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Home My WebLink AboutSDP201900009 Plan - Submittal (First) Initial Site Plan 2019-02-04GENERAL NOTES OWNER: MARSHALL„ MICHAEL J OR ALICE R Proposed Sidewalk 1335 PLEASANT GREEN STREET Proposed Buildings CROZET, VIRGINIA 22932 DEVELOPER. STANLEY MARTIN HOMES Future Impervious Areas 404 PEOPLE PLACE, SUITE 303 OVERALL FUTURE DEVELOPMENT PLAN CHARLOTTESVILLE, VA 22911 ENGINEER: COLLINS ENGINEERING SITE PLAN 200 GARRETT ST, .SU17F K UTILITY PLAN CHARLOTTESVILLE, VA 22902 UTILITY PLAN (434)293-3719 TAX MAP NO.: 56A-1-26 (4.403 AC) 56A 1-1-268 (1.865 AC) 56A1 -1—J0 (2.258 AC) GRADING PLAN 56A 1-1-30A (2.638 AC) 56A1 -1-29A (0.604 AC) 56A1-1-29 (1.146 AC) NOTES & DETAILS 56A1-1-31 (0.696 AC) 56A1-1-27 (0.680 AC) 56A1-1-28 (0.539 AC) NOTES & DETAILS 56A 1-1-28A (0.566 AC) 56A1 -1—J6 (0.589 AC) 56A 1-1-36A (0.434 AC) DRAINAGE MAP 56A1-1-368 (0.40 AC) DRAINAGE CALCULATIONS EXIS77NG R/W TO BE ABANDONED FOR WAYLAND ROAD, BURFORD ROAD (POR7TON ROAD & WATERLINE PROFILES OF) AND McCOMB ROAD (TOTAL RIW=1.929 ACRES) TOTAL AREA: 18.347 ACRES STORM SEWER PROFILES TOTAL AREA PHASE I =9.732 ACRES STORM SEWER PROFILES TOTAL AREA PHASE 11 (RESIDUE) = 8.615 ACRES ZONING: R-6 RESIDENTIAL, STANDARD LEVEL — CLUSTER DEVELOPMENT PROPOSED USE: SINGLE FAMILY ATTACHED RESIDEN77AL UNITS (VILLA UNITS AND 7H UNITS) DENSITY- ALLOWABLE DENSITY FOR STANDARD LEVEL CLUSTER DEVELOPMENT. -6 DU/AC LANDSCAPING PLAN 18.347 ACRES x 6 UNITS j ACRE = 110 UNITS ALLOWED PHASE 1: 50 TOTAL UNITS PHASE 11. PROPOSED RESIDUE (60 FUTURE UNITS) NOTE: A SPECIAL USE PERMIT MAY BE PURSUED IN THE FUTURE FOR ADDI77ONAL DENSITY WITH AFFORDABLE HOUSING PROPOSED PHASE I DENSITY- 50 UNI TSj9.732 AC (5.1 DWELLING UNITS/ACRE) SHEET NO. PROPOSED PHASE II DENSITY (TOTAL): 110 UN1T5118.347 ACRES = 6 DUA OPEN SPA CE. TOTAL PHASE I OPEN SPACE PROPOSED = 3.56 AC (36.58X) TOTAL PHASE I OPEN SPACE REQUIRED (2518) = 2.433 ACRES OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIA770M ALL OPEN SPACE SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS IN THE SUBDIVISION AND NO OPEN SPACE IS PROPOSED TO BE DEDICATED PUBLIC SPACE. PRESERVEDfMANAGED SLOPES: NO PRESERVED SLOPES OR MANAGED SLOPES ARE SHOWN WITHIN THE LIMITS OF THE PROPERTY. BUILDING HEIGHTS. • MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35 FEET SETBACKS: FRONT.- 5' MINIMUM (25' MAXIMUM FROM R/W OR EDGE OF SIDEWALK) SIDE.NONE — MIN. 10' BUILDING SEPARA77ON (ANY BUILDING THAT EXCEEDS 35' IN HEIGHT SHALL BE SEPARATED FROM ANY OTHER BUILDING BY 10' PLUS 1' FOR EACH FOOT THE BUILDING EXCEEDS 35' IN HEIGHT) REAR: 20' MINIMUM GARAGE: 18' MINIMUM FROM THE RA OR THE EX7ERIOR EDGE OF 7HE SIDEWALK SUBDIVISION STREETS: CURB & GUTTER WATERSHED: LICKINGHOLE CREEK WATER SUPPLY WATERSHED AGRICULTURAL/ FORESTAL DISTRICT NONE TOPO & SURVEY.- THE BOUNDARY LINE, PARCEL INFORMA77ON AND TOPOGRAPHY WERE PROVIDED BY ROUDABUSH, GALE AND ASSOCIATES IN JANUARY OF 2019. INFORMA77ON WAS FIELD VERIFIED BY COLLINS ENGINEERING IN JANUARY OF 2019. DATUM: NAD 83 EXIS77NG VEGETA770N: PARTIALLY WOODED WITH (2) RESIDENCES ON THE PROPERTY AND EXIS77NG GRAVEL DRI VEWA Y5 LIGHTING: NO STREET LIGHTING IS PROPOSED WITH THE DEVELOPMENT PARKING: 50 SFA UN17S = 100 OFF—S7REET PARKING SPACES REQUIRED MINIMUM (1) DRIVEWAY SPACE + (1) GARAGE SPACE TOTAL PARKING PROVIDED. 100 OFF—STREET PARKING SPACES GUEST SPACES: 1 SPACE PER 4 UNITS = 25 SPACES REQUIRED PROVIDED GUEST PARKING SPACES (ON—STREET PARKING) = 38 SPACES PROVIDED GUEST PARKING SPACES (PARKING LOT) = 15 SPACES CLUBHOUSE PARKING SPACES PROVIDED = 15 SPACES TOTAL GUEST PARKING PROVIDED = 78 SPACES PHASING.- THIS PROPERTY SHALL BE DEVELOPED WITHIN 2 PHASES. CURRENTLY, 77415 PROPOSED PLAN INCLUDES (1) PHASE, AND PHASE 2 WILL BE 7HE RESIDUE PARCELS BUILDING SITES: PARCELS 1-50 EACH CONTAIN A BUILDING SITE 7HAT COMPLIES WI7H THE REQUIREMENTS OF 5EC77ON 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE BURIAL SITES. • A CEMETERY EXISTS ON 7HE RESIDUE PROPERTY (PARCEL TMP 56A-1-26). THE CEMETERY SHALL REMAIN AND WILL BE PRESERVED W7774 THE DEVELOPMENT. STREAM BUFFERS: FLOODPLAIN: RETAINING WALLS.• LANDSCAPING: RECREA77ON AREA: OPEN SPA CE.- IMPERVIOUS AREAS.• PROPOSED USES., OFFSI7E EASEMENT: INE 100' STREAM BUFFERS SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE W7774 774E ALBEMARLE COUNTY WATER PR07EC77ON ORDINANCE A POR77ON OF 7HE RESIDUE PROPERTY IS LOCATED N7HfN A FLOODPLAIN ZONE AS SHOWN ON FEMA MAP##51003CO229D, DATED FEBRUARY 4, 2005. NO RETAINING WALLS ARE PROPOSED WITH THE DEVELOPMENT. STREET 7REES ARE PROPOSED WITH THE ROAD PLAN ALONG THE NEIGHBORHOOD S77?EET5 IN ACCORDANCE WITH ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS SET FORTH 1N SEC77ON 32.7.9 OF 774E COUNTY CODE. EACH LOT SHALL HAVE AN INDIVIDUAL 77?ASH CONTAINER. PROPOSED 2.55 ACRES (OPEN SPACE A). 7741S RECREA77ONAL AREA WILL INCLUDE A CLUBHOUSE, OPEN FIELD FOR AC77VE RECREA77ON, A TOT LOT (MIN. 10,000 sf), AND AN OUTDOOR PA1701MEEDING AREA WI7H A FIRE PIT. TOT LOT AREA SHALL INCLUDE 774E FOLLOWING (AT A MINIMUM): ONE (1) SWING (FOUR SEATS), ONE (1) SLIDE WITH TWO (2) CLIMBERS, ONE (1) BUCKABOUT OR WHIRL & TWO (2) BENCHES RECREA77ON AREA OPEN SPACE (OPEN SPACE A): 110,922 sf (2.55 ac.) ADD177ONAL OPEN SPACE. AREA B. 8,698 sf (0.20 sac.), AREA C.• 21,557 sf (0.49 cc.) AND AREA D: 13,788 sf (0.32 ac.) TOTAL PHASE 1 OPEN SPACE. 154,965 sf (3.56 cc.) — 36.58.E OPEN SPACE (MIN. REQUIRED =25X) Proposed Roadway 71,600 sf Proposed Sidewalk 22,700 sf Proposed Buildings 56,725 sf Proposed Driveways 14,375 sf Future Impervious Areas 10,650 sf OVERALL FUTURE DEVELOPMENT PLAN 176,050 sf (41.5! Impervious) 4.04 ac. LOTS. • 145,104 SF (.3.33 AC) ROADS (RIW): 123,864 SF (2.84 AC) OPEN SPACE: 44,043 SF (1.01 AC) RECREA77ON AREA: 110,922 SF (2.55 AC) ALL PROPOSED GRADING SHALL BE C0NS7RUC7ED ON SI7E OR W17741N EXIS77NG RIGHT—OF=WAY. NO OFFSITE EASEMENTS ARE PROPOSED WITH 7HIS DEVELOPMENT. NOTES.• 1) 7HIS PROPERTY DOES NOT LIE WI774IN AN AGRICULTURAL ANDfOR FOREST DISTRICT. 2) ONLY (1) DWELLING PER LOT SHALL BE PERMITTED. 3) ALL PROPOSED EASEMENTS SHALL BE DEDICATED TO PUBLIC USE 4) S7REET TREES SHALL BE PROVIDED ALONG ALL 774E PUBLIC S7REET5 40' O.C. IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY STANDARDS 5) ITE TRIP GENERATION: TRAFFIC IMPACT NUMBERS ARE BASED ON THE ITE TRIP GENERATION MANUAL, 8TH EDITION. CODES 230 WERE USED FOR THE DEVELOPMENT PROPOSED 50 DWELLING UNITS ADT RATE — 5.86 VPD PER DU = 293 ADT (146 ENTER/147 EXIT) AM PEAK RATE — 0.44 VPH PER DU = 22 VPH (3 ENTER/19 EXIT) PM PEAK RATE — 0.52 VPH PER DU = 26 VPH (18 ENTER/8 EXIT) 6) THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE. PLEASANT GREEN - PHASE 1 FINAL SITE PLAN WHITEHALL DISTRICT ALBEMARLE COUNTY, VIRGINIA SHEET LAYOUT SCALE: 1" = 60' Sheet List Table Sheet Number Sheet Title 1 COVER 2 EXISTING CONDITIONS & DEMOLITION PLAN 3 OVERALL PHASE I DEVELOPMENT PLAN 4 OVERALL FUTURE DEVELOPMENT PLAN 5 SITE PLAN 6 SITE PLAN 7 UTILITY PLAN 8 UTILITY PLAN 9 GRADING PLAN 10 GRADING PLAN 11 NOTES & DETAILS 12 NOTES & DETAILS 13 DRAINAGE MAP 14 DRAINAGE CALCULATIONS 15 ROAD & WATERLINE PROFILES 16 ROAD & WATERLINE PROFILES 17 STORM SEWER PROFILES 18 STORM SEWER PROFILES 19 SANITARY SEWER PROFILES 20 SIGHT DISTANCE PROFILES 21 LANDSCAPING PLAN 22 LANDSCAPING PLAN 22 TOTAL NUMBER OF SHEETS NOTE: IN ACCORDANCE WITH THE 2018 INTERNATIONAL FIRE CODE FOR VIRGINIA, APPENDIX D FOR FIRE APPARATUS ACCESS ROADS, A DEVELOPMENT MAY EXCEED 30 DWELLING UNITS ON A SINGLE PUBLIC ACCESS WITHOUT HAVING TO PROVIDE A SPRINKLER SYSTEM FOR THE UNITS IF IT WILL CONNECT WITH FUTURE DEVELOPMENTS AND IS DETERMINED ACCEPTABLE BY THE FIRE CODE OFFICIAL. THE CURRENT PHASE I DEVELOPMENT IS PROPOSING 50 SINGLE FAMILY ATTACHED UNITS FROM THE EXISTING PUBLIC ACCESS ON BLUE RIDGE AVENUE. PRIOR TO ANY ADDITIONAL UNITS BEING CONSTRUCTED ON THE PROPERTY (PHASE II), A SECOND ACCESS CONNECTION SHALL BE CONSTRUCTED TO THE DEVELOPMENT, PROVIDING TWO POINTS OF CONNECTION TO THE DEVELOPMENT. anent LEGEND APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNER/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARMENT OF TRANSPORTATION HEALTH DEPARTMENT TH FA *SCOTT JY' �J No.ro�70� Li w z soz w IIIIIIIIul 1P EXIS71NG CULVERT M c� DRIVEWAY CULVERT CULVERT BENCH MARK DROP INLET & S77?UCTURE NO. CLEARING LIMITS CURB UX 2 - CURB & GUTTER 2s7o PROPOSED CONTOUR 240.55 PROPOSED PAVEMENT r PROPOSED SPOT ELEVA77ON EC -3A DITCH ai 6» W DEPTH OF EC -3A DITCH � EC -2 DITCH &" DEP774 OF EC -2 DITCH APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNER/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARMENT OF TRANSPORTATION HEALTH DEPARTMENT TH FA *SCOTT JY' �J No.ro�70� Li w z soz w IIIIIIIIul 1P EARTH DITCH M c� DRIVEWAY CULVERT BENCH MARK CLEARING LIMITS T UX 2 - EXISTING CONTOUR 2s7o PROPOSED CONTOUR 240.55 WOT STANDARD STOP SIGN r PROPOSED SPOT ELEVA77ON APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNER/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARMENT OF TRANSPORTATION HEALTH DEPARTMENT TH FA *SCOTT JY' �J No.ro�70� Li w z soz w IIIIIIIIul 1P a� w M c� a UX L9 ai W � � U r 0 z i > i±. 0 0 0 � z 0 —j ¢ 3: EMMM t ItCY) SCALE 2 sa U CL SHEET NO. m CF) LU c F M Uj W�r 'tel, U n #.j f o � LLQ �I/ in o J o j j� 0 —1 rr J L9 o LU oe-- z < o L a 0 L 0 W � o W j �." 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I � , \ �, " �.,- I \ , � 1, V ( � 11 ��, 11 I �) 0 � "I' - -- �� -_ -_ " �//, 4 / / ,\ , 11 I 1____q0o x / " \ " " , \ I I I I \ . � I , \ I-- 7- x _.;;:�-_;_� , � __ � , I I � I � 1, L' 11 I ., I �1 I \/ \ ^ BOUJUARY LINE TABLE Line Direction Length Ll 8 N 29'46'06" W 144.21' L19 N 41*32'01" W 36.47' L20 N 13*20'55" W 49.07' L21 N 2575503" W 73.17' L22 N 181 1'25' W 61.20' L23 N 29'46'06* W 144.21 , I . L24 N 38*37'41" E 89.73' L25 N 01'33'29* W 38.52' L26 N 181 1'25" W 61.20! L27 N 21'02'07' W 43-25' L28 N 12'51'17" W 42.98' L29 N 24*20'24" W 43.96' L30 N 46'37'58* W 15.38! L31 N 51'23'590 W 83.50' - L32 I N 38'38'26" W 43.1S L33 N 21 '02'07* W 43.25' L34 N 30'03'53* W 1 70.65' 1 0 , I . I, 7z, v ,-. _'. _. - - __1 " \ ,I " , I 11 � \ �, , I ,,, \ � 10 � . �1_ __� 1-1 � -1 1, "" -.1�', , I � �, \ I 0 -1 \ 11, 1, \ , , , , `.1 - ,I - - -1 - . 1, _/ i � i % I - -1 - \ \ u 0 . 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A PORTION OF THIS PROJECT (PHASE II - RESIDUE � u �, \,/> \ /_ ___ / �1, I; ,,, \ '' , 11 , � I , 11 , __ __ _j "I,1 11 11 11 , \ % ,I - _ - __ __ I "t\ \ I - / \, I �, 1-1_:__ _,",""', -1 11 11*11 \", , 0 1 1 - � / ,,, , /' "' I � \�, ", I , % \ , ' , L ". 1". % 11 I / -- �_ \ �� t. \ , \ I , - I "" I � , �, ,4 / � - , � -, - ,_ PROPERTY) IS LOCATED WITHIN FLOODPLAIN LIMITS, BASED I � 111_� , " """, \ coo .- - 11 � 'L _ ,,, "', �ol"' \ `-, 1,,,,"� ,, 1, -1 ,,,,- I 0 ,�, "I � I " _/ / 1, \ . 1, I 1, / _', , � \ " ,,�,,, " I L. " 6 I �. I I I" 1, ,�, ) � I I - " " '�,��':,11"", , \ 0\, " ,", , "' ,__,_ _ -, 11 \ � - I" , \ 1, � � , � .� � - ,, � % / \ 11 _ " -_ " " \ " :, \,", "," 4., " L , *1 "I, 1� I � I I \ ___ / \ ,'I, 1, \ \ 1� \ 1, I I- 11�", , ` "I I- " I I 1� � ,,� " L, - ,I --, _ _ ON FEMA MAP NUMBER 51003CO229D ADOPTED FEBRUARY 4, L- /-",�, %, I , �\ , " � � , , , \ "I - 1, i \ � , -, I I , ". �. 1 1\ il , 2 �, ., I ,� 11 � " �, I" \" -, ,, I \ �1, 11 �, 1� \ , '� ', 1, , - ---�-- , I % � � ,\,", I � z \ ____T__ 1/1 1-1\ I " , , ., � , , I . I ,� " ��;A 2005. " 1� �, \ 11. ", � I � % I., ," v\ \ " .", ", , , __" � , � \ � ". I � i � --, \ \ � /� �, " � , N , \, -" , , , I %Ibttl�_ i � � , ,,,,, : , � _- -- - 2. THE BOUNDARY LINE, PARCEL INFORMATION AND \ \ \ � 1'/ \ "', 1, , ,,��, "", "", I", , , ,,, \ I, \ � '�, I, ','�, ,-, '90 ,,,, -�,� !/ � ", , �, 2 � i -_ � 1z I \ , , , , I , i" " " I, ,� I., \ �, -909 " � i \ ,_ _ � 11'� ,�', i ; .- I 11� " � � , , \ I I _ " "', .", . i ---- - _-, 1, 1, 1, I, \ , 1, '� 1, , " 1, \ 'k - - 11 -% i 4 ) ,,�- 1, /' , . I,.,, � i - _,.;;;:'- - -- - - - - --- __ - 111 I �� / / z I \ " II, , , , I % i -, - , , -- - 11� � \ � \ \ -0 I ! � I , , ,,� ,.", I i I - - � ,- -\ \ � I ,� " ��, ,, ", \, " I. \ \ , " " \�� , � �, "._,,�,\ 00 � '�� - � -il ---, , if � ,`, I � � I \ I---- - TOPOGRAPHY WERE PROVIDED BY ROUDABUSH,GALE AND - , __ - -��. " \ \ / / / .� \. , % , , \ \ I_ \ , , � I I ____ -,--- � ') , , I - \ - � --'\ \ , , " I �1� ", 0 1 � �._ 1, I % ? , 11 " " , , ,� , 'I, \ -, 1, I � 0 f � - I ___] .,- __ ? '�_'11 ., \ " � , , � ,�, \ , I., , , " 0 � I - i I ASSOCIATES IN JANUARY OF 2019. INFORMATION WAS FIELD I \ 1\ '1� 'I'' , I , \1`1 , - __�__ - ______ �",N -RAPHIC SCALE ---' . \ , 11 I ,� 1, ,� " ,,,, �", � " � __� -_ 1, 11. I\ , 06 / % � I I I 4, � I -,\ , I , � " , " , , , , , " "�" _' I 1, . 9 \ �� " , I � / �� '---- , I , , , , _._j 11, ,^ -, \ - - -/- / �,� 'I/ 11 , 1, " , "' " 'I, 11, `� , " �11 \ "I" i \ oa � - (� VERI 1 U \ , \_,/Z - - --/- _( z <11 , , 1, �, I I \ " " ", - ,- , _�'L�",,, I �, I I IA k � FIED BY COLLINS ENGINEERING IN JANUARY OF 2019. , ,> I \ " / � ", " 11, , I'L ,\ " �� " " " � "'� , " , " ", I'll "I I \ 0 0000000goo �, .1 - �,, ,� " 60' / I __ , I < \\ \ \ �,,� , I , '. , _ �,, I , � _.. , " 90 1 � 0 / 1. 60 W'. , 120 �' 240 1- 3. NO PRESERVED STEEP SLOPES OR MANAGED SLOPES ARE --- I I " I �,%`,111, 1, , ', , " 'I, , , 'o � I 0 , \\ \ v , I" \ " "" "� ,� ,_ " I ., 0 �/ \ � _- ,z I� `- I ,, �,�, ,, " , "" 1�.' _ :_1 I -1, " \ 0 t I I , "� I', � I i "I � , �, 1", I " " `�", I , - � . 0 li I f ! I / %,`,,,"",--��'� 4 , ,., '" , , � . 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COLLINS'Z ) P--� ) No. 35791 i�� % A-1 % lkls�,-ONAL ��"G;�V U) - zo m -i tz � 0 M 2 U kn x ca Z) (A Lu 0 V) _j " Z 0 < E > On � �ul z � Lu 0� w I - Lu 8 M 4 :;�� I I I rq I I I I I I I ul z R Lu -j -i > W LIJ �- F- 0 —j C� < = () I . y- Ltj �— ::) U) : 0 = a 01 JOB NO. 182154 m d z of: Li Li z 0 LL] (n z -j -i 0 C) � 0 � C: 0 0 C: 0 0 C: W -1 :tf , 3: (1) U) p rL x (1) 0 _I_- � � Z' 0 :�i - 3: Cn .�� Y 0 2 U) C: iF- 0 p � (0 !-- 0 0 � 0 -1 0 C: 0 6 .F= 0 -0 -0 z 0 1 0 D -�� W C: 0 Q 0 � -0 ID I '� � 0 C: - D -0 6 > .� :3 0 - L: (D > 0 1 0 - 0 � '0 -9i (1) U) 0 CL L- D rL >1 C: 0 � 0 � _Q a) (1) 73 a) -0 � 0 C: - 0 �1-_ a) -0 C: 0 � , Q 0- .s� � 0 (D 0 -C 3. r- . -0 Q) 0 Z) -0 0 I- CL p (D -0 � 0 C: >1 v E -0 C 0 0 � 0� Li Li K 0 z L'i V) z -i -i 0 0 � 0 >1 � , a) 0� 0 � CL w > .u) :3 0 x a) a) I= � Q> � 0 U) � C 4D E D C) 0 -0 -a w 41 0 u 0 ul U) 0 -0 r- 0 V) C 0 C2 - Q) (n 0 -C �- 6 Z: ry w w z CD z w z J J O U v— O .Y C (D 9) c 0 U C v .L v� v L CL x v v s .Y fl s_ 3 an �n c fl ca L c 0 C) L 0 c 0 Y 0 L i 0 U fl Q} Y i� 0 7 U C O N 0 Y i 3 Q) 0 Cl L Q L fl F- O Q) r• u 7 U J 7 7_ u V 7 A 3 _7 7 J J J 7 J J a J U i 7 1 u n 7 J { u u u 3 n ij 3 7 7 7 } 7 ) 7 7 7 7 7 7 7 2 7 EXISTING RAILROAD DISTANCE TO NEAREST INTERSECTION NO PARKING INT. OF BLUE RIDGE AND JARMAN'S GAP SIGN (TYP) ROAD = nio' M, — ------------ - --------- STREET 0'10SIGN (TY P) STOP SIGN (TYP) I I ,TH SCOTT R. COLLINS'� F" No. 35791 .11c, %-%3-7A k I T r -.j �2 IN FEET PROPOSED' I inch 30 it. AIAV I7)CrIZKIrIr)Kl Ak]rL— z PHASE II ul z '1101VAL V�:s • 4w NO. a WE W (A Lu Lu z0 E < JOB NO. 0 UC13 V) :3 SCALE— 5 30 0 U3 w Lu ce ce %-%3-7A k I T r -.j �2 IN FEET PROPOSED' I inch 30 it. AIAV I7)CrIZKIrIr)Kl Ak]rL— z PHASE II ul z '1101VAL V�:s • 4w NO. a WE W Lu Lu JOB NO. 0 U) 182154 SCALE— 5 30 SHEET NO. U3 NOTE: SIGHT DISTANCE SHALL BE VERIFIED WITH PHASE II DEVELOPMENT PLAN 20' WIDE PAVED_/ EMERGENCY ACCESS ROAD ............ � .. C''d , 1 tiit "�' a, d:,(jj) �. •.:., �.: �:` .�',..'' .�' . .Y.( /J/ :';.:':' i''� . _' r• � '.•,. �J. .e�'"'�.:• L'L_.J,,:,.1' _ � �(''^'-��..�.)j]�V�' .� ... ... ... ... .„. e}(jl`� �}{` r }1-' $ .• '. L'4T_,' PHASE + F . _.,.:h�:+'b .:� �'•^: I °t.l "N i':':'rr'°.•::'.'.' STOP SIGN TYP. Y' *k 9' Q Vii' o f o. PROPOSED CG 12 TYP. C? LOT { l Y' Q A i,,�%..• PHASE II PROPOSED ':�.'. '::'::: ':.:: ' w:.,:' , : ' o S ,..�'"�'. ' . '�, :Y.'�`�:;'�•.::�{'::::: ROAD WAY EXTENSION AND CONNECTION TO TM P56A-1-26 NO PARKING SIGN (TYP) RESIDUE PARCEL TOTAL ACREAGE = 4.3.3 ACRES n 4 A C9,\, 7l f M rgA. # y 3 T M ,t R L C}T ti. SHEA, DANIEL F OR M MP 056A1-01-00-0. 0.464 m DB 2413, PG 214 ZELLER TMP 056A1 0.2 DB 2194, 1 m ,TH a SCOTT R. COLLINSZ No. 35791 � rQNAL �� w w z VVaa baa®� l �aaaQ 7 2,293 1,738 32 2,704 1,693 8 2,223 z 33 2,406 1,395 9 2,768 1,715 34 1,870 w 10 2,740 1,695 35 1,870 1,320 11 2,037 En 36 1,871 1,321 12 2,033 1,477 37 2,788 z 13 3,270 1,867 38 2,933 1,701 14 2,624 J 39 1,907 1,356 15 2,075 1,528 40 1,875 0 16 2,059 1,511 41 1,887 1,334 17 2,793 U 42 2,608 1,509 18 2,795 1,883 43 4,412 O 19 2,016 1,464 44 3,561 2,760 20 1,978 1 N 45 3,533 2,733 21 2,647 1,717 46 5,837 �a 22 2,602 1,657 47 5,894 3,853 23 1,876 0 48 3,446 2,644 24 2,715 1,645 49 3,384 U 25 3, 098 1,773 50 4,205 2,823 C v 3 ul 4 z v ac 0 N 5 W In -..1 � es < c H Y q� fJF WCe Lu O U cD C Q U 0 0 c 0 Q U 0 LuQ, :_ O VVaa baa®� l �aaaQ 7 2,293 1,738 32 2,704 1,693 8 2,223 1,670 33 2,406 1,395 9 2,768 1,715 34 1,870 1,320 10 2,740 1,695 35 1,870 1,320 11 2,037 1,481 36 1,871 1,321 12 2,033 1,477 37 2,788 1,589 13 3,270 1,867 38 2,933 1,701 14 2,624 1,787 39 1,907 1,356 15 2,075 1,528 40 1,875 1,324 16 2,059 1,511 41 1,887 1,334 17 2,793 1,836 42 2,608 1,509 18 2,795 1,883 43 4,412 3,019 19 2,016 1,464 44 3,561 2,760 20 1,978 1 1,426 45 3,533 2,733 21 2,647 1,717 46 5,837 3,901 22 2,602 1,657 47 5,894 3,853 23 1,876 1,326 48 3,446 2,644 24 2,715 1,645 49 3,384 2,584 25 3, 098 1,773 50 4,205 2,823 a O o �aCaQ o GRAPHIC SCALE l'✓+'� 30 0 15 30 60 120 iJ fr1 a� aaaQQQo Q ET 1 i� IN FE h 30) ft. Q NOTES: 1. CONTRACTOR SHALL VERIFY ALL TIE-IN ROAD CONNECTIONS TO ANY ROAD EXISTING OR UNDER CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE EXISTING ROADS AND/OR PROPOSED ROADS, EDGE OF PAVEMENT. CONTRACTOR SHALL CONTACT ENGINEER TO INSPECT E/P AND ROADWAY TIE-INS TO EXISTING ROADS, PRIOR TO ANY CONCRETE OR PAVEMENT BEING PLACED. 2. CONTRACTOR SHALL VERIFY E/P ELEVATIONS ADJACENT TO THE SANITARY SEWER MANHOLES TO ENSURE THAT MANHOLE TOPS ARE CONSISTENT WITH THE ADJACENT PROPOSED CURB ELEVATIONS. 3. CONTRACTOR SHALL PROVIDE ENGINEER SURVEY WORKSHEETS OFALL ROADWAYS, MANHOLE TOPS AND DRAINAGE STRUCTURES PRIOR TO INSTALLATION OF E/P, DRAINAGE, OR UTILITIES TO COLLINS ENGINEERING FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. COLLINS ENGINEERING SHALL VERIFY ALL SURVEY SHEETS TO ENSURE POSITIVE DRAINAGE AND PROPER ELEVATIONS FOR CONSTRUCTION. 4. ALL PROPOSED SANITARY AND WATERLINE EASEMENTS SHALL BE DEDICATED TO ACSA FOR PUBLIC USE. EXISTING RAILROAD STING RWSA 12" DI WATERLINE GRAVEL ROAD RWSA NOTES: 1. CONTRACTOR SHALL COORDINATE WITH RWSA AND ACSA DURING CONSTRUCTION OF THE CONNECTION TO THE EXISTING RWSA 12" WATERLINE. CONTRACTOR SHALL USE DUE DILIGENCE TO PROTECT THE RWSA 12" WATERLINE DURING CONSTRUCTION AND TAPPING. 2. CONTRACTOR SHALL VERIFY THE HORIZONTAL AND VERTICAL LOCATION, THE OUTSIDE DIAMETER AND THE PIPE MATERIAL OF THE 12" WATERLINE PRIOR TO ORDERING THE TAPPING SLEEVE. RWSA SHALL BE CONTACTED 3 BUSINESS DAYS IN ADVANCE OF THE TEST PIT AND SHALL BE PRESENT DURING THE TEST PIT. THE TAPPING SLEEVE SHALL BE APPROVED BY RWSA PRIOR TO BEING ORDERED. THE TAPPING CONTRACTOR SHALL BE APPROVED BY RWSA PRIOR TO THE TAP. 3. A MINIMUM OF 3 BUSINESS DAYS' NOTICE SHALL BE GIVEN PRIOR TO INSTALLATION OF THE TAPPING SLEEVE. THE 12"X12" TAPPING SLEEVE AND VALVE SHALL BE INSTALLED PLUMB. FOLLOWING THE PLACEMENT OF THE 12"X3.2" TAPPING SLEEVE, A CONCRETE PAD AND THRUST BLOCK SHALL BE PLACED UNDER AND BEHIND THE TAPPING SLEEVE. PROPOSED FIRE HYDRANT ASSEMBLY w/ 12"x6" TEE TIE-IN TO EXISTING 12" WATERLINE /—WITH PROPOSED 12" T.S.&V. d 0 Q ,3 PROPOSED 2oUTILITY EASEMENT (TYP.) PROPOSED FIRE _ 11 it ASSEMBLY w x TEE ss a � / PHASE fi PROPOSED 6" CL. 52 m. Ir L4T r Lt7T' L �Y s t P. �r :•r.:.. Im 10+00 03 T 'H D SCOTT R. COLLINS'20, No. 05791 ION'AL 7 �i U) d y; z z < .. : a n m � '. �� ' • .t 1 a Nit.A. i .�.Y..' ,& �.l U � m M t w PROPOSED PHASE LINE v,. �i � . �' • • �j � �', � � TYPICAL } N Z 0 .LOT `, 35. 'A' PHASE 11 'PROPOSED 2a' UTILITY /—FACI=NAFKIT ITVP \ W t f� i3 Q ,3 PROPOSED 2oUTILITY EASEMENT (TYP.) PROPOSED FIRE _ 11 it ASSEMBLY w x TEE ss a � / PHASE fi PROPOSED 6" CL. 52 m. Ir L4T r Lt7T' L �Y s t P. �r :•r.:.. Im 10+00 03 T 'H D SCOTT R. 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COLLINS�Z No. 35791 1;sONAL (A Tiri Z0 C) P=4 U ul ca U) U zi 0 < In z Lu W Cr_' ce Lu Cn 4w 11 2-1 LLJ cn :Z _j _j 0 C) 0 0 L) U) x 0) a) �5 41 :3 0 Y 0 0 O 0 C 0 0 in 0 Cs CL .s -0 (D 0 CL 0 E Z bi x Li Ln Z _j _j 0 0 0 CL Z3 0 x E :3 0 0 U-1 uj -73—BN 3. 0 182154 SCALE SHEET NO. 8 � t P FFF _ r J .f 377, _g f 5 ro 1 Y > rYl x 4, 'N' e i. { O%f 3 • . a _ 7 ,:.:�:'.:', .:., "::'•. PROPOSED BERMS FOR � fi' �.:'_ •" "'.•..' ..... '':':'.��''' � .,�. ' ...,�.,..:'. ' . .....:..:.. .. :.� ... .,__ - _� 1 , At 3: TK o. SCOTT R. COLLINSZ No. 35791 Cf W z Z W cn Z: J J O U 4- 0 e v a U G N N a} U_ X O a s 0 0 U 0 Z3 a a v a U C a) J 4} O s 3 as O Q. CL c y v o LUa) v Q c y� a .a , c F�1 L " ' a LL c, v Z a s 3 _c N 0 L O Q v CL 0 v s C, a a W i' � -a Lu o a. fv O z Lu W W z wz W T.t J U U U O ui T ai 0- 0 fL3. C3 .O U X N a) N i O N a.s C CN E 7 U O LU i— rn LU JOB NO. U°, 182154 c SCALE a l" =30 C Q SHEET NQ.v 9 N Z J 0 U m LLI0 tit? Z 0 • Q F- W LU LY ce LU ON Cf W z Z W cn Z: J J O U 4- 0 e v a U G N N a} U_ X O a s 0 0 U 0 Z3 a a v a U C a) J 4} O s 3 as O Q. CL c y v o LUa) v Q c y� a .a , c F�1 L " ' a LL c, v Z a s 3 _c N 0 L O Q v CL 0 v s C, a a W i' � -a Lu o a. fv O z Lu W W z wz W T.t J U U U O ui T ai 0- 0 fL3. C3 .O U X N a) N i O N a.s C CN E 7 U O LU i— rn LU JOB NO. U°, 182154 c SCALE a l" =30 C Q SHEET NQ.v 9 N fr`. GEN.E'RALI CONSTRUCTION NOTES FOR STREETS 1, CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. i - - ""�" _ - - -- � T441, 1- THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY 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 ISNOTOB .. OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR `' �-------..--------�""`�� __ ---- - APPROVAL _,- 3. SURFACE DRAINAGE �� .r - E AN D - PIPE DIS RIGHT-OF-WAY E MUST B - E RETAINED .. NED WITHIN THE PUBLIC RIGHT 0 F WAY OR WITHIN EASACCEPTANCE__...� ,• -- EMENTS PRIOR TO - A BY COU COUNTY. DRAT�- -. NAGE EASE MENTS A RE TO BE TO ARY LI I NE ORANATURAL WATERCOURSE. _.._ ,3 - 1 1flN AND APPR4. OPRIATE END WILL BEGUARDRAIL NS ARE APPROXIMATE. EXACT LOCA � � ,--�----ry-. nI > ; _ ✓' e {M FIREQUIRED ELD VERIFIED AT THE TIME, OF CONSTRUCTION. TIflN. ADQIITONA,s L GUARDRAIL, MAY BE .~-- AT LOC ATlONS NOT ;- 1 5 SHOWN s , WHEN I ...:s N THE OPINION OF THE COON ;4 TY ENGINEER, fl R DESIGNEE, IT IS 'Ilk I NECESSARY. WHEN 4 G t r 9 w^ p3 GUARDRAILREQUIRED, 4 -1 SHALL IT B E INSTAL LEd 4 FEET 0�- ...- FFSE T FROM THE EDGE 0.. �� F T � - �}OTHE r y 1 FACE OFGUARDRAIL A ND ROAD WAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. r s t" ---- ,.s -- 1 yv 5. WERE URBAN CROSS .E SECTIONS A RE INS TALLED ALL RESIDENTIAL DRIVEWAY I Y ENTRANCES SHALL CONFORM • �-I - TO VDOT ,i 1 s. 1 k - j ,E CG -9(A, B OR C 'J r! I i 1 t. 6. WERE RURAL CRASS SEGT1flNS ARE INSTALLED ALL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT �.. f i} 1 , f STANDARD PE 1. `� E 4-T"' G � sT � - t 1 � 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS AS SHOWN ON THE Ctt - TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO, 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS 15 SUBJECT TO FINAL SUBDIVISION- J ��- � � .� � > PLAT VALIDATION. SHOULD THE FINAL It PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL�... BE NULL AND VOID. y - , 3 ' as 14-, 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC -R� '_ w r'�/,/ . CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND y MANUAL 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN - { '' ' ^, "? P ` d l IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. �.'-'� � � ..�, t ., � '� ,,."�,� �` ,,,>* ,�,,� � '•.,,;>f�5 � �-�°,.-�. � 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED OR AS�--- DETERMINED BY VDOT FOR PUBLIC ROADS.cs 12. VDOT STANDARD GD -1 OR CD -2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL._- .?, CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES.;J-_� ,__�---- 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM1 =� == - ' - r -J = AND CULVERTS THAT ARE DEEMED � ,_-4 r-- �; - .� _- �`� - r.. ,: INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE ``t � � ,;s ��'-' ��,�.�.-��'�`"� "� �°' � � ,� �� '° WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VD - ' r ^ " f aT OR COUNTY INSPECTOR PRESENT. ;.-�:.� �.ti':�,.. '` ;�.-�:�'� , .` � �~ ; ��' ROAD NOTES GRADING: 1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE VIRGINIA w� ....: DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS 2. y.�' OF THIS PROJECT.` ., �`' TRIP GENERATION CALCULATIONS WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY, IT SHALL BE REMOVED FROM THE ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SAT1SFACT10N OF THE �' � � - � `' , `� TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION) ENGINEER. r 5o SINGLE FAMILY DETACHED UNITS - CODE 210 (PHASE 1) 3. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE EASEMENT. OTHER % L t.! TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED, , 4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCTION ADT: 293 VPD OF THE SUBGRADE. (146.5 ENTER/ 146.5 EXIT) AM PEAK: 22 VPH (4 ENTER/ 18 EXIT) DRAINAGE: PM PEAK: 26 VPH (17 ENTER) 9 EXIT) 1 ALL PIPE FOR TYPE I, ll, OR III PRIOR TO PLACING AGGREGATE BASE. THAT ARE PROPOSED TO BE STATE MAINTAINED: 4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE SURFACE COURSE IS BEGINNING AT THE COMPLETION OF THE INSTALLATION OF THE AGGREGATE BASE. IN THE EVENT THAT THE i. INSTALLATION OFANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL REQUIREMENT WILL APPLY. ALBS ��rARLE COUNTY ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. 1�iL CONSTRUCTION iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. I. PRIOR TO ANY CONS7RUC770N W77NIN ANY EXIS77NG PUBLIC RIGHT -QF -WA Y, INCLUDING CONNEC77ON TD ANY EXISTING iv. A FINAL PAVEMENT DESIGN BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VD0) 7N1S PLAN AS f COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANGYES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT UNLESS OTHERWISE NOTED. ALL MATERIALS AND CONSTRUG7)ON METHODS SHALL CONFORM TO CURRENT SPEC1fICAT70NS AND STANDARDS OF VDOT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE W7lN THE APPROVED EROSION MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. CONTROL PLAN AND SHAH BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER C0NS1RUC71ON. vi. CONSTRUCTION OF PAVEMENT INCLUDING DEPTH AND DENSITY 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED , , UPON COMPLETION AS PART OF THE FINAL 5. THE MAXIMUM ALLOWABLE SLOPE IS 2.1 (HORIZONTAL VERTICAL). WHERE REASONABLY OBTAINABLE LESSER SLOPES OF INSPECTION. 3.' 1 OR BETTER ARE TO BE ACHIEWD r 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOTA MINIMUM OF ONE WEEK PRIOR TO EACH OF THE OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WTH THE VIRGINIA MANUAL FOR UNIFORM 77?AFFIC CONTROL_ DEWCES 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS N. viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE 9. ALL EXCAVA77ON FOR UNDERGROUND PIPE INSTALLA7701V MUST COMPLY WTH OSHA STANDARDS FOR THE C0NS7RUC1101V ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE INDUSTRY (29 CFR PART 1826). MAINTENANCE. EXIST GROUND EXIST. GROUND NOTE: PROPOSED LANDSCAPING To UTILIZE OUTER 3' OF PLANTING STRIP hV PER 3' CLEAR ZONE REQUIREMENT CG -6 5' WIDE CONCRETE 3' CURB & GUTTER SIDEWALK CLEAR ZONE I 2x 2x a -- 6' PLANTING 4' VDOT 21A STRIP STONE BASE 4-2'WOT SgTOAAE 1.O 5 6 2.$ - 10' - (TRAVEL LANE) 24' F/C-F/C R/W TYBIC�IL NLIG'FIBOR DSD 'Tj& TISp6TTT41V X49' R, ,i ALYTOAr ST)Wff AAW IXIPRL'AT .S'T WTT (ALL WBLIC ROlII�Sj 6!F-SS.4R )&l7_0AA f.4L &-VIXAYJ &Rr SUBPfYZSZON STRL'AT VASZGN SPAA'V- .25 . rFH ON-STRAA7' BI%IfP-OUT P.4R1 Ar ONLY NOTE: RIGHT-OF-WAY WILL 4MDEN IN LOCATIONS OF THE BUMP -OUT PARKING SPACES POINT OF CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ONE (1) FOOT. lkwo t j� a FINISHED GRADE CURB & CUTTER 3' 5' WIDE CONCRETE 13,73 0.6 13.73 2. STANDARD UNDERDRAINS (CD -1 OR CD -2 OR UD -4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE Pavement Design SURFACET SIGN WILL BE ALUMINUM (PAINTED W417E) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL THE CENTER OF SIGN SHALL BE AT � 0 LEAST ETV£ (5) FEET A80W GRADE, BUT NO HIGHER THAN SEVEN (7) FEET ABOVE GRADE. 2x 2x EXIST. GROUtN �r FIELD CONDITIONS INDICATE. TOW AWAY 6' PLANTING VAN VAN ZONE ADA REQUIREMENTS 4 T STRIP 4' VDOT 21A $100 - $500 3. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM FINE S70NE BASE HANDICAPPED PARKING SIGNS 2 5 RF_ 0 EXIST GROUND 1a' < & DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF Location ADT �� Design CBR SSV Dr Surface h a Base b a Sub -base h TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS. W w ADT 4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER. DRAINAGE Cole Mill Road (Public Road) 400 2420 Lu ,-I EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER COURSE. 4 4 11.74 SM -9.5 1.5 2.25 BM -25 3 2.25 21 A 6 PAVEMENT: Alston Street (Public Road) 770 2 790 4 4 13,94 SM -9.5 1.5 2.25 BM -25 3 2.25 21A 0 1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE ree Street (Publie Road) 23 2 43 4 4 3.81 SM -9.5 1.5 2.25 BM -25 3 2.25 21A 6 BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE REQUIRED TO SUBMIT FOR Private A11ey 200 2 220 4 4 9,49 SM -9.5 1.5 2.25 BM 3 ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION. -25 2.25 21A 6 2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS l PLACED. 3. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADATION NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED FOR ROADS FOR TYPE I, ll, OR III PRIOR TO PLACING AGGREGATE BASE. THAT ARE PROPOSED TO BE STATE MAINTAINED: 4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE SURFACE COURSE IS BEGINNING AT THE COMPLETION OF THE INSTALLATION OF THE AGGREGATE BASE. IN THE EVENT THAT THE i. INSTALLATION OFANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL REQUIREMENT WILL APPLY. ALBS ��rARLE COUNTY ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. 1�iL CONSTRUCTION iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. I. PRIOR TO ANY CONS7RUC770N W77NIN ANY EXIS77NG PUBLIC RIGHT -QF -WA Y, INCLUDING CONNEC77ON TD ANY EXISTING iv. A FINAL PAVEMENT DESIGN BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VD0) 7N1S PLAN AS f COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANGYES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT UNLESS OTHERWISE NOTED. ALL MATERIALS AND CONSTRUG7)ON METHODS SHALL CONFORM TO CURRENT SPEC1fICAT70NS AND STANDARDS OF VDOT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE W7lN THE APPROVED EROSION MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. CONTROL PLAN AND SHAH BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER C0NS1RUC71ON. vi. CONSTRUCTION OF PAVEMENT INCLUDING DEPTH AND DENSITY 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED , , UPON COMPLETION AS PART OF THE FINAL 5. THE MAXIMUM ALLOWABLE SLOPE IS 2.1 (HORIZONTAL VERTICAL). WHERE REASONABLY OBTAINABLE LESSER SLOPES OF INSPECTION. 3.' 1 OR BETTER ARE TO BE ACHIEWD r 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOTA MINIMUM OF ONE WEEK PRIOR TO EACH OF THE OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WTH THE VIRGINIA MANUAL FOR UNIFORM 77?AFFIC CONTROL_ DEWCES 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS N. viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE 9. ALL EXCAVA77ON FOR UNDERGROUND PIPE INSTALLA7701V MUST COMPLY WTH OSHA STANDARDS FOR THE C0NS7RUC1101V ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE INDUSTRY (29 CFR PART 1826). MAINTENANCE. EXIST GROUND EXIST. GROUND NOTE: PROPOSED LANDSCAPING To UTILIZE OUTER 3' OF PLANTING STRIP hV PER 3' CLEAR ZONE REQUIREMENT CG -6 5' WIDE CONCRETE 3' CURB & GUTTER SIDEWALK CLEAR ZONE I 2x 2x a -- 6' PLANTING 4' VDOT 21A STRIP STONE BASE 4-2'WOT SgTOAAE 1.O 5 6 2.$ - 10' - (TRAVEL LANE) 24' F/C-F/C R/W TYBIC�IL NLIG'FIBOR DSD 'Tj& TISp6TTT41V X49' R, ,i ALYTOAr ST)Wff AAW IXIPRL'AT .S'T WTT (ALL WBLIC ROlII�Sj 6!F-SS.4R )&l7_0AA f.4L &-VIXAYJ &Rr SUBPfYZSZON STRL'AT VASZGN SPAA'V- .25 . rFH ON-STRAA7' BI%IfP-OUT P.4R1 Ar ONLY NOTE: RIGHT-OF-WAY WILL 4MDEN IN LOCATIONS OF THE BUMP -OUT PARKING SPACES POINT OF CG -6 lkwo t j� a FINISHED GRADE CURB & CUTTER 3' 5' WIDE CONCRETE 13,73 0.6 13.73 CLEAR SIDEWALK SURFACET SIGN WILL BE ALUMINUM (PAINTED W417E) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL THE CENTER OF SIGN SHALL BE AT � 0 LEAST ETV£ (5) FEET A80W GRADE, BUT NO HIGHER THAN SEVEN (7) FEET ABOVE GRADE. 2x 2x EXIST. GROUtN �r PAINTED BLACK SET W 12' OF CONCRETE. TOW AWAY 6' PLANTING VAN VAN ZONE ADA REQUIREMENTS 4 T STRIP 4' VDOT 21A $100 - $500 -SUBBASE 2 STONE FINE S70NE BASE HANDICAPPED PARKING SIGNS 2 5 EXIST GROUND 1a' < & � 1.a (TRAVEL LANE) 4' CONCRETE 1 SIDEWALK EXIST. GROUND 2g �c �Y 6' PLANTING f 4' VDOT 21A S'�P ! STONE BASE EXIST. GROUND 4- CG -6 CURB & GUTTER (PARKING 2x L BASE - 10, - (TRAVEL LANE) c� POINT OF CG -6 RN1SHED GRADE CURB & GUTTER SURFACE 2x SUBBASE 4' s 10' (TRAVEL LANE) 2x 6' PLANTING STRIP -- 56 R/W TYPI6y.4L NA'IZ.hTBQRff00P ,�'I'T)?SZT ,S�'IC"TIO.N (676' Rif COZL' ArILL RO" (,WIBLIC RO.4la) 631 SS.4.R' dfIXrB t!SP SbrBVIYZSION ST"" DrSj0N SPAAD.• 25 dlPfl P.4R AV ON ONT Sloe ONLY R� 4' CONCRETE SIDEWALK I 111 4' VDOT 21A STONE BASE -5 EASTING RAILROAD x x y s YY Tf- 1 f Y3 fi _v5 d x 7ss F S 7 t^ t y 1 { M h r,� , i+e Y r t h may. �r ss < i ,.... .max , 1 1 Y f rr l F- v 3 4 1 f �Y vt' rl E . n� 1 {- F i J 8 $ S , s >ar k fi 3 3: 4 ✓ A+ 4 s'a , t ter: ° 65 MIN. NO SCALE TOP OF 4"--I 2" R CURB 7" I v - - c STANDARD CC- fi DOT #BA STONE BASEE OR #78 UNDER CURB CURB & GUTTER & CHECKED BY VDOT NO SCALE PRIOR TO PAVING AND/OR BACKFILLING. POINT OF I R CURB & GUTTER C� FINISHED GRADE R/W G CURB &UTTER EXIST. GROUND 114'.. 1' 114'• 1' v o Ones. q��, pnv. .. O pO O wp, wF a�P 4000 - a f, 1 EXIST. GROUND 2'S 10' STONE ---� 10' 9A,SE 1' (TRAWL LANE) (TRAVEL LANE) tar E%P-EJP 27' PRIVATE ROAD R/W TYPIC,'4L ALLEY SS'E'CTION - ,69,7' PRIK4.ff B0,10 (P"V.4TA' AL rY) 15 JfPff R SfO'N SPL'A'Y) NOT TO SG'.4LT .yD wlD� rH of _"1 EXISTING OR PROPOSED - SIDEWALK. OR SIDEWALK SPACE 1 EXPANSION JOINT- EXPANSION JOINT ABSOLUTE MINIMUM 12' EDGE OF PAVEMENT -I TRIP GENERATION 1 =100' ENrRANGE ACi ETS SS TROUTPEDESTRIAN ® _ fid- g ® LIMITS OF PEDESTRIAN ACCESS ROUTE UNPAVED SPACE NON -TRAVERSABLE J UNPAVED SPACE 1WIDTH OF ENTR.CE RI - NON-TRAVERSAOLE -� LIMITS OF PEDESTR ACCESS ROUTE GESS RQUTE PEDESTRIAN ACCESS ROUTE DETAILS WITH & WITHOUT UPAVED SPACE ADDITIONAL RIGHT -.OF -WAY IS REO IRED F THE LIMITS OF PEDESIIRIAN ACCESS ROUTE � EXTEND BEYOND EXISTING OR PROPOSED VOOT RIGrIT-OF W r. 15^ ® PEDESTRIAN UNOBSTRUCT D, STABLE, FIRM ANDUTES SLIP IP RE A ESISTANT _ PATH GONNECTING ALL ACCES518LE ELEMENTS OF A HALF PLAN ACJ FACILITY THAT CAN HE APPROACHED, ENTERED AND .ti. • o. USED BY PEDESTRIANS. _ IF PiEUESTMAN ACCESS ROUTES N ARE BEING o`•o�o' aqa PROVIDED, A MINIMUM 4• TRAVERSABLE WIDTH 19 REQUIRED WITH A WAX, 24 CROSS SLOPE. SECTION B'B WHEN USED IN CONJUNCTION WITH STANDARD A3 OR CTHE CURB FAZE ON 'I STANDARD isIS TO BE ADJUSTED TO MATCH UNPAVED SIDEWALK SPACE PARABOLIC THE MOUNTABLE' CURB CONFIGURATION. 5 - PACEE CURVhE -:6 NORMAL GUTTER ---.-- --- '� '�• N. `Q' •�• a DSITO IDX CHANGE ybo 4a �5"�AGGREGRTE'BASE 4o adF CLASS A3 (I,e.53GONC, SECTION C -C TYPE ISIZE 21B 1?X-M S AX. SLOPE POINT OF GRADE GRANGE FOR CURB AND GUTTER ONLY g p x x 72 FOR SIDEWALK CURB AND GUTTER X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS - c•• . h, , e BUILT CONCURRENTLY x x x 3 X MAXMUM DEGREASE IN SLOPE FOR FIRST IO`INTERVPL. AND SECTION A -A -9 X MAKMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS SECTION D -D ,VDCT7STANDARD ENTRANCE GUTTER SPECIFICATION RIDGE STANDARDS RE ROAD AND BFERENCE SHEET I OF 1 REVISION DATE 502 203.03 07115 VIRGINIA DEPARTMENT OF TRANSPORTATION - (VARIABLE WDTH) 4" CON CONCRETE4" 21-A STONE SE f NO SCALE TYPICAL SINGLE FAMILY ATTACHED UNIT DETAIL aW RREAR SETBACK Lu io' MIN I ; (i BUILDING ' E - ' I ThEPAIrIO i LL 0 p gr NBN.... . i ."DRIVEWAY'. 5' FRONT L SETBACK 4 A y x COURSESURFACE 1111111111111111111111111 I I I I I I I I I I I I I I I I INTERMEDIATE COURSE 6" COMPACTED AGGREGATE BASE COURSE, VDOT 121A OR #21B DEPENDING ON ULTIMATE TRAFFIC LIMITS C.�., ,• :., ,• , : ,�: AND UNDERDRAINS COMPACTED SUBGRADE ASPHALT PAVING ROADS NO SCALE NO SCALE TH d SCOTT R. COLLINS,-, F -H No. 35 t 791 J Y �y (3 K �ONAL � [if w w z U) HANDICAPPED SPACES SHALL BE IDEN77FIED lkwo t j� a Dp 0.6 13.73 0.6 13,73 0.6 13.73 0.6 13.73 SIGN WILL BE ALUMINUM (PAINTED W417E) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL THE CENTER OF SIGN SHALL BE AT 0 LEAST ETV£ (5) FEET A80W GRADE, BUT NO HIGHER THAN SEVEN (7) FEET ABOVE GRADE. SIGN SHALL BE PLACED ON STEEL POST 1-1/2- jo PAINTED BLACK SET W 12' OF CONCRETE. TOW AWAY TYPICAL ACCESSIBLE SIGNS SHALL CONFORM 717 VAN VAN ZONE ADA REQUIREMENTS t$10�- $500 $100 - $500 INE W FINE HANDICAPPED PARKING SIGNS z 0 < 65 MIN. NO SCALE TOP OF 4"--I 2" R CURB 7" I v - - c STANDARD CC- fi DOT #BA STONE BASEE OR #78 UNDER CURB CURB & GUTTER & CHECKED BY VDOT NO SCALE PRIOR TO PAVING AND/OR BACKFILLING. POINT OF I R CURB & GUTTER C� FINISHED GRADE R/W G CURB &UTTER EXIST. GROUND 114'.. 1' 114'• 1' v o Ones. q��, pnv. .. O pO O wp, wF a�P 4000 - a f, 1 EXIST. GROUND 2'S 10' STONE ---� 10' 9A,SE 1' (TRAWL LANE) (TRAVEL LANE) tar E%P-EJP 27' PRIVATE ROAD R/W TYPIC,'4L ALLEY SS'E'CTION - ,69,7' PRIK4.ff B0,10 (P"V.4TA' AL rY) 15 JfPff R SfO'N SPL'A'Y) NOT TO SG'.4LT .yD wlD� rH of _"1 EXISTING OR PROPOSED - SIDEWALK. OR SIDEWALK SPACE 1 EXPANSION JOINT- EXPANSION JOINT ABSOLUTE MINIMUM 12' EDGE OF PAVEMENT -I TRIP GENERATION 1 =100' ENrRANGE ACi ETS SS TROUTPEDESTRIAN ® _ fid- g ® LIMITS OF PEDESTRIAN ACCESS ROUTE UNPAVED SPACE NON -TRAVERSABLE J UNPAVED SPACE 1WIDTH OF ENTR.CE RI - NON-TRAVERSAOLE -� LIMITS OF PEDESTR ACCESS ROUTE GESS RQUTE PEDESTRIAN ACCESS ROUTE DETAILS WITH & WITHOUT UPAVED SPACE ADDITIONAL RIGHT -.OF -WAY IS REO IRED F THE LIMITS OF PEDESIIRIAN ACCESS ROUTE � EXTEND BEYOND EXISTING OR PROPOSED VOOT RIGrIT-OF W r. 15^ ® PEDESTRIAN UNOBSTRUCT D, STABLE, FIRM ANDUTES SLIP IP RE A ESISTANT _ PATH GONNECTING ALL ACCES518LE ELEMENTS OF A HALF PLAN ACJ FACILITY THAT CAN HE APPROACHED, ENTERED AND .ti. • o. USED BY PEDESTRIANS. _ IF PiEUESTMAN ACCESS ROUTES N ARE BEING o`•o�o' aqa PROVIDED, A MINIMUM 4• TRAVERSABLE WIDTH 19 REQUIRED WITH A WAX, 24 CROSS SLOPE. SECTION B'B WHEN USED IN CONJUNCTION WITH STANDARD A3 OR CTHE CURB FAZE ON 'I STANDARD isIS TO BE ADJUSTED TO MATCH UNPAVED SIDEWALK SPACE PARABOLIC THE MOUNTABLE' CURB CONFIGURATION. 5 - PACEE CURVhE -:6 NORMAL GUTTER ---.-- --- '� '�• N. `Q' •�• a DSITO IDX CHANGE ybo 4a �5"�AGGREGRTE'BASE 4o adF CLASS A3 (I,e.53GONC, SECTION C -C TYPE ISIZE 21B 1?X-M S AX. SLOPE POINT OF GRADE GRANGE FOR CURB AND GUTTER ONLY g p x x 72 FOR SIDEWALK CURB AND GUTTER X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS - c•• . h, , e BUILT CONCURRENTLY x x x 3 X MAXMUM DEGREASE IN SLOPE FOR FIRST IO`INTERVPL. AND SECTION A -A -9 X MAKMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS SECTION D -D ,VDCT7STANDARD ENTRANCE GUTTER SPECIFICATION RIDGE STANDARDS RE ROAD AND BFERENCE SHEET I OF 1 REVISION DATE 502 203.03 07115 VIRGINIA DEPARTMENT OF TRANSPORTATION - (VARIABLE WDTH) 4" CON CONCRETE4" 21-A STONE SE f NO SCALE TYPICAL SINGLE FAMILY ATTACHED UNIT DETAIL aW RREAR SETBACK Lu io' MIN I ; (i BUILDING ' E - ' I ThEPAIrIO i LL 0 p gr NBN.... . i ."DRIVEWAY'. 5' FRONT L SETBACK 4 A y x COURSESURFACE 1111111111111111111111111 I I I I I I I I I I I I I I I I INTERMEDIATE COURSE 6" COMPACTED AGGREGATE BASE COURSE, VDOT 121A OR #21B DEPENDING ON ULTIMATE TRAFFIC LIMITS C.�., ,• :., ,• , : ,�: AND UNDERDRAINS COMPACTED SUBGRADE ASPHALT PAVING ROADS NO SCALE NO SCALE TH d SCOTT R. COLLINS,-, F -H No. 35 t 791 J Y �y (3 K �ONAL � [if w w z U) HANDICAPPED SPACES SHALL BE IDEN77FIED t j� a Dp 0.6 13.73 0.6 13,73 0.6 13.73 0.6 13.73 65 MIN. NO SCALE TOP OF 4"--I 2" R CURB 7" I v - - c STANDARD CC- fi DOT #BA STONE BASEE OR #78 UNDER CURB CURB & GUTTER & CHECKED BY VDOT NO SCALE PRIOR TO PAVING AND/OR BACKFILLING. POINT OF I R CURB & GUTTER C� FINISHED GRADE R/W G CURB &UTTER EXIST. GROUND 114'.. 1' 114'• 1' v o Ones. q��, pnv. .. O pO O wp, wF a�P 4000 - a f, 1 EXIST. GROUND 2'S 10' STONE ---� 10' 9A,SE 1' (TRAWL LANE) (TRAVEL LANE) tar E%P-EJP 27' PRIVATE ROAD R/W TYPIC,'4L ALLEY SS'E'CTION - ,69,7' PRIK4.ff B0,10 (P"V.4TA' AL rY) 15 JfPff R SfO'N SPL'A'Y) NOT TO SG'.4LT .yD wlD� rH of _"1 EXISTING OR PROPOSED - SIDEWALK. OR SIDEWALK SPACE 1 EXPANSION JOINT- EXPANSION JOINT ABSOLUTE MINIMUM 12' EDGE OF PAVEMENT -I TRIP GENERATION 1 =100' ENrRANGE ACi ETS SS TROUTPEDESTRIAN ® _ fid- g ® LIMITS OF PEDESTRIAN ACCESS ROUTE UNPAVED SPACE NON -TRAVERSABLE J UNPAVED SPACE 1WIDTH OF ENTR.CE RI - NON-TRAVERSAOLE -� LIMITS OF PEDESTR ACCESS ROUTE GESS RQUTE PEDESTRIAN ACCESS ROUTE DETAILS WITH & WITHOUT UPAVED SPACE ADDITIONAL RIGHT -.OF -WAY IS REO IRED F THE LIMITS OF PEDESIIRIAN ACCESS ROUTE � EXTEND BEYOND EXISTING OR PROPOSED VOOT RIGrIT-OF W r. 15^ ® PEDESTRIAN UNOBSTRUCT D, STABLE, FIRM ANDUTES SLIP IP RE A ESISTANT _ PATH GONNECTING ALL ACCES518LE ELEMENTS OF A HALF PLAN ACJ FACILITY THAT CAN HE APPROACHED, ENTERED AND .ti. • o. USED BY PEDESTRIANS. _ IF PiEUESTMAN ACCESS ROUTES N ARE BEING o`•o�o' aqa PROVIDED, A MINIMUM 4• TRAVERSABLE WIDTH 19 REQUIRED WITH A WAX, 24 CROSS SLOPE. SECTION B'B WHEN USED IN CONJUNCTION WITH STANDARD A3 OR CTHE CURB FAZE ON 'I STANDARD isIS TO BE ADJUSTED TO MATCH UNPAVED SIDEWALK SPACE PARABOLIC THE MOUNTABLE' CURB CONFIGURATION. 5 - PACEE CURVhE -:6 NORMAL GUTTER ---.-- --- '� '�• N. `Q' •�• a DSITO IDX CHANGE ybo 4a �5"�AGGREGRTE'BASE 4o adF CLASS A3 (I,e.53GONC, SECTION C -C TYPE ISIZE 21B 1?X-M S AX. SLOPE POINT OF GRADE GRANGE FOR CURB AND GUTTER ONLY g p x x 72 FOR SIDEWALK CURB AND GUTTER X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS - c•• . h, , e BUILT CONCURRENTLY x x x 3 X MAXMUM DEGREASE IN SLOPE FOR FIRST IO`INTERVPL. AND SECTION A -A -9 X MAKMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS SECTION D -D ,VDCT7STANDARD ENTRANCE GUTTER SPECIFICATION RIDGE STANDARDS RE ROAD AND BFERENCE SHEET I OF 1 REVISION DATE 502 203.03 07115 VIRGINIA DEPARTMENT OF TRANSPORTATION - (VARIABLE WDTH) 4" CON CONCRETE4" 21-A STONE SE f NO SCALE TYPICAL SINGLE FAMILY ATTACHED UNIT DETAIL aW RREAR SETBACK Lu io' MIN I ; (i BUILDING ' E - ' I ThEPAIrIO i LL 0 p gr NBN.... . i ."DRIVEWAY'. 5' FRONT L SETBACK 4 A y x COURSESURFACE 1111111111111111111111111 I I I I I I I I I I I I I I I I INTERMEDIATE COURSE 6" COMPACTED AGGREGATE BASE COURSE, VDOT 121A OR #21B DEPENDING ON ULTIMATE TRAFFIC LIMITS C.�., ,• :., ,• , : ,�: AND UNDERDRAINS COMPACTED SUBGRADE ASPHALT PAVING ROADS NO SCALE NO SCALE TH d SCOTT R. COLLINS,-, F -H No. 35 t 791 J Y �y (3 K �ONAL � [if w w z U) HANDICAPPED SPACES SHALL BE IDEN77FIED BY ABOVE GRADE SIGNS AS RESERVFD FOR RESERVED PHYSICALLY HANDICAPPED PERSONS, PROVIDE RESERVED PARKING ONE (1) R-7--8 SIGN AT EACH HANDICAPPED PARKING PARKING SPACE INDICATED ON SITE PLAN. SIGN WILL BE ALUMINUM (PAINTED W417E) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL THE CENTER OF SIGN SHALL BE AT 0 LEAST ETV£ (5) FEET A80W GRADE, BUT NO HIGHER THAN SEVEN (7) FEET ABOVE GRADE. SIGN SHALL BE PLACED ON STEEL POST 1-1/2- jo PAINTED BLACK SET W 12' OF CONCRETE. TOW AWAY TYPICAL ACCESSIBLE SIGNS SHALL CONFORM 717 VAN VAN ZONE ADA REQUIREMENTS t$10�- $500 $100 - $500 INE W FINE HANDICAPPED PARKING SIGNS 65 MIN. NO SCALE TOP OF 4"--I 2" R CURB 7" I v - - c STANDARD CC- fi DOT #BA STONE BASEE OR #78 UNDER CURB CURB & GUTTER & CHECKED BY VDOT NO SCALE PRIOR TO PAVING AND/OR BACKFILLING. POINT OF I R CURB & GUTTER C� FINISHED GRADE R/W G CURB &UTTER EXIST. GROUND 114'.. 1' 114'• 1' v o Ones. q��, pnv. .. O pO O wp, wF a�P 4000 - a f, 1 EXIST. GROUND 2'S 10' STONE ---� 10' 9A,SE 1' (TRAWL LANE) (TRAVEL LANE) tar E%P-EJP 27' PRIVATE ROAD R/W TYPIC,'4L ALLEY SS'E'CTION - ,69,7' PRIK4.ff B0,10 (P"V.4TA' AL rY) 15 JfPff R SfO'N SPL'A'Y) NOT TO SG'.4LT .yD wlD� rH of _"1 EXISTING OR PROPOSED - SIDEWALK. OR SIDEWALK SPACE 1 EXPANSION JOINT- EXPANSION JOINT ABSOLUTE MINIMUM 12' EDGE OF PAVEMENT -I TRIP GENERATION 1 =100' ENrRANGE ACi ETS SS TROUTPEDESTRIAN ® _ fid- g ® LIMITS OF PEDESTRIAN ACCESS ROUTE UNPAVED SPACE NON -TRAVERSABLE J UNPAVED SPACE 1WIDTH OF ENTR.CE RI - NON-TRAVERSAOLE -� LIMITS OF PEDESTR ACCESS ROUTE GESS RQUTE PEDESTRIAN ACCESS ROUTE DETAILS WITH & WITHOUT UPAVED SPACE ADDITIONAL RIGHT -.OF -WAY IS REO IRED F THE LIMITS OF PEDESIIRIAN ACCESS ROUTE � EXTEND BEYOND EXISTING OR PROPOSED VOOT RIGrIT-OF W r. 15^ ® PEDESTRIAN UNOBSTRUCT D, STABLE, FIRM ANDUTES SLIP IP RE A ESISTANT _ PATH GONNECTING ALL ACCES518LE ELEMENTS OF A HALF PLAN ACJ FACILITY THAT CAN HE APPROACHED, ENTERED AND .ti. • o. USED BY PEDESTRIANS. _ IF PiEUESTMAN ACCESS ROUTES N ARE BEING o`•o�o' aqa PROVIDED, A MINIMUM 4• TRAVERSABLE WIDTH 19 REQUIRED WITH A WAX, 24 CROSS SLOPE. SECTION B'B WHEN USED IN CONJUNCTION WITH STANDARD A3 OR CTHE CURB FAZE ON 'I STANDARD isIS TO BE ADJUSTED TO MATCH UNPAVED SIDEWALK SPACE PARABOLIC THE MOUNTABLE' CURB CONFIGURATION. 5 - PACEE CURVhE -:6 NORMAL GUTTER ---.-- --- '� '�• N. `Q' •�• a DSITO IDX CHANGE ybo 4a �5"�AGGREGRTE'BASE 4o adF CLASS A3 (I,e.53GONC, SECTION C -C TYPE ISIZE 21B 1?X-M S AX. SLOPE POINT OF GRADE GRANGE FOR CURB AND GUTTER ONLY g p x x 72 FOR SIDEWALK CURB AND GUTTER X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS - c•• . h, , e BUILT CONCURRENTLY x x x 3 X MAXMUM DEGREASE IN SLOPE FOR FIRST IO`INTERVPL. AND SECTION A -A -9 X MAKMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS SECTION D -D ,VDCT7STANDARD ENTRANCE GUTTER SPECIFICATION RIDGE STANDARDS RE ROAD AND BFERENCE SHEET I OF 1 REVISION DATE 502 203.03 07115 VIRGINIA DEPARTMENT OF TRANSPORTATION - (VARIABLE WDTH) 4" CON CONCRETE4" 21-A STONE SE f NO SCALE TYPICAL SINGLE FAMILY ATTACHED UNIT DETAIL aW RREAR SETBACK Lu io' MIN I ; (i BUILDING ' E - ' I ThEPAIrIO i LL 0 p gr NBN.... . i ."DRIVEWAY'. 5' FRONT L SETBACK 4 A y x COURSESURFACE 1111111111111111111111111 I I I I I I I I I I I I I I I I INTERMEDIATE COURSE 6" COMPACTED AGGREGATE BASE COURSE, VDOT 121A OR #21B DEPENDING ON ULTIMATE TRAFFIC LIMITS C.�., ,• :., ,• , : ,�: AND UNDERDRAINS COMPACTED SUBGRADE ASPHALT PAVING ROADS NO SCALE NO SCALE TH d SCOTT R. COLLINS,-, F -H No. 35 t 791 J Y �y (3 K �ONAL � [if w w z U) Z z J 0 U co W U) _, z 0 < N W w ce Lu ,-I ry w V) z -_J 0 U 0 c O In Q x w a) 4 O a fn fn C: 0 T) C 0 0 -11 0 a v 0 0 aT E 0 E 4170TEX'EL1f MANAGE FdT'd?IO (OVERLAP T -O" AT TUP) PAVEMENTSEE ` SL�GR,M:E NATE 1 4E 'T APE- We_, LTE #0 AGGREGATE OR OfTU51RED, I, i'r�t GLASS MEETIW; #8 VAR109ILE MADATION REWWNCNT. 11— (EDM OF PAVED SHOU10ER) PAVED SHOULDER SECTION UNR . A"# S!tAL BE C07EIRED UNDER 40 MTER PAVED SHOULDER GEOTEXTILE [SRN&AGE RAURr • (4'V Ate t'm0 AT TQFk PAVEKNT� UNST4,IZED T. LF TO FOIL• PIPE IS PERFORATED OFPRPAARYWATER dJf EG TICiM OF WA,TFR FL#7W 45` rLEIOW G cl - 45 WYE CONNECTION -. R21111111121M SVIDOA DEc t a € € SEE 1*TE 1--'A #57 AGQWd.AGE, #8 a0, _-4., PIPE AGOIE TE OR CRUSHED CLASS MEETING *8 ORADATICH RE MENT, CURB AND GUTTER SECTION W TC ELtSO'M 15 FERtCxFEt PAY LIMIT FOR OUTLET P93E T4 BEGIN 'WITH 45' ELBOW VDCrr STANDARD PAVEMENT ED EEDRAJN � FSCEJA'IG ROAD AM RWOE STANDARt}S 240 S}fEET t OF 2 REVISION DATE 10B.13C vpGP#A DE1'titi'mw or TRMISPCRTA13DN 501 7Vt GIST -Ake YYiIG$L) 734 p �. t �I PAY LIA#TS Fr}Fi MPF f!,i _ F FILL'UBGRAOE DITCH Lam" ELBOW N 11 1 '-R LINE F.r F PAS` �,��x.,. COMBINATION UNDERDRAIN I AT LOWER END OF CUTS CENTER LINE SECTION TRAVEL LMr," ELF RiAt,i S E 45- TECI PLACEMENT EDE OF PAYEENT PRYLIT PFLEPE 70 -- 4otA.11ER LINT, ^, : SEGN WITH '45' PA" WT<:4T 51'F#F.As"'E B,e4Se'.. W��TOE OF FEL Ll. .. SELiC? PAA7ERIAL T IPE T CiR H - 4151 A.W;REGA.TE, # _=CRIEGA E 4;R CRUSHED ss s e?. ?!a3 i5F E1 #8 GR r1TS N HFQ%IRE T4775,. PLAN 14�a c aTExr E t �trtA E F ars' (PLA,CEMENT CO -I COMBINATION UNDERDRAIN) OR .p— PAVEkFiJ_, IT S0FACE E BASE SASXsE. OR c8WNi "S AhOUZED SU8RASE. SELFECT MA,7ERIAL TYPE E O 5U5GFADE - .. "-'O''a '��''c.� e �! s t � . `3. n'�''�?' ' a . ��- ❑ r,�aju,T' Os' ,„I14..1;tAE1LtZE(Tr #57 AVr1.R.a,A.E„ 40 A4uF+E'�rATE OR vF?tSiE%) A,TFX1i.F a C�LM5MEE51NG.#B �w*AOATIOJN-REC+,.ri'RFVENT5. SE I''ITE F br• Mill � resurfaces Mill 8 resurrace 14 1. UM,,E,5S SP'FrFCA.LY If0ICATFF2,COMEINA,,TION `.-NDERQRXN YikL NOTOF - LOCATED AT TPS:= PUN -7 WNEN SOT4i - SUEBA:SE ATN+O SIUBGRA IE ARE STA13113 E!. to the full depth of asphalt 7. TREhIIA SHALL 8F FILLED' W1114, ArSGREG''AEE AND ;PrT_,O4J"L1` lit'T0 TAW'E€? "D ruin_ c T, Mi?sUE1E` .Qkfr�.� S5 NONPERFORATED OUTLET PIPE 3, GUTL,TT PIPE SHOCL OEG.th AT THE EDGE OF Tim 7RAV€L LANE PAVEUE:NT s'�tf`,7 -BE -TG rl'T r • SI+ALL: PLACED ON A GRADE PARALLEL THE' `1 -IG AGER SYL•OF'E 2 X MFM 1:3 Zr UE51IRi'T3LE) CA,AK the depth of existing GRJ:7NP4G- S'•RFi°a'+GTat � '11 4- EN t aUM ANO, i',UIIER sECH7:NS,WHERC IT #S W{i5,SIVLE F0STW-Rf ISE PROt'AC,i; _ 1.h min TYPE OF PIPE Sub base course depth OUTLETS FOR UNDE"M45, TIE '-e ARE TO FIE LOCATED SO AS 'O L"`Yt"AN NTO DROP' ; {f1 ffi Qt460t c ty E r - tX,T. 4 NOW 0?s-ME1'0 1 'W, T. #-„ NCS mkwIii: �I #PI%,,F'T5 CEI' MkiHMES. ' depth ofexistingsub-Ease, 5MQOTH WALL PVC ,11311 1 ,!-s" 'f f` 5, Cit SUPCHELEVAttJ "aEGOONS, I'RENCH 6 "D 6C UNDER EPw"THE F,AYE. ^rf AREA N tLI 'E'7 P_ 7LFN _L evH that SW)OTH INA.L PE 70 Fal .XX'M 70T 'SI :KXX *TH ItITLFT PPE ON LOW SIDE ONLY - 'SIr.GLE '�EF:'�`ICE Horizontal and veMcal surraces ------------ 12-Hench v12' Bench S. INVERT ELEVATION AT OUTLET EIZ- OF OUTLET F'tF='E TO HE; -A At",+1WUM OF 1!-C<' AaOVE INVEIRIF ELEVATION UF f E'aING DRAINAGE C}t$r,:�l OR ETIR _TL r naphaltit a rate of 0.1 gallon Per 7, Al,i. GCINN`Ct'4, t*' -.1 il<L'3;xi':W„ 1S`"r E.S. E,'rC.) wii Hiht i°A'i I,-`Ai1Ta Fiai{ i}>�a!_;M'E PIPE A=(;F,` TGA WALL 1"kFt;,F4f"na (M'r'dl-- +;-i'Ft;":�`- " DE Of" P'f, 5,Aj.1,F CRUSHINQ ShTF!47j-_ Pti�s THF GUTLfT"PtPF. XXA TESTED ACCCRD1*6 TO ASTM 0,..: 412 ATr - s1 Dd.)TLF'3 . ru nE S�Cf,TRe y couittun m F0-12(" Dn4 m C{RAEys x district administrator's designee STl§#. Ukkn STANDARD COMBINATION UNDERDRAIN :�PLgIIFICP,TI:t?9 REFERENCE (AT LOWER END OF !CUTS) 242 BeO7 V tDD.02 WFGNA DEPARTMENT CF TR..B S.PDRTA71GN 701. Cl ass l backfill material In accordance. with Section 302 of the Rrad and Bridge. CD- 2 C¢+ LIMITS OF PAY FOR OUTLET PIPE PAVEMENT TOP OF CUT- SUBBASE 16P TOE OF FILL UBGRADE FILL COMBINATION UNDERDRAN 4, O"C (TYP ICAL) T+1 'SHOULDERQINE LINE ` It iEDGE OF PAVEMENT COMBINATION UNDERDRAIN CD -2 ON FLLS � ' � 9O� TRAVEL LANES CENTER LINE SECTION A r (WITH TYPE 1 SELECT MATERIAL) t' 3 EDGE OF PAVEMENT Tr SHOULDER LINE TRENCH PLACEMENT PICAL11 TOE OF FILL -6--PAVEMENT SURFACE & BASE 1 Lw11T5 OF PAY FOR 0 0 0 0 a o 0 0 0 F- SUBBASE OUTLET PIPE •O.O• ❑ • O. O. O •O• o • 9 • 000�ao •.SELECT MATERIAL TYPE I ORI PLAN VIEW SHOWING PLACEMENT OF ^�'•� #57 AGGREGATE, #8 AGGREGATE OR CRUSHED CD -2 UNDERDRAIN GLASS MEETING #8 GRADATION REQUIREMENTS, GEOTEXTILE 1T_O.. NON -PERFORATED OUTLET PIPE DRAINAGE FABRIC ORTYRE OF PIPE CRUSHING STRENGTH .T 4” NOM. DIAMETER " NOM. DIAMETER SMOOTH WALL PVC .1031 10.1531 -rt— PAVEMENT SURFACE & BASE SMOOTH WALL PE z0 PSl 3EW)d 70 PSI tIIWR 0 STABILIZED SUBBASE a 0 a o a 0 a 0 .F— SUBBASE OR GEMENT --*---SELECT MATERIAL TYPER OR SLBGRADE (CEMENT 4R LIME STABILIZED) 4E W/Y..L THICKNESS (MIM -INCHES y, • • *57 AGGREGATE, #B AGGREGATE OR CRUSHED IMiEf4 TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS. AGE FABRICGENERAL NOTES 1, TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 % MIN. I= DESIRABLE) GRADE. IDGE SUBBASE 3. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE CD -2 CD OUTLETS FOR UNDERDRAINS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP 5'-0' INLETS OR MANHOLES. CREGATE BASE MATERIAL TYPE I 4. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA 5'-0 SIZE NO. 218 (B" MIN. DEPTHS WITH OUTLET PIPE ON LOW SIDE ONLY. 5. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" ABOVE NVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OFF CD -2 UNDERDRAIN AT 8. ALL CONNECTIONS (ELBOWS, WYES, ETC.} WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE, SPECIFICATIONEFERFERENCECESTANDARD COMBINATION UNDERDRAIN REFERENCE 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REV 8/ 7D1 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 1Ds.aa i _I I I PLACE LVAl', ZE71 CA r FF, Ff if '. f AINTFF) FJ 117 11. ` , rF F)1-F,TFF Iv AR, -:FR AIA 1 EF "„F; J= rr TO t-ICH'sti'AY D I' A 1v1EJT .r, ,l'ROvAL I FIP.ISHFD CERA :F I! ITO 11j- --BLE _ID z � I ^ I� �� JJ + k WATER L `,1 E :;C=} ,L} FC_ (-JfJGA.TIC.)Pd I'rIATCF'IA,L Rti:)C_ �,Y E(=?I..)I�1C)�<Tli)Nt iv`,; IF"IAL 6LE I_ I I'. F,,'F T E TT.;r,;l )F -iE T _-i REr,I HE Fl IE C}t T -'E---,T (III F ,(-P .AND - ^ TI Fr,1 � .:�T TI I � .II F ,,.. ,, „ FIr a' F 11 F .68 _ 'JAIL. SC Fi)UP'I(� 1,Tit�>N IN ('':COR SCAI J N D F R - ClJT "_.0`,IDITI :tN OF � ��71 If°.II- L Es, c !_ - 4 ra rJ Yi MIN �I+ .I JL.AI{ I IL A i a, CH k1u)Ch. _ I. EL ;jIL _)F �� - ---- , . f - _-. ------------ F. .I. N`_+TF L IX IIF. _ls1 BL, I:_; fr ,. ', O Fd ';. �..� .,-�,1 I ;., F I C>�,<<FI_' ','`vIT I`'.I - OF T- '+,;'.-:TFF1 I / xc 4. r E L h.GLF; Illr�rl 61 1\\ .,``•It';1=11`_IC[,,I I A L L L:L '.LLI_-',"G'L_`1 L.'._:',rL II IL I'J I ;"IL Cr'.._ U ILL ° E.THE II`JIITI S.ACI:FI_L H,"`.LL BE FL.'`'vE>> :'•.I`J I t Pr"'.CE ' IJ _ E <,- - - - - a _> ':->R `,l F r'' �ErJ TEE;Ir`._ CI C_BF, D-i:'',LL EE LC�'+A`E -- N T-= C',FrJ _ • R=11 F 0 F F-^1 (:.,c_, CUT I c - =`.r:� E IIA F.EP,�:C-''E :AREAS,,'r,�, < E...,,:_ �H?,L_ E'.T=`,G? Dl:_H_c_. Al-:y'E :__F,++ DU CTI LE IRON WATE R TYPICAL GATE VALVE N -c. PIPE INSTALLATION & BEDDING - L, c TD EJ�iEF '•E '; LAT FA.L + rrf PIEr Tl:t l FI('TE I '.'e`HF '`, 7F;(cFR ATFCAl T; F -JIf HU I`1 FF:T F F, F T FR` ,,.TF I_, I'I_J L_' 1 -IL tf I1 =_L`V ) I r.F I H LP,,, I�'_L LAI Fu PIF '_- , L _L AI L_A`;I 0._ I_H F, H..II HL P,LN1AILI11I1+ A.('I IL :�I ALL ICF Cir,,WtJ, ELEti?.I 111 IE -L LGvV _1 =1 �'Jr1PJE''�IED _r T --IF 1u+„ I,lA0[ LA,Fr,',E t HAr\ IN ,Art '(eFF I AT ; TA C PIT,: All F-:ISTIf,.' ,FWF 1 f;1,41N A P I F, A, T F INTIA RA;_fiLIL_{ FJIII]t,4l 1;11 ?,EL FJF; ,iVILR, SLR ICE ,',.IdLC 0`4 '_ ,ALL L;E ?ir, �/ IFT:) PLR , CI 1\ {-H()F(.`I.,i HI i" r .%I`9= ,,'..TFL; 4. Al PA -FR I AT=F:Al S THAI I I-AVF A IIIIIAI.):'t :)';=R ilF,l',FT- t BY Ir:r`. (-)-1 A F')f'r)1:- OF - L I I ``,`I ^L I Jr,F'LR AL E'A;LF. L•A=F< L`= CII,`LL I AVL A. ;,'tll'•III^tl_!;'t b"F; —H. ,-Jrti Hlyd r z FELT E FCD11',(-, C, rnT -,x I I `: A L I "r J I , F *,,T C Pel { '=, HA I F', F F L: I FI'dI HE=? R:_JI tJ-' I'AAFl:FR I,DTI(-'`,J ARr Jr•.` -..E_= I NIH-; 1,0F -N CC I PA' -,.E YI ?R. E, WITHIII E?`ISTING '.''CC'- FICHT-':JF-`I,;AY `= r,L_ BE B,= CKFILLEC _f',T F,EL'( TH k(D. 21 `-TOt\,_• 2. :_)1} >1_!i_1 LL IF;,_A,, FILL IIL L3 _'IIC!`', +-)l III- IRL1%l(_II S I, -,L- ?L VI -1 ;P ^Ir,'1F'r''.c TF(', -1,JF All Ti,-)IF?FV(',VFf1 i.yF, ^, 4" F)Fn-,r_C=, (;F Ill;. r• ; c, T I'J E c, - A L L RE _TF ,")VI -)ED 3.IwVH-F.E R. C(: S E`, :C)J1'1TER__D PIE- _'�H-^,L_ BE 'l -ITA -LED :_-:N A. ` I'1 t•,;W11 5' TYPICAL SEWER PIPE INSTALLATION IN TRENCH POTS F G S I',A A I N _ I`, C I 5F''afI I; f I<`,1IC=I- I f5` I IiAI "C NNf C I10N TF; , b VPIPE SLOT (2 PLACES) ALBEMARLE COUNTY FINAL FLAN GENERAL NOTES GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPEC77ON BY ALBEMARLE COUNTY SERWCE AUTHORITY INSPECTORS THE CONTRACTOR WILL BE RESPONSIBLE FOR N077FY7NG THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WURK. 2. THE LOCA77ON OF EXIS77NG U77LI77ES ACROSS 7HE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SH00, ARE ONL Y APPROXIMA 7FL Y CORRECT THE CONTRACTOR SHALL ON HIS OWN INMARVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MA 7FRIALS AND CONS77?UC77ON SHALL COMPLY WITH THE CURRENT ED177ON OF THE GENERAL WA 7FR AND SEWER CONS7RUC77ON SPECIFICA77ONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY, 4 DA 7UM FOR ALL ELEVA 7TONS SHOWN IN NA 77ONAL GEODE77C SURVEY. 5. 7r lE CON77?ACTOR SHALL BE RESPONSIBLE FOR N077FYtNG "MISS UTILITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LA7ERALS, AND WATER LINES, ETC. 7, ALL WA TER AND SEWER APPURTENANCES ARE TO BE LOCA TED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEA DEND LINES SHALL BE RODDED TO PRO WDE ADEQUAIF RESTRAINT FOR THE VALVE DURING A FU7URE EXTENSION OF THE LINE. 9, ALL COMMERCIAL BUILDINGS WILL BE REQUIRED TO HA VE A BACKFLOW PREVENTER. COVER LIFT NOTCH 12 3/8" EWAT�:> CAST IRON UD 18” METER BOX 6" EXTENSION NOTES: (1) FOR TOUCH READ METERS A 1-3/4” DIAMETER HOLE IS REQUIRED IN THE LID_ TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 rn 0 00 w= N E wU) m Il LJ `m O m o Ew vo tea . c In to v y vw Li w � [. CiF`K6.• 14, ,. MALL P IL COUILIV, Asphalt Pavement Restoration Detail ik)r (Open Cut Utility Installations Mill � resurfaces Mill 8 resurrace 14 Saw -cut existing pavement �12" to the full depth of asphalt 92` 7.5'total asphalt ruin_ Surface Material miry. ccncrete pavement [/Asphalte rl'T r • depth or equal to }�i�}}�,"1�f} 9..} the depth of existing T-7. min. � '11 /asphalt concrete, whichever 15 greater _ 1.h min `l! i Sub base course depth 10"ruin. ; {f1 ffi Qt460t c ty E r shalltre 19'orequal N �I 1 a(Nmi4ceT3it depth ofexistingsub-Ease, Fin ',:-,r r+a nrT'�. Irr> 1118, 1HY ,!-s" 'f f` Whichever isgreatsf N tLI 'E'7 P_ 7LFN _L evH that hhEl 03 S hlCl N3J'.%:.D. 'SIr.GLE '�EF:'�`ICE Horizontal and veMcal surraces ------------ 12-Hench v12' Bench shall be tocked;withRC-250liquid h.#inhatin. naphaltit a rate of 0.1 gallon Per NOTES: SY, or as deterrnineciirythe "SI IROhI LL' district administrator's designee Asphalt Concrete Surface Material - ------------ II SM -9.5A iorADT 10,90 = = SelecthiaterialType I with minimumCBR.=30 SM. 9-5D forAGT > 10,000 V The Lfistrici administrator's designee shall deter mine the restoration requirements for other pavementtypes. V �-�----'---"- y F <x:: Cl ass l backfill material In accordance. with Section 302 of the Rrad and Bridge. 011Spocificatiars Trench width and pipe bedding shall be in JI1 1 �acrorc in Sid. PB 1 _ I 27 No. 26acccrdancowlthVDCT orcewith� iec tepipehed3G2of accordance with SectiLrns 2n5 >x ;(Y2 of jj _... the Road andBridge Specifications `t*�" 121nchesmin imurntre�rondthe edge af#hetrench on longitudina I open cuts, or 25 feet minimumbeyond the trench eenterHne �n perpendieularvpen cuts, *ar as determined b{the diatfict administrator's designee. Date: August 27, 20124 Not to Swale :;C=} ,L} FC_ (-JfJGA.TIC.)Pd I'rIATCF'IA,L Rti:)C_ �,Y E(=?I..)I�1C)�<Tli)Nt iv`,; IF"IAL 6LE I_ I I'. F,,'F T E TT.;r,;l )F -iE T _-i REr,I HE Fl IE C}t T -'E---,T (III F ,(-P .AND - ^ TI Fr,1 � .:�T TI I � .II F ,,.. ,, „ FIr a' F 11 F .68 _ 'JAIL. SC Fi)UP'I(� 1,Tit�>N IN ('':COR SCAI J N D F R - ClJT "_.0`,IDITI :tN OF � ��71 If°.II- L Es, c !_ - 4 ra rJ Yi MIN �I+ .I JL.AI{ I IL A i a, CH k1u)Ch. _ I. EL ;jIL _)F �� - ---- , . f - _-. ------------ F. .I. N`_+TF L IX IIF. _ls1 BL, I:_; fr ,. ', O Fd ';. �..� .,-�,1 I ;., F I C>�,<<FI_' ','`vIT I`'.I - OF T- '+,;'.-:TFF1 I / xc 4. r E L h.GLF; Illr�rl 61 1\\ .,``•It';1=11`_IC[,,I I A L L L:L '.LLI_-',"G'L_`1 L.'._:',rL II IL I'J I ;"IL Cr'.._ U ILL ° E.THE II`JIITI S.ACI:FI_L H,"`.LL BE FL.'`'vE>> :'•.I`J I t Pr"'.CE ' IJ _ E <,- - - - - a _> ':->R `,l F r'' �ErJ TEE;Ir`._ CI C_BF, D-i:'',LL EE LC�'+A`E -- N T-= C',FrJ _ • R=11 F 0 F F-^1 (:.,c_, CUT I c - =`.r:� E IIA F.EP,�:C-''E :AREAS,,'r,�, < E...,,:_ �H?,L_ E'.T=`,G? Dl:_H_c_. Al-:y'E :__F,++ DU CTI LE IRON WATE R TYPICAL GATE VALVE N -c. PIPE INSTALLATION & BEDDING - L, c TD EJ�iEF '•E '; LAT FA.L + rrf PIEr Tl:t l FI('TE I '.'e`HF '`, 7F;(cFR ATFCAl T; F -JIf HU I`1 FF:T F F, F T FR` ,,.TF I_, I'I_J L_' 1 -IL tf I1 =_L`V ) I r.F I H LP,,, I�'_L LAI Fu PIF '_- , L _L AI L_A`;I 0._ I_H F, H..II HL P,LN1AILI11I1+ A.('I IL :�I ALL ICF Cir,,WtJ, ELEti?.I 111 IE -L LGvV _1 =1 �'Jr1PJE''�IED _r T --IF 1u+„ I,lA0[ LA,Fr,',E t HAr\ IN ,Art '(eFF I AT ; TA C PIT,: All F-:ISTIf,.' ,FWF 1 f;1,41N A P I F, A, T F INTIA RA;_fiLIL_{ FJIII]t,4l 1;11 ?,EL FJF; ,iVILR, SLR ICE ,',.IdLC 0`4 '_ ,ALL L;E ?ir, �/ IFT:) PLR , CI 1\ {-H()F(.`I.,i HI i" r .%I`9= ,,'..TFL; 4. Al PA -FR I AT=F:Al S THAI I I-AVF A IIIIIAI.):'t :)';=R ilF,l',FT- t BY Ir:r`. (-)-1 A F')f'r)1:- OF - L I I ``,`I ^L I Jr,F'LR AL E'A;LF. L•A=F< L`= CII,`LL I AVL A. ;,'tll'•III^tl_!;'t b"F; —H. ,-Jrti Hlyd r z FELT E FCD11',(-, C, rnT -,x I I `: A L I "r J I , F *,,T C Pel { '=, HA I F', F F L: I FI'dI HE=? R:_JI tJ-' I'AAFl:FR I,DTI(-'`,J ARr Jr•.` -..E_= I NIH-; 1,0F -N CC I PA' -,.E YI ?R. E, WITHIII E?`ISTING '.''CC'- FICHT-':JF-`I,;AY `= r,L_ BE B,= CKFILLEC _f',T F,EL'( TH k(D. 21 `-TOt\,_• 2. :_)1} >1_!i_1 LL IF;,_A,, FILL IIL L3 _'IIC!`', +-)l III- IRL1%l(_II S I, -,L- ?L VI -1 ;P ^Ir,'1F'r''.c TF(', -1,JF All Ti,-)IF?FV(',VFf1 i.yF, ^, 4" F)Fn-,r_C=, (;F Ill;. r• ; c, T I'J E c, - A L L RE _TF ,")VI -)ED 3.IwVH-F.E R. C(: S E`, :C)J1'1TER__D PIE- _'�H-^,L_ BE 'l -ITA -LED :_-:N A. ` I'1 t•,;W11 5' TYPICAL SEWER PIPE INSTALLATION IN TRENCH POTS F G S I',A A I N _ I`, C I 5F''afI I; f I<`,1IC=I- I f5` I IiAI "C NNf C I10N TF; , b VPIPE SLOT (2 PLACES) ALBEMARLE COUNTY FINAL FLAN GENERAL NOTES GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPEC77ON BY ALBEMARLE COUNTY SERWCE AUTHORITY INSPECTORS THE CONTRACTOR WILL BE RESPONSIBLE FOR N077FY7NG THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WURK. 2. THE LOCA77ON OF EXIS77NG U77LI77ES ACROSS 7HE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SH00, ARE ONL Y APPROXIMA 7FL Y CORRECT THE CONTRACTOR SHALL ON HIS OWN INMARVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MA 7FRIALS AND CONS77?UC77ON SHALL COMPLY WITH THE CURRENT ED177ON OF THE GENERAL WA 7FR AND SEWER CONS7RUC77ON SPECIFICA77ONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY, 4 DA 7UM FOR ALL ELEVA 7TONS SHOWN IN NA 77ONAL GEODE77C SURVEY. 5. 7r lE CON77?ACTOR SHALL BE RESPONSIBLE FOR N077FYtNG "MISS UTILITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LA7ERALS, AND WATER LINES, ETC. 7, ALL WA TER AND SEWER APPURTENANCES ARE TO BE LOCA TED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEA DEND LINES SHALL BE RODDED TO PRO WDE ADEQUAIF RESTRAINT FOR THE VALVE DURING A FU7URE EXTENSION OF THE LINE. 9, ALL COMMERCIAL BUILDINGS WILL BE REQUIRED TO HA VE A BACKFLOW PREVENTER. COVER LIFT NOTCH 12 3/8" EWAT�:> CAST IRON UD 18” METER BOX 6" EXTENSION NOTES: (1) FOR TOUCH READ METERS A 1-3/4” DIAMETER HOLE IS REQUIRED IN THE LID_ TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 rn 0 00 w= N E wU) m Il LJ `m O m o Ew vo tea . c In to v y vw Li w � TD -10 � E { E �E r�r w Of L o r' Z aEa _�E EL _a tip •-•'C N ob#— N i=w - EZ w co LJ o _ a - O � tz o u u FZ a 4 a O 1- E ¢E sE¢c Ca cls ;, W C u w LL 0 f O TYPICAL MANHOLE FRAME & COVER N.T.S FIG S -1-D Rik SCOTT R. COLLINS�'.;t, I." No. 35791 .1hs. S�aNAL W Z 0 Z z U W t!? t� J O H W H LU Ce ce Nd -.TF HY_)_1r JT `A1S- ?F EUI 'P _) +i F L-ARL :T -E -'- VI -` I F THF AF), 0.,I -ICH ". T -IE L T 'I11AF , _TLE I T-i';F El, ,AJi l- - W V, [II— � k 4. i M Ii -f-- j t ' s ,�`{ tf 'i o;ll I a a L -`E 'r ) �.., ,r"T �I 'i 1 Ji:. I i II I'Lilj JC: F',_ I: -- E L,SE ! F ;JET 1I1-J_TJF6 C STABLE "J LLL F LL— +L� TI PFC 11 F _r. TI--FJIL IS DISTJF EC+.< F THE H I'll L_ IF.I LL Ih:FI n H`'CF.AN .o_A EG If`•I FILL. =L P, ". ;. ALL C :,ALV 171D THE' VA - VE T_ TI -E H'C-F IIT iJITH!.J VF. ",S NIL I Li a�+ T H R E .D + E r_;t I ,tC=JITI ! T•=' I 11FI,'F_ r +f ' RETE F 'A E C E' AF A "EE PILE + ALL EE !`ED . C:C'ITI Imo,_ 1 `.I N FC1_hG r == F_LE ,eITH 'RAVE_ A-11-1 .°E =?EE FRO",•4 THF '. L -FF F RF I-LJDI%lG L'-- E $ _ FI 11 --E GF.ADE S-,�Ll_ PE = " TI--= FIFE H`i PA`'dT .tit"D � "+! L,_ E _ _ NOT ``e" ';rE _ ^ _C 1'1 :H�^.JL>>E? ?F. B _FI`ID -l-_ GI- _H ` - _ IJ vT LL's'„E_ Irl' THE - _ITr _F. FIF.E H i _?A JT; at -ALL BE lk_,TALL_D AT _:DC_ IG,P,3 'A4 ,E rd==' r,F", rF IHII I N6 J 1 1- vV11 1 :N'.I 1- - y RF 211111 T.: F PI V,� A f 5 THF %:.F ' F:I , J`1 D r A117;' TN HrCF,AN -1411 = F F AV -, F F) CP"Y TYPICAL FIRE HYDRANT ASSEMBLY DETAIL J T.S. LU ! F I+. - rt I-_ _ I— T_ L90 i [. CiF`K6.• 14, ,. MALL P IL COUILIV, OR A=FPOs'rC FYJA. IS 14 IF ° ntHtL-I`t�Lt Afdl_`� h t_IL1,N1 ''t!, l� EL '.r LLL'.L Ht_IL N,111<<L E. �l -,uu rl'T r • }�i�}}�,"1�f} 9..} �/}111 I' -1 TT 'r: Lo �I ❑o Fin ',:-,r r+a nrT'�. Irr> 1118, 1HY N tLI 'E'7 P_ 7LFN _L evH that hhEl 03 S hlCl N3J'.%:.D. 'SIr.GLE '�EF:'�`ICE • u F TD -10 � E { E �E r�r w Of L o r' Z aEa _�E EL _a tip •-•'C N ob#— N i=w - EZ w co LJ o _ a - O � tz o u u FZ a 4 a O 1- E ¢E sE¢c Ca cls ;, W C u w LL 0 f O TYPICAL MANHOLE FRAME & COVER N.T.S FIG S -1-D Rik SCOTT R. COLLINS�'.;t, I." No. 35791 .1hs. S�aNAL W Z 0 Z z U W t!? t� J O H W H LU Ce ce Nd -.TF HY_)_1r JT `A1S- ?F EUI 'P _) +i F L-ARL :T -E -'- VI -` I F THF AF), 0.,I -ICH ". T -IE L T 'I11AF , _TLE I T-i';F El, ,AJi l- - W V, [II— � k 4. i M Ii -f-- j t ' s ,�`{ tf 'i o;ll I a a L -`E 'r ) �.., ,r"T �I 'i 1 Ji:. I i II I'Lilj JC: F',_ I: -- E L,SE ! F ;JET 1I1-J_TJF6 C STABLE "J LLL F LL— +L� TI PFC 11 F _r. TI--FJIL IS DISTJF EC+.< F THE H I'll L_ IF.I LL Ih:FI n H`'CF.AN .o_A EG If`•I FILL. =L P, ". ;. ALL C :,ALV 171D THE' VA - VE T_ TI -E H'C-F IIT iJITH!.J VF. ",S NIL I Li a�+ T H R E .D + E r_;t I ,tC=JITI ! T•=' I 11FI,'F_ r +f ' RETE F 'A E C E' AF A "EE PILE + ALL EE !`ED . C:C'ITI Imo,_ 1 `.I N FC1_hG r == F_LE ,eITH 'RAVE_ A-11-1 .°E =?EE FRO",•4 THF '. L -FF F RF I-LJDI%lG L'-- E $ _ FI 11 --E GF.ADE S-,�Ll_ PE = " TI--= FIFE H`i PA`'dT .tit"D � "+! L,_ E _ _ NOT ``e" ';rE _ ^ _C 1'1 :H�^.JL>>E? ?F. B _FI`ID -l-_ GI- _H ` - _ IJ vT LL's'„E_ Irl' THE - _ITr _F. FIF.E H i _?A JT; at -ALL BE lk_,TALL_D AT _:DC_ IG,P,3 'A4 ,E rd==' r,F", rF IHII I N6 J 1 1- vV11 1 :N'.I 1- - y RF 211111 T.: F PI V,� A f 5 THF %:.F ' F:I , J`1 D r A117;' TN HrCF,AN -1411 = F F AV -, F F) CP"Y TYPICAL FIRE HYDRANT ASSEMBLY DETAIL J T.S. LU ! F I+. - rt I-_ _ I— T_ L90 i L,`9 3EPdC C': qF 2P�I-IF.EC) TYPICAL SERVICE LATERAL INSTALLATION TD -25 C - W z J O 0 (D (U c 0 m L rn �1 CL X 41 0 s _3' 0 rn 0 U 7 L 0 O a a 0 0 i M w c 0 0 m E 0 C y 7 U u? 0 g _c 3 (U rn o c /may o li o a� Q) 0 L d � 1 � c 6 V) CL 0 v 0 UJ � v 0 CI w 41 iq� az i a a L a) 41 Z T Uj W C7 Ao CD Z _z w w Z_ LU W Z Z: z J J F Aft10 O L o .0 ZI U X as N _C (D +t C U O Q W CIL STj o 0 JOB NO. 0 1$2154 SCALE o I�I;�Iq 0 Ir Q SHEET NO. w W 3.0 H [. CiF`K6.• 14, ,. MALL P IL COUILIV, OR A=FPOs'rC FYJA. IF ° ntHtL-I`t�Lt Afdl_`� h t_IL1,N1 ''t!, l� EL '.r LLL'.L Ht_IL N,111<<L E. �l -,uu rl'T r • CJS, :-1: F I' -1 TT 'r: ❑o Fin ',:-,r r+a nrT'�. Irr> 1118, 1HY N tLI 'E'7 P_ 7LFN _L evH that hhEl 03 S hlCl N3J'.%:.D. 'SIr.GLE '�EF:'�`ICE F F ,r I,:. Ff: C -H FVC "SI IROhI LL' 1 II 111 Imll( 111m111mll1m_ 1I I= II 1 i 1' III:I r:�LEi _. =III a(,x. III. L,`9 3EPdC C': qF 2P�I-IF.EC) TYPICAL SERVICE LATERAL INSTALLATION TD -25 C - W z J O 0 (D (U c 0 m L rn �1 CL X 41 0 s _3' 0 rn 0 U 7 L 0 O a a 0 0 i M w c 0 0 m E 0 C y 7 U u? 0 g _c 3 (U rn o c /may o li o a� Q) 0 L d � 1 � c 6 V) CL 0 v 0 UJ � v 0 CI w 41 iq� az i a a L a) 41 Z T Uj W C7 Ao CD Z _z w w Z_ LU W Z Z: z J J F Aft10 O L o .0 ZI U X as N _C (D +t C U O Q W CIL STj o 0 JOB NO. 0 1$2154 SCALE o I�I;�Iq 0 Ir Q SHEET NO. w W 3.0 H a Li Li r 3 a Li a J J J m C O U C U N N C in 9J L x Q C N N Q C Dn Y N N C O U U L N N C O U L Q D D C a Q O U rn L Y s 0 u 0 a 0 Y Q V ja ai O U G Q7 7 N O D L O m O CL L ❑ 5. O Q Q {s 6 N C D L D Q L Q as Q i -Q v U ZI O U L D 0 O C A D E C ❑ t7 FY W W Z C� Z LcJ UI Z J J O C? 4- 0 5, L o_ O L 0- 0 s rn 0 x v Q -iN L ❑ UI a-+ C rU C U O .D N -r- O Q m D C ❑ N C D 0- 0 ca N Des ign Storm Year = 10 10 4 Prolccl. Pleasant Green - Phase i Z w Job �: 182 154 Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr Prepared J depth) POINT DOWNSTREAM STRUCTURE DRAIN AREA RUNOFF COEFF. INCR CA ACCUM INLET TIME RAIN FALL IILINOFF Q INVERT ELEVATIONS LENG-FH SLOPE DIA CAPA- CITY VEL FLOW TIME FINAL H 1NLLi' WATER SURFACE EL EV. ACRES C Inlei MIN MTN C.F.S. I7PPER LOWER FEET FT./FT. INCITES C.F.S. F.P.S. SEC E U 6 V ♦- _ 42 - c C3 Cl '-' i > G - � - C Cr7 715.63 266.32 15 235 0.0011 0.35 L,9 0.0 34 Hydrology 0.42 0.50 0.21 0.21 6.00 6.35 L3 Inlet 72 o � U @ [n 32 1 32 0.42 2.4 1.9 4.509 01 740.75 74052 37.50 0.0061 15 5.0 3.47 10.8 32 J � 0.09 0.70 0.06 0:27 6.18 6.30 1.7 0.0 vl 0.273 6.18 6.30 lb L O - 30 -''' w o �° 74 o 0.38 740.42 734.10 161.81 0.0391 15 12.8 7.12 22.7 30 0.0 0,17 0.70 0.12 0.44 6,56 6,19 2,7 717.21 721.67 9.72 718,15 34,77 15 1.08 0.000 0,01 28 0.0 3 9 gg 1 3.34 724.75 720.52 734.00 725.75 129,53 0.0637 15 16.3 9.72 133 28 N 0.15 0.70 0.11 0.55 6.78 6.13 3.3 left 0.16 0.65 0.104 0.00 0 0.68 0.(IO NA N/A 26 718.1E 721.58 0.83 24 22 0.07 right 032 724.75 720.52 99.110 0.0425 15 13.3 9.01 11.1 26 4.1650 0.12 0.70 0.08 0.76 8.20 5.76 4.4 8 3C 10.0 contained flow 20 0.049 1.700 14.44 4.62 0.23 24 0.16 0-352 8,07 0.013 0.0100 18 left 720.42 718.10 10730 0.0216 15 9.5 7,53 142 24 1.70 0.07 0.70 0.05 0.8E 8.44 5.71 4.6 right 0.1E O.G5 0.164 0.68 0.00 0.68 O.OD10 0.0200 2.0 22 66 8.87 0.000 3.155 14.76 4.58 10 3C 718.00 716.35 6121 0.0270 15 10.6 8.34 7.3 22 0.01 0.07 1 0.70 0.05 1.70 14.44 4.62 7.9 23,46 15 0.70 0.000 0.00 0.6 0.0 4.1 50 6 5.42 20 24 10.0211 28.07 right 0.03 0.70 10.021 0.14 1 0.00 716.25 715.75 49.92 0.0100 18 10.5 6.51 7.7 20 699.50 0.00 0.90 000 2,54 14,57 4.61 113 70 0,00308 0.01 N/A 0.003 0.01 716.28 72108 3,46 16 86.70 15 0.7() 0.000 0.01 0.6 0.0 71195 712.75 88.68 0.0135 18 112 7.86 11.3 16 0.48 0.00 0.90 0.00 3.15 14.76 4.58 14.4 0.00 0.82 0-0010 0.0200 2.0 0-0833 4.1650 9-53 5.70 14 0 D 0.00 NA 0.001 0.01 716.61 710.83 709.50 87.93 0.0151 24 27.8 8.92 9.9 14 8.97 0.07 0.70 0.05 339 14.92 4.50 15.5 0.00 0.33 0.0010 0.0200 2.0 0.0833 4.1650 6.79 695.87 12 IC6.9 0.013 0.0209 30 20 59-30 11.53 703.83 702,25 102.88 0.0154 24 28.1 9,08 11,3 12 1 4.1650 0.17 0.70 0,12 3.64 15.11 453 16.5 0.00 0.3 0.0 9.36 0.10 0.218 6.00 OUT 0.00 10 left 1 0, D 50 0.050 033 1 0.00 64 699.50 697.42 128.59 0.0162 24 28.8 9.46 13.6 10 0.42 029 0.65 0.19 4.10 15.34 4.50 18.5 0.000 0.00 735.10 741.83 2. 0 0.01333 4.1650 8.90 0.00 8 0.202 4.62 58 3C 6.0 combined flow 1.0 0.13 696.83 69fi.68 28.42 0.0053 30 29.9 6.37 4.5 4 2 -1 0.48 0.65 0.31 4,41 15.41 4.49 19.8 1.58 0.0010 0.0200 2.0 0.0833 4.1650 12.19 5.14 6.62 6 1.95 707.33 706.00 right 1 0.54 721.52 36.13 696.58 696.10 82.74 0.0058 30 312 6.70 1 123 6 0.070 020 0.80 0.16 4.72 15.62 4.46 21.1 3 .5 0.013 62 15 0.0830 11.00 0.20 0.432 9,90 4 gutter longitudinal slop of 0.001 should be used in a sump condition 0.70 0.063 0.883 0,00 0 696.00 695.77 31.46 0.0073 30 35.0 7.42 4.2 4 9.18 0.00 0.90 0.00 5.61 15.69 4.45 25.0 rrnwater management facilities, the 6.5in/hr check storm will suffice for the 10yr conveyance to the facilities 6.94 1.44 1.00 0.42 NOTE: Inlet size for structures determined by overland flow. Pipes have been sized to include overland flow as well 2 and roof drain drainage areas. 0119 0.48 0.00 448 695.67 694,50 106.89 0.0209 30 59.3 11.53 9,3 2 2.54 0.00 0.90 0.00 5.61 15.84 4,43 25.0 15.19 71735 34.88 15 3.90 O.UU4 013 3.2 U.0 1B 2.0 0.0830 4.1500 3.56 0.97 3.5120 0.1463 689.00 688.50 40.45 0.0124 36 74.3 936 4.3 I B ----F-c) 0.00 0.90 0.00 5.61 15.92 4.43 25.0 1.6 0.57 7 J 0.61 NA 0.304 0.43 717.78 01 TT 0.13 720,75 178,88 15 2.28 0.001 0.22 687.00 686.33 113.45 00059 36 51.2 7.19 15.8 0.0200 2.0 0.0830 4.1500 3.12 0.99 3.5120 60 12 0-18 070 0.126 0.126 500 6.67 0.84 0.84 701 75 701.50 2 6 0.00 0 ) 0.01 NA 0.007 023 720.98 736.00 3.12 0.99 3.5120 0.1463 0.1649 44 155 0.13 0.70 0.09 0.09 5.00 6.67 06 0.29 070 1 0.203 081 0.00 0.81 18 14 0.29 42 0.189 0.189 8.00 5.81 1.10 1.10 748.75 707.75 707.43 29.05 0.0110 15 6.8 3.40 8.6 42 0.70 0.29 0,70 0,20 0.29 5.14 6,62 1,9 3.94 1 0.004 0.21 1 3.2 1 0.0 0.1463 0.1590 4.62 1.30 40 0.36 0.00 46 STR 52 10.0 50 707,33 706.00 54.13 0.0246 15 10.1 6.29 8.6 40 71427 0.10 0.70 0.07 036 5.29 6,57 2.4 0.25 NA 0.125 0.33 715.63 725.17 0.60 718.75 34,87 38 1.37 0.000 0,02 IJ 0,0 9 .6 0.013 703.33 702.27 36.50 0.0290 15 11.0 7.08 5.2 38 0.43 0.09 0.70 0.06 0.88 9.21 5.54 4.9 0-182 0.73 000 1 0.73 0-0164 00200 2-0 t}.UU a 4 0.00 NA 0.002 0.02 718.77 725.17 0.292 702.17 609.50 132.49 0.0202 15 9.2 7,54 17,6 0-013 0.0072 15 1.17 5 48 3.71 0.16 0.0830 54 6.44 20 0.28 0.65 0.182 0.845 14.16 4.66 0.85 3.94 714.35 714.05 5 .0 O.D13 0.0054 15 0.132 4.75 4.32 0.22 0.0343 Pipe run: STR-60 - STR- 2 2.0 0,0830 4.1500 46 0.94 0.76 0.60 046 0.46 9.00 5.58 2.5 U.0 64 3B 6.0 0.06 0.80 0.048 60 38 58 1.08 0.45 0.486 54 4.1500 4.69 70850 702.27 112.67 0.0553 15 15.2 1 9.06 12.4 7.921 0.3 0.12 88 0.22378 0.38FNA' 060 0.190 0.51 715.18 720.00 0.841 715,27 34.79 15 0.57 0.000 0.00 OS 0.0 1 0.0066 15 150 5.25 4.68 0.12 Rpe run: STR-62 - STR- G 3B 6.0 0.013 070 0 056 52 48 022 0.18 0.60 011 0.15 5.13 6.62 LO 3.5120 1 0.1463 0.1649 0.00 0 ) 0.00 0.22 0.U00 6 715.27 719.83 5.81 0.77 0.77 720.75 720.52 699.25 1 699.00 27.67 00090 15 6.1 3.66 7.6 3.5120 Rpe run: STR-64 - STR 30 0.1458 6.89 1.45 1.00 0.83 0.00 76 3B 8.0 0.25 0.65 0.163 0.65 0.00 0.65 0.0200 0.0200 2.0 0.0830 64 30 0.06 0.80 0.048 0.048 5.00 6.67 0.32 0.32 709.50 27.66 12B 1.10 0.18 0.70 0.13 0.13 5.00 6.67 0.8 Rpe run: STR-70 - STR- 50 12 18 701.75 70150 28.56 0.0088 15 6.1 3.46 8.3 0.00 NA 0.002 0.01 709.51 71575 719.00 715.60 8 .7 0.013 0.0392 15 12.79 5.39 0.27 68 66 0.00 0000 0105 527 6.58 0.00 0.70 715.50 71527 2 .5 0.013 4.0098 18 0.29 0.65 0,19 0.19 8.00 5,81 1,1 0.27 0.162 0.267 6.00 6,35 1.03 1.70 715.17 14 28.56 15 0.84 0.000 0.00 0.7 0.0 708.75 708.50 27.66 0.0090 15 6.1 3.73 7.4 Inlet 12B Hydrology Curb and Gutter 76 74 0.25 000 U 0163 0.00 NA 0.001 0.01 702.51 708.75 3 t.8 0.013 0.0052 15 4.66 3.05 52 0.10 0.85 0.09 0.09 5.00 6.67 0.6 6.35 1.32 2.35 717.05 715.90 227.3 0.013 0.0051 15 50 4.61 3.76 1.01 ILI 72 54 0.00 714.58 714,27 34,79 0,0089 15 6,1 3,05 11,4 50 2E,35.3 0.43 0.60 0.2E 0.61 6.27 627 3.8 0.01 0.8 0.0 Q 16 - v 48 714.17 713.67 90.64 0.0055 15 4.8 4,33 20.9 0.3 2.6 0.774 0.1 004 0 o 0,04 NA 0.020 0.03 700.03 706,17 @ w a 56 0,73 0.40 0,290.12914.00 4.69 IA 54 703.27 112.67 718.00 717.75 34,87 0.0072 15 5.5 3.71 9.4 54 0.28 0.65 0,1814.16 a ai 4.66 3.9 13 46 = o a o 20 0 Lu 3 - om U 714.35 714.05 55.99 00054 15 4.7 4.32 13.0 o 60 1.08 0.45 0.49 0.49 14.00 4.69 2.3 700.50 132.49 15 4.89 0.006 0.76 4.0 0.1 58 O [➢ Of Uj N- 731.75 719.75 178.88 00671 15 16,7 9.33 19.2 58 E 0.31 0.50 0.16 0.84 14.32 4.64 3.9 1.3 0.45 61 0.7 115 1.21 NA 0.604 1.36 701.86 22 703,27 36.50 15 2.39 0.001 005 716.58 71635 34.88 0.0066 15 5.2 4.68 7.5 1 0.00 1.04 0.0200 0.0200 2.0 0,0830 4.1500 40 0.83 3.5120 0.1463 0.1415 7.71 1.04 1.00 1.04 1,9 1.6 3.087 0.0 0.01 7 ) 0,03 NA 0,014 0.06 703.33 710,58 2.0 707.00 54.13 15 1,95 62 0.05 0.22 0.60 0.13 0.13 8.00 5,81 0,8 12B 3B 10.0 0.18 0.70 0.126 .82 0.00 42 26 0.0200 2.0 0.0830 4.1500 4.60 0.91 3.5120 720.75 720.52 36.13 0.0064 15 5.2 3.02 12.0 NA O.006 0.06 707.06 714.50 0.049 708.43 29.05 15 0.61 0.000 0.00 0.5 0.0 2.91 0.99 3.5120 0.1463 0.1649 5.96 1.01 1.00 0.25 0.07 12 18 313 44 0.29 0.65 0.189 123 0.00 1.23 0.0848 0.0200 '::O.OG 0.80 0.05 0.05 5,00 6.67 0.3 U.OU NA N. A 0.00 708.43 71415 24 3B 30 007 0.70 0 049 17.32 0-00 0.32 0.0240 734.67 734.10 34.95 0.0163 15 8.2 3,18 11,0 E70 4.57 131 1.00 0.32 0.00 26 313 8.0 0.12 0.70 0.084 .55 0-00 0-55 0.0343 0.0200 20 00830 4.1500 4.22 0.94 3.5120 0.1463 0.1576 688,73 113.45 36 24.98 0.001 0.16 3.5 0.0 10.0 0.15 0,15 0,70 0,11 0.11 5.00 6,67 07- 2.0 0,0830 4.1500 -- 1B 3.5120 0.1463 0.1576 8.70 68 1.00 0.68 0.00 25.0 3.5 8828 0.2 719.00 715.600 86.70 0.0392 15 12.8 5,39 16.1 694.50 0.0830 0.00 0.90 0.00 0.11 5.27 6.58 07 0.0 1.00 0.77 0.00 32 313 6.0 0.09 66 0.063 q.41 0.00 0.41 2 0.0200 2.0 715.50 715.27 23.46 0.0098 15 6.4 339 6.9 66 0.4 0.27 0.60 0.16 0.27 6.00 635 1.7 691.05 701.00 .37 696,50 106,89 30 24,98 0004 0.40 50 0.1 0.77 3.5120 0.1463 0.1327 8.70 1.15 715.17 714.'27 76,43 0.0118 15 7.0 4,67 16,4 4.70 0.063 .41 0.00 0.41 0.0367 0.0200 2.0 21,1 43 90.62 0.3 0.10 70 0.1 487 0.38 N/A 0.188 0.58 697.08 706.75 40 697.77 31.46 30 21.09 0.003 0.08 4.3 0.1 0.0450 0.0200 2.0 0.0830 76 3.74 1 025 0.65 0.16 0.16 5.00 6.67 1.1 6 0.00 42 313 10.0 029 0-70 0203 74 4.0 80 0.3 0.09 19 00 531 0.19 717.33 717.15 34.77 0.0052 15 4.7 3.05 11.4 74 19.82 0.32 0.65 0.21 0.37 6.00 6,35 2.4 59 0.00 0-59 0.0200 0.0200 2.0 0.0830 4-1500 4.81 72 8 0.1463 0.1517 5.83 1.03 1.00 059 717.45 715.90 227.33 0.0051 15 4.6 3.7E 605 72 0.29 0.00 0.90 0.00 0.37 7.01 6.06 2.4 E28,42 30 18,46 0.002 0.06 3,8 0.110 0.68 0.00 54 48 3B 8.0 0.18 1 0.108 .70 1 715.80 714.45 266.32 0.0051 15 4.6 3.76 70.8 INLETS IN SUMP, DESIGN Design Year: 10 4 Prolccl. Pleasant Green - Phase i Z w Job �: 182 154 Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr Prepared J depth) AML, PL LEY S ATION* OUTLET WATER SURFACE CL.EV I.,, D,, Q, �w Stn IlfJUNCI'ION Vn ._._ _.... 11„ ._.... -_ Q1N Vii LUSS _ ,� Q. Vi Vi !'2g Hi ANGEL ., IL 13H, .5Ht FINAL H 1NLLi' WATER SURFACE EL EV. RIM EL.EV U Inlei Mannings Coefficient, n is 0.013 Hydrology Inle Curb and Gutter U W N m V Q N Inlet C E <C U a m U @ Q U E U 6 V ♦- _ 42 - c C3 Cl '-' i > G - � - C Cr7 715.63 266.32 15 235 0.0011 0.35 L,9 0.0 Hydrology Curb and Gutter in Inlet 72 o � U @ [n D 34 32 0.42 2.4 1.9 4.509 01 002 35 0.0 598 0.05 NIA 0.025 0.38 716.01 727.42 J � 716.90 227.33 15 2.35 0.001 0.30 1.9 0.0 vl 0.273 6.18 6.30 lb L O - it 1.8 -''' w o �° 74 o 0.38 O 30 a 0.17 r @ 1.1 0.9 0.956 0.0 0.00 82 0O 798 0.03 NA 0.013 0.31 717.21 721.67 9.72 718,15 34,77 15 1.08 0.000 0,01 0,9 0.0 3 9 gg 0.64 3.34 724.75 720.52 E a > 0.0425 Q U U Ci U C1 v U)3 76 0.104 N h o a I- W 8.2D 5.76 left 0.16 0.65 0.104 0.00 0 0.68 0.(IO NA N/A QUl 718.1E 721.58 0.83 24 22 0.07 right 032 0.65 0208 1.35 0.00 1-35 0.0010 0D20D 2.0 0.0833 4.1650 11.50 15 c c 10.61 8.34 0.12 0.12 8 3C 10.0 contained flow 20 0.049 1.700 14.44 4.62 0.23 7.86 0.16 0-352 8,07 0.013 0.0100 18 left 0.13 0.65 0.085 0.55 1 0.00 0.55 0.0010 715.27 76.43 15 1.70 0.001 0.05 1.4 a.0 71395 712.75 8 .7 right 0.1E O.G5 0.164 0.68 0.00 0.68 O.OD10 0.0200 2.0 00833 66 8.87 0.000 3.155 14.76 4.58 10 3C 10.0 combined flow 0.7 0.6 0.399 0.0 0.00 j 58 0.00237 0.01 NA 0.006 0.06 715.33 721.00 left 0.04 0.70 716.27 23,46 15 0.70 0.000 0.00 0.6 0.0 4.1 50 6 5.42 0.0154 24 10.0211 28.07 right 0.03 0.70 10.021 0.14 1 0.00 0.14 0.0010 0.0200 68 0.0833 4.1650 4.87 0.54 16.48 699.50 697.42 1 g8.6 0.7 0.6 0.399 0A 0.00 70 0,00308 0.01 N/A 0.003 0.01 716.28 72108 3,46 716.60 86.70 15 0.7() 0.000 0.01 0.6 0.0 1 0.00 0.86 0.0010 0.0200 2.0 0.0833 4.1650 9.70 6 0.48 0.65 0.312 1 right 70 0 60 0.126 0.82 0.00 0.82 0-0010 0.0200 2.0 0-0833 4.1650 9-53 5.70 U.UU 0 D 0.00 NA 0.001 0.01 716.61 724.00 4.46 0.71 21.09 696.00 695.77 31.5 0.18 0-391 8.97 0.0833 35.05 7.42 left 1 0.06 0.85 0951 0.33 0.00 0.33 0.0010 0.0200 2.0 0.0833 4.1650 6.79 695.87 694.50 IC6.9 0.013 0.0209 30 20 59-30 11.53 0.15 right 1 0.04 1 0.85 10.0341 0.22 1 0.00 0.22 0.0010 0.0200 2.0 0.0833 1 4.1650 5.83 52 3C 735.10 34.95 15 0.32 0.000 0.00 0.3 0.0 9.36 0.10 0.218 6.00 OUT 0.00 0.90 left 1 0, D 50 0.050 033 1 0.00 64 0-0010 0.0200 2.0 0.0833 4.1650 6.74 51.23 7.19 0.26 0.42 Rpe run: STR44- STR- 0.0200 0.00 a ) 0,00 NA 0.000 0.00 735.10 741.83 2. 0 0.01333 4.1650 8.90 0.00 0.09 0.202 4.62 58 3C 6.0 combined flow 1.0 0.13 070 0-091 4.091 5.00 6.67 0.13 0.279 6.38 707.43 2 -1 0.013 left 1 0.54 1 0.45 10-2431 1.58 1 0.00 1.58 0.0010 0.0200 2.0 0.0833 4.1650 12.19 5.14 6.62 1.,34 1.95 707.33 706.00 right 1 0.54 721.52 36.13 15 0.77 0.000 0.01 0.6 0.0 0.0833 4-165o 12.19 0.070 0.364 5.29 6.57 60 3C 12.0 corrbined flow 3.2 3 .5 0.013 62 15 0.0830 11.00 0.20 0.432 9,90 38 gutter longitudinal slop of 0.001 should be used in a sump condition 0.70 0.063 0.883 0,00 0 0.35 0.00 NA 0,001 0.01 721.53 728.00 pavement areas will not have a curb spread, but will have inlet spread and depth 9.18 7.54 0.29 by overland flow. Pipes have been sized to include overland Rpe run: STR-46 - STR- 8 and roof drain drainage areas. - for inlets draining to st rrnwater management facilities, the 6.5in/hr check storm will suffice for the 10yr conveyance to the facilities 6.94 1.44 1.00 0.42 NOTE: Inlet size for structures determined by overland flow. Pipes have been sized to include overland flow as well as yard inlet and roof drain drainage areas. 0119 0.48 0.00 448 46 38 0.76 0.60 0.456 0.456 9.00 5.58 2..54 2.54 708.50 702.27 112.7 O.D13 0.0553 15 32 15.19 71735 34.88 15 3.90 O.UU4 013 3.2 U.0 0.0200 2.0 0.0830 4.1500 3.56 0.97 3.5120 0.1463 0.1619 3.80 1.58 1.00 0.25 58 1 34 4$ ----F-c) .18 0.60 0.108 0.152 0.9 10.2 9.588 1.6 0.57 7 J 0.61 NA 0.304 0.43 717.78 724.00 0.13 720,75 178,88 15 2.28 0.001 0.22 1.9 0.0 0.70 0.063 0.25 0.00 0.25 0.0367 0.0200 2.0 0.0830 4.1500 3.12 0.99 3.5120 60 12 0-18 070 0.126 0.126 500 6.67 0.84 0.84 701 75 701.50 2 6 0.00 0 ) 0.01 NA 0.007 023 720.98 736.00 3.12 0.99 3.5120 0.1463 0.1649 5.17 155 1-00 028 0.00 42 313 100 0.29 070 1 0.203 081 0.00 0.81 18 14 0.29 0.65 0.189 0.189 8.00 5.81 1.10 1.10 748.75 708.50 2 .7 0.013 0.0090 15 44 6.13 3.73 0.12 0.70 Rpe run: STR52- STR- 16 0.36 GAO 0.36 715.29 55.99 15 3.94 1 0.004 0.21 1 3.2 1 0.0 0.1463 0.1590 4.62 1.30 1.00 0.36 0.00 46 STR 52 10.0 50 0.10 54 0-085 0.085 5.00 6.67 0.57 0.57 714.58 71427 2.4 3.8 8.843 0.2 0.08 74 O.13385 0.25 NA 0.125 0.33 715.63 725.17 0.60 718.75 34,87 15 1.37 0.000 0,02 IJ 0,0 9 .6 0.013 0,0056 15 0.93 4.79 4.33 0.35 5,02 Pipe run: STR-56 - STR- 0 1.00 0.43 0.00 56 54 3B 8.0 0.28 0.65 0-182 0.73 000 1 0.73 0-0164 00200 2-0 t}.UU a 0 0.00 NA 0.002 0.02 718.77 725.17 0.292 0 292 14.00 4.69 1.37 137 718.00 717.75 3 -9 0-013 0.0072 15 1.17 5 48 3.71 0.16 0.0830 54 6.44 20 0.28 0.65 0.182 0.845 14.16 4.66 0.85 3.94 714.35 714.05 5 .0 O.D13 0.0054 15 0.132 4.75 4.32 0.22 0.0343 Pipe run: STR-60 - STR- 2 2.0 0,0830 4.1500 4.17, 0.94 714.67 90.64 15 3.83 0.004 032 1 3.1 U.0 64 3B 6.0 0.06 0.80 0.048 60 0.00 58 1.08 0.45 0.486 54 4.1500 4.69 2.28 2.28 731.75 719.75 1,8.9 0.013 1.7 4.7 7.921 0.3 0.12 88 0.22378 0.38FNA' 060 0.190 0.51 715.18 720.00 0.841 715,27 34.79 15 0.57 0.000 0.00 OS 0.0 1 0.0066 15 150 5.25 4.68 0.12 Rpe run: STR-62 - STR- G 3B 6.0 0.013 070 0 056 52 0.00 022 0.0443 0.0200 2.0 0.0830 4.1500 1 2.88 0.99 3.5120 1 0.1463 0.1649 0.00 0 ) 0.00 0.22 0.U00 O.OU 715.27 719.83 5.81 0.77 0.77 720.75 720.52 3 .1 0.013 0.0064 15 0.0830 5.17 3.02 0.20 3.5120 Rpe run: STR-64 - STR 30 0.1458 6.89 1.45 1.00 0.83 0.00 76 3B 8.0 0.25 0.65 0.163 0.65 0.00 0.65 0.0200 0.0200 2.0 0.0830 64 30 0.06 0.80 0.048 0.048 5.00 6.67 0.32 0.32 709.50 27.66 15 1.10 0.000 0.01 0.9 0.0 3.18 0.18 Rpe run: STR-70 - STR- 50 18 70 0.00 0 0.00 NA 0.002 0.01 709.51 71575 719.00 715.60 8 .7 0.013 0.0392 15 12.79 5.39 0.27 68 66 0.00 0000 0105 527 6.58 0.00 0.70 715.50 71527 2 .5 0.013 4.0098 15 6.39 3.39 0.12 65 50 0.27 0.162 0.267 6.00 6,35 1.03 1.70 715.17 702.50 28.56 15 0.84 0.000 0.00 0.7 0.0 0.27 Rpe run: STR-76 - STR 54 Inlet 12B Hydrology Curb and Gutter 76 74 0.25 000 U 0163 0.00 NA 0.001 0.01 702.51 708.75 3 t.8 0.013 0.0052 15 4.66 3.05 019 74 72 0.32 0.65 0.208 0.371 6.00 6.35 1.32 2.35 717.05 715.90 227.3 0.013 0.0051 15 4.61 3.76 1.01 ILI 72 54 0.00 0.90 0.000 0.371 7.01 6.06 0.00 2.35 715.80 714.45 2E,35.3 1 0.013 0,0051 700.00 27.67 15 1.01 0.000 0.01 0.8 0.0 Q w - v 48 0.3 2.6 0.774 0.1 004 0 o 0,04 NA 0.020 0.03 700.03 706,17 @ w a a o Y = o a q) 703.27 112.67 15 2.54 0.002 0.17 2.1 0.0 a ai o 13 46 = o a o 0 Lu 3 - om U ) 0.02 NA 0,008 0.18 703.45 716,00 o X .� 700.50 132.49 15 4.89 0.006 0.76 4.0 0.1 U O [➢ Of Uj N- N II v 38 C U E C U a > Y -j 0 ¢ 2.5 9.1 23.05 1.3 0.45 61 0.7 115 1.21 NA 0.604 1.36 701.86 709.58 703,27 36.50 15 2.39 0.001 005 2.0 0.0 313 8.0 0.20 0.80 0.160 .04 1 0.00 1.04 0.0200 0.0200 2.0 0,0830 4.1500 40 0.83 3.5120 0.1463 0.1415 7.71 1.04 1.00 1.04 1,9 1.6 3.087 0.0 0.01 7 ) 0,03 NA 0,014 0.06 703.33 710,58 2.0 707.00 54.13 15 1,95 0.001 0.05 1,6 0.0 1.13 1.00 0.84 0.00 12B 3B 10.0 0.18 0.70 0.126 .82 0.00 42 0.0489 0.0200 2.0 0.0830 4.1500 4.60 0.91 3.5120 0.6 OS 03 (t,0 0,00 46 0.00144 0,01 NA O.006 0.06 707.06 714.50 0.049 708.43 29.05 15 0.61 0.000 0.00 0.5 0.0 2.91 0.99 3.5120 0.1463 0.1649 5.96 1.01 1.00 0.25 0.07 12 18 313 44 0.29 0.65 0.189 123 0.00 1.23 0.0848 0.0200 20 0-0830 4.1500 4.82 000 0 0.1463 U.OU NA N. A 0.00 708.43 71415 24 3B 6.0 007 0.70 0 049 17.32 0-00 0.32 0.0240 0.0200 20 0.0830 4-1500 3.68 0.97 3.5120 0.1463 0.1619 4.57 131 1.00 0.32 0.00 26 313 8.0 0.12 0.70 0.084 .55 0-00 0-55 0.0343 0.0200 20 00830 4.1500 4.22 0.94 3.5120 0.1463 0.1576 688,73 113.45 36 24.98 0.001 0.16 3.5 0.0 10.0 0.15 0.70 0.105 C.68 0.00 0.68 0.0670 0.0200 2.0 0,0830 4.1500 4.05 1B 3.5120 0.1463 0.1576 8.70 1.15 1.00 0.68 0.00 25.0 3.5 8828 0.2 007 11 0.119 0.12 N(A 0.058 022 688.95 694.50 0.0830 690.90 40.45 36 24.98 0.001 0.06 3.5 0.0 1.00 0.77 0.00 32 313 6.0 0.09 0.70 0.063 q.41 0.00 0.41 2 0.0200 2.0 0.0830 4.1500 4.27 0.93 3.5120 0.1463 25.0 5.1 127.1 0.4 0.14 1 ) 0.19 N/A 0.095 0.15 691.05 701.00 .37 696,50 106,89 30 24,98 0004 0.40 5,1 0.1 0.77 3.5120 0.1463 0.1327 8.70 1.15 1.00 1.37 0.00 38 3B 6.0 4 4.70 0.063 .41 0.00 0.41 0.0367 0.0200 2.0 21,1 43 90.62 0.3 0.10 70 0.1 487 0.38 N/A 0.188 0.58 697.08 706.75 40 697.77 31.46 30 21.09 0.003 0.08 4.3 0.1 0.0450 0.0200 2.0 0.0830 4.1500 3.74 0.96 3.5120 0.1463 0.1605 6.44 1 1.24 1.00 6 0.00 42 313 10.0 029 0-70 0203 19.8 4.0 80 0.3 0.09 19 00 531 0.19 NA 0.093 0.19 69796 706.17 8.79 698.10 1.00 30 19.82 0002 0.19 4.0 0.1 0.13 070 0.091 59 0.00 0-59 0.0200 0.0200 2.0 0.0830 4-1500 4.81 0.90 8 0.1463 0.1517 5.83 1.03 1.00 059 0.00 18.5 3.8 69.39 0.2 0.08 94 015365 0.29 NA 0.147 0.34 698.44 705.08 4.1500 698,68 E28,42 30 18,46 0.002 0.06 3,8 0.110 0.68 0.00 48 3B 8.0 0.18 0.60 0.108 .70 0.00 0.70 0.0200 0.0200 2.0 00830 4.1500 5.13 0.88 3.5120 0.1463 0.1488 16.5 5.2 86.42 0.4 0.15 61 0.2 494 0.44 NA 0.220 0.28 698.96 705.08 D.DD 699.02 0.4164 24 16,48 0.005 0.68 5.2 0.1 3.5120 0.1463 0.1341 7.91 101 00 1.18 0.00 56 3B 12.0 0.73 12 0.292 .90 0.00 1.90 0.0164 0.0200 2.0 00830 15.5 4.9 76.02 0.4 0.13 33 0.1 521 0.34 NA 0.172 085 699.87 708.42 3B 703.85 102.88 24 15.45 0.005 0.48 4.9 0.1 0.0200 2.0 0.0830 4.1500 5.00 0.88 3.5120 0.1463 0.1488 8.11 1.23 1.00 0.86 14 64 3B 6.0 0.06 0.80 0.048 .31 14.4 4.6 66.41 0.3 0.11 27 0G 222 0.28 NA 0.141 0.62 704.47 715.67 1.02 711,10 87,93 24 14,44 0.004 0.36 4,6 0.1 0.60 0.162 .05 0.00 1.05 0.0276 0.0200 2.0 0.0830 4.1500 5.62 0.85 3.5120 16 0.1444 8.43 1.19 1.00 1.05 0.00 70 STR 11.7 6.6 77.71 0.7 0.24 0 0 0.32 N/A 0.161 0.52 711.62 721.83 3.45 713.95 58.68 18 11.72 0012 1.10 6.6 0.2 0.00 74 3B 10.0 0.32 0-65 0.208 35 0.00 1-35 0.0200 0.0200 20 0.0830 4.1500 6.56 0-78 3.5120 0.1463 0-1341 8.88 7.9 4.4 34.96 03 0.11 83 02 27 3 0.48 N./A 0.240 1.34 71529 724.17 1-06 716.95 49.92 18 7.86 0.006r(O.2 5.98 4.4 0.1 0.1463 0.1415 7.76 1.03 1.00 1-06 0.00 for inlets draining to stormwater manaqement facilities, j there overland flow to facilities is not available, 100% capture is required at 6.5in/hr 22 3.9 4.7 18.27 03 0.12 1 0.20 NA 0.098 0.38 717.33 724.00 717.35 61.21 15 4.62 0.005 3.8 0.1 24 4.4 3.6 15,68 02 0.07 23 00 175 016 NA 0.078 0.39 717.74 724,58 719.10 10._U 15 4._ 9 -i O.OU� 26 3.3 2.7 9.088 0.1 0.04 27 0. 253 012 NA 0.058 0.55 719.65 727.67 721.52 99.60 15 3.34 0.003 027 2.7 0.0 28 2.7 2.2 6,046 0.1 003 21 0.01224 0,07 NA 0.034 030 721.82 732.25 726.75 129.53 15 2.72 0.002 023 22 0.0 30 1.7 1.4 2.409 0.0 0.01 1 21 0.0 88 0.03 NA 0.017 0.25 727.00 741.75 735.10 161.81 1 15 1 1.72 0.001 0.11 1.4 OM32 1.3 LI 1.449 0.0 0.01 43 0.0 697 0.02 NA 0.011 0.13 735.23 747.83 741.52 37.50 1 15 1 1.33 0.000 0.02 1.1 0.0 34 l}.00 0 0.00 NA 0.002 0.02 741.54 748.00 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) 11 IZA 4 SCALE o Z w SHEET NO. n = 0.013 Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) and depth) Intensity4.00 Pipe in/hr for spre ad, and 6.5 in/hr for capacity and Mannings Coefficient, n is 0.013 Mannings Coefficient, n s 0.013 Pipe U Inlei Mannings Coefficient, n is 0.013 Hydrology Inle Curb and Gutter U W N m V Q N Inlet C E <C U a m U @ Q U E U 6 V ♦- _ 42 - c C3 Cl '-' i > G - � - C Cr7 _ N ❑ = N U $ IL v T 'u > N E Y Rpe run: STR-34 - OUT Hydrology Curb and Gutter in Inlet m o � U @ [n D 34 32 0.42 or 0.210 0.210 6.00 6.35 1.33 1.33 740.75 0 3 75 0-013 0 0061 15 J � 5.05 3.47 CIE; Q rn @ O ? 2r 07 vl 0.273 6.18 6.30 lb L O - it 1.8 -''' w o �° o o 0.38 O 30 a 0.17 r @ 0.440 F o o 2.72 734.00 725.75 119.5 0.013 0.0637 15 aJ 16.30 9.72 0.22 p 28 D ¢ - _. oa X 0.545 3 9 gg 0.64 3.34 724.75 720.52 E a > 0.0425 Q U U Ci U C1 v U)3 0.18 0.104 N h o a I- W 8.2D 5.76 left 0.16 0.65 0.104 0.68 0.00 0.68 0.0010 0.0200 1 2.0 t 0.0833 4.1650 8.87 0.83 24 22 0.07 right 032 0.65 0208 1.35 0.00 1-35 0.0010 0D20D 2.0 0.0833 4.1650 11.50 15 c c 10.61 8.34 0.12 0.12 8 3C 10.0 contained flow 20 0.049 1.700 14.44 4.62 0.23 7.86 0.16 0-352 8,07 0.013 0.0100 18 left 0.13 0.65 0.085 0.55 1 0.00 0.55 0.0010 0.0200 2.0 0.0833 4.1650 8.20 4.61 O.i00 11.72 71395 712.75 8 .7 right 0.1E O.G5 0.164 0.68 0.00 0.68 O.OD10 0.0200 2.0 00833 4.1650 8.87 0.000 3.155 14.76 4.58 10 3C 10.0 combined flow 1.2 8 .9 0.013 0.0151 24 0.00 27.80 0.12 0.252 F 6.77 14 12 0.07 left 0.04 0.70 D.D28 1 0 8 D.OQ .1 0 8 0.0010 2 OD OD 2. 0 0.0833 4.1 50 6 5.42 0.0154 24 10.0211 28.07 right 0.03 0.70 10.021 0.14 1 0.00 0.14 0.0010 0.0200 2.0 0.0833 4.1650 4.87 0.54 16.48 699.50 697.42 1 g8.6 0.013 22 F 30 1 4.0 combined flow 0.3 9.46 0.23 1 0.60D-132 10 8 029 0.07 0.151 3,46 1534 4.50 0.85 left 0.22 0.60 10.1321 0.86 1 0.00 0.86 0.0010 0.0200 2.0 0.0833 4.1650 9.70 6 0.48 0.65 0.312 1 right 0.21 0 60 0.126 0.82 0.00 0.82 0-0010 0.0200 2.0 0-0833 4.1650 9-53 5.70 0.21 9 C7 6 4 0.20 50 3CFT 6.0 con-bined flow 1.7 4.46 0.71 21.09 696.00 695.77 31.5 0.18 0-391 8.97 0.0833 35.05 7.42 left 1 0.06 0.85 0951 0.33 0.00 0.33 0.0010 0.0200 2.0 0.0833 4.1650 6.79 695.87 694.50 IC6.9 0.013 0.0209 30 20 59-30 11.53 0.15 right 1 0.04 1 0.85 10.0341 0.22 1 0.00 0.22 0.0010 0.0200 2.0 0.0833 1 4.1650 5.83 52 3C 4.0 contained flow 0,6 0.013 0.0124 1 36 left 74.27 9.36 0.10 0.218 6.00 OUT 0.00 0.90 left 1 0, D 50 0.050 033 1 0.00 0.33 0-0010 0.0200 2.0 0.0833 4.1650 6.74 51.23 7.19 0.26 0.42 Rpe run: STR44- STR- 0.0200 ng ht 0.21 0.50 0.105 0.68 0.00 0.68 0.0010 0.0200 2. 0 0.01333 4.1650 8.90 0.00 0.09 0.202 4.62 58 3C 6.0 combined flow 1.0 0.13 070 0-091 4.091 5.00 6.67 0.13 0.279 6.38 707.43 2 -1 0.013 left 1 0.54 1 0.45 10-2431 1.58 1 0.00 1.58 0.0010 0.0200 2.0 0.0833 4.1650 12.19 5.14 6.62 1.,34 1.95 707.33 706.00 right 1 0.54 1 0.45 102431 1.58 1 0-00 1.58 0.0010 0-0200 2.0 0.0833 4-165o 12.19 0.070 0.364 5.29 6.57 60 3C 12.0 corrbined flow 3.2 3 .5 0.013 0.0290 15 0.0830 11.00 0.20 0.432 9,90 38 gutter longitudinal slop of 0.001 should be used in a sump condition 0.70 0.063 0.883 9.21 5.54 0.35 4.89 702.17 699.50 1 2.5 0.013 - grate inlets (DI -7) in open pavement areas will not have a curb spread, but will have inlet spread and depth 9.18 7.54 0.29 by overland flow. Pipes have been sized to include overland Rpe run: STR-46 - STR- 8 and roof drain drainage areas. - for inlets draining to st rrnwater management facilities, the 6.5in/hr check storm will suffice for the 10yr conveyance to the facilities 6.94 1.44 1.00 0.42 NOTE: Inlet size for structures determined by overland flow. Pipes have been sized to include overland flow as well as yard inlet and roof drain drainage areas. 0119 PIPE DESIGN GN (CURB SPREAD AND INLET SPREAD AND DEPTH) 11 IZA 4 SCALE o Z w SHEET NO. n = 0.013 Intensity 'F4 0-0 s (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Intensity4.00 Pipe in/hr for spre ad, and 6.5 in/hr for capacity and depth) Hydrology= Mannings Coefficient, n s 0.013 Pipe U Mannings Coefficient, n is 0.013 Inle U @ (fa U W N m V Q N NO N U C E <C U a m U @ Q U E U 6 V ♦- _ 42 - c C3 Cl '-' i > G - � - C Cr7 _ N ❑ = N U $ IL v T 'u > N E Y Rpe run: STR-34 - OUT Hydrology Curb and Gutter Inlet U @ [n N 34 32 0.42 0.50 0.210 0.210 6.00 6.35 1.33 1.33 740.75 740.52 3 75 0-013 0 0061 15 J � 5.05 3.47 CIE; 32 30 0.09 0.70 0.063 0.273 6.18 6.30 040 1.72 740.42 734.10 it 1.8 0.013 0.0391 15 12.77 7.12 0.38 O 30 28 0.17 0.70 0.119 0.440 6.56 6.19 0.74 2.72 734.00 725.75 119.5 0.013 0.0637 15 aJ 16.30 9.72 0.22 28 26 0.15 0.70 0.105 0.545 6.78 6.13 0.64 3.34 724.75 720.52 9).6 0.013 0.0425 15 13.32 9.01 0.18 0.104 26 24 0.12 0.70 0.084 0.761 8.2D 5.76 0-481 4.39 720.42 718.10 1 7.3 0.013 0.0216 15 1 0.65 9.49 7.53 0.24 0.83 24 22 0.07 0.70 0.049 0.810 8.44 5.71 0.28 4.62 718.00 716.35 611.2 0.013 0.0270 15 c c 10.61 8.34 0.12 0.12 22 20 0.07 0.70 0.049 1.700 14.44 4.62 0.23 7.86 716.25 715.75 4 .9 0.013 0.0100 18 10.50 6.51 0.13 right 20 16 0.00 0.90 0.000 2 545 14.57 4.61 O.i00 11.72 71395 712.75 8 .7 0.013 0.0135 18 10 3C 1220 7.66 0.19 16 14 0.00 0.90 0.000 3.155 14.76 4.58 0.00 14.44 710.83 709.50 8 .9 0.013 0.0151 24 0.00 27.80 8.92 0.16 2.0 14 12 0.07 0.70 0.049 3.392 14.92 4,56 0.22 15.45 703.83 702.25 1 1(2.9 0.013 0.0154 24 10.0211 28.07 9.08 0.19 2.0 12 10 0.17 0.70 0.119 3.637 15.11 4.53 0.54 16.48 699.50 697.42 1 g8.6 0.013 0.0162 24 28.79 9.46 0.23 1 0.60D-132 10 8 029 0.65 0.189 4.101 1534 4.50 0.85 18.46 696.83 696.68 284 0.013 0,0053 30 right 0.21 29-86 6.37 0.07 1 0.00 8 6 0.48 0.65 0.312 1 4,413 15.41 4,49 1.40 19.82 696.58 696.10 U.7 0.013 0.0058 30 J 31.24 5.70 0.21 9 C7 6 4 0.20 0.80 0.160 4.725 15.62 4.46 0.71 21.09 696.00 695.77 31.5 0.013 0.0073 30 0.0833 35.05 7.42 0.07 610 4 2 0.00 0.90 0.000 5.608 15.69 4.45 0.00 24-98 695.87 694.50 IC6.9 0.013 0.0209 30 20 59-30 11.53 0.15 0.97 2 1B 090 0.90 0.000 5.608 15.84 4.43 0.00 24.98 689.00 688.50 40.5 0.013 0.0124 1 36 left 74.27 9.36 0.07 0.00 1B OUT 0.00 0.90 0.000 5.608 16.92 1 4.43 0.,00 1 24.98 687.00 686.33 113.5 0.013 0.0059 35 0.07 51.23 7.19 0.26 0.42 Rpe run: STR44- STR- 0.0200 2.0 0.0833 4.1650 7.42 58 3C 6.0 combined flow 0.6 0.1663 5.35 1.12 1.00 0.20 0.00 0.09 0.202 4.62 14.0 029 44 42 0.13 070 0-091 4.091 5.00 6.67 0.61 0-61 707.75 707.43 2 -1 0.013 0.0110 15 145 6.78 340 014 42 40 0.29 0.70 0.203 0.294 5.14 6.62 1.,34 1.95 707.33 706.00 51-A 0.013 0.0246 15 combined flow 10.13 6.29 0.14 1.63 40 38 0.10 0.70 0.070 0.364 5.29 6.57 0:46 2.39 703.33 702.27 3 .5 0.013 0.0290 15 0.0830 11.00 7.08 0.09 3.5120 38 4 0.09 0.70 0.063 0.883 9.21 5.54 0.35 4.89 702.17 699.50 1 2.5 0.013 0.0202 15 0.42 9.18 7.54 0.29 by overland flow. Pipes have been sized to include overland Rpe run: STR-46 - STR- 8 and roof drain drainage areas. 3.5120 0.1463 0.1634 6.94 1.44 1.00 0.42 0.00 30 313 100 017 0.70 0119 0.48 0.00 448 46 38 0.76 0.60 0.456 0.456 9.00 5.58 2..54 2.54 708.50 702.27 112.7 O.D13 0.0553 15 32 15.19 9.06 0.21 0.70 Rpe run: STR-4$ - S1R- 0.25 0.00 0.25 0.0180 0.0200 2.0 0.0830 4.1500 3.56 0.97 3.5120 0.1463 0.1619 3.80 1.58 1.00 0.25 0.00 34 4$ ----F-c) .18 0.60 0.108 0.152 5.13 6.62 0..72 1.01 699.25 699.00 2 .7 0.0'13 0.0090 15 0.1463 6.13 3.66 0.13 1.00 Rpe run: STR-128 - ST -12 0.00 38 3B 6.00.09 0.70 0.063 0.25 0.00 0.25 0.0367 0.0200 2.0 0.0830 4.1500 3.12 0.99 3.5120 12B 12 0-18 070 0.126 0.126 500 6.67 0.84 0.84 701 75 701.50 2 6 0-013 0.0088 15 028 6 D6 3.46 0.14 0-0830 Rpe run: STR-1 8 - STR- 4 3.12 0.99 3.5120 0.1463 0.1649 5.17 155 1-00 028 0.00 42 313 100 0.29 070 1 0.203 081 0.00 0.81 18 14 0.29 0.65 0.189 0.189 8.00 5.81 1.10 1.10 748.75 708.50 2 .7 0.013 0.0090 15 44 6.13 3.73 0.12 0.70 Rpe run: STR52- STR- 16 0.36 GAO 0.36 0.0200 0.0200 2.0 0.0830 4.1500 4.01 0.95 3.5120 0.1463 0.1590 4.62 1.30 1.00 0.36 0.00 46 STR 52 10.0 50 0.10 0.85 0-085 0.085 5.00 6.67 0.57 0.57 714.58 71427 3 -8 0913 0.0089 15 0.1649 6.09 3.05 0.19 0.42 50 16 0.43 0.60 0.258 0.610 6,27 6.27 1.62 3.83 714.17 713.67 9 .6 0.013 0,0056 15 0.93 4.79 4.33 0.35 5,02 Pipe run: STR-56 - STR- 0 1.00 0.43 0.00 54 3B 8.0 0.28 0.65 0-182 0.73 000 1 0.73 0-0164 00200 2-0 00830 4.1500 5.40 0-86 56 01463 54 0.73 0.40 0.292 0 292 14.00 4.69 1.37 137 718.00 717.75 3 -9 0-013 0.0072 15 1.17 5 48 3.71 0.16 0.0830 54 6.44 20 0.28 0.65 0.182 0.845 14.16 4.66 0.85 3.94 714.35 714.05 5 .0 O.D13 0.0054 15 0.132 4.75 4.32 0.22 0.0343 Pipe run: STR-60 - STR- 2 2.0 0,0830 4.1500 4.17, 0.94 3.5120 0.1453 0.1576 6.39 1.57 1.00 0.53 0.00 64 3B 6.0 0.06 0.80 0.048 60 0.00 58 1.08 0.45 0.486 0.48614.00 4.1500 4.69 2.28 2.28 731.75 719.75 1,8.9 0.013 0.0671 15 0.00 16.73 9.33 0.32 100 58 060 22 0-31 0-50 0-155 0.841 14.32 4.64 0.72 390 716.58 716.35 34-9 0-013 1 0.0066 15 150 5.25 4.68 0.12 Rpe run: STR-62 - STR- G 3B 6.0 0.013 070 0 056 0.22 0.00 022 0.0443 0.0200 2.0 0.0830 4.1500 1 2.88 0.99 3.5120 1 0.1463 0.1649 4.68 1.28 62 26 0.22 0.64 0.132 0.132 8,01) 5.81 0.77 0.77 720.75 720.52 3 .1 0.013 0.0064 15 0.0830 5.17 3.02 0.20 3.5120 Rpe run: STR-64 - STR 30 0.1458 6.89 1.45 1.00 0.83 0.00 76 3B 8.0 0.25 0.65 0.163 0.65 0.00 0.65 0.0200 0.0200 2.0 0.0830 64 30 0.06 0.80 0.048 0.048 5.00 6.67 0.32 0.32 734.67 734.10 3P.0 0.013 0.0163 15 to facilities 8.25 3.18 0.18 Rpe run: STR-70 - STR- 50 70 68 0.15ff101.70.105 0.105 5.00 6.67 0.70 0.70 719.00 715.60 8 .7 0.013 0.0392 15 12.79 5.39 0.27 68 66 0.00 0000 0105 527 6.58 0.00 0.70 715.50 71527 2 .5 0.013 4.0098 15 6.39 3.39 0.12 65 50 0.27 0.162 0.267 6.00 6,35 1.03 1.70 715.17 714.27 75-4 0.013 0.0118 15 7.02 4.67 0.27 Rpe run: STR-76 - STR 54 Inlet Hydrology Curb and Gutter 76 74 0.25 0.65 0.163 0163 500 6.67 1.08 1-08 717.33 717-15 3 t.8 0.013 0.0052 15 4.66 3.05 019 74 72 0.32 0.65 0.208 0.371 6.00 6.35 1.32 2.35 717.05 715.90 227.3 0.013 0.0051 15 4.61 3.76 1.01 ILI 72 54 0.00 0.90 0.000 0.371 7.01 6.06 0.00 2.35 715.80 714.45 2E,35.3 1 0.013 0,0051 15 4.61 3.76 1.18 INLETS IN SUMP, DES GN (CURB SPREAD AND INLET SPREAD AND DEPTH) 11 IZA 4 SCALE o Z w SHEET NO. C2. v Intensity 'F4 0-0 s (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Intensity4.00 (Intensity is 4 in/hr for spre ad, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n s 0.013 U Mannings Coefficient, n is 0.013 Inle Hydrology 0 Curb and Gutter Inlet C Ua V) C c U Inlet Hydrology Curb and Gutter Inlet U @ [n N Q o =' _ a C x a Z Z 0 J � 30 Q p3 N O 7 61 N 'p 0tZ 104 L ^ C O U t1? Q O c D J F O c @ - p U O aJ it o m n a > t Q ¢ U Ca c1 C3 d tri . cn u> n z a 2 left 0.16 1 0.65 0.104 042 0.00 0.42 0.0010 0.0200 1 2.0 0.0833 4.1650 7.39 c C right 0.32 1 0.65 10.2081 0.83 1 0.00 0.83 O.D010 0.0200 1 2.0 0.0833 1 4.1650 1 9.59 O C z 8 3G 10.0 combined flow 1.2 c c 0.12 0.255 5.84 c left 0.13 1 0.65 10.0851 0.34 1 0,00 0.34 0.0010 0.0200 2.0 0.0833 4.1650 6.84 right 1 0.16 1 065 101041 0.42 1 000 0.42 00010 0.0200 2.0 0.0833 4.1650 7.39 c 10 3C 10.0 combined flow 0.8 0.08 0.182 4.17 c m et a left 1 0.44 1 0.70 0.028 0.11 0.00 0.11 0.0010 0.0200 2.0 0.0833 4.1650 4.52 C LU o o $ m right 1 0.03 1 0.70 10.0211 0.08 1 0.00 0.08 0.0010 0.0200 2.0 0.0833 4.1650 4.06 22 3C 4.0 combined flow 02 c c 0.05 0-109J 2.50 left 6.22 1 0.60D-132 0.53 I 0.00 0.53 00010 0.0200 2.0 0.0833 4.1650 8.08 right 0.21 0.60 10.126 1 0.50 1 0.00 0.50 0.0010 0.0200 1 2.0 0.0833 4.1650 1 7.94 UJ 50 3G 6.0 contained flow 1.0 Ua J J W C3 9 C7 0.13 0.283 6.49 8.0 020 080 left 0-06 0.85 0.051 1 0.20 0.00 020 0.0010 0.0200 2.0 0.0833 4.1650 5.66 0,1488 610 1.31 1.00 right 1 0.04 1 0.85 100341 0.14 0.00 0.14 0-0010 0.0200 2 0 0.0833 4-1650 4.86 0.0200 20 0.0830 4.1500 3.75 0.97 52 3C 4.0 combined flow 0.3 1.49 1.00 0.48 0.00 12B 0.07 0.158 3.62 0.70 0.126 left 0.10 0.50 0.050 0.20 0.00 0.20 0.0010 0.0200 2.0 0.0833 4.1650 5.62 6.93 1.44 1.00 0.50 0.00 14 3B 6.0 0.07 right 0.21 0.50 0.105 0.42 000 0.42 0.0010 0.0200 2.0 0.0833 4.1650 7.42 58 3C 6.0 combined flow 0.6 0.1663 5.35 1.12 1.00 0.20 0.00 0.09 0.202 4.62 14.0 029 065 eft 6.54 0.45 0.243 0.97 1 0.01) 0.97 O.0D10 0.0200 2.0 0.6833 �450 10.16 0.1590 9.68 145 1.00 0.75 000 24 3B 6.0 right 0.54 0.45 0.243 0.97 0.00 0.97 0.0010 0.4200 2.0 0.0833 50 10.16 60 3G 1 12.0 combined flow 1.9 0.1649 3.68 1.63 1.00 0.20 0.00 0.14 0.312 7.16 8.0 " gutter longitudinal slopof 0.001 should be used in a sump condition 0.34 0.00 0.34 0.0343 0.0200 2.0 1 0.0830 4.1500 3.52 0.97 3.5120 grate inlets (DI -7) in or n pavement areas will not have a curb spread, but will have inlet spread and depth 1.54 1.00 0.34 1 0.00 28 313 for inlets draining to st rmwater management facilities, the 6.5in/hr check storm will suffice for the 1 Oyr conveyance to the facilities 0.42 0.00 0.42 0.0670 NOTE: Inlet size for stru tures determined by overland flow. Pipes have been sized to include overland flow as well as yard inlet and roof drain drainage areas. 3.5120 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET APTURE) 11 IZA 4 SCALE o Z w SHEET NO. C2. v 14 s P- to Z Intensity4.00 (Intensity is 4 in/hr for spre ad, and 6.5 in/hr for capacity and depth) J CD U Mannings Coefficient, n is 0.013 0 C Ua V) C c U Inlet Hydrology Curb and Gutter Inlet v: v a C x a Z Z 0 J � 4 s 0tZ 104 C) ^ C W t1? Q c Z Q C G � c (!} ail Z >I c W � M ai c C 2 L IF c C L O C z c c c @ c w @ Q _ o _ _ c c y m c m et a - c o o ° <`' as C LU o o $ m T W [�I i co+ c c �_ 6 ❑ i1 >J ❑ 4 U 017 U C7 C3 _ fl !11 UJ N W @ 1f1 Ua J J W C3 9 C7 @ U `L 6 313 8.0 020 080 0.160L(0). 0.00 0-64 0.0200 00200 2.0 0.0830 4.1500 4.95 0.88 3.5120 0.1463 0,1488 610 1.31 1.00 0.64 0.00 12 3B 10.0 0.17 0.70 0.119 0.00 0.48 0.0489 0.0200 20 0.0830 4.1500 3.75 0.97 3.5120 0.1463 0.1619 6.69 1.49 1.00 0.48 0.00 12B 3B 10.0 0.18 0.70 0.126 0.00 0.50 0.0489 0.0200 2.0 0.0830 4.1500 3.83 0.95 35120 0.1463 0.1590 6.93 1.44 1.00 0.50 0.00 14 3B 6.0 0.07 0.70 0.049 0.00 0.20 0.0848 0,0200 2.0 0.0830 4.1500 2.42 1.00 3.5120 0.1463 0.1663 5.35 1.12 1.00 0.20 0.00 18 3B 14.0 029 065 0.189 0.00 0.75 0.0848 0.0200 20 00830 4.1500 4.02 0.95 35120 0.1463 0.1590 9.68 145 1.00 0.75 000 24 3B 6.0 0.07 0.70 0.049 . 0.00 0.20 0.0240 0.0200 2.0 0.0830 1 4.1500 3.07 0.99 3.5120 0.1463 0.1649 3.68 1.63 1.00 0.20 0.00 26 3B 8.0 1 0.12 0.70 0.084 0.34 0.00 0.34 0.0343 0.0200 2.0 1 0.0830 4.1500 3.52 0.97 3.5120 0.1463 0.1619 5.20 1.54 1.00 0.34 1 0.00 28 313 10.0 0.15 0.70 4.105 0.42 0.00 0.42 0.0670 0.0200 2.0 0.0830 4.1500 3.37 0.98 3.5120 0.1463 0.1634 6.94 1.44 1.00 0.42 0.00 30 313 100 017 0.70 0119 0.48 0.00 448 0.0590 0.0200 2.0 0.0830 4.1500 3.62 0.97 35120 0.1463 0.1619 7.08 141 1.00 0.48 0-00 32 3B 6.0 0.09 0.70 0.063 0.25 0.00 0.25 0.0180 0.0200 2.0 0.0830 4.1500 3.56 0.97 3.5120 0.1463 0.1619 3.80 1.58 1.00 0.25 0.00 34 3B 10.0 0.42 0.50 0.210 0.84 0.00 0.84 0.0180 0.0200 20 0.0830 4.1 ..00 5.59 0.85 3.5120 0.1463 0.1444 6.74 1.48 1.00 0.84 0.00 38 3B 6.00.09 0.70 0.063 0.25 0.00 0.25 0.0367 0.0200 2.0 0.0830 4.1500 3.12 0.99 3.5120 0.1463 0.1649 4.65 1.29 190 0.25 0.00 40 313 8.0 10.10 0.70 0.070 1 0.28 0.00 028 0.0450 0.0200 2.0 0-0830 4.1500 3.12 0.99 3.5120 0.1463 0.1649 5.17 155 1-00 028 0.00 42 313 100 0.29 070 1 0.203 081 0.00 0.81 0.0200 0.0200 2.0 0.0830 4.1500 5.42 0.86 3.5120 0.1463 0.1458 6.82 1.47 1.00 0.81 0.00 44 3B 6.0 0.13 0.70 1 0.091 0.36 GAO 0.36 0.0200 0.0200 2.0 0.0830 4.1500 4.01 0.95 3.5120 0.1463 0.1590 4.62 1.30 1.00 0.36 0.00 46 STR 313 10.0 0.15 0.70 0.105 0.42 0.00 0.42 0.0900 0.0200 2.0 0.0830 4.1500 3.19 0.99 3.5120 0.1463 0.1649 7.54 1.33 1.00 0.42 0.00 48 3B 8.0 0.18 0.60 0.108 0.43 0.00 1 0.43 0.0200 0.0200 2.0 0.0830 4.1500 4.27 0.93 3.5120 0.1463 0.1561 5,02 1.59 1.00 0.43 0.00 54 3B 8.0 0.28 0.65 0-182 0.73 000 1 0.73 0-0164 00200 2-0 00830 4.1500 5.40 0-86 3-5120 01463 01458 6.14 1.30 1.00 073 0.00 56 3B 12.0 D.73 0.40 0.292 1.17 0.00 1.17 0.0164 0.0200 2.0 0.0830 4.1500 6.44 0.78 3.5120 0.1463 0.1341 7.87 1.52 1 1.00 1.17 0.00 62 313 10.0 0.22 0.60 0.132 0.53 0.00 0.53 0.0343 0.0200 2.0 0,0830 4.1500 4.17, 0.94 3.5120 0.1453 0.1576 6.39 1.57 1.00 0.53 0.00 64 3B 6.0 0.06 0.80 0.048 0.19 0.00 0.19 0.0590 0.0200 2.0 0.0830 4.1500 2.57 0.99 3.5120 0.1463 0.1649 4.78 1.25 1.00 0.19 0.00 66 3B 100 0.27 060 0.162 0.65 0.00 0.65 1 0.0276 0.0200 2O 00830 4.1500 4.69 0-90 3-5120 1 01463 0.1517 6.67 150 1-00 0.65 0.00 70 STR 3B 6.0 0.013 070 0 056 0.22 0.00 022 0.0443 0.0200 2.0 0.0830 4.1500 1 2.88 0.99 3.5120 1 0.1463 0.1649 4.68 1.28 1.00 022 0-00 74 313 10.0 0.32 0.65 0.208 0.83 0.00 0.83 0.0200 0.0200 2.0 0.0830 4.1500 5.47 0.86 3.5120 0.1463 0.1458 6.89 1.45 1.00 0.83 0.00 76 3B 8.0 0.25 0.65 0.163 0.65 0.00 0.65 0.0200 0.0200 2.0 0.0830 4.1500 4.98 0.88 3.5120 0.1463 01458 6.14 1.30 1.00 0.65 0.00 for inlets draining to stormwater management facilities, whe e overland flow to facilities is not available, 100% capture is required at 6.5in/hr INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet Q w - v i o m @ w a a o Y = o a q) iRN �.. a ai o 13 o = o a o 0 Lu 3 - o X .� o t6 O U O [➢ Of Uj N- N II v J C U E C U a > Y -j 0 ¢ U 0 a C3 0 0 Wo I V) L 6 313 8.0 0.20 0.80 0.160 .04 1 0.00 1.04 0.0200 0.0200 2.0 0,0830 4.1500 5.94 0.83 3.5120 0.1463 0.1415 7.71 1.04 1.00 1.04 0.00 12 313 10.0 0.17 0.70 0.119 .77 0.07 0.84 0.0489 0.0200 2.0 0.0830 4.1500 4.64 0.90 3.5120 0.1463 0.1517 8.84 1.13 1.00 0.84 0.00 12B 3B 10.0 0.18 0.70 0.126 .82 0.00 0.82 0.0489 0.0200 2.0 0.0830 4.1500 4.60 0.91 3.5120 0.1463 0.1532 8.69 1.15 1.00 0.82 0.00 14 3B 6.0 0.07 0.70 0.049 .32 0.00 0.32 0.0848 0.0200 2.0 0.0830 4.1500 2.91 0.99 3.5120 0.1463 0.1649 5.96 1.01 1.00 0.25 0.07 12 18 313 14.0 0.29 0.65 0.189 123 0.00 1.23 0.0848 0.0200 20 0-0830 4.1500 4.82 0.90 3.5120 0.1463 0.1517 12.21 1.15 1-00 123 000 24 3B 6.0 007 0.70 0 049 17.32 0-00 0.32 0.0240 0.0200 20 0.0830 4-1500 3.68 0.97 3.5120 0.1463 0.1619 4.57 131 1.00 0.32 0.00 26 313 8.0 0.12 0.70 0.084 .55 0-00 0-55 0.0343 0.0200 20 00830 4.1500 4.22 0.94 3.5120 0.1463 0.1576 6.48 123 1.00 0.55 0-00 28 3B 10.0 0.15 0.70 0.105 C.68 0.00 0.68 0.0670 0.0200 2.0 0,0830 4.1500 4.05 0.94 3.5120 0.1463 0.1576 8.70 1.15 1.00 0.68 0.00 30 3B 10.0 0.17 0.7D 0.119 C.77 0.00 0.77 0.0590 0,0200 2.0 0.0830 4.1500 4.34 0.92 3.5120 0,1463 0.1546 8.93 1.12 1.00 0.77 0.00 32 313 6.0 0.09 0.70 0.063 q.41 0.00 0.41 0.0180 0.0200 2.0 0.0830 4.1500 4.27 0.93 3.5120 0.1463 0.1561 4.76 1.26 1.00 0.41 0.00 34 3B 10.0 0.42 0.50 0.210 .37 0.00 1.37 0.0180 0.0200 2.0 0.0830 4.1500 6.71 0.77 3.5120 0.1463 0.1327 8.70 1.15 1.00 1.37 0.00 38 3B 6.0 0.09 4.70 0.063 .41 0.00 0.41 0.0367 0.0200 2.0 0.0830 4.1500 3.74 0.97 3.5120 0.1463 0.1619 5.76 1.04 1.00 0.41 0.00 40 3B 8.0 0.10 0.70 0.070 .46 0.00 1 0.46 0.0450 0.0200 2.0 0.0830 4.1500 3.74 0.96 3.5120 0.1463 0.1605 6.44 1 1.24 1.00 0.46 0.00 42 313 10.0 029 0-70 0203 132 0 D 1.32 0-0200 00200 2.0 0.0830 4-1500 6.50 0.78 3.5120 0,1463 0.1341 8.79 1.14 1.00 132 O.OD 44 3B 6.0 0.13 070 0.091 59 0.00 0-59 0.0200 0.0200 2.0 0.0830 4-1500 4.81 0.90 3.5120 0.1463 0.1517 5.83 1.03 1.00 059 0.00 46 STR 3B 10.0 0.15 0.70 0.105 .68 0.00 0.68 0.0900 0.0200 2.0 00830 4.1500 3.83 0-96 3-5120 0.1463 0.1605 9.40 1-06 1.00 0.68 0.00 48 3B 8.0 0.18 0.60 0.108 .70 0.00 0.70 0.0200 0.0200 2.0 00830 4.1500 5.13 0.88 3.5120 0.1463 0.1488 6.34 1.26 1.00 0.70 0.00 54 313 8.0 0.28 0.65 0.182 .18 D.DD 8 0.4164 0.6200 2.0 0.0830 4.1500 6.47 0.78 3.5120 0.1463 0.1341 7.91 101 00 1.18 0.00 56 3B 12.0 0.73 0.40 0.292 .90 0.00 1.90 0.0164 0.0200 2.0 00830 4.1500 7.73 0.70 3.5120 0.1463 0.1224 10.20 1.18 1.00 1.90 0.00 62 3B 10.0 0.22 0.60 01,132 .86 0.00 0.86 0.0343 0.0200 2.0 0.0830 4.1500 5.00 0.88 3.5120 0.1463 0.1488 8.11 1.23 1.00 0.86 0.00 64 3B 6.0 0.06 0.80 0.048 .31 0.00 0.31 0.0590 0.0200 2.0 0.0830 4.1500 3.09 0.99 3.5120 0.1463 0.1649 5.87 1.02 1.00 0.31 0.00 66 3B 10.0 0.27 0.60 0.162 .05 0.00 1.05 0.0276 0.0200 2.0 0.0830 4.1500 5.62 0.85 3.5120 0.1463 0.1444 8.43 1.19 1.00 1.05 0.00 70 STR 313 6.0 0.08 070 0.056 36 0.00 0-36 0.0443 0.0200 2.0 0.0830 4.1500 3.45 0.92 3.5120 0.1463 0-1546 5.97 1-01 1.00 036 0.00 74 3B 10.0 0.32 0-65 0.208 35 0.00 1-35 0.0200 0.0200 2.0 0.0830 4.1500 6.56 0-78 3.5120 0.1463 0-1341 8.88 1.13 1.00 135 0.00 76 3B 8.0 0.25 1 0-65 0.163 06 0.00 1-06 0.0200 1 0.0200 2.0 1 0-0830 4.1500 5.98 1 0-83 3.5120 0.1463 0.1415 7.76 1.03 1.00 1-06 0.00 for inlets draining to stormwater manaqement facilities, j there overland flow to facilities is not available, 100% capture is required at 6.5in/hr . - SH d SCOTT R. COLLINS No. 357791 � w Z: TIM -i T f Ii • I I JOB NO. 0 11 IZA 4 SCALE o Z w SHEET NO. C2. v 14 s P- to Z J CD U 0 C Ua V) C c U c a v: v a C x a Z Z 0 J � 4 s 0tZ 104 C) C W t1? Q c Z Q C G � c (!} ail Z >I c W � c C L IF c C L C z c c c C T S c c C u c c C LU T [�I c c TIM -i T f Ii • I I JOB NO. 0 11 IZA 4 SCALE o NONE SHEET NO. C2. v 14 s P- Fm 9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 24+00 14+50 15+00 15+50 16+oo 16+5o 17+00 17+50 COLE MILL ROAD (PUBLIC STREET 25 MPH DESIGN SPEED) NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST 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 NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER WJL. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & WJL AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. 18+oo 18+5o 19+00 19+50 20+00 20+50 21+00 21+50 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 22+00 22+50 23+00 23+50 735 735 I PVI STA: 2+00.00 N Z z J PVI ELE j 0 1 K:1 .00 w 7'05 76oIIVI LVC: 46.00 IPVI 0 i PVI I ~ 730 1 PVI _-� ELEV✓�713.71 ! _-_I: 00 k j 0 � a (n I STA:22+25.00 ELEV: 747.8 2.50 w u Lu I.VC: 10.00 j h A + h LL s LOW PT. STA: 10+15.00 u N W `� u J ¢ I LOW T ELEV: 713.76 PVI STA: LVC: 100.00 } ? m tA w LL uJ ' 725 I � o o ri ori w o 00 PVI ELE K. z -.7-15-41 .85 m � w AX. RADE j `G � F i 725 o n 0 _ I -- LVC: 5.00 - _I __�-__ =3.6°x6 FOR tD t o n i °iii 0 ui o Ln 1.41 io INITI L40' O N O t 755 _ I j I_ m� w o w PROPOSED r,i r 720 I {TYP.} vy PVI STA:�0+50.00 PVI ELE K: 2:).02 :7yz.z7 -__ co + N U vi _-_. �- 1 un u, 00 N n N U cri > 755 750 f - -_ VI 1 I I i ( PVI STA: 1 0 . o° o 1 N : oa.0o-�_- %D llq w I I % w cn _A: °' n w I I FUTURE ROAD EXTENS coLVC0 I"! ago '` u q 1 + N PVI ELN: +00.00 _--.._ 7730-00 ._ _ ___----�" - -- ---- w > - _- . _ �. _ _- - w _.- 750 I PVI $TA:10+15.00 ; i 1 ao m a.009� PVI IELEV: 7zo.50 1 I ! ( LVC? 5 1 �, - i J PROPOSED TYPE A I � 745 i LOW PT. LOW K: z 50 VC: 3.0.00 STA:10+15.o�r T ELEV: 720.55 � I i E � j -- �- 1 i__ i _-______! I o ,n `^ °0i' "' N � __w_� �, 0 ri 1cT Lij u �' I 1 I i BLOW -OFF ASSEMBLY i 745 m 1 74 - - tD 0'Oq N N o .. w �w U i i I i PVI STA:, PVI ELE +ro_aa :72$.89 s _ - ----- - PVI STA: PVI ELEV: ---_ 17+00.00 723.13 -- - m ( �_ I.- _._ ( EXISTING GRADE {TYP.} I -_ _ - w LLu a._ _ _-_--- ., _ _ _._ _ v _ l41 -. - - _-- 7tf© U w i K: 4 LVC: 50.00 i I 1 33 L OW PT. S LOW PT E A: 16+73-57 EV: 723 97 cc W LVC 00.00 ! o h O C%? N ri o ri ''� `�' NIGH PT. S A:1 0 735 IlVI STA:1z+2 o PVI ELEV: � a r! ! ° HIGH PTE + 1 3 75 4 EV: 727.86 I o Ln N N + N a / ti , 1.Q o N - --- t1 1 ----____- 7zz.7 K: 66.87 LVC: 50.00 _ -_� ---- I Ln ..__--- N - � i rl Ln - _ -. w j -___ -- --Lij - - v m m ° u w /` • - l PROPOSED - 735 V) O N 0 m m m w ` M ( f 1 GRADE TYP. { } s 3 w COLE MILL ROAD CIL STA 16G+1 �-- I AD L STA 1' __--_.._-_i 730 t3 n _ J 0 + cri o h + rl j vi N i - -___. __ - -- _ __- -- -- f_ �_ WAYLAND R _ .___ -- -_- -. "�w _ _ - ._-_- I.f ---.._- PRQPQSED 12 FIRE HYDRANT x6 TEE TO ASSEMBY---' { I , 730 PROPOSED 12"x$"TEE ! PROPOSED VDOT STD. � CD -2 I I ! j 725 Lu J - E_ cn w FOR ) 1 _- -� �.. 9 -x. fi4°,bi {zj -1z" G.V. (1} - 8" G.V. - S - _ .r._ i 1 COLE MI ALLEY A (FUTURE) L ROAD CIL STA 21+78,I A 17+59 9 I _ 725 C/L S 4% ITIAL ' 2.00 - - ;. j 5 3.5 ! i MIN. 1.2' ROPOSED 12" CL, 2 DI WATERLINE 720 --- -- PROPOSED FIRE 1.2"x6" HYDRANTASSEMBY 1 TEE TO--- ' 1 --- -- �- -_- J--__ _ 55 i s �� ' I I 1 2a -2.00 PROPOSED." g0° BEND TO EXISTING 12" RWSA ' �.3' ! 1 75 1 i 57 1 7 5 � PROPOSED VDOT STD. CD -2 i WATERLINE. CONTRACTOR TO EXISTING 12" SHALL WATERLINE CONNECT w/ 12"x12" T.S.&V. i i i PROPOSED FIRE HYDRANTASSEMBY 12"x6" TEE TO I I j i 1 I 715 0) 00 t 0 N N Ql O Ch N m N [!7 r •, 0 I\ s tit- ri a0 +t N N M av h a 01 N h t N N � f tit s 1 0 tyl lD 00 i� r� tD N 0 m Ch 0 0 N � [� O's h N �n ri Q i CO ri Ln wl 0 O ¢-i rl N N th LD iyd %D N N 00 N N N N Y3 N N 0 N to 0 N P[t Ln 0 N f�E It 0 N t ci t !d t r;n N %D Ln M Co h O o! ri t : 00 "t iD ri � ao rn X39 t p1 ui 0) It tD O t 00 Ln O 1w h h 1 h h im h i h fti h h h h h i� h �* h 3 h i s +5 h i N 6 t N t"5 N tel N SSS N Pia M �5 tra h P, M hIt r tit' ''^" rE ".f' !�"j N t £,!l rli 'tet tZi aD f+3 tit' Lf`2. Ol h1`^^ 9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 24+00 14+50 15+00 15+50 16+oo 16+5o 17+00 17+50 COLE MILL ROAD (PUBLIC STREET 25 MPH DESIGN SPEED) NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST 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 NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER WJL. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & WJL AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. 18+oo 18+5o 19+00 19+50 20+00 20+50 21+00 21+50 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 22+00 22+50 23+00 23+50 735 735 I PVI STA: 2+00.00 N Z z J PVI ELE i : 720.95 0 K:1 .00 w m _j LVC: 46.00 0 i PVI TA: 10+15.00N. ~ 730 1 PVI _-� ELEV✓�713.71 ! _-_I: 00 k j 0 � 730 (n z 2.50 w u Lu I.VC: 10.00 j h A + h LL s LOW PT. STA: 10+15.00 u N W `� u J ¢ w LOW T ELEV: 713.76 PVI STA: 11+0000 } ? m tA w LL uJ 725 I � o o ri ori w o 00 PVI ELE K. z -.7-15-41 .85 m � w AX. RADE j `G � F i 725 o n 0 _ I -- LVC: 5.00 - _I __�-__ =3.6°x6 FOR tD t o n i °iii 0 ui o Ln 1.41 io INITI L40' m j W w m� w o w PROPOSED r,i 720 z GRADE {TYP.} vy 720 j - >� m - > f - a PROPOSED VI MAX A GRA =4% FOR INITIAL 4c 715 715 P4 � U) �s 00 ri1 0 N ri O ri s0 ri 0 ri O ri ri eq N N 9+75 10+00 10+50 11+00 11+50 12+00 12+50 12+75 DUPREE STREET (PUBLIC STREET 25 MPH DESIGN SPEED) WE STD. CD -1 SH SCOTT R. COLLINS� No. 35 791 rz, � 0)1 L w w z Z w z 0 0 0 v 0 U) v L Q x s 0 0 0 73 0 0 o� a U 0 0 0 lu v E 0 C Z z J 0 w m _j 0 J ~ (n z u Lu ce w � Z w z 0 0 0 v 0 U) v L Q x s 0 0 0 73 0 0 o� a U 0 0 0 lu v E 0 C PRO 12 (2) - {1} - 735 + ' 735 PVI STA: all+5o.00 ! I ' PVI ELEY: 721.55 s i K:1 34 j LVC: 00.00 1 I PVI STA: 17+55,00 730 1 °o " °o o I PVI ELV: 710.05 730 T_ _�K- I `+ ,fir ° rte. LVCI1go.00 ! m u � PVI " TA: s3+65.oa ( � � a Ln I a � 9 �.► m -� ____ W PVI JELEV: 702.25 { ° o `° 0 00 Ln 0 co m w I K:3o.o6 `+ ° ! + +' Z �/C; 330.x0 `� °" °'° . °`° w w_. 725 -i Lt5 LOW Pyr. STA: 24+69.8 $ ! u m j N w o LOW f T ELEV: 704.95' m 0 w o h ! rq LiJ tAn � LiJ LLI ~ �Io ul >` i I l L'lt j i Q E 20 720 POSED �.�__. � E 1 Z ! 1 i Z O K8" TEE i �`""` PROPOSED GRADE (TYP,} I (, j I W u 0' L2 G.V. 4 8" G.V, I XISTING GRADE (TYP.} 715 715 ;e 53 ; FUTURE ROAD EXTENS I r ALSTON STREET C(L STA 1o+ o MAX GRADE THROUGH ( M 89/oFO E COLE MILL ROAD C(L STA 16+ 4 PROPOSED VDOT STD, CD -1 ROUNDABOUT - z,,a9�o INITIAL 50 710 ALSTO STREET C(L S A 3-1+301{ PROPOSED VDOT STD. CD 2 ,. PROPOSED TYPE A ! I ALLEY A C(L S A 1a+00 17 j 9 ! BLOW OFF ASSEMBLY t ' o0 1 ` " ! FILL PRC?POSED B ' 0 ! PROPOSED 8"x6" TEE TO 7 5 705 ! _—. ! -- - — g"x6"TEE FIR RANTASSEMBY EH 77 E 3 PROPOSED 8" CL. 52 DI WATERLMIN. INE ` ! II I 13' - (1} 6" G.V f `j 6 39 12A AILSTON STREETEC/L STA 17+92 700 — 700 D' PREE STREET (L STA 3.0+00—� �---- PROPOSED 8" GV PROPOSED 8" 22.5° BEND ; PROPOSED $"x6" TEE TQ `� f 47 I BEG! ROUNDABOUT( 4 i I i FIRE HYDRANT ASSEMBY { STA 1' +79 I ! 595 —.._ _ i 9 END ROUNDABOUT I —_ �595 PROPOSED 8" 22.50 BEND PROPOSED SANITARY I SEWER CROSSING } ! 590 ( � i y = 590 It Ln Ln m Ln h 00 0 LD Kit Kn in Ln 4 .t -4, tD 0 ri #-, a &n Ln 0 Ln � Ln 00 .t m Ln e « � � p 00 L Cq Ln i' LIS Ley Ln 4C5 LD C%S p KJS t S h. 3"^z m ,°"' 1"� 3 a "t rl C9 ql 4' t KFS 1 Ol '-P'". N �:i" .t & Ln S7 .t L71 m T3 N F O aI? h It N co (n 40 F\ m Ln � L/S Ln m Ln tD S h zi CFS N ri � r�i � � t1 N rpt N iV N N N N N N rt e 4 ri ri a G0 a Cn a O m O D i 0 m 0 Ch a a a 0 rl Eh d-4 9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 3.4+00 14+50 15+00 15+50 16+00 16+5o 17+00 17+50 18+00 18+50 1g+a0 ALSTON STREET (PUBLIC STREET 25 MPH DESIGN SPEED) NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST 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 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: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 20 ( IN FEET ) 1 inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 200 ( IN FEET ) 1 inch - 50 ft. w ° $ Lu Lu i ! 70B NO. 750 z 0 _-- - 0 V:1"=5' __-- H: i"= d c l 5va � I �- 16 rVIEV: 719.0 — - --- 745 � w m K- 31-49 PVI STA: 23+00-00 j r t=n < LVC:15o.00 PVI ELEV: 723.88 0 1 � K: 27-07 LOW PT. STA: 11+1$.98 °o R o} K,740 ° LOW PT ELEV _u71g! 91 ° N LVC: 10.00 740 Lu uj Ce ri _ — ` _- 4 f LJJ I �{ ri Ln N Lu a' m W a � Lil in 735 m j W _ u > _ _____- --_. j i LJ.f ��— 735 !PRIVATE ALLE C/L STA 1o+oa y f N Lnrn N � rNi v) ' / I C(L STA 11+3a 730 ! ALSTON STREET O _ 730 EXISTING --- GRADE {TYP.} _j J _ � Q Ln W - -- } _jW ' CL 1 ! �j 0Z, �,- ' I 725 w "' 725 PROPOSED GRADE {TYP.} ± 60 I 2,0o i ; FUTURE ROAD EXTENSION URE 720 720 PROPOSED VDOT STD. Cu-, 7 715 715 {{PROPOSED SANITARY ! SEWER CROSSING ! 710 710 Nt Ln , QS S si Lit m rl N p 8.3 Ln i`* .t 7' moi• co N m It r1 h Ca rl N4 d N Neq N N N N N C'% 9+75 10+00 10+50 11+00 11+50 12+00 12+50 PRIVATE ALLEY (PRIVATE ALLEY 15 MPH DESIGN SPEED) 13+00 13+50 14+00 o f SCOTT R. COLLINSZ N0. 35761 1CtVAL E w w z L•J 5 a z w z J J O C.7 0 0 v O U 3 a x v s 41 0 s 0 0 U) O U O a 0 U 0 c v 0 C U C U Q U) O a .a- v 0 41 41 LL U) Lu o z U U s LIJ L) U O O Q cU o z E O Ld Ld W z z LL] to z O ca 0 0 a CL 0 Q y .N 7 6 x N w E ZI U O Lu Lu Q q� 70B NO. 18'154 z 0 SCALE 0 V:1"=5' H: i"= d c SHEET NO. CL 16 C � w m n t=n < 0 q Lu uj Ce Lu a' in L•J 5 a z w z J J O C.7 0 0 v O U 3 a x v s 41 0 s 0 0 U) O U O a 0 U 0 c v 0 C U C U Q U) O a .a- v 0 41 41 LL U) Lu o z U U s LIJ L) U O O Q cU o z E O Ld Ld W z z LL] to z O ca 0 0 a CL 0 Q y .N 7 6 x N w E ZI U O Lu Lu Q q� 70B NO. 18'154 SCALE 0 V:1"=5' H: i"= d c SHEET NO. CL 16 C STR:34 VDOT STD. DI-iB, L=1o' TP=74$.00 755 755 INV OUT: 740,75 TO 32 j STR:32 VDOT STD. DI -36, L=6' TP -747.83 INV IN: 740.52 TO 34 I ! ! ? i ! 0 ' � 75 ! _ OUT: a. 2 TO a 75 I 74 4 3 � INV `r I STR:30 VDOT STD. DI -3B, L-10 I `✓ TP=741-75 INV IN: 734.10 TO 3 i ( i ; i i j i z 745 745 ' INV 1N; 734.10 TO 64 ---- -I-- -- .._ -, -_ I j 11 INV OUT:734 oo TQ 28 PROPOSED 12DI WATERLINE CROSSING - STR:z6 ! RtOPOSED GRADE (TYP.) VDOT STD. DI -313, L=8' TP=727.67 740 740- INV IN: 720.52 TO 28 INV IN; 20. 2 TO 6z STR:28 7 5 VDOT STD. DI -313, L=1o' INV OUT: 72x.42 TO 24 TP=732.25 i I S1 R:22 ! I 3�1 INV IN. 725.75 TO 30 VDOT STD. DI- C L= ' j ! 8I �F Opp I I INV OUT: 2 TO z6 ! - 3 4 I 1 j i 735 I 7 4 75 ; TP=724.00 i _-_-- 735 L_._-- „ EXISTING GRADE (TYP.)IN: 15 HDPE I �I i � � INV 7s6.35T0 24 37.5o LF @ o.61% INV OUT: 716.25yT0 20 111 i j ! I• I I S R 4 __ __ STR:20 I i 730 -- -VDOT STD. MH -1 i i 730 _ i _ _� a ! _ _-- __-- _-- -VDOT STD. DI -3B, ---- --- _.. -y - - - �9 STP- 2 8TP=724.17 l 5�Z� (}p -7 4 5 INV IN: 714.05 TO 54 ---. _ i INV IN: 718.10 TO 26 6 �j ! y INV IN: 715.75 TO 2z STR:16 I ( ! INV OUT: 718.x0 TO 2z ; ! INV OUT: 713.95 TO 16 VDOT STD. MH -1 STR:1 y ; ' TP=721.83 \ VDOT STD. DI -36, L=6' 1 I I p I 725 725 INV IN:713.67TQ 5a TP=715.67 -_.- ____ INV IN: 712.75 TO 20 INV IN: 709.5o TO 16 1 ; INV OUT: 710.83 TO 14 INV IN: 708.50 TO s8 j HGL (TYP.} INV OUT: 703.83 TO 12 60 20 ICF�4 j \ EXISTING GRADE (TYP.} - 720 7 I S , `�6-�----- -._-----------------.-�STR:6 � __- _ I - " s VDOT STD. DI -3B, L=10' - I j VDOT STD. Dl -3B, L=8- I i ao $ HOPE E TP=708.42 ; i TP=7o6.17 730 �F� 2. ( -- - o INV IN: 702.25 TO 14 STR;8 S INV 1N: 696,10 TO $ i INV IN: 701.50 TO 12B VDOT STD. DI -3C, L 10 48 j TP= o o$ INV OUT: 6 6.00QTO j j INV OUT; 699.5o T01a 7 5- 9 4 I 73-5 715 -__-- I _. _-_ __- _-_-- ._- -- -_ _.. _ _. - _ _ _ INV IN: 696.68T01o___.- 'I --_,i i � „ -j- ____ I- _._T INV OUT: 696.58 TO 6 i STR:4 � I I 15 HDPE I , ( I VDOT STD. MH -s ( 61.21 LF @a 2.70% j 28" HDPE ; TP=706.75 i $8.68 LF s. o (� j STR:10 INV IN: 695.77 TO 6 j :L -3S% STR.2 I --j- - ! VDOT STD. DI -3C, L=so INV IN: 699.50 TO 38 720 10 - ; - _ _ ----- 18" HDPE - -- - --- -7 5• - - INV OUT: 69$.67 TO 2--- DOT S - _ -- _- I V TD. MH -1 7 - -- -- -_- --- - `- z .. TP- 0 a8_._ -- I_--- ---- - j TP=70s.oa - 4 Hey INV IN: 6 7.42 TO 12 j - 49.92 LF @ s.00% g fi 9 i INV IN: 694.50 TO 4 7.93 LF INV OUT: 696.83 TO 8 I _,.S ` ; INV OUT: 689.00 TO 1B 1 I ! i i M ; I ! 75 745-- j -- _ _ _. ' -- - - -_-_ _-------�____.___ _ -- --� _-_- ___ __ _ _ PROPOSED VDOT STD. CL. Az, EC -1 STONE - II ._ I:i _ _ 1 I -- � � f � I y ..__ - `---- j �� ! i � W1= ' Wz= ' L= o' D=o. ' PROPOSED 8" DI { 9, 91 3 75} WATERLINE CROSSING i 1 HDP I ; I i I iaz.88 LF I I, PROPOSED STR:1B 7 @ 1-S4% j VDOT STD. MH -3. 00 700 I ! -_._- __ �' ._ _ _ __- ° _. __ _ __ GRADE {TYP.} - TP -6 0 I I � _-�_-- j ' -__-_--------- -- - ----� j 94.5 INV IN: 688.5o TO 2 1831 ! - - i INV OUT: 68 .00 TO -- -� _ y 7 4,HDPE I g - i LF 1.629;,o PROPOSED VDOT STD. EW -1 _ �. 695 30"HDPE 95 32.74 LF o. 8R£, 1 z' „ o"HDPE i 5 3o HDPE I �- 3 106.89 LF 36 HDPE I 28. z LF 0.53% C� 1.ogg� e 4,DPE I 113.45 LF �a 0.599�b I I 3o H y 31.46 LF @a o.73r% 690 - -- --- ! -_-- -- PROPOSED SANITARY i ! 36" HDPE_V4� - - - - - - SEWER CROSSING 40.45 LF @a 1.24% I i I I $ j ! HGL (TYP.) INV. OUT=686.33 685 5 rl 00 11 Ln a) 0 00 N ri .t Ln a N rn m ri o Ln Ol Ln ri %D rn a N h rl re's m a rn rrl oo o o ria fl b a Ql o r� a� o •t rq � r a Ln a o q, 00 N a0 r. �+ o r:l Q, ri o Q co cry or a m ri .T It o a o t°v Cs s -E h CC'S i`. rl Ln r i ri Cil 00 0 Cil 1-1 0 �'l 00 r'a'3 %D N Ln �i .3• O Crl 0 �t al N 00 0 40 h tea` M m � h O cp tD a) 0 l �tD c0 a, Cil a) 0 t''a"4 rs�t O It moi' '- p M r Crt t'a'i N Cil N tai N rn N m N m N N N N N N ri rd ri H 0 0 O 0 O +.0'`i a "� a a �l O D; a '0l ^ ° LD n 3'"^a n 3'v h P*q h n h C', h �`^ h €" h n h �'^. n C'+ t`+ �°^. h n P•*, n 9'w h C*^, h D h %D h ' h n 43"0 h Lii -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+00 STR-34 - OUT 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 & WJL AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. SEE DETAIL ON THIS SHEET FOR HDPE PIPE BEDDING INFORMATION. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST -:L AS FOUND IN THE 2aa8 ROAD AND BRIDGE STANDARDS. 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. 5 8+50 9+00 9+50 10+00 VERTICAL GRAPHIC SCALE 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 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 SCOTT R. COLLINS Z No. 35791 � ZONAL E U) z z vDO w< m Z � 0 I- u� W ce Lu °l u !fir h a Lu W Lu SOB NO. 182154 SCALE V: 1"=5' H- 3."=g0' SHEET NO. 17 z w w z z w cn z 0 0 n 0 Q x s 0 L 0 L 0 U 0 Q L 0 L) E 0 ai 7 as } 0 0 0 3 I T I � p v 0 s s C: 0 0 as 0 3 0 0_ as N 0 r= T E z W W z W V) z J J 0 U O a) Q O a) x x w as s a) 0 N 0 w E U 0 v 0 .0 a W v� a 0 c 0 a 0 0 =0 715 710 700 LIM STR:40 VDOT STD. DI -313, L=8' TP=710.58 INV IN: 7o6.00 TO 42 INV OUT: 703.33 TO 381 1 STR:38 VDOT STD. DI -313, L=6' TP=709.58 INV IN: 702.27 TO INV IN: 702.2 To 4a INV OUT: 702.3.7 TO 4 I - 1 ISTR:4 VDOT STD. MH -1 TP=7o6 -75 INV IN: 695.77 TO 6 1 INVIN:699.5oTO38 1 NV OUT: 695.67 TO 2 PROPOSED 8"DI r WATERLINE RO IN STR:42 VDOT STD. DI -313, L=3.0' TP=714-50 INV IN: 707.43 TO 44 INV OUT: 7x7.33 TO 40 720 STR: 44' ,-VDOT STD. DI -3B, L=6' TP=7-14'2S INV OUT: 707.75 TO 42 1 1 725 VDOT: INV INV PROPOSED 6"DI INV OL ( WATERLINE CROSSING 1 720 -H -1". 70 15 HDPE GL (TYP.) 29oSLF@i.io%D GRADE (TYP.} POSED SANITARY SEWER CROSSING 700 ky @2 151" HDPE 1 15 i 49 1-31 54-13 LF @ 2-46% 4.1, iS" HDPE i 36.50 LF @ 2,90% ------t�695 EXISTING GRADE (TYP.)-[- PROPOSED SANITARY SEWER CROSSING ms iD 010 0) al Ln Ln t-1 N h Cil (n eq Ca r! r! 1-R 1p OR OR %q 1p OR co OD m m 0 0 H ril N N rn m m Cn as 011 0 0 0 0 a 0 0 0 %0 LO 0+00 0+50 1+00 1+50 2+00 2+50 2+75 STR-44 STR -4 730 730 EXISTING ING GRADE (TYP. 725 725 STR:14 VDOT STD. DI -3B, L=6' I TP=715.67 STR:3.8 INV IN: 709.50 TO 16 VDOT STD. DI -313, L=14' INV IN: 708:.5o TO 18 - t-jTP=7-1S.75 INV OUT: 703-83 TO 12 INV OUT: 708-75 TO 14 PROPOSED 8" DI 1 PROPOSED GRADE (TYP.) WATERLINE CROSSING-� ' 72�0710J L-HGL (TYP.) 705 705 HDPE 27.66 LF 1@ o.go% 700 j 700 H N wh Ln N rl 0+00 0+50 STR-A STR -3.4 OTALL :1. FILL TO BE PLACED AT qr,% 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: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. SEE DETAIL ON THIS SHEET FOR HDPE PIPE BEDDING INFORMATION. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. STR:6o VDOT STD. DI -3C, L=12' TP=736.00 735 INV OUT: 731.75 TO 58 735 11 STR:22 ')TD. DI -3C, L=4' TP=724-00 N:7-16-35TO58 EXISTING GRADE (TYP.' I 1_.-.-- I I PROPOSED GRADE (TYP.) STIR 8 :5 VDOT STD. DI -3C, L=6' 735 IH35 735 730 -- N; 702.25 TO 14 TP=708-75 N: 716 35 TO 24 TP -724-00 T: 699.50 TO io I TP=728.00 1 1 T: 73.6.25 TO 20 000, INV IN: 719.75 TO 6o 001, 725 725 740 I I HG L (TYP.) INV OUT: 716.58 TO 22 725 1 7250 725----- __ 1--PROPO' 72 51 725 1 735 700 WATER 720 LHGL (TYP.) p.p HGL( P.) I Lu 720 1 000, A DE(TYP. PROPOSED GRADE (TYP. I 0 720 36-23 LF @ J,,_PROPOSED 12" Di 1 I 1 1 I 73-5 j WATERLINE CROSSING I I 1 i EXISTING L 73-5'7t- -- --- I 720 7:15 \-I :LB" HDPE 3.8" HDPE 720 710 34.88 LF @ o.66010 55.99 LF @ 0-54% 710 710 1 i l 73-0 r�l T �t 11`� It (n �t Ln Ln 0 kD 010Ln ri 0 m 14 1174 rn Lil 1174 r4 rn dj r�) Lil M m Lh m 0+00 0+50 2+00 1+50 2+00 2+25 STR-6o - STR-22 STR:26 VDOT STD. DI -313, L=8' TP=727.67 INV IN: 720.52 TO 28 INV IN: 720.52 TO 62 INV OUT: 720-42 TO 24 XISTING GRADE (TYP.) ADE (TYP.) STR:62 DI -313, L=io' 0.75 TO 26 iED 121" DI -INE CROSSING 0+00 0+50 STR-62 - STR-26 NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST -:L AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 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. I VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 IN FEET 1 inch ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 IN FEET) 1 inch = 50 ft. STIR:66 VDOT STD. DI -3B, L=id TP=721-00 INV IN: 715.27 TO 68 INV OUT: 715.17 TO So EXISTING GRADE (TYP.)----.- STR:So VDOT STD. DI -3C, L=6' TP=720.00 INV IN: 714.27 TO 52 INV IN: 714.27 TO 66 INV OUT: 7:14-17 TO 3.6 720 735 730 1 i 735 IH35 TP=708-42 ROPOSED GR I I N; 702.25 TO 14 TP=708-75 730 VDOT STD. T: 699.50 TO io I TP=728.00 1 1 VDOT STD. DI- INV OUT: 72 725 725 740 I I HG L (TYP.) P.) 725 1 E CROSSING :La' 1--PROPO' 72 51 700 1 735 700 WATER 720 LHGL (TYP.) p.p 34-95 LF 3--63% 720 Lu 730 L3.5" HDPE DE(TYP. PROPOSED GRADE (TYP. I 0 6 95 36-23 LF @ o.64% 1 1 I 1 1 I 73-5 D F 15" HDPE 1 i EXISTING N '--H G L (TYP.) XISTING GRADE (TYP.) ADE (TYP.) STR:62 DI -313, L=io' 0.75 TO 26 iED 121" DI -INE CROSSING 0+00 0+50 STR-62 - STR-26 NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST -:L AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 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. I VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 IN FEET 1 inch ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 IN FEET) 1 inch = 50 ft. STIR:66 VDOT STD. DI -3B, L=id TP=721-00 INV IN: 715.27 TO 68 INV OUT: 715.17 TO So EXISTING GRADE (TYP.)----.- STR:So VDOT STD. DI -3C, L=6' TP=720.00 INV IN: 714.27 TO 52 INV IN: 714.27 TO 66 INV OUT: 7:14-17 TO 3.6 720 735 730 S*64 STR:54 'VDOT STD. DI -3B, L=8' STR:72 TP=725.17 VDOT STD. MH --i INV IN: 714.45 TO 72 TP=727-42 INV IN: 73-7-75 TO 56 INV IN; 7 -15 -go TO 74 'D 744 INV OUT: 7-14-35 TO 2( 1 N V 0 U T 715.80 TO 5 4 4 -i I rx;.L2B TP=708-42 S TR:74 VDOT STD. DI -313, L=io' TP=723..67 INV IN: 717-3.5 TO 76 INV OUT: 717.o5 TO 72 STR:76 N; 702.25 TO 14 TP=708-75 - 70-1-5o TO 12B TINV INV OUT: 701-7 T: 699.50 TO io I 1 kjR 1 1 VDOT STD. DI- I POSED Op GRA 705 740 705 FTP=721-�18 725 T: 713.95 TO 16 E CROSSING 725 1 NV OUT: 725 72 51 700 1 735 700 Ir (TYP.) 15" HDPE LHGL (TYP.) p.p 34-95 LF 3--63% HDPE Lu 730 2856 LF @ 0.88% DE(TYP. PROPOSED GRADE (TYP. I 0 6 95 ri -�t 1 I 1 1 I D F 15" HDPE 1 i EXISTING GRADE (TYP.) --/� '--H G L (TYP.) I 720 @ 0-72c \-I EXISTING GRADE 3.8" HDPE 720 710 m N nl� T 55.99 LF @ 0-54% 710 0 rn I HGL (TYP.) "3L-" I I I I I 6 6 6 m 6 rn Uzi mm a i 715 mz%gil j lilma-zi - _7 t - --- - - I ---- ......... HDPE 227-33 LF @ 0.51" - 1 1 715 nw HDPE is 11HDPE 266-32 LF @ 0 3.5" HDPE- 34.77 LF 0.529 I 7 3.0 TLO J 0 ri 171 �0 CIR 00 ko 1 CP 0 U-1 C? `) 0 9 0 m N of Ln 0) q CD ri --t T '9 0 rn 11 q 0 q rin Ln i N T14 tD 0 N N r-1 co N N 00 W N rq OD N N N t k t N N Ln N 1174 rq rn r4 1174 N rq N N rq r4 (4 -0+25 0+00 0+50 1+00 STR:68 VDOT STD. MH --i TP=721.08 INV IN: 725.60 TO 70 INV OUT: 715.50 TO 66 ROPOSED GRADE (TYP.) STR:70 VDOT STD. DI -3 TP=724-00 13, L=6' INV OUT: 719.00 TO 68 720 (TYP- HGL (TYP. 715 715 2.5 i 15„ HDPE ROPOSED SANITARY 76-43 HGL CF @ .1-1-110 SEWER CROSSING 1 I 1.5" HDPE 710 23.46 LF o.98% TLO w 00Q1 C31 R co 0 r, 0 N ri Ci N N rq IN N N IN N N - 0+00 0+50 1+00 1+50 2+00 STR-70 - STR -50 STR:6 VDOT STD. DI -313, L=8' TLO TP=7o6.-i7 INV IN: 696ao TO 8 STR:48 INV IN: 699.00 TO 48 VDOT STD. DI -3B, L=8' =706,27 INV OUT: 696.o0 TO 4 INV T TIN T: 699.25 TO 6 i I /U.5 705 RfJKUF1Ut)LD 811 DI PROPOSED GRADE (TYP.) WATERLINE CROSSING I 700 700 -",---HGL (TYP.) 15" HDPE EXISTING GRADE TYP.)- 27.67 LF o.go% II 695 i 695 20 200 rl� rn �D LID 0+00 0+50 STR -48 STR-6 735 1+50 2+00 2+50 3+00 3+50 STR-76 STR-54 EXISTING GRADE (TYP 730 1 1 725 720 PROPOSED GRADE 1 715 710 735 STR:So VDOT STD. DI -3C, L=6' TP=720.00 NV IN: 7-14.27 TO 52 0 INV IN:7:L4.27TO66 - INV OUT: 714-17 TO 16 STRa6 VDOT STD. MH -1 TP=721.83 INV IN: 713-67TO50 i. STR:52 INV IN: 73.2-75 TO 20 VDOT STD. DI -3C, L=4' INV OUT: 710.83 TO 14 TP=729-83 1 INV OUT: 714-58 TO So 720 1 HG L (TYP.) 15" HDPE 90.64 LF @ 0.55% 73-5 15" HDPE !34.79 LF @ o.89% 73-0 0 N 1p CID 00 0 Cn ri Cq 11, 1`1 0+00 0+50 1+00 1+50 6 STR-52 STR-:L EXISTING GRADE (TYP.) 715 7151 VDOT S INV I INV IN INV OU PRO WATERLIN I i STR:3.2 S*64 TD. DI -313, L=io' -i I rx;.L2B TP=708-42 VDOT STD. DI VDOT N; 702.25 TO 14 TP=708-75 - 70-1-5o TO 12B TINV INV OUT: 701-7 T: 699.50 TO io I 1 kjR 1 1 VDOT STD I POSED Op GRA 705 740 705 I POSED 8" 131-,� T: 713.95 TO 16 E CROSSING 725 1 3-3., 72 51 700 1 735 700 Ir (TYP.) 15" HDPE LHGL (TYP.) p.p 34-95 LF 3--63% HDPE Lu 730 2856 LF @ 0.88% 695 0 6 95 ri -�t A .1 0 o6 r, 750 3B, L=io' VDOT S 5 TO 12 INV I INV I INV OU E (TYP.) 0+00 0+50 STR-12 B STR 12 4+00 4+50 5+00 5+50 STR:54 VDOT STD. DI -313, L=8' 735 TP=725.17 INV IN: 73-4-45 TO 72 EXISTING GRADE (TYP. INV IN TO 6 VD INV I INV I INV OU =0 EXISTING GRADE (TYP.) F 750 I STR:30 S*64 TD. DI -3B, L=:Lo' VDOT STD. TP=741-75 Tp� TP=743-.83 N: 734.3.o TO 32 INV INV OUT: 73 N; 734.10 TO 64 745 T. 734.00 TO 281 --�STR:56 1 1 VDOT STD 740 N: 714-05 TO 54 715 740 SED GRADE (TYP.) �,41 PROPO! T: 713.95 TO 16 -�'-WATERT 725 1 1 72 51 735 tD 735 POSED GRADE t Ir (TYP.) 15" HDPE HGL(TY p.p 34-95 LF 3--63% 730 Lu 730 0 in -4. ri -�t DI -3B, L=6" .67 TO 30 ,ED 12" DI INE CROSSING 0+00 0+50 STR-64 - STR-30 3B, L=8' TO 74 1 0 D. DI -313, L=12' 3.8.00TO54 DSED 3.2" DI RLINE CROSSING M- 0+00 0+50 1+00 STR-56 STR-20 STR:46 VDOT STD. DI -3B, L=io' TP= 716.oo INV OUT: 7o8.5o TO 38 720 PROPOSED GRADE (TYP.)--, 720 I STR:38 : 73-7-75 5 INV OUT: 71435 TO 2 STR:20 OT STD. MH -:i - --�STR:56 TP=724-17--- VDOT STD N: 714-05 TO 54 715 1 rp=72N T� T FINVOU �7 N: 73-5-75 TO 22 715 IN T: 713.95 TO 16 725 1 1 72 51 0 tD PRO' POSED GRADE t Ir (TYP.) WATE 720 705 720 0 Lu HGL (TYP.) 0 TL5 1 r1H 73-5 D F 15" HDPE �y '--H G L (TYP.) I 34.87 LF @ 0-72c \-I EXISTING GRADE 3.8" HDPE 1) 700 710 m N nl� T 55.99 LF @ 0-54% 710 0 rn 0 rn 174 0 6 6 6 m 6 rn DI -3B, L=6" .67 TO 30 ,ED 12" DI INE CROSSING 0+00 0+50 STR-64 - STR-30 3B, L=8' TO 74 1 0 D. DI -313, L=12' 3.8.00TO54 DSED 3.2" DI RLINE CROSSING M- 0+00 0+50 1+00 STR-56 STR-20 STR:46 VDOT STD. DI -3B, L=io' TP= 716.oo INV OUT: 7o8.5o TO 38 720 PROPOSED GRADE (TYP.)--, 720 I STR:38 �B 'L=6 VDOT STD. DI -313, L=6' TP=709-58 0 < 46 INV IN: 702.27 TO 46 715 INV 0 40 FTO INV OUT: 702-17 TO 4 4 715 It 710 1 0 1 710 X 7) 705 0 Lu W 0 ll� < " �y '--H G L (TYP.) I 700 1 \-I EXISTING GRADE (TYP.) 1) 700 M r�l m N nl� T rq 0 ri N 0 0 N N 0 0 174 0 0+00 0+50 2+00 1+25 STR 46-STR 38 T . vt4- e" p 01�1 SCOTT R. COLLINSZ No. 35791 (A Zz 0 < E It 0 2 U X 7) 0 Lu W ll� < " m z >0 ui > Lu ce Lu !�E (n J z Lu (n 0 0 0 s_- 0 U) x 0 to O 0 0 U 0 0 C: 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: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE'i FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. ACSA GENERAL WATER & SEWER CONDITIONS /30 1 730 1 725 1 720 1 715 1 710 1 705 1 700 I .. ''• 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OFTHE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1 -Boo -552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE & ONE-HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 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 DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 3.o. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). VERTICAL GRAPHIC SCALE 5 0 2-5 5 10 ( IN FEET ) 1 inch = 5 f3.. PIN HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 200 ( IN FEET ) 1 inch = 50 ft. MH -6 STA:8+50.74 RIM:7o6.92 INV IN. 693.28 TO MH -13 INV IN. 693.28 TO MH -7 INV OUT. 693.08 TO MH -5 8" SDR 26 PVC 1.2r_ 161.94 LF iia 0.540A EXISTING GRADE (TYP MH -7 STA:1+65.94 f RIM:7o6.00 INV IN. 694.37TO MH -8 INV OUT. 694.17 TO MH -6 I1 �� 0 ; 0 -It 0 j � G -' R 16 S 86 315 MH -9 STA:4+19.54 RIM -7i6.25 f INV IN. 704.78 TO MH -3.o INV OUT. 704.58 TO MH -8 MH -8 STA:3+04.80 -RIM:709.75 INV IN. 698.95 TO MH -9 INV OUT. 698.75 TO MH -7 r I ;. S9 F Gam► . MH -10 j STA:5+49.39 RIM -723.25 -IN'V IN. 73.2.53 TO MH -3.1 ^IN'V OUT. 712.33 TO MH -9. ROPOSED GRADE (TYP.) i II \--PROPOSED YARD DRAIN, CROSSING i 5.5' I 73 MH -11 MH -12 STA:7+16.3.5 STA:8+28.10 RIM:727.50 RIM: 2 2 INV IN. 717.37 TO MH -12 ---- 7 4 5 INV OUT. 717.1.7 TO MH -10 INV OUT. 718.0+ 725 1 720 8" SDR 26 PVC - 1a7.95 LF @a 0.56% j N r� 0 Lu3 0 -It 0 N o r� m n m O N cD eo O r3. !'E7 5 � L,i:� n a-1 �" 4,C°r r3. rn "b �.'�" n L r t 0 US m N R c o cis rn rl +.n n{ D a O ra < s d31 z UQ L _j LLJ _j Jz i o Ln 4 a Lj_ c;; r cri ua00 CL to ry=a rte. m ria r4 L9 r� as co aIn m M to r: QD r.% N l r: U) u3. O R_lq O a) O m O m O O O r3. 0 N rl N N rl N 7-4 N N N N ui Ld Z w n n a s n ko n kn n cl� LLJ a J `D N 0 0 C 715 1 710 1 705 1 700 1 6951 . •. -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+50 7+00 7+50 8+00 8+50 MH -1.2 -MH -61 "-% H -12 -MH- ,-,,, 730 MH -14 STA:1+75.50 PROPOSED GRADE (TYP.) RIM:73.4.33 720 INV IN. 704 7o TO MH -x5 INV IN. 704.7o TO MH -17 M H-17 INV OUT.7 o4.5a Tfl MH -13 5TA:0+58.72 i RIM:714.83 INV OUT. 7o6.00 TO 715 715 i PROPOSED 6" DI� WATERLINE CROSSING 710 _ 710 JU'3.8� 705 --- 705 8" SDR 26 PVC 55.72 LF @a 2.25% 700 XISTING GRADE (TYP.) 700 co co 0 o n n -0+25 0+00 0+50 1+00 MH -17 -MH -14 NH -14 'H0 SCOTT R. COLLINS� U No. 35781 f TO MH -11 IONAL E� ry w z j I j MH -16 I i STA:4+3.8.42 I I RIM:721.83 I MH -3.5 INV OUT. 713.00 T+ STA:3+07.38 725 !- - RIM:719.75 1 725 I PROPOSED GRADE (TYP. INV N. 711..95 TO MH -16 f INV OUT. 711.75 TO MH -14 (/ i JI MH -3.4 I I { ! STA:1+75.50 20 j RIM:714.33 720 --- --_- MH -131 INV IN.704.7oTO MH -15 69 I STA:o+99.86 i INV IN.7o4.7oTO MH -17 I I RIM:70$.50 INV OUT. 704.5o TO MH -13 1 INV IN. 699.70 TO MH -14 PROPOSED 6'` DI INV OUT. 699.5o TO MH -6I WATERLINE CROSSING 4.0' 1 715 i �-.�. -_ 7 5 ` _. E 8SDR z6 PVC - 2z.6' MH -6 9 i 1 107.04 LF 0.91" STA:8+50.74 RI M:7o6.92 !INV IN. 693.28 TO MH -13 ' ! JC. ! j 7 710 !INV IN. 693.28 TO MH -7 -- �6Q ?,Sja __ I____ ___ _ 10 ___T�_____ ._ __,r. _ ©� �--""--�---� INV OUT. 693.o8 TO MH -5 ^ g� fit.��,F I .01 ` PROPOSED 8" DI O I WATERLINE CRO SSING'G a 705 `Q37 6�f_ EXISTING GRADE (TYP.) 00 76 95695 811 SDR26PVC.23%85.86 LF @ 6 690 , I 1 690 ri r? rn Ln O N O Eb� n q 4n r3. `�, _! li m N rl q OR '-r) O N m Y OR r! T Co %D n of On rq It N LA m w QY rg g O� O t7 +1 O r3. O rl 0 rl o n a n rn r n r n rn n n n n -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 MH -16 - MH --61 3+50 4+00 4+50 Lu3 U) Z L z CY)0 0 0 a 3 z U) ° 0 C - CL 0 0 US m N w v=i LLJ N 1■■1 0 < o z Ld L _j LLJ _j Jz Lj_ W ce Lu lY P-1 CL U) 0� -0+25 0+00 0+50 1+00 MH -17 -MH -14 NH -14 'H0 SCOTT R. COLLINS� U No. 35781 f TO MH -11 IONAL E� ry w z j I j MH -16 I i STA:4+3.8.42 I I RIM:721.83 I MH -3.5 INV OUT. 713.00 T+ STA:3+07.38 725 !- - RIM:719.75 1 725 I PROPOSED GRADE (TYP. INV N. 711..95 TO MH -16 f INV OUT. 711.75 TO MH -14 (/ i JI MH -3.4 I I { ! STA:1+75.50 20 j RIM:714.33 720 --- --_- MH -131 INV IN.704.7oTO MH -15 69 I STA:o+99.86 i INV IN.7o4.7oTO MH -17 I I RIM:70$.50 INV OUT. 704.5o TO MH -13 1 INV IN. 699.70 TO MH -14 PROPOSED 6'` DI INV OUT. 699.5o TO MH -6I WATERLINE CROSSING 4.0' 1 715 i �-.�. -_ 7 5 ` _. E 8SDR z6 PVC - 2z.6' MH -6 9 i 1 107.04 LF 0.91" STA:8+50.74 RI M:7o6.92 !INV IN. 693.28 TO MH -13 ' ! JC. ! j 7 710 !INV IN. 693.28 TO MH -7 -- �6Q ?,Sja __ I____ ___ _ 10 ___T�_____ ._ __,r. _ ©� �--""--�---� INV OUT. 693.o8 TO MH -5 ^ g� fit.��,F I .01 ` PROPOSED 8" DI O I WATERLINE CRO SSING'G a 705 `Q37 6�f_ EXISTING GRADE (TYP.) 00 76 95695 811 SDR26PVC.23%85.86 LF @ 6 690 , I 1 690 ri r? rn Ln O N O Eb� n q 4n r3. `�, _! li m N rl q OR '-r) O N m Y OR r! T Co %D n of On rq It N LA m w QY rg g O� O t7 +1 O r3. O rl 0 rl o n a n rn r n r n rn n n n n -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 MH -16 - MH --61 3+50 4+00 4+50 Lu3 U) Z L z CY)0 0 0 a 3 z U) ° 0 C - CL 0 0 US m N w v=i LLJ N 1■■1 0 < o z Ld L _j LLJ _j Jz Lj_ W ce Lu lY P-1 CL U) 0� ul cr' L9 Luuj 3 0 v uj P U) s_ a Lu Z a W z ul z :z Lij w LL' z ui Ld Z w z 0 cl� LLJ a J `D N 0 0 C as v N C QS E U O Lu W g L1.. V) O JOB NO. c°n 182154 c 0 SCALE V:1"=5' H:1"= SHEET NO. w 19 (D -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 MH -16 - MH --61 3+50 4+00 4+50 z w z 0 a w O U a x Z' 0 a 0 U C 0 u L 0 1-10 0 0 U 0 v 0 C Lu3 U) Z L z CY)0 0 0 a 3 z U) ° 0 C - CL 0 0 US m N w v=i LLJ N 1■■1 0 < o z Ld L _j LLJ _j Jz Lj_ W ce Lu lY P-1 CL U) 0� ul cr' L9 Luuj 3 0 v uj z w z 0 a w O U a x Z' 0 a 0 U C 0 u L 0 1-10 0 0 U 0 v 0 C Lu3 L z CY)0 0 0 a 3 z U) ° 0 C - CL 0 N w CD LLJ N MH -3.5w < o z Ld L _j LLJ _j Jz Lj_ .y P-1 CL U) 0� CL o w a L9 Luuj 3 0 v uj P U) s_ a Lu Z a W z ul z :z Lij w LL' z ui Ld Z w z 0 cl� LLJ a J `D N 0 0 C as v N C QS E U O Lu W g L1.. V) O JOB NO. c°n 182154 c 0 SCALE V:1"=5' H:1"= SHEET NO. w 19 (D STR 3SWH \ ~- / � `` TMRx��] ~ / O' PVC IN 682.71' TOP 690.61'( SM CHARLOTTESVILLE LLC \ ~~ ~ [U|U PLAZA AMERICA "v;r[ ||UUD" DI OUT 68220190, D.B.12/ P6~/ �/ B@S/.|NG FEMA ` �oo YR N ` --- - ' � PHASE �� 0 I �~- __ -- -~ `` ��|�||N�zoo °� "�~ =~ \ - u/` � �� - ~ \ |��\|un|�wmxx� o^LID REQUIRED - | u` ~~ ' '- " »U' \~^~\ '<rR�q"H | tu V� = SCOTT R. COLLINSZ No. 35791 .1, .~... . ' ~ ~�~ |m~ 6o8+u / ^ �684.86'; \ ` / /�/ / �~~-'' - ~ \ - EASEMENT (TYP.)� WATERTIGHTFRAMEMH- & LID REQUIRED ��- \ v�v�, \ ~�^~~�' '/' '\ ^ / / �^~-, ~~-~'~ \ ` � / ~, ~ -` ^- �-~- ��U M '60�� Cu in ��/u/ ' ��7~ --EASEMENT(TYPJ _ ��`~' /\ _ ~'.� _ ~~ C-| 2oo'YR FLOODPLAIN' -40 -IN TO EXISTING MANHOLE TIE WATERTIGHTFRAME If & LID REQUIRED/ MH 1821 AVON ST. SUITE 200-,, CHARLOTTESVILLE, VA 22902 SfRd PROPOSED STORM SEWER RIPRAP OUTFALL. SEE SHEET:Lo FOR DESIGN INFORMATION. 96, t 'i EXISTING iod (D 0 15 30 60 120 00 STREAM BUFFER EXISTING MH 31" IN FEET I inch 30 It low I XISTING PROPERTY LINE (TYP.) SM CHAPL ES VI L�E LLC NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE 3.. ALL FILL TO BE PLACED AT 95% COMPACTION. SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE 2. MINIMUM 3.5'OF COVER MUST BE MAINTAINED OVER W L. FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR 3. MINIMUM OF:L'OF VERTICAL SEPARATION FROM STORM CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SEWER & W/L AND i.5'OF SEPARATION BETWEEN W/L & SPECIFICATIONS SECTION 302.03G. SANITARY SEWER MUST BE PROVIDED. SANITARY 5EWIER DO 38',78 PG 68841 710 '� � ^/ 41, . / \ / /wv /m= ---'TOP=v/v�� y � |m | oo -' 8" 0 / 51 VARIABLE/R.W.S.& � / -0+250+000+501+00 1+502+002+503+003+504+004+505+005+506� 3F�F� �*n|| -_vn�� cxocw /DB 3912 / /MH -6 EXISTING MH PC 555 INV IN. 693.28 OUT. 693-08 TO MH-7INV TO MH -5705 MH -5 705INV 1 25 50 L GRAPHIC 1(0 SCALE STA:5+5536700 OUT. 685.37 TO MH-4110RIZONT' \—PROPOSED GRADE (TYP.) 700MH-i INV OUT. 682-3o TO MH -2 STA:6+45.o6IM:686.5o IN FEET INV IN, 683-03 TO MHI-5INV IN. 679-7o TO MH -2 I EXISTING MH OUT. 679-5o TO EXISTING MH inch 50 f MH -2 STA:3+93-00FINV INV OUT. 682.83 TO MH-3INV 695695 IN. 678.96 TO MH -1 INV OUT. 68,i25 TO MH -3- 69olLEXIS 690 06 vTING GRADE (TYP.)EXISTING 5'050!R 2 -0-10685 -STREAM @ 2 685CROSSING '158-3L 8" SDR 26 PVC WATERTIGHT FRAME & LID REQUIRED& LID REQUIRED CIL 5o DIPTIE-INI TO EXISTING RWSA 1. -8" 85-7o LF @ 0-37%675 SANITARY SEWER MANHOLE 675w Flo 110 Lo VARIABLE/R.W.S.& � / -0+250+000+501+00 1+502+002+503+003+504+004+505+005+506� 3F�F� �*n|| -_vn�� cxocw /DB 3912 / /MH -6 EXISTING MH PC 555 71�c MIM 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+; 740 -srr F��y IJJ EXISTING GRADE EXISTING GRADE (I y � I j t i — --- i i I 735 3.5' HT. OF I 3.5' HT. EXISTING GRADE (TYP.) i_-- SIGHT `I 740 (_ 750 �� ( I — --- ! 740 3.5'HT. O OBJECT 750 I _ --- S/ (3krDIS r I 'NCE��_�O_-..730 OBJECT 720 730 720 PROPOSED GRADE TYP.) 735 ! i j I I 745 i _ _—_— i i LINE OF i � 735 O 1 _. _ A7S _ �_. N �1M N r I OBJECT I 0 I i I ' HT 3.5. % Ido j 1 PROPOSED GRADE (TYP.) I 725 �i ° . I LINE OF SIGHT I EXISTING. GRADE (TYP. i �� - 720 730 725 _ i - - j ! I PROPOSED _ _ — —_ 730 e 720 FUTURE ROAD GRADE- % I� I � I i I i --- I I a N ry q) Ll? tD t Ot ? ri O L+') .4' � �t iii cDCRri m a r C (71 rl 1,10 O ri O P! I n g*,, 0) r 0) Ln T 1-t 00 (7) 0 Lo M M M 00 N Cary d� rq N [°c7 r, r4 N M 4- N M -4-0 N M Ln N N to N N w N t4 r` N N r:, N N 725 1 raw, h r°•. I 1 h h h n h n SIGHT DISTANCE=213' n n n i"°* 725 735 n PROPOSED GRADE (TYP.) 3.5'H4 OF 730 i i ! OBJE T 705 j 3.5 T. O �J ECT 13.5' HT. SOF s ! ; I OF YE 725 I I :OBJECT I I I 700 700 � i 725 ( I I 720 695 ! I % 0 ta*4 00 00 fes. i, '3 N 0`q C; 4X3 ( 720 Lein m 00 i' '1 m j- ri 0 s O n ri r" Ln ("3 Ln m O N l0 jh 4- Ln ri LD T*% .t a n r a +i PLn kD N Ln N t = h N M N ,# EfS 00 e^r a M n s m rn i�.. n rte. n h 0 n n N O n r•� N C7 h r� PROPOSED GRADE (TYP.) ei 0 h n O O h rte, O h 715 I i I I I I 715 ri N Ln rn r-� ri 4r5 `n r! co N 09 ri N 18 i rte. ri u) --r ri n q, ri ri lD ' °) 00 rte. n? z LA O N N M ra ra n n M M n r" It M M, n r"l ri Tq M m n r, co Ln N s"d h r 4 r{ N SSI n r N 0 N N h t. ri Ln N i' n r 0 r: N 1 n h O 00 N rq n t`a 0 N n 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+; 740 -srr F��y IJJ EXISTING GRADE EXISTING GRADE (I y � I j 730 i — --- I Z 735 3.5' HT. OF I 3.5' HT. EXISTING GRADE (TYP.) 735 SIGHT `I OI1JECT 750 �� ( 725 — --- --- I -- — '`- 3.5'HT. O OBJECT 750 I OBJECT _`--- S/ (3krDIS r I 'NCE��_�O_-..730 OF EYE 720 730 720 PROPOSED GRADE TYP.) ! -- -- i j 715 745 I _ _—_— LINE OF SIGHT 5' HT' O 1 _. _ _ 745 I N �1M N W I OBJECT I 0 I i I ' HT 3.5. % Ido j 1 PROPOSED GRADE (TYP.) I 725 I 740 i �� - 720 725 - - -__�- I PROPOSED GRADE (TYP.) e 720 I I � I� ! � � I I 7 2a a N ry q) Ll? tD t Ot ? ri O L+') .4' n Ca rt) rl�) �t iii cDCRri m a r C (71 rl 1,10 O ri O P! l0 r�- CY3 n g*,, 0) r 0) Ln T 1-t 00 (7) 0 Lo M M M 00 N Cary d� rq N [°c7 r, r4 N M 4- N M -4-0 N M Ln N N to N N w N t4 r` N N r:, N N r, N �i raw, h r°•. I n i`« h h h n h n h !'a., n n n i"°* n n 735 n PROPOSED GRADE (TYP.) 3.5'H4 OF 730 i i ! OBJE T 705 111 i 730 O �J ECT ` e s ! ; I 725 I I I I I 700 700 � i 725 I ----' _ _ 695 I 0 ta*4 00 00 fes. i, '3 N 0`q C; 4X3 rh+ Nt W H M Lein m 00 i' '1 m j- ri 0 s O n ri r" Ln ("3 Ln m O N l0 jh 4- Ln ri LD T*% .t a n r a +i PLn kD N Ln N t = h N M N ,# EfS 00 e^r a M n s m rn i�.. n rte. n h 0 n n N O n r•� N C7 h r� ri O n h ri 0 h �». ei 0 h n O O h rte, O h 740 5+00 (INTERSECTION SIGHT DISTANCE - ALSTON STREET &COLE MILL RO, 71S 735 EXISTING GRADE EXISTING GRADE (I y � I j 730 i — --- I Z 735 3.5' HT. OF I 3.5' HT. OF SjGD 735 SIGHT `I OI1JECT 1S rA�CF �� ( 725 — --- 3.5' Hf. OF I -- — '`- I LINE OF SIGHT I OBJECT _`--- S/ (3krDIS r I 'NCE��_�O_-..730 OF EYE 720 730 720 PROPOSED GRADE TYP.) ! -- -- i j 715 I _ _—_— -- — i 715 ro O Q rNi 3.5' HT. O r0�s I N �1M N W I OBJECT I LINE OF SIGHT I i I ' HT 3.5. I 720 I i I 725 I OF EYE i �� - 720 725 j I PROPOSED GRADE (TYP.) e 720 I I � I� ! � � I I 7 2a a N ry q) Ll? tD t Ot ? ri O L+') .4' n Ca rt) rl�) �t iii cDCRri m a r C (71 rl 1,10 O ri O P! l0 r�- CY3 n g*,, 0) r 0) Ln T 1-t 00 (7) 0 Lo M M M 00 N Cary d� rq N [°c7 r, r4 N M 4- N M -4-0 N M Ln N N to N N w N t4 r` N N r:, N N r, N �i raw, h r°•. �, i^�, n i`« h h h n h n h !'a., n n n i"°* n n n n 5+00 (INTERSECTION SIGHT DISTANCE - ALSTON STREET &COLE MILL RO, 71S 735 0+00 0+50 1+00 1+50 1+75 CE -PRIVATE ALLEY & ALSTON STREET n4.nn na.rn 7+nn 1+tn 2+00 2+1;0 '4+00 -A+s0 4+00 4+50 5+00 5+5o 6+o -7'1F- I !JJ EXISTING GRADE I (TYP.) E i I I � I j 730 i — --- ' Z 730 3.5' HT. OF I 3.5' HT. OF SjGD LINE OF SIGHT OI1JECT 1S rA�CF �� ( 725 — --- r I -- — 725 I j I 3"5' HTi I ~to OF EYE 720 I 720 PROPOSED GRADE TYP.) I 725 ! -- -- i j 715 8°. I _ _—_— -- — i 715 ro O Q rNi r0�s N N �1M N W 0+00 0+50 1+00 1+50 1+75 CE -PRIVATE ALLEY & ALSTON STREET n4.nn na.rn 7+nn 1+tn 2+00 2+1;0 '4+00 -A+s0 4+00 4+50 5+00 5+5o 6+o -7'1F- I !JJ Z 3.5' HT. OF O6JECT 730 �� ( — --- __ —I I -- — 730 I tin —1 I ~to I z I 725 — -- -- i —__ � 8°. I _ _—_— -- — 7�5 Ce FUTURE ROAD GRADE W I � LINE OF SIGHT � 3 I 720 I i _ _ _ 1 i �� - 720 ' I 715 I � _ j 3.5 T. � _ OF EYE I 1 7 5 710 �i i I \ � I ° � -- —I - 71Q PROPOSED GRADE (TYP.) 3.5'H4 OF i i ! OBJE T 705 EXISTING GRADE i (TYP.) ` e 705 I ! I 700 700 I ----' _ _ 695 I I I 95 r� N m N yg CD I Cn ` " t,D t 00 00 Lh ri M tD ' k) 1D 'r 0) fir) �n co N 0 } � O O 4 N ri Ln 4 9 lD M N t = h N M N ,# EfS 00 e^r a O Q) ra 00 i�.. n rte. n h 0 n n N O n r•� N C7 h r� ri O n h ri 0 h �». ei 0 h n O O h rte, O h n+nn 0+1sa 1+00 1+1;0 2+00 2+50 3+00 3+50 4+00 4+50 5+00 INTERSECTION SIGHT DISTANCE - DUPREE STREET & ALSTON STREET 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 TH 0 SCOTT R. COLLINS� U No. 35791 .11c, ONALLu w z go U Z U m Lu 0 tin —1 ~to z WLu j Lu Ce W C3 � WN Rl I 10 Cc I O.T.Al 14 'ASL' TREE At of— � TH SCOTT R. COLLINS�?, No. 35791 z 61ROMAL E uj bi z 0 0 t�� M�u q LOT x IN FEET 1 inch 30 f t z Lli V) z _j _j 0 0 Q) 97 X 93 U) C 0 U) C 0 0 fi 0 C 0 O W 0 LU 0 1-5 z z CL U_ F= 0 3! fli CL 0 kD z UJ 0 0 u V) CL n 41 41 C, z z uj E uj CD z r r% of Ld w :z Li Li zW __j 0 < LO0 uj CL 0 CL X 03 W E 0 LU 0 LU Q) CL u 30B No. 0 u) 182154 SCALE 1 =30 SHEET NQ. 22 Zz O < 0 Zn U) U.j n in _j Z 0 < LU LU Ce 0 t�� M�u q LOT x IN FEET 1 inch 30 f t z Lli V) z _j _j 0 0 Q) 97 X 93 U) C 0 U) C 0 0 fi 0 C 0 O W 0 LU 0 1-5 z z CL U_ F= 0 3! fli CL 0 kD z UJ 0 0 u V) CL n 41 41 C, z z uj E uj CD z r r% of Ld w :z Li Li zW __j 0 < LO0 uj CL 0 CL X 03 W E 0 LU 0 LU Q) CL u 30B No. 0 u) 182154 SCALE 1 =30 SHEET NQ. 22 0 0 u C) v 0 a v ra