps I MRV %7=3 n � FC -3 Tvr*,. A. Max V=7.0 Im Sta From Sta To T� (min) C Value Area (ac.) , CA acoil 12 Q2 (hVhx) (cfs) Slope (ft/ft) Earth (n=0.03 Jute(Sod) (ir--0.05) Paved (n=0.015) 111, (in/h) Qin (cfs) Dep thio (ft) Min.Desip Width (ft) 'el. Depth Yel- Depth F�eL Depth (Depth) (Type) 1+55 VJ ....................... 7.5 OAS 0.54 0.26 5.2 1,35 0.1013 .5H, 3.114 fps 0,38 ft 630 1.63 0AI ft 12" Jute (EC -2) 6:00 ft 1+00 0+00 7 0.51 0.64 1:1,59 5.2 3.05 0,0273 0.23 2.2 8 fps 0.67 ft 630 169 0.72 ft 12" Jute (EC -2) 6.00 ft Note:Location of Storni Structure ; 158 i'ss-;i=VAVP-.wr TO D�, i� `42 PR Prssweebl;: 10& 11t L rr 41UTLrrw,4Trr, TA'M h 5 MACE EL re; '1_0 0, w -project: ------------------------ Y, "4 Vu ---------------- -__--F A LF: -- ---- ----------- .514, MAL HLETWATEP s upmcr eLryJ F., Im Eiry OUTLETWATEH EJRFACEELEV. D. Q zw VJ ....................... V, ----------- C H, --- QIN UNCTION LOS ----------- ---------- ---------- ... .... N Vi�2g VIN Q I ANGLE H, ---------- H, 1.23H, .5H, FINAL H NLET',1/A1`ER SURFACE ELEIV.. R M ELEV 474.95 73.63 18 5.85 0.003 0.23 3- 0.0 14[3 497,51 78.50 15 1A7 0M1 io 12 0.0 0.78 2.09 1 493,04 505,22 496.70 4.4 3.6 16 02 0.07 87 0.1 0.24 NA 0.12 035 47530 484.06 475.40 3238 15 4.39 0.0 01-5 0.15 3.6 M 0 0.41 AaA 0.01 4.05 497.56 500.00 4.7, 498,01 29.41 15 1.35 0.004 48 1.1 0.0 0.09 0.34 497,014 503,56 497.45 4.2 3.4 14 0.2 0.06 65 0,1 4.21 NA 4.11 025 475.65 484.11 475.75 94.96 15 4.16 0D04 0.39 3- 1 0.0 0 MI INA 0.00 1 498.03 1 2-9 499.40 241.96 15 1,2.4 84 52 1,0 0.0 0.06 0,42 4971,87 505,32 498.15 3.-3 2.7 8.7 0.1 0.04 1 0 0.08 NA 0.04 0A4 476.19 485.14 476.55 128.772 15 3.28 0.003 0.33 ?.7 0,0 0 0.01 NA 0.00 4D9 499.49 504.14 2-4 501.24 60.66 15 0.78 0.000 54 0,6 0.4 0.03 4.14 498.25 505,75 498.85 2.1 1.7 3.7 U 0.02 2 0 0.04 NA. 0,02 0.35 476.90 487.79 482.50 124.34, 15 2.14 0.001, 0.14 1 .? 0.0 0 0.00 NA 0.00 0.01 501.25 504.90 -T1 -4 OM 0 56 OM NA 0.01 0.18 1 1 511.09 0 -07-0 37 0 0-01 iA 0.01 482� 04 489.50 485.10 11518 15 4.21 1 0.000 0.00 0-2 109,00 32,87 15 246 0D01 58 2.13 0.0 1 18190 24 26.66 10.00 2.53 0 1 0 0.00 N'A 0.00 OM 1 485.10 491.50 1 0.00 0 1 0 0,02 N -A 0.01 0.06 1 509.06 516.40 26,3 8.4 219 1.1 0.38 59 0.5 1,17 1NA. 0.58, 3.11 482,71 1 496.00 487,40 35.74 24 2625 0.013 0.48 4 0.3 474.50 46,85 18 6.68 0.004 4.19 3,8 0.1 22.8 532.10 66.55 15 238 6-.-001 44 1.41 0.0 1.11 1.59 488.99 497.19 490.35 51.8 5.5 32 M 0.16 83 0.3 0.52 N!i 0.26 4.45 474.95 483A8 1 477�50 31�96 1.6 0-69 10.000 0.00 10.6 4,0 0 0.03 NA 0M1 0.11 532.21 1 2.6 536.00 32.13 15 1.65 0.001 46 13 0.0 490.63 1 1 502.75 44.41 15 2.65 0.002 0.077 1 Mo 0 0 0.00 NA 0.00 0.00 477.50 483.48 1 76 0.00 0 0 0.01 NA OM 0.02 536.02 542.10 0.00 0 0 OM -NA 0,01 0.08 1 502.83 51030 453.75 28.62 30 43.69 0.011 0.32 81,9 0.3 515,10 174.80 24 14,47 0.004 30 6.8 02 465.60 107.93 24 4-3.77 89 389 12 0.43 90 0,9 1.60 Ni.;'A 0,80, 112 454,87 459.50 455.75 60.88 30 43.69 0.011 0.69 %3.9 0.3 0 0.28 0.37 0.18 0.90 516.00 526.00 3.6 516.50 133.34 24 13.7-5 0.004 32 _4 0,1 485.83 474.80 1 15 1 3'1.3 115.8 0.43 493 3.9 135, 90 2.7 4.36 N/A 2.18 2.8 7 458.62 472.43 466.60 1134.82 24 15.21 0.005 0.61 4.8 0.1 1 0,37 :,Nhk 0.19 0.68 517,18 530.67 0.1 1 517.60 150.23 24 13.75 10.0041 34 4, 01 488,75 475.55 44,81 15 1 2.63 13.7 7.7 106 0.9 0.32 65 0.5 0.93 -NA 0,46 1.07 1 467.67 471.00 467.80 72.65 18 13,65 4.017 1.23 7,7 02 0.1 0.33 NA 0.17 0.72 51832 524.54 0.0 518.50 1 1 1 9.09 0.007 36 5.1 0.1 486.54 476.00 156.39 15 1 1.56 1 3.7 7.7 106 0.9 0.32 23 0.1 0.70 N/A 0.351 1.58 1 469.38 476,28 469155 139.99 18 13,65 0.017 2,37 7:7 0.2 , 0 0.23 I 0.11 1.67 520.17 527.50 524.17 32,77 18 8.46 0.006 38 4,8 0.1 1 6 5,6 37 05 0.17 12 0 0-40 N'A 0.20 2.57 472.12 483.92 476.45 31.94 18 6.70 0.004 0.13 3,8 0I1 0 0.23. -NA, 0.11 0.33 1 520.49 526.78 1 __1._0 53.37 18 1 7.82 0.006 40 :>,4 0.1 1 476.55 1 58,93 15 1 4,8 39 18 02 0.08 24 0 0A7 NA 0.09 022 476.67 483.89 476.67 49.98 15 4.75 0.005 0.27 3.9 0.1 0 0.15 NA 0.08 0.37 521.87 526.00 522.04 164.88 15 4.63 4.005 42 B 0.1 480.00 0.00 0 0 0.06 N -A .0.03 0,30 1 4 76.9 7 480.00 4.6 3.8 17 02 0.08 80 0.1 0.28 'N /A 0.14 0.99 522.99 536D4 5.31.00 98.52 15 4.63 0.005 0.51 3.8 0.1 162 1 1 513.60 32.42 15 1 0.72 0.000 0.00 0.6 0.0 02 0.42 `VA 0.21 0,72 1 531.72 541.00 -0.00 532.10 1071.69 15 236 0.4., 1 28 1.9- 0.0 1 0.00 6-0 164 1 NA 0.00 0.00 513,60 520.71 0.00 0 0 0.01 TKA 0.01 0.15 532.25 538.33 1 490.25 109.84 15 5.94 0.008 0.93 4. 0.1 537,40 31.95 15 0.98 oboo 16 3.'. 0.0 1 1 5.9 1 4.8 29 1 0.4 0.13 39 0.1 032 N/A 0A6 1.09 49134 513.14 507,00 85.25 15 5.94 0.008 0.72 'x.8 0A 0 0 0.04 0,05 0.03 0.03 1 537.4'3 543.47 I I 18 4,2 3.4 15 02 0.06 85 0.1 0.28 NA 0.14 0.86 507.86 5 15.6 7 514.00 113.71 15 4.22 0.004 0.49 3 OD 492.60 68,47 24 22.96 20 0.71 15 .7 1.0 2-9 2.4 7.1 0.1 OM 13 0 0.08 NA 0.04 0.52 510.52 520.49 513 60 1117.00 15 2,94 0D02 1 0.24 2 00 20 0.1 136 1 1.59 1 504.83 501.35 97.51 24 22AO 22 0,96 7.1 02 :fj:2.5t2 b 5.1 0.1 4.42 14 0 4.44 INA 0.02 0 26 513.86 525.80 52030 147.93 15 2.49 0.001 0.22 2 0.0 1 0 0.45 NA 0.23 1,18 502.53 518:50 t I 194A2 24 I 24 1,73 6,9 02 1 1.1 0.9 1 0.0 0.00 87 0 0.03 NA 0.01 024 520.54 532A8 526.00 32.24 15 1.13 0.000 0.01 0 9 0.0 87 1 05 0-90 NA 0.45 2.18 514.78 519.95 516.50 1 199.45 15 1 6.31 26 1.90 1 5.1 0.1 1 1 1 0.00. 0 0 0.00 NA 0.00 0.01 526.01 532.32 1 4.9 4.4 20 0.3 0.09 17 0 10.22 NA 0.11 2.01 518.51 541,34 535,60 110.61 15 4.93 0.006 0.64 4.0 0.1 144 514,00 82.95 15 2.00 0.001 OM 1.6 1 0.4 i 0 0.10 NTA 4k5 0.70 53 6.3 0 543.44 537,40 72.48 15 3.33 14 0.19 2.7 M Mo 0 0 0,01 14413 0,01 0.08 1 514.08 519.33 12 0§ 1.1 0.0 1 MO 23 0 0.04 A 0.02 0 71 537.61 544,90 538,40 102.63 15 1.16 0.000 0.03 4.9 0.0 I I 146 475.00 3 7.4 5 15 1 11.53 0.032 1.19 Q,A 03- 0 0 0.00 0.00 0.03 1 538.43 546,97 ? .5 .9 14.7 87 3A 1.18 65 1.9 337 Nlyk 1.69 2.88 477.88 493.50 486.00 94.17 15 5.97 0.009 0.81 4.9 0,11 1 1 27.84 15 1.05 4 4.01 0,9 0.0 16.0 it .9 29 0.4 0.13 33 01 0.32 IN;'A 0.16 0,97 486,97 493,25 490,00 1 177.03 15 5.97 0.0091 1,51 4,9 1 0.1 0 0 0.001 h 10.00 0.01 520.61 526.50 6 1 4.2 3.5 15 G-2 4.06 4 0 0.16 NN;A OM 1.59 491,59 520,35 514.40 45.67 15 4.24 0.004 010 3,5 0.0 1 499.10 145.64 15 5.12 8 0.66 4,2 0.1 3.7 3,0 11 0,1 0.05 9 0 0.10 NA 0.05 024 514.24 520.83 514.95 31,90 15 3.68 0.003 GAO 3.0 0.0 80 0,1 0.29 _NA 0.15 1 0.81 499,91 512.10 505.60 32.55 15 4.67 10 1 1 0.1 1 1 1 1 1.4 12 1.7 1 U 0.01 16 0 INA 1 0.02 1 0,13 5 15, 08 520.83 515,25 19.57 15 1.45 0.001 0.01 - 1 1.2 1 0.0 1 0.1 0.19 1 0.10 0.27 505.87 _0:441 506.85 146.70 15 3.61 0.0031 0.46 1 2,9 0.0 I 1 1 I 0.00 0 0 10.0111 132 .26 520.00 1 bsign Year '1_0 11 -project: - --------- --- job' 4:'142098 ----- Prepare-dby: "AML, INLET STAMN OUTLETWATEH EJRFACEELEV. D. Q zw VJ ....................... V, ----------- C H, --- QIN UNCTION LOS ----------- ---------- ---------- ... .... N Vi�2g VIN Q I ANGLE H, ---------- H, 1.23H, .5H, FINAL H NLET',1/A1`ER SURFACE ELEIV.. R M ELEV 78 14[3 497,51 78.50 15 1A7 0M1 0.04 12 0.0 0.78 2.09 1 493,04 505,22 496.70 172.11 24 &71 0M1 0.25 2,8 U 172 1.3 1.1 1.5 0.0 0.01 1 0 0.41 AaA 0.01 4.05 497.56 500.00 4.7, 498,01 29.41 15 1.35 0.004 0.01 1.1 0.0 0.09 0.34 497,014 503,56 497.45 116.86 15 3.60 0.003 0,36 0.0 174 1.2 1.0 1.2 0.0 0.01 14 0 MI INA 0.00 0,02 498.03 51,12.40 2-9 499.40 241.96 15 1,2.4 84 4.08 1,0 0.0 0.06 0,42 4971,87 505,32 498.15 34.56 15 2.91 0.002 0.07 2.4 0.0 176 _U00 O.8 Ok 0.5 0.0 0.00 1 0 0.01 NA 0.00 4D9 499.49 504.14 2-4 501.24 60.66 15 0.78 0.000 0.01 0,6 0.4 0.03 4.14 498.25 505,75 498.85 12514 15 2.42 0.001 0.18 2.0 0.0 178 0.00 0 0 0.00 NA 0.00 0.01 501.25 504.90 OM 0 0 OM NA 0.01 0.18 499.03 511.09 109,00 32,87 15 246 0D01 0.05 2.13 0.0 1 18190 24 26.66 0.014 2.53 S.5 0.3 170 0.00 0 1 0 0,02 N -A 0.01 0.06 1 509.06 516.40 26,3 8.4 219 1.1 0.38 59 0.5 1,17 1NA. 0.58, 3.11 482,71 1 496.00 487,40 35.74 24 2625 0.013 0.48 4 0.3 72 22.8 532.10 66.55 15 238 6-.-001 4-.09 1.41 0.0 1.11 1.59 488.99 497.19 490.35 -f 4-0.5 9 15 2.65 0.002 0.24 U 166 1.6 1.3 2.2 0.0 0.01 30 0 0.03 NA 0M1 0.11 532.21 542.10 2.6 536.00 32.13 15 1.65 0.001 0.02 13 0.0 490.63 1 502.75 44.41 15 2.65 0.002 0.077 22 0.0 168 1 76 0.00 0 0 0.01 NA OM 0.02 536.02 542.10 0.00 0 0 OM -NA 0,01 0.08 1 502.83 51030 515,10 174.80 24 14,47 0.004 4.71 6.8 02 465.60 107.93 24 3128 0.019 2.06 1 t) 0.4 140B13 -8 4 A 60 03 0.10 2 0 0.28 0.37 0.18 0.90 516.00 526.00 3.6 516.50 133.34 24 13.7-5 0.004 0.49 _4 0,1 485.83 474.80 1 15 1 0.005 0.43 3,7 - 0.1 1 150 13.8 4.4 60 0.3 0.10 84 02 0,37 :,Nhk 0.19 0.68 517,18 530.67 0.1 1 517.60 150.23 24 13.75 10.0041 0.56 4, 01 488,75 475.55 44,81 15 1 2.63 0.002 0.07 1 2,11 1 - 152 1 9.1 5.1 47 0,4 4.14 38 0.1 0.33 NA 0.17 0.72 51832 524.54 0.0 518.50 207.18 18 9.09 0.007 1,55 5.1 0.1 486.54 476.00 156.39 15 1 1.56 0.401 0,09 1.3 0.0 154 1 8.5 4.8 41 0.4 0.12 51 0 0.23 NI TA 0.11 1.67 520.17 527.50 524.17 32,77 18 8.46 0.006 0.21 4,8 0.1 1 1 156 7.8 4.4 35 0.3 0.11 17 0 0.23. -NA, 0.11 0.33 1 520.49 526.78 1 __1._0 53.37 18 1 7.82 0.006 030 :>,4 0.1 1 476.55 1 58,93 15 1 0.000, 0.03 1"1 1 158 1 4.6 3.8 17 02 0-08 9 0 0.15 NA 0.08 0.37 521.87 526.00 522.04 164.88 15 4.63 4.005 0.85 B 0.1 480.00 160 4.6 3.8 17 02 0.08 80 0.1 0.28 'N /A 0.14 0.99 522.99 536D4 5.31.00 98.52 15 4.63 0.005 0.51 3.8 0.1 162 1 1 2.4 1 5.4 13 0.4 0.16 50 02 0.42 `VA 0.21 0,72 1 531.72 541.00 532.10 1071.69 15 236 0.4., 1 0.14 1.9- 0.0 1 164 0.00 0 0 0.01 TKA 0.01 0.15 532.25 538.33 537,40 31.95 15 0.98 oboo 0,01 3.'. 0.0 148 1 0.00 0 0 0.04 0,05 0.03 0.03 1 537.4'3 543.47 492.60 68,47 24 22.96 0.010 0.71 15 .7 1.0 138 22.4 7.1 160 018 0.28 20 0.1 136 1, 77,0.88 1.59 494,19 504.83 501.35 97.51 24 22AO QkIG 0,96 7.1 02 138B 21.5 1 6.9 148 0.7 0.26 12 0 0.45 NA 0.23 1,18 502.53 518:50 512.64 194A2 24 21.53 4M9 1,73 6,9 02 1 1,40 14,5 6.8 98 0.7 0.25 87 1 05 0-90 NA 0.45 2.18 514.78 519.95 516.50 1 199.45 15 1 6.31 0.010 1.90 1 5.1 0.1 1 1 142 1 1 4.9 4.4 20 0.3 0.09 17 0 10.22 NA 0.11 2.01 518.51 541,34 535,60 110.61 15 4.93 0.006 0.64 4.0 0.1 144 3.3 23 9 0.1 0.04 12 0 0.10 NTA 4k5 0.70 53 6.3 0 543.44 537,40 72.48 15 3.33 0D03 0.19 2.7 M 14413 12 0§ 1.1 0.0 1 MO 23 0 0.04 A 0.02 0 71 537.61 544,90 538,40 102.63 15 1.16 0.000 0.03 4.9 0.0 I I 146 OM 0 0 0.00 0.00 0.03 1 538.43 546,97 520.60 27.84 15 1.05 0.000 4.01 0,9 0.0 136 0-00 0 0 0.001 h 10.00 0.01 520.61 526.50 499.10 145.64 15 5.12 0M6 0.66 4,2 0.1 128 4.7 3.8 18 02 0.08 80 0,1 0.29 _NA 0.15 1 0.81 499,91 512.10 505.60 32.55 15 4.67 0D05 4A7 3.`3 0.1 130 3.6 2.9 11 0.1 0.05 81 0.1 0.19 NA 0.10 0.27 505.87 512.61 506.85 146.70 15 3.61 0.0031 0.46 1 2,9 0.0 1 1 132 1.1 8A 8.9 1.1 038 81 0.7 1.14 -INA 0.57 1.03 507.88 526-57 520.60 33,34 15 0.79 0.000 0.01 0,6 0.0 134 0.00 0 0 0.00 -NAI0.00 0.01 520.61 527.52 483M 13993 30 35.61 0.008 1 1.05 1 73 02 1 1 116 35.6 7.3 258 0.8 0.29 39 0.2 0,72 IN!,/A 0-336 1A1 484A1 492,50 484.50 205.36 30 35.61 0.008 1.55 7,3 0.2 35.6 11.3 404 2.0 0-70 59 0.9 1.84 N/A 0.92 2.47 486.97 493.90 486.97 72.2224 0.025 1.79 1 3 0.5 1 120 23.0 15.7 360 3.8 1.34 88 2- 4.3 N! ; 2.18 3.97 490.94 497.95 490,94 19032 24 13.32 0.003 0.66 0.1 122 8.8 7 2 63 0.8 -6728 85 1 M 4.87 KA0.44 1.10 1 492,01 497.50 1 492,10 126.96 15 8.79 0.019 235 ? 124 5.1 11.5 59 2.1 0.72 2 89 1.4 2.29 1.14 3,49 495.59 3 50533 500A0 45.48 15 1 3.04 0.002 0,10 2,5 0.0 126 0.00 0 0.02 0.01 01.11 500.21 155.39 06 506.92 -0 523.50 63.98 15 2.43 4.001 0.09 '-,,o 0.0 114 0.00 2 --NA 0.01 0,10 523.60 53079 518.25 46.70 15 7.86 0.015 4.69 6.4 0 2 102 - - 6 9 -5 �6 ---6.-5 0.17 37 GA 47� N --k-0.23 0.92 51 .17 8. 52 74 522.10 31.88 1 15 6.89 0.011 036 5,A, 0.1 104 -- 2-4 7.7 19 0.32 90 0.6 1.10 NA 0.55 0.91 523.01 528.73 523,50 19.86 15 2.92 OD02 0,04 a. 0.0 -0.9 106 2-2 1.8 3.8 0.0 0.02 35 0 1 4.05 NA OM 0,07 523,57 528.35 523.85 34.46 15 2.16 0.001 0.04 1,S 4.0 108 1.4 12 13 0.0 0.01 43 0 0.03 --NA 0.01 0.05 523.90 531.84 1 527.60 117.73 15 1.42 0.000 OM 1.2 0.0 110 1 - - O.6 0.5 0.3 0.0 00 83 0 0.01 NA 0.04 0.06 527.6-6 543.11 537.20 32.42 15 0.57 0.000 0,00 0.5 0.0 I 112 10.00 0 0 10.00 N- 4.00 0.00 537.20 543.48 1 I - 502.65 194.24 15 10.34 0.026 4.98 8.4 0.3 98 7.49 14.2 1122 2 3.1 1.10 89 2A 3.45 , 1.73 6.71 509.36 523,11 515,40 31.96 1 15 1 2.46 0.001 0.05 1 2 ra 4.O -2.2 -fl-910---001 1.8 3.9 1 0.0 0.02 87 0 -6177 A 0.03-0-.08 -515.48 523-1 518.25 41.09 15 0. 100 0.7 0.6 0.4 0.0 0.00 88 0 6.02 NA 0.01 0,06 51831 527.21 522.50 139.87 15 M3 U00 0102 0.6 0.0 IGOB OM 0 0 0.00 NA 0.00 0.02 522.52 527.04 497.95 115.13 19 14.33 0.019 1 A0 8,1 03 94 10.3 14.1 146 3.1 1.09 51 1.5 2.80 NA 1,40 2.80 500.75 508.74 500.75 33.83 15 3.22 0.002 0,08 2.6 0.0 96 E5 12 1.9 0.0 0.01, 15 0 0.04 NA 0,02 0.10 500.85 50925 504.65 133.81 15 1 1.52 0,0011 0.07 1.2 0,0 1 9613 1 0.00 0 0 0.01 NA OM 0.08 504.73 511.00 498.12 34.09 15 2.65 0.002 0.06 2. 2 0.0 92 0.00 0 0 0.02 NA 0.01 0.07 498.19 502.50 497,45 31.93 15 4.65 0.005 4A7 t.8 01 88 2A 7,8 21 0.9 033 88 0,6 1.01 NA 0.51 0.67 498A2 503.57 498.12 26.73 15 1.48 0.001 0.01 1 0,0 90 10.00 0 0 0.01 NA 0.00 0D2 498,14 503.67 O SCOTT R. COLLINS'--;;" �15791 Ncx z 0 tUh uJ 0 z 0 V) LU Ce 1-i L 1,0,0,0 L :�� ;;� za� iz�- 8� I. 11 - - --------- --- 490.95 128.92 24 22.78 0.010I 131 -72 0.2 78 14[3 M 137 IA 0.50 71 0.9 1.57 NA 0.78 2.09 1 493,04 505,22 496.70 172.11 24 &71 0M1 0.25 2,8 U 80 4.7, 5 2 24 0.4 0.15 10 0 0.18 NA 0.09 0.34 497,014 503,56 497.45 116.86 15 3.60 0.003 0,36 0.0 82 1 1 1 2-9 2,4 6.9 0.1 0,03 84 1 0.1 0,12 NTA 0.06 0,42 4971,87 505,32 498.15 34.56 15 2.91 0.002 0.07 2.4 0.0 84 2-4 2.0 4.8 0.1 0-02 34 0 0.06 INA 0.03 4.14 498.25 505,75 498.85 12514 15 2.42 0.001 0.18 2.0 0.0 86 OM 0 0 OM NA 0.01 0.18 499.03 511.09 479.60 18190 24 26.66 0.014 2.53 S.5 0.3 70 26,3 8.4 219 1.1 0.38 59 0.5 1,17 1NA. 0.58, 3.11 482,71 1 496.00 487,40 35.74 24 2625 0.013 0.48 4 0.3 72 22.8 14.8 337 3.4 1.19 26 0.7 2.21 INik 1.11 1.59 488.99 497.19 490.35 -f 4-0.5 9 15 2.65 0.002 0.24 U 74 -2.2 2.6 22 5.7 0.1 0.03 71 0 0.09 NPA 0.04 028 490.63 5015.87 502.75 44.41 15 2.65 0.002 0.077 22 0.0 1 76 0.00 0 0 OM -NA 0,01 0.08 1 502.83 51030 465.60 107.93 24 3128 0.019 2.06 1 t) 0.4 62 26.7 153 407, 3.6 1.27 66 2 3.65 IN 1.82 3.89 469.49 485.83 474.80 84.29 15 4.59 0.005 0.43 3,7 - 0.1 64 2.6 2.1 5.7 0.1 0.03 47 0 0.11 -NA 0.05 0.48 475.28 488,75 475.55 44,81 15 1 2.63 0.002 0.07 1 2,11 0.0 66 1 1 1,6 1.3 2 0.0 0.01 16 0 4.43 .aA 0.01 0.09 475.64 486.54 476.00 156.39 15 1 1.56 0.401 0,09 1.3 0.0 1 68 1 476.55 1 58,93 15 1.36 0.000, 0.03 1"1 0.0 64 4.014 0 4 OMI NA. 0.00 0,03 476.58 480.00 1-i L 1,0,0,0 L :�� ;;� za� iz�- 8� ►&*LM -0+25 0+00 0+50 1+00 1+50 MH -1S - MH -2 INV IN. 4( INV IN.1 INV OUT. 4# KLr, 2+00 2+.50 INV IN. 45f INV IN. r INV OUT. 451 +• MH -a STA:o+96.39 `4 RIM:488.a5 MH -a5 Ln = STA:2+40.94 12 RIM:493-50 VINV g p OUT. 481.50 TO MH -14 -0+25 0+00 0+50 1+00 1+50 MH -1S - MH -2 INV IN. 4( INV IN.1 INV OUT. 4# KLr, 2+00 2+.50 INV IN. 45f INV IN. r INV OUT. 451 +• MH -a STA:o+96.39 `4 RIM:488.a5 EMB Q_E-Sa NKMENT MAT IND_B REP -LACED 0,0 ! 476.75' i PROPOSED GRADE MH -1g �- Ln o S 485 PROPOSED GRADE ' o 485 iLn 0 I N c6 +� +co NORM 490 I ri m I ri O z d m>> 490 RIM( SEWER -�v~irYzz ED I STA:o+oo.00 RIM:469.5o INV I 1.58 TO MH -loo IM:498.81 RIM-498.8i- i I ® P 00 4" WATERLINE 1.38 TO MH -102 0 CROSSING 475 485 0 « + _ _-- N o` Z Z p -_-- _.-_------------___..� _--_. ____._______-- _ .- �- 1 ( 485 1 INV IN. 48a.3o TO MH -8 I >>> I I 8" WATERLIN zzZ I 69 470 -.___.________ / ......_.-_ �___--___ ___________-_____--__.-_-.---------------- __._-- { 470 I 480 XISTING GRADE 1 4$a INV OUT. 483..a.o TO MH -6 -----___ 8" DIP - -------- -- 465 I ! 92.39 LF @a 15.33% / 463 I / _ 8" DIP 475 I / / --------- INTERIOR -DROP I 315.98 LF @ 4.14°✓ \ I t I 475 5.a' MANHOLE %XISTING 5013 ' 455 { I C 530 I GRADE T 470 1 ( t t 470 530 I � 500 C � 465 I � i j I i I 465 Ln e"'v o rm. rn m 0) Ln rw STA:3+08.92 / m ®i cD rn r. Ln 0) -0+25 0+00 0+50 1+00 1+50 MH -1S - MH -2 INV IN. 4( INV IN.1 INV OUT. 4# KLr, 2+00 2+.50 INV IN. 45f INV IN. r INV OUT. 451 +• MH -a STA:o+96.39 `4 RIM:488.a5 -0+25 0+00 0+50 2+00 1+25 MH -1 - MH -103 545 - - EMB Q_E-Sa NKMENT MAT IND_B REP -LACED INV OUT. 476.75' i PROPOSED GRADE MH -1g MPACTION. S 485 MUST BE jjMAINTAINED OVER 485 -� STA:4+98.88 _ FROM NORM I 480 ! I i i '-TT--WE--E 48o RIM( SEWER i ED I STA:o+oo.00 RIM:469.5o INV I 1.58 TO MH -loo IM:498.81 RIM-498.8i- i ,62.58 TO MH -1 1.38 TO MH -102 475 I I 20I INV IN. 48a.3o TO MH -8 I I I 8" WATERLIN / I 470 -.___.________ / ......_.-_ �___--___ ___________-_____--__.-_-.---------------- __._-- { 470 I XISTING GRADE ® 0 i INV OUT. 483..a.o TO MH -6 I 8" DIP 465 I ! 92.39 LF @a 15.33% 46 463 j _ i --46o _- --- 6o" DIA. --------- INTERIOR -DROP 00 5.a' MANHOLE REQUIRED 5013 ' 455 { 455 530 I I T ao 1 ( t t moO � 'tfNt 530 0t � 500 -0+25 0+00 0+50 2+00 1+25 MH -1 - MH -103 545 - - EMB Q_E-Sa NKMENT MAT IND_B REP -LACED RIAL SHALL C I NS_U1_CE_S SL NSIST 1. ALL FILL TO BE PLACED MH -1g MPACTION. S I I MUST BE jjMAINTAINED OVER W/L. 3. MI STA:4+98.88 SEPARATION FROM NORM - S -E I i '-TT--WE--E &--- RIM( SEWER MUST BE PROVI, ED I f INV O:p5�4055 OUT. 532.00 IM:498.81 RIM-498.8i- i 540 20I INV IN. 48a.3o TO MH -8 I I t 8" WATERLIN I CROSSING I ® 0 i INV OUT. 483..a.o TO MH -6 535 00 5.a' I t 5013 ' ( 530 I I ! 1 ( t t moO � I 530 I � 500 I MH -18 I STA:3+08.92 / ! ! IM:525.25 RIM-.525.25- I �::� + a)i O - INV IN. 51a.00 TO MH -3.9 INV 525 I INV OUT. 51o.8o TO MH -17 /1 525 220I ( 002 S`t2c» Irq � --`------ -- 495 j Ln 0 or, or, � in 0 I�0 i I I - ------ - - j ! -- ---- j - -- ----- 100 0 00 / --- ---- - - -- - -f OJ 41h -- -- - I ----- --- - 520 °i i o o co'on I � I I I 4 1 � 00 rq Ln ri 0 / rl 0 1 =a zz �Ln ` , 515 2 ! ! - -- - - - - -------- _---- -- -- 515 EXISTING RWSA 20 WATERLINE CROSSING-/ 20 ® { 2Lnmzzz // { ' I 490 I I I 510 I I j 510 493 S{ I // �3 8" SDR -26 PVC 0 ( I 505 ! ! / ! 115.24 LF @3.30% Soy 485 IINt i PROPOSED `' z O m= m 2>> s � GRADE � Ln z z 2 2 0 1 00 1 - - - �1 ! t " {{ ( E ( j j 485 I `t. 5ofl I ' I , 4 j 1 I 1 $° SDR -z6 PVC 500 1 I l ONCRETE ANCHORSREQUiRED pp , ( 495 I I 1 C I I I 1 I LF @ 0.73% 495 I \_8" 4811 , I ! I O I DIP 125.97 LF @ 22.86% 490 o ° / t �, o � / ! Ln00 o ? 0 i --- --- 1490 I / ' I >> # -- F- �00 N N C6 3'0° I i/ I _ - - �c~ilc z i NOTE: SANITARY SEWER BENEATH SUNSET ( 485 l I f f I ! 485 EXTENDED MUST BE BORED DIP 108.49 LF � 0.559/0 475 o H + ° o 0 = Ln 2 Z Z Z �\ \ � I / L 480 i i %! i 1 -- ----- - 80 8" SDR -26 PVC i i UNDER SUNSET AVENUE EXTENDED G �150'� I 187.36 LF Qa 1.23% 475 - --� _----L--- !------- ----- ---' -----------... -----_ _ 1 _ - -------j - 475 MH -log c 1 STA:o+010.00; i 6 i RIM:467.851 / ONCRETEANCHORS REQUIRED � I i 12.4o TO M H -no / I 465 4 5 470 62.4oTQ MH -16 - � , i ,2.2o TO MH-io8 / 8" DIP I { ► I i 55.73 LF @ 27.64%; I I { ! 1 455 E I ; -8 TO MH y 46o 465 460 I " I ° ( I ! 46o Lr Cq ri to m 0 0 m 1r, r N N It O m O ! r� Ln CT) O m r Ln Ln m o O l+ 517 �t o N .t 00 01 0 -It �t Ln m ri o 9 'Ln Ln t n CD ci ri Ln Ln Ln 5D r1 T4 Ln Ln L!� t ri N Ln Ln r; Cn N N Ln Ln ri d' m m� Ln Ln Ln -0+25 0+00 0+50 1+00 2+501 2+00 2+50 3+00 MH -1g TO MH -log 3+50 4+00 4+50 5+00 5+25 01 kyj t La CO MH -103 INV IN, i INV IN., INV OUT., w I M H -a3 f STA8+82.88 ( j RIM -.549.6o I INV OUT. 541.33 TO 1\ I 550 i I_ .�-.� / j 550 WATER SERVICE t CROSSING / I : I 545 --- - -- --` - - ----- - ---- --- - ----- --- -- - --------------- -- - ----- - - ---------- __..-.---------------------------------------------- ---------- - - -- --- --- - --- - -- - - I 545 ----- --------------'-- -- - ----------------------- ------ - - - - - - _..--------, -- j - - - ------ - ---- ---- ----- --- - ---- -- ---- VERTICIL GRAPHIC SCALEI tt a 2 5 t o 2.5 " 5 101 zo I I WATER SERVICE 54 _.._._...._._.. ---------- - - ----`----- ----- _ ---------------------------- -------------- --- -- - ------ ----- -- - --- -- ----------------- -- - - CROSSING - -- -- ---- -- --- --------- - --- - _---- -- - ------ - 54 { IN FEET ri �1 inch = 5 ft. i I f I 20 // i 535 535 / j Ln 1I-IORIZON AL GRAPHIC SCALE I � o Q � � t' ! Ln 50 0 25 50 100 ! 200 m / Ln 0 ME 530 Ln z z �� 530 -------------- _ -- --- -- ----- - -....------------ - --- ---- ------ -- -- -- -------------------- -- ----------------- - - -- - _ -`- -- - _ . - - _ _ ------ --,,y� tea. - ----------------- - - --- j I FIX FEET I -� I 1 inch = 50 ft. I lip 525 I iooA 525 ( I ! / WATER SERVICE / CROSSING 520 I ( / 520 t i WATER SERVICE / f I _ CROSSING / i I 515 j ! ( 0 o / ( 515 0 06 06 j �� cn I o, ( � E rt 1a ! 200 20 �� ( ��`-SZZ / tiro {��^ I 10 S_ _ --- -- R --- ------------------------ - --------- ----------------- 1N Ln M I ri o r^n / iWATER SERVICE �j ri a, I iD N of 6- / I CROSSINGS I °,z ° Lonz 0/ i !\ 96A zz< 2>> \ Sas MH 2 La z z 2 Ln -_------- - ------------- -- - STA:o+oo.00 RIM:490.50 ,82.7o TO MH -9 / 8 WATERLINE }78.7o TO 0 TO MH - S 6 I { / CROSSING ao _ -- -------------------------- _ _ _--- ---- ---- - ---- a $l t I 6?'qC I I I i8 xF@a3 I 1 1 5.3' j I I I i 2.2' / { i I 495 1 _ a. 1 ! I 1 8" DIP j 490 i '.QJ �p 55.74 LF Qa 0.54°10 I NOTES: EMB Q_E-Sa NKMENT MAT IND_B REP -LACED RIAL SHALL C I NS_U1_CE_S SL NSIST 1. ALL FILL TO BE PLACED AT g5% C MPACTION. S 2, MI IMUM 3.5' OF COVER MUST BE jjMAINTAINED OVER W/L. 3. MI IMUM OF z' OFERTICAL SEPARATION FROM NORM - S -E FR ! -AND-'OF i '-TT--WE--E &--- SANITARY SEWER MUST BE PROVI, ED NOTE: ALL ROADWAY __PRED-O EMB Q_E-Sa NKMENT MAT IND_B REP -LACED RIAL SHALL C I NS_U1_CE_S SL NSIST UNIFORM L YERS NOT .MO E THAN 8 INCHES IN THICKNE S BEFORE COMPACTION OVER THE ENTIREOADBED AREA IN ACCORDANCE SPECIFICATION WITH VDOT 303.04 007 ROAD AN BRIDGE t i I 495 -- ------------------ j ---- 1490 -- - 8 3 I I 4 i ^( I i I $ i -13 TO I � E i 480 j j I 480 ! 60" DIA. INTERIOR -DROP MANHOLE REQUIRED 1 475 I I I I I 475 m rt N Ln 5D m 't 4 0 0 to cn W m N m N 0101 m r\ m 5D N rn N N r. CA Ln ,i ri m cv Ln N 00 O N m H O %t O N O 4 m a t N m m Ln 5D wo O 00 rn O M Ln it 01 N Ln N r> r1 06 rf ri i >t ri 6 56 .fi O c6 1t- N t' N 00 N . 00 5D _ -t _4t It�' Ln Ln Ln Ln Ln u) Ln Ln Ln Ln Ln Ln Lon Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln in Ln Ln Ln EXISTING 12" RCP CULVERT TO REMAIN M H-7 H op IH-: SCOTT COLLINS U No. 35791 4 01 `_yv ?ONAL _ .. .77 • •• INV OUT. 48l.go TO MI -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 7+50 8+oo 8+5o 9+00 9+25 Z _0 L Ln Lu in 0 uj z Qc � E t2 ce ca c L Z _j L O c a -s Ce Lu Q r N ko o ® 8 �-_r N M cn r a L Pi:®+c,. 1.20 I re Z I IM:498.81 RIM-498.8i- 20I INV IN. 48a.3o TO MH -8 I I ® 0 INV OUT. 483..a.o TO MH -6 00 { I 5013 ( moO � XISTING9 GRADE � � I � 500 { �::� + a)i O - I { I 220I ( 002 S`t2c» Lnm z z � I 495 j Ln 0 or, or, � in 0 ## i I 495 °i 2 ! ! _��»> / EXISTING RWSA 20 WATERLINE CROSSING-/ 20 ® { 2Lnmzzz // 490 ' o R k6 'ti I I j 493 S{ I // �3 0 ( I I / 485 IINt i PROPOSED `' z O m= m 2>> s � GRADE � Ln z z 2 2 0 1 00 1 - - - �1 ! t " {{ ( E ( j j 485 I `t. o N = I o N 0 tD 1: It L1 5D Zo � 8" } c6 t- = I CROSSING j z I WATERLINE / � i j 1 I 1 $° SDR -z6 PVC 8" DIP 187.95 LF Qa 0.5g°X� 480 = z 0 I z 0 j �� 151.o2 LF @ 0.73% 4811 3; 0�, OON � 5Sl1Q° ZZ Z / -- F- �00 N N C6 3'0° I i/ / _ - - i NOTE: SANITARY SEWER BENEATH SUNSET ( [8" oOil Ln_AVENUE °° \ EXTENDED MUST BE BORED DIP 108.49 LF � 0.559/0 475 o H + ° o 0 = Ln 2 Z Z Z �\ \ � I / L ,o f10 DIA,. MANHOLE INTERIOR -DROP REQUIRED i 1 NOTE: STEEL CASING PIPE REQUIRED 475 8" SDR -26 PVC i UNDER SUNSET AVENUE EXTENDED G �150'� I 187.36 LF Qa 1.23% 470 1 i 6 i I 9 � I i ! ! 465 4 5 J, 3 � , i { MO 105 -8 TO MH y 46o I ' 46o 455 I r I I 455 00 01 50 CO 0 0 N 50 0 m Ln m 0) 00 ri m .t OD d m N Ln r1 r. O m 00 00 m ir. M m co m h N 00m It ci LD m Ln 5D ri 5D 0 00 Ln ri ro 00 0 tt q co r. m r. !` h it cn h 5D 4 ri r: rr 06 m r`. h ci 1+ 00 h �- a. 00 d 't A 00 00 4- U, 00 c o Ln 56 Co CO 6 0) 00 6 A CA m 4 M k6 0) 06 Ci) co m co a) ri o It It 0 0 t +# st r1 of 't �t i .t at .t .t t at 4 .t -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 7+50 8+oo 8+5o 9+00 9+25 Z _0 L Ln Lu in 0 uj z Qc � E t2 ce ca c L Z _j L O c a -s Ce Lu Q r N ko o ® 8 �-_r N M cn ,i, e a c L" y, INV IN. 4€ INV OUT. 4€ NOTES- SHAPING OF MANHOLE 11 -IS DRAW114 IS TO ON PLANS OR WHE STRUCTUFt. MANHOLE OR DROP Ih IN ACCOROMICE WITH THE INVERT SHAPING AND INLET INVERTS IN ACCORDANCE WITH APPLY TO THOSE STRUCTURES SPECIFIED RE INVERT OF PIPE IS A86VE INVERT OF N SLOPE TO DRAIN TO INVERT OF OUTLET PPE SECTION A -A METHOD OF TREATMENT IN DROP FILETS. Q A SLOPE TO DRAIN. TO INVERT OF OUTLET PIPE a► r- t; .- r - a o r. a a 60 ; a a • ► a • 4m,1� , a • �_ - r r _ a '� f a H ► � r Y • - �. N WE -0+25 0+00 0+50 1+00 1+50 2+00 2+50 MH -sty. - MH -120 3+00 3+50 4+00 4r+50 S2S BADS 16 94"C -C TYP". SECTION A A fl STRUCTURE SIZE AND WALL THICKNESS VARIES RTES= 1. THE STANDARIJ SAFETY SLAB (SL -1I IS TO BE USED ONLY WHEN : SPEED IN. THE PLANS ON THE t�RANAGE SUIrNw1ARY SHEET AND/OR THE DRAINAGE. DESCRIPTION. FOUR MANHOLES, JIJNOTI 1, BOXES, ANI) > DROP INLETS YIIITH, HEpHTS 'GREATER THAN 12FEET, THE SPACING OF ADJACENT SAFETY SLABS SHALL BE B' TO 1 ' WITH NO SAFETY SLAB LOCATED WITHIN 5 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PIPE OF 30" 0AMETE:R. OR GREATER. 2. THE COST OF THE SL -1 iS IfNCLWED IN THE COST O F THE STRUCTURE. 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO. THE OTHER: WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY. 4. SAFETY SLAB MAY RE CAST -IN-PLACE OR PRECAST. CAST -1N -PLACE CONCRETE .TQ HE CLASS AS (3000 PSI). PRECAST dbNCRETE IS TO BE A414000 PSII, REINFORCING STEEL TO BE IN ACCORDANCE WITH AASHTO 1131, S. ACCESS OPENINGS MAY BE 30" DIIAMETER OR 30 " SQUARE. WHEN STRUCTURE WIDTH IS LESS .THAM 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 301, LONGS. IS BARS 1 IS" C -C TYP. w ! w SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS S BARS 9 W C -C TYP. #..LOA,- �a + ' ""llt . ate' %I!� '' �'i •'r'ei + e� s +d. )te * •ta fit+ ,'mit TYPIC PRECAST UNIT I ROAD AND BRIDGE STANDARDS ND JUNCTION BOXES .�~al�i�fl•[Yll��aai���® II*� ~III MANHOLES 4 MkIi t I ►E - a -a- s; VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 ( IN FEET ) 1 inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 ( IN FEET ) 1 inch = 50 ft. 20 200 LA rl� N IF 220 II N N = i � � ,MH -124 O Ln 0 ® 000 2 Lr, nn0 F- STA:4+37.17 0 m m d1 LLn 00 00 0 0 .j 525 LA LA N " I O o RIM.524.50 �L~n�ZZz O ZZ 0 Q G > > > z z z ���!�O c~i1 c N 00 i a 6- INV OUT. 51e 525 _ _ I =,— _- m ;+ 14 _ ____._- __..._-- N a a ---_.—___ �10 60 an Ln 1- I 525 CROSSING �. _ I 520 I XISTING GRADE ® O 00 n1 � Z <2 Z Z 520 55 I �/� 0,6 520 1,01 I 1 ` ( 11 °� ry 0 L0 F m > > I --- - ---- - -- 1520 F4WjAT 510 i r I I 505 PROPOSED GRADE {�LnLrzz O WATER SERVICE ' N Ln 1 I 13 � � l CROSSING 515 1 EXISTING GRADE I / / 4 WATERLINE CROSSING 1g I CROSSIN( 1 j 51a 1 � -----------_--- --- i.7' _ --_____-- - ---_ ( 510 ( 10 I I N I I N = , 8" SDR -26 PVC 125.og LF @ 1.04% 505 N L� 0 N N cd 0 i l rl Xrl --' ! _ I _01-0- 00 °� ( 505 505 ! MH -122 / RIM:497-30 / 497.3 2 8" SDR -26 PVC 505 o ' INV IN. 489,00 TO MH -122 / 119.57 LF C 3.01% INV IN. 489.00 TO MH -125 / 5 00 ,. ,� ° 00 � !- 1 GRADE z 2 > > i N Q ZZ � I 2LAE Z i = Q � >>> { i 5 00 INV OUT. 483.00 TO MH -12o / �v)M Zz Z I Soo I / r Soo � 8" SDR -26 PVC 495 ; 1_ ! 120.29' LF @a 14.13°x6 495 _ _ _-- _ / _ S I I 3.5' 495 PROPOSED I 891 SDR -26 FVC GRADE { I s 140.50 LF @a 0.55° _ __ _ — - — I I 490 --- ---- -- - — -- ----- -------- -- -- ___ --� - -- _ ---- _ -,-- - _ ----- MANHOLE REQUIRED 490 $ 4 5 ( I M 1 / 4$a 3 � I 485 1 / / I „! 72 MANHOLE DIA. INTERIOR REQUIRED -DROP LA �t 00 0) irn 00 la) M 00 LA 0o N 485 LD O 00 -- — r; 0) '6 1+ 01 U1 01 d1 0) O Id, d, la a r; H ri o r. N ri o ri N N o N � ai •i' _t' LA I I/ o� LA LA LA Ln I LA 480 __- Q co• I / I ®� y -{--_-�-- � � --------� I --- ----------- 4$a MH -1201 / STA:o+oo.00 RIM:473851 8.2o TO MH -221 �'�' / / I I I 8.00 TO M H -11g / 1 , 475 I p I i c I �k 1 I I 0 465 ( i I 465 LA 00 LA N 01 4 .j- N LA N LD LA r't OS rl 00 � q) r� N O r•. CO LD -q- N co LA T -T r, 00 rA r\ 00 0o Ln 00 0o Q1 re � C71 O LA LA at O r1 LA LA rn (n ri ri In LA r\ NA �" N LA LA 0o LA ri N LA LA O r� N N LA LA N N LA -0+25 0+00 0+50 1+00 1+50 2+00 2+50 MH -sty. - MH -120 3+00 3+50 4+00 4r+50 S2S BADS 16 94"C -C TYP". SECTION A A fl STRUCTURE SIZE AND WALL THICKNESS VARIES RTES= 1. THE STANDARIJ SAFETY SLAB (SL -1I IS TO BE USED ONLY WHEN : SPEED IN. THE PLANS ON THE t�RANAGE SUIrNw1ARY SHEET AND/OR THE DRAINAGE. DESCRIPTION. FOUR MANHOLES, JIJNOTI 1, BOXES, ANI) > DROP INLETS YIIITH, HEpHTS 'GREATER THAN 12FEET, THE SPACING OF ADJACENT SAFETY SLABS SHALL BE B' TO 1 ' WITH NO SAFETY SLAB LOCATED WITHIN 5 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PIPE OF 30" 0AMETE:R. OR GREATER. 2. THE COST OF THE SL -1 iS IfNCLWED IN THE COST O F THE STRUCTURE. 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO. THE OTHER: WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY. 4. SAFETY SLAB MAY RE CAST -IN-PLACE OR PRECAST. CAST -1N -PLACE CONCRETE .TQ HE CLASS AS (3000 PSI). PRECAST dbNCRETE IS TO BE A414000 PSII, REINFORCING STEEL TO BE IN ACCORDANCE WITH AASHTO 1131, S. ACCESS OPENINGS MAY BE 30" DIIAMETER OR 30 " SQUARE. WHEN STRUCTURE WIDTH IS LESS .THAM 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 301, LONGS. IS BARS 1 IS" C -C TYP. w ! w SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS S BARS 9 W C -C TYP. #..LOA,- �a + ' ""llt . ate' %I!� '' �'i •'r'ei + e� s +d. )te * •ta fit+ ,'mit TYPIC PRECAST UNIT I ROAD AND BRIDGE STANDARDS ND JUNCTION BOXES .�~al�i�fl•[Yll��aai���® II*� ~III MANHOLES 4 MkIi t I ►E - a -a- s; VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 ( IN FEET ) 1 inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 ( IN FEET ) 1 inch = 50 ft. 20 200 LA rl� N 220 II N N = cD 0) N � W r- Z Z O Ln 0 ® 000 2 Lr, nn0 F- ri 0 m m d1 LLn 00 00 0 0 .j 525 -0+25 0+00 0+50 1+00 1+50 2+0+0 2+50 3+00 3+50 MH -127 -NIH-121 RVICE NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 PROPOSED GRADE 530 U) rl� n 220 II A M ri +N cD 0) N � W r- Z Z O Ln 0 ��LA0 <-,> HH Ln 525 0 � � 0O a Lt 1 ------- -- - Oom A N LA 0 >>> 525 LO r\+ ry D - — - --- LA LA N " I �L~n�ZZz O ZZ 0 Q G > > > z z z ���!�O c~i1 c 520 I / 520 WATER SERVICE CROSSING �. I 520 I XISTING GRADE 1 a, 520 55 I 1,01 I 1 I2.2' I j 510 F4WjAT 510 i 505 505 PROPOSED GRADE LX L9 O �• N Lri LA LA ' N Ln ' i 13 � � 515 — WATER SE I CROSSIN( 1 j 10 I I I // 47� ( 10 I I N I I N = , 8" SDR -26 PVC 125.og LF @ 1.04% 505 N L� 0 N N cd 0 i l rl Xrl --' ! _ I _01-0- 00 °� ( 505 00 F- / 3 o ' . ® c0A L11 Cl)00 R o M M °t EXISTING z O 5 00 ,. ,� ° 00 � !- 1 GRADE z 2 > > i N Q ZZ � I 2LAE Z i = Q � >>> i i 5 00 �v)M Zz Z 495 ; 1_ ! 495 _ _ _-- _ ------ _ _ S I I 3.5' I 891 SDR -26 FVC 490 s 140.50 LF @a 0.55° _ __ _ — - — 490 I 72" DIA. INTERIOR -DROP j II $ 4 5 MANHOLE REQUIRED $ 4 5 ( I M 1 4$a 3 � I 48o a m rl LD L0 00 r\ w LA �t 00 0) irn 00 la) M 00 LA 0o N LD 00 N 00 LD O 00 ri r; 0) '6 1+ 01 U1 01 d1 0) O Id, d, la a r; H ri o r. N ri o ri N N o N � ai •i' _t' LA ILA Ln LA LA LA Ln Ln LA LA -0+25 0+00 0+50 1+00 1+50 2+0+0 2+50 3+00 3+50 MH -127 -NIH-121 RVICE NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 PROPOSED GRADE 530 U) 4+00 4+50 -0+25 0+00 0+50 1+00 1+50 MH -128 - MH -126 Lf SCOTT . COLLINS'Z No. 35791 1�2Q111 C h'AT:. Z O c m a n V Z ,J L O < C cn W L r3K - p lZJ LLJ fV � � M J UU W 4z Z LLJ > Q 0 U z z J ® 0 LJ Lu Lu � Q E Do an � � Q LJ a a LJ w ui > > 1r OC Ce m Ln T, 0 LO LD Q � N iz� O O cal N rn Nn rl� n 220 II A M ri +N OO~ j O ��LA0 <-,> HH Ln 525 0 � � 0O a Lt 1 ------- -- - Oom 525 - — - --- LA LA N " I O ZZ 0 Q G > > > z z z c~i1 c 520 I / 520 WATER SERVICE CROSSING �. I XISTING GRADE a, 55 1,01 I2.2' I j 510 i 510 i 505 505 LX L9 rr:. co O rl Ln N Lri LA LA Nrq N LA LA N Ln 4+00 4+50 -0+25 0+00 0+50 1+00 1+50 MH -128 - MH -126 Lf SCOTT . COLLINS'Z No. 35791 1�2Q111 C h'AT:. Z O c m a n V Z ,J L O < C cn W L r3K - p lZJ LLJ fV � � M J UU W 4z Z LLJ > Q 0 U z z J ® 0 LJ Lu Lu � Q E Do an � � Q LJ a a LJ w ui > > 1r OC Ce m Ln T, 0 LO LD Q � N iz� O O cal N rn Nn JU I NCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. S�l NOT BE OCATED WITHIN THE RIGHT OF WAY VARIES WATER SEWER LLOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, o EASEMENT wzoTnz' w*Ts* OR mcwEm ONLY - zo' mzmzwuw yxTcn a cEVcR ----- an' wIwzMum � � ncs PART 3 pxnxGmoPn n/ xo"AnArIom [IF woTcn u SEWER cysTcmz. UTIUITIES CROJuzNs A WATER on SEWER EASEMENT SHOULD BE AT nn` � O THE RIGHT DF wAv. UTIL11TY LOCATIONS & EASEMENT WIDTHS NTS G{}(]D FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL | "����".�------ INITIAL BACKFILL----, * STABLE SOIL ROCK * SCRAPE THE BOTTOM Or THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4^ BEDDING OF #0D STONE. FOUNDATION IN P{][)R SOIL UNDER -CUT CONDITION AL BACKFILL 4 MI UNSTABLE SOIL MIN `MIN.#68 STONE ANULAR FILL AS APPROVED BY AC5A \ -+� �` -STABL� �0L O� ���n^ STABLE �0(L O� ��C"- lNOTE_� 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2.NO ROCKS LARGER THAN 8^ IN ANY DIMENSION SHALL BE ALLOWED � ABOVE THE INITIAL BACKFILL. � 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6^ LIFTS. 4.N0 ORGANIC OR FROZEN MATER/AL DR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON ,.,`.E.` � PIPE INSTALLATION �� ���D�1N[� � � . .. `_ "~ ~^_~~...~ � NTS FiG. w-2 mOx an v I max PLUG FOR ALL BENDS FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHORIF % REQUIRED. min M BEDD IIEDDIN13 AS REQUIRED PLUG 45* ,_p _*-` 4 MIN MIN SECTION 1-1 SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. 90 3.66 3.16 321 0.48 45 2.56 2.65 277 02(3 1. THRUST BLOOKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANCES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P,S,I. CONCRETE. 1 NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FICW-3 I" COMPRESSION X 3/4' MALE PIPE COUPLING /-PLACE 5' GALVANIZED " WITNESS " POST WITH OR APPROVED EQUAL CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. NOTE: HYDRANT MUST BE FINISHED GRADE 1' TYPE "K' EQUIPPED WITH CHARLOTTES- SOFTCOPPER FOR USE ON ATTAC14ED SINGLE FAMILY MILLE THREADS WHICH IS RESIDENTIAL SERVICES OR DUAL RESIDENTIAL Al THE LOCAL STANDARD. CIL/ TEE AND IRRIGATIQN SERVICES. LENGTH OF BRANCH VARIES DUAL SERVICE \V 6" GATE 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL 81 X 51, 1' T�! 'K' k SOFT COPPER TEE 2500 P.S.I. CONCRETE C BASE AND THRUST FOR USE ON DETACHED SINGLE FAMILY BLOCK AGAINST RESIDENTAL SERVICE WHERE AN IRRIGATON UNDISTURBED STABLE M.J. GATE VALVE METER IS NOT PROVIDED, SOIL STEEL PILE RESTRAINED JOINT FITTINGS SINGLE SERVICE WHEN THE SOIL IS DISTURBED OR WHEN NOTE: A HYDRANT IS LOCATED IN A FILL, IN ADDITION 1) SADDLES SHALL BE USED ON PVC PIPE, TO POURING CONCRETE, A 13TEEL PILE SHALL CAST IRON LID BE USED AS ADDITIONAL SUPPORT. WATER LINE FINISHED GRADE LOCKI METER NOTE BALL BOX VALVE 1, SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2500 P.S.I. OUTLE , 2, MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT CONCRETE 2'x 2' BEARING AREA. 35" MIN, CUPFILRSETTER INCLUDING DITCHES THRUST BLOCK 1/6 BEND COUPLING VALVE BOX. 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND 4, THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. METER IT IS NOT ALLOWED IN THE DITCH. 4 4 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF CORPORATION STOP \-BRICK AS REQUIRED TO BE IN WET AREAS, THE WEEP HOLES $11ALL BE NECESSARY PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE, TYPICAL SERVICE LATERAL INSTALLATION TYPICAL FIRE HYDRANT ASSEMBLY DETAIL TYPICAL GATE VALVE (5/8" & 1" METERS) FIG. W-4 NTS NTS TD -8 TD -1O TD -9 NOTE: NOTIFY RVVSAENGINEER VICTORIA FORT AT(434)977'zg7oXzo5ATLEAST THREE DAYS PRIOR TOANY WORK AROUND THE RVV5AWATERLINE. FRAME & COVER VARIES FINISHED GRADE STREET SURFACE OR VALVE BOX COVER LIFT NOTCH 4" DIAMETER BRANCH NON -PAVED AREA AND VALVE 14 1/2" SLOPED AREA BRASS OR BRONZE PIPE BRONZE GATE VAT VALVE RUBBER COATED STEEL '3ll- CAST IRON LID WATER MAIN RESTRAINED JOINT FITTINGS DRAIN TO GRADE STEPS CAST IN PLACE 0 MIN 18" METER BOX IF POSSIBLE PRECAST REINFORCED _7 CONCRETE SECTIONS 12" MIN ON-LINE "0" RING SEALS 4 _16" MAX 77i (TYPE "B") MINIMUM ELEVATIO BRICK SUPPORTS OR 5" 4' SOLID CEMENT BLOCKS DIFFERENCE ACROSS I.H. FROM INLET TO OUTLET CRUSHED STONE SHALL BE 0,20 FEET. VARI ES THREADED COUPLING TYPE"K"SOFT DEPTH OF FLOW CONCRETE VARIES PVC NIPPLE AND CAP COPPER FILLETS 18" 101/ PVC SLEEVE- or CHANNEL TO BE BRASS NIPPLE AND CAP 3/4 DIAMETER OF CORPORATION STOP CONTRIBUTING 6" EXTENSION T LUBRICATE ALL THREADS SEWER. THRUST BLOCK 4' 12" 6 METER BOX (SEE FIG, W-7) A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN VALVE OX PIPE SLOT INLET & OUTLET PIPE SHALL BE NO57 STONE PROVIDED, 6" (2 PLACES) MIN. BEDDING M.J. FITTING-\ NOTE W/ NO. 68 STONE 2" PIPE SLOPED NOTES: TO DRAIN IF 1) A PRECAST MANHOLE CONE AND COVER WITH WATER OAS T- ON LID FOR TRAFFIC 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE GRADE ALLOWS AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. VARIES VAR ES 2" PVC OR BRASS SHALL BE USED, PIPE FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE 2) NOTES: \\_2" THREADED TAP LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. EXTENDED OR NON -EXTENDED BASES. DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. WATER MAIN AND VALVE (1) A 1-3/4" ARE SAME SIZE 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED PLUG ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT INSIDE AND OUT, THE MANHOLE CONE. DEAD END TYPICAL MANHOLE SEk"JION TYPICAL METER E30XES (TYPE "A") SHOWING BRANCH-- TIE-IN AIR RELEASE VALVE (ARV) TYPICAL BLOW -OFF ASSEMBLY IN TS N.T.S FIG, IIIII FICW-8 TD -25 TD -19 AND OUT. T0 -2O UD-13FRAME & COVERSTREET SURFACE ORSLOPED AREA CON -PAVED ARFAV-10" MAY 2'-U' /-RUBBER COATED STEEL STEPS_f CASTIN PLACEPRECAST REINFORCED CONCRETESECTIONS NTH "0" RING SEALS0 A ROVED EQUAL3 0" MIN THE DROP CONNECTION SHALL BEDUCTILE IRON PIPE (CLASS 50)5- BACKFILLED IN 6" LAYERS ANDCOMPACTED BY HAND TAMPERS OR2" MIN 9BACKFILLED WITH SELF-COMPACTING6" MAX12"M N 12"MIN MINIMUM ELEVATION DIFFERENCEACROSS M.H. FROM INLET TOVARIE� OUTLET SHALL BE 0.20 FEETA FILLETED INVERT FOR A SMOOTHTRANSITION OF FLOW BETWEENINLET & OULET PIPE SHALL BE3/4 DIA OF LARGESTPIPE IN MANHOLEMIN6" BEDDING WITH NO. 68 STONENOTES- 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BESPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.2THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVEEXTENDED OR NON -EXTENDED BASES.3. ALL ' IOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTEDINSIDE AND OUT.4SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCEDESIGN ON SEWERS WITH STEEP SLOPES.TYPICAL;! MANHOLE WITH DROP CONNECTIONNTS TD -28 FRAME & COVER (SEE FIG. S-|-D'ESLOPED ARE:��_ NON -PAVED V-10" MAX RUBBER COATED STEEL STEPS CAST IN PLACE 3'-0" MIN PRECAST REINFORCED "0" RING SEALS 16" MAX MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" 4'- 0 FROM INLET TO OUTLET 5__ SHALL BE 0.20 FEE DEP'TH OF FLOW CONCRETE VARIES ) SURFACESTREET OR AREA � CHANNEL^^TO BE � 3/4 u/mwE/En OF CONTRIBUTING SEWER, 12 A FILLETED 'NVERT OR A SMOOTH TRANSITION OF FLOW BETWEEN INLET &c OUTLET PIPE SHALL 8E | PROVIDED, MIN. 6" BEDDING NOTE � VV/ND. 88 STONE I. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE � SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. � 2'. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED DR NON -EXTENDED BASES. � � 3� ALL JOINTS, UFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED � INSIDE SHOWING BRANCH TIE-IN AND OUT. N.T,S RG. S TD -25 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNE�CTS TO A MANHOLE AND NO INVERT ELEVA71ON FOR THE SERVIICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOMEST PIPE CONNECTED TO THE MANHOLE. 2SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% A 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. LT TREATED MARKER PLUG END OF MAIN LINE SERVICE LATERAL SECTION IN LINE WYE- TEE PLAN SEWER SERVICE LATERAL CONNECTION TO/-Jl PRECAST cowvnuc wxwooLE aAsss SHALL BE rAmRIoArcu IN AnovnoAwmc WITH PART V, SECTION oorTHESE SPECIFICATIONS. SET DOGHOUSE BASE EXISTING SANITARY ON CONCRETE BLOCKS SEWER PIPE DOGHOUSE OPENING SHALL MIN, 12' CLEARANCE MANUFACTURER OR AND STONE BEDDING SAW CUT TO FIT PIPE OUTSIDE DIAMATER 12" THICK VDOT No. 68 STONE BEDDING SOLID CONCRETE BLOC CENTER vy/RISER WALL (4 EACH) OGHOUSE MANHOLE BASE '" '' ' FILL DOGHo�op�/wo ��o��m����*� - BE CONSTRUCTED AS SHOWN WITH 3,000 PSI CONCRETE xnouwo oosnwo PON FIGURE S -1-A OR NON -SHRINKING GROUT ALLOW CONCRETE WRAP EXISTING PIPE WITH V-0, BEYOND BASE NEOPRENE GASKET MATERIAL 13EFORE FILUNG THE OPENING OF STRUCTURE NEOPRENE SECURED BY 2 NON- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 12" MIN. CAST -IN PLACE 3,000 PSI CONCRETE BASE IPE FOUNDATION SECTION V|[YY NOTES: 1� CONSTRUCT A FORMED INVERT FROM NEW SEWER UNE TO ALLOW FLOW TO THE EXISTING PIPE. 2, POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO VNTH|W 6^ OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE WH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL M/\NA0|E BASE SHOWING "DOGHOUSE" INSTALLATION N.T� S BLASTING NOTES z. BLASTING, YVHEREREQUIRED, SHALL BEDONE \�O'HCARE |NACCORDANCE VV[THALL APPLICABLE FEDERALSTATEAND LOCAL LAVVS,ORDINANCES, RULES /\ND REGULAT0NSOFTHE AUTHORITIES HAVING JUR|3D|[T0N4NDBYSKILLED AND EXPERIENCED BLASTERS, ABLASTING PERN1|TK�USTBEOBTAINED FROWqTHE ALBE�WARLECOUNTY FIRE PREVENTION OFFICE PRIOR TOC<�&4K4ENONGTHE VV0RK. z. ALL FEDERALSTATE, AND LOCAL REGULATIONS GOVERNING CONSTRUCTION SAFETY SHALL BEADHERED TDAND ANY V|OLAT0NOFSUCH REGULAT00NSSHALL BEDEEK4EDTHESOLE RESPONSIBILITY OFTHE CONTRACTOR AND/OR DEVELOPER. 3. PRECAUTIONS SHALL BETAKEN TOPREVENT INJURY TOPERSONS /\NDC>Ay�AGETO PR{}PERTY.NOBLASTING SHALL BED[)NEVV|TH|NTVVENTY-RVE(z5)FEET 0FANY [OK8PLETEDVVORKOR ADJACENT TOANY OTHER STRUCTURES UNLESS PROPER PRECAUTIONS ARE TAKEN. ENDS OF UTILITY LINES ADJACENT TO THE BL,ASTING AREA SHALL BECOVERED TOAVOID DEBRIS AND D/\K4AGE. 4. PROPER NOTIFICATION SHALL BEGIVEN TOTHE AL8E��ARLECOUNTY SERV|[E f\UTHOR|TYAND THE PUBLIC PRIOR TUTHE [OK4K4EN[EK4ENTOFBLASTING OPERATIONS. 5. BLASTING [)NSATURDAYS, SUNDAYS, AND H(}L|DAYSVV|LLBEPERK4|TTEDONLY VV|THSPECIAL VYR|TTENPERK4|SS|{}NFROK4THE AL8EK4ARLE[[)UNTYSERVICE AUTHORITY, 6. VVHENB/ERBLASTING VV|LL8EUNDERTAKEN !NTHE V|ON|TY0FANEXISTING UTILITY, |TSH/\LLONLY BEDONE VV|THDIRECT "ONS|TE"5UPERV|S0NOFTHE AUTH{)R|TY. ANY O/\K4AGEA5ARESULT [)FBLASTING OPERATIONS SHALL BETHE 5(�LE RESPONSIBILITY OFTHE CONTRACTOR. . TO BE EW -1,2A 1. FOR TABLE OF DIENSONS At& VOLUMES FOR 2. FOR TABLE OF OWNSIONS, AND> VOLUMES FOR ELLIPTICAL PIPES (STMDARD Ell SU 5HEET 3 OF a. T_ 3. THS ITEM MAY BE PRECAST OFR CAST V KAII K-- DETAIL A 4. ON %iALLOW FILLS, WHERE EN0VALLS ARE V OR LESS BELOW SHOUILM LINE, TrHE TOP Or TW DOWALL SHAL BE COMTRUCM PARALLEL TO THE GRADE OF II 5. 1 ALL II PLACE clI TO BE MM Al 1 2 #4 DEFORMED D FOR PRECAST SEE SHEETS 101,.06 AND 101,07 BARS 7, THS STMOARD TO BE USED WrH STPAGHT CROSSINGS 30m, AND SKEW ANIDIZ3 TO 151. 8, COST OF a#AS FOR CRACK CWML TO BE WMUDED IN WMWALL To BE BEWLED IN &L ARM EXCEPT WHERE A COWLICT VI INVERT AND WINOWI OC", 10.61 EDGE IS RECURIED ON THE HIIEWWALL AT END OF THE CULVERT (WHERE THE FLOW ENTERS TIJE I HEADWALL AT THE OUTLIET EW OF TW CULVMT MAY BE EITHER SWW EDGE OR BEVEL EDGE. MAY BE PRQVM ON ALL ED= AT KAN 2 #4 DEFIXIMED CRACK �BARSFLOW )A SECTION A -A DO NOT BEVEL L-4?1- INVERT SIM DETAIL 13 END ELEVATION SIDE ELEVATION ROM XV 9WW STMMO Im 42" 96" CIRCULAR AND .60" x 38" - 106" x 68" ELLPTIOAL PIPES FMVMfON DATE I 'SIHIi 1 OF 3 ve /BENCH 3000 PSI CONC. BASE SLOPED TO FLOW CHANNEL 1/4" : 1' MIN BRANC H /z FLEXIBLE CONNECTION -J NOTE: WITH STAINLESS STEEL |- ALL CONNECTIONS TO BAND / EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE __j CONNECTION ^ BOOT ^ �z INSTALLED o� TY[]|P�| MANHOLE PLAN ` / / /`'r��_ /v/r�/x� /`/�_�_ / �_r`/� SHOWING BRANCH TIE _ IN m-�/ | z ry LL co uj uj L9 rr U w Z LU rnAms STREET SURFACE OR SLOPED AREA NON -PAVED AREA Z_0" RUBBER COATED STEEL STEPS V-0 MAX CAST IN PLACE FRECAST REINFORCED CONCRETE SECTIONS NTH "0" RING SEALS OR PROVED EQUAL S -I MIN BACKFILLED IN 6" LAYERS AND COMPACTED BY HAND TAMPERS OR -F-MIN BACKFILLED NTH SELF -COMPACTING 164 MAX MINIMUM ELEVATION DIFFERENCE ACROSS M.H. FROM INLET TO VARIEE OUTLET SHALL BE 0,20 FEET A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SHALL BE 41 12 3/4 DIA OF LARGEST PIPE IN MANHOLE MIN 6" BEDDING WITH NO. 68 STONE & Cnvsm -NOTES: 1. eEoo|wG r*|onwsSs nsou|ncwBwrs nMoww ARE N|N|wum AND SHALL BE spsr|ncxLLY oEncRM|mso BY THE CONSULTANT FOR THE SOIL coNn|TInws. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE sxTcwoco OR wVm-cXTcwoso axscs. �A�L J��NT3' UFT HoLE�. |wLcTo. OuTLETS T0 BE sEALED � CR0UTcD |ws|os AND OUT. 4. SPECIAL CONSIDERATION SHALL BE mvcm FOR ENTRANCE nsS|ow ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS | nn s -|-o TD -5 C, ACSA GENERAL WATER & SEWER CONDITIONS uj1WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA)INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS ATTHE START OF THE WORK. u,2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT (DellNECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THECONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS CD3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERALWATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. Lu4DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (3.-800-552-7001).6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE & ONE-HALF (3-5) FEET OF COVER LuMEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANTLINES, SERVICE LATERALS AND WATER LINES, ETC. JOB NO.7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE 142098DURING A FUTURE EXTENSION OF THE LINE. QSCALE9TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.io. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING 50' 7BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKINGSHEET NO.WATER ACT).21 z. BLASTING, YVHEREREQUIRED, SHALL BEDONE \�O'HCARE |NACCORDANCE VV[THALL APPLICABLE FEDERALSTATEAND LOCAL LAVVS,ORDINANCES, RULES /\ND REGULAT0NSOFTHE AUTHORITIES HAVING JUR|3D|[T0N4NDBYSKILLED AND EXPERIENCED BLASTERS, ABLASTING PERN1|TK�USTBEOBTAINED FROWqTHE ALBE�WARLECOUNTY FIRE PREVENTION OFFICE PRIOR TOC<�&4K4ENONGTHE VV0RK. z. ALL FEDERALSTATE, AND LOCAL REGULATIONS GOVERNING CONSTRUCTION SAFETY SHALL BEADHERED TDAND ANY V|OLAT0NOFSUCH REGULAT00NSSHALL BEDEEK4EDTHESOLE RESPONSIBILITY OFTHE CONTRACTOR AND/OR DEVELOPER. 3. PRECAUTIONS SHALL BETAKEN TOPREVENT INJURY TOPERSONS /\NDC>Ay�AGETO PR{}PERTY.NOBLASTING SHALL BED[)NEVV|TH|NTVVENTY-RVE(z5)FEET 0FANY [OK8PLETEDVVORKOR ADJACENT TOANY OTHER STRUCTURES UNLESS PROPER PRECAUTIONS ARE TAKEN. ENDS OF UTILITY LINES ADJACENT TO THE BL,ASTING AREA SHALL BECOVERED TOAVOID DEBRIS AND D/\K4AGE. 4. PROPER NOTIFICATION SHALL BEGIVEN TOTHE AL8E��ARLECOUNTY SERV|[E f\UTHOR|TYAND THE PUBLIC PRIOR TUTHE [OK4K4EN[EK4ENTOFBLASTING OPERATIONS. 5. BLASTING [)NSATURDAYS, SUNDAYS, AND H(}L|DAYSVV|LLBEPERK4|TTEDONLY VV|THSPECIAL VYR|TTENPERK4|SS|{}NFROK4THE AL8EK4ARLE[[)UNTYSERVICE AUTHORITY, 6. VVHENB/ERBLASTING VV|LL8EUNDERTAKEN !NTHE V|ON|TY0FANEXISTING UTILITY, |TSH/\LLONLY BEDONE VV|THDIRECT "ONS|TE"5UPERV|S0NOFTHE AUTH{)R|TY. ANY O/\K4AGEA5ARESULT [)FBLASTING OPERATIONS SHALL BETHE 5(�LE RESPONSIBILITY OFTHE CONTRACTOR. . TO BE EW -1,2A 1. FOR TABLE OF DIENSONS At& VOLUMES FOR 2. FOR TABLE OF OWNSIONS, AND> VOLUMES FOR ELLIPTICAL PIPES (STMDARD Ell SU 5HEET 3 OF a. T_ 3. THS ITEM MAY BE PRECAST OFR CAST V KAII K-- DETAIL A 4. ON %iALLOW FILLS, WHERE EN0VALLS ARE V OR LESS BELOW SHOUILM LINE, TrHE TOP Or TW DOWALL SHAL BE COMTRUCM PARALLEL TO THE GRADE OF II 5. 1 ALL II PLACE clI TO BE MM Al 1 2 #4 DEFORMED D FOR PRECAST SEE SHEETS 101,.06 AND 101,07 BARS 7, THS STMOARD TO BE USED WrH STPAGHT CROSSINGS 30m, AND SKEW ANIDIZ3 TO 151. 8, COST OF a#AS FOR CRACK CWML TO BE WMUDED IN WMWALL To BE BEWLED IN &L ARM EXCEPT WHERE A COWLICT VI INVERT AND WINOWI OC", 10.61 EDGE IS RECURIED ON THE HIIEWWALL AT END OF THE CULVERT (WHERE THE FLOW ENTERS TIJE I HEADWALL AT THE OUTLIET EW OF TW CULVMT MAY BE EITHER SWW EDGE OR BEVEL EDGE. MAY BE PRQVM ON ALL ED= AT KAN 2 #4 DEFIXIMED CRACK �BARSFLOW )A SECTION A -A DO NOT BEVEL L-4?1- INVERT SIM DETAIL 13 END ELEVATION SIDE ELEVATION ROM XV 9WW STMMO Im 42" 96" CIRCULAR AND .60" x 38" - 106" x 68" ELLPTIOAL PIPES FMVMfON DATE I 'SIHIi 1 OF 3 ve /BENCH 3000 PSI CONC. BASE SLOPED TO FLOW CHANNEL 1/4" : 1' MIN BRANC H /z FLEXIBLE CONNECTION -J NOTE: WITH STAINLESS STEEL |- ALL CONNECTIONS TO BAND / EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE __j CONNECTION ^ BOOT ^ �z INSTALLED o� TY[]|P�| MANHOLE PLAN ` / / /`'r��_ /v/r�/x� /`/�_�_ / �_r`/� SHOWING BRANCH TIE _ IN m-�/ | z ry LL co uj uj L9 rr U w Z LU rnAms STREET SURFACE OR SLOPED AREA NON -PAVED AREA Z_0" RUBBER COATED STEEL STEPS V-0 MAX CAST IN PLACE FRECAST REINFORCED CONCRETE SECTIONS NTH "0" RING SEALS OR PROVED EQUAL S -I MIN BACKFILLED IN 6" LAYERS AND COMPACTED BY HAND TAMPERS OR -F-MIN BACKFILLED NTH SELF -COMPACTING 164 MAX MINIMUM ELEVATION DIFFERENCE ACROSS M.H. FROM INLET TO VARIEE OUTLET SHALL BE 0,20 FEET A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SHALL BE 41 12 3/4 DIA OF LARGEST PIPE IN MANHOLE MIN 6" BEDDING WITH NO. 68 STONE & Cnvsm -NOTES: 1. eEoo|wG r*|onwsSs nsou|ncwBwrs nMoww ARE N|N|wum AND SHALL BE spsr|ncxLLY oEncRM|mso BY THE CONSULTANT FOR THE SOIL coNn|TInws. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE sxTcwoco OR wVm-cXTcwoso axscs. �A�L J��NT3' UFT HoLE�. |wLcTo. OuTLETS T0 BE sEALED � CR0UTcD |ws|os AND OUT. 4. SPECIAL CONSIDERATION SHALL BE mvcm FOR ENTRANCE nsS|ow ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS | nn s -|-o TD -5 C, ACSA GENERAL WATER & SEWER CONDITIONS uj1WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA)INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS ATTHE START OF THE WORK. u,2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT (DellNECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THECONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS CD3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERALWATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. Lu4DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (3.-800-552-7001).6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE & ONE-HALF (3-5) FEET OF COVER LuMEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANTLINES, SERVICE LATERALS AND WATER LINES, ETC. JOB NO.7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE 142098DURING A FUTURE EXTENSION OF THE LINE. QSCALE9TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.io. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING 50' 7BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKINGSHEET NO.WATER ACT).21 i t r < ; G-,RAPHIC---SCALE-- 1 'PROPOSED 20 I, 30 0 15 30 60 _ ..,__ 120 1 UTILITY EASEMENT I - 1` iPROPOSED VAR, WIDTH - J SHOULDER M9 i - 4 H- J „ IN _kT NG 12 CMP EXISTING `� r" 1J inch = 30 ft. CULVERT TO REMAIN EXISTING 3.2" CMP m l ,r _ ....� �- --- - EXISTING EDGE XlSTlNG RO DE DITCH " CULVERT :' „ i ,l i f I I . - CUL O REMAIN EXISTING 22 CMP r _. � __ - E ADS i EXISTING TO MAIN - CULVERT TO REMAIN r _. ! _...OF PAVEMENT '; _.__ __.___ ,.� _��_-_ - ( RE ERT % IN .PROPOSED VAR, WIDTH ST G ACSA FIRE HYDRANT' l+ ROADSIDE DITCH Fy, ROPOSED STRIPED MEDIAN i ; EXISTING EDGE~': 1 ;"I - SHOULDER MIN. % u f! (5'MIN.) -. _.. _ OF PAVEMENT TO REMAIN EXISTING EDGE OF PAVEMENT LOCATION TO REMAIN EXISTING ROADSIDE D l� t ITC _ �-� __ 't 1� `' TO REMAIN NG i8 RCP EH E t X1 Sl -I _ 1.__ G 1 CMP J ,ULVERT 'EXISTING _f __.._ ' - 1 l`� CULVERT TORE IN M ; : EXISTING EIP TIE-IN TO (MAX.) 114".1' (MtN.) EXISTING E/P CROSS SLOPE :tea -T--- 6„ 21-B VDOT STD. UD -4 UNDERDRAIN —VAR. WIDTH PAVED SHOULDER (5' MIN.) I CIL EXISTING EIP TIE -INTO EXISTING EJP 6" 21-B_1_/ (MAX.) IMt n f."•.A, W UNDERDRAIN —VAR. WIDTH — PAVED SHOULDER (5' MIN.) TIE-IN TO EXISTING E/P A„ 20/0 CROSS SLOPE EXISTING EIP 0KA __ 21-B BM -25 2% CROSS SLOPE 12' LANE CIL RIW —SM -9.5A CG -6 CURB &GUTTER- 2% CROSS SLOPE 3.•yM �; ° 12' LANE (f VAR. WIDTH STRIPED MEDIAN) VAR. WIDTH R/W SUNSET AVENUE EXTENDED - CROSS SECTION STA. 8+35 - STA. 15+40 STA. 20+25 - STA. 22+00 SM -9.5A 12' LANE TURN LANE VAR. WIDTH RIW SUNSET AVENUE EXTENDED - CROSS SECTION STA. 15+40 - STA. 18+25 CIL CKA - A rr_ G P"1 [Do 0 /_l 17-Tcn R/W UNDERDRAIN VAR. WIDTH - PAVED SHOULDER (5' MIN.) 12' LANE �� FAQ AM SHALA, CEN'7Z. o 140 t9vMAP V-9" AT WN 7 rpAym "t ilk GEOTEXTU I� MI T FJ�C PAVEMENT � it%' u�f'�"+�.eea 5`-A" T ;moi PAVE MEN J SL"w WE SEE NOTE i- #57 AOCRE9hT€.OilA+:�iC6AT£ QR MOM SEE � _ Gi�l'L,ET P9PE aASS MIT1N6 #$ MARATKA RE";DM, PPE E NOTE t 07 ACCREOAM 06 AOMMATE OR CRUSHM 1, team 17 - 9C.ASS NEETW 08 GRA9AMN RECANT, PAVED SHOUWER SECTION Cts 0 GUTTER SECT NOii FEFSFOR4Yqq 9fJTC5T iE STY£+iCALI - �ty OUTLET - T9 WITH OUTLfa Pff Nei - SCAE IMT I OF 2- - - SPEAMC STANDARD PAVEMENT EDGEDRAIN 2411 0 1 8147 VAWA WARTMENT OF T,MOPORTAT0450 2� s,06, 7700 VAR, WIDTH — 12' LANE STRIPED MEDIAN VAR. WIDTH RIW SUNSET AVENUE EXTENDED - CROSS SECTION STA. 18+25 - STA. 20+25 Page GC -10 Figure 6C-3, Example ©f a tine -Zane, Two -Way Taper FLAGGER April 2015 LONGITUDINAL BUFFER SPACE INCRI ASED TO POSITION THE TAPER IN ADVANCE OF THE CURE NOTE: 200' QN -7LA E NOTE: S& MIN.,100' MAX. TWO WAY TAPER FLAGGER NOTE: CONTRACTOR TO FIELD -VERIFY LOCATION & ELEVATION OF EXISTING DRAINAGE AND UTILITY STRUCTURES BEFORE MAKING PLAN MODIFICATIONS. COLLINS ENGINEERING SHALL IBE NOTIFIED BY THE CONTRACTOR OF ANY DISCREPANCIES BETWEEN THE. FIELD LOCATION AND ELEVATION OF EXISTING STRUCTURES AND THIS ROAD PLAN. RE -DESIGN OF THE EXISTING DRAINAGE OR UTILITY STRUCTURE MODIFICATIONS ALONG SUNSET AVENUE EXTENDED SHALL BE COMPLETED AT THIS, TIME, IF NECESSARY. NOTES; 1. VDOT INSPECTOR SHALL BE PRESENT DURING THE LANE CONSTRUCTION ON SUNSET AVENUE EXTENDED. CONTRACTOR SHALL COORDINATE THE INSPECTIONS WITH THE VDOT LOCAL RESIDENCY. 2. CONTRACTOR TO MILL AND OVERLAY EXISTING PAVEMENT WHERE APPLICABLE, 3. CONTRACTOR TO RE -STRIPE LANES, REMOVE AND REPLACE REFLECTORS, ERADICATE PAVEMENT MARKINGS, AND PATCH PAVEMENT AS NECESSARY. 10� SCOTT COLLINS ZO U No. 35791 ��S,IONAL z O a U Ln w z O cn u3 W - A VP Y4 ELirCW,PfFOItATiO v Wftqrm F'R"y ORECr Ni WK -LESS N+Uii£4ATE TRfhCii I'fH .. - . OF WAM FLOW 6RM]04E FASM .. NOii FEFSFOR4Yqq 9fJTC5T iE STY£+iCALI - �ty OUTLET - T9 WITH OUTLfa Pff Nei - SCAE IMT I OF 2- - - SPEAMC STANDARD PAVEMENT EDGEDRAIN 2411 0 1 8147 VAWA WARTMENT OF T,MOPORTAT0450 2� s,06, 7700 VAR, WIDTH — 12' LANE STRIPED MEDIAN VAR. WIDTH RIW SUNSET AVENUE EXTENDED - CROSS SECTION STA. 18+25 - STA. 20+25 Page GC -10 Figure 6C-3, Example ©f a tine -Zane, Two -Way Taper FLAGGER April 2015 LONGITUDINAL BUFFER SPACE INCRI ASED TO POSITION THE TAPER IN ADVANCE OF THE CURE NOTE: 200' QN -7LA E NOTE: S& MIN.,100' MAX. TWO WAY TAPER FLAGGER NOTE: CONTRACTOR TO FIELD -VERIFY LOCATION & ELEVATION OF EXISTING DRAINAGE AND UTILITY STRUCTURES BEFORE MAKING PLAN MODIFICATIONS. COLLINS ENGINEERING SHALL IBE NOTIFIED BY THE CONTRACTOR OF ANY DISCREPANCIES BETWEEN THE. FIELD LOCATION AND ELEVATION OF EXISTING STRUCTURES AND THIS ROAD PLAN. RE -DESIGN OF THE EXISTING DRAINAGE OR UTILITY STRUCTURE MODIFICATIONS ALONG SUNSET AVENUE EXTENDED SHALL BE COMPLETED AT THIS, TIME, IF NECESSARY. NOTES; 1. VDOT INSPECTOR SHALL BE PRESENT DURING THE LANE CONSTRUCTION ON SUNSET AVENUE EXTENDED. CONTRACTOR SHALL COORDINATE THE INSPECTIONS WITH THE VDOT LOCAL RESIDENCY. 2. CONTRACTOR TO MILL AND OVERLAY EXISTING PAVEMENT WHERE APPLICABLE, 3. CONTRACTOR TO RE -STRIPE LANES, REMOVE AND REPLACE REFLECTORS, ERADICATE PAVEMENT MARKINGS, AND PATCH PAVEMENT AS NECESSARY. 10� SCOTT COLLINS ZO U No. 35791 ��S,IONAL z O a U Ln w z O cn u3 v � � z O U Ln O _j< CO M Uj U U) ~ z O UJ o'C uza O v ¢ o2S66 F= > O U w r C O u V) c h Q U C z 2 O C U C Ln< Uj m _J _ -, u z ce- a ¢ M LU caco ¢ z 2 Uj LL a ¢ 4 � o C3 U U) c� a cif o CL a � w LU c� w u w u re a 7i Uj a 'A � � o � N M M �` Os PLANT SCHEDULE SYM BOTANICAL NAME COMMON NAME SIZE CANOPY (sf) TOTAL SITE QUANTITY COVERAGE (sf) BN BETULA NIGRA RIVER BIRCH 12 - 2 1/2" cal. 397 212 84164 TOTAL CANOPY 84164 0� 4 SCOTT R. COLLINS Z v N&. 35791 � U0 i F Z w u 0 V < c OZS p 0 � G > c 0 C J u Q a W u m a J _ Q < � p UJ u CL p uJ u � u > uj u T -q tp ao w ,-, LU ,-� Qd\- N O Lr) PLANT SCHEDULE SYM BOTANICAIIL NAME COMMON NAME SIZE CANOPY (sf) TOTAL SITE QUANTITY COVERAGE (sf) BN BETULA NIGRA 2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER RIVER BIRCH 2 - 2 1/2" cal. 397 212 84164 AT TOP OUTSIDE LIMITS OF TOTAL CANOPY 84164 tit C •IN! f ♦ �t '••♦ y /TREE PRESERVATION AREA (TYP.) % \SCOTT COLLINS C-) No._ 35791 .11 z O H I— H ry Up� W LU 0 z O !!H^^ V/ `H LU re County of Albemarle Conservation Pian Checklist — To be placed on Landscape dans (ITandbook, pp III -284-111-297 for complete specifications) 1. The following items shall be shown on the plan'. Trees to be saved; Limits of clearing (outside dripline of trees to be saved); Location and type of protective fencing; Grade changes rewiring tree wells or walls, Proposed trenching or tunnelingbeyond the limits of clearing. 2, )Markings; All trees to be saved shall be marked withprim or ribbon at a height clearly visible to equipment operators. No.grading shall begin until the tree marking has.been inspected and approved by a County Inspector.. 3. Pre -Construction Conference: 0 Tree preservation and protection measures shall be reviewed with the contractor on site. 4. Equipment Operation and Storage: Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the dhplines of trees to.be saved. 5. Soil Erosion and Stormwater Detention Devices: Such devices shall not adversely affect trees to be saved. 6. Fires: Fires aremot permitted vdthm 100 feet of the dripline of trees to be saved. 7. Toxic Materials- IKI Toxic materials shall not be stored within 100 -feet of dripline of trees to be saved. Protective Fencing: S. Protec : � U Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. ZI Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. Tree Wells: Ll When the ground level must: be raised within the dripline of a tree to be saved, atree well shall be provided. and a construction detail submitted for approval. 10. Tree Walls: When the ground level must be louvered within the dripline a tree to be saved, a tree wall shall be provided-, and a construction detail submitted for approval. 11 Trenching and Tunneling: When trenching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling under a large tree shall be considered as. an alternative when it is anticipated that necessary trenching will destroy feeder- roots. 12. Cleanup: Ul Protective fencing shall be the last items removed during the final cleanup. 131, Dammed Trees: TJ' a1Ti1fSPll iTr`Pg sj,atj bP treated t_Yl'7mPeijatt;ly \ nnmina fertiji7atinn Q5' (1tIt4,T metj,ods TP.�QTriTTl etldef117y a tree specrall st. 1 r' -----o' NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON -TREE CONSERVATION REQUIREMENTS. SIGNATURE CONTRACT PIJRCHASER SIGNATURE (DATE) 5/1/06 Page 1 of 1 yl, r NOTES: y/ 1. SET TREE PLUMB PRIOR TO STAKING. \ 2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER BACKFILL TO TERVINATE THE SUPERVISION OF THE LANDSCAPE ARCHITECT. AT TOP OUTSIDE LIMITS OF Cy') \ FOOTBALL — REFER TO TREE I 3. DO NOT ALLOW AIR POCKETS TO FORM WHILE BACKFILLING. \ STAKING DETAIL ADD MULCH OVERTOP OF 4. IMMEDIATELY SOAK PLANT WITH WATER,( \ ROOTBALL AND PLANTING PIT LIMITS, BEGINNING AT NO MORE I 5. SEE IRRIGATION PLANS/DETAILS/SPECIFICATIONS AS THEY THAN 1" DEPTH AT TRUNK AND \ RELATE TO THIS INSTALLATION. I ` TAPERING UP TO A DEPTH OF 3" AT PLANTING PIT LIMITS, { THEN TAPER TO PROPOSED FINISHED GRADE j I 1' i VARI S �\ TYP. l -TREE G1UYIN G DETAIL CONS!c.Tc OF 2 GUYS,SET 120' AROUND — PLANT PIT ON "UPHILL" SIDE SPECIMEN SHRUB 1 \\\ (AS SPECIFIED ON DRAWINGS) TRENCH EDGE AROUND ENTIRE AREA TO BE \ ::•. , \�. -- REFER TO TREE �n �_ \�1 MULCHED ROOTBALL REFER TO TREES STAKING DETAIL TAKING Y f STAKING DETAIL \ I \\ \ Uj -- COMPACT EXCAVATED SOIL �J~ BACKFILL WITH CULTIVATED, CUT AWAY ALL WIRE BASKETS OR S OIL FROM PLANT <J TO FORM ROOTBALL PIT i \\\ AND/OR NON -BIODEGRADABLE \". ��' c IF �r�\ PIT EXCAVATION IF TRENCH EDGE AROUND ON DOWNHILL SIDE OF TREE 4" ROOTBALL WRAPPING AFTER EXCAVATED MATERIAL IS NOT AL IS ENTIRE AREA TO BE MULCHED 3:r �\�'� MIN' / FINAL TREE PLACEMENT. BURLAP ROOTBALL WRAPPING LOOSE, SUBSTITUTE TOPSOIL TO BE UNTIED FROM TRUNK MATERIAL, AMEND BACKFILL \ TRENCH EDGE AROUND ENTIRE AREA TO BE \� \ / Ili1=II111 .....,;-.•. •'.• :' til{I\I�l Ill�l»11��1' AND CUT AWAY 1"0 A POINT PER SPECIFICATIONS, COMPACT AT LEAST 1/2 DISTANCE DOVlIJ BACKFILL IN LIFTS BY REFER TO FOOTBALL PIT DETAIL \�\\//\\, ;:..:: "'`- MULCHED \ \ ..::..::. `�. / =(1ii1=_\1�1 ,._: ;.;,.•;:;:.:: :'.'. 11Iillwl ...%,..::,: ;• :::•: ,141i FOOT, ROOTBALL. WATER THROUGHLY AT V2 , �\ REFER TO ROOTBALL PIT /\\\ = FOOTBALL �IIIL=IIT :•: ;::.::;:• .. DEPTH. SCARIFY BASE OF PLAINT PIT Qo DETAIL -11iI�\`' I\`COMPACT WHEN EXCAVATING PIT: iBREAK AND RETURNA CT LOOSE •• \ \ T AL \ � ft00 TBALL \/ , .. .' \ \ \ �'.:�.:,:`,;�:�. \ \ R T A \ o� B LL `•.:' _ —I1�i 1' — — � I 1= i1=� SII II ____ll THROUGH AND LOOSEN ALL EXCAVATEDMATERIAL T 0 HARDPAN REMOV E P. S ANT PIT T F . PL O ESTABLISHED ...... , .\� :�:'�\ \. \ �.:••:�.�:-�•'::'. /. �� \ � \/ - .. i, \ r., , .. �� ��� , .'e`" //� // - _ ,— _. _ � 5 — � j- _Ili1= I— I" I1I1=1111-=11111=11f�1=11��1=11111 Ilii f p4;1= 41= 1114i�111111N11vll4iil►1411i11= —'un� �, T NECESSARY .O FACILITATE I PROPER DEPTH PRIOR TO DRAINAGE) PLANT PLACEMENT °I- C rz 1411 III{i Illll� —(1t1ti= dye m e U.Z j �( C W �. NOTES: 1. NOTIFY LANDSCAPE ARCHITECT OF ANY W \ C SITUATION WHERE SOIL CHARACTERISTICS ARE NOT NOTES NOTES: REFER TO ROOTBALL PIT DETAIL AGREEABLE TO THESE PLANTING CRITERIA OR WHERE CONDITIONS RAISE CONCERNS IN ` > 0 11.) TERMS OF PLANT SURVIVABILITY OR WARRANTY. 1. SET TREE PLUMB PRIOR TO STAKING. 1. SET TREE PLUMS PRIOR TO STAKING 2. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT OF ANY PLANT DAMAGE EXPOSED BY, ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND 2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND OR INCURRED DURING, PLANTING PROCESS, 2. SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT. SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT TREE PLANTING TREE PLANTING ON SLOPE SHRUB PLANTING ROOTBALL PIT LD -004 2 a-oa5 3 Lo -007 LD -001 12SECTICIN N.T.S, 12 SECTION N.T.S. 12 SECTION N.T.S. 12 SECTION N.T.S. Planting Notes 1., DO NOT PROCEED WITH CONSTRUCTION AS DESIGNED WHEN IT IS OBVIOUS THAT OBSTRUCTIONS AND/OR GIRADE DIFFERENCES EXIST THAT MAY NOT HAVE BEEN KNOWN DURING DESIGN. SUCH CONDITIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE ARCHITECT. THE CONTRACTOR ASSUMES COMPLETE RESPONSIBILITY FOR ALL NECESSARY REVISIONS DUE TO FAILURE TO GIVE SUCH NOTIFICATION. 2'. ALL PLANT MATERIAL SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO ITS ARRIVAL ON SITE. SEE SPECS. 3i. ALL AREAS WITHIN THE PROJECT LIMITS OR DISTURBED BY CONSTRUCTION OPERATIONS AND NOT OTHERWISE SPECIFIED SHALL BE SEEDED PER SPECIFICATIONS. )Landscape Notes 1. CONTRACTOR TO USE EXTREME CARE AND CAUTION AS NOT TO DAMAGE ANY TREES SCHEDULED TO REMAIN OUTSIDE LIMITS OF CONSTRUCTION. LIMITS OF DISTURBANCE AND TREE PROTECTION FENCING SERVE AS LIMITS OF CONSTRUCTION. 2. NO CONSTRUCTION EQUIPMENT OR STORAGE SHALL OCCUR WITHIN DRIPLINE OF EXISTING TREES. PRIOR TO MOBILIZATION CONTRACTOR SHALL CONTACT LANDSCAPE ARCHITECT (LA) TO DISCUSS TREE PROTECTION EFFORTS. ALL TREE PROTECTION MEASURES SHALL BE APPROVED BY LA ANC/OR TREE ARBORIST BEFORE ANY CONSTRUCTION ACTIVITIES SHALL TAKE PLACE ON --SITE. CONTRACTOR TO MONITOR TREES FOR STRESS AND/OR DAMAGE AND ADVISE LA .AND TREE ARBORIST IF ANY OCCUR. 3. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT AND/OR TREE ARBORIST 48—HOURS IN ADVANCE OF ANY CONSTRUCTION ACTIVITY NEEDED WITHIN ANY TREE PROTECTION MEASURE. ALL TREE PROTECTION MEASURES SHALL BE REPLACED IN ORIGINAL LOCATION ONCE WORK HAS BEEN COMPLETED. NO WORK SHALL BE DONE WITHIN DRIPLINE OF EXISTING TREES UNLESS APPROVED BY TREE ARBORIST OR LANDSCAPE ARCHITECT PRIOR TO WORK. 4. ALL WORK TO BE PERFORMED BY THE CONTRACTOR WITHIN THE DRIPLINE OF ANY EXISTING TREE OR TREE PROTECTION AREA SHALL BE DONE IN A MANNER SENSITIVE TO ENSURING NO DAMAGE WILL BE DONE TO THE EXISTING TREES. THE PREFERRED METHOD FOR GRADING SMALL AREAS WITHIN THE DRIPLINE SHALL BE DONE BY HAND, LARGER AREAS TO BE GRADED MAY BE DONE WITH A SMALL BOBCAT/TRACT—HOE. CONTRACTOR TO DISCUSS METHODS OF GRADING WORK WITH LANDSCAPE ARCHITECT AND TREE ARBORIST PRIOR TO COMMENCING ANY SUCH WORK WITHIN DESIGNATED TREE PROTECTION AREAS OR WITHIN EXISTING DRIPLINES. 5.. ALL PLANTS HAVING A QUANTITY GREATER THAN ONE (1) SHALL BE MATCHED AND SUPPLIED FROM THE SAME SOURCE (PER SPECIES). 6.. CONTACT LANDSCAPE ARCHITECT AT THE TIME OF PLANT MATERIAL DELIVERY, BEFORE ANY SUBSTITUTIONS OR CHANGES, IF SCHEDULED TYPES ARE UNAVAILABLE, AND FOLLOWING INSTALLATION. ALL PLANT SUBSTITUTIONS SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO PLACEMENT OF ORDERS. 7.. LANDSCAPE ARCHITECT SHALL INSPECT AND APPROVE ALL PLANT MATERIAL AT TIME OF DELIVERY AS WELL AS AFTER INITIAL PLACEMENT PRIOR TO PLANTING. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT 48—HOURS PRIOR TO DELIVERY. 8.. PLANT LOCATIONS TO BE REEVALUATED AND REVISED, IF NECESSARY, AFTER FINISHED GRADING. 9.. MULCH IN PLANTERS AND PLANTING BEDS TO BE CLEAN AND FREE FROM PEST AND DISEASES. MULCH SHALL BE APPLIED TO A 2—INCH DEPTH. MULCH RINGS 24—INCHES MIN. IN DIAMETER ARE TO BE PLACED AROUND ALL TREES NOT LOCATED IN PLANTING BEDS, MULCH TO BE DOUBLE—SHREDDED HARDWOOD, 10.CONTRACTOR TO VERIFY ALL QUANTITIES BETWEEN PLAN AND PLANT LIST AND REPORT ANY DISCREPANCIES TO THE LANDSCAPE ARCHITECT IMMEDIATELY PRIOR TO ORDERING. 11 -ALL STREET TREES WITHIN THE PUBLIC RIGHT OF WAY SHALL BE MAINTAINED BY THE HOMEOWNERS ASSOCIATION. z � O t ML•� � C LU = c z c' O Ci H C z LU "" n 0� - NAL Oti -UIIIII O C U >� n m C( Q < a u � o Lo � "0w "o LU T -1 1-1 1-1 1-1 r, In L9 0') z Cy') \ {yi W1 CN Q W \ Uj _j <J 9 L U) LU F� V) F_ LL. '— zo , 0 z Qo p� V 0 I Q °I- C rz dye m e U.Z j �( C W �. Ul W \ C CZ C L' s 05 u- D U) LLi \ ` > 0 11.) LUL' W Ce 11....i1�. ' ~ ' J U) r c� \ W V C Cfy ,s L . I� \ w , w u� o 1-1 z 0 7 N C il o C o_ w h ; -o U O x� V 0 LU w C JOB NO. 142098 SCALE 1'� = 6Ot n > C V C � SHEET NO. 6> o. a, 24 0 y ,N c s � 1- 3 4 P4 0 h 01 14 4 119 A= !,kl GENERAL NOTES OWNER: WINTERGREEN FARM LLC C/O RIVERBEND DEVELOPMENT INC 455 SECOND ST SF SUITE 400 CHARLOTTESVILLE, VA 22902 OFF�SITE SANITARY SE W.. ER EXTENSION PLANS DEVELOPER: RIVERBEND DEVELOPMENT COMPANY 321 E MAIN S, SUITE 201 CHARLOTTESVILLE, VA 22902 ATTN. ALAN TAYLOR ENGINEER: COLLINS ENGINEERING 200 GARRETT ST, SUITE K CHARLOTTESVILLE, VA 22902 (434)293-3719 PRE-APPLICA TION CONFERENCE. FEBRUARY 24, 2014 TAX MAP NO.: 0 7600-00-00-04980 DB 3310 PG 743 65.90 ACRES 07600-00-00-049CO DB 3310 PG 743 5.45 ACRES 07600-00-00-051CO DB 3310 PG 743 5.10 ACRES TOTAL PROJECT AREA: 77.13 ACRES TOTAL TMP CURRENT AC. (+) AC. (-) AC. =FINAL AC. 76-49B 65.90 AC + 0.59 - 0.00 =66.49 AC. 76-49C 5.45 AC + 1.15 - 0.53 = 6.07 AC. 76-51C 5.10 AC + 0.00 - 0.53 = 4.57 AC. =77.13 AC. A BLA HAS BEEN RECORDED, WHICH ADDED 0.59 ACRES TO TMP 76-49B FROM TMP 89-73D, A BLA HAS BEEN RECORDED, WHICH ADDED 1.15 ACRES TO TMP 76-49C FROM TMP 76-51B. A BLA HAS BEEN RECORDED, WHICH ADDED 0.53 ACRES FROM TMP 76-49C AND 0.53 ACiRES FROM TMP 76-51C (1.06 ACRES TOTAL) TO TMP 76-51B. ZONING. ENTRANCE CORRIDOR, STEEP SLOPES OVERLAY, AIRPORT IMPACT AREA, AND FLOOD) HAZARD 0 VERLA Y R-1 RESIDENTIAL (ALL PARCELS) -STANDARD LEVEL CLUSTER DEVELOPMENT BEING IMPLEMENTED IN THE RURAL- AREA. -BONUS LEVEL CLUSTER DEVELOPMENT DENSITY STANDARDS ARE BEING IMPLE-MENTED WITHIN THE DEVELOPMENT AREA. DENSITY RURAL AREA: 0.97 DU/AC. MAX WITH 30,000 SF MIN. LOTS WITH 100 FEET MIN. FIRONTAGE DEVELOPMENT AREA: 1.2125 DU/AC. MAX WITH 20,000 SF MIN. LOTS WITH 80 FEET MIN. FRONTAGE BONUS LEVEL CLUSTER DEVELOPMENT CALCULATIONS: STANDARD LEVEL GROSS DENSITY 0.97 DU/AC. + 57 DENSITY BONUS FOR STREET TREES AS SPECIFIED IN SEC. 32.7.9 + 109 DENSITY BONUS FOR MAINTENANCE OF EXISTING WOODED AREAS IN EXCESS OF 207 + 109 DENSITY BONUS FOR SERVING ALL LOTS WITH AN INTERNAL ROAD SYSTEM = 0.97 x [1+0.25] = 1.2125 DU/AC PROPOSED DENSITY- 31.97 AC. WITHIN RURAL AREA X 0.9700 = 31 UNITS ALLOWED 44.57 AC. WITHIN DEVELOPMENT AREA X 1.2125 = 54 UNITS ALLOWED 0.59 AC. FROM BLA WITH TMP89-73D X 0.0000 = 0 UNI IS OPEN SPACE' - AREA #1: 22.49 AC. AREA #5: 0.21 AC. AREA #2: 0.18 AC. AREA #6: 0.13 AC. AREA #3: 0.39 AC. AREA #7: 0.52 AC. AREA #4: 0.12 AC. AREA #8: 0.03 AC. TOTAL OPEN SPACE PROPOSED = 24.07 AC; 24.07 AC / 77.13 AC = 31.27 TOTAL OPEN SPACE REQUIRED: 77.13 x 257 = 19.28 AC. OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOA. ALL OPEN SPACE SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS IN THE SUBDIVISION'/. TREE PRESERVATION: 11.58 ACRES / (77.13 AC TOTAL) =15.07 PROVIDED TREE PRESERVATION REQUIRED 77.13 x 209 = 15.43 AC. BUILDING HEIGHTS. MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35 FEET SETBA CKS.• FRONT 25' SIDE: 15' REAR. 20' SUBDIVISION STREETS. • CURB & GUTTER WATERSHED: BISCUIT RUN / MOORES CREEK WATERSHED - THIS LAND IS NOT WITHIN A WATER SUPPLY WA TERSHED AGRICULTURAL/ FORESTAL DISTRICT- NONE TOPO & SURVEY TOPOGRAPHY IS COMPILED FROM SURVEY BY A COMBINATION OF ROUDABUSH, GALE AND ASSOCIATES AND LOUISA AERIAL SURVEYS INC., JANUARY 2014, BELL SURVEYS AERIAL TOPO IN 2014, AND ALBEMARLE COUNTY RECORDED SUBDIVISION PLAITS. BOUNDARY INFORMATION IS COMPILED FROM BOUNDARY DATA PROVIDED BY ROUDABUSH, GALE, AND ASSOCIATES ON JUNE 26, 2014 AND ALBEMARLE COPUNTY RECORDED SUBDIVISION PLATS NO TE. FINAL SITE PLAN SHALL INCLUDE AN UPDATED BOUNDARY SURVEY. DA TUM: NAD 83 EXISTING VEGETATION: PARTIALLY WOODED LIGHTING: NO LIGHTING IS PROPOSED PHASING: SITE TO BE DEVELOPED IN A MINIMUM OF FOUR (4) PHASES FINAL PHfASE LIMITS TO BE DETERMINED WITH CONSTRUCTION PLANS AND SUBDIVISION PLATTING. ALL OPEN SPACE MUST BE A MINIMUM OF 257 OR GREATER FOR EACH PHASE OF THE DEVELOPMENT. PARKING. 2 OFF-STREET PARKING SPACES SHALL BE PROVIDED ON EACH SINGLE -,FAMILY LOT. ON -STREET PARKING SHALL BE PROVIDED ON ONE SIDE OF ALL GIS-SSAR ROADS BUILDING SITES. PARCELS 1-84 MA Y NOT BE FURTHER DI VIDED. A MINIMUM OF 3, 948 SF' BUILDING SITE AREA IS PROVIDED ON EACH LOT. ONLY (1) DWELLING UNIT PER L(OT SHALL BE ALLOWED. BURIAL SITES: NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THE SITE. STREAM BUFFERS/FLOODPLAIN: THE STREAM BUFFERS SHOWN HEREIN SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. THIS 100 -YEAR FLOODPLAIN LIMITS EXIST ON THE SUBJECT PARCEL, PER, ON FEMA MAP NUMBERS 5100JCO229D & 5100JCO245D ADOPTED FEBRUARY✓ 4, 2005. THE PROPOSED DEVELOPMENT SEDIMENT BASIN OUTFALL STRUCTURES ANDD SANITARY SEWER EXIST WITHIN THESE LIMITS THE PROPERTY IS NOT WITTHIN A DAM INUNDATION ZONE. RETAINING WALLS: SOME RETAINING WALLS ARE PROPOSED. WALLS WILL BE WITHIN 6'-8' INI HEIGHT AND NO WALL SHALL EXCEED 10' IN HEIGHT AREAS: LOIS. ° 43.71 AC. RIGHT-OF-WAY 9.57 AC. OPEN SPA CE. 23.85 AC. IMPERVIOUS AREAS. • SEE SWM CRITICAL SLOPES. CRITICAL SLOPES ARE EXISTING ON SITE AS SHOWN ON THE PLAN. THE MANAGED SLOPES ARE PROPOSED TO BE IMPACTED. THE EXISTING NATURAL AND PRESERVED CRITICAL SLOPES SHALL REMAIN UNDISTURBED. SCOTTSVILLE DISTRICT ALBEMARLE COUNTY, VIRGINIA SUB201500 159 SHEET LAYOUT SCALE: 1" = 150' OWNER WINTERGREEN FARM LAND TRUST 600 PETER JEFFERSON PARKWAY #130 CHARLOTTESVILLE, VA 22911 ENGINEER COLLINS ENGINEERING 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 VICINITY MAP SCALE: 1" = 2000' Sheet List Table Sheet Number Sheet Title 1 COVER 2 PLAN & PROFILE 3 PLAN & PROFILE 4 PLAN, PROFILE, & DETAILS S NOTES & DETAILS NOTE: THIS PLAN EXISTS AS PART OF THE VINTERGREEN FARM FINAL ROAD PLAN SET LEGEND EXISTING CULVERT CULVERT A DROP INLET & STRUCTURE NO. CURB CURB & GUTTER PROPOSED PA VEMENT EC -3A DITCH 6» DEPTH OF EC -3A DITCH EC -2 Dl TCH 6 " DEPTH OF EC -2 DITCH ,,,.,,, EARTH DITCH {A DRI VEWA Y CUL VER T Ln BENCH MARK CLEARING LIMITS z VDOT STANDARD STOP SIGN ------ - ---- �4,a---------- EXISTING CONTOUR PROPOSED CONTOUR 20o 240.55 PROPOSED SPOT ELEVATION f TBC DENOTES TOP/BACK OF CURB TIB DENOTES TOP OF BOX U" N N M {A Ln z F - Q z z c'? (3) c, z w " O (^7 ~ �. U) W ° z O W C�- U a D x o CN W IN Z z z z v W =) O W w o � W3: O w O LU a� � w �w U � U U z >, z Dw U)NAMM W ryo Dz � J J U I-< U U C o :n r 00 too <w¢ 0 3 c, > 0 _ C y w Q)C U N .- � a C6 a a � Q_ Q a, (� LLI (n ') UU 4 1j) � Q w L00 c Q) U�WW D cy-w U O D � n a W W 5- a w z W w m z C cl� I- < z .° z w 0 U U) L Z ce J C O LLJ LU Q U" N N M {A z L9 Q ti z c'? (3) c, z " O (^7 ~ �. U) W ° z Q W C�- Q a D x o CN W IN U) ry" v > W o � W3: z LU a� � w �w � z >, z Dw U)NAMM W ryo Dz � J J I-< C L9O r 00 H 0 3 c, > 0 _ C y OD Q)C U N .- /�/� D o � 0 � Q_ Q a, L (n (D L � Q w L00 c Q) D Eo U O D � n W 5- � w D z W w m z C cl� I- < z .° z w 0 U U) L Z J C O LU Q °0-6, - J°C o re > � c:)L.L 15 C 0 Lij 0.2 X� 04 O U i N LU o 0 �' co U LU N �2 LU E U-- (n -0 ° JOB NO. a C 142098 o � 0 co cn? D .N SCALE C U AS SHOWN U) C S- D E Q) 0 SHEET NO. 0 m 0 D 7 ._ =- � 8 � r'f i r~ � 10 o i2 y i , f, r i NOTE: DUE TO THE EXTENSIVE AMOUNT OF SEVWER BEING INSTALLED NEAR MINIMUM SLOPE, EACHI SEGMENT OF SEWER WILL NEED TO BE SURVEYEED AND VERIFIED PRIOR TO MOVING TO THE NEXT SEGMENT. Ln O NOTES:: 1. ALIL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SAINITARY SEWER MUST BE PROVIDED. VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 20 ( IN FEET ) 1 inch = 5 ft. ORIZONTAL GRAPHIC SC 25 5b 16.0 r — i \ ,. fir' rr zLp z _ i I i r I r o O _ FILL TO BE PLACED! EXISTING WATER MAIN — — o r ! ( 6 PVC �— 't o — �, AT 95 /o COMPACTION i I 8 SDR -2 CROSSING i 3 5 C o.60/ 6 r -26 PV z LF 4 5 o i' i. r'` SDR 1 8. 8 5 , i o -- r ---..-----_.. , 9 In o z \; :' i ; r' 8 LF 0.53/0 Lnoo—� ,, % UC + i g -:26 P O > EXISTING 8 PVC z z EXISTING SANITARY F 8.. SDR -26 PVC 3.5 SDR 0.520 /0 188.5 �(� — > SEWER MAIN; 60" DIA. INTERIOR -DROP € �' i ,f MIN• 12 a x SEWER LATERALS \ i f 10 .16 LF �a o.50/0 5 44 L Lu cn w 9 z i TO REMAIN AND TIE-IN MANHOLE REQUIRED i 8" SDR -26 PVC 460 / TO NEW MANHOLE I $" DIP 216.42 LF na 0.52% 0 - EXISTING SANITARY $" DIP 144.41 LF Qa o.53/0 SEWER LATERAL TO 8 i o, /o DIP 231.12 LF Qa 55° TIE-IN TO NEW PIPE 8" DIP ° 79.37 LF % Qa o -514 f 8 DIP ! 105.94 LF@a o-52/0 145.52 LF @ o.62% 455 : LOCATION OF SEWER LATERAL 450 01 CR -It 1p _ o _ _....- •... _ _ --- _ - IN --FEET--. ) __ .. ..... __ _ ---- -.._ _ ..--. Ln m 00 inch 50 ft. 00 _ N 00 ri 0) 01 O m a) 4- 00 O 00 ri O! ri 00 Ln Ln Io r 00 01 _41 r. N N Ln r- p N _t dt 00 110 r� r� m LO Ln 01 in _2 O 0 °°,.' O oo 't r M H-107 ! 2 2 O O ~ Lr) w lfl 0 O:991.5 __..._.. , -N ._..._.. o m z RIM:465.75 O ( o o N '� _ > >> INV IN. 46o.8o TO MH -1o8 m Ln NN .4 ° Z O 2 Ln E — — INV OUT, 46o.6o TO MH -1o6 00 � + 00 � _ - > > at -i- �o zz�Zz Ln 0.6/� Ztz O ~O 5 LA _ -Ir -- - - - I r — i \ ,. fir' rr zLp z _ i I i r I r o O _ FILL TO BE PLACED! EXISTING WATER MAIN — — o r ! ( 6 PVC �— 't o — �, AT 95 /o COMPACTION i I 8 SDR -2 CROSSING i 3 5 C o.60/ 6 r -26 PV z LF 4 5 o i' i. r'` SDR 1 8. 8 5 , i o -- r ---..-----_.. , 9 In o z \; :' i ; r' 8 LF 0.53/0 Lnoo—� ,, % UC + i g -:26 P O > EXISTING 8 PVC z z EXISTING SANITARY F 8.. SDR -26 PVC 3.5 SDR 0.520 /0 188.5 �(� — > SEWER MAIN; 60" DIA. INTERIOR -DROP € �' i ,f MIN• 12 a x SEWER LATERALS \ i f 10 .16 LF �a o.50/0 5 44 L Lu cn w 9 z i TO REMAIN AND TIE-IN MANHOLE REQUIRED i 8" SDR -26 PVC 460 / TO NEW MANHOLE I $" DIP 216.42 LF na 0.52% 0 - EXISTING SANITARY $" DIP 144.41 LF Qa o.53/0 SEWER LATERAL TO 8 i o, /o DIP 231.12 LF Qa 55° TIE-IN TO NEW PIPE 8" DIP ° 79.37 LF % Qa o -514 f 8 DIP ! 105.94 LF@a o-52/0 145.52 LF @ o.62% 455 : LOCATION OF SEWER LATERAL 450 f j 26 r , 8" SDR -26 PVC i, 40.74 LF @a o.61% 31 H O 9+50 Ln �p LLnn 00 r\ _t It L 10+00 10+50 11+00 01 CR -It 1p rt W d O r. Ln m 00 O 1� O ri 01 N 00 ri 0) 01 O m a) 4- 00 O 00 It m ci Ln ri 00 Ln Ln Io r 00 01 _41 r. N N Ln r- p N _t dt 00 110 r� r� m LO kD 01 in ri r\ ® rn r. w 2 O r. at w w lfl Ol 01 V0 w _t r. O r\ 00 r. ,4 00 r r` O r. oo r, o0 h ci r, o0 N r\ r, o0 N r, r. rte, ci m 6 Ln O r r\ r r 1p r\ O O W r` 14+50 ' < wco w < w at -i- H �t 0.6/� 0- 't ' �t 't• .t It " •t '\t -, �t .t It .t at .t _4 t t 't .t i' It -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 77+50 8+oo 8+5o 9+00 Cyt ° � > SLI MIH -iii TO EX-MOSBYMTN-8-5 f j 26 r , 8" SDR -26 PVC i, 40.74 LF @a o.61% 31 H O 9+50 Ln �p LLnn 00 r\ _t It L 10+00 10+50 11+00 0� SCOTT R. COLLINS'Z U Lic. No. 035791;�s �SIONAL 00 tD O 0 kD cy? CY) CF) ® w w 2 O at w O U w O U O U 11+50 12+00 12+50 13+00 13+5o 14+00 14+50 15+00 0� SCOTT R. COLLINS'Z U Lic. No. 035791;�s �SIONAL Ln p p z Lu tD O U cy? CY) CF) ® w w 2 O w w O U w O U O U U w < Q < m < m 0 r') p< (1) < wco w < w Q w H V / H ri 0.6/� 0- 0- LuLu M UJ w III w P=4 LLJujQui ,�/ 0. / 0L / Q_, w sZ x W Cyl o w Ce Cyt ° � Ln p p tD z cy? CY) CF) O m o Q Ui Q 0) x o Cyl uj Cyt ° ° > SLI W o �z W o� �w C z 6 w \ } W / Uj az Q:::j IN' _j o NV a o 1—q r 0 ��,/ L.L 3 0 o U -0 TZ f j� �C,i (j c 0 .... 3 Q ° Q) w ° �x x w o � FC5 c 3. LL. E O M O 03 0 cr ° Zww Ww ry z .o_ w z� w � U i i ■ o 0 u �0 J0 Q� _ Q ° � Q� C� Lu x UO X U U ° w F_ �— o 0 u ° Ln u Lij0 E 00 0 w U E CL (n -0 0 )OB NO. 142098 0 15+ SCALE u)° (n> 6 co i 11-5V' SHEET NO. C � 2 0 o - z z jw w O O U U C < � U U ry 0- C w ua C- n. C 10 n U) U) C w w tH Ln ! \ 100 Y K rLUUUF'LHIN �:>• ,: to a.. 0 t w \ U i h \ f \ ati LD O Q N 0 �i N \ i l0 M i 1 a r f _ f , , a �.. . a 1 l O i. J `r ,V %r ; , , t a ItF ME i 1 N MH -ill i i i i O 00 m MH STA:1L6+29.22 480 - , ----- _--- at .t _ _._. - --- - ------ - -- R1(Yv1:475.33 O h I o INV IN. 4 5 T01 MH -11 t•D 00 ,. _ 50o INV IN. 6 0o TO MH -20 un Ln n ° 450 Ln INV OUT. 464.8o TO, MH-iio M 00 t '.i- Ln O INV n a r" ice. Ln o ! 475 0 0 - -- ° ° - -- -- =- - - h 0 0 ID 't 't / 00\ ° � i N N It o + a., I w D z / moow� �+ �� .1 t- ' -t _�>>N It Ln F2 ID Z Z 0 Z Z `'� r) _ >>> ri z p ---` / 470 v1 13+50 14+00 14+50 15+00 15+5o 16+-oo 16+5o / c U 0 J i ---- f OO O LD 3.5' PVC MIN. I I 8" SDR -26 �- 3-5'6o% SDR -26 PVC j 198.52 LF �a 0. 465 - -- -- 188.58 LF �a 0-53%' ----- -_ --_ PVC i 1 N I i i i i O 00 m MH 46o 1 N at .t ri ri O O h I 455 i i t•D W ,. O O o ° un Ln STA:9+32.56 450 Ln rq M 00 '.i- Ln ri Ln INV n Ln Ln r" ice. Ln o ! n to tD tD tD h w 00 0 O 0 F- IO 00\ at It It 48o Nt -t �t It Ln F2 O r) ri z p 12+50 13+00 13+50 14+00 14+50 15+00 15+5o 16+-oo 16+5o 1 inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 ( IN FEEET ) ;5 Ln 1 inch = 50 ft. 470 465 46o 8" SDR -26 PVC 183.3o LF @a 0.55% 200 tD 00 O 485 Ln Ln N N ri i i i i O 00 m MH a) N N at .t ri ri O O h -118 O O t•D W 2 O O O o ° un Ln STA:9+32.56 Ln Ln rq z a � N " ri oo r� ry INV RIM:479 85 N N r" ice. ,�' ! n to + OUT. 475.00 TO MH -117 h mH ri= O 0 F- o '! Co0 EXISTING GRADE at It It 48o Nt rq It It Ln F2 O r) ri z p / < o Ln '6 M "D z � cz z \ / c U 0 OO O LD Ln tD .t O U-)cL>>OO Ln ^ M I ~ N z �z O z > > // _ _ ;— _ — --\ PVC 475 ++ zzo _��>> _ — / -- ---- ----- - - - —_ R-26 o _. $ z.15 — — �cn�zz E o ul / 6 .3 5.95 CD o z � w w a W w �. 0 z - w �— U ®LL. ' Co SDR -26 PVC 0 o 0 C6 U � 3 /'iii Lu i p7s'% L F O O. o C T i i 47 O D-� 35 oo� Qa I 33 _ 9 U 8" SDR -26 PVC 0 Mr 0 U O X O U $„ SDR -26 PVC 81.14 LF Qa 0.51% Lu N 0 O U J �_ u)U 78.84 LF @a 0.57% u uj � a EE Lu = U - i a Ln Ln Ln N N ri ri M m m a) N N at .t ri ri O O h r" O O t•D W O O -4- un Ln Ln Ln Ln Ln�t z a � ri ri M M N N r" ice. n rlN n to n n ro h rl n r� n • t -t Nt at It It 't Nt It It It It -It -0+25 0+00 0+5o 1+00 1+50 2+00 2+50 3+00 465 1 8" SDR -26 PVC 48.83 LF @a o.53% .90 t,D tD Ln Ln r, r\ Ln Ln r, r- ri ri al m Ln Ln Ln Ln M m O O ci H N N Ln Ln m M w LD M m Ln Ln ri ri Co 00 a1 a1 t,D 1.0 Ln Ln O O M M M M i\ r-� Ln Ln Ln of UP LP1 Ln Ln a1 al I� n n n r" h h h h rll� n n h Pl Imo. h t\ 1`. n 00 00 00 00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 7+50 8+oo 8+5o 9+00 9+50 MH -118 - MH -111 Lu �z ui aLd � w Nw _ z a � 0z 6 w co >, �V) � uj z Its J 0 P Lu o 0 °Q) < 0 z "+ c U 0 0 CL �i O- e.� LLJ o LL E o ul 6 .3 CD o z � w w a W w �. 0 z - w �— U ®LL. Co 0 o 0 C6 U /'iii Lu T i Jo D-� oo� Qa 9 U 0 0 ]� �a' 0 U O X O U f) c Lu N 0 O U J �_ u)U u uj � a EE Lu = U - a Ln 0 JOB NO. 142098 o fAj E> SCALE 6 1 7=50 � U 6 c C �- O N SHEET NO. a 0 0 3 Q) m to o m F- 3 18," Concrete Column 3/4" S.S. ,Allthread Rod Embedded 12" w/ S.S. Washer and Double l rots. ° 0 Locate Rods inside #4 dies. (Typa 4) M SADDLEPIPE DETAIL _ FM STAINLESS, LLC, OR EQUIVALENT STAINLESS STEEL STANCHION SADDLE SUPPORT (ITEM #59 C-8) ' MATERIAL 304/37.6 STAINLESS STEEL (SUPPORT PIPE LOW TO GROUND) ' PIPE SIZE: 8" k VERTICAL ADJUSTMENT (F) 6" THREAD DIAMETER (A) 7.5" PIPE DIAMETER (B)3" ..# ,.r BASE (C) s"X9X9in. G HOLE DIAMETER (D) U -BOLT (E) Z' r„ STOCK SIZE (G) 4X3" k STAINLESS STEEL STANCHION SADDLE SUPPORT A Not t0 Scale � Approx. Existing -- THE MAJORITY OF TH BANK SIDE OF THE PIER SHALL BE BURIED w/ THE TOP s-2' OF THE PIER EXPOSED TO ELEVATE THE SEWER (PIER FOOTER/FOUNDATION SHALL BE % COMPLETELY BURIED TO ANCHOR PIER & STABILIZE SEWER. ,% Unclassified Excavation. , 1> J41 D� 4 ", San. salWer #4 Tie.5 3" Clr. TYp. Permissible Consitruction Joint Rough, els Surface.. — #6 i ually Spaced (6 Tot) C L,U'MN $F; TION (NTS) p ' / .X . Stable Competent Bedrock, a a Typ f t 2 -0fl (_ 8"-01" #6 (20 Total) (Min.) (MIN.) Equally Saced Top anal lattom lonaw2my"Loul NOTE: PIER DESIGN MUST BE CERTIFIED BY A STRUCTURAL ENGINEER. THE PROPOSED PIERS WILL BE CIRCULAR COLUMNS TO MINIMIZE ANY DEBRIS FROM BEING CAUGHT BY THE PIER. NOTE: DU)E TO THE EXTENSIVE AMOUNT OF SEWER BEING INSTALLED NEAR MINIMUM SLOPE, EACH SEGMENT OF SEWER WILL NEED TO BE SURVEYED AND VERIFIED PRIOR TO MOVING TO THE NEXT SEGMENT. rn NOTE: LONG SPAN PIPE SHALL BE REQUIRED FOR THE AERIAL CROSSING 7- c_ G 0 O =2� _2 o It Zo N 2:2 O 2O LnLnco t N 00 00 0 0 0 O� � O °LD o,6 H 7! z0 ° > > N to lD "t p1 Ln r"= Q 475 M o o ` r `'t i= 0) � ' `1 � � cr' 475 °cc??O � �cc'tz0 = Q G > > > = a G > > Z z z z z VERTICAL GRAPHIC SCALE / 5 0 2.5 5 10 20 1 470 470 $" DIP ( JN FEET ) \ 112.97 LF Qa o.62% 1 inch = 5 ft. I I 8° SDR -26 PVC HORIZONTAL GRAPHIC SCALE 465 / / 4157 LF Qa 2.17% 465 50 0 25 50 100 200 PIPE SUPPORTS FOR AERIAL CROSSING SHALL BE ITEM #59C-8, STAINLESS STEEL STANCHION SADDLE SUPPORT BY FM STAINLESS, LLC. PIER DESIGN SHALL BE CERTIFIED BY A STRUCTUAL ( IN FEET ) 460 ENGINEER. PIERS TO BE CIRCULAR COLUMNS. I inch = 50 ft. LNn m °m -0+25 0+00 0+50 1+00 1+50 2+00 MH -120 - MH -113 525 520 Ln N i X20 00 O O Ln M O ° O 00 M Ln rq C Ln Z o 525 Z Z Z .XISTING GRADE I N 520 N = / 2 0 / O O / 0Li) ry o/ O Ln Ln O Ln f'. O ry O c_ <�/� > > G V1 LL Z Z (/ I � 510 /k o ,% 3.5WIN. 505 TERIOR-DROP OLE REQUIRED 8" SDR -26 PVC 67.67 LF @a o.55% DOGHOUSE MANHOLE CONNECTION 500 TO EXISTING SANITARY SEWER. EX. INV=504.43 °014- 00 H O O H N Ln Ln Ln Ln -01+25 0+00 0+50 1+00 1+50 MH -26 - MH -24 2+00 505 500 �TH °7% SCOTT R. COLLINS'� U Lie. No. 0357912 �'S�11_01VAL E 1 z z j LU W 0 0 Q Q J 1:e ry L.0 Lt! S � � r) Lij Lij 0 0L Ln v7 "0C)L, � """I L9 LU ` 0 J C10 cyiz CF) Ir 7 O cv 0 co F--� � ZD zU)ED¢� V) O r) at) Q i �'Q J [ © W r LU � x d 6 CN � Nti Q Uj r LLJ o Li HJ r o LU L <r11010 c > L z z j LU W 0 0 Q Q J 1:e ry L.0 Lt! S � � r) Lij Lij 0 0L Ln "0C)L, """I L9 C10 cyiz CF) Ir 7 cv 0 co F--� N V) O L9 C10 cyiz CF) Ir 7 cv 0 co F--� V) O a LU CN � o X o 04LU <r11010 u) Q) Q) > L o c 't � L LJ z W o �w Nw z -00w 6 V) 0 o Lli z Q __j F_ 0 o L9 0 0-6 0— o 0 0 – Ul3 u) 0 Q C ° U L U N 0 o� a 11� Q w L a X W V ° Q U® _ 11 _j o D 0 Ul0 6� r F- cD CF Z_ Ll_l � w o W w Z 0 d1r1 z .o z w U U) LL. cn z -�--' I— J � J O O U ° O 0. o Q� 0 0- a (D�+ � o C 0 0 C) LLJ x x13 �--II W o ° _ �o UUjQ� n W S U d Ln 0 JOB NO. 0 142098° U fl O UQ) (n > SCALE 6 1►_50, ° Q SHEET NO. 4 0 o � (� I— 3