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HomeMy WebLinkAboutSUB201800039 Plan - Revision Road Plan and Comps. 2020-09-08GENERAL NOTES OWNER: WOODBRIAR ASSOCIATES PO BOX 5548 CHARLOTTESVILLE, VA 22905 ENGINEER: COLLINS ENGINEERING 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 SURVEYOR: LINCOLN SURVEYING 632 BERKMAR CIRCLE CHARLOTTESVILLE, VA 22901 434.974.1417 SURVEYOR: BOUNDARY OF THE SITE WAS PROVIDED BY LINCOLN SURVEYING IN FEBRUARY, 2013. TOPOGRAPHY PROVIDED BY THE ENGINEERING GROUPIE FROM AERIAL FLOWN TOPO IN JANUARY, 2007. TOPOGRAPHY SURVEY WAS LATER UPDATED IN DECEMBER OF 2015 AND THE WINTER OF 2020. SITE WAS FIELD VERIFIED IN APRIL OF 2020. TAX MAP PARCEL: TMP 032G0-00-00-001114 (D.B. 5225/PG. 676) TOTAL ACREAGE: TOTAL TMP AREA=27.351 ACRES; THIS PLAN's AREA=16.166 ACRES ZONING: PRO (ZMA 1991-00013, ZMA 1995-00005, ZMA 2004-00014, AND ZMA 2005-00009) USE: 13 SINGLE FAMILY DETACHED UNITS SETBACKS: FRONT 20 FEET MINIMUM SIDE 6 FEET MINIMUM REAR 5 FEET MINIMUM BUILDING HEIGHT: 35 FEET MAXIMUM STREETS: CURB AND GUTTER, PUBLIC STREETS EXISTING CONDITIONS: SITE IS MOSTLY WOODED UTILITIES: SITE WILL BE SERVED BY PUBLIC WATER AND SEWER PHASING: PHASE 6 - LOTS 126-138 (13 LOTS) FLOODPLAIN: A 100-YEAR FLOODPLAIN EXISTS WITHIN THE PROPERTY PER FEMA MAP #51003C0145D PANEL 145D (DATED FEBRUARY 4, 2005). THE 100-YEAR FLOODPLAIN IS OUTSIDE THE LIMITS OF THE PROPOSED 13 LOTS. STREAM BUFFERS: A WPO BUFFER EXISTS WITHIN THE PROPERTY. NO STREAM BUFFERS EXIST WITHIN THE LIMITS OF THE PROPOSED 13 LOTS. DATUM: NAD83 OPEN SPACE: 13.602 ACRES (84% OF TOTAL AREA) LOTS: 2.252 ACRES (14% OF TOTAL AREA) PUBLIC R/W: 0.312 ACRES (2% OF TOTAL AREA) CRITICAL SLOPES: EXISTING PRESERVED AND MANAGED STEEP SLOPES ARE SHOWN AND LABELED ON THE PLAN SHEET. PARKING: EACH SINGLE FAMILY LOT WILL HAVE TWO OFF-STREET PARKING SPACES. LIGHTING: NO STREET LIGHTING IS PROPOSED. LANDSCAPING: STREET TREES ARE PROPOSED ALONG SUNSET DRIVE, SEE SHEET 3 FOR DETAILS. RETAINING WALLS: RETAINING WALLS ARE PROPOSED. SIGNAGE: NO SIGNAGE IS CURRENTLY PROPOSED. ANY SIGNAGE WILL BE INCLUDED WITH THE FINAL SITE PLAN OR UNDER SEPARATE APPLICATION. WATERSHED: NORTH FORK RIVANNA (ABOVE WATER INTAKE) STREET TREES: STREET TREES SHALL BE PROVIDED ALONG ALL PUBLIC ROADS IN ACCORDANCE WITH COUNTY REQUIREMENTS. TRASH COLLECTION: TRASH RECEPTACLES SHALL BE MAINTAINED ON EACH INDIVIDUAL LOT. BUILDING SITES: EACH LOT CONTAINS A BUILDING SITE THAT COMPLIES WITH SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE. IMPERVIOUS AREAS: ROADS 0.25 AC. SIDEWALKS 0.07 AC. BUILDABLE AREA 1.08 AC. TOTAL 1.40 AC. FIRE FLOW: A FIRE HYDRANT FLOW TEST WAS COMPLETED NEAR THIS PROPERTY RECENTLY. THE PRESSURE HYDRANT (HYD. 12670) IS LOCATED APPROXIMATELY 0.2 MILES FROM THE SUBJECT PROPERTY AND RECORDED A PRESSURE DROP OF 25 psi (FROM 133 psi TO 108 psi) WHILE TWO FLOW HYDRANTS (HYD. 12671 & HYD. 12937) RELEASED FLOWS OF 1,118 gpm AND 1,082 gpm FOR A DURATION OF 2 MINUTES. NOTE: A PORTION OF THIS PROPERTY's PROPOSED OPEN SPACE IS LOCATED WITHIN A DAM INUNDATION ZONE. BRIARWOOD PHASE 6 FINAL ROAD PLAN RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA OWNER WOODBRIAR ASSOCIATES PO BOX 5 548 CHARLOTTESVILLE, VA 22905 SHEET LAYOUT SCALE: 1" = 100' ENGINEER COLLINS ENGINEERING 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 VICINITY MAP SCALE: 1" = 2000' Sheet List Table Sheet Number Sheet Title i COVER z EXISTING CONDITIONS & DEMOLITION PLAN 3 LAYOUT, UTILITY, & LANDSCAPING PLAN 4 GRADING & DRAINAGE PLAN 5 ROAD NOTES & DETAILS 6 ROAD & UTILITY PROFILES 7 DRAINAGE PROFILES & TRAIL CONNECTION 8 UTILITY DETAILS 9 DRAINAGE CALCULATIONS ROADS 0 LEGEND EXISTING CULVERT CULVERT DROP INLET & STRUCTURE NO. CURB CURB & GUTTER PROPOSED PAVEMENT EC-3A DITCH DEPTH OF EC-3A DITCH EC-2 DITCH DEPTH OF EC-2 DITCH TOTAL SHEETS .9 T 200 200 240.55 EARTH DITCH DRIVEWAY CULVERT BENCHMARK CLEARING LIMITS VDOT STANDARD STOP SIGN EXISTING CONTOUR PROPOSED CONTOUR PROPOSED SPOT ELEVATION TBC DENOTES TOP/BACK OF CURB TAB DENOTES TOP OF BOX J m ZJ OE w z W oe SCOTT/R. CbLLINS'Z Lic. 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IN FEET v ` 1 v I I KK .I ,v, I 11 I -�+L I I I, I .ab-�� ., 4vv v �`�� �. ,` 1v v �� v` vv v A / _ v v vv vv 1 , v I / /,v ` .. v vvv v ( ) \ V ( tl ltVtV , 1 ""v A"A y , v a_ A l lI �� // lL/III I/T//// I / / /, `�---� �`-`- \• I A I IA v A V AA A A 1 finch=6oft. r11 �� v:"�vvv //II/iii��l�/liiiii'�"' ,I '' u qI g w v v /v 1 A I I 1 A C I / I w / I/ I l l/ l I l / / / / 1`.vi I -. _ '�" k & v vvA v v Plant Legend i MANAGED SLOPES 0 PRESERVED SLOPES I NOTE: PRESERVED AND MANAGED STEEP SLOPES ARE SHOWN ON THIS PLAN. PORTIONS OF THE PRESERVED SLOPES WILL BE FIELD SURVEYED TO VERIFY PROPERTY BOUNDARY (TYP.) THE LIMITS OF THE 25% SLOPES ALONG THE EDGES OF THE PRESERVED SLOPES ANY PRESERVED STEEP SLOPE AREAS THAT ARE MODIFIED DURING SUNSET DRIVE -PLANT SCH ED U LE S'M BOTANICAL COMMON NAME 9ZE CANOPY(Sf) QUANTITY LARGE DECIDUOUS STREET TREES OP QUERCUS PHELLOS WILLOW OAK 31/2"cal. 419 6 AR ACER RUBRUM RED MAPLE 31/2" cal. 452 5 PA PLATANUSACERIFOLIA LONDON PLANETREE 31/2"cal. 422 5 County of Albemarle TR..LLIINS'20 Conservation Plan Checklist— To be placed on Landscape Plans(Handbook pp III-284-111-297 for complete specifications)1. The folbwlar Items shall be shown on the plan:Trees to be saved;Limits cfaleazig (maride ddplive oft ess to basaved); ®Location and type ofproteclive fendng; El Grade changes requiring tree wells or wells; (fSCOTT Lic. No. 035791 © Proposed trenching or tmmeling lxyondthe limits oeclealing. 2. Markings: Aljo. 9/3/20 Ai El All trees to be saved shall be marked with print «ribbon at a height clearly visible to equipment opemtnrs. ® No grading shall begin until the tree maddng has been inspected and approved by a County Inspector. 3. PreLomtruaton Conference: Ll Tree preservation and protection measures shall be reviewed with the contractor on site. 4. Equipment Operation and Storaee: O0 Heavy aqulpment, v.In it. trathc and storage of constmcticn materials including soil shall not be perndded within the ddplines of ticcs THE FIELD SURVEY VERIFICATION PROCESS SHALL BE DEVELOPED AS I I ) to be saved. l MANAGED STEEP SLOPES PER THE DESIGN STANDARDS MANUAL. /', s. seBE grmn aria smrrnwa rnaenegn ne°;rm: L DOUBLE STRAND#22 GAUGE WIRE S ® Suds devices shall not adversely alTect trcesto be saved. \y // WITH RUBBER HOSE&TURNBUCKLES TREES UP TO y" CAL. SHALL BE STAKED WITH 2-2"xz" HARDWOOD STAKES. 6. FUC9' i O —I I��� \ 2"xz"HARDWOODSTAKE ('�//,� TREES OF 4" CAL. OR LARGER SHALL BE LlFires are not penrued within 100 feet of the doptine of trees to be saved. / �� I\= '�,)I �/ GUYED WITH 3EQUALLY SPACED,TWISTED, F CUT& REMOVE BURLAP FROM TOP ��II 7. Tonic Materials: 1/3 OF BALL A$ SHOWN ILI Tonic materials shall not be stored within 100 feet ofthe ddplive ofthe s to be saved. / O %. - �� 1 1 ANDTURNBUCKLES. LOOP HOSEAROUND ) / TRUNK. FLAG WIRES WITH COURVEYTAPE. / 0 O / \ '. - -. � � � SCARIFY SUBSOIL TO DEPTH � � / S. Protective Fendne: O/ - - _� Ll Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. c 0 \ I/� FREFER URTHER SPECIFICATIONS FOR O MULCH SAUCER � � 0 Fendng shall be in place and shall be inspected and approval by a County Inspector prior m grading or construction, L / O . \ \ \ _ _ / �_ d 1 J FURTHER INFORMATION J F i O \ - - / FINISHED GRADE % l ( 9. Tree Wale: Q O/ ® When the ground level must be raised w thin the driplins ate tree to be saved, a tree well shall be presided and a construction detail TREES UP TO 4" CAL. SHALL BE STAKED. v�I `e submitted for approval. r3 TREES 4' CAL OR LARGER SHALL BE f < O .\ �•\ \ / 10. Tree Walls: ED • � TWISTED, #2z GAUGE WIRE WITH HOSE r/ c � GUYWIRES WITH RUBBER HOSE AND ® When the ground level most be lowered witlanthe ddplive atree to be ravel, atree wall shall be provided; and aconstruction derail ' ' �O - - TURNBUCKLES 2/3 UP TREE submitted for approval. O \ LOT 137 I AND HOSE _ � \ Z � O p HT. FTREE — - - \ - - LOT 3.38 - - ,l AROUND ABOVE BRANCHES a PROPOSED I5'PRIVAIE \ \ LA:],806SF I -III III _ \tt z"xz"HARDWOOD STAKES, ALIGN IL Trencbentredhingis ne: `?�.' � _ AS SHOWN, FLAG WIRES WITH � � � When trenching is O � III I- TOP OF STAKES rig required within the limits of dean it shall be done te far a from the trunks o all de tr possible Tunneling - I - - III -�- COURVEVTAPE. REFER SPECS SEWER EASEMENT \ \ \ BA: 3,g2g SF LA: 7,702 SF - "�' p g I � under a large tree shall be considered as an alterrntive when ilia anticipated that necessary trenclti will destroy feeder roots. Z L b000� \ - \ I BA:4244 SF ICI— „� - FORADDITIONAL INFORMATION. (/ ULCH SAUCER P y ~ i /`� ,f/ I I/ 12. Clean p O / / �1��'_.LOT136 ',\ - ' —III AMENDED SOIL U O \ ? \ - 35 4 \ III — /' \ ���/ AMENDED SOIE-MIX ® Protective fencing shall be the last items removed during the final cleanup. 0 0 \ \ LA: 8,042 SF \ Ti- II=III. —III—III III- I // I\ O \"— COMPACTED SUBGRADE ` I o PROPOSED RETAINING WALLS / \ \ BA: z SF IJ. Damaged Trees: / C7 - \ \. - - \ III— ® Damaged trees shell etreated immediately by pouting, fertilisation or othamethods recommended byaWee specialist. o WITH MAXIMUM HT.=8' . II III III= l o - PROPOSED COMPLETE FH - /" - 'I - J Tree Plantin and Stakin Detail L � p _ - - y � - 9 g III— - III � N07E: IT IS THE DEV OPER'S RESPONSIBILITY 70 CONFER WITH THE CONTRACTOR ON TREE CONSERVATION , b �. ASSEMBLY WITH 6" GV / i Not To Scale III - III- REQUIREMENTS. O \ `� \ I 1 w= _ CUT AND REMOVE BURLAP FROM TOP o / PROPOSED 2o'ACSA" / / PROPOSED io'PRIVATE EXISTI FIREHYDRANTASSEMBLY Z III— 213 OF BALL A$SHOWN / U -_ III=11 8/6/20 � UTILITY EASEMENT / SANITARY SEWER EASEMENT &GAVE VALVE TOR MAIN Q II SCARIFY SUBSOIL DEPTH o PROPOSED RETAINING / / / / \ � J J oWNERSIGNATURE (DATE) ' \ / / CONTRACTOR SHALL CLOS EXISTING 6" GV (TO REMAI ) AT STA III —III III= = I p p WALL EASEMENT / ..LOT 135 - / / 35+ag, REMOVE EXISTING BURIED 8" PLUG AT APPROXIMATE STA 0 ca III=III COMPACTED SUBGRADE Cs - - MH-48 \ 35+6o, AND CONNECT INTO EXISTING 8" DIP W/L WITH A NEW 8" CL. 52 _ CY- I III- ' O p LA: ],521 SF. /C ^ .. DIP W/L&8"GV AT STA35+6z. THE SECTION OF W/L BETWEEN THE EX. (n O_CONTRACT PURCHASER SIGNATURE (DATE) C> i /l -_' BA13,266 SF " / ,+ BNB" TEE (TO REMAIN)AT STA 35+o6 TO THE END OF THE PROPOSED O Evergreen Tree Planting Detail 511106 Page l oft C), W/LATTHE FHASSEMBLY SHALL BETESTED. INTHE 'VENT THAT THE Z Not To Scale O 0 �� � j � / / EX. BETWEEN THE EX.8"x8" TEE (TO REMAIN) AT STA. 35+o6 AND ui ID Ca I / ��\ y / THE PROPOSED WATERLINE CONNECTION DOES NOT MEET MINIMUM I O a 1 �33' / .. o ACSA STANDARDS, THEN THIS 54':OFEXISTING 8"DIP W/LSHALL BE C z TIE-IN NEW CURB TO I RETAINING WALL SCREENING ALONG DISTURBED STEEP SLOPES- PLANT SCHEDULE S'M BOTANICAL COMMON NAME SZE CANOPY(Sf) QUANTITY SCREENING SHURES IC ILEX CORNUTA'DWARF BUFORD' DWARF BUFFORD HOLLY 18"ht. min. 14 103 Z Z Z UJ W S LU f � � O O O V U V LU LU LIU Q of Q co co co Q Q Q tY LU Up o- LU CL i w Lu w iEn ur) .. � � � p R NSTALLED IN ACCORDA CE WITH MIN. ACSA STA DARDS. cc) tT O PROPOSED r��� o o X. CURB ALONG -+ N N o ' / 3 = HUMMINGBIRD LN. TIE -INTO EXISTING \ ' CD i C> / �, PLANTING STRIP. X ; (J N -i N 0 4 PROPOSED'NO W VDOT STD. CG-6 ALONG Q \\j cw '^ rr-4 v O1 O Q -.' - (I PARKING'SIGN EXIS IN 8"x8"TE SUNSET DRIVE v 4 MH-47 I ?/ - -, PROPOSED DRIVEWAY (TYP.) TWO "GV'sTOREMAIN S� J o SUNSETS IVE LOT 1 / 34 I 8R `; O EXISTING 8" DI WATERLINE ��aO / Curve Data I / 4 -1 / LA: 7, 778 SF PROPOSED 8"x6" REDUCER Description Station Northing Easting I BA: 3,778 5F I FE"ce J v ? + PC: 34+25.000 394713z 464 11505538.728 . .. PROPOSED'NO Q r1� 00 .. o �\ RP: 3947048.047 71505287.006 / I PARKING -SIGN y� w ti �o \ \ T 34+85-954 3947i87-533 11505512.913 PROPOSED 8" CL. 52 DIP _ o SANITARY SEWER BETWEEN PROPOSED 6" DI WATERLINE - �„ q=Q M M / o / elta: 13° 09' 14�3517" Type:LEFT - -I• � I MH 8 & MH TYP: / Radius: 265.500 DOC: 21° 34' 49.1932' 4 45 r PROPOSED 5' PROPOSED 6" 45° BEND VDOT STD. CG-6 - o F M /\ Length: 6o.954 Tangent: 30.63.1 13i 34 5 3 +o Mid -Ord: 1.747 External: 1.759 I SIDEWALK -ALL ° +o0 4 ° EX-MH BRI-z7-1: Nord: 6o.81-747 Course: N 2 ° 06' 8.6 " W I I �'' I� �I\ 37+00 ). v a SU SET DRI �— 35 0° M %\ \ M 5 5 433 _ LOTS 13o & 1�ALL HAVE WATER -- 36+5p I W I — 35+5 C n 33*So / \ Tangent Data METE 5 WITH TRAFFIC -RATED BOXES co v 36+00 1 + EXISTING 8" SANITARY SEWER escri tion PT Station NorthingEastingI I { v ry �r I R N Start: P +8 18 11 0 2. 1 I / VAR. WI TH PUB C /W n _ LOCATED O\ E i 34 5-954 3947 7 533 5 55 9 3 I I a / \\ M 7 End: 35+45-570 3947237-977 11505481.3-40 LOT 133 y�iT' 33x I z Length: 59.616 Course: N 32° 12' 18.76og" W \� LA: 7,009 SF I N r — — i + (6) QP ® \5 : oO \ Curve Data F t MH- 6 iT - - -(- "� AR J \9n \ BA: 3,331 SF 4 t - - - I 5) Description Station Northing Easting t ,p / r - �- - ,; PC: 35+45.570 3947237-977 11SO5481.140 \ F� \ / ti3° rri 5 6 - - (5) PA ROPOSED WATER MH z //1/ \ %' N � / � >` _ 5 ( - VDOT STD. CG-6 � 4 � O RP: 3947394-442 11505722.931 y iT _ _ y \ " \ SERVICE (TYP.) - G \ Q / Tiir _ `� PROPOSED UTILITY zo FRON SE YP. EXISTING MH BRI-z7-14 TO j1, /� O PT: 36+34.631 3947318.g84 11505444 99z Tr / - - _ BE REPLACED WITH NEW MH A�\ \ N Delta: 1 ° 0 6228" Type: RIGHT / i7r r / MH- ACCESS EASEMENT s e 27 N PROPOSED SANITARY 45 7 .o S O ° \ \ i SEWER LATERAL (TYP.) O Radius: z88.000 DOG 1g 53' 39Jz50" � �/� Xength: 89.o62 Tangent: 44.889 i y�i \ y / G / L 1 O ROPOSED SIDEWALK EASEMENT s \ ° /�� y i, �i / l /� l I S L 129 LA:91z95 cMid-Ord: 3.436 External: 3.477 T LOT 132 7r3 7 L _ i2 BA: 2,996 SF LOT 36A s \ LL Chord: 88.707 Course: N z4° 0z' 53.3886" W rl yT�ii % LA: 8,3z6 SF / �/ LET 131 i BA: z,4o5 SF A: 75 ,r 5 710 S A: 7,z75 S "nT \ \ / L (D Tangent Data BA: z,934 SF / / LA: 7,514 SF I I „ BA: z 21 SF 'BA: 2,125 SF BA:1,224 SF I I WI / 2/ / J J z C> Description PT Station Northing Easting / / BA: 3,482 SF \ Z Q a Start: 36+34.631 3947318.g84 11505444 99z \ j/ / r o I / Q 0 End: 37+40.875 39474z1.S17 11SO5417.1S6 \ / z o Length: -io6.z44 Course: N'IS° 11' 20.5772a W \ / / / MH 44 / LOT 36 / s \ w U \ / I ---I v \ \ 5 T. PROPOSED 8" SDR-26 PVC o / SANITARY SEWER BETWEEN - - / Q PROPOSED RETAINING \ MH & EX-MH BRI-z 1 TYP. Cs \ WALL EASEMENT0-6 \ \ 45 7 4, C> I \ �, PROPOSED TRAIL&TRAIL EASEMENT \ \ \ _ = _-- MH-43 LOT / \ 1:o I COINCIDE WITH SWM PATH AND SWM \ O O O Q / / s \ U W a \ I I ACCESS & MAINTENANCE EASEMENT O O O / c I / O O� ����� 01 O z o a 1 / 0 P 0 O O 0 E:LOTS 34-36AAPPROVED Cs I \ PROPOSED RETAINING WALLS WITH MAXIMUM 000 0 O a` WITH THE PHASE 4 ROAD PLANS / / w 2 C> PROPOSED STORMWATER HEIGHTS OF 6'. MAXIMUM HEIGHT OF WALLS O ©, SUB-2oi6-o8 \ \ C I MANAGEMENT FACILITY / / SHALL NOT EXCEED 6' WHERE LOCATED / I \\ / OVER DISTURBED STEEP SLOPES, TYP. 6)IC r- \ \ LOT 34 / \ Q o / (7Ln Cr C> I PROPOSED STORMWATER PROPOSED 2o' ACSA / \ O O MANAGEMENT FACILITY UTILITY EASEMENT \ w O \� OPEN SPACE _ _ / / JJJ a / \ PROPOSED STORMWATER 13.6o ACRES \ F LOT 33 ANAGEMENT ACCESS & i / MAINTENANCE EASEMENT EXISTING MANAGED / LLI b // \ \ V A STEEP SLOPES (TYP.) o / / 000, yTy yTrr1� i\yT Q / AT �1 r ryr�� ri yT by LOT3z ,,; r rT� �i > i rT� �' rrlrp b oQ o V A - / O o / \ \r�yl' 6 i N o_ \ ft�r o o EXISTING PRESERVED o�STEEPSLOPES (TYPJ C> / d �\y LZ o // STATE DAM BREAK O oa PH 5E / LOT 1 F- a INUNDATION ZONE, TYP. b 3 U / o / I LU Cs UJ O O Q Y x a 0b6 , b 0 O6 / 0 b0 p O � � 6 �riF �\ \\ / o�°��b-o o°66�00�6 �� �� ��VO 30 o 15 30 GRAPHIC SCALE 60 120 �1 1 / bo°° ll O \ \/ Da°o o ! .....\ o a \ I— 1 �b�bPROPOSED TRAIL &TRAIL EASEMENT 666a �� /� \n 0 (IN FEET) / o MATCHLINE, 0� 00�6 TO CONNECT SUNSET DRIVE TO _ Qo 00060 o d � Q� 1inch=30 ft. \ / O.d0�0b SEESHEET7 °��EXISTINGTRAIL&TRAILEASEMENT. __Oo O O�d�60060pbb0 // \\ 00 \ SEE SHEET 7FOR TRAIL CONNECTION.. _ o O O /. b B00 JOB NO. 122071 SCALE ill =30' SHEET NO. 3 I I I i `V 1Vv \ V A _! 1 1 A (/ � - - / ' / / / / i /- / / / i / / - i > i r / 1 7- l v FILL NOTES: --- / ///// ///// / x 11 // // // // / // // ///// // / //// / / / �� // l // Drainage Easement Chart Structure Area Cw THE NORTHERN AND WESTERN FILL EMBANKMENTS SHALL BE ANALYZED - - - - - / / // / / / / / / / / / / / / / / / / / / / / / / -T ,/ / Pipe No. Size inches Mid -Point Depth feet Easement Width Required feet Easement Width Provided feet AND APPROVED BYA3RD PARTY GEOTECHNICAL ENGINEER. THE - - / / / / / / // / / / / , / / // / / / / / / / / / / / / \/ �� 439 24 7.5 20.0 20.0 (Acres) GEOTECHNICAL ENGINEER SHALL BE PRESENT DURING CONSTRUCTION AND / / / j / / / / j // / / j // / �/ / / / / / / // / / / / / / / / / / EX-1 4.79 0.52 SHALL PROVIDE THE CONTRACTOR WITH HIS OR HER APPROVAL PRIOR TO / / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / 441 24 11.0 26.0 26.0 440 0.00 0.4 THE ISSUANCES OF CERTIFICATES OF AT A MINIMUM ; / / / / // // / // j / j // / / / / / / / / / / / / / / / / / / 443 24 12.2 28.4 28.5 SETTLEMENT/CONSOLIDATION AND SLOPE STABILITY. / / / / / / / / 445 24 10.0 24.0 24.0 442 0.00 0.4 z. ALL FILL MATERIAL SHALL CONSIST OF TYPE I SELECT MATERIAL AS DEFINED / / / / / i i/ / / / / / / / / / / / / / / / / / / / I / 444 0.00 0.4 / / / / / / / / / / � / / / / v - v 447 24 12.0 28.0 28.0 I / IN SECTION 207 OF THE 2oi6 VDOT ROAD AND BRIDGE SPECIFICATIONS. / / / / / / / / / / / / / / / / / / / / \ 449 24 11.2 26.4 26.5 446 0.00 0.4 -- -- _ v v v v vv \V A 450 0.448 0.55 0.45 NOTE: JUNIPER PLANTINGS SHALL BE REQUIRED / / I I / PROPOSED i 'WIDE� I vv 452 0.29 0.45 / 0 1 EXISTING PROPERTY BOUNDARY (TYP. ' I / / / / / // , ON ALL SLOPES STEEPER THAN 3a (TYP.) I I i Y PUBLIC DRAINAGE ESMT. " \ I \\ 454 0.41 0.45 NOTE: PRESERVED AND MANAGED STEEP SLOPES ARE SHOWN ON THIS PLAN. A / v \ 456 0.40 0.45 PORTIONS OF THE PRESERVED SLOPES WILL BE FIELD SURVEYED TO VERIFY / \ / \ \ 2 0.01 0.4 THE LIMITS OF THE 25%SLOPES ALONG THE EDGES OF THE PRESERVED \ \ \ I I ( ` ( / \ \ \ I I / / / / I \ \ \ 28 4W _ \ % �* -F- SLOPES. ANY PRESERVED STEEP SLOPE AREAS THAT ARE MODIFIED DURING 4 0.03 0.4 y6776w / 0 THE FIELD SURVEY VERIFICATION PROCESS SHALL BE DEVELOPED AS \ \ \ \ 6 0.06 0.4 I / *- I MANAGED STEEP SLOPES PER THE DESIGN STANDARDS MANUAL. _ - 8 0.03 0.4 466 Bw r o �}rV 1 =1,V� \ I A 1 �°� A� A 10 0.13 0.4 I \ \ \ I 4 4 co ' 6'fvG� � \ I I F � I / w / \ \\ \I ��} �l // \ \ I 4 W\ \� \' - 12 0.07 0.4 sm 14 0.13 0.4 \ \\\ \ \ \ \ CONTRACTOR SHALL INSTALL YARD DRAINSANDP PES AT // 46o BWw 46Bw /� y76 TW \/ \ / I I \ I / \ \ Y/ 13W IT \ \ �\ ` - \ 16 0.28 0.4 I / --- \ \\ I \ \\ \ \ \ \ THE REAR OF THE LOTS, AS SHOWN THE PROPOSED HOMES/ y56 TW / _ \ \\ 18 0.14 0.4 ASSOCIATED WITH THIS PLAN SHALL HAVE GUTTERS IN THE 45z BW / \ \/ � I I / / \ \. \ \ \ \ \ REAR THAT TIE INTO THIS DRAINAGE SYSTEM. SMALLS / /456 / Z / / - / / ✓ / Y/ / I r - I - /I \ \ 1 \ 20 0.02 0.4 \ \ \ \ \ \ ARE ALSO PROPOSED AT THE REAR OF LOTS 61-67,7117z \ \ \ I ENSURE RUNOFF IS DIRECTED INTO THE YARD DRAINS. THIS 4S1TW -/ *LOT1�7 �/ I \ / ^ F� - r / I 22 0.03 0.4 DESIGN WILL ENSURE RUNOFF IS NOT CONCENTRATED AND /451BW l \ L J/./ I - I \ \ \ \ I FLOW WILL BE RELEASED ALONG THE EMBANKMENT OVER B .$ FFt 24 0.04 0.4 DISTURBED STEEP SLOPES IN A SHEET FLOW MANNER. / I / 26 0.08 0.4 bpoQ I III I / 76TW *L T1 6 480. oBSMT * T T I / Z \ \ - r I \ � LOT 138 _j \ / \ o I o I I I I I / vI /.. �47oeW 489.25FFE e/ 881. / / / 48 48S.83rFE // / J J \ \ / o I I / / 66TWI \ N / / m \ / / \ \ \ 28 0.10 0.4 / 480.00 BSMT \ I I �{ I I I I I I I I I I I / / PROPOSED RETAINING c&ew / y6oBw 47 •41BSMT' \/ / / `.� I \ 30 0.33 0.4 o I I WALL EASEMENT / I A� l7 o f--_ �v \ I I I I I 6Bw / I I �. ✓/ // 1 B sb �/ '�'/ / / / / Z Ln �V�- / / -- I o I I I I 466BW \• wl\ \ / I �LO�•1 / v ✓ I ' ' V A v 351 /ly f / / ?� - / IX \ \ \\ \ \\ 464 ��489.5o FFE 56B v b/ I 479.00 BSMT 1 z4 I 11.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 5.0 5.0 5.0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 5.0 0 8.0 / / / / �' / �// / I/ // I I I I I I I► � �l coI l /� , \ \ \-.ye4 o6 • Y• / c" \\ \ I - / ` �P \ I / \�/ // // I / I / / I // I / / / I / �� � I 46s.=� V � y653o gSaBW� PROPOSED DRAINAGE \ Cl/ /// / / L \ . ✓ \ e 6EP�� (0 \ �� / ( / / / / // / / / / /PROPOSED WADIVIDETYPLLS I ( ! A 4h / / / / WITH MAX. HT.=8' ppI \ a zf \.\ \ l I \ / 48z.63 I I ( / x 4 x 4 TC 8 \ . \ \ \ \_ \ I VF = y8z.z8 y8z.33 \ 4 4s7E 341 \ I \ \ \ \ \ \ w� \ o - - / / / // ti / / / I I / // I/ / /// I / /A/ // .i• l �o, 6y II/ i PROPOSED VDOT 4 6 STD. CG- Db 49.66 BSMT1.86 � I I / / O z \ 4S2 x� \ / B2.58 TC /ti \ 4 \\ \ ` 454 a� 4 EP BBW 82\ b / / / / / / / \ - '" \ \ �yg4,75-1 - � 484 65 CL,. . 485a9 CL \ \ \ \ 485 o8 TC\ \ \ \ .� ° 453 81ssEP 483:47CL -T} 0 1 �OV �-34 S _, �calaorc l 35+Oo \ iYf \.'37+00. �, EX_1 �. y84.66 �\ y88.68 /� \ 483.z8.��.. \\ : �ti\ 36+ e 481 36 CL 4155 CL + 0-� 1'.'484.3 8y. gTC' \ \ � •_ �� u< � So TIE -INTO EXISTING STRUCTURE. g76TW- o - -- % \ \ \''' 4�17i - 5UNSETDRIVE s82 48g.00 „SEE PROFILE FOR DESIGN INFORMATION \\ / %R. WIDTH' PUBLIC R \ W T \ \ LOTS MARKED WITH AN'*' DENOTE o *LOT 133 \ \ \ \ 44 \' - v y6110 \) 481.36. 437 sa sa - I BASEMENTS. BASEMENTS WILL 489.25FFE BSMT 448 \ \ \ \ I \ \ a 455SO BASEMENTS.\ I \ \ HAVE TO HAVE GRINDER PUMPS 479 4 - _ I PROPOSED GRADED SWM ACCESS PATH SHALL HAVE A `, y \ //" �F�s INSTALLED IF THE BASEMENTS ARE w \ / \ - - II \ - 456 S ` \ \ s \ // / / TO INCLUDE PLUMBING FOR SEWER \ \ \ c / /MAX.20%SLOPE AS SHOWN. / p / / / ` y DRPROPOSED - v AINAGE ESMT. e _ / ` \ r-\ c T \ I_- L LO iz -v`O- -LOT 1z6 \ �w A e N \ \ 84 - 7 486: i GAR \ 2/ \ 4 -I \ 488.33 FFE �/ / \ ,�8 oGAI� \ *LOT 13z / ` / LOT i o LOT izg 86 LO 12$ 486 4 4 s T _ LOT 131 \ ` 3 \ I y84.00 GAR- L 4 8 .8 GAR - i�=87.5o FFE - \ \ \ / / /� 88. o GAR 8 oGuvuR�' h -I 1 �4 3 f / / T - _ y/ % \ PROPOSED SWM ACCESS & I 446 ``80 _ 478.82 BSMT T �49 3 \ \ 4 5 h •487.So FFE 487.3o FFE / j / - f \ / / L676` y I MAINTENANCE EASEMENT / l o 0o FFE �88.0o FFE r ! / / / - \ II bUTILITY III II III \ \ ACCESS EASEMENT l/ I IIII I I I( I I \ /I -r I I / / \ \ � _ , , � , � �I `T_ �,\< b I OD \ \\ �v V -�\ \v 1 I j� �\ \ VA\ VAvvvv 1 � \\ 78\�_ PROPOESED MRETAINING WALL EASEMENT ti7esw 4 � - � - �.+8?_ v �v v � r 1 I PRIYYY N II I I V ��/a7aew 62TW��VA\ / RIP PROPOSED IXIVSnTI\NAAG \ MANAGED ANAGED STEEP SLOPES SLOPES (( TYP. ) COINCIDE WITH SWM PATH AND S eACCESS LOT - HSCA& MAINTENANCE EASEMENT 472 J )POSED 26 LF OFVOT ST/ A A RIPRAP LINED TRAPEZOIDAL CHANNEL 463 \ 4 \ \ PUBLOC DRAIN ALONG THE EMBANKMENT. CHANNEL TO II I I \ \ \ 1444 / y6 Bw _ -- - -- -- --454- _-�- -\ - \ \ \ \ .�•�� _ / / I - CONVEY RUNOFF FROM THE PIPE I I PROPOSED \ i 2TW� _ _ - - - - ` - \ 48�T`a' y / �/� / /' / / � OUTFALL TO THE OUTLET PROTECTION. I I I \ VDOT w�i - 453 4 BW. 24�7 BW �_ y 16 / / / / / \ \ \ �► \ C STONE DEPTH=3.0', WITH A FILTER II I 45 BW- - 4 44 - - - - FABRIC UNDERLAYMENT. I I v A STD. EW-1 y/ / &��o-- \ V V \� / I� \ V PROPOSED DRAINAGE A Qq I II \ \ \ \ \ wG.)° 443BW �J$- ' PROPOSED RETAINING WALLS, - 4436W 43BW 468BW 473 / / / / / fir\ / / / / DIVIDE (TYP.) �' \ \ I I I I I I I I V A \ N TYPICAL. MAXIMUM HEIGHT=6' I� I 47 BW �0 / / / / A LOT S] / / / / I I I QI I I I \ \ \ \\ \ \ - WHERE LOCATED OVER �p / Fy \ \ / O DISTURBED STEEP SLOPES I \�' I AO1 / �� I I PROPOSED FLAT (0%) 12' LONG, \ \ �39 44 442 I ww PROPOSED WALLS -- I 3.0' DEEP VDOT STD. CL. III RIPRAP I I / �/ I 1 LINED OUTLET PROTECTION. WIDTH \ \ \ \ PROPOSED PUBLIC DRAINAGE EASEMENT-/ WITH MAX. HT.=,6' / �� I AT LOWER END=14', WIDTH AT I \ \ ' I I UPPER END ABUTTING THE / ��- \ \ \ SEE EASEMENT CHART ON THIS TRAPEZOIDAL CHANNEL=T. / / \ ��\ \ \ \ \ \ 1 I I O I IFj4 I I \ l8 Y I \\ 01 I I� I I k'I I ! 1 \�\ \ I I ko 1 I (\ \\\\ \ (\ � 1 I LOT33 lj/ I II l 1 1 P FACI ITY A\ o I�I -f_ LOT 2 41> o oo� I PROPOSED SWM ACCES�°O' MAINTENANCE EASEMENT -40' Q \ LOT�3 1 PRESERVED STEEP SLOPES (TYP.)\PROPOSED SWM ACCESPATH o N i �T V Ao1X\1 IS\T!INV G Vi\ o\o -Y\AEA\\R F\LOOV\DAP\LA\VIN r/o000_ v4ee/ i ba A \ \ A\V \V A A\ V A\ A \A \ \V \\A A V\p\A\ \ \\ \ \V\ A\ V \ AV V \A A\ \\\ \V \ AA \ 'kV\I(�'\ SVAvLE\PROPOSED SWM ACCESS &- MAINTENANCE EASEMENT o 5 31 vv120vv v v v/ \ / _ 1 \. 0 \ \ \ \ \ \ \ \ \ \ F \ \ \ I I 1 \ \ \ lal PROPOSED TRAIL & TRAIL EASEMENT / bl \ \\\ \ p\ OPEN SAC PET ASEMENT\ -TO CONNECT SUNSET DRIVE TO 'o-9.`-, � --/ l l l I / / / //. / y 11 \. . \\ \ \ a\ \ \ \ \ (NgE T) 1 1 1 1 \ \ \I MATCHLINE - 1 / 06 EXISTING TRAIL & TRAIL EASEMENT. - ,�_ _ -6 - - _�d� \` _ - _ / / / / / I / /d/ 1 \ p \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ i Inch= oft. I d\ \ g06(O�SEESHEET7FORTRAILCONNECTION:_ - --- -- _--_�q_-1 l / / // /y % \..\'\ \ \ �?\ \ STATE DAM BREAK\ \\\\ \ \\ \\ \ \\\\ \3\ \ \\ - i000�SEESHEET7 / /" / / o / --_-L��--_/ I /' \ \ \ \ \ \ \ \ \ /// p 60 = / '.'/ \o\\\\\ �o� INUNDATION\ONE, TYP. I Lic. No. 035791 9/3/20 w4i 1 1 z z z w w w 0 0 0 U U U W Co W 1 m Co m a a a Of Cf la� • w w w a a a i o 0 LU 1 W w W i w w w o \+ re)rl O M ON N N 7 Ul z 0) ti c") cM 0) N M N O Ci7 N N LU J U) LU I` O LU LU U Y W U) W C:) C:) N LL Q d z_ w Q � z /W Old V 1 (D LL < ce 0 0 Q 00.00 m w J F H- F LU 0- Ln JOB NO. 122071 SCALE III =30' SHEET NO. 4 I ROAD NOTES GRADING 1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE ( VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND 1 CONSTRUCTION METHODS OF THIS PROJECT. c 2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY IT SHALL BE REMOVED FROM THE s ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SATISFACTION OF THE ENGINEER. 2 J. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE EASEMENT. t OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE s REMOVED. a 4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE a CONSTRUCTION OF THE SUBGRADE. DRAINAGE 3 1. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM p COVER OF ONE (1) FOOT. n 2. STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, 4 OR WHERE FIELD CONDITIONS INDICATE. v J. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A o MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA n DEPARTMENT OF TRANSPORTATION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS. t 4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER. 5 DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATERCOURSE. 6 PAVEMENT P 1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE 7 REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION. P 2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION BEFORE 8 BASE IS PLACED. t J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED 9 GRADATION FOR TYPE 1, II, OR III PRIOR TO PLACING AGGREGATE BASE. 4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE INTERMEDIATE COURSE IS BEGINNING AT THE COMPLETION OF THE INSTALLATION OF THE AGGREGATE 1 BASE. THE PUGMILL REQUIREMENT SHALL APPLY IF MORE THAN 60 DAYS ELAPSE PRIOR TO APPLICATION o OF INTERMEDIATE ASPHALT, OR SURFACE COURSE, IF DESIGN DOES NOT INCLUDE AN INTERMEDIATE c ASPHALT LAYER. i 5. THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE. 6. BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION BEFORE SURFACE 1 TREATMENT IS APPLIED. fi 7. PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT (PRIME COAT 1 RC-250 ® 0.3 GAL./SQ. YD.). 8. BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS. c 9. ENCROACHMENT POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO NOT ENHANCE A ROADWAY'S CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED WITHIN THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAY BE LOCATED WITHIN THE STREETS RIGHT OF WAY. General Construction Notes i. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occurthe requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1(horizontal:vertical). Where reasonably obtainable, lesser slopes Of3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in orderto stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). END -SECTION 12" - 60" PIPE NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED roB END ON OUTLET EAG_M ` SPIGOT PAD ON INLET END SECTION BY AN ENGINEER TO CERTIFY THE CONSTRUCTION OF THE ROADWAY FOR - General Construction Notes for Streets This list is in addition to the General Construction Notes) . Construction inspection of all proposed roads within the development will be made by the County. The ontractor must notify the Department of Community Development (296-5832) 48 hours in advance of the tart of construction. . Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall have CBR ests performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a ubgrade soil CBR of io or greater is not obtainable, revised pavement design shall be made by the design engineer and submitted with the test results for pproval. . Surface drainage and pipe discharge must be retained within the public right-of-way or within easements rior to acceptance by the County. All drainage outfall easements are to be extended to a boundary line or a atural watercourse. . Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field erified at the time of construction. Additional guardrail may be required at locations not shown when, in the pinion of the County Engineer, or designee, it is deemed ecessary. When guardrail is required, it shall be installed four (4) feet offset from the edge of pavement to he face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet. . Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG-9A. . Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard E-i. . Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical avement section detail, shall be strictly adhered to. . Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for his project expire prior to signing and recordation, then approval of these plans shall be null and void. . All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. o. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the pinion of the County Engineer, or designee, they are deemed necessary in orderto provide safe and onvenient access. i. 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. 2. VDOT standard CD-i or CD-2 cross -drains underto be installed under the subbase material at all cut and II transitions and grade sag points as shown on the road profiles. 3. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video amera inspection procedure and with a VDOT or County inspector present. FINAL ACCEPTANCE BY ALBEMARLE COUNTY: I w GOING O E 4000 P51 NNa1ON i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. - PLAN 1 ii INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. c B III. CONSTRUCTION OF THE CUTS AND FILLS INCLUDING FIELD DENSITY TESTS BEFORE N� J PLACEMENT OF ROADBED BASE MATERIALS.PAY LINE iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED SECTION X-X END VIEW TESTS, SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED v. PLACEMENT OF BASE MATERIALS INCLUDING STONE DEPTHS CONSISTENT WITH THE APPROVED PAVEMENT DESIGN PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, I FOLLOWED BY FIELD DENSITYAND MOISTURE TESTS AND THE PLACEMENT OFA PAVING COURSE AS SOON AS POSSIBLE. vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS END SECTION DIMENSIONS WE DIAMETER A B C D E as. a" 2-3" FLIP 4'-W' r-6" 18" W' 2-3" F-s" a'-W SPRIT 1'-1r 2'-r 5'-D" 31 2r D 9-0" 2'-r 11 30• r-0" 1'-6" 1'- • 6'-1 " 5'-0" 33. ]a' P-3" 5'-3" r- B'- • 8'-0" 42„ 1._6„ '_". 2._W„ 6,_2„ 6.6„ 54„ I-,.. 5._g,. 2._6 �. 2,_2 �� 80• 2'-W' 1-0" Y-1" 8'-3" PART OF THE FINAL INSPECTION. _ SXO vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE ENGINEER AND ALBEMARLE COUNTY A MINIMUM OF 48 HOURS PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE SPECIFICATION 2 i "SM-9.5A SURFACE COURSE 3" BM-25 INTERMEDIATE COURSE O O 4" COMPACTED AGGREGATE - 0 O BASE COURSE, VDOT #21A o 0 ORnMAE DTRAFFDC LIMITS \�1\� /�\/� U®RNM AND UNDERDRAINS SUBGRADED ASPHALT PAVING - ROADS NO SCALE TOP STANDARD CG-6 'VDOT #57,#68, OR #78 STONE BASE UNDER CURB CURB & GUTTER &CHECKED BY VDOT NO SCALE PRIOR TO PAVING AND/OR BACKFILLING. (5' MIN.) 4" CONC. 4" 21-A STONE BASE CONCRETE SIDEWALK NO SCALE CG-6 I POINT OF CG-6 CONCRETE CURB & GUTTER G/ FINISHED GRADE CURB & GUTTER SIDEWALK 1�I • 1�II PLaNnNc �,eeoPPe eP""� P" PLANnNG STRIP STRIP 12' MIN. I 12' 4 DEL LANE) �AUE �25 I 28' MIN. F/C-FTC LIC ROAO TYPICAL STREET SECTIONMN. PGBi�AR. R A1'IDTh' PIlgLIC ROAD R%{i�' (SUNSET DRIPS) 25 IVPB 10PSICN SPEED (NOT TO SCALE) ALTERNATE END -SECTION 12" - 60" PIPE-' IRIS END ON ET END-SECTIOW SPGOI BUD ON MET X EHD3ECTION Iz r ` - - • CONCRETE TO BE F-_-_-_-_ _ JJJ 40'JO PSI LNIWM PLAN AWE F -STEEL FPI3RIC PEIN•ORCEMENT < I D END SECTION DIMENSIONS WE DIAETEA A B C 0 E IT- 4" 2'-0" 2'-0" 15,. 6. 2,_3„ 3,_,0. 6,_g. 2._6„ £1" N" 2'-1T' 3'-Y 6'-1" ]'-6" 24" V. 3'd" 2'-r V-3' 4'0" 27" 10 4a, 2,_, .. 6,- . 4._6,. 42' Y's. 6,_3,. 2,.W„ g._2„ 6,_a. 46" 2'-1" a'-0" 2'-r III eV' 7_3. g,_6,. 2._6„ g,_4'.. p_6,. e'-S" e'-0" JOINT ]'-a" FOR DETL OF MET JOLT COAST. Bµ5 ----'1 / RRRF RYANYAORtn Rir `PLAY( OF SOLWNK ,�' .7 JdNT, � • IIM�MMM���CNMNNNN��NNNNN��■EEEI�M I _ ' %kll'I 11\-- 'I PLAN •Jr r • I SECTION A -A 1a am CONV.JDNT D• E 6„ 3._0.. yy 2. rT B Z S /!-BIOS A ��ITPRRO/o01 CONCRETE SIDEWALK J � � I � t , , U`0 TRIP GENERATION CALCULATIONS TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION) 13 SINGLE FAMILY DETACHED UNIT (CODE 210) ADT: 124 VPD (62 ENTER/ 62 EXIT) AM PEAK: io VPH (2 ENTER/ 8 EXIT) PM PEAK: 13 VPH (8 ENTER/5 EXIT) Table 4: Pavement Design (VDOT Pavement Design Guide) J TRIP GENERATION 1"=150' Pavement Design (Based on VDOT Requirements & Standards RF= 1.0 Location Design CBR SSV Dr Surface h a Base b a Sub -base h a DID ADT SUNSETDRIVE 124 5 5 7.16 SM-9.5 2 1/2 2.25 BM-25 3 2.15 21 B 4 0.6 14.48 Note: Existing Sunset Drive pavement structure: (2 1/2" SM-9.5, 3" BM-25, 4" 21A) SCOTT/R. CbLLINS'ZI X-� Lic. No. 035791 ;1�- A 9/3/20 v4i L U) mIn i Z _i ME e ME O~ < F ( M Z L (w L v,H � L WL L F- F- F- > Z Z Z SW W W s 2:1 0 0 0 z z Z 0 0 0 C� O� C� i < ME < w w w a a a CD' 1Y ci� a- O_ CL 0 Cl 0 D W W W En (n Ln Go p o \ M O In M C C N N 7 L ZCIO M N z THE MAXIMUM LIFT THICKNESS FOR SM 9.5 IS 1.5". ADDITIONAL LIFTS, IF REQUIRED, SHALL BE PLACED NO SOONER THAN 12 MONTHS. m TABLE OF QUANTITIES TYPE L MEA OF ACT REINFORCING STEEL CeNXW BASS A BASS B BIAS C BIOS O BIOS E BARS F BIOS 0 NIGHT FL FL ON. YIN, No. LA. FL No Lit. FL MR. Un. Ft. t No. Lln. F No. Un. Ft. No. LM. FLED No. Lb. FL LW. DF3A r-6" 1.15 2.25 _ _ _ _ 1 5`7• 3 3`G" _ _ _ _ aLK 22 4' L83 2.59 a 1'-6° 2 -T' 3 5'-71 3 }•-2" 4 THIP 3 TW 1 W 275 am 5 Y-0" 6 '- ' •- ' 3 5'-r 3 3'-z" 4 a'-r 3 T-6• { "I 01-.'B 5 P-6" 14 6'-T' to a'-6P' `7 3 Y-2" T'- 3 1-6• ! 204 1Y 5.50 4. S _ .� _ ._ . } 3._2" ._ . 4 _ 4' 7 3 11'-6" 22 - '-]• 3 3'-2" • 3 T-6• 4 Is, 7.33 5.22 5 1Y-a• 28 I 3 5'-7- 3 31 4 13-4. 3 T-6• 4 - 5 15'-8• 30 '- •' '- '-]• 3 3'-2" '- " 3 14 4 - 20' 9.17 111 5 17'-6• 34 6'-7" to 6'-D" 3 1`7' 3 3'-2" { D'i" 3 1. 4 - 10 , ,_ „ _ , 1'-7' 3 �. , a' 3.67 31 10 2'-9" B 6'-T' to 5'-KF 5 S'-7• 3 3'-211 a z'-W' a T-6" 2 - L5B KY 4.5e a- l0 3•-6" a W-r' to a'-0. a '-TIT 3 3•-2" B 3'-9" a ri^ z OF]C IY G42 4.77 a S,_a" 20 6'-0•' b 8'-D' S 5'-]' 3 3'-2" B 5•-v 8 Y-8• 2 -208 IF N' IF Issas 10 )'-p" 29 6'-7" to B'-IOC 5 5'-7" 3 3'-2" a T-9" 6 Y-8" S 10 WHO" 31 3 a - L 1 - BI% F '--BARS E [MIT • WJ" DIMETER B/Ra E I WREp NOE BIOS B FRONT ELEVATION a,RB F W' r-9'• a•' - -- - ICNTFA RFMR/Wl T 3'-0" l� L 2 EpTx OF NUT IW TO E SHOWN ON PLANS. THE •H' IFED ON SHOWN ON THE STANDARDS ME UREDJFRO ON WE RAYS WILL BE 4F_AsTED FROM THE x'AISr OF THE aurFILL RIPE i0 TIE TOP OF WE STRUCTURE. OLIO '•NIT OM sa IRE MPROKWATE ONLY 7. a V. X B" SMOOTH DOWELS AT MPROIOMIELT N NL NEAT /AIIfEX! V. C-C TIN BE CONCRETE TO TBURNO CONCRETE TO PREVENT SETTLEIENr. T 3" DIIAEIW WEP HOLE TO BE LOGATW O DRUM SUBBMf YATEPoAL. KEEP XOLj WITH 16. la WE /AREA MAY BE EMTEN,N WHICH CANE WE Ff AND SUFFER ER NTS WILL APPLY ONLY M CURB ND CUTTER. CONCRETE Durmmcs sxOwx ME Ede DEPTH IRO OF 5'-2" WITHOUT AYES. THE Aa1.M DISPLACED BY PIPES MUST BE DEODIED TO B• �� B" 50/4" E„E PLATE ' +�-�.r .SECTION B-B FORES RRPUSES AND TIRE .•L'111AL OWNS IIXS SIVLL BE DETER BY WE CONTRACTORFROM FEW CONDITIONS- 1i•%12" RASNC XAAWA F QOTNXA'1/{' YESX OR GALVANIZED STEEL N MN WE DIAMETER 0.03" NLtMCR 4 {ESN HARDWARE MOTN MLNpiCO FEBLY TO THEOU15pE OBTAIN TRINE OUNIIITES. FOR INLETS OF DIFFERENT DEPTHS MD OR AOTRADT 0.32 MARC YARDS O CONCRETE FOR EACH FOOT OF DEPTH. 4 a WHEN SPEOFED ON THE PLANS WE INVERT IS E THE STRUCTURE. /. R• TYPE A WISE DEi SMALL E 1I5E0 WITH C!}] 6 W-T STNOADS.• 'X21 "% " LLrr// //.. A ''}7� CALVMl3D TYPES ROBE OETAL-SWL E USED WITH CG-2 STANDARDS. "Fish TYRE B TO X IL RUED AHEM CONNECTOR NELOW CALVANBW PLATE FOR TYPE A TO E BENT ON AN LADLE OF aB•3a TO MANE RON AT 2'C-C. CMIECTO6 AND Is TO BE ANHORD WITH /s" X 4" STUB SEAR wELJNn TO Exr PUTS AT Y L-c. NOSE DETAILS 74 4. T D M MCORDMCE WITH T O E SHAPED STANDARD IS-1. WE COST OF NIMIING MO PIIl:NO AL I T I T 4ATEHIIS MPENTAL TO E 91IPINC S C E INCLW W N TIE END PRICE FOR THE STRUCTURE. RIPE S IICIEP TXM THE BOTTOM O THE PI EE EVENT WE LATHE O THE OIIT HE STRUCTURE TIE NYFRT OF 1HE STRUCTURE 9HN1 E §HIPW WITH CEMENT MORTAR TO 9. D. IL NL IEFEORCNC STEFl SX/LL RAVE A MN. COVER O 2". AL EREOWND STFFL TO E CUT DIEM OF ALL CPE_GS BY 2". LAST�I PUMICE CONCRETE IS TO BE CLASS A3 UDOO PS. PRECAST CONCRETE S TO BE 17. 10. 19. 20. NTH R AT 1 LENGTH O LADLE 5' SHOWN ON SHEET i ' OF 2 5 TO BE L 16 AT 4.D W DENOTES LENGTH OF ONE (11 BALL ILL REN'OflCNO BIOS TO EWe. WHEN INLET IS LIED N 4'-a' MEdNJ, BACK OF FEET 5 TO E 9VPE0 TO CONFORM TO R. PAVEMENT PREVENT STNDINO OR POIDNG O WATEp woo PS. PROPOSED CURB. PAY LIE DI-3A L DI-]B L OI-]C L WNS4D PAVEMENT IN THE STRUCTURE. TE COST OF NRIS„W ND RIgW Al MATERIALS INCIDENTAL TO 4. LFN°T„ OF SLOT (L) WLL, IN EVERY CASE, E THE SWpNO S TO E INCLUDED N THE BD SHOWN ON PLANS. }�- B - - - - - - - - - - - PRICE FOR THE STRUCTURE. ` NOTES: U. F INUT IS LONSTXULTD N MIDTO CURB OR WE LfONTH5 -MC`F N PANS SHOWN a STEPS ME TO E PROVIDED WHEN H S 4'-0" WITH ED MEL CURB CUTTER 5 TO E B/uW ON END -ACTION DESIGN SHOWN OR GREATER. FOR DUALS WE STMDMD ST-L OIITTED NEE DUAL). W THE LEFT. IF THE CONTRACTOR MECTg LOW Z ADDITIONAL TESTING OF THE ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE RE EREWE FLARED END SECTION ROADS NOT BEING ELIGIBLE FOR STATE MAINTENANCE. �2 12" - 60" CONCRETE PIPE CULVERTS VRGNA DEPARTMENT OF TRANSPORTATION DIAMOND° BLOCK - -/ DIAMETER --C.-"1 (MIN) J' 3' (MIN) SOIL COVER BETWEEN .PIPE AND GEOGRID ' UTILITIES DESIGNED BY OTHERS ----- 3- (MINI SOIL COVER 1Y (MIN) OF FREE- BETWEEN GEOGRID DRAINING AGGREGATE LAYERS _------- ANCHOR' P:;, Diamond® Straight Face Retaining Wall System =1'�SB INLs wxnxde nAY•W4L ,_er"_r.,Ye,�u. (O EQUIVALENT) emisAewwsE•sl_wuc MaWMeeaAlWWr.X mew BeW.� WM$Y'N Fe PN®MM'm'eM. Typical Cross Section With Parallel Utilities B1Bn1 GALVANIZED STEEL STEP 1 J A3. SOC NOTES N Bd1 H 1. DEPTH O FLET (H1 TOE SHOWN01% I PLANS. 9. ILL REINFORCING STEEL SHILL HAVE A M. XS a 12" c- MNTW OBE 0" TO E 9'-0". MA%IYU4 COVER OF 2". 81 USE TO BE ID 01-J FOR FLETS LEA THAN N 6'UE SYNCHED O3A M. SC. 10. ILL OMANREINFORCING STEAL TO E CUT CWM OF ALL OPEMNRS BY 2". 2. THE "H• DOMINION ON SHOWN ON THE STANDARDS M g D FROM IXI THE WIN DULL BE 11. CAST -IN PLACE CAST CON R TO BE 0 BE AT N Q PIPE TO FRAY THE INVERT OF THE DUTFALL IJOOO PSI. PRECAST CONCRETE 0 TO E W Ban H. PIPE TO THE TOP 01 WE STRDTUME, 4000 PA T �'• X5 W 12" c-c PLAN MP' DIMENSIONS ME APPROXIMATE ONLY FOR ESTIMATING R SES AND THE ACTUAL N. LENGTH OF SLOT ID WILL, IN EVERY CAA, BE O DIMENSIONS SHALL E CETEPoEED BY ME SHOWN ON PLANS. CONTRACTOR FROM MEW CONDITIONS. la WHEN FLEi 0 UBED N ♦' MEDIAN BALK O u J. WHEN S SHAPED ON THE PLANS WE START IS INLET IS i0 BE SXMD TD LOMOM WITH B" 2-B" B" WHEN BE SH/PED N ACLCIMNI NS MI STANDARD IS MUTPRCIMMD CAM. .. 4._ .. 15-1. TIE COST OFFURNBHW AND PLACNG ALL LU NATIONALS IWIDENTK TO WE SHARING IS TO BE 14. IF OPTIONAL. COVITICTION JOINT 5 USED 0 5 INCLWW RI N THE _ PRICE FOR THE STGTURE. i0 BE KEYED. ILL SPLICES IN BARS V TO BE SECTION A -A 4. IN THE EVENT E NVEWENT OF E d51FALL A MINIMUMOF 40 DINETERS (10•). WE PIPE IS HOER 1MM 11E WTTON O WE 1a FOR PLAN VIEW OF INSET SEE BTADND DI -SA / /1 STRUBTIIE THE AVERT OF TIE STRUCTURE is. W. J V SHAu. E §HARED WITH CEMENT MOTAR TO PREVENT STARING OR OWING OF WATER 16. QUANTITIES SHI N ME FOR MINIMUM INLETS IN THE STRUCTURE THE GMT OF FT,RNISWD OF EACH TYPE. FOR N1T5 O GREATER DEPTHZ _ AD 5RNCIW ,V1 ME INS IN i0 ON) OR LAMER BE ADDED. . THE SHOWN 5_ Note 10 THE STIMINO 5 TO E INOAIOW N llE BD PER FOOT MUST BE ADD. TIE AMOUNT O PRICE FOR THE STRICTURE CONCRETE AND STEEL DISPLACED BY PIPES 5. STEPS NE RIMMED. FOR DETAILS SEE „UST BE DEDUCTED TO OBTAIN ME WARNTES. Y STANDARD ST-1. L1J 1-4 V. FOR NUMBER O ESTBARB1 4.1 REONRW AND ' 1 ' • HVMeore a. THIS RIFXI My BE PRECAST OR CAST-N-RICE. LEWTNS SEE SHEET 101.1D. e . . cloth 7. e 4 X B• SMOOTH DCRIELS AT MPIROOIATELT S FOR DESCRIPTION AND LOCATION OF DIMENSION Q SLpe. See 12" C-C TO E PLACED N ALL AREAS ADJACENT Note 5 Subbase TO MVTIMG CONCRETE M PREVENT L SEE SIFT 104.09. O Wa- HAM. SETTLEEM. N LIFV OF DOWELS A r X 4" • V NOTCH NAY BE MEMOm. SEE STANDARD Bee Note e. 19. FOR Al ETALS, gIQNSIONS. AND T-DI-3 1 FOR ALTERNATE DESIGN. • STANDARD D STEEL MOVE THIS LINE ME J� W J STANDARD DI-3A JB, W. 8"0C B. 3• DIIAETER WEEP WIRE TOE WCATEO TO OflAN SUBBASE MA.TFAIAL. KEEP X WRH I I_ 12"]tU" PLASTIC XMDWME OATH • MSR 4 ' ^ OAR V / OR OALVN® STEEL DUPE WM.M MICE �'^) W DIALEIER 0.03' NUMER 4 IJEaH HIIOWIAEIN E E E q A CLOTX ANOIOR�D FAGGOT TO TIE OUTSIDE e IN OF THE STRUCTURE. Optl-.l OR NoVCU. 1 &IM I W U p 111 z re H X 12' c-c TO USE THE ALTERNATE RESIGN SHOWN ON I �- FLy I Baw 9. THIS ITEM MAY E PRECAST OR CAST -IN -PLACE. M. STANDARD NETS MAY E CONSTRUCTED WITH 1-NS BW X eccH cPOr THE RIGID. LENGTHS WLL E REDUCED BY CONCRETE BLOCNS IN ACCORDANCE WITH THE 1- X5 So, H, ooa dlwmte corner THE DIFFERENCE IN DIMNSWN '0". ( I 1 DETAIL WHEN USED DETAILS SHOWN ON STMDAD DRAWING d-MB. Fd( usE ary mADEs ADJACENT TO CURB FOR RISE N SACS WITHOUT GUTTER BOTH SIDES TO E SYMMETRICAL SHEET 1 OF 2 V`�T STANDARD CURB DROP INLET STANDARD CURB DROP INLET ROAD AND !STANDARDS O REVISION DATE SxE10 OF 1 1211 - 3011 PIPE: MAXIMUM DEPTH (H) At8' Sat 233 1211 - 3011 PIPE: MAXIMUM DEPTH (H) RA8' 102N 1D4AG WR6NA DEPARTMENT OF TRASPOtiATON 302 302 VE(GNA OEPMTIENT OF TRANSPORTATION ST-1 N4 GRADE 60. REINFORCING ROD ENCASED IN A CORR WN RESISTANT RUBBER OR OTTER MATER N APPROVED BY THE ENGINEER. (DNENSKN MAY VARY WITH MANUFACTURERS RESIGN) CORROSION RESISTMT MATERK X4 REINFORCING ROD CAL SECTION " NDTES. STEPS WILL E ECILRED N ALL STRUCTURES WITH A DEPTH E 4'-0" OR GREATER MUSS OTHERWISE NOTED ON TE PLANS. W R AL STEPS SHALL ROTRUBE 41A" PLOY INSIDE FILE OF >i STR I WALL. MAIIINIM STEP S`OW TO BE W" CS. STEPS 91AL. WRHSTAD A IINIWY FORCE OF 300 PWWs WHEN EX TENEO 4Yi' FROM THE FN£ OF THE SIPPORT. STEPS IRE TO BE WRTICALY NAMES AND UMFORMA_Y SPAFPD FOR THE ENTIRE WPM OF MY STRUCTURE. N PRECAST UNITS STEPS MAY BE CAST N PLACE MORTMD INTO HOES PROVIDED BY THE FABRICATOR. OR RIVER. W MINIMUM OF 3" EMBEDMENT STEPS OFFERING N DIMENSIONSCONFIGURATION DR MATERIALS FROM THOSE SWNAY KS° E USED PR 4ED THEY MEET THf _ROM MOMUREMENTS SHOWN HEREON AND THE CONTRACTOR HAS FURNISHED THE ENGIEER WITH DETAILS ND CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND W5 RECEIVED WRITTEN APPROVAL FROM THE EONEER FOR TE USE OF SUCH STEPS. ALL STEPS INSTALWD SHILL BE PROVIDED WITH SLIP -RESISTANT %FFMES SUCH M BRIT NOT LIMITED TO, COMPLICATED KMRED. OR DUKE) SURFACES. E FABRICATED IN ACCOWNDE WITH ASTWB2 %VIN&LO WOO BOAR ALLOY T HE ST5. THAT PORTION OF THE STEP ENCASED N MASONRY SMALL E NIM UNIFORWY COATED NTH A BTIIWOUS.SOLVENT TYF MBESTOs FILUD AAwNI PaMNTED COATED CONFORMING TO FEDERAL �GP SPECIFICATION TC-C-004911A. ALUMINUM STEP STANDARD STEP NRGINA DEPARTMENT OF TRA4MORTATDN ROM AND ERDGE STANDARDS NSON DATE i SHEET 1 OF Da.OR PB-r NO PROJECTION OF PIPE ABOVE GROUND LINE TOP O FLL TOP OF FILL TOP OF FLL - GROUND LINE G-D LE GROUND LIE x 7/20 ry ROCN OR JJ EMrx / cG Q II' 111.D NSql -RATEEAL \ uINx Ir1p ° 0 E EDDl6c NAi ARIA 11 E WATERSECONDD YAIERNL x N F £R Tax . e"• uU FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION D RI OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE IN. LS • D MIN. I.5 + D M„. I.5 . 0 NN. I.5 D MN. 1.5 • D r9P DF Flu TOP OF FLL IF- TOP CFFLL J/IiNi/�//ice rN/ri/JJN/N - //i/=/ / /// - / 6 CR FUND f'ArIWNO //////r/J d /r/J///Jr_pE0 V0 "_ ' EARTH DLX BR `gNY ' Y MR. V V ° MN. V IO 0 % 0 i EDDNG �/ ^ PFA r S)L�AN MATERIA I" OF H M 0 X M. HEOdNO AN. 119B EDDW EARTH 4ATEPUL uM.24• uArfalAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION R A OTHERWISE UNSUITABLE MATERIAL ®SEDDNG MATERIAL N .1GGODNICE WITH EU AW.MENT SECTION bt OF THE ROAD AND BRIDGE ® NOTES SPECIFIGATION3. FOR GENERA NOTES OM PPE 6DpW, N.L. BKNFLL JATEPoK N AL.M ICE CLASS I BANFLL YATERL IN OCCDIRDMCE MTX SE<TgN ](N OF THE RDOII AND BRICCE SEE INSTALLATION OF PIPE LULVBin SWITH PEC ATpNS]Ot OF THE ROD MO OIIORE SKCIfKATKOM OAND STORM N SHEET IOT,ppERS GENEXOL NOTES FOR PLASTIC RPE I FOX NL OTHER PPE RECYIM BFLNFILL 4ATBiIL CRUSHED MAS4 LONFMNNG TO THE M ACCOROAWE NTH SECTION Sot O iHf ROb 6• MINUMM CLASS T BADKHLL MATERIA PLACED DIECTLY AND BRIDGE SPECIFCATIONS. y2E REOAREAENrS FDR Lw5- R NAA OVER PPE 0 5' REGIA-W MKFILL 4ATERIA, AG4 EWTE 512E 25 MD 26 MAY E BR 12' OF CLASS I BACK FILL MATERIAL, USED IN PLACE OF CLASS I BMIffLL H ACCOX WU WITH SECTON 302 OF THE ROM AND BRIDGE SPECIFICATIONS. INSTALL.0 PIP CULV RAS AND S11 11 1 11 11 ORAL S WERS SEF'FALTKE" GOAD MID BRINE CIRC. PIPE BEDDING AND BACKFILL - METHOD "A" NEETIO. REVSOYDATE °t/18 VIflpNIA DEPARTMENT OF TRANSPORTATION 3oz 3°3 D7a, 2016 ROAD 8 BRIDGE STANDARDS P. J STPoICTIIE SE AND WAJL 111CNN38 VANES SECTION THROUGH ELEVATION 9MA12 of 2 SCHEDULE OF REINFORCING STEEL BAGS H I BIOS H1 SIRS V NO REO'0. LEWTN W. LENOTH NO. LEWTN REO'D. REO'D. 4eIH•11 3'-W- 1 4.114-1 Ill® LU 0 `^' O 00-00 I- STANDARD CURB DROP INLET Lfl C7 0 1211 - 30" PIPE: DEPTH (H) 8' TO 20' 233 TO VIRGINIA DEPARTMENT OF TRANSPORTATION 3°2 r D4.10 104.N LLI O A EW-11A SECTION A -A SECTION B-S NOS. L TE STANDARD SAFETY SLAP (A-1) B TO E USED ONLY WHEN SPECIFIED IN THE RNS ON THE DRNNACE SUNNI SHEET AND/OR THE OP.VNME DESCRPTDN. FOR ARMHOLES, AD40710111 BOMM, AND DROP NETS WFM HEDHTS CHEATER THAN 12 FEET. THESPILIW OF "AGENT SMETY A/65 SILL E B' TO 12' WITX NO $NETT AM LOCATED WITHIN 6 FEET OF THE TOP UB BOTTOM 01 TE STRIICTWESILOS. SAFETY S3 BULL LO WT BE CAlEO BELOW ANY NUT WE OF SKY' dA UER OR GREATER. 2. WE COST O THE A-1 0 INCLUDED IN THE COST O THE STRUCTURE. SEE CAST N PLANE DRAWWOS FOR FLIRTER DETNLS 3. ACCESS CPEMNR ME TO E STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WERE APRJCMLE. STEPS ME TO E STAGGERED AXOROINAY. ♦ 5 BIOS W r C-C TYP. 4. SAFETY SLAP HART BE GMT-N-PLICE OR PRECAST. CAST-INfLACE CONCRETE TO BE CLASS AS (DOW PS). PRECAST CONCRETE 15 TO BE M 14000 PSI REINFORCING STEEL TO E IN ICCORDMCE WTH AASSITO M31. a ACCESS OMANI MAY E 30- DUMAUER ON 301 SWLSTRSTRUCTURE. WHEN STRUCTURE WIDTH B LESS THAN 30" THE ACCESS OFFERING SHALL E RECTANGULAR (STRUCTURE WIDTH BY 30"LAMA TYPICAL PRECAST UNIT �IDGE TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, REFEPEII RD D Ao MDMDS MANHOLES AND JUNCTION BOXES SHEET 1 OF I REVISION DATE 302 16g,4 NRGINA OEPMTLENL OF TRANSPORTATION APPROXIMATE QUANTITIES FOR MINIMUM B' DEPTH INLET TYPE 04041ON L ME NOTE REFFORCIW eTEL CONCRETE DI- LN. FL I LNe. Cu. YXe. SM 2`15" 14e2 S.W 4p4 3AT 3CC 6'-O" sot 3.eI INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH DO AND/OR SLOT LENGTH (U L CONCRETE STEEL CONCRETE STEEL Ga. 70. 1 us. I CV. YOs. L65. O'E' M o37 54 1 0.22 Dan s4 o.zz LU M SHARE TO E BEVELED D - --- „ ITH WRTM W I vim+ tDO WT BEVEL NVEIti - --- ---ZL - e u` NOTES:M L.L_ r1n 1. 'H'HTWT BE REDUCED TIME 'x• READIES A WHIM OF HA WERE F NALL WORLD MOVE SIOUBCH LIE. N W CANE TOP O EroWALL 9. BEVEL Y (W IS E RESUMED ON THE RS THE C AT THE MET END E THE CULVERT (WERE THIS FLOW ENTERS THE CULVERT). ABOVE R. PROJECT ABOVE FILL SLOPE, DITCH SLOPE. OR SXDULOBt. 7. EMWNL AT WE OIIDET ENO OF THE CULVERT MAY E EITHER SQUARE 2. THIS REM MAY BE PRECATT OR CAST IN PACE. EDGE OR BEVEL DGE 3. ALL CAST N PLACE CONCRETE TO E CLASS M. FOR RECAST SEE SHEET 10L02. B. ONEES,HALLOW FLLS WEE ENC ILLS ME 1'dt LESS BELOW $WLLOER LNRADE OFTT�IEOROb EWWAL SHN.L E LONSIRUCTD PMALLFL TO THE - O 4. THIS SYNCHED TO BE USED WITH STRAIGHT CROSSINGS AND AAl SKEWS O 10•T045•). 5. EMWA1 TO E BEVELED IN AL AREAS EXCEPT WERE A COIFLDT WITH INVERT 9. 7/j' CNFYFER MAY E PROVIDED ON ALL EDGES AT "WMTMEAS OPTION. N OR WINCWALLs OCCUR. EW-1 M-IA � HEADWALL FOR CIRCULAR PIPE MUNUER OF WE Caw" h~y F- W 15" IS" Sr OR 24" 27" OR 30' 33^ OR W A O'-8" O'-B" D'i" O'-Ir T-D" 1'-a' C r-V, 1N-F, 1,.W. 2,_2„ 2,_6" 2,-a„ F 0'-a" 0'-9" 0'-8" a-9" 0'-W' 01-9' 6 O'•11/i' a-Wi" 0'•2" a-2y" 0'•]I/l 0"0.. e o'-1• a•-P/:' o'-IYi• a•z•• o•-z/L• a'.3'• CUBIC YARDS OF CONCRETE CONC. PPE =41 0.492 0.697 LOSS) ZOW 2.94T C.M. PIPE 0.2D] 0.021 0.739 1.39E 2.Aa 3A40 HEADWALL FOR ELLIPTICAL PIPE 5� OF ELLPTpA PIPE CUVVERT (SOH x RISE) M"114" 30"x19" 34^1122" M"x24• 41 0"x29" 461111 W"LAN" A 0'•B" 01 0'•10' a -TIT a-T• TOI 1'-0" Na' a r•2" T-S" hP' If. 1N9" 1'•D• T-r 1'•11„ C r-8• T-r 21-r 7-4" 2'-r 2'-7" r-r I.,., 0 P-2• T-T' T-D" 2'1" 2'-r 2'-r r-r 2'-1 1 F 0'-BIT a-r -• a9 -W O•' 0'-r 17-0• W-W' I-9.. H T-EDIT Y-r Y-7• Y-I• {'-0• 4'-2' W-5• 1-1. L 5'-6" T-2• B'-6' III D'-2" 1W-T' 12'•r W.V. S P.M. 2". 21V Y-2" 3'-8• I.If. I.T. 4'-5" 9 a-21/F" 1-11 0' 31A" a-4" 0'a•Y 0'•P/!" 0 0'-2" a-21h" O'-2V," a-3" 0'-aye' a-3)'i' I a-4" a-4N/F" CUBIC YARDS OF CONCRETE COIFPR o.502 I 0.a5S I t;tse I ta00 I TAT 2.101 1 2.012 2.501 !-2 ' STANDARD ENDWALL FOR PIPE CULVERTS 12"-36" CIRCULAR AND 23"x14"-53"x34" ELLIPTICAL PIPES VIRfRMA DEPMTMDi OF iRMSPORTAION IDIOT U W IL I W 0 _ a Lr) JOB No. 122071 SCALE AS SHOWN SHEET NO. 5 EX-Mf S- I INV IN: 481.59 EX INV C rC� N M ^oo Si� 7No.035791.L_ It ooR o� �o o2OW °= 495 ° o P co 00 ° 495 1. Ios00 vAL ~ W W F S N N 01 ul O �t .t W o6 run d run 00 M H 00 0001 00 n S t0 00 ri run ri W "r L!1 N �t l+rt Z \t .. `t - O Vf1 + a0 2F- > > S dZ O 6 d + W Sinn � mini 0-0 O Ol N Q1 S H 00 + W �10N Z 0 dO ml1N oZ� W 00 PROPOSED GRADE(TYPJ �~^��� -t Q =F�zz �r- =��>� xF�Z 490 =� >> M+�Z� _ O i�Ezz tin EE _ - 2in HE 2U1E _ 490 �inrrzz =a2» LAO� I BRI-27-14 'A:o+oo.00 ft �.5 2.5' tIM:488.05 2.5' IN. TO MH-42 UT: 481.39 3-5 8" SDR-z6 PVC N 3-5� M 8" SDR-z6 251.67 LF @ PVC 0.50% N 485 5z DIP 111.99 LF Qa o.500A LF Lal 0.50% %sw10. ' 48o 48o 8" SDR-z6 ii.A LFCONTRACTOR 475 SHALL REMOVE EXISTING >y 475 (DUE TOTWOEXISTING ATTERALCON EICTION5 DESIGNATED FOR FUTURE DEVELOPMENT THAT WILL NOT BEING UTILIZED). CONTRACTOR SHALL INSTALL A NEW MH IN ITS PLACE. 44 470 470 465 I\ 465 SANITARY SEWER NOTES: \ 1. CONTRACTOR SHALL FIELD VERIFY AND SURVEY THE SLOPE OF EACH SEGMENT OF SANITARY SEWER TO ENSURE A MINIMUM SLOPE OF o.So%IS ACHIEVED NE\\�\_\\0PRIOR TO CONSTRUCTING THE NEXT RUN OF SEWER. 6O 46o z. THE CONTRACTOR SHALL PROVIDE THE ACSA WITH THE MANHOLE SUBMITTALS PRIOR TO ORDERING 4 AND INSTALLATION. DUE TO THE LIMITED HEIGHTS OF THE MANHOLES, FLATTOP MANHOLES WITH LOW PROFILE FRAME AND COVERS ARE LIKELY REQUIRED DUE TO THE MINIMAL COVER. ACSA APPROVAL OF 455 THE MANHOLE SUBMITTALS IS REQUIRED PRIOR TO AND 455 ORDERING CONSTRUCTION. \ 450 450 EXISTING GRADE (TYP.)-/ 445 / 445 440 440 435 435 in O In 000 O n .t n n 0) O W 01 N O O 00 O in 't V1 00 N 11,� tD 't M I� M 't - m vl N tD in M O W W It O H O M O r. 0) run O tD run 0) W n Ol run 00 00n n 00 ri eo i. n O eo W n 00 eo n n eo 't W. in m It W ri l0 e0 a m M M m run OD Ol eo It 00 W eo a 00 N eo 00 Ln eo 4r) OD n m tD 00 00 t a s 't a a s a s a s � a 't a It a s It a a s 't a a s 't a 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 SANITARY SEWER PROFILE 5+00 5+50 6+oo 6+50 7+00 7+50 NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 2113, 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 ) I inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 n 25 50 100 200 ( IN FEET ) I inch = 50 ft. NOTES: 1. ALL FILL TO BE PLACED AT 95%COMPACTION. z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 Me 0 to U > m PVI STA:35+97-45 PVI ELEV:478.26 K:z6.ii LVC:255.18 „w PVI STA:37+30.14 Lri U PVI ELEV:484.36 j LU K:12.02 Lin' LVC:9.94 490 VCS: 37+25.17 VCE: 484.13 E CS:37+35.11 E CE:484-55 PROPOSED VDOT 485 -\ STD. CD-i PROPOSED GRADE 485 PROPOSED VDOT STD. CD-2 3 77% 48o 480 PROPOSED DIP WATERLINE 8" CL 5z OSED 451 BEND TIE-IN TO EXIS ING SUNSET RIVE 4.89 / MPLETE BLY FH & 6" G.V. STA. 34+70.4 ELEV=4I l C 475 EXISTING 8" DI WATERLINE 475 EXISTING 8N8" TEE TO REMAIN, STA 35+0 WATERLINE EXISTING 8" GV TO REMAIN, STA 35+0 I 451 i EXISTING BURIED 8" PLUG, APPROXIMATE STA 35+6o, TO BE REMOVED PROPOSED 8NO' REDUCER 470 CON ACTOR SHALL CLOSE EXISTING 8"GV(TO R MAIN)ATSTA STA.35+64 470 +o REMOVE EXISTING BURIED 8" PLUG ATAPP OXIMATESTA 35+6o, AN) DIP W/L& CONNECT INTO EXIS PGV AT STA TF rING 8" DIP W/LWITH ESECTION OF W/L BEI NEWS"CL. Sa WEEN THE EX. 8"xa' TEE 35.62. (TO REMAIN) AT STA 5+o6 TO THE END OF T HE PROPOSED W/L AT TH PH ASSEMBLY SHALL BE TESTED. IN THE EV ENT THAT THE EXISTING GRADE(TYP.) EX. W/L E ETWEEN THE EX. 8"x8' TEE (TO REMAIN) AT S rA.35+o6 AND THE PROP SED WATERLINE CONNECTION DOES NOT N EET MINIMUM ACSA STANDARDS, 465 RE THEN THIS INSTALLED INACCORDANCE 4't OF EXISTING 8" DIP WITHMIN.ACS W/L SHALL BE STANDARDS. 465 PROPOSED 8" GV, STA35+62 460 I 460 It o O O0 00 tD .t N m O1 rn n cri M v1 It n tD a1 O Vl NM 0 OH 00 00 W 00 ri 0r1 00 ri tD 00 W M 00 I It It It It 34+00 34+50 35+00 35+50 36+oo 36+50 37+00 37+50 SUNSET DRIVE PROFILE Albemarle County COUNTY OF ALBEMARLE Public Road Acceptance Procedure Department of Community Development Construction Record Drawings (As -built) for Streets The following is a list of information required on as -built road drawings. It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with the road construction must be shown. The items include but are not limited to the following: g 1. Horizontal Alignment - Show and label measurement points, and an interpreted line between >� P rP measurements. Show the as -built centerline over the design centerline. Distinguish between the design and as -built by labels and line type. Measurements shall be at frequent enough intervals to accurately portray the as -built centerline, and the position of the roadway within the right-of-way or easement. Any portions outside the right-of-way or easement must be corrected by plat or construction. 2. Vertical Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between them by labels and line type. Write the constructed vertical elevations and compare to the design elevations where necessary. Measurements shall be at frequent enough intervals to accurately portray the as - built centerline. For alignments which deviate significantly from the design, provide curvature and sight -distances. Corrections may be required for alterations from the design alignment. 3. Edge of Pavement - Display the constructed edges of pavement and width measurements at every station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges over the design edges for comparison. Show and label constructed edge of pavement radii for all intersections and cul-de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included. 4. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure, culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. Computations: For slopes flatter than design, or inverts shallower than design, provide computations verifying design standards. 5. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of flow, and linings. 6. Drainage Easements - Show all platted easements with dead book references labeled Drainage must be within platted right-of-way or drainage easements. Provide copies of recorded documents. 7. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and applied end treatments, compared to design. 8. Right of way and associated easements - Label deed book and page numbers for all dedicated right-of-ways, sight easements, slope easements, etc., and provide copies of recorded documents. 9. Pavement Designs - Label the as -built pavement and base layers. Indicate the measured pavement thicknesses based on inspections or cores as referenced and included. Inspection reports are required for fill compaction, CBR's, and pavement applications. 10. Street Trees - Provide design and as -built locations and species. Compare to design. 11. Signs - Show all installed signs and pavement markings. Include any pedestals or other features. The processing and inspection of public roads is administered by VDOT. The County is not involved in this process until the road is ready for acceptance. When the road is ready for acceptance, provide the following items to the County. 1. Inspection Request and fee A form and fee are required for each project as indicated on plans or bonds, or as requested for board resolution if smaller phases or individual roads are recommended for acceptance. 2. As -built plan approved by VDOT, and copies of all recorded drainage easements, sight easements, and right-of-way plats. Plats should be copies of the actual recorded documents from the Clerk's office. An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. VDOT does not always follow this paperwork or policy, but for bond releases, especially where VDOT has not yet accepted the road, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of-way and easements. 3. Written documentation of acceptance from VDOT for the entire roadway or for completed items. eP Y P Formally, this is sent directly to the county on an AM-4.3 from VDOT, when VDOT requests that the Board of Supervisors pass a resolution of acceptance. After the resolution of acceptance is sent to VDOT, it is usually about six weeks before actual acceptance takes place, and VDOT issues a formal memo to the county with the road additions and new route numbers. This final notification is needed for bond release. For partial bond releases prior to this, some correspondence from VDOT for items inspected and approved is necessary. This is usually in the form of letters approving compaction reports, CBR's, pavement cores, pipe video, or other items where partial release is sought. A final punchlist inspection report from VDOT can be used for a partial bond release, but only if outstanding items are not too broad. If the punchlist is not official, and only a courtesy review, it carries much less weight. In any case, if there are problems meeting the eligibility or occupancy minimums, and it is not known how long improvements may sit, or need replacement, partial releases may not be possible. Even if a bond release is not requested, an inspection from the County is required for any County items, such as the street name signs, and any sidewalks or amenities that the County required but VDOT will not maintain. This final inspection by the County must be performed before the road can be recommended to the Board of Supervisors for a resolution of public acceptance. County bond releases (or partial releases) will be considered on public roads for all portions approved by VDOT. In addition to 1-3 above, the following items are required to be submitted for bond releases to be considered: 4. Signed and sealed letter from a professional engineer listing and certifying that completed improvements are built according to plan. Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord". Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and other field verifications should be cited and included. Tolerances should be noted. The items not built according to plan must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the letter. If there are outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more than a statement of opinion or assurance. Please demonstrate that the improvements and construction have been inspected, investigated and documented, and are certified in detail, and county staff will not be in the position of discovering discrepancies and deficiencies in the field. 5. Certificate of Completion This form must be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been approved by the County. This means the as - built plans have been approved by VDOT, and they have agreed to any discrepancies, which should be documented in acceptance correspondence or punchlists. J Um Z1n J Oa z NW W H H � z z z w w w f f � 0 0 0 > > > U U U LU LU LU a a a w W W co ca to ric rr rr w W W a a a U) w N > > > K � � o M O .\ rN N in O, N N 7 Lr J M Cy) N M 1 N O W () N N W > LU J J_ > LU LV 0 U 1 LU U) Ul LU LU Z L 1_ U) JW J Q 0 O O N Q 0. W J 1--1 LL O d JOB NO. 122071 SCALE AS SHOWN 3 U c Revised 7/26/2012 SHEET NO. 6 STR:450 VDOT STD. DI-31313 TP= INV IN: 474-49 INV IN: 473-59 _ INV OUT: 473-49 PROPOSED( DI WAT 10-YEAR GRADE PROFILE VERTICAL GRAPHIC SCALE ( IN FEET ) 1 inch - 5 ft. PROFILE HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 200 ( IN FEET ) 1 inch = 50 ft. 490 m n 0 490 o a0 Ln OF m rl O CT 485 0 N a N 485 14 ? 00 Z =o n > > It- Ln (L=1z') 48o 481.53 FO 452 STR:454 VDOT STD. DI--. FO 456 TP=481.40 FO 448 INV OUT: 476.57 TO 452 l.o' I" CL 5z 475 -RLINE 453 HYDRA LIC 15" CL. III RCP LINE, TIP. 19.3z LF @ 9.01% 470 451 470 15" CL. III RCP 32.96 LF Qa 0.73% 465 465 46o 46o 455 455 450 450 p6 w N cw 0 N CO 0+00 0+50 1+00 STR 454 - 450 STR:446 VDOT STD. MANHOLE STR:448 VDOT STD. MANHOLE STR:45o VDOT STD. DI-3BB (L=12') TP=479.8o TP=488.64 TP=481.53 STR:456 VDOT STD. DI-3CC (L=io') INV IN: 471.53 TO 448 INV IN: 472.29 TO 450 INV IN: 474-49 TO 452 TP=481.40 INV IN:471.00TOz INV OUT: 472.19T0446 INV IN: 473.59 TO 456 INV IN: 473.86 TO EX-i 485 INV IN: 475.25 TO zo INV OUT: 473 49 TO 448 INV OUT: 473.76 TO 450 485 INV OUT: 471-43 TO 444 WATER LATERALS TO STR:EX-i EXISTING VDOT STD. DI-36 PROPOSED GRADE (TYP. SEWER WIPASS TH ATMIN. TP=485.ORM 16 o.9 SEPAR TION OF 12" EX INV IN: 47472 STR:444 VDOT STD. MANHOLE EX INV OUT: 470.67 (TO BE REMOVED) INV OUT: TO (NEW) 48o TP=476.0o4 \\\q 474.62 456 INV IN: 467.53 TO 446 INV OUT: 458-53 TO 442 EXISTING DROP INLET TO BE REPLACED 24" CL. IN III RCPXx IN THE EVENT IT CAN NOT BE SALVAGED 15z.98 LF Qa o.78% WITH NEW CONNECTION. 475 4374 475 c (L=1o') 4S5 NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. z. CONTRACTOR SHALL PLACE FILL UNDER INLET(S) AT 95% COMPACTION& EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT zoo? ROAD & BRIDGE SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THE INLET(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8' O.C. COMPACTED 21A STONE BASE IS INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED INLET(S) BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE VDOT WITH FILL COMPACTION RESULTS PRIOR TO ROAD ACCEPTANCE. 3. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 4. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED 5. ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL-lAS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 6. ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST-1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 7. HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. SEE DETAIL ON THIS SHEET FOR HDPE PIPE BEDDING INFORMATION. 8. 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. 9. ALL DRAINAGE STRUCTURES WITH DROPS 4' OR GREATER SHALL HAVE A 3/4" STEEL PLATE INSTALLED IN THE BOTTOM OF THE MANHOLE. TRAIL CONNECTION PLAN SCALE 1"=30' 24" CL. III RCP 152.88 LF @a o.5o% 470 445 470 STR:442 VDOT STD. MANHOLE TP=46o.00 III RCP INV IN: 45232TO444 INV OUT: TO PW 3 63 L LF t7a 33. o.50% 465 4443z 440 465 46o I N 46o 455 455 3TR:440 VDOT STD. MANHOLE TP=445-15 INV IN: 438.68 TO 442 INV OUT: 430.68 TO 450 450 445 I I 445 44 XISTING GRADE (TYP.) 440 \ 440 24" CL. III RCP 51.25 LF t7a 11.000 435 435 430 J 430 "4 CONTRACTOR SHALL INSTALL A �" THICK STEEL PLATE AT THE / BOTTOM OF TF E STRUCTURE 425 24" CL. III RCP 425 4939 LF Qa 11.00% PROPOSED VDOT STD. EW-1 WITH VDOT STD. CL. III RIPRAP OUTFALL (DEPTI-14). SEE SHEET 4 FOR ADDITIONAL DETAILS. 420 NV. OUT=425.25 420 M t 1� O O7 N L0 H Ln 00 O It Ln Lll 01 m Ol 't LA w O w N O Ln 0) O n ci 0) Ln 00 0) LD I -I t LO O N M rl O O l!1 00 O Ln O LA O rl M Ln 00 M M M H t t 00 LO Ln M •i I� 1� m 00 M n t t n .t t6 'i 00 Ln 1. n 00 Ln t t 00 LO N H O0 ^ H 00 � N •i 00 00 N t 00 OD t 00 It t t t t It t t t t t t .t .t It .t t .t It It t t t .t t t t t 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 STR EXi - OUT PROFILE qO KBKAK b_0$-C�b 0 04 0:0`0-0-b y PROPOSED ENDA (pJ 1 ES3.E'S�MT!\d \ \ \ \ \ \ \ \_ MATCHLINE, \\\\ SEE SHEETS 3 & 4_-- s�MFOR4sTi dv �OObPLAIN OPEN SPACE &B =i \ \\ \\ \ \ \ \ \ \ \ \ b \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ b\ _ - PROPOSED TRAIL&.T. IILEASEMENLTTO.COKNECT /' 'r.�. �� .�.� '�. T--; ��.\ .3�y.... .. .�� \ \ 0- ' r �IJNSETDRIVETCYEXISTINy.TRAIL&TRAILEASEMENT. /. - - - -.- ��-� ./r ! T -� SfE SHEETS. & OR TRAICCONNECTION.. / . . . PRESERV,ED5TEEP �.\ - - - . . . . . ii-�i �\ -..i. 3 4� ./ .SLOPEB;TYP .�- �` --�\ .r� v! ter, .�. 'Y,z---.��-- -�� .\ . . . . . . . . . _� . \ \\�R3 PHAS \ y - yi. -�-- ��'. - ------.----- \dip \\ �. _�� �1r0� --- _ oe \ \ \ \ \ \ \\ \ \ \\ `r \.' . / . y. y .PROPOSED TRAIL . % 'i. ',�gp . . &'TRAILEASEM€ - \ \ \ \ \ \ \ \ \ l _-- - / i. i i'i / . . . . \ \ \ \ \\ \\ \\ \ \ \ ..... � l'.... ... .'.'.............'...... i.�. 1. . . . . . . . . . . . . . . . . . \. �.... DICK(ff SON ROAD i . \ R \ . \. �' y BRIARWOOD .1 \ \ \ � \ ` � \ \ \ � \ \ \ \ \ \ \ \ \\ \\ \ \ \ .. . \ . ..% .. .. . \\ \\ \ \\ \. r. . . SUBDIVISION, ------ \ ` \ \ \ \ \ \� \ \\\ \\\\\\\\\\\\\\\\\ )'. ./ ��. __ .PHAS'E'6 \// �. __ _ ., .EXISTfN6 TRAIC& j. �r .. TRAIL EASEMENT. . EXISTING TRAIL EASEMENT . . . . \ \ y ./ . �. \ . . . . . 'DB, 4674, PG. 748 . . . . . . . . . . . . \ . . . . . . . . . . . . . \. . \. . f i \ \ PPtOPERTY LIMITS, .i . . . . . \ . . . . . / . \ . . . . PROPERTYLIMITS,. \ \ \ TYP.. Lic. No. 035791,E 9/3/20 w4i 1 I z z z w w w i 0 0 0 > > > 0 0 0 Lu Lu Lu a a a w w w m m m a a a ' CC C� 0� o 0 0 Lu w w > > > � � � 00 m o re)O .\+ N � N en � � N N 7 Lu z Cy) M N ('M L N (3) N N w > Lu J J 07 Lu W. N0 zU w Lu H ul F Z Nw I..L U) J Nw 0 C) JQ 0 N u z Q a 0 a_ O � Lu J z Q O z u H J i--i 1 06 ''W J V/ 1-� Lu Lu 0 Oz O < I.MV W w J F L W 0- Ln JOB NO. 122071 SCALE AS SHOWN SHEET NO. 7 I L• JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, VARIES WATER SEWER 13 z d � oI C LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTH& WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM • SEE PART 3, PARAGRAPH ➢I SEPARATION OF WATER & SEWER SYSTEMS. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W-1 ACSA GENERAL WATER 8E SEWER CONDITIONS 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 ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. 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. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A 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. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11.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). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13.THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 14.THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15.ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 1/8 BEND PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND L H T L H T 90 2.50 2.50 3.01 0.24 45 2.00 225 2.60 0.15 2 00 2.25 2.50 0.15 22 1 /2 1.50 2.00 2.52 0.10 11 1 /4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8„ 45 2.66 2.66 2.77 0.26 22 1/2 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 2.16 2.67 0,13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.56 2.95 0.43 3.83 4.00 2.83 0.52 22 1/2 2.33 2.SB 2.86 0.24 11 1 /4 1.83 2.33 2.84 0.18Tirl PLACE 5' GALVANIZED "WITNESS "POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT I TO HIGHWAY DEPARTMENT APPROVAL. a FINISHED GRADE o� ADJUSTABLE VALVE BOX W/ LID II II z � E � N ----- � M.J. GATE VALVE WATER LINE IP 4 2500 P.S.I. CONCRETE 8 a 2'x 2' BEARING AREA. THRUST BLOCK ,d a. a. a d d a Q NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 L co 1• TYPE •x•- SOFT COPPER `t•d•x NOTE: no srEATEo mmNcs DUAL SERVICE SINGLE SERVICE NOTE. 1) sAoou=s sRau ME USED ON PVC PIPE_ ME I' COMPRESSION K 3/4• MALE PIPE CWPaNG OR APFR0IED EQUAL FOR USE ON ATTACHED SINGLE FAMILY RESIOENTAL SERNCES OR WAL RESIDENTIAL AND IRRIGATION SQtNGES 0 �2 R '• ^9NPRE5510N s 3/4• MALE PIPE COUPLING PPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENnA1 SERVICE WHERE AN IRflIGAlION METER IS NOT PROVIDED. TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A Top View 6" MINIMUM .NS I�NX.'111:7dIDI•.11I�➢dY�y1•II.RF:. 42" Minimum Certification of 958 compaction required d Galvanized Steel Beam, W12 x 14 (min. size) 3' min. penetration into undisturbed soil or as approved by the ACSA. a e MINIMUM e 4" MINIMUM d.a o \a V Side View d . v' d O d . a �d 45' a 1 11t= �I I I \1W TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B 3000 PSI CONC. BASE BENCH SLOPED TO FLOW o CHANNEL 1/4" 1' MIN 1p � � I - BRANCH 12" y + I I FLEXIBLE CONNECTION -/ NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL � BE CORED AND A FLEXIBLE oDJ CONNECTION "BOOT " INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S-I-B FRAME &COVER (SEE FIG. S-I-D,E) SLOPED AREA STREET SURFACE OR � NON -PAVED AREA 1'-0" MAX RUBBER COATED STEEL I STEPS CAST IN PLACE 3'-O' , MIN PRECAST REINFORCED CONCRETE SECTIONS 12-MIN "O" RING SEALS d 16" MAX MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" 4'-0" 5r FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE VARIES DEPTH OF FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF , CONTRIBUTING=-L-- SEWER. 1 a d • , 12 A FILLETED INVERT OR A SMOOTH - '•d TRANSITION OF FLOW BETWEEN INLET &OUTLET PIPE SHALL BE PROVIDED. MIN. 6" BEDDING NOTE W/ N0, 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED &GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N.T.S FIG. S-I-A FINISHED GRADE ITI=F f1=T11=1 =T1 T=1TI=7 FT=T1 T=1TI=7 fT= TRENCH REDUCER ---------------- < �2500 P.S.I. CONCRETE THRUST BLOCK i--' UNDISTURBED SOIL 9 8 19' MN PROFILE VIEW UNDISTURBED SOIL - EDGE 1a T --- OF TRENCH_ 24" MN. - - - - - - - - .°d REDUCER 8" MN a'. 2500 P.S.I. CONCRETE THRUST BLOCK ems. B"MN. - - - - - - - - - - ---a---__-- UNDISTURBED SOIL - EDGE OF TRENCH <° 24"MN. NOTES: PLAN VIEW NOT TO SCALE NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. 3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF TRENCH, OR AS APPROVED BY THE ACSA. 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE ACSA. • CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF ALL THRUST BLOCKS. NTS FIG. W-3D I COVER LIFT NOTCH 12 3/8" WATER CAST IRON LID NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NITS FIG. W-7 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 02' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT ) �Q 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF - MAIN LINE_ I SECTION SERVICE LATERAL IN UNE WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES - 'A LE THREADB WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270') 18 "-22" 7 CU. FALVE BOX T. /88 STONE 42"MIN 6" GATE VALVE B• x 6' TEE 2500 P.S.I. CONCRETE I BASE AND THRUST BLOCK AGAINST \\\v(II UNDISTURBED STABLE SOIL, STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 SCOTT/R. C'(LLINSIZ Lic. No. 035791,' A 9/3/204i Z Z Z Sw w w f f � O O O Z Z Z 0 0 0 O O O LU LU LU a cc a do on do do on do Q Q Q d CL Lu CL LU w w C L(n. fn to LU LU LU u 0� of 0� NISHED GRADE rry o I M ^ CD \ M T N � N 7 � AIR RELEASE VALVE 'a BRO BRASS OR BRONZE PIPE � VALVEE GATE UKAIN IO GKAUE IF POSSIBLE I. *rt l BRICK SUPPORTS OR SOLID CEMENT BLOCKS (Y5 CRUSHED STONE N TYPE "K" SOFT Z COPPER CORPORATION STOP 1 ` J N CD Q N NOTES: N Q 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON-TRAFFC AREAS, OR APPROVED EQUAL, Q O SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER > W LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. - w 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN IIIIIII� J ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. w z L AIR RELEASE VALVE (ARV) ® LU P-4 J NTS F FIG. W-9 O L 9 ' i LU, (n Q 7 = W } NOTE : 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE' TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 U � J LU Ul v) H O z LU O I L^.I./.I ll�^ � vJ .� LU�/ LL Jram• �' m V 0 C:) IN U w J H U ~ I LU O LU CC x 0- Ln JOB NO. 122071 SCALE AS SHOWN SHEET NO. 8 Design Year: 10 Project: Briarwood Phase 6 Job #: 122071 Prepared by: FGM, PE 0 JUNCTION LOSS INLET WATER �TH SURFACE ELEV. SCOTT R. LINSZ Li Lic. No. 035791,'� °p 9/3/20 o��sSIONAL E�Gl w z_ Z w N z U) U U Q o = c U o r N o z z z c ° g w w w O O O - (n UUy UUy 3 Q w z z yUy z O O a O U U O U ° m U J J J y ZLr�w� O CO CO m 3 zU Q Q a W V� Q w a w a w a o H LU 0 y > J (n (n to c LU Q �www o w a cc w w Q W � N O U W w 0 co c 0 00 00 N N M : n O M N N 7 c 0 U O ° 0 wna � m C'� M U N ° 7 3 /r \� N w ° a J N LL ` O 0) Q `o I N Q 0 r� > o LU � J L J_ z o \ / O C o zo w ® a H ° c J J L N L�(L 3 � Q c U o o =l LU U V � /'� ( i V l n S Y = Z o O 0 U) C ° 0 z LU 0 w w LJJ z z w � (/� /) N Z QL� < J ~ o T J m a o Q a O ® O U X t U W J ° r W W ° d In JOB NO. 122071 s N ° SCALE ` N/A 0 ° SHEET NO. a 9 ° s DRAINAGE DESCRIPTIONS STIR. PIPE INFORMATION INLET INFORMATION DIA. LENGTH' SLOPE INVERT INVERT Curb SLOT RIM COMMENTS NO. in. ft. % IN OUT MATERIAL INLET TYPE Type LENGTH ELEVATION EX-1 EX-DI-3B CG6 10 485.16 437 24 152.88 0.50% 474.62 473.86 RCP3 456 DI-3CC CG6 10 481.40 VDOTSTD. IS-1 REO'D 455 24 33.63 0.50% 473.76 473.59 RCP3 450 DI-3BB CG6 12 481.53 VDOTSTD. IS-1 REQ'D 449 24 152.98 0.78% 473.49 472.29 RCP3 448 MH-1 NIA - 488.64 VDOTSTD. IS-1 REO'D 447 24 91.93 0.72% 472.19 471.53 RCP3 446 MH-1 NIA - 479.80 VDOTSTD. IS-1 REO'D 445 24 86.12 4.53% 471.43 467.53 RCP3 444 MH-1 NIA - 476.00 VDOTSTD. IS-1 REO'D 443 24 56.49 11.00% 458.53 452.32 RCP3 442 MH-1 NIA - 460.00 VDOTSTD. IS-1 REl2'D 441 24 51.25 11.00% 444.32 438.68 RCP3 440 MH-1 NIA - 445.15 VDOTSTD. IS-1 REO'D 439 24 49.39 11.00% 430.68 425.25 RCP3 454 DI-3C CG6 10 481.40 VDOTSTD. IS-1 REO'D 453 15 19.32 9.01% 476.57 474.83 RCP3 452 DI-3B CG6 8 481.51 VDOTSTD. IS-1 REQ'D 451 15 32.96 0.73% 474.73 474.49 RCP3 18 Yard Inlet NIA 12" 484.75 17 8 70.85 0.50% 482.75 482.40 HDPE 16 Yard Inlet NIA 12" 484.75 15 8 90.54 1.00% 482.40 481.49 HDPE 14 Yard Inlet NIA 12" 482.75 13 12 57.66 0.50% 481.49 481.20 HDPE 12 Yard Inlet NIA 12" 482.75 11 12 79.29 0.50% 481.20 480.81 HDPE 10 Yard Inlet NIA 12" 482.75 9 12 58.61 1.00% 480.81 480.22 HDPE 8 Yard Inlet NIA 12" 481.75 7 12 64.97 5.34% 480.22 476.75 HDPE 6 Yard Inlet NIA 12" 478.25 5 12 42.02 1.19% 476.75 476.25 HDPE 4 Yard Inlet NIA 12" 478.00 3 12 25.44 0.98% 476.25 476.00 HDPE 2 Yard Inlet NIA 12" 479.95 1 12 16.93 4.43% 476.00 475.25 HDPE 30 Yard Inlet NIA 12" 479.00 29 8 49.45 4.55% 477.00 474.75 HDPE 28 Yard Inlet NIA 12" 476.75 27 8 114.58 1.00% 474.75 473.60 HDPE 26 Yard Inlet NIA 12" 476.75 25 8 73.49 1.02% 473.60 472.85 HDPE 24 Yard Inlet NIA 12" 477.75 23 8 78.60 1.02% 472.85 472.05 HDPE 22 Yard Inlet NIA 12" 477.75 21 8 31.42 1.11% 472.05 471.70 HDPE 20 Yard Inlet NIA 12" 477.75 19 8 67.67 1.03% 471.70 471.00 HDPE PIPE DESIGN PIPE DESIGN Pipe Hydrology Pipe in V1 2 W N C a m E � 0l ° E ¢ O O W v � o .� E x < < J c N ❑ W > IL K Pipe run: EX-1 -OUT EX-1 456 4.79 0.52 2.49 2.49 11.00 5.18 12.89 12.89 474.62 473.86 152.88 0.013 0.0050 24.00 16.00 5.66 0.45 456 450 0.40 0.45 0.18 2.67 11.45 5.10 0.92 13.61 473.76 473.59 33.63 0.013 0.0050 24.00 16.00 5.70 0.10 450 448 0.55 0.45 0.25 3.23 11.55 5.08 1.26 16.42 473.49 472.29 152.98 0.013 0.0078 24.00 19.98 7.10 0.36 448 446 0.00 0.40 0.00 3.23 11.91 5.02 0.00 16.42 472.19 471.53 91.93 0.013 0.0072 24.00 19.20 6.86 0.22 446 444 0.00 0.40 0.00 3.83 12.13 4.98 0.00 19.04 471.43 467.53 86.12 0.013 0.0453 24.00 48.15 14.32 0.10 444 442 0.00 0.40 0.00 3.83 12.23 4.96 0.00 19.04 458.53 452.32 56.49 0.013 0.1100 24.00 75.03 19.83 0.05 442 440 0.00 0.40 0.00 3.83 12.28 4.95 0.00 19.04 444.32 438.68 51.25 0.013 0.1100 24.00 75.03 19.83 0.04 440 OUT 0.00 0.40 0.00 3.83 12.32 4.95 0.00 19.04 430.68 425.25 49.39 0.013 0.1100 24.00 75.03 19.83 0.04 Pipe run: 454-450 454 452 0.41 0.45 0.18 0.18 5.00 6.67 1.23 1.23 476.57 474.83 19.32 0.013 0.0901 15.00 19.39 6.81 0.04 452 450 0.29 0.45 0.13 0.32 5.04 6.65 0.87 2.10 474.73 474.49 32.96 0.013 0.0073 15.00 5.52 4.16 0.13 Pipe run: Yard Drain 18- 446 18 16 0.14 0.40 0.06 0.06 5.00 6.67 0.37 0.37 482.75 482.40 70.85 0.010 0.0050 8.00 0.93 2.50 0.47 16 14 0.28 0.40 0.11 0.17 5.47 6.52 0.73 1.09 482.40 481.49 90.54 0.010 0.0100 8.00 1.31 4.19 0.36 14 12 0.13 0.40 0.05 0.22 5.83 6.40 0.33 1.41 481.49 481.20 57.66 0.010 0.0050 12.00 2.73 3.47 0.26 12 10 0.07 0.40 0.03 0.25 6.11 6.32 0.18 1.57 481.20 480.81 79.29 0.010 0.0050 12.00 2.73 3.59 0.37 10 8 0.13 0.40 0.05 0.30 6.48 6.21 0.32 1.86 480.81 480.22 58.61 0.010 0.0100 12.00 3.86 4.83 0.20 8 6 0.03 0.40 0.01 0.31 6.68 6.16 0.07 1.92 480.22 476.75 64.97 0.010 0.0534 12.00 8.92 8.97 0.12 6 4 0.06 0.40 0.02 0.34 6.80 6.12 0.15 2.06 476.75 476.25 42.02 0.010 0.0119 12.00 4.21 5.31 0.13 4 2 0.03 0.40 0.01 0.35 6.93 6.08 0.07 2.12 476.25 476.00 25.44 0.010 0.0098 12.00 3.82 4.98 0.09 2 446 0.01 0.40 0.00 0.35 7.02 6.06 0.02 2.13 476.00 475.25 16.93 0.010 0.0443 12.00 8.12 8.59 0.03 Pipe run: Yard Drain 30-446 30 28 0.33 0.40 0.13 0.13 8.00 5.81 0.77 0.77 477.00 474.75 49.45 0.010 0.0455 8.00 2.79 6.74 0.12 28 26 0.10 0.40 0.04 0.17 8.12 5.78 0.23 0.99 474.75 473.60 114.58 0.010 0.0100 8.00 1.31 4.12 0.46 26 24 0.08 0.40 0.03 0.20 8.59 5.68 0.18 1.16 473.60 472.85 73.49 0.010 0.0102 8.00 1.32 4.27 0.29 24 22 0.04 0.40 0.02 0.22 8.87 5.61 0.09 1.23 472.85 472.05 78.60 0.010 0.0102 8.00 1.32 4.30 0.30 22 20 0.03 0.40 0.01 0.23 9.18 5.54 0.07 1.29 472.05 471.70 31.42 0.010 0.0111 8.00 1.38 4.49 0.12 20 446 0.02 0.40 0.01 0.24 9.29 5.52 0.04 1.32 471.70 471.00 67.67 0.010 0.0103 8.00 1.33 4.34 0.26 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannin s Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet m n N L � C O O Q O N Q N Ur W Q E N c d d K � d E c Z m d d � F � L° 5 m 5 rn x � � 4 E c U � ❑ � Ol O) V1 3 10 ❑ ¢ a - o x 3 3 3 d d - EL > � a ti U ❑` o ai � u, � � w � � m � � ui o o ° � 450 3BB 12.0 0.55 0.60 0.330 1.32 0.00 1.32 0.014 0.020 2.0 0.083 4.1500 6.95 0.76 3.5120 0.1463 0.1312 8.01 1.50 1.00 1.32 0.00 452 3B 8.0 0.29 0.60 0.174 0.70 0.00 0.70 0.014 0.020 2.0 0.083 4.1500 5.47 0.87 3.5120 0.1463 0.1473 5.71 1.40 1.00 0.70 0.00 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) Mannin s Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet 3 � ° w � N L O _ x C O O � N � C n N N u B 3 _ ar rn 4 c 3 m 3 �_ � ❑ � C C � � �p d N Yl « � "C N � X 'j > Y � t Q � x n Q � y = D 16 �. E EL J > J Q U U o 0 o m (n > m rn � W N rn rn J W o 450 3BB 12.0 0.55 0.60 0.330 2.15 0.00 2.15 0.014 0.020 2.0 0.083 4.1500 8.34 0.66 3.5120 0.1463 0.1166 10.54 1.14 1.00 2.15 0.00 452 3B 8.0 0.29 0.60 0.174 1.13 0.00 1.13 0.014 0.020 2.0 0.083 4.1500 6.56 0.79 3.5120 0.1463 0.1356 7.36 1.09 1.00 1.13 0.00 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannin s Coefficient, n is 0.013 Inlet Hydrology ter Curb and GutME Inlet x 3 .. � d �u LJ 0 ° 3L^ 6 OI N Q a � 3 � ry N � � y 'O m N � ry O � c O N � � C t � ° o to E 5 m U d C7 in � 3.1 m w a > � ¢ U C'J ai H left 0.13 0.60 0.078 0.31 0.00 0.31 0.001 0.020 2.0 0.0833 4.1650 6.64 0.78 right 0.28 0.60 0.168 0.67 0.00 0.67 0.001 0.020 2.0 0.0833 4.1650 8.85 0.65 454 3C 10.0 combined flow 1.0 0.10 0.217 4.98 left 0.32 0.60 0.192 0.77 0.00 0.77 0.001 0.020 2.0 0.0833 4.1650 9.30 0.63 right 0.08 0.60 0.048 0.19 0.00 0.19 0.001 0.020 2.0 0.0833 4.1650 5.53 0.86 456 3CC 10.0 combined flow 1.0 0.10 0.214 4.90 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannin s Coefficient, n is 0.013 Inlet Hydrology Curb and Gu