HomeMy WebLinkAboutSUB202000173 Plan - Revision Road Plan and Comps. 2020-12-07GENERAL NOTES
OWNER:
STANLEY MARTIN COMPANIES LLC
11710 PLAZA AMERICA DRIVE, SUITE 1100
RESTON, VA 20190
DEVELOPER:
STANLEY MARTIN HOMES
404 PEOPLE PLACE, SUITE 303
CHARLOTTESVILLE, VA 22911
ENGINEER:
COLLINS ENGINEERING
200 GARRETT ST, SUITE K
CHARLOTTESVILLE, VA 22902
(434)293-3719
TAX MAP NO.:
090000-00-00-03100 (DB 5237, PG.405)
1960 AVON STREET EXTENDED
CHARLOTTESVILLE, VA 22902
TOTAL AREA:
5.262 ACRES
ZONING:
PRD PLANNED RESIDENTIAL DEVELOPMENT
(ZMA 2012-0004 & ZMA2014-6)
A VARIATION IS BEING REQUESTED WITH THIS INITIAL SITE PLAN AND PRELIMINARY
SUBDIVISION PLA T
PROPOSED USE:
RESIDENTIAL DEVELOPMENT - TOTAL 30 RESIDENTIAL LOTS
28 SINGLE FA MIL Y A TTACHED RESIDENTIAL UNI IS (TH UNI IS)
2 EXISTING SINGLE FAMILY DETACHED RESIDENTIAL UNIT
DENSITY.•
ALLOWABLE DENSITY PER ZMA APPLICATION PLAN: 6 DU/AC
TOTAL ALLOWABLE NUMBER OF LOTS: 30 TOTAL LOTS
TOTAL NUMBER OF PROPOSED UNITS: 30 RESIDENTIAL LOTS
PROPOSED VARIATIONS:
A VARIATION TO THE APPROVED APPLICATION PLAN IS BEING SOUGHT WITH A WAIVER
REQUEST THAT SHALL ACCOMPANY THE REVIEW AND APPROVAL OF THIS INITIAL SITE PLAN
AND PRELIMINARY SUBDIVISION PLAT. THE WAIVER SHALL INCLUDE A MODIFICATION TO THE
LAYOUT FROM THE ORIGINAL APPLICATION PLAN, A MODIFICATION TO THE ROADWAY
NETWORK (BUT WILL KEEP THE SAME ROADWAY CONNECTIONS), A MODIFICATION TO
THE SETBACKS (BASED ON THE ROADWAY CHANGES), AND A MODIFICATION TO THE TIMING
OF THE INSTALLA TION OF THE LANDSCAPING BUFFER AREAS AND SCRIM FENCE.
OPEN SPACE.•
TOTAL OPEN SPACE PROPOSED = 1.328 AC (25.27.)
OPEN SPACE A: 6,850 SF
OPEN SPACE B: 50,999 SF
TOTAL OPEN SPACE REQUIRED (257) = 1.316 ACRES
OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIATION. 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.
BUILDING HEIGHTS:
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 30 FEET
RECREATIONAL AMENITIES: PER PROFFER #8, THE OWNER SHALL PROVIDE AND INSTALL A 40'x5O' FENCED DOG
PARK WITH (2) SMALL BENCHES AND (2) ADDITIONAL PLAY STRUCTURES FOR OLDER
CHILDREN IN THE EXISTING TOT LOT AREA ON TMP090FO-00-00-OOA1, OWNED BY THE
AVON PARK COMMUNITY ASSOCIATION.
SETBACKS:
FRONT 10' MINIMUM 18' MINIMUM FROM R W OR EDGE OF SIDEWALK TO GARAGE
SIDE: NONE - MIN. 10' BUILDING SEPARATION
REAR: 10' MINIMUM LOTS 1-4 & 13-28
( )
5' MINIMUM (LOTS 5-12)
SUBDIVISION STREETS:
CURB & GUTTER
WATERSHED:
RIVANNA RIVER DRAINAGE DISTRICT - NOTE: THIS SITE IS NOT LOCATED WITHIN A PUBLIC
WATER SUPPLY RESERVOIR WATERSHED.
AGRICULTURAL/ FORESTAL DISTRICT.- NONE
TOPO & SURVEY:
THE BOUNDARY LINE AND PARCEL INFORMATION WAS PROVIDED BY ROUDABUSH, GALE AND
ASSOCIATES MAY 2018. THE TOPOGRAPHY INFORMATION IS BASED ON FIELD SURVEY
COLLECTED IN MAY 2010. THE PROPERTY IS CURRENTLY BE SURVEYED FOR UPDATED
TOPOGRAPHY FOR THE FINAL SITE PLAN. INFORMATION FIELD VERIFIED BY COLLINS
ENGINEERING MARCH 2O20.
DA TUM:
NAD 83
EXISTING VEGETATION:
PARTIALLY WOODED WITH (2) RESIDENCES ON THE PROPERTY AND EXISTING
GRAVEL DRI VEWA YS.
LIGHTING:
NO STREET LIGHTING IS PROPOSED WITH THE DEVELOPMENT.
PARKING:
PARKING REQUIRED: 2 SPACES PER UNIT + (1 SPACE PER 4 SFA UNITS)
28 SFA UNITS + 2 SFD UNITS = 60 OFF-STREET PARKING SPACES
7 ON-STREET/SURFACE PARKING SPACES
TOTAL PARKING SPACES REQUIRED: 67 SPACES
PARKING SPACES PROVIDED (MINIMUM (1) DRIVEWAY SPACE + (1) GARAGE SPACE):
OFF-STREET PARKING SPACES: (2) SPACES PER LOT = 60 SPACES
ON-STREET/SURFACE PARKING SPACES PROVIDED FOR GUEST PARKING = 21 SPACES
TOTAL PARKING SPACES PROVIDED: 81 TOTAL PARKING SPACES
PHASING:
THIS PROPERTY SHALL BE DEVELOPED WITHIN 1 PHASE.
BUILDING SITES:
PARCELS 1-30 EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS
OF SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
BURIAL SITES:
NO KNOWN CEMETERIES EXISTS ON THE PROPERTY.
STREAM BUFFERS:
THERE ARE NO WPO 100' STREAM BUFFERS ON THIS PROPERTY. ANY STREAM BUFFER
SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION
ORDINANCE.
WETLANDS/STREAMS.-
THERE ARE NO WETLANDS OR STREAMS LOCATED ON THE PROPERTY.
FLOODPLAIN:
THE PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X AS SHOWN ON THE FLOOD
INSURANCE RATE MAP COMMUNITY PANEL NO: 51003C0407D, DATED FEBRUAR Y 4, 2005.
CRITICAL SLOPES:
THERE ARE PRESERVED SLOPES ON THE PROPERTY. MANAGED SLOPES ARE SHOWN ON
THE PROPERTY BASED ON THE ALBEMARLE COUNTY GIs MAPPING FOR THIS PARCEL.
THESE MANAGED SLOPES ARE SHOWN ON SHEET 2 AND SHEET 4 AND SHALL BE MANAGED
IN ACCORDANCE WITH THE ALBEMARLE COUNTY ZONING REQUIREMENTS.
RETAINING WALLS:
NO RETAINING WALLS ARE PROPOSED WITH THE DEVELOPMENT.
LANDSCAPING:
STREET TREES ARE PROPOSED ALONG THE NEIGHBORHOOD STREETS IN ACCORDANCE WITH
ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS WITHIN SECTION 32.7.9 OF THE COUNTY
CODE.
IN ADDITIONAL, LANDSCAPING BUFFERS SHALL BE PROVIDED ALONG THE BOUNDARY OF THE
PROPERTY IN ACCORDANCE WITH THE APPROVED APPLICATION PLAN AND PROFFERS. SEE
THIS SHEET AND SHEET 3 FOR ADDITIONAL INFORMATION ON THE REQUIRED AND PROPOSED
LANDSCAPING BUFFERS. ALL LANDSCAPING BUFFER AREAS SHALL BE INSTALLED PRIOR TO
THE FIRST CERTIFICATE OF OCCUPANCY.
TRASH:
EACH LOT SHALL HAVE AN INDIVIDUAL TRASH CONTAINER TO BE STORED WITHIN THE
GARAGE.
STORMWA TER MANAGEMENT- ONE UNDERGROUND DETENTION FACILITY AND A DETENTION POND ARE PROPOSED WITH
THE DEVELOPMENT TO ACCOMMODATE THE WATER QUANTITY REQUIREMENT FOR THE
PROJECT. WATER QUALITY SHALL ACCOMPLISHED WITH THE PURCHASE OF NUTRIENT
CREDI IS.
AVON PARK II DEVELOPMENT
ROAD PLAN
SUB2020000173
SCOTTSVILLE DISTRICT - ALBEMARLE COUNTY, VIRGINIA
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DB 4184 PG 210 CARDENA
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TMP 90-30
N/F GARY D BROOKS JR
DB 4858 PG 406
GRAPHIC SCA
50 0 25 50 200
( IN FEET )
1 inch - 50 ft.
IMPERVIOUS AREAS: THE TOTAL OVERALL SITE IMPERVIOUS AREA CAN NOT EXCEED 377.,
PER THE APPROVED ZMA APPLICATION PLAN:
ROADS 0.63 AC (PAVED CIRCULATION PARKING AREA = 27,380 SF)
SIDEWALKS: 0.11 AC
BUILDINGS/DRI VEWA YS 1.12 AC
TOTAL: 1.86 AC (35.39' IMPERVIOUS AREA)
PROPOSED USES: L 0 TS` 127,162 SF (2.919 AC)
ROADS (R/W & PRIVATE ACCESS ESMT): 44,200 SF (1.015 AC)
OPEN SPACE: 57,849 SF (1.328 AC)
OFFS/ TE EASEMEN T.• ALL PROPOSED GRADING SHALL BE CONSTRUCTED ON SITE OR WITHIN
EXISTING RIGHT-OF-WAY. THERE ARE ALSO EXISTING OFFSITE
EASEMENTS FOR THE ROADWAY AND UTILITY CONNECTIONS TO THE
AVON PARK DEVELOPMENT.
NOTES:
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FOREST DISTRICT.
2) ONLY (1) DWELLING PER LOT SHALL BE PERMITTED.
3) ALL PROPOSED EASEMENTS SHALL BE DEDICATED TO PUBLIC USE.
4) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREETS 40' O.C. IN ACCORDANCE WITH
VDOT AND ALBEMARLE COUNTY STANDARDS.
5) THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE.
LEGEND
TMP 90-30A L-
N/F GARY D OR MYRTLE T BROOKS
DB 1191 PG 396
EDGE OF PAVEMENT
CURB
PROPOSED ASPHALT PAVEMENT
EXISTING VEGETA TI VE/LANDSCAPE BUFFER
GREEN WAY BUFFER
PROPOSED EASEMENT
Q
DROP INLET & STRUCTURE NO.
DRAINAGE PIPE
BENCH MARK
VDOT STANDARD STOP SIGN
PROPOSED HANDICAP PARKING SPACE
«
PROPOSED ASPHALT STRIPING
EXISTING CONTOUR
200
PROPOSED CONTOUR
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DB 982 PG 365
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DB 1191 PG 396
506.71 TC
506.21 EP
PROPOSED SPOT ELEVATION
TBC DENOTES TOP/BACK OF CURB
TAB DENOTES TOP OF BOX
506.71 Tw
506.21 ew
PROPOSED SPOT ELEVATION
TW DENOTES TOP OF WALL
BW DENOTES BOTTOM OF WALL
PRESERVED STEEP SLOPES
MANAGED STEEP SLOPES
PEDESTRIAN AND VEHICLE ACCESS
PROPOSED CONCRETE
PROPOSED & EXISTING GUARDRAIL
PROPOSED FENCE
O O O
OO 100 YR. FLOODPLAIN
VICINITY MAP
SCALE: 1" = 2000'
a
0
LOT 3
0.83 ACRES
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Sheet List Table
Sheet Number
Sheet Title
1
COVER SHEET
EXISTING CONDITIONS
LAYOUT PLAN
2
3
4
UTILITY PLAN
5
GRADING AND DRAINAGE PLAN
6
NOTES AND DETAILS
6A
NOTES AND DETAILS
7
NOTES AND DETAILS
8
ROAD & WATERLINE PROFILES
9
ROAD PROFILES
10
SANITARY SEWER PROFILES
11
STORM SEWER PROFILES
12
STORM SEWER PROFILES
13
DRAINAGE MAP AND CALCULATIONS
14
DRAINAGE CALCULATIONS
15
SIGHT DISTANCE PROFILES
16
LANDSCAPING PLAN
17 TOTAL NUMBER OF SHEETS
4TR1,SCL 1INS7�
L> Lic. No. 035791,E
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SHEET NO.
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LOT AREA TABULATION
LOT NUMBER
LOTAREA (SF)
BUILDABLE AREA (SF)
1
2448
1405
2
1151
911
3
1152
912
4
2169
1427
5
2007
1303
6
1566
1237
7
1568
1237
8
2050
1338
9
1971
1273
10
1541
1211
11
1535
1205
12
1994
1292
13
2509
1713
14
1226
986
15
1226
986
16
2414
1659
17
2301
1567
18
1681
1351
19
1681
1351
20
1222
982
21
1679
1350
22
2297
1560
23
2141
1408
24
1549
1219
25
1130
889
26
1559
1225
27
1559
1229
28
2134
1427
NOTE:
1. ALL WATERLINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE
STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE
BUILDING DEPARTMENT.
2. WHERE THE FLOOD LEVEL RIIMS OF PLUMBING FIXTURES ARE BELOW THE
ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN
THE PUBLIC SEWER, THE FIXTURE SHALL BE PROTECTED BY A BACI<WATER
VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE BUILDING DRAIN,
OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES
HAVING FLOOD LEVEL RIMS
ABOVE THE ELEVATION OF THE MANHOLE
COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT
DISCHARGE THROUGH A BACI<WATER VALVE.
NOTE: ALL LANDSCAPING EASEMENTS, BUFFERS, AND SCR ENING
SHALL BE PLANTED IN ACCORDANCE WITH THE APPROV D PROFFERS
LANDSCAPING SHALL BE INSTALLED PRIOR TO THE FIRS CE IFICAT
OF OCCUPANCY FOR ANY PROPOSED UNITS WIT IN T E
DEVELOPMENT AS DETAILED IN PROFFER �.
PROPOSED 2o' DRAINAGE AND
LANDSCAPING EASEMENT
(LANDSCAPED BUFFER AREA)
DB.__PG.
AREA OF PROPOSED ONSITE
LANDSCAPE BUFFER
w�
CO
NOTE. SCRIM FENCING TO BE INSTALLED IMMEDIATELY FOLLOWING
GRADING IN THE LOCATION WHERE THE SCRIM FENCE IS TO BE PROPOSED zo' LANDSCAPING EASEMENT- NATURAL
LANDSCAPED AREA OR REPLANTING/NEW
LOCATED. LANDSCAPED BUFFER FOR ANY DISTURBED AREAS
/T
= DB. PG.
r
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j
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NOTE: IF TREES RE LOCATED WITHIN 5' OR LESS OF THE PROPERTY EASEMENT I EXISTING 8' EASEMENT
DB. 3291 PG. 607 E P - E DB. 3z9i PG. 607
LINES ADJACEN TO TI/IPgoF-A2, TIVIPgoF�42, TMPg�=F=43;aR I � /I
TMPgoF-F-44, T E DEV)=LOPER SHALL REMOVE THE TREES ON THE XI5TING 32'
ADJACENT PRO ERTIES THE REMOVAL OF 5 WILL BE TMP 90E-7
SUBJECT TO TH EXISTING PROPERTY OW ER'S WRI N APPROVAL. `' I F/C - F/C TMP 90E-9
o er � d o TMP 90E-8
N/F IAN FARIS
ACSA PROPOSED 1 r� y I o 00 I 0' CONNOR LIVING DB 4163 PG 261
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WATER SCRIM FENCE o ,� ri h N „ I TRUST
LANDSCAPING WITHIN i ' r~ n
SC G 5 FENCE � o d C �' DB 5116 PG 289 TARA L DE
LANDSCAPE BUFFER THAT TANK ry d w �, I u U I CARDENAS
ALONG Z
ABUTS ACSA WATER TANK TMP F-A2 PROPERTY q �h I DB 4060 PG 77
PROPERTY SHALL HAVE \ H- v1
NIF ALBEMARLE COUNTY LINE 2 o vi I PROPOSED io' PROPOSED SCRIM FENCE
SIMILAR LANDSCAPING TO SERVICE AUTHORITY q I LANDSCAPING FENCE ALONG PROPERTY LINE
WHAT WAS PLANTED WITH DB 3571 PG 272 a I� I 2 ADJACENT TO TMP of -A
zo' GRADING
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MILLING AND OVERLAY
FOR IMPROVED
— — — ASPHALT DRIVEWAY
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EMERGENCYACCESS \ DRIVEWAY
EASEMENT �� ACCESS FOR (2) LOTS
DB. PG.
CONCRETE
LOT 30 d
37,445SF---
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ASPHALT -
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DB 11191 PO 396
0
PLANTED
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-
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(TYP.) 7�334 �---------------------------
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-------------
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DB.--PG. --- —
TMP 90-30
N/F GARY D BROOKS JR
DB 4858 PG 406
PROPOSED io' LANDSCAPING
PROPOSED DOUBLE -SIDED EASEMENT (LANDSCAPED
VERTICAL FENCING (BOARD BUFFER AREA)
ON BOARD) PRIVACY FENCE DB. G.
i
NOTE: ALL STREETS WITHIN THE DEVELOPMENT SHALL BE MARKED
WITH NO PARKING SIGNS ON BOTH SIDES OF THE ROADWAY.
PROPOSED 3 BOARD FARM
FENCE ALONG PROPERTY LINE
NOTE: (*) DENOTES THE LOCATI N OF THE AFFORDABLE UNIT
WITHIN THE DEVELOPMENT. PER PROFFER #1, THERE SHALL BE (6)
AFFORDABLE HOUSING UNITS WITHIN THE DEVELOPMENT.
TMP 90-30A
N/F GARY D OR MYRTLE T BROOKS
DB 1191 PG 396
30 0 10 GRAPHIC SCALE 30 60
( IN FEET )
1 inch - 30 ft.
THP 90-30R
N11F JOIN'/ A OR RUBY T BROOKS
RR 1191 PO 396
120
.In op
NIP',
SCOTT R. LLINS77'
Lic. No. 035791
1�0Als��IOIVAL
12/3/20 ' 1SA �
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DB 3692 PG 319
DRAIN SYSTEMS THAT WILL COLLECT THE
RUN-OFF AND CHANNEL IT FROM THE ROOFS
ROPOSED 8 SANITARY SEWER (TYP.)
PF
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METER BOXES
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DB 4858 PG 406
PROPOSED 12" DI J
WATERLINE EXTENSION
WITHIN THE PUBLIC R/W
TO THE PROPERTY LIME --
NOTE: ALL PUBLIC WATER AND SEWER
FACILITIES SHALL BE DEDICATED TO
THE ALBERMARLE COUNTY SERVICE
AUTHORITY
G.V.
(2) 6" G.V.
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PROPOSED 20'
PUBLIC UTILITY
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DB 1191 PG 396
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DB.__PG. / 0 S
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DB. PG. DRAINAGE ESMT / / I
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I I \ \N/F GARY D BROOKS JR / DRAINAGE ESMTTMP 90-30B
I Ix EASEMENT I I I I I - 11FI TOHN A OR RUBY T BROOKS
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I I I NOTE: ALL PUBLIC WATERLINE \N/F GARY D OR )MYRhE BROOKS I GRAPAIC /SCA�E
\ NOTE: ALL PUBLIC WATER AND SEWER / DB 11 1 PG 396� I I I /
I I I / EASEMENTS SHALL BE PLATTED PRIOR / /9 � � I I I I � I I I 30 � o / 0 30 / so / 120
FACILITIES SHALL BE DEDICATED TO / / TO FINAL SITE PLAN APPROVAL \ / / / \ I I I I I I I I / I I
-THE ALBERMARLE COUNTY SERVICE / / J / I /
I I \ AUTHORITY / -
IN �1;'1;'T ) � I /
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GENERAL CONSTRUCTION NOTES FOR STREETS
1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. 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 IS
NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL.
3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY
THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE.
4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF
CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR
DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT
TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET.
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C).
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1.
7. COMPLIANCE WITH THE MINIMUM PA VEMEN T WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, As SHOWN ON THE TYPICAL PA VEMEN T SECTION DETAIL,
SHALL BE STRICTLY ADHERED TO.
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE
PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID.
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE
ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL.
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN IN THE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS.
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.
12. VDOT STANDARD CD-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.
13. 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 CAMERA INSPECTION PROCEDURE AND WITH A VDOT
OR COUNTY INSPECTOR PRESENT.
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 CONSTRUCTION METHODS OF THIS PROJECT.
2. 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 SATISFACTION OF THE ENGINEER.
J. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE EASEMENT. OTHER TREES AND VEGETATION WHICH
OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED.
4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCTION OF THE SUBGRADE.
DRAINA GE:
1. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ONE (1) FOOT.
2. STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE FIELD CONDITIONS INDICATE.
J. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES
AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS.
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A
POINT DEEMED AS NATURAL WATER COURSE.
PA VEMEN T.-
1. AN ACTUAL COPY OF THE CBR REPORT /S TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE A GGREGA TE BASE MA TER/A L. /F THE SSV VALUES
ARE LESS THAN 10, THE DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION.
2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS PLACED.
J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADATION FOR TYPE /, //, OR /// PRIOR TO
PLACING AGGREGATE BASE.
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 SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL REQUIREMENT
WILL APPL Y.
TYPICAL ROAD SECTIONS
NTS
NOTES:
1. SEE PAVEMENT DESIGN CHART ON THIS SHEET FOR ROADWAY DEPTH REQUIREMENTS.
2. STREET WIDTHS SHALL BE IN ACCORDANCE WITH ALBEMARLE COUNTY AND FIRE AND RESCUE STANDARDS & WILL PROVIDE ADEQUATE WIDTHS.
EXISI.
EXIST. GRL
__ __
EXIST. �
GROUND
Ad -
EXIST GROUND
EXIST. GROI
-_j
EXIST. GROUND
i
ALBEMARLE COUNTY
GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY
EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT).
THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY
DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF
VDOT UNLESS OTHERWISE NOTED.
J. 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 OF 3: 1 OR BETTER ARE TO BE ACHIEVED.
6. PA VED, RIP -RAP OR STAB/L/ZA TION MA T LINED DITCH MA Y BE REQUIRED WHEN IN THE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL
DEVICES.
8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS W.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE
CONSTRUCTION INDUSTRY (29 CFR PART 1926).
NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED FOR ROADS THAT ARE
PROPOSED TO BE STATE MAINTAINED:
i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED.
ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED
iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE
MATERIALS.
iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED 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, FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND
THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE.
vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL
INSPECTION.
vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOT A MINIMUM OF ONE WEEK PRIOR TO EACH OF THE ABOVE
PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION.
viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE ROADS
AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE MAINTENANCE.
TYPICAL PUBLIC HATHAW.4Y STREET SECTION WITH PARTYING ON ONE SIDE (55.5' WIDTH ROW)
25 MPH IJE',� ICN S PT RD
NOT TO SCE11V
CC 6
In= -.,
CURB
SIDEWALK 6' PLANTING S7RIP GUTTER TRAVEL WAY
- 1.5" SM-9.5
ASPHALT TOPCOAT
7RAVn WAY
CC 6 STREET
TREE
1 4 " SM-9.5A
SURFACE COURSE
3" BM-25
INTERMEDIATE COURSE oo °o �o
6" COMPACTED AGGREGATEooBB°D000g�°Do�°o8�°��°g�°0�
BASE COURSE, VDOT #21 A o°o°��O°o°� o0 0
OR #21 B DEPENDING ON
r
ULTIMATE TRAFFIC LIMITS
AND UNDERDRAINS D ��
COMPACTED
SUBGRADE
ASPHALT PAVING - ROADS
NO SCALE
PROPOSED 1" SM-9.5�
OVERLAY
EXISTING
PAVEMENT
EX. STONE
SUBBASE
COMPACTED ------------
SUBGRADE
ASPHALT PAVING - MILL/OVERLAY
NO SCALE
III�� ■�I�i �
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TRIP GENERATION
SCALE: 1" = 200'
TRIP GENERATION CALCULATIONS
TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION)
TOWNHOME UNITS - CODE 230
ANOKO CT & DESOTO DRIVE (WEST): 16 UNITS PROPOSED SECTION OF HATHAWAY ST.: 28 UNITS
ADT: 94 VPD (47 ENTER/ 47 EXIT) ADT: 164 VPD (82 ENTER/ 82 EXIT)
AM PEAK: 7 VPH (1 ENTER/ 6 EXIT) AM PEAK: 12 VPH (2 ENTER/ 10 EXIT)
PM PEAK: 8 VPH (6 ENTER/ 2 EXIT) PM PEAK: 15 VPH (10 ENTER/ 5 EXIT)
DESOTO COURT & DESOTO DRIVE (EAST): 12 UNITS
ADT: 34 VPD (17 ENTER/ 17 EXIT)
AM PEAK: 5 VPH (1 ENTER/ 4 EXIT)
PM PEAK: 6 VPH (4 ENTER/ 2 EXIT)
Pavement Design
RF= 1.0
Location
ADT
HCV
Design
ADT
CBR
SSV
Dr
Surface h a
Base b a
Sub -base h a
Dp
Hathaway Street
164
5
214
4
4
9.39
SM-9.5
1.5
2.25
BM-25
2.5
2.15
21 B
5
0.6
11.75
Desoto Drive, Court & Anoko Court
94
5
144
4
4
8.01
SM-9.5
1.5
2.25
BM-25
2.5
2.15
21 A
5
0.6
11.75
Access Road- Asphalt
SM-9.5
0
2.25
BM-25
0
2.15
21 A
8
0.6
4.80
CURB
GUTTER 6' PLANTING STRIP SIDEWALK
TYPICAL PRIVATE DPSOTO STREET SECTION WITH NO PARTYING (49 ' WIDTH ROW)
25 11PjV DI:5 0W SPZZD
NOT TO SC1lLE
TYPICAL PRIVATE ANOIfO COURT SECTION WITH PERPENDICULAR PARIfING (55.5' WIDTH ROW)
25 MPH DESIGN SPEED
NOT TO SCALE
E I T CG-2 C%L
ST. GROUND HEADER CURB
1-
V--
EXISTGROUND
EXIST. GROUND
EXIST. GROUND
6' 5' I 10' I 10'
26'
0.,
1.5" SM-9.5
ASPHALT TOPCOAT
ESMT
CG-h
CURB 0. 5,
GUTTER
2'
TYPICAL PRIVATE' DESOTO COURT S.F0Tf0jV
#VITA PERPEjVDICULAR PARKING - 47' PRIVATE' ROAD
(PRIVATE ACCESS PASFffF_1VT)
25 ffPH DESICIV SPEED
, 07' TQ SCALE
EXIST. GROUND
EXIST. GROUND
CA
8' VDOT 21A
STONE SUBBASE &
2' SM-9.5
ASPHALT TOPCOAT
12' ASPHALT
7RAV£LWAY
20'ACCESS EASEMENT
TYPICAL ASPHALT EfSROMWr ACCESS SECTION
DRIVEIVAT SHtJZZ HINT' A 27 SUPEREIEVIITION TO THE EAST
EV07' 70 .S"CALL'
-_/
EXIST. GROUND
EXIST. GROUND
4R.
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JOB NO.
112066
SCALE
AS NOTED
SHEET NO.
6
CC-9D
A -0,
WIDTH OF
UNPAVED SPACE
:ESS ROUTE
UNPAVED SPACE
PEDESTRIAN ACCESS ROUTE DETAILS WITH &
WITHOUT UPAVED SPACE
ADDITIONAL RIGHT-OF-WAY IS REQUIRED IF THE LIMITS 1'-3"
OF PEDESTRIAN ACCESS ROUTE ® EXTEND BEYOND EXISTING 15"
OR PROPOSED VDOT RIGHT -OF WAY.
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS '�j • e
PATHUNOBCONNECTINGALLEACCES AFIRM CCESLIP SIBLE EME TS OFTA
FACILITY THAT CAN BE APPROACHED, ENTERED AND 1a. • A, °.
USED BY PEDESTRIANS. o • o • o • e • o
• o• a o• o• o
XE IF PEDESTRIAN ACCESS ROUTES ® ARE BEING
PROVIDED, A MINIMUM 4' TRAVERSABLE WIDTH IS
REQUIRED WITH A MAX. 2/. CROSS SLOPE. SECTION B-B
WHEN USED IN CONJUNCTION WITH STANDARD
OR GG THE GURU FAGS ON THIS
STANDARD
T
STANDARD IS TO BE ADJUSTED TO MATCH
THE MOUNTABLE CURB CONFIGURATION.
NORMAL GUTTER _----------- x
ooe. 31F % TO 10% CHANGE ••o� • o . o o� s e
o, o4S o4b L6 �a•o I •'�o� o.
sQ 000�. • o,;aogoo4od ,a a• SECTION C-C
••Q. 4o•O•
6" AGGREGATE BASE CLASS A3 (H.E.S.) CONC.
TYPE ISIZE 21B
�.
12'!. MAX. SLOPE POINT OF GRADE CHANGE
FOR CURB AND GUTTER ONLY �. a, n•
x x 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS p 4.
FOR SIDEWALK CURB AND GUTTER * * x 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND
BUILT CONCURRENTLY 8 % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS • * 04. o. cam. c:
SECTION A -A
SECTION D-D
XVD❑T STANDARD ENTRANCE GUTTER SPECIFICATION
REFERENCE
ROAD AND BRIDGE STANDARDS
SHEET 1 OF 1 REVISION DATE 502
203.03 07/15 VIRGINIA DEPARTMENT OF TRANSPORTATION
GR-2, 2A
A
HALF PLAN �'
UNPAVED.I. SIDEWALK SPACE
SPACE
* 27Y4" MIN - 204" MAX RAIL HEIGHT
1 1 1
GR-2
(6'-3" POST SPACING)
MAX DYNAMIC DEFLECTION - 3'
NOTES:
GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE
ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION IF AND
AS DIRECTED BY THE ENGINEER.
FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET N0.501.05
FOR DETAILS OF RAL ELEMENT, RAIL SPLICE JOINT, AND
ASSOCIATED HARDWARE SEE SHEET NOS. 501.01 AND 501.02.
RAIL ELEMENTS ARE FURNISHED SHOP CURVED FOR RADII
BETWEEN 5 FEET AND 150 FEET.
ALL GUARDRAIL POSTS SHALL BE SET PLUMB. POST SHALL
NOT BE SET WITH A VARIATION OF MORE THAN /g" PER FOOT
FROM VERTICAL. W-BEAM, BLOCKOUTS, AND POSTS SHALL BE
SET AND ALIGNED WITHOUT ALTERATION OR FORCE, AS PER
SECTION 505 OF THE SPECIFICATIONS.
ALL GR-2 AND GR-2A RAIL SHALL BE MAINTAINED AT A
HEIGHT OF 27-'4" MIN - 28Y4" MAX AS MEASURED PER
STANDARD GRAINS.
ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF
VEHICULAR TRAVEL FOR THE FINISHED ROADWAY.
THE OPTIONAL GR-2A METHODS OF NESTING THE RAIL OR USE
OF AN ADDITIONAL RAL ON THE BACK OF THE POST FOR
STANDARD GR-2A SHALL BE APPROVED BY THE ENGINEER
PRIOR TO INSTALLATION.
3'-1V2" 3'-1Vz' 3' 1'/z„
J J J J J
GR-2A
C3'-1V2" POST SPACING)
MAX DYNAMIC DEFLECTION - 2'
x OPTIONAL GR-2A METHOD x OPTIONAL GR-2A METHOD
USING NESTED RAIL USING ADDITIONAL
RAIL ON BACK OF POST
x WHEN NESTED RAL OR ADDITIONAL RAL IS PLACED ON BACK OF POST
FOR GR-2A THE POST SPACING WILL BE W-3".
FLARE RATES
DESIGN
SPEED
INSIDE
SHY LINE
BEYOND
SHY LINE
MPH
SHY
LINE
LS
FLARE
RATE
FLARE
RATE
70
9'
30=1
15=1
60
8'
26=1
14:1 *
50
6.5'
21=1
11:1 *
40
5'
16:1
8:1 *
30
4'
13=1
7:1 *
SUGGESTED MAXIMUM FLARE RATE
FOR SEMI -RIGID BARRIER SYSTEMS.
XVD❑T A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION
ROAD AND BRIDGE STANDARDS
STANDARD BLOCKED -OUT W-BEAM GUARDRAIL REFERENCE
SHEET 1 OF 2 REVISION DATE (STRONG POST SYSTEM) 221
501.04 08/14 VIRGINIA DEPARTMENT OF TRANSPORTATION 505
6"
MIN
TOP
OF -
CURB
4'y
R
6"
i v �
STANDARD CG-6
CURB & GU T TER
NO SCALE
7"
VDOT #57,#68, OR #78
STONE BASE UNDER CURB
& CHECKED BY VDOT
PRIOR TO PAVING AND/OR
BACKFILLING.
(VARIABLE WIDTH)
4" CONC.�,
3000 psi MIN
CC-12
GENERAL NOTES:
1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES.
2. DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR
DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE
WARNING SURFACE AND SHALL BE SUBMITTED TO THE STANDARDS AND
SPECIAL DESIGN SECTION FOR APPROVAL.
3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP
FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS.
4. IF RAMP FLOOR IS PRECAST,HOLES MUST BE PROVIDED FOR DOWEL BARS SO
THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF
PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4.
5. REQUIRED BARS ARE TO BE NO.5 X 8" PLACED 1-CENTER TO CENTER ALONG
BOTH SIDES OF THE RAMP FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM
CONCRETE COVER 1V2".
6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS
ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER.
7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED
BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER
AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY
CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED,
OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS
AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NOT
BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE
HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL
ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED
AND USED BY PEDESTRIANS.
8. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT
THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS
PERPENDICULAR TO THE CURB.
9. TYPICAL CONCRETE SIDEWALK 15 4" THICK. WHEN THE ENTRANCE RADII CANNOT
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
5,1
NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS)
CURB WHEN REQUIRED (CG-2 OR CG-3 IN LINEAR FEET)
DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS)
EACH OF THE ABOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD
BE SUMMARIZED FOR EACH CURB CUT RAMP.
SIDEWALK RAMP 121 MAX
48.1 MAX
4`� a
10.1 MAX
TYPE A
PERPENDICULAR
5'MIN
wrm
12:1 MAX
TYP
PARALLEL
TRAFFIC, REFER TO STANDARD CG-13, COMMERCIAL ENTRANCE (HEAVY
TRUCK TRAFFIC) FOR CONCRETE DEPTH.
AT )IC , 2" HIGHER THAN
'fj
EDGE OF PAVEMENT
10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH,
\ AT XX , SAME AS TOP OF CURB
THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH.
11. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL),
TYPE C
A 4' x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR
PARALLEL &PERPENDICULAR
INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4'
LANDING AREA MAY INCLUDE THE GUTTER PAN.
12. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF
TRUNCATED DOME
6" 2.4" C-C m
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
0
WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD
0 0 0 0 0 0
z
-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH
O O O O O O O O O O O O
-
THE BACK OF CURB.
O O O O O 0 0 0 0 0 0 0
1a
LANDING
RAMP
c�
O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O
N
O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O
=
50%-651 OF BASE DIAMETER
TOP DIAMETER
O O O O O O 0 0 0 0 0 0 0 0 0
DETECTABLE WARNING
a
AT BACK OF CURB
I� _I 0.9" 1.4"
I VARIABLE FULL WIDTH OF RAMP FLOOR
SEE NOTE 12.
r- BASE DIAMETER
I-
PAY LIMITS
DETECTABLE WARNING TRUNCATED DOME
INSTALLED ON A RADIUS DETAIL
DETECTABLE WARNING
DETAIL
tvD❑T
SPECIFICATION
CG-12 DETECTABLE
WARNING SURFACE
REFERENCE
ROAD AND BRIDGE STANDARDS
SHEET 1 OF 5
REVISION DATE
(GENERAL
NOTES)
105
203.05
07/15
VIRGINIA DEPARTMENT OF TRANSPORTATION
502
7
GR-2, 2A
8„ W. WASHER
5/g"x18" BOLT ^} I
& NUT = _ - _ -
Y4" HOLE
y H
74" OLE
a
6"x 8"x1'-2" TREATED
N1, PINE BLOCK OR
6"x6"x1'-2"
�4" HOLE 3
�4„ $ RECYCLED MATERIAL,
TREATED PINE
BLOCK OR
r
3/ RECYCLED
74
GA_V. STEEL 10D o
MATERIAL
COMMON NAL
SEE NOTE 5. N
6„ WIDE BLOCKOUT
FOR USE WHEN REPAIRING DAMAGED GUARDRAIL
6"x8"x1'-2"
TREATED
CONTANING STEEL BLOCKOUTS.
PINE BLOCK
/sue
A
BLOCKOUT FOR MAINTENANCE
TREATED'1
REPAIR ONLY
SOUTHERN PINE
7y4„
LESS THAN 1'-O„
HOLE
6x8 WOOD POST
'
'I�h
4"x 8"0-2" TREATED
PINE BLOCK.
STRONG
POST
THESTACRT POSTSTFORYPE USEIIIOWITH
O TI ISIHEREHE
4�� WIDE BLOCKOUT
0" POST GUARDRAIL
REQUIRED
REQUIRED
STFFp
SPECIFIED BY THE ENGINEER IN THE
PLANS.
DETAIL A
74" DIA
POST MAY BE HOT ROLLED OR WELDED.
HOLE
04B"
GUARDRAIL INSTALLATION
-
SITES REQUIRING LONGER
-
It
GUARDRAIL POSTS
N4„NOTES:
fH'O'LES
6 EATE 2
..10.. BOLT TREATED PINE wii& NUT
1. ALL BOLTS, NUTS, WASHERS, AND OTHER
BLOCK OR 0
STEEL ITEMS ARE TO BE GALVANIZED.
I-� -� I I II
III11 _ I LI
RECYCLED w
II MATERIAL
2. ALTERNATE TYPE POSTS AND BLOCKOUT MAY
I II
it I I- I III � I I T -'
N
BE INTERCHANGED ON ANY ONE PROJECT WITH
II W6x8.5 OR i
THE RESTRICTION THAT THE SAME TYPE OF
II W5x9
POST AND BLOCKOUT MUST BE USED IN ANY
SINGLE RUN OF GUARDRAL.
-
II 0
OPTIONAL HOLE
II TO FACILITATE t°
3. FOR DETAILS OF GUARDRAIL ELEMENT SPLICE
JOINT, HARDWARE, ETC. SEE SHEET NOS.501.01
3�/z" DIA
HOLES
AIr-EtFII
I CA VANIZING
AND 501.02.
4. DRIVE NAIL BOTH SIDES WITHIN 2" OF THE
TOP OR BOTT7T OM OF BLOCKOUT AFTER" x 18
tr
BOLT IS INSTALLED.
HOLES IN POSTS
BRACKETSAND
TO A
T 0 BEE%4DI.
CRT POST
STEEL POST
SPECIFICATION
A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE.
XVD❑T
REFERENCE
STANDARD BLOCKED -OUT W -BEAM GUARDRAIL
ROAD AND BRIDGE STANDARDS
221
236
(STRONG POST SYSTEM. POST AND BLOCKOUT DETAILS)
REVISION DATE
SHEET 2 OF 2
505
VIRGINIA DEPARTMENT OF TRANSPORTATION
08/14
501.05
4" 21-A STONE BASE
CONCRETE SIDEWALK
NO SCALE
Tree Planting and Staking Detail
Not To Scale
DOUBLE STRAND #12 GAUGE WIRE
WITH RUBBER HOSE & TURNBUCKLES
2"x2" HARDWOOD STAKE
CUT & REMOVE BURLAP FROM TOP
1/3 OF BALL AS SHOWN
SCARIFY SUBSOIL TO 4" MIN. DEPTH
MULCH SAUCER
FINISHED GRADE
TREES UP TO 4" CAL. SHALL BE STAKED.
TREES 4" CAL. OR LARGER SHALL BE
GUYED WITH 3 EQUALLY SPACED
TWISTED, #12 GAUGE WIRE WITH HOSE
AND TURNBUCKLES. LOOP HOSE
AROUND TRUNK ABOVE BRANCHES
AS SHOWN, FLAG WIRES WITH
COURVEY TAPE. REFER TO SPECS
FOR ADDITIONAL INFORMATION.
AMENDED SOIL MIX
COMPACTED SUBGRADE
C�
%2 WIDTH OF ENTRANCE
EXISTING OR PROPOSED
EXPANSION JOINT
SIDEWALK OR SIDEWALK SPACE
o
F
2'- O" A
EXPANSION JOINT
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ENTRANCE CUTTER
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FLOW LINE
EXPANSION JOINT ENTRANCE WIDTH
DESIRABLE MINIMUM 16'
ABSOLUTE MINIMUM 12'
EDGE OF PAVEMENT
HALF PLAN C
WIDTH OF
ENTRANCE
z_
LIMITS OF PED.
LIMITS OF RED.
ACCESS ROUTE NJo
ACCESS ROUTEEN
UNPAVED SPACE
NDN TRAVERSABLE -'
UNPAVED SPACE
FOR
WIDTH OF
ENTRANCE
CIE
LIMITS OF PED,
o
LIMITS OF PED.
CCESS ROUTEFA
NON -TRAVERSABLE -'
ACCESS ROUTE
PEDESTRIAN ACCESS ROUTE DETAIL WITH &
WITHOUT UNPAVED SPACE
ADDITIONAL RIGHT-OF-WAY IS RE IRED IF THE LIMITS
2,-0„
OF PEDESTRIAN ACCESS ROUTE M EXTEND BEYOND
EXISTING OR PROPOSED VDOT RIGHT -OF WAY.
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT
4 0 000Q4o
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
FACILITY THAT CAN BE APPROACHED, ENTERED AND
USED BY PEDESTRIANS. IF ACCESS ROUTE IS ADJACENT
TO BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'.
SECTION F-F
IF PEDESTRIAN ACCESS ROUTES ® ARE BEING
21-13" ,
PROVIDED, A MINIMUM 4' TRAVERSABLE WIDTH
IS REQUIRED WITH A MAX. 2/. CROSS SLOPE.
WHEN USED IN CONJUNCTION WITH STANDARD
PARABOLIC CG-3 OR CG-7, THE CURB FACE ON THIS
UNPAVED SIDEWALK
CURVE STANDARD IS TO BE ADJUSTED TO MATCH THE
MOUNTABLE CURB CONFIGURATION.
oho 0 0�0 �•
SPACE
o. o .o • o• o
NORMAL GUTTER----
SECTION E-E
e.^ e, e o ° ot! 4.0 0.0 .
*
WOK TO 10% CHANGE
0 0. 0• a. ovq•RbayoR o�o.b....
V. o4a•
CLASS A3 (H.E.S.) CONC.
o, oo� , oYcg
I
6" AGGR. BASE TYPE I SIZE
210
�•
5' 0"
12% MAX. SLOPE 5'-0"
® POINT OF GRADE CHANGE
�. ' ?• p
'•
FOR CURB AND GUTTER ONLY NIF
. ti. • u, G,
FOR SIDEWALK CURB AND GUTTER
x )K 12 % MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
BUILT CONCURRENTLY
Q.oa�o�ip �. o•� o
SECTION C-C
x x >K 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND
B % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
SECTION D-D
SPECIFICATION
NVVD❑T
REFERENCE
STANDARD
ENTRANCE GUTTER
ROAD AND BRIDGE STANDARDS
502
REVISION DATE
SHEET 1 OF 1
203.02
VIRGINIA DEPARTMENT OF TRANSPORTATION
07/15
1992 3.38
Source: Va. DSWC
III - 401
Plate 3.38-2
OLS��
�SCOTT LINS
C-) Lie. No. 035791
~d� 12/3/20
O�,�SSIONAL E1SG���
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CII _
JOB NO.
112066
SCALE
AS NOTED
SHEET NO.
6A
ACSA GENERAL WATER & SEWER CONDITIONS (June 27, 2019)
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.
i0. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
ii. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO- LEAD
REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 201-4
(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.
1.3. 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.
1-5. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL
IS GIVEN BY THE ACSA.
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
` .. d .,
624" IN6 INITIAL BACKFILL 6^24 IN 6' X
MIN MIN. MIN. MIN..-
6" BEDDING
#68 STCNE
* STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE.
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
4'MI INITIAL BACKFILL 4'MI
UNSTABLE a" a" ap 8"
SOIL MIN. MIN.- _ MIN MIN. 68 STONE
= GRANULAR FILL A5 O.
APPROVED BY ACSA
5 A8L OlL O ROCK" STABLE SOIL OR ROCK'
NOTE
1, NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFILL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
NTS
FIG. W-2
TD-2
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY.
VARIES
5' 10' - 5'
WATER SEWER
3 �
0
LOCATION OF OTHER UTILITIES
(GAS, ELECTRIC, TELEPHONE, CABLE, ETC.)
EASEMENT WIDTHS: WATER DR SEWER ONLY - 20' MINIMUM
WATER & SEWER 30' MINIMUM
SEE PART 3, PARAGRAPH D, 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
TD-1
PLACE 5' GALVANIZED WITNESS POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
¢ TO HIGHWAY DEPARTMENT APPROVAL,
FINISHED GRADE
M.J. GATE VALVE
WATER LINE
41
2500 PS.I.
CONCRETE a 2'x 2' BEARING AREA
THRUST BLOCK 4
q
4 A
a
NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE,
TYPICAL GATE VALVE
NTS
FIG- W-5
TD-9
15 1/2" E.J.I.W. 1574 CAST IRON CLEANOUT FRAME AND LID
10 1/4" INSTALLED FLUSH WITH FINISHED SURFACE
CONCRETE COLLAR POURED
7 1/2" SEE PAVEMENT
AROUND CLEANOUT COVER
EXISTING GRADE REPLACEMENT
(3500 PSI)
REQUIREMENTS
PVC FEMALE CLEANOUT ADAPTER
WITH INVERTED NUT SCREW CAP OR
FLAT SLOTTED SCREW CAP
KOR-N-SEAL No. S406-10 AWS*
* WITH 10 1/4" BAND
PVC PIPE SEE BACKFILL AND
BEDDING
45° BEND REQUIREMENTS
PVC PIPE SEWER LATERAL
FUTURE
SANITARY LATERAL VVYE
v I
'A
BOTTOM OF TRENCH -"*SECTION -A'
SEWER
CUSTOMER'S PROPERTY
EASEMENT OR RIGHT-OF-WAY
FUTURE
SANITARY LATERAL
(WHEN INLINE LAYOUT REQ'D)
.i.<` ". ` ,:;;•. CAST IRON CLEANOUT
s.t.r.
z2+
ter. FRAME AND LID
WYE SEWER LATERAL
.
A
CONCRETE 450 BEND " '
COLLAR
PLAN VIEW
STANDARD SANITARY CLEANOUT
IN PAVED AREAS
J
45'
2ax
45'
1
45'
mox
PLUG L 2
FOR ALL BENDS FOR TEE OR WYE FITTINGS
WIDEN TRENCH TO
ACCOMMODATE
ANCHOR IF
REQUIRED.
rn� AS
Mpr
BEDDING D
REQUIRED ,
S9
45'
MIN
I -
SECTION 2-2
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.C1
0.24
4" & 6^
45
22 1/2
2,00
1.50
2.25
2.00
2.64
2.52
4,15
0.10
200
2.25
250
0.15
11 1/4
1,50
2.00
2,50
0.10
90
3.66
3.16
3,21
0.48
191'
45
2,65
2,55
2,77
0126
22 1/2
1.66
2.16
2.69
C.13
3A 6
291
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
3.58
2,95
OAZ
3.R3
4.00
2.83
0,52
22 1 /2
2,33
2.58
2.86
0,24
11 1/4
1.53
2.33
2.84
0.18
1_ THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTIDN, CHANGES
SIZE, DEAD ENDS AND AT VALVES.
2. USE 2500 P.S.I. CONCRETE.
3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT.
4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF
ALL THRUST BLOCKS.
CONCRETE THRUST BLOCKS
NTS
FIG. W-3
TD-3
1' CCMPRESSICM rc 3/4" MALE PIPE COUPLING
CH APPROVED EQUAL
❑ (D
I' TYPE "K'
SOFT COPPER
FOR USE ON ATTAGl1ED SINGLE FAMILY
RESIDENTIAL SERVICES OR DUAL RESIDENTIAL
AND IRRIGATION SERVICES.
I"al"nl" TEE
NGTE:
NO SWEATED EIr1NG4
2•
DUAL SERVICE
R
1" COIAPRESSION x 31C HALE PIPE OOUPLING
OR APPROVED EQUAL
1' TYPE -K-
$OPT COPPER
(D
FOk USE 0I4 DETACHED SINGLE FAMILY
RESIDENTIAL SERVICE YMERE AN IRRIGATION
METER 15 NOT PROVIDED,
SINGLE SERVICE
NOTE_
1) SADDLES SHALL BE USED ON PVC PIPE,
I/e aEND CO
nmtssarcT
TYPICAL SERVCE LATERAL INSTALLATION
(5/8" & 1" METERS)
NTS
FIG. W-6A
TD-10
3000 PSI CONC. BASE
BENCH SLOPED TO FLOW
Q CHANNEL 1/4" V MIN
p
,1 BRANCH
12" W
r I
l
2„
FLEXIBLE CONNECTION NOTE:
WITH STAINLESS STEEL ALL CONNECTIONS TO
BAND EXISTING MANHOLES SHALL
BE CORED AND A FLEXIBLE
W
J CONNECTION BOOT "
o INSTALLED
TYPICAL MANHOLE PLAN
SHOWING BRANCH TIE - IN
NTS
FIG. S-I-B
TD-27
NOTE: RESTRAINED JOINT FITTINGS
Side View
42" Minimum
LEV
a' .
I I'
Certification of 95%11
a
compaction required �- _ a a
Galvanized Steel Beam, a
W12 x 14 (min. size)
) z
3' min. penetration into undisturbed
soil , or as approved by the q
ACSA.
4' MINIMUM
�1UM
45'
TYPICAL THRUST BLOCK N FILL AREA
NTS
FIG, VV-3B
TD-5
NOTEI MIN. 60' ➢IAMETER MANHOLE
REQUIRED,
0
&H. 7P
�P,1 OROP XAN�aLE PVC CROSS
2" USE APPROVED FLEXIBLE RUBBER
BOOT.
6" L GTOP, CI➢
III srDP couPLING
er J t nrkbP PIPE
PIPE STRAPS -
75TAINLE55 STEEL? -
0 SPACED EVER"
Z' VERTICALLY
RESTRAINED BEND �'_
SEWER
_ INFLUENT
PIPE
p p
. a
�� I: ' r o- � MAIN
" n _ SEWER
-0 ¢ r { n PIPE
PLAN
f+RIOFILE
MIN. b' REBBING WITH F.O. FH 1,TO11E
1- HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETEI I NED BY THE ACSA, BUT SHALL N DT RE LESS THAN TW O
(2) FEET-
2. VERTICAL DROP PIPE SHALL BE SDR 26 RV-C,SIZED THE SAME ASTHE INCOMING PIPE AND CONNECTEDT0
THE DROP FITTING WITH STAN DA RD GASKET JOINT-
3. VERTICAL DROP PIPE SHALL BE STRAPPEDTOTFiE MANH OLE AT PIPE JOINTS. STRAP5511TALL BE MADE OF
STAINLESS STEEL
4. SHAPE INVERTAS NEEDED TO PROVIDESMCX}TH TRANSTFIONFROMDROPCONNECITON DISCHARGiEP01P1F
TOSPRING ONE OF MANHOLE INVERT-
5. DROP CDNNECTIDN DISCHARG E FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOI
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
7. MINIMUM72" DWMETER MANHOLE REQUIRED FORA SINGLE 10" O11112" DIAMETER DROP CONNECTION, OR
TWO8" DIAMETER DROP CONNECTIONS.
STANDARD INTERNAL DROP CONNECTION
N,T,S,
FIG. S-1-C2
TD-30
`v
t=
N 'IF
w= a E �� m
tt:n N �E rc¢ a
tJ� Oo �u Um 0
Ewe
u
w 10
0
o!
w QE
a Z
C� eEs a�oEa O
N Ez '"� ;n W w
O � a
F `= O
U
c nr ' E u �E
,E N�
v0m -�
O
4 4 a
E .� E g E E a E U
o E w
N N u d
0
TYPICAL MANHOLE FRAME & COVER
N.T.S
FIG S-1-D
TD-31
FINISHED GRADE
�ITI�fT�T1T�IT ° TrrT-ITI
-�r -rlr-ITI-�rT
TRENCH
.' REDUCER
f
b .
*--2500 P.S.I. CONCRETE THRUST BLOCK
- - - - - - - - - - - - -
UNDISTURBED SOIL 8 18" MN.
4--
PROFILE VIEW
UNDISTURBED SOIL - EDGE -
24" MIN.
OF TRENCH 4
- - - - - - - - - - - - - - _ -4 - - - - - -
°d REDUCER g' MN
° a f
a� -
e
25QQ P_S,I_ CONCRETE THRUST BLOCK
aQ. 9" KIN.
- - - -- --- --------
UNDISTURBED SOIL - EDGE �-
OF TRENCH a ° 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
TD-7
[COVER LIFT NOTCH
14 1/2"
12 3/8"
12 1/2"
WATER
CAST IRON LID
18" METER BOX
15,
ti y
�N
18"
6" EXTENSION
C.
PIPE SLOT
{2 PLACES)
NOTES;
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8" V METERS)
NTS
FIG, W-7
TD-13
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 0.2' 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 ) ��
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 SERVICE LATERAL
SECTION
4sa'o"
IN LINE WYE-TEE
PLAN
VARIES
SEWER SERVICE LATERAL CONNECTION
N. T. S.
FIG. S-2
TD-33
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREA05 WHICH 15
THE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
s' MIN 2' TO 10'
(270'}
7 CU. FT. 3'- 22"VALVE BOX
#68 STONE
42°MIN 6" CATE
%:, VALVE
+" TEE
25CO P.S,I. CONCRETE
BASE AND THRUSTi'
BLOCK AGAINST
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. SURROVND 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 AHOVE 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
TD-8
(SHED GRADE
AIR RELEASE VALVE
BRONZE GATE
BRASS OR BRONZE PIPE
VALVE
DRAIN TO GRADE
li
F POSSIBLE
III -II.
I�III
' I -1I
I-1I II
BRICK SUPPORTS OR
I �
III-1II-1I
SOLID CEMENT BLOCK$
CRUSHED STONE
TYPE "K" SOFT
A7CORPORATION
COPPER
STOP
N O TES_
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12" AND LARGER USE 2" A.R,V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NTS
FI G. W- 9
ID-20
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
36"MIN
LARGER THAN 5" IN ANY
DIMENSION
24"MI
INTIAL BACKFILL*
8"MIN
(6" LIFTS)
EMBEDMENT
* THOROUGHLY COMPACTED
SPRING LINE
BY HAND OR APPROVED
OF PIPE
MECHANICAL TAMPER
HAUNCHING
NO. 68 STONE
BEDDING 6" may
4" min
FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
ALL PIPE)
NOTE
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
HACKFILLED 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
NSTALLATION IN TRENCH
NTS
FIG. S-3
TD-34
0FT�
SCOTR. LLINS
C-) Lie. No. 035791,�
~d� 12/3/20
O�,�SSIONAL E1SG���
z
W
O
U
O
ZZ
�
>
w
z
Z
O
Q
�
Q
0
tI
U
0
_
�
H
z
w
m
U
0
J
O
U
Q
w
W
>
I I
>
Ln
W
W
W
>
W
co
J
0I
Q
0�
Y�
W
CE
0
LU
>
W
cy-
O CD
CD LU N N N
l�
Q ,M-I O
\ ,\i N
L9
N
I
0
N
N
w Q z
> Q
L J
J 101-
\J
/ 0
W Q co
O
O
�I
® u
06
wI
I-
LU Q p
z
0
W
ui Q
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U)
Jw
III
J
V
0 0
N
w
w
w
a �
JOB NO.
112066
SCALE
AS NOTED
SHEET NO.
7
HIGH PT STA: 10+01.56
HIGH PT ELEV: 685.85
PVI STA:10+24.06
PVI ELEV:685,50
K: 13.32
LVC: 45.00
cD Ln co 0
Ll� 00 Lc�
LO o� `� Co �co
+� +(_0
O 0
�w �w
U u
> U > HIGH PT STA: 11+71.20
m � LLI LOW PT STA: 11 +59.82
PVI STA: 12+11 20
PVI S A: T-r 9.82 INTERSECTION OF
PVI ELEV: 681.0 PVI ELEV:679.98 HATHA AY STREET
K: 27.86 : 21.67
L C:80.00 (STA 1 +96.75) AN
LV :100,00 DESOTO DRIVE (STA
00
685 -1. 2%
•01
2.4
675
PROPOSED 6"X6" TEE
(2) 6" G.V.
670
cow
Q0•0
\
0�
rl�
0
C�'Co
+(Q0
o
w.
\�w
U
C_D9
>
v
m-4.90%
>-)
m
4" =
_7
3.5'
.
PROPOSED FIRE HYDRANT
MIN.
ASSEMBLYw/6"x6"TEPROPOSED
VDOT
(2) 6" G STD. CD-2
_3
1
PROPOSED 4" SANITARY
SEWER LATERAL (TYP.)
Q0
••I
w EXISTING GRADE (TYP.)
w 685
680
ROPOSED GRADE (TYP.)
PROPOSED VDOT
STD. CD-1
675
- p 'FILL TO BE PLACED AT
1 95%COMPACTION (TYP.)
PROPOSED 15" STORM o p 1 5 4" DUCTILE IRON
SEWER CROSSING SANITARY SEWER LATERALS
670
PROPOSED 45' S
VERTICAL BEND 7
2
I -
1. 2'
PROPOSED 8" SANITARY
SEWER CROSSING
PROPOSED 12"x6l' CROSS,
PROPOSED 45'
665
t(1)12 G.V. & (2) 6 G.V.
VERTICAL BEND
665
PROPOSED 6" CL. 52 DI WATERLINE
PROPOSED 15"
STORM
SEWER CROSSING
PROPOSED (1) 6" G.V.
TYPE A BLOW -OFF
660
ASSEMBLY
660
M
00
M
N ci
O^
M
00
a)
O
0 L.
ul
N
l0
L!1
00
'
lD
00
lD
N
00
N
m
l0
O
00
00
00
lD
Ol
p
M
l0
00 Ln
10
u!
1m
9+50
10+00
10+50 11+00
11+50
12+00
12+50 13+00
13+50 14+00
DESOTO DRIVE PROFILE
700 700
EXISTING GRADE (TYP.)---,\
LOW PT STA: 10+53.03
LOW PT ELEV: 685.95
PVI S A:10+63.48
695 PVIELEV: 685.36 695
L\ C: 115.00
Q / o c9 PROPOSED GRADE (TYP.)
00
690D
00
w
m
685
PROPOSED 8"
ROOF DRAT
CROSSING
680
3.4°
PROPOSED
(1) 6" G.V.
TYPE A BLOW
-OFF
+uo 690
w
u 'w 53%
3.5'
MIN. 685
PROPOSED VDOT
STD. CD-2
ASSEMBLY o
0 p o 0
675 PROPOSED 6"x6" TEE,
(2) 6" G.V.
PROPOSEID 6" CL. 52 DI WATERLINE-
670
9+50
680 1 PROPOSEDGF
PROPOSED (1) 6" G.V. &
TYPE A BLOW -OFF
o ASSEMBLY
FIR,
675
(1)1
PROPOSED 4" SANITARY BL
SEWER LATERAL (TYP.) AS
rn
r 0D
Ln
00
00
6 O
N
� N
^
06
1D00
1D
� 10
�
�
10+00 10+50 11 +00 11 +50 12+00
ANOKO COURT PROFILE
670
12+50
720
720
715
715
710
710
HIGH PT S
A: 12+51.8
HIGH PTELEV:
679.87
PVI ST
:12+55.30
PVI ELEV:
680.03
705
K:
VC-
12.22
40 00
705
ouo
0t
LOW P7
STA: 11+16.94
'
�D
LOW PT
ELEV: 680.18
`_'
°�
`-
06
Fl-
PVI
TA: 10+66.9
N
�o
N
�_o
700
PVI
ELEV: 680.82
w
w
700
LVC:
100.00
m
w
>
>
j) �
�
OW PT STA:
11+92.
W
u 0
LOW PT ELEV:
679.4
695
cc
++ `o
w
00
+ CO
PVI STA: 1
+94.12
695
K: 28.57
un
>
C)
�w
>
LVC: 75.00
>m
m
EXISTING
GRADE (TYP.)
690
=
-J
690
AIDE (TYP.)
PROPOSED
VDOT =Z
STD. CD-2 L
>
O
m
z
>
w
685
\
0
685
I e 11
)POSED
S
w
00
G.V. &
0
U)
(.6TYPE
A
°
Ld
Ln
+
DW-OFF
z_
iEMBLY
680
680
3.5'
°
MIN.
PROPOSED 8"
PROPOSED VDOT
ROOF DRAIN 2'
STD. CD 2 TIE-IN TO EXISTIW
CROSSING
675
675
4A 1.5'
PROPOSED FIRE HYDRANT
ASSEMBLY w/ 12"x6" TEE
1 .5'
(1)12" G.V. & (1) 6" G.V.
PROPOSED 15" STORM
670
670
SEWER CROSSING
PROPOSED 12"x6" CROSS,
REMOVE EXISTING 12" E
(1)12" G.V. & (2) 6" G.V.
&TIE -INTO EXISTING 1:
WATERLINE
PROPOSED 15" STORM
PROPOSED 8" SANITARY
665
SEWER CROSSING 665
SEWER CROSSING
PROPOSED 12" CL. 52 DI WATERLINE
660
660
N
Nraq.
n 1.
1^ 00
n NI.
00 M
0
LDLD
0000
�t
'i
1D
O
00 lD
Ql
^ lD
Ql
n lD
Ql
n 10
lD
1D
10
1D
lD
1D
9+50 10+00 10+50 11 +00 11 +50 12+00 12+50
HATHAWAY STREET PROFILE
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
3GRADE
S.O.V.
DI
13+00 13+50
NOTE: SANITARY LATERALS CROSSING OVER
WATERLINE SHALL HAVE ADEQUATE STRUCTURE
SUPPORT FOR THE SEWERS TO PREVENT EXCESSIVE
DEFLECTION. IN ADDITION, THE LENGTH OF THE
WATERLINE SHALL BE CENTERED AT THE POINT OF
THE CROSSING SO THAT JOINTS SHALL BE
EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE
SEWER. THE LENGTH OF THE SEWER PIPE SHALL ALSO
BE CENTERED AT THE POINT OF THE CROSSING, SO
THAT THE JOINTS SHALL BE EQUIDISTANT AND AS FAR
AS POSSIBLE FROM THE WATERLINE.
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
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.
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.
SC0)TT R. LLINS77'
Lic. No. 035791
12/3/20
o��ssI0NAL ' 1SA �
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HIGH PT STA: 10+16.85
HIGH PT ELEV: 670.81
PVI STA:10+34.40
PVI ELEV:670.99
K: 2.45
LVC: 40.00
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LOW PT STA: 11 +47.01
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670
0
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LOW PT
TA: 12+49.
8
670
LOW PT
ELEV: 642.2
°
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PVI ELEV:
645.63
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660
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FILL TO BE PLACED AT
HIGH
PT STA: 1 2
59.34
95% COMPACTION (TYP.)
HIGH
PT ELEV:
41.49
PO
STA:12+7
.34
655 PROPOSED VDOT
VI ELEV:639.81
655
STD. CD-i '
LVC: 40.00
7
Q0
Ln 0-
A
650
650
PROPOSED GRADE (TYP.) N „ N.-
LLJ
STA: 13+91.96
U U LOW P1
ci> > cis w LOW PT
m
ELEV: 621.91
> > PVI
TA: 13+66.9
m LLJ PVI
ELEV:625.79
645
K: 105.87
645
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EXISTING GRADE (TYP.) o_' 1-
VC: 50.00
o_'
N
N
+ C0
+
640
° u
u
640
PROPOSED VDOT > m>
w
STD. CD-2 m
w
635
635
°o
°
630
FILL TO BE PLACED AT
630
95% COMPACTION (TYP.)
625
625
620
620
LOW P
STA: 16+4
.54
\
LOW PT
PVI
ELEV: 593
TA:15+68.5
24
PVI
ELEV: 594.49
K:10.82
HIGH P
STA: 17+0
25
VC:150.00
HIGH PT
ELEV: 592.29
615
PVI
TA:17+17.7
615
Ln
K: 6.61
o
VC:35.00
+
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605
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605
600
600
595
PROPOSED
VDOT
595
STD. CD-2
1.67�
PROPOSED VDOT
STD. CD-1
590
590
FILL TO BE PLACED AT
95% COMPACTION (TYP.)
696g
°
PROPOSED
VDOT
586
STD. CD-i
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PR VATE DRIVE PROFILE
5
50
••01
••f
685
HIGH
PT STA: 10+
2.02
685
PVI
STA: 10+72.
6
PVI
ELEV:674.78
K: 17.30
LVC: 140.00
680
680
0
0
+
QD
W
W
U
..
U
w
675
m
;
675
LLJ
FILL TO BE
PLACED AT
1.70
670
95% COMPACTION
(TYP.)
°
670
PROPOSED
GRADE (TYP.)
665 EXISTING GRADE (TYP.)
665
660
660
655
655
650
650
O
lD 't
00
N O
N
M ci
ri
N
lO
l0
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t.p l0
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10+00 10+50 11 +00 11 +50 12+00 12+50
DESOTO COURT PROFILE
VERTICAL GRAPHIC SCALE
0 2.5 5 10
( IN FEET )
I inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
0 25 50 100
( IN FEET )
1 inch = 50 ft.
20
200
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
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.
NOTES:
1. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
SC0)TT R. LLINS7'
Lic. No. 035791
1�0Als��IOIVAL
12/3/20' 1SA �
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EXISTING GRADE (TYP.)
r7
I
695
I
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680
675
670
665
660
8" SDR-26 PVC
122.19 LF 0.50%
N
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I
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ROPOSED GRADE (TYP.)
PROPOSED 12"
WATERLINE CROSSING
26 parPROPOSED
DR
0
5°O%
15" STORM
SEWER CROSSING
PROPOSED 15" STORM
SEWER CROSSING
1
26 p� C
S" DR 2.34%
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00
-0+50 0+00 0+50 1 +00 1 +50 2+00 2+50 3+00 3+50 4+00
MH-4 TO EX MH PROFILE
710
705
700
695
690
685
680
675
670
665
660
710
705
EXISTING GRADE (TYP.)
��I
700
= _�
:2 :EO
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� rn�
Ln roles
695
r
r- r�
=
00 Z
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690
PROPOSED GRADE (TYP.)
685
PROPOSED 8"
ROOF DRAIN
CROSSING
6 8 C'
4' 2.8'
PROPOSED 6"
6 p�C
WATERLINE CROSSING
8" SDR_6?
2 p1%
C2
9774LF
675 1
670
665
660
N
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000
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705 1
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= 700
5
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II
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-0+50 0+00 0+50 1 +00
675 1
670 1
6651
MH-5 TO MH-3 PROFILE
710
705
700
695
690
685
680
710
705
700
�TH 0�p
SCOTT R. LLINS,-7'
Lic. No. 035791
12/3/20
o�,�ssI�NAL E1SG���
I
I U
F
695
Coo Cv C
QCfl l
C
=0 =� EXISTING GRADE (TYP.) z c
~ � Q
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I z 680
PROPOSED GRADE (TYP.
675 III
8" SDR-26 PVC
670 62.68 LF @a 0.50%
78:"SDR--.26 PVC
55.65 LF @a 0.50%
665
660
r\
O
M
^
O
00
01
O
00
01
l0
00
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rl
l0
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l0
0+50 0+00 0+50 1 +00 1 +5C
MH-6 TO MH-2 PROFILE
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10 20
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
675
670
665
660
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 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.
0
0
0
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JOB NO.
112066
SCALE
1„ = 50,
lw L SHEET NO.
10
710
710
710
710
705
700
STR:5 VDOT STD. DI-313 (L=6')
TP=675.97
INV IN: 667.57 TO 6
INV OUT: 667.47 TO 5A
695
690
Cn
685 'n=0
0 00-0
N Or_
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p N(0 (0
680 Co
> 00(o (0
N
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EXISTING GRADE (TYP.)
C°
I I
PROPOSED GRADE (TYP.)
;' 0
700
STR:8
VDOT
STD. DI-3B
(L=6')
(°
TP=681.52
_
p 0
INV
IN: 671.18 TO 9
m
N
INV
IN: 674.00
TO C4
C/) 00
INV
OUT: 671.08 TO 7
I NO
o
00
cfl
Q
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695
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685
~ °0(D co
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PROPOSED 4" SANITARY
r • D
SEWER LATERAL (TYP.)
PROPOSED 6"
(Dz0
U) �zz
/
WATERLINE
I__zz
PROPOSED 12"
CROSSING
680
WATERLINE CROSSING
1 '
-r1
PROPOSED 8"
SANITARY
1
SEWER CROSSING
675 4.1' 1° ° 675
0
° ° 15" RCP
0
FILL (TYv
1.2' 62.29 LF ® 2.47%
15" RCP
6 7 0 75.52 LF 0 1.69% 670
TIE-IN TO 2'
15" RCP
SWM FACILITY E)ro% 39.00 LF ® 1.00%
INV=665.50 O 44 LF
15" RCP
665 �5" R®P3 00% 63.95 LF 0 1.00%
5� 18 �-F PROPOSED 6" WATERLINE CROSSING
15" RCP 15" RCP
6.59 LF ® 4.00% 27.97 LF ® 4.00%
660
655
665
655
705
STR:10 VDOT STD. DI-3B (L=6')
TP=683.78
INV IN: 677.28 TO 11
INV IN: 679.80 TO 12
INV OUT: 677.18 TO 9
695
EXISTING GRADE (TYP.)
690
PROPOSED GRADE (TYP.
685
705
N 700
J
U
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p mo 695
O
F00
(0"?
Oz00 O
p N 000
>
Nco D 690
co zo
�>>
� Fzz
680'-' 680
4.3' 15" RCP
43.78 LF ® 3.61 %
675 675
PROPOSED 4" SANITARY
SEWER LATERAL (TYP.)
670 670
N W
rn
W
0+50 0+00 0+50
STR-12 TO STR-10 PROFILE
690 690
710
STR:13 VDOT STD. DI-3C (L=10')
700
TP=679.88
INV
IN: 671.89 TO 14
INV
IN: 676.20 TO A2
INV
OUT: 671.79 TO 9
J
695
O 00
o -0
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690
rn
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685
EXISTING
GRADE (TYP.)
PROPOSED G ADE (TYP.)
680
PROPOSED 6"
710
705
700
695
U
p O
N 690
N
O
(.0(D
> �..
r,D
a-> 685
U) I__Z
680
WATERLINE CROSSING PROPOSED 12"
WATERLINE CROSSING
675 675
4.2'
670 L
PROPOSED 8" SANITARY
SEWER CROSSING
665
0+00
1.5'�
1'
670
15" RCP
36.00 LF ® 0.89%
15" RCP 665
122.46 LF ® 0.50%
N O 00 M M
a O 0 O m '5'
rl
0+50 1+00 1+50
STR-14 TO STR 9 PROFILE
700 700
STR:7 VDOT STD. DI-3B (L=6')
TP=678.91
INV IN: 671.54 TO 15
695
INV IN: 670.44 TO 8
INV OUT: 670.34 TO 6
m
EXISTING GRADE
(TYP.)
I� r
0
690
0 690
In CIO
O C:)cfl
>O.
00
685
Ln
�� 685
>
Cn �z
680 1 1 680
675 675
PROPOSED GRADE (TYP.) PROPOSED 6"
WATERLINE CROSSING
670 Lj 670
15" RCP
28.07 LF ® 1.00%
665 665
rn
00 00
�o
0+00
0+50
STR-15 TO STR-7 PROFILE
L!1Ln
Ln 01 N
O �O
M
O M
r, N ' 00
l0 l0 lD kD
L!1
l.0 �
Ol rj
l�0 �
N '4 N
00
l000 l0 � l0 kD
685
685
0+00 0+50 1 +00
1 +50
2+00
2+ 50 .5 1 00 3+50 4+00
�
U
STR-11
TO
SWM
1 PROFILE
°0
M Q
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680
oo�
o 0'30
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p N� �O
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p 17 (.0
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>>
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GRAPHIC SCALE
C/) z zz
I�zZ
5 0 2-5 s 10 20
670 670
PROPOSED GRADE (TYP.)
665 665
EXISTING GRADE (TYP.) 15" RCP
64.33 LF CAD 0.99%
660 660
FILL TO BE PLACED AT
95%COMPACTION (TYP.)
655 655
650 1 1 650
rn
o � k.0 110
0+00 0+50
STR-16 TO STR-5A PROFILE
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
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.
NOTE: HDPE CAN BE USED AS AN ACCEPTABLE
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES.
SEE DETAIL ON SHEET 17 FOR HDPE PIPE
BEDDING INFORMATION.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 4' OR GREATER SHALL HAVE STEPS IN
ACCORDANCE WITH STANDARD ST-1AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
NOTES:
1. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: 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 zS AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
SCOTT R. LLINS'7
�J Lic. No. 035791
12/3/20 w�
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PROPOSED GRADE(TYP
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TIE-IN TO
SWM FACILITY
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665
655
650
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665
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660
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655
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650
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STR-18 TO SWM-1 PROFILE
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.
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.
NOTE: HDPE CAN BE USED AS AN ACCEPTABLE
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES.
SEE DETAIL ON SHEET 17 FOR HDPE PIPE
BEDDING INFORMATION.
NOTE: 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.
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.
2C
kR.LLlNS7'
SCOT
Lic. No. 035'791
12/3/20
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DRAINAGE
DESCRIPTIONS
ROOF DRAIN AND YARD INLET
DESCRIPTIONS
PIPE INFORMATION
INLET
INFORMATION
IIA.
in.)
LENGTH
(ft.)
SLOPE
(%)
INVERT 114VERT
IN
OUT
MATERIAL
INLET TYPE:
Curb
Type
SLOT
LENGTH
RIM
ELEVATION
Upstream
Structur
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
DI-3C
CG-6
6'
686.79
15
62.29
C
678.82
77.28
RCP
DI-3B
CG-6
6'
683.78
15
75.52
C
677.18
075.90
1RCP
Al
Inlet
12"
686.62
680.00
A2
684.49
677.87
8"
53.20
HDPE
4.00%
DI-3A
CG-6
4'
681.40
A2
Inlet
12"
68449
677.87
STR-13
679.87
676.20
8"
22.49
HDPE
4.00%
15
39.00
C
671.57
671.18
RCP
DI-313
CG-6
6'
681.60
15
63.95
1.00%
671.08
670.44
RCP
Upstrea
Structur
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
DI-3B
CG-6
6'
678.91
15
60.44
2.56%
670.34
668.79
RCP
DI-313
CG-6
6'
675.95
131
Cleanout
12"
687
08
685.00
A 7
686.91
684.12
8"
44.00
HDPE
2.00%
15
27.97
4.00%
668.69
67.57
RCP
132
Cleanout
12"
686.91
684.12
A8
686.36
683.54
8"
28.98
HDPE
2.00%
DI-313
CG-6
6'
675.97
15
51.78
2.99%
667.47
s5.s2
RCP
B3
Cleanout
12"
686
36
682.70
A9
687.36
682.38
8"
52.71
HDPE
0.60%
MHA
CG-6
-
672.82
134
Cleanout
12"
687.36
682.38
STR-12
685.40
681.96
8"
69.58
HDPE
15
6.59
3.95%
1 665.76 1965.50
1 RCP
15
17.55
115.95%
665.50
62.70
1 RCP
M H-1
671.44
15
9.10
15.93%
661.89
660.44
RCP
M H-1
670.41
M H-1
670.95
15
11.84
4.56%
659.00
58.46
RCP
M H-1
670.41
15
65.65
8.73%
652.46
46.73
RCP
M H-1
658.93
15
67.47
8.00%
640.73
35.33
RCP
M H-1
644.09
15
61.78
8.00%
629.33
24.39
RCP
M H-1
629.13
15
60.87
8.00%
616.43
11.56
RCP
MH-1
615.79
15
63.92
7.99%
602.99
597.88
RCP
M H-1
602.63
15
87.75
3.35%
592.88
589.94
RCP
M H-1
593.69
15
91.28
1 1.5196
587.62
i86.24
RCP
M H-1
591.17
15
23.79
1.01 %
586.14
85.90
RCP
15 1 43.78 1 3.61 % 1 681.38 1 679.80 1 RCP
15 36.00 0.89% 672.21 71.89 RCP
15 122.46 0.50% $71.18 RCP
15 1 28.07 1 1.00% 1 671.82 1 $71.54 1 RCP
15 1 64.33 1 0.99% 1 667.14 1 $66.50 1 RCP
15 1 13.42 1 4.40% 1 666.09 1 $65.50 1 RCP
15 1 4.66 1 8.58% 1 665.90 1 $65.50 1 RCP
5 1 53.94 1 2.78% 1 587.00 1 585.50 1 RCP
Structure
Are a
(Acres)
Cw
tc
(M in.)
1
0.00
0.90
5.0
2
0.00
0.90
5.0
SWM 2
0.00
0.90
5.0
3
0.00
0.90
5.0
3A
0.00
0.90
5.0
3B
0.00
0.90
5.0
3C
0.00
0.90
5.0
3D
0.00
0.90
5.0
4
0.00
0.90
5.0
4A
0.00
0.90
5.0
SWM 1
0.00
0.90
5.0
5
0.08
0.83
5.0
5A
0.00
0.90
5.0
6
0.09
0.83
5.0
7
0.08
0.85
5.0
8
0.03
0.70
5.0
9
0.28
0.66
5.0
10
0.08
0.78
5.0
11
0.08
0.79
5.0
12
0.25
0.76
5.0
13
0.25
0.54
5.0
14
0.11
0.68
5.0
15
0.30
0.76
5.0
16
0.16
0.68
5.0
17
0.32
0.71
5.0
18
0.11
0.85
5.0
24
0.00
0.90
5.0
25
0.00
0.90
5.0
OUT
0.00
0.90
5.0
Upstrea
Structure
Downstream
Rim
Pipe I
Pipe
Pipe
Pipe
Type
Rim Elevation
Invert
Invert
Structur
Size
Structur
Elevation
Diameter
Length
Material
Slope
135
Inlet
12"
685
683.13
136
686.41
682.87
8"
44
HDPE
0. 60%
136
Inlet
12"
68641
682.87
63
686.36
682.70
8"
28.03
HDPE
0.60%
Upstream
Structur
Type
Structure
Size
Rim Ele
ation
Invert
Downstre
Structur
C1
Inlet
12"
685.67
683.67
C2
C2
Cleanout
12"
686.00
682.78
C3
C3
Inlet
12"
685.73
682.11
C4
C4
Inlet
12"
685.56
677.34
STR-8
Upstream
Structur
Type
Structure
Size
Rim Elevation
Invert
Downstre
Structur
D1
Inlet
12"
683.37
679.83
D2
D2
Cleanout
12"
684.66
678.45
D3
D3
Inlet
12"
68158
676.50
D4
D4
Inlet
12"
678.43
673.63
D5
D5
Inlet
12"
675.77
671.02
STR-17
SC.In op
TTT R. LLINS�
Lic. No. 035791
12/3121
SIDNAL
Z �
Rim
Pipe
Pipe
Pipe
Pipe
Z
w
2
Invert
Elevation
Diameter
Length
Material
Slope
O '
U
G
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J
Q
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v '
Q
a �
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686.00
682.78
6"
32.25
HDPE
2.75%
685.73
682.11
6"
24.44
HDPE
2.75%
685.56
680.72
6"
50.64
HDPE
2.75%
681.82
674.00
6"
83.4
HDPE
4.00%
W
w
w
Rim
Pipe
Pipe
Pipe
Pipe
Invert
Elevation
Diameter
Length
Material
Slope
F
i
684.66
678.45
8"
23.38
HDPE
5.90%
681.58
676.50
8"
33.01
HDPE
5.90%
678.43
673.63
8"
48.61
HDPE
5.90%
675.77
671.02
8"
44.31
HDPE
5.90%
671.64
667.17
8"
65.29
HDPE
5.90%
DI-3C
CG-6
12'
685.38
Upstream
Structur
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
DI-3C
CG-6
6'
679.47
Li
Inlet
12"
679
80
677.05
E 2
679.51
674.63
8"
44.00
HDPE
5.50%
E2
Inlet
12"
679
51
673.88
E3
675.83
671.79
8"
38.02
HDPE
5. 50%
DI-3C
CG-6
10
679.88
E3
Inlet
12"
1 675.83
1 671.04
STR-16
671.03
668.11
8"
53.32
HDPE
5.50%
Upstream
Structur
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
DI-313
CG-6
6'
678.90
19
Inlet
24"
649.50
643.00
20
1 635.5
631.69
8"
122.09
1 HDPE
9.26%
DI-3C
CG-2
6'
671.03
20
Inlet
24"
635.5
626.34
21
615.5
612.83
8"
112.61
HDPE
12.00%
21
Inlet
24"
61
.5
610.55
22
605.50
602.83
8"
67.01
HDPE
11.52%
22
Inlet
24"
605.50
602.06
23
600.61
597.27
8"
49.71
HDPE
9.64%
DI-3C
CG-6
6'
671.64
23
I n I et
24"
600
61
595.21
23A
593.43
590.59
8"
91.35
HDPE
5.39%
23A
Cleanout
24"
593.43
590.59
SWM-2
590.47
590.47
10"
11.82
HDPE
1.00%
DI-3C CG-6 6' 671.77
24" HDPE RISER - - SEE DETAIL
DRAINAGE AREA DESCRIPTIONS
Drainage
Area
Area
(Acres)
Cw
Al
0.15
0.54
A2
B1
0.14
0.90
132
B3
134
B5
136
C1
0.12
0.60
C2
C3
C4
D1
0.20
0.60
D2
D3
D4
D5
El
0.17
0.65
E2
E3
19
0.18
0.40
20
0.15
0.50
21
0.08
0.53
22
0.33
0.41
23
0.00
0.00
23A
0.00
0.00
GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch - 50 ft.
400
0 0 0
w N N N
f f
M M
rN
N
N
w Q
Zw
w
_ � O
O
N
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JOB NO.
112066
SCALE
111 = 501
SHEET NO.
13
d
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a
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0
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Table 7: Grade Inlet Design Table
H 0�
SCOTT
R.
LLINS '"
Table 6: Sump Inlet Design Tabl
Lie. No.
035'791 �
12/3/20
loNaL
0-1
H
z
w
O
- for inlets draining to stormwater
management facilities, where
overland flow to facilities
is not
available, 100% capture is required
at 6.5in/hr
i-
Table 7: Grade Inlet Design
Table
z
o
>
LU
Zz
O
Q
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Q
O
a
OU
IY
m
Q
z
w
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Q
O
p
J
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U
z
O
Q
W
o
w
J
Q
>
>
w
LU
wQ
W
W
d
w
(n
* gutter longitudinal slope of 0.001 should be used in a sump condition
>
rate inlets
9 (
DI-7 in o en avement
) p p
reas will not have a curbs
read but will have inlets read and de th
p p p
w
for inlets draining
to stormwater man gement facilities, the 6.5in/hr
check storm will suffice
for the 10yr conveyance to the facilities
NOTE: Inlet size
for structures
determ
ned by overland flow.
Pipes have been sized to include overland flow
as well as yard inlet and roof drain drainage areas.
Design
Storm Year =
10
Design Yeara 10
Project:
Avon
ParkII
Job #: 182156
P�epared by:
LMW, PEI
O
CD
CD
INLET
M
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STATION
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ri
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N
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JOB NO.
112066
SCALE
11 � _ 0.
SHEET NO.
14
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)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
m
w
N
m
Q
,C
o
U
-
�
�
v
C
n
O
�
N
�_
U
�
N
p
U
N
C
Q
O
>
?�
07
(A
-O
O
U
N
i
>
O
w
c
a�
U
o
o
c
o
o
°
3
o
o
m
a
o
°
Y
O
U
(0
3
Ol
x
Q
II
cn
N
U
f6
C O
�
�
�
U
w
�
C
i
a >
J
¢
U
U
cn
H
w
m
(n
(n
J
J
W
CT
CT
U
5
3B
6.0
0.08
0.83
0.066
0.27
0.13
0.40
0.0619
0.0200
2.0
0.0830
4.1500
3.36
0.99
3.5120
0.1463
0.1649
6.60
0.91
0.99
0.39
0.01
18
6
3B
6.0
0.09
0.83
0.075
0.30
0.00
0.30
0.0619
0.0200
2.0
0.0830
4.1500
3.01
0.99
3.5120
0.1463
0.1649
5.84
1.03
1.00
0.30
0.00
-
7
3B
6.0
0.08
0.85
0.068
0.27
0.00
0.27
0.0480
0.0200
2.0
0.0830
4.1500
3.05
0.92
3.5120
0.1463
0.1546
5.41
1.11
1.00
0.27
0.00
-
8
36
6.0
0.03
0.70
0.021
0.08
0.00
0.08
0.0380
0.0200
2.0
0.0830
4.1500
2.05
1.00
3.5120
0.1463
0.1663
2.95
2.04
1.00
0.08
0.00
-
10
36
6.0
0.08
0.78
0.062
0.25
0.00
0.25
0.0490
0.0200
2.0
0.0830
4.1500
2.94
0.99
3.5120
0.1463
0.1649
5.05
1.19
1.00
0.25
0.00
-
15
3B
6.0
0.30
0.76
0.228
0.91
0.00
0.91
0.0480
0.0200
2.0
0.0830
4.1500
4.80
0.89
3.5120
0.1463
0.1502
9.15
0.66
0.85
0.78
0.13
5cn
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
a
m
w
N N
Vl
N
�
Q
Q
�
�
C
O
U
�
�
C
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w
w �
C
v
O
�
N
w
�
•io
CV
+,
o
N
�.
N
a
�
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.�•
v,
L
N
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U
W
�
O
U
N
C
U
m
3
_ w c
m � o O
o
0
3
U
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o �
m � � L
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m
m
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cn
+�
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m
rn
cso � m
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- m
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m
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x
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3
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o
Y
O
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c
(0
7
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N
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to
II
II
J
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i
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3
3
0
3
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a > �
Q U U CJ Ci
cn
cn
�
cn
cn
H
w
co
in
�
�
J
ui
C7
C7
U
IY
5
3B
6.0
0.08
0.83
0.066
0.43
0.40
0.83
0.0619
0.0200
2.0
0.0830
4.1500
4.42
0.92
3.5120
0.1463
0.1546
9.32
0.64
0.84
0.70
0.13
18
6
3B
6.0
0.09
0.83
0.075
0.49
0.00
0.49
0.0619
0.0200
2.0
0.0830
4.1500
3.62
0.97
3.5120
0.1463
0.1619
7.27
0.83
0.96
0.47
0.02
17
7
3B
6.0
0.08
0.85
0.068
0.44
0.00
0.44
0.0480
0.0200
2.0
0.0830
4.1500
3.66
0.97
3.5120
0.1463
0.1619
6.45
0.93
0.99
0.44
0.00
-
8
3B
6.0
0.03
0.70
0.021
0.14
0.00
0.14
0.0380
0.0200
2.0
0.0830
4.1500
2.46
1.00
3.5120
0.1463
0.1663
3.61
1.66
1.00
0.14
0.00
-
10
3B
6.0
0.08
0.78
0.062
0.41
0.00
0.41
0.0490
0.0200
2.0
0.0830
4.1500
3.53
0.98
3.5120
0.1463
0.1634
6.23
0.96
1.00
0.41
0.00
-
15
3B
6.0
0.30
0.76
0.228
1.48
0.00
1.48
0.0480
0.0200
2.0
0.0830
4.1500
5.76
0.84
3.5120
0.1463
0.1429
11.56
0.52
0.73
1.09
0.40
5
- for inlets draining to stormwater management facilities, where overland flow
to facilities
is not
available,
100%
capture is required at 6.5in/hr
®---__1__-_I---
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Table 6: Sump Inlet Design Table
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)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
o-
N
N
U
(0 N
�
(0
�
C
�
� w
O N
a
O
O
N
O. O)
O >
�
p
O)
N
Y c
�
d u o
a
o
U
s
m
� �
(0 f0 C
C C
@
N
N
(0
N
�
C
N
"O
.m
N
V y
� Y
J F O
f0 � 30 V
O
�
`p-
O`
30
�
O- N
� Q y
�
O)
V1
L
y E
Q
all
0.28
0.66
0.185
0.74
0.00
0.74
0.0010
0.0200
2.0
0.0830
4.1500
9.17
0.62
STR 9 DI-3A 4.0
combined flow
0.7
0.19
0.406
9.31
all
0.08
0.79
0.063
0.25
0.00
0.25
0.0010
0.0300
2.0
0.0830
2.7667
4.76
0.84
STR 11 DI-3C 6.0
combined flow
0.3
0.07
0.152
2.32
all
0.25
0.76
0.190
0.76
0.00
0.76
0.0010
0.0100
2.0
0.0830
8.3000
14.29
0.54
STR 12 DF3C 12.0
combined flow
0.8
0.09
0.199
9.12
all
0.25
0.54
0.135
0.54
0.00
0.54
0.0010
0.0100
2.0
0.0830
8.3000
12.57
0.56
STR 13 DF3C 10.0
combined flow
0.5
0.08
0.179
8.20
all
0.11
0.68
0.075
0.30
0.00
0.30
0.0010
0.0100
2.0
0.0830
8.3000
10.07
0.67
STR 14 DF3C 6.0
combined flow
0.3
0.08
0.170
7.78
all
0.16
0.68
0.109
0.44
0.00
0.44
0.0010
0.0190
2.0
0.0830
4.3684
7.76
0.70
STR 16 DF3C 6.0
combined flow
0.4
0.10
0.218
5.25
all
0.32
0.71
0.227
0.91
0.00
0.91
0.0010
0.0500
2.0
0.0830
1.6600
5.59
0.73
STR 17 DI-3C 6.0
combined flow
0.9
0.11
0.236
2.17
all
0.11
0.85
0.094
0.37
0.01
0.38
0.0010
0.0500
2.0
0.0830
1.6600
4.01
0.87
Carryover from STR-5
STR 18 DI-3C 6.0
combined flow,
0.4
0.09
0.199
1.82
"gutter longitudinal slope of 0.001 should be used in a sump condition
- rate inlets in open pavement areas will not have a curb spread, but
9 (DI-7) p
will have inletspread and depth
p
- for inlets draining to stormwater management facilities, the 6.5in/hr check
storm will suffice for the
10yr conveyance to the facilities
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.
INLETS IN SUMP, DESIGN (CURBS
READ AND INLET SPREAD AND DEPTH)
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
a
x
d
in
d
°
@
w
N
p-
�
O
C
�
d
d
'm
o
o
°
S
a
'�
m
°�
�
o
0
3
�
�
o
g
3
�
@
o
�
a
�
@
m
O
.3
�
u
�,
�
@
�
�
iu
�
m
�
a
Y
�
�
�
v
C
O
�-°
s
u11,
E
m
a
�
>
�
Q
U
Q
U C'1 d
C'1
vS .
x
cn
>i
3
�
3
cn
r
0
w
-o
�
-o
r
d
�
al
0.28
0.66
0.185
1.20
0.00
1.20
0.0010
0.0200
2.0
0.0830
4.1500
11.00
0.52
STR 9
DI-3A
4.0
combined flow
1.2
0.26
0.562
12.87
al
0.08
0.79
0.063
0.41
0.00
0.41
0.0010
0.0300
2.0
0.0830
2.7667
5.71
0.79
STR 11
DI-3C
6.0
combined flow
0.4
0.10
0.210
3.20
al
0.25
0.76
0.190
1.24
0.00
1.24
0.0010
0.0100
2.0
0.0830
8.3000
17.14
0.43
STR 12
DI-3C
12.0
combined flow
1.2
0.13
0.275
12.60
al
0.25
0.54
0.135
0.88
0.00
0.88
0.0010
0.0100
2.0
0.0830
8.3000
15.08
0.44
STR 13
DI-3C
10.0
combined flow
0.9
0.11
0.247
11.33
al
0.11
0.68
0.075
0.49
0.00
0.49
0.0010
0.0100
2.0
0.0830
8.3000
12.09
0.60
STR 14
DF3C
6.0
combined flow
0.5
0.11
0.234
10.75
al
0.16
0.68
0.109
0.71
0.00
0.71
0.0010
0.0190
2.0
0.0830
4.3684
9.31
0.60
STR 16
DF3C
6.0
combined flow
0.7
0.14
0.301
7.26
al
0.32
0.71
0.227
1.48
0.02
1.50
0.0010
0.0500
2.0
0.0830
1.6600
6.70
0.54
Carryover from STR-6
STR 17
DF3C
6.0
combined flow
1.5
0.15
0.327
3.00
al
0.11
0.85
0.094
0.61
0.13
0.74
0.0010
0.0500
2.0
0.0830
1.6600
4.81
0.79
Carryover from STR-5
STR 18
DF3C
6.0
combined flow
0.7
0.14
0.310
2.84
POINT
DOWNSTREAM
STRUCTURE
DRAIN
AREA
RUNOFF
COEFF.
CA
INLET
TIME
RAIN
FALL
RU
OFF
Q
INVERT
ELEVATIONS
LENGTH
SI,OPF,
DIA
CAPA-
CITY
VEL
FLOW
TIME
RF.MARK.S
INCR
AC
UM
ACRES
C
MIN
MIN
C
F.S.
UPPER
I,OWF.R
FF,F,T
FT./FT.
INCHES
C.F.S.
F.P.S.
SEC
11
0.08
0.79
0.06
0
06
5.00
6.67
0.4
10
678.82
677.28
62.29
0.0247
1515.9
10
0.08
0.78
0.06
0
32
5.27
6.58
2.1
9
677.18
675.90
75.52
0.0169
15
8.4
5.6
13.5
9
0.28
0.66
0.18
0
71
5.84
6.40
4.5
8
671.57
671.18
39.00
0.0100
15
6.5
5.7
6.9
8
0.03
0.70
0.02
0
73
5.95
6.36
4.7
7
671.08
670.44
63.95
0.0100
15
6.5
5.7
11.2
7
0.08
0.85
0.07
1.03
6.14
6.31
6.5
6
670.34
668.79
60.44
0.0256
15
10.3
8.9
6.8
6
0.09
0.83
0.07
110
6.25
6.28
6.9
5
668.69
667.57
27.97
0.0400
15
12.9
10.7
2.6
5
0.08
0.83
0.07
117
6.29
6.27
7.3
SA
667.47
665.92
51.78
0.0299
15
11.2
9.7
5.3
SA
0.00
0.90
0.00
128
6.38
6.24
8.0
SWM 1
665.76
665.50
6.59
0.0395
15
12.8
11.0
0.6
SWM 1
0.00
0.90
0.00
0
00
5.00
6.67
.8
SEE
SMP FOR SWM I ROUTINGS
4A
665.50
662.70
17.55
0.1595
15
25.8
16.9
1.0
4A
0.00
0.90
0.00
0
00
5.02
6.66
.8
4
661.89
660.44
9.10
0.1593
15
25.8
16.9
0.5
SWM 1
0.00
0.90
0.00
0
00
5.00
6.67
.8
SEE
SMP FOR SWM I ROUTINGS
4
665.50
662.70
17.55
0.1595
15
25.8
16.9
1.0
4
0.00
0.90
0.00
0
00
5.02
6.66
5.8
3
652.46
646.73
65.65
0.0873
15
19.1
13.5
4.9
3
0.00
0.90
0.00
0
00
5.10
6.63
5.8
3A
640.73
635.33
67.47
0.0800
15
18.3
13.1
5.2
3A
0.00
0.90
0.00
0.00
5.18
6.61
.8
3B
629.33
624.39
61.78
0.0800
15
18.3
13.1
4.7
3B
0.00
0.90
0.00
0
00
5.26
6.58
.8
3C
616.43
611.56
60.87
0.0800
15
18.3
13.1
4.6
3C
0.00
0.90
0.00
0
00
5.34
6.56
.8
3D
602.99
597.88
63.92
0.0799
15
18.3
13.1
4.9
3D
0.00
0.90
0.00
0
00
5.42
6.53
.8
2
592.88
589.94
87.75
0.0335
15
11.8
9.6
9.2
2
0.00
0.90
0.00
0
00
5.57
6.48
.8
1
587.62
586.24
91.28
0.0151
15
7.9
7.1
12.9
1
0.00
0.90
0.00
0
00
5.79
6.42
5.8
OUT
586.14
585.90
23.79
0.0101
15
6.5
6.0
4.0
12
0.25
0.76
0.19
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5.00
6.67
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681.38
679.80
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6.9
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0.07
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671.89
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12.2
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0.25
0.54
0.14
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5.20
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671.79
671.18
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0.76
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671.82
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SMP FOR SWM 2 ROUTINGS
24
587.00
585.50
53.94
0.0278
15
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9.4
5.7
705
700
695
690
HT. OF
OBJ=3.5'
685
680
675
670
665
EXISTING GRADE (TYP.)
I� Ol N Lf1 N c-I
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700 1
695 1
685
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TANCE=280'
HT. OF 680
OBJ=3.5'
675
670
665
Ln ^ l0 00
Ln m 00
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DESOTO DRIVE (WEST) 8c HATHAWAY STREET INTERSECTION SIGHT DISTANCE PROFILE PROFILE
700
700
695
695
EXISTING GRADE
(TYP.)
690
690
HT. OF �T �ISTq/vG�IT
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HT. OF —
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PROPOSED GRADE (TYP.)
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670
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An 0
SCOTT R. LLINS 7
�J Lic. No. 035791
12/3/20 w�
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( IN FEET )
1 inch = 50 ft.
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County of Albemarle
Conservation Plan Checklist - To be placed on Landscape Plans
(Handbook, pp III-284-111-297 for complete specifications)
1. The following items shall be shown on the plan:
U Trees to be saved;
® Limits of clearing (outside dripline of trees to be saved);
® Location and type of protective fencing;
® Grade changes requiring tree wells or walls;
U Proposed trenching or tunneling beyond the limits of clearing.
2. Markings:
LI All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators.
U No grading shall begin until the tree marking has been inspected and approved by a County Inspector.
3. Pre -Construction Conference:
U Tree preservation and protection measures shall be reviewed with the contractor on site.
4. Equipment Operation and Storage:
U Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees
to be saved.
5. Soil Erosion and Stormwater Detention Devices:
U Such devices shall not adversely affect trees to be saved.
6. Fires:
U Fires are not permitted within 100 feet of the dripline of trees to be saved.
7. Toxic Materials:
U Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved.
8. Protective Fencing:
® Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing.
U Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction.
9. Tree Wells:
U When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail
submitted for approval.
10. Tree Walls:
® When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail
submitted for approval.
11. Trenching and Tunneling:
U When trenching is required within the limits of clearing, it shall be done as faraway from the trunks of trees as possible. Tunneling
under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots.
12. Cleanup:
KI Protective fencing shall be the last items removed during the final cleanup.
13. Damaged Trees:
W Damaged trees shallI/l//}}��e treated immediately by pmning, fertilization or other methods recommended by a tree specialist.
NOTE: IT IS THE DEVOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION
REQUIREMENTS.
OWNER SIGNATURE
iJi
(DATE)
CONTRACT PURCHASER SIGNATURE (DATE)
5/1/06 Page 1 of 1
I II I
CONSERVATION PLAN NOTES:
1.ALL TREES TO BE PRESERVED AND PROTECTED SHALL BE MARKED WITH PAINT OR RIBBON
AT A HEIGHT CLEARLY VISIBLE TO EQUIPMENT OPERATORS. NO LAND DISTURBING
ACTIVITY SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSTALLED BY THE
CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY ENGINEERING DEPARTMENT
2. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, AND THE STORAGE OF CONSTRUCTION
MATERIALS AND SOIL SHALL NOT BE PERMITTED WITHIN THE OUTSIDE DRIPLINE OF TREES
TO BE PRESERVED AND PROTECTED.
3. TEMPORARY EROSION CONTROL MEASURED AND/OR PERMANENT STORMWATER
MANAGEMENT FACILITIES LOCATIONS SHALL BE COORDINATED SUCH THAT THEY SHALL
NOT ADVERSELY AFFECT TREES TO BE PRESERVED AND PROTECTED.
4. FIRES SHALL NOT BE PERMITTED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF TREES
TO BE PRESERVED AND PROTECTED.
5. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF
TREES TO BE PRESERVED AND PROTECTED.
6. NO LAND DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE PROTECTIVE FENCING HAS
BEEN INSTALLED BY THE CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY
ENGINEERING DEPARTMENT.
7. WHEN TRENCHING FOR ANY KIND OF UNDERGROUND WATER, SEWER, ELECTRICAL, CABLE,
TELEPHONE OR OTHER UTILITY SERVICE IS NECESSARY WITHIN THE LIMITS OF TREE
PROTECTION OR BEYOND THE LIMITS OF CLEARING THE SEPARATION FROM THE TRUNKS
OF TREES SHALL BE MAXIMIZED TO THE FURTHEST EXTENT POSSIBLE. TUNNELING SHALL
BE REQUIRED WHEN DEEMED, BY THE COUNTY ENGINEER, THAT TRENCHING WILL
SIGNIFICANTLY DAMAGE FEEDER ROOTS OF TREES TO BE PRESERVED AND PROTECTED.
8. ANY DAMAGE TO THE CROWN, TRUNK, OR ROOT SYSTEM OF ANY TREE TO BE
PRESERVED AND PROTECTED SHALL BE REPAIRED IMMEDIATELY, IN ACCORDANCE WITH
THE PRACTICES IN THE EROSION AND SEDIMENT CONTROL HANDBOOK. CARE FOR SERIOUS
INJURIES SHALL BE PRESCRIBED BY A PROFESSIONAL FORESTER OR TREE SPECIALIST.
9. SOILS WHICH HAVE BEEN COMPACTED, OVER THE ROOT ZONES OF TREES TO BE
PRESERVED AND PROTECTED, SHALL BE AERATED BY PUNCHING HOLES WITH AN IRON
BAR EVERY 18" OVER THE ROOT ZONE. THE BAR SHALL BE DRIVEN 12" DEEP AND
MOVED BACK AND FORTH IN EACH HOLE UNTIL SOIL IS LOOSENED.
10. TREE PROTECTIVE MEASURES SHALL BE THE LAST OF THE TEMPORARY EROSION
CONTROL PLAN MEASURES REMOVED DURING THE FINAL CLEAN-UP.
PROPOSED 2o' DRAINAGE AND
_LANDSCAPING EASEMENT
(LANDSCAPED BUFFER
AREA)
DB. PG.
OTE: IF TREES
RELOCATED WITHIN 5' OR LESS OF THE PROPERTY
INES ADJACEN
TO TMP901` A2, TMP9oF--F-42, TMPg-oF=F-43, OR
MPgoF-F-44, T
E DEVELOPER SHALL REMOVE THE TREES ON THE
DJACENT PRO
ERTIES. THE REMOVAL OF WILL BE
a
UBJECT TO TH
EXISTING PROPERTY OW EWS WRI N APPROVAL.
"
ACSA PROPOSED
WATER SCRIM FENCE
o N
LANDSCAPING WITHIN 15' FENCE �
LANDSCAPE BUFFER THAT TANK ry "1
ALONG
ABUTS ACSA WATER TANK TMP F-A2 PROPERTY q
PROPERTY SHALL HAVE NIF ALBEMARLE COUNTY LINE
SIMILAR LANDSCAPING TO SERVICE AUTHORITY
WHAT WAS PLANTED WITH DB 3571 PG 272
THE LATEST AVON PARK
20' GRADING
EASEMENT
DB.3291 PG.607
CO
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PROPOSED 15 LANDSCAPING - L_�,
STORAGE TANK SECURITY EASEMENT (LANDSCAPED PR0POSnE-D 10'
FENCE IMPROVEMENTS PLAN BUFFER AREA) PROPOSED LANDSCAPE
DB. PG. EASEMENT
CG 2 CURB DB.PG.
' S53 4b09 E 114.92
o FRONT
x
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PARKIN NO G ��
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PROPOSED PRIVAT
ACCESS EASEMEW
DB.__PG.
5' REAR SETBACK 13 A4 15 16 I I
i
NOTE: ALL LANDSCAPING EASEMENTS, BUFFERS, AND SCREENING
SHALL BE PLANTED IN ACCORDANCE WITH THE APPROVED PROFFERS.
LANDSCAPING SHALL BE INSTALLED PRIOR TO THE FIRST CERTIFICATE
OF OCCUPANCY FOR ANY PROPOSED UNITS WITHIN THE
DEVELOPMENT AS DETAILED IN PROFFER 3.
n
PROPOSED 2o' LANDSCAPING EASEMENT - NATURAL
LANDSCAPED AREA OR REPLANTING/NEW
LANDSCAPED BUFFER FOR ANY DISTURBED AREAS
DB. PG.
LOCATION OF PROPOSED
DETENTIO
N BASIN
Un
�
'PROPOSED 20' S 24" CMP � IMPROVED ASPHALT
EMERGENCY ACCESS DRIVEWAY
- - EASEMENT
ACCESS FOR (2) LOTS
DB. PG.
CONCRETE \\ ----
LOT 30 d�
37,445SF
o.86 ACRES ��
ASPHALT
,
CONC ETE
� O
I O
O
PLANTEF'
EXISTING 28' I EASEMENT
E/P - E/P DB. 32g1 PG. 607 D
EXISTING 32' I
F/C - F/C
: I TMP 90E-7
TMP 90E-9 N/F IAN FARIS
X
O' CONNOR LIVING TMP 90E-8 DB 4163 PG 261 �O
TRUST N/F IGNACIO 0
TARA L DE
DB 5116 PG 289 CARDENAS
T � �
DB 4060 PG 77 THP 00-30R
PROPOSE
PROPOSED 1o' D SCRIM FENCE �- N11F JOHN A OR RUBY T BROOKS � T
LANDSCAPING FENCE ALONG PROPERTY LINE RR 1191 PO 396 9
EASEMENT ADJACENT TO TMP goF-Ai.
PROPOSED 5'
DB. PG.
PROPOSED 20 DRAINAGE AND LANDSCAPING COMMUNITY
LANDSCAPING EASEMENT EASEMENT ASSOCIATION INC CIO PROPOSI
(LANDSCAPED BUFFER AREA) DB.--PG. REAL PROPERTY INC LANDSCi
S58° 8'07"E 4g5 7g DB. PG. DB 3692 PG 319 S31°02'03"W 3.10' - y DB. F
S59°2 1'51 "E 370.96'
r
1
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0200
' •2 0
PROPOSED EMERGENCY ACCESS
ROAD REMOVABLE BOLLARDS
10 R AR SET ACK
- -
:P .
ROPOSED 20 LANDSCAPING
I I _
I t EASEMENT -NATURAL LANDSCAPED:
6 I ^
V 1
AREA NEW - - - OR REPLANTIN G
N
LOT
I
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I I O
LOT
O
L I'
OT LAND APED B FFER F R ANY SC U O N
LOT LOT O .. ....• ..•..••. ::.::::::::::::::::."..:. •..::..:::::::•':::
28 26 4 �... •...
2 f :::::ii •.. •.::.. DISTURBED AREAS -
;� 5
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k i i r I SPHOALT DRIVEWAY I
W PROPOSED I _ TO SERVE LOTS 29 I I LOT 30
c� W w DESOTO DRIVE ��' GUARDRAIL I �� LOT 29 AND30 I 37,445
II I I NOTE: SLOPE OF 40,020 SF I o.86 ACRES
49 RIVATE RIW I I EMERGENCYACCESS 0.92 ACRES I I
4 1 X ram+ I I ROAD SHALL NOT I I
i I I EXCEED 16% I
to I CONCRETE PROPOSED 20' I
to
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: \
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•.: •.: •.
3.8 19
••.I••.'••.- ... ••
-22 + PROPOSED 47 PRIVATE _ _ , GRAVE L00
:. ACCESS EASEMENT
zo REAR PROPOSED CG-6"CURB-.' i
NO PARKINGii
SIGN (TYP.)
(3) AR STREET (2) UA STREET
N59°18'07"W 1,072.99'(T)
TREES ALONG NO PARKING TREES ALONG TREES ALONG
AREA A: 7,334 SF SIGN (TYP.) HATHAWAY DESOTO COURT PROPOSED 1o' LANDSCAPING
ANOKO COURT
STREET EASEMENT (LANDSCAPED
PROPOSED 10' LANDSCAPING (3) AR STREET BUFFER AREA)
(4) AR STREET PROPOSED DOUBLE -SIDED EASEMENT (LANDSCAPED
(4) UA STREET TREES ALONG
------------------
DB.--PG.
NOTE: SCRIM FENCING TO BE INSTALLED IMMEDIATELY FOLLOWING
GRADING IN THE LOCATION WHERE THE SCRIM FENCE IS TO BE
LOCATED.
LANDSCAPING
NOTES:
1.
STREETTREES PROVIDED So' O.C. AND 5'-io' FROM PROPOSED UTILITIES.
2.
ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH AND BE
MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. SHRUBS
AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL
HEALTH OF THE PLANT.
3.
TOTAL STREET FRONTAGE = 964'
REQUIRED STREET TREES: 21(1 TREE PER EVERY 56 OF STREET FRONTAGE)
PROPOSED STREET TREES: 23
NOTE: 278' OF STREET FRONTAGE ALONG HATHAWAY STREET
REQUIRED STREET TREES: 6
PROPOSED STREET TREES: 7
NOTE: 382' OF STREET FRONTAGE ALONG DESOTO DRIVE
REQUIRED STREET TREES: 8
PROPOSED STREET TREES: 8
NOTE: 200' OF STREET FRONTAGE ALONG ANOKO COURT
REQUIRED STREET TREES: 4
PROPOSED STREET TREES: 4
NOTE: 104' OF STREET FRONTAGE ALONG DESOTO COURT /
REQUIRED STREET TREES: 3
PROPOSED STREET TREES: 4
4.
PARKING LANDSCAPE REQUIREMENTS
REQUIRED PARKING LANDSCAPING = 21 PARKING SPACES @a 1 TREE / 10 SPACES
-
= 3 TREES REQUIRED
TOTAL TRESS PROVIDED ADJACENT TO PARKING SPACES = 3 TREES PROVIDED
--5.
SEE SHEET 6A FOR TREE PLANTING & STAKING AND TREE FENCING & ARMORING
DETAILS.
STREET TREES
LANDSCAPING PLANT SCHEDULE
SYM
BOTANICAL
COMMON NAME
SIZE
CANOPY (SF)
TOTAL SITE
QUANTITY
COVERAGE (SF)
AR
ACER RUBRUM
RED MAPLE
13/4"
397
14
5,558
UA
ULMUS AMERICANA
AMERICAN ELM
13/4"
397
12
4,764
I
I
2o' GRADIN
TREES ALONG TREES ALONG DESOTO COURT
VERTICAL FENCING (BOARD BUFFER AREA)
ANOKO COURT TMP 90-30 ON BOARD) PRIVACY FENCE DB. PG. HATHAWAY INCL. PARKING)
(INCL. PARKING) N/F GARY D BROOKS JR ! I STREET
DB 4858 PG 406
NOTE: ALL STREETS WITHIN THE DEVELOPMENT SHALL BE MARKED
WITH NO PARKING SIGNS ON BOTH SIDES OF THE ROADWAY.
HATHAWAY STREET SHALL BE MARKED WITH NO PARKING SIGNS ON
ONE SIDE OF THE ROADWAY.
/ `PROPOSED 3 BOARD FARM
FENCE ALONG PROPERTY LINE
NOTE: (*) DENOTES THE LOCATI N OF THE AFFORDABLE UNIT
WITHIN THE DEVELOPMENT. pEb PROFFER #1, THERE SHALL BE (6)
AFFORDABLE HOUSING UNITS WITHIN THE DEVELOPMENT.
AREA OF PROPOSED ONSITE
LANDSCAPE BUFFER
TMP 90-30A
N/F GARY D OR MYRTLE T BROOKS
DB 1191 PG 396
30 0 1o GRAPHIC SCALE 30 60
( IN FEET )
1 inch = 30 ft.
THP 00-30R
N11F JOITiN A OR RUBY T BROOKS
RR 1191 PO 396
120
" 0� �
SCOTT R. LLINS77'
Lic. No. 035791
12/3/20
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