HomeMy WebLinkAboutSDP202100049 Plan - Revision 2021-10-12AVON PARK II DEVELOPMENT
"^'°"°, °°'°` FINAL SITE PLAN
OWNER: STANLEY MARTIN COMPANIES LLC
11710 PLAZA AMERICA DRIVE, SUITE 1100
SDP2021=00049
RESTON, VA 20190
DEVELOPER: STANLEYPLEPLNHOMES
E,SUI SCOTTSVILLE DISTRICT - ALBEMARLE COUNTY. VIRGINIA
404 PEOPLE PLACE, SUITE 303
CHARLOTTESWLLE, VA 22911
ENGINEER: COLLINS ENGINEERING
200 GARRETT ST, SUITE K
CHARLOTTESWLLE, VA 22902
(434)293-3719
TAX MAP NO.: 090000-00-00-03100 (DB 5237, PG.405)
1960 AVON STREET EXTENDED
CHARLOTTESWLLE, VA 22902
TOTAL AREA: 5.262 ACRES
ZONING: PRO PLANNED RESIDENTIAL DEVELOPMENT AND ENTRANCE CORRIDOR OVERLAY DISTRICT
(ZMA 2012-0004 & ZMA2014-6)
A SPECIAL EXCEPTION WAS APPROVED BY THE BOS ON NOVEMBER 4, 2020 (SE202000005).
TWO CONDITIONS WERE PART OF THE APPROVAL:
1. ALL VARIATIONS SHALL BE AS DEPICTED ON THE INITIAL SITE PLAN AND SUBDIVISION
PLAT FOR AVON PARK Il DEVELOPMENT PREPARED BY COLLINS ENGINEERING AND LAST
REVISED ON OCTOBER 5, 2020.
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2. THE APPLICANT SHALL PROWDE LANDSCAPE SCREENING IN ACCORDANCE WITH COUNTY
CODE 18-32.7.9.7, OR LANDSCAPING AS APPROVED BY THE AGENT IN THE OPEN
Co
� CJ
SPACE/LANDSCAPING EASEMENT AREAS AS SHOWN ON THE DEPICT70N ENTITLED
"INTENSIFIED LANDSCAPING AREA FOR SCREENING CREATED BY THE COMMUNITY
0.
DEVELOPMENT DEPARTMENT ON 10-13-20.
PROPOSED USE. RESIDENTIAL DEVELOPMENT - TOTAL 30 RESIDENTIAL LOTS
28 SINGLE FAMILY ATTACHED RESIDENTIAL UNITS (TH UNITS)
2 EXISTING SINGLE FAMILY DETACHED RESIDENTIAL UNIT
NOTE. (6) OF THE SFA UNITS SHALL BE AFFORDABLE HOUSING UNITS IN ACCORDANCE
WITH PROFFER #1. THE (6) UNITS ARE IDEN77FIED WITH AN ASTERISK ON THE SITE PLAN (*).
DENSITY.• ALLOWABLE DENSITY PER ZMA APPLICA7ON PLAN: 6 DU/AC
TOTAL ALLOWABLE NUMBER OF LOTS: 30 TOTAL LOTS
TOTAL NUMBER OF PROPOSED UNITS. • 30 RESIDENTIAL LOTS
PROPOSED VARIATIONS A VARIAT70N TO THE APPROVED APPLICA7ON PLAN WAS APPROVED BY THE BOARD OF
SUPERVISORS ON NOVEMBER 4, 2020 (SE2020-0005). THE WAIVER SHALL INCLUDE A
- -
MODIFICATION TO THE LAYOUT FROM THE ORIGINAL APPLICATION PLAN, A MODIFICATION TO
N/F ✓ENNIFER
L
b
THE ROADWAY NETWORK (BUT WILL KEEP THE SAME ROADWAY CONNECTIONS), A
CERARDI
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MODIFICATION TO THE SETBACKS (BASED ON THE ROADWAY CHANGES), AND A
x x—x-Dgx4q,ryxP4�
- x-
MODIFICATION TO THE TIMING OF THE INSTALLATION OF THE LANDSCAPING BUFFER AREAS
x
i
AND SCRIM FENCE.
oEll
x x c F Z I TMP 90E-9
OPEN SPACE.• TOTAL OPEN SPACE PROPOSED = 1.328 AC (25.29) \ w > w'1 N/F DENNIS OR
OPEN SPACE A: 6,850 SF f TMP x w LINDA V OCONNOR
\N/F ALBEMARLE COUNTY I `y DB 4184 PC 210
OPEN SPACE B.- 50,999 SF f
TOTAL OPEN SPACE REQUIRED 259 = 1.316 ACRES �ERVIC6 AUTHORITY x w
( ) BR-3571-PG 2Z2x —
OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIATION. ALL OPEN x m z
SPACE SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS IN THE i
SUBDIVSION AND NO OPEN SPACE IS PROPOSED TO BE DEDICATED PUBLIC SPACE.
BUILDING HEIGHTS. • MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 30 FEET I
/ TMP 90E-7
TMP 90F 8 N/F IAN FARIS
N/F ICNACI OR DB 4163 PC 261
TARA L D
RECREATIONAL AMENITIES: PER PROFFER 8 THE OWNER SHALL PROI/IDE AND INSTALL A 40 x50, FENCED DOG
PARK WITH (2) SMALL BENCHES. IN ADDITION 2 ADDl770NAL PLAY STRUCTURES FOR OLDER
p
5
I
CHILDREN SHALL BE ADDED IN THE EXISTING TOT LOT AREA ON 7MP090F0-00-00-0OA1
I
LOT
LOT
LOT
LOT
I
OT
26T
LOT
OWNED BY THE AVON PARK COMMUNITY ASSOCIATION.
4
2
27
r
SETBACKS:
FRONT. 10' MINIMUM (18' MINIMUM FROM R/W OR EDGE OF SIDEWALK TO GARAGE)
SIDE. • NONE - MIN. 10' BUILDING SEPARATION
LOT
„
REAR: 10' MINIMUM (LOTS 1-4 & 13-28)
i
1
5' MINIMUM LOTS 5-12
( )
r
LOT
SUBDIVISION STREETS.
CURB & GUTTER
y y
8
;
h
WATERSHED:
RIVANNA RIVER DRAINAGE DISTRICT - NOTE.- THIS S17E /S NOT LOCATED WITHIN A PUBLIC
WATER SUPPLY RESERVOIR WATERSHED.
ti i a
LOT
9
ft
AGRICUL77)RAL/ FORESTAL DISTRICT. NONE
c
TOPO &SURVEY.
THE BOUNDARY LINE AND PARCEL INFORMATION WAS PROVIDED BY ROUDABUSH, GALE ANDASSOCIATES
LOT
10
MAY 2018. THE TOPOGRAPHY INFORMATION IS BASED ON FIELD SURVEY
COLLECTED IN MAY 2010. THE PROPERTY IS CURRENTLY BE SURVEYED FOR UPDATED
�
JTENGINEERING
LOT
TOPOGRAPHY FOR THE FINAL SITE PLAN. INFORMATION FIELD VERIFIED BY COLLINS
11
LOT
L
LOT
LOT
LOT
LOT
MARCH 2021.
I�ILOT
13
14
15
16
17
19
20
LOT
DATUM:
NAD 83
12'Tt
-
-
.
_
-
RE sQALz -J— _
1 _ - L
EXISTING VEGETA770N:
PARI7ALLY WOODED VV11H (2) RESIDENCES ON 17-IE PROPERTY AND EXISING
- -----------
GRAVEL DRIVEWAYS.
AREA A: 6,850 SF
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
TMP 90-30
TOTAL PARKING SPACES REQUIRED: 67 SPACES
N/F GARY D BROOKS ✓R
DB 4858 PC 406
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.
GRAPHIC SCA E
BUILDING SITES:
PARCELS 1-30 EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS OF
50 0 25 50 100 200
SECT70N 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
BURIAL SITES:
NO KNOWN CEMETERIES EXISTS ON THE PROPERTY.
( IN FEET )
1 inch = 50 ft.
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 PR07ECT70N ORDINANCE.
IMPERVIOUS AREAS. THE TOTAL OVERALL SITE IMPERVIOUS AREA CAN NOT EXCEED 379
PER THE APPROVED ZMA APPLICAT70N PLAN:
WETLANDS/STREAMS.-
THERE ARE NO WETLANDS OR STREAMS LOCATED ON THE PROPERTY.
ROADS. 0.63 AC (PAVED CIRCULATION PARKING AREA = 27,380 SF)
FLOODPLAIN:
THE PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X AS SHOWN ON THE FLOOD
SIDEWALKS. 0.11 AC
INSURANCE RATE MAP COMMUNITY PANEL NO.- 51003C0407D, DATED FEBRUARY 4, 2005.
BUILDINGS/DRIVEWAYS 1.12 AC
TOTAL: 1.86 AC (35.39 IMPERVIOUS AREA)
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
PROPOSED USES: LOTS: 127,162 SF (2.919 AC)
MANAGED SLOPES ARE SHOWN ON SHEET 2 AND SHEET 4 AND SHALL BE MANAGED IN
PRI V
ROADS (R/W &PRIVATE ACCESS ESMT): 44,200 SF (1.015 AC)
CCES1.J28
ACCORDANCE WITH THE ALBEMARLE COUNTY ZONING REQUIREMENTS.
OPEN SPACE. 5 SF AC)
RETAINING WALLS:
RETAINING WALLS GREATER THAN 36" IN HEIGHT ARE NOT PROPOSED WITH THIS PLAN.
OFFSITE EASEMENT ALL PROPOSED GRADING SHALL BE CONSTRUCTED ON SITE OR WITHIN
LANDSCAPING
STREET TREES ARE PROPOSED ALONG THE NEIGHBORHOOD STREETS IN ACCORDANCE WITH
EXISTING RIGHT-OF-WAY. THERE ARE ALSO EXIS77NG OFFSITE
ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS WITHIN SECT70N 32.79 OF THE COUNTY
EASEMENTS FOR THE ROADWAY AND U77LITY CONNECTIONS TO THE
CODE.
AVON PARK DEVELOPMENT.
IN ADDITIONAL, LANDSCAPING BUFFERS SHALL BE PROVDED ALONG THE BOUNDARY OF THE
FIRE FLOW THE EXISTING FIRE FLOW IS 1610 GPM AT 22 PSI PRESSURE.
PROPERTY IN ACCORDANCE WITH THE APPROVED APPLICATION PLAN AND PROFFERS. SEE
SHEET 3 AND SHEET 16 FOR ADDITIONAL INFORMATION ON THE REQUIRED AND PROPOSED
ISO CALCULATIONS: THE MAXIMUM REQUIRED FIRE FLOW FOR THE PROPOSED USE, BASED
T H MAXIMUMREQUIRED
LANDSCAPING BUFFERS. ALL LANDSCAPING BUFFER AREAS SHALL BE INSTALLED PRIOR TO
ISO CALCIS 1100 GPM.
THE FIRST CERTIFICATE OF OCCUPANCY.
NOTES.-
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FOREST DISTRICT
TRASH:
EACH LOT SHALL HAVE AN INDIVIDUAL TRASH CONTAINER TO BE STORED WITHIN THE GARAGE.
2) ONLY (1) DWELLING PER LOT SHALL BE PERMITTED.
3) PROPOSED EASEMENTS SHALL BE DEDICATED TO EITHER PUBLIC OR PRIVATE USE, AS NOTED ON THE
STORMWATER MANAGEMENT. ONE UNDERGROUND DETEN770N FACILITY AND A DETEN770N POND ARE PROPOSED WITH
SITE PLAN, THE EASEMENTS SHALL BE RECORDED Wl7H SUBDIVISION PLAT.
THE DEVELOPMENT TO ACCOMMODATE THE WATER QUANTITY REQUIREMENT FOR THE PROJECT
4) STREET ]REFS SHALL BE PROVIDED ALONG THE PUBLIC STREETS 40' O.C. IN ACCORDANCE WITH
WATER QUALITY SHALL ACCOMPLISHED WITH THE PURCHASE OF NUTRIENT CREDITS.
VDOT AND ALBEMARLE COUNTY STANDARDS.
5) THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE.
LEGEND
IMP 90E-6
N/F DANEIL
SHUMATE
DB 4091 PC 534
TMP 90E-Al
77 N/F AVON PARK
COMMUNITY
ASSOCIATION INC C/O
REAL PROPERTY INC
DB 3692 PC 319
23
ARM
I
F--------- 4�-----------------
TMP 90-30A L-
N/F GARY D OR MYRTLE T BROOKS
DB 1191 PC 396
EDGE OF PAVEMENT
0
PEN SPACE
AREA B
50,999
LOT 29
40,020 SF
0.92 ACRES
CURB
PROPOSED ASPHALT PAVEMENT
EXISTING VEGETATIVE/LANDSCAPE BUFFER
GREEN WAY BUFFER
PROPOSED EASEMENT
0
DROP INLET & STRUCTURE NO.
DRAINAGE PIPE
BENCH MARK
4
VDOT STANDARD STOP SIGN
PROPOSED HANDICAP PARKING SPACE
«
PROPOSED ASPHALT STRIPING
200
EXISTING CONTOUR
200
PROPOSED CONTOUR
0
506.71 TC
506. 21 EP
PROPOSED SPOT ELEVATON
TBC DENOTES TOP/BACK OF CURB
T/B 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
OO OO OO
OO 100 YR. FLOODPLAIN
MILL CREEK
VILLAGE
c HOMES III
VON PARK
SITE
4
Y �4
TMP 90-32A
N/F ROBERT SPAULS
DB 982 PC 365
LOT31
0.83 ACRES
DLD
VICINITY MAP
SCALE: 1" = 2000'
0
OO
Sheet List Table
Sheet Number
Sheet Title
1
COVER SHEET
2
EXISTING CONDITIONS
3
LAYOUT PLAN
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
APPROVALS
DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNER/ZONING
ENGINEER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARMENT OF TRANSPORTATION
HEALTH DEPARTMENT
Lic. No. 035791 �
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X w V 692 I I EXISTINGIY I DB.3z9z PG. 607 VA \\ \V V I I I G. I 2fh
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TMP 90E-7 I I CbMMUNI Y I l V1 � � � P' I � I x3 CO CRET�
I I I T� � „ M � I I F/C- /C j i TMP 90E-9 � N/F TAN FARTS SSOCIATION N C O I , � /
\ ASCA cy F y ? w o ,� 1 1, TMP 90E-8 I I A i'
I II N/F ICNACIO 0 1 DB 4163 PC 261 \ ) l I I 'REAL PROPS T INC l U. 2 0 X 2 1/ S TOY N/ I I �
WA I cs, �„ c�, v c=, 10 CONNOR LIVING \ >G NF I / F R ERT .SPA LS l
II TAN �� a TRUST \ DB 3ss21P� �1s BJILD N /ONAASE NT / / / 98 G 3
\ X � � w � r TARA L DE I1 v M� y9
I I I I i °' 094 PB 5116 PC 289 CARDENAS P / I I I I1'I�P 90 4A1 I I /
I MP 2 \ -- cz, W y v y l I 1 i DB 4060 PG 77 / I I }� I / / O 'Y
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LOT AREA TABULATION
LOTNUMBER
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
I I I II
BUILDING CODE NOTES:
1. ACCESSIBLE PARKING SPACES, ACCESS ISLES, AND ACCESSIBLE ROUTE
SHALL BE INSTALLED IN ACCORDANCE WITH ICC ANSI A117.1-og AND THE 2015
VIRGINIA CONSTRUCTION CODE.
2. ALL WATERLINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE
STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE
BUILDING DEPARTMENT.
3. 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 BACKWATER
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 BACKWATER VALVE.
4. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A
PUBLIC NUISANCE AND NOT OVER SIDEWALKS.
PROPOSED zo' DRAINAGE AND
LANDSCAPING EASEMENT
(LANDSCAPED BUFFER AREA)
DB.PG. -
NOTE: IF TREES
RE LOCATED WITHIN 5' OR LESS OF THE PROPERTY
LINES ADJACEN
TO T� �PgoF-A2, TMPgoF�42; TM�Rgoo-F-43,
TMPgoF-F-44, T
E DEVELOPER SHALL REMOVE THE TREES ON THE
ADJACENT PRO
ERTIES: THE REMOVAL OF S WILL BE
SUBJECT TO TH
EXISTING PROPERTY OW ER'S WRI N APPROVAL.
ACSA PROPOSED
LANDSCAPING WITHIN 15'
WATER SCRIM FENCE
\
LANDSCAPE BUFFER THAT
TANK FENCE
ALONG
ABUTS ACSA WATER TANK
TMP -A2 PROPERTY
PROPERTY SHALL HAVE
/ N/F ALBEMARLE COUNTY LINE
SIMILAR LANDSCAPING TO
SERVICE AUTHORITY
WHAT WAS PLANTED WITH
DD13571 PC 279,
THE LATEST AVON PARK
PROPOSED i5' LANDSCAPING --
STORAGE TANK SECURITY
EASEMENT (LANDSCAPED
FENCE IMPROVEMENTS PLAN
BUFFER AREA)
DB.PG.
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NOTE:
1. SCRIM FENCING TO BE INSTALLED IMMEDIATELY FOLLOWING
GRADING IN THE LOCATION WHERE THE SCRIM FENCE IS TO BE
LOCATED.
2. THE OFFSITE LANDSCAPING EASEMENT ON TMPgoF-Al (AVON
PARK) WAS OFFICIALLY REQUESTED (AS REQUIRED BY THE
PROFFERS) AND WAS DENIED BY THE HOA BOARD.
3. SEE SHEET 6 FOR DETAILS AND MEASUREMENTS OF THE
FOOTPRINTS OF THE (2) TYPES OF TOWNHOUSE UNITS.
4. THE (6) AFFORDABLE UNITS ARE IDENTIFIED WITH AN ASTERISK N.
THE AFFORDABLE UNITS SHALL MEET THE REQUIREMENTS OF
PROFFER #1.
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 �.
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DB.3291 PG.607
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O' CONNOR LIVING
TRUST
DB 5116 PG 289
TMP 90E-7
TMP 90E-8 N/F IAN FARIS
N/F ICNACIO 0 DB 4163 PG 261
TARA L DE
CARDENAS
DB 4060 PC 77
PROPOSED SCRIM FENCE
FENCE ALONG PROPERTY LINE
ADJACENT TO TMP goF-Ai
I PROPOSED 2o' DRAINAGE AND
LANDSCAPING EASEMENT
)
CONC ETE
I
PROPOSED 2o'LANDSCAPINGEASEMENT -NATURAL
y LANDSCAPED AREA OR REPLANTING/NEW
-� LANDSCAPED BUFFER FOR ANY DISTURBED AREAS
DB.PG.
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37,445
o.86 ACRES
THP 90-30B
NIF JOHN A OR RUBY T BROOKS
DB 1191 PG 396
COMMUNITY
ASPHALT
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PLANTER
MILLING AND OVERLAY
FORIMPROVED
ASPHALT DRIVEWAY
PROVED ASPHALT
DRIVEWAY
ACCESS FOR (2) LOTS
ASSOCIATION INC CIO
(LANDSCAPED BUFFER AREA) REAL PROPERTY INC 1 Y
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PROPOSED DRIVEWAY TO BE /
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EMERGENCY ACCESS 0.92 ACRES I I
a 2 ROAD SHALL NOT I I I
y�J I EXCEED i6% F— I
E-I PROPOSED ', CONCRETE PROPOSED 20' I I
22' 22' 1 2' 0' NO PARKING CG-z CURE ', l EMERGENCY ACCESS
30 z' 16 12 SIGN (TYP.) I A. EASEMENT
/
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io'REAR"ETBAC' - - - - - - -
OPEN
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TTREE I \ 85o SF \ �SIOGN TYPNG
VAR. WIDTH GRADING AND
PROPOSED DOUBLE -SIDED CONSTRUCTION EASEMENT
N
VERTICAL FENCING (BOARD DB. PG.
TMP 90-30 ON BOARD) PRIVACY FENCE
F CARY D BROOKS JR SEE DETAIL, SHEET 6 PROPOSED io' LANDSCAPING
EASEMENT (LANDSCAPED
DB 4858 PC 406 BUFFER AREA)
DB PG
NOTE: ALL STREETS WITHIN THE DEVELOPMENT SHALL BE MARKED
WITH NO PARKING SIGNS ON BOTH SIDES OF THE ROADWAY.
PROPOSED CG-6CURB,
NO PARKING
SIGN(TYPJ N59'18'07"W 1,072.99'(T)
PROPOSED io' LANDSCAPING
VAR. WIDTH GRADING AND EASEMENT (LANDSCAPED
CONSTRUCTION EASEMENT BUFFER AREA)
DB. PG. DB. PG.
NOTE: (*) DENOTES THE LOCATI N OF THE AFFORDABLE UNIT
WITHIN THE DEVELOPMENT. PEP PROFFER #i, THERE SHALL BE (6)
AFFORDABLE HOUSING UNITS WITHIN THE DEVELOPMENT.
PROPOSED 3 BOARD FARM
FENCE ALONG PROPERTY
LINE. SEE DETAIL, SHEET 6
TMP 90-30A
N/F GARY D OR MYRTLE T BROOKS
DB 1191 PG 396
GRAPHIC SCALE
( 1N FEET )
1 inch = 30 ft.
DE
200'
CONCRET
LOT 30
37�F-
o.86 ACRES
TMP 90-30B
NIF" JOHN A OR RUBY T BROOKS
DB 1191 PC 396
Lie. No. 035791,'n
8/26/214i
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NOTE: INDIVIDUAL PRIVATE DOMESTIC WATER
BOOSTER PUMPS SHALL BE PROVIDED IN
EACH HOME TO MEET THE MINIMUM WATER
PRESSURE REQUIREMENTS.
NOTE: PROPOSED STORM SEWER SHOWN IS
CLASS III RCP. THE CONTRACTOR MAY SELECT
A VDOT APPROVED MATERIAL IN LIEU OF THE
CL. III RCP FROM THEIR APPROVED LIST
PROVIDED ALL PIPE, PIPE BEDDING, BACKFILL
AND INSTALLATIONS ARE IN ACCORDANCE
WITH THE CURRENT VDOT STANDARDS. ANY
PIPE MATERIAL PROPOSED AS CL. IV RCP
SHALL NOT BE SUBSTITUTED WITH ANOTHER
PIPE MATERIAL.
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PROPOSED 22" DI
WATERLINE EXTENSION
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NOTE: ALL PUBLIC WATER AND SEWER
FACILITIES SHALL BE DEDICATED TO
THE ALBERMARLE COUNTY SERVICE
AUTHORITY
REMOVE EXISTING 12"B.O.V.
�AN D TIE-IN TO EXISTING
DI WATERLINE
tI
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SANITARY SEWER
/ EASEMENT
III DB. 3291 PG. 607
TMP 90E-9
O'CONNOR LIVING
TRUST
DB 5116 PG 289
PROPOSED 20'
SANITARY SEWER
EASEMENTT
LOCATION OF SANITARY
TI -IN CONNECTION
CF °d R'!1 7"C
PROPOSED TYPE A
BLOW OFF ASSEMBLY
TMP 90E-8
N/F IGNACIO 0
TARA L DE
CARDENAS
DB 4060 PC 77
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N/F IAN FARIS
DB 4163 PG 261
1H11 U
INCEAL PROPERTY
NOTE: ALL TH UNITS SHALL HAVE ROOF
REAL DRAIN SYSTEMS THAT WILL COLLECT THE
DB 3692 PG 319
RUN-OFF AND CHANNEL IT FROM THE ROOFS
ROPOSED 8" SANITARY SEWER (TYP.) PF TO THE PROPOSED DRAINAGE SYSTEM.
_-S31 °02'03"W 3.10'
PROPOSED 25'
WATERLINE
EASEMENT
NOTE: ALL PUBLIC WATERLINE
EASEMENTS SHALL BE PLATTED PRIOR
TO FINAL SITE PLAN APPROVAL
EASEMENT
TMP 90-30A
N/F CARY D OR MYRTLE T BROOKS
DB 1191 PG 396
PROPOSED2o' F++i:":"j:iiiii:':i?;+i?:7?:::ii.??
WATERLINE :::.... `::•.::•.::.::.::.::•.:;....
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8/26/214i
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ACCESSEASE ENT 8/26/21
DB.
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25
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I\ 692 I I I I II \\ \ 1 I \ I I I it 1 I Ln 00
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TMP \ \ r ( I I \
LIVING I DB 4163 PG 261 V
/ ♦/
II EASEMENT N F ICNACIO 0
\ o w w a / j TRUST d
DB.PG. x N �` w TARA L DE
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rl
694 i CARDENAS / �/! / Cf7
DB
NIF A EMARLE OUNTY �� I -' / / / / / ♦ /
SER CE AUTHO TY h \ I PROPOSED 8" HDPE ROOF DRAIN SYSTEM
I RB 3571 XG 27 \ W/ io' PRIVATE DRAINAGE EASEMENT (�
` PROPOSED 8" HDPE ROOF \ DB. PG. / / - w I NOTE: ALL TH UNITS SHALL HAVE ROOF /° 606 Gov o o q�
I DRAIN SYSTEM W/io' PRIVATE e I 6 610 $/� / READ PJ{0lIER Y NCe ` 0 o M
9 DRAINAGE EASEMENT 696\ ss 6g `O O i 666 bbk bbti 6, 6�- �Db j3692 PG3��9 i I RUNDRAT OFF AND CHANNEL N SYSTEMS THAT WILL
IT FROM THE ROOFS 1 % \ / N �p o N G Bw 6 6 o i i 6 VARIABLE WIDTH
co m m 9� 6 F B. 68 %/ - - ? �O 0y `^ v I I - - SWM FACILITY
D ° ° TW 6so Tw sso Tw sd' 13 `68 ? O P� TO THE PROPOSED DRAINAGE SYSTEM. O / �� -�
S58°48'09"E 4.92' 4
90 Bw 688 BW 6 48'0TE 485.78' i6 I 31°0 '03" 3. 0' ( , / -/ ACCESS EASEMENT Cr)
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N I LOT I Chi a Y o -- I a --I -- a of - 66 OUTFALL PIPE DB. PG.
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PROPOSED 8" _ _ 7 (IGAR=6 5.501 'W 68 8 GAR=6 z.z71 11 GA - 8 .83 IGAR=6 8.171 1 V _tl� - 6�8 _ W
SYSTEM WIio' L T 12 F ER6 .3311FFE=61T GAR=6 133 7 h> WAR 68. o FFE=68 .81 6 GA FFE=67.83 1 o�
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6 HDPE ROOF DRAIN I
o v i 0 SYSTEM W/ io' �
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DRAINAGE / / zo' DRAINAGE I F
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I I \ TMP 90-30 DB.PG. / PRIVATE I I I / / T11Plg0-30B I U
zo' PUBLIC UTILITY
/ DRAINAGE I / / /
I I I N/F GARY D BROOKS JR ' / / / / EASEMENT 7I ESMT I I I / J / / /
D�4858 PC 406 / / { DB. PG. I I / / NSF JOHN OR RIJBBBY T BROODS p w
// O i B. PG. / I I I 1 I l I / l DR11191 � 396 a m
XISTING MANAGED STEEP SLOPES TO REMAIN \ / TMP 0-3 A �06 No.
/ NOTE: ALL PUBLIC WATERLINE /N/F GAMY D OR MYRTLE BROOKS I I I I / GRAP�IIC /SCALE I I 112066
\ NOTE: ALL PUBLIC WATER AND SEWER ✓ EASEMENTS SHALL BE PLATTED PRIOR DB 11 1 PG/ 396 I I I 30 I 0 / 0 30 60 /120
- - - FACILITIES SHALL BE DEDICATED TO V� TO FINAL SITE PLAN APPROVAL / / I I I / / SCALE
THE ALBERMARLE COUNTY SERVICE _ / a / / / J I II I I I / 1- 30,
I I AUTHORITY / / p / / / / J I I I I I ( IN ) EET )� I SHEET NO.
/ I inch 30 ft. I 5
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.
J. 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 OU7FALL 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. ADDITI0NAL 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 SEC77ONS ARE INSTALLED, ALL RESIDEN7AL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1.
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT 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 WRGINIA 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 WDEO CAMERA INSPECTI0N 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 WRGINIA DEPARTMENT OF TRANSPORTATION
SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCT70N 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 CONSTRUCT70N OF THE SUBGRADE.
DRAINAGE
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 COND177ONS 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 ORGINIA DEPARTMENT OF TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS.
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SA7SFACTION 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 IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE BASE MATERIAL. IF THE SSV VALUES
ARE LESS THAN 10, THE DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION.
2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACT70N BEFORE BASE IS PLACED.
J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWNG THE MATERIAL MEETS REQUIRED GRADAT70N FOR TYPE I, lI, OR Nl 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 APPLY.
ALBEMARLE COUNTY
GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUCT70N WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECT70N TO ANY
EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE ORGINIA 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. PAVED RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM KITH THE WRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL
DEVICES
8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS Ill.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLA77ON 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 VDOTA 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 ROAD SECTIONS
I
NTT
I
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. I
20' REAR SETBACK
24'xg'. -
DECKIPATIO
26'
II
I
I I
I.
26' x 40'
TOWNHOUSE
C� I I UNIT
R/W R/W
1.5' SM-9.5 CG 6 $ �T DEF EX�GRl //1 v
ASPHALT TOPCOAT EXIST. CLO
C\ cvRe cuRe 7 ¢ 20'x20' MIN.
EMT. GROUND ia5' PLANW SZW GUTTER NAWLWAY FRAMMY � vArcriHc tnriE GUTTER e' �,r� y.� .9a[wAIX EXIST.. GROUND m I GARAGE
zr o• o• e• z5' I w -
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5 R 41, ❑
TYPICAL PUBLIC HATHAJYAY STREET SECTION TYITH PARTYING ON ONE SIDE (55. 5' JYIDTH RO#') I CONC LL
25 .VPH DESIGN SPEED 0 II
I
NOT TO SCALE . z' z o l
30P1,
L5' FRONT-�
SETBACK -I
5"CONG S/W <- a
TYPICAL 16'
TOWNHOUSE
UNIT
1
EXIST. GRC
EXIST.
TYPICAL PRIMATE DESOTO STREET SECTION IYITH NO PARTYING (49' JYIDTH RO#r�
25 MPH DESIGN SPEED
NOT TO SCALE
TYPICAL PRIVATE AA10AV COURT SECTION IYITH PERPENDICULAR PARTYING (55. 5' T r=ff ROWS
25 MPH DESIGN SPEED
NOT TO SCALE
W,
---7-
OST. GROUND
E�
I
I
I
20' REAR SETBACK
-------------
I I
26'x20
I
I DECK/PATIO
I
22' I I
I
22'x35
TOWNHOUSE
UNIT -I
II
m iI
20'x20MIN Q
GARAGE
UJ
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DRIVEWAY
I WIDTH --I
I I
s I I
-- - - - - I
6'.FRONT..
-SETBACK-
" 5, CON&SC& - a.
TYPICAL 20'
TOWNHOUSE
UNIT
1 j " SM-9.5A
SURFACE COURSE
3" BM-25
INTERMEDIATE COURSE
6" COMPACTED AGGREGATE �
BASE COURSE, VDOT #21A °�� o0 0 0 oq
OR 21B DEPENDING ON
ULTIMATE TRAFFIC LIMITS
AND UNDERDRAINS /
COMPACTED
SUBGRADE
ASPHALT PAVING - ROADS
NO SCALE
PROPOSED 1" SM-9.5
OVERLAY
EXISTING
PAVEMENT
EX. STONE
SUBBASE
COMPACTED
SUBGRADE
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��1111111111111111111111111111
ASPHALT PAVING - MILL/OVERLAY
NO SCALE
u•
PRE
u --
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 CBR SSV Dr Surface h a Base b a Sub -base h a Dp
ADT
Hathaway Street 164 5 214 4 4 9.39 SM-9.5 1.5 2.25 BM-25 2.5 2.15 21B 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 21A 5 0.6 11.75
Access Road- Asphalt SM-9.5 0 2.25 BM-25 0 2.15 21A 8 106 4.80
3/1G" 5TEEL PLATE WELDED
TO P05T & GROUND SMOO'
2-1/2' DIA. GALVANIZED
STEEL P05T. PAINTED WITH
2 GOATS OF PRIMER
AND INSIGNIA YELLOW
3/4" DIA. 5TEEL PIN W/ HEAD
W/ 3/5' DIA. HOLE FOR
LOCK
FIN15H SURFACE -�
3" DIA. GALVANIZED
STEEL PIPE 5LEEVE
CPAINT ABOVE GROUND
PORTION SAME A5 P05T)
CONCRETE FOOTING
3/1G" 5TEEL PLATE WELDEE
TO SLEEVE
• I i9
12'
NOTE: DRILL A 13/IG` DIA. HOLE THRU
BOTH THE POST AND SLEEVE FOR
PIN PLACEMENT.
TYPICAL PRIVATE DESOTO COURT SECTION
KITE PERPENTICULAR PARIfING - 47' PRIVATE ROAIJ
(PRIVATE ACCESS EASEMENT
25 MPH DESIGN SPEED
NOT TO SCALE
C7I�{
I S' STONE
S BB
STSUBBASE @
2' SAh9.5
ASPHALT TOPCOAT
EA7(�GROUND
EMST.. GROUND
�2'ASP
DUMMYDUMMYMYxur
Ya' AOMS EASEMENT
TYPICAL ASPHALT E.IIERGENCY ACCESS SECTION
DRIVL'A'AY SHALL HAVE A 27 SUPERELEV.ATION TO THE EAST
NOT TO SCALE
---%
ENST. LNG
EXIST. GRd1ND
O
I
M
3 BOARD WOODEN FENCE DETAIL
NO SCALE
DOUBLE -SIDED 6' HIGH WOODEN PRIVACY FENCE
NO SCALE
;COTT/R. CbLLINSZ
Lic. No. 035791
8/26/21 ,�fj
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SHEET NO.
6
1
EXIST. GRC
EXIST.
TYPICAL PRIMATE DESOTO STREET SECTION IYITH NO PARTYING (49' JYIDTH RO#r�
25 MPH DESIGN SPEED
NOT TO SCALE
TYPICAL PRIVATE AA10AV COURT SECTION IYITH PERPENDICULAR PARTYING (55. 5' T r=ff ROWS
25 MPH DESIGN SPEED
NOT TO SCALE
W,
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I
I
I
20' REAR SETBACK
-------------
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26'x20
I
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I
22' I I
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TOWNHOUSE
UNIT -I
II
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GARAGE
UJ
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DRIVEWAY
I WIDTH --I
I I
s I I
-- - - - - I
6'.FRONT..
-SETBACK-
" 5, CON&SC& - a.
TYPICAL 20'
TOWNHOUSE
UNIT
1 j " SM-9.5A
SURFACE COURSE
3" BM-25
INTERMEDIATE COURSE
6" COMPACTED AGGREGATE �
BASE COURSE, VDOT #21A °�� o0 0 0 oq
OR 21B DEPENDING ON
ULTIMATE TRAFFIC LIMITS
AND UNDERDRAINS /
COMPACTED
SUBGRADE
ASPHALT PAVING - ROADS
NO SCALE
PROPOSED 1" SM-9.5
OVERLAY
EXISTING
PAVEMENT
EX. STONE
SUBBASE
COMPACTED
SUBGRADE
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ASPHALT PAVING - MILL/OVERLAY
NO SCALE
u•
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u --
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 CBR SSV Dr Surface h a Base b a Sub -base h a Dp
ADT
Hathaway Street 164 5 214 4 4 9.39 SM-9.5 1.5 2.25 BM-25 2.5 2.15 21B 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 21A 5 0.6 11.75
Access Road- Asphalt SM-9.5 0 2.25 BM-25 0 2.15 21A 8 106 4.80
3/1G" 5TEEL PLATE WELDED
TO P05T & GROUND SMOO'
2-1/2' DIA. GALVANIZED
STEEL P05T. PAINTED WITH
2 GOATS OF PRIMER
AND INSIGNIA YELLOW
3/4" DIA. 5TEEL PIN W/ HEAD
W/ 3/5' DIA. HOLE FOR
LOCK
FIN15H SURFACE -�
3" DIA. GALVANIZED
STEEL PIPE 5LEEVE
CPAINT ABOVE GROUND
PORTION SAME A5 P05T)
CONCRETE FOOTING
3/1G" 5TEEL PLATE WELDEE
TO SLEEVE
• I i9
12'
NOTE: DRILL A 13/IG` DIA. HOLE THRU
BOTH THE POST AND SLEEVE FOR
PIN PLACEMENT.
TYPICAL PRIVATE DESOTO COURT SECTION
KITE PERPENTICULAR PARIfING - 47' PRIVATE ROAIJ
(PRIVATE ACCESS EASEMENT
25 MPH DESIGN SPEED
NOT TO SCALE
C7I�{
I S' STONE
S BB
STSUBBASE @
2' SAh9.5
ASPHALT TOPCOAT
EA7(�GROUND
EMST.. GROUND
�2'ASP
DUMMYDUMMYMYxur
Ya' AOMS EASEMENT
TYPICAL ASPHALT E.IIERGENCY ACCESS SECTION
DRIVL'A'AY SHALL HAVE A 27 SUPERELEV.ATION TO THE EAST
NOT TO SCALE
---%
ENST. LNG
EXIST. GRd1ND
O
I
M
3 BOARD WOODEN FENCE DETAIL
NO SCALE
DOUBLE -SIDED 6' HIGH WOODEN PRIVACY FENCE
NO SCALE
;COTT/R. CbLLINSZ
Lic. No. 035791
8/26/21 ,�fj
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p Q O
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SHEET NO.
6
TYPICAL 20'
TOWNHOUSE
UNIT
1 j " SM-9.5A
SURFACE COURSE
3" BM-25
INTERMEDIATE COURSE
6" COMPACTED AGGREGATE �
BASE COURSE, VDOT #21A °�� o0 0 0 oq
OR 21B DEPENDING ON
ULTIMATE TRAFFIC LIMITS
AND UNDERDRAINS /
COMPACTED
SUBGRADE
ASPHALT PAVING - ROADS
NO SCALE
PROPOSED 1" SM-9.5
OVERLAY
EXISTING
PAVEMENT
EX. STONE
SUBBASE
COMPACTED
SUBGRADE
�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
��1111111111111111111111111111
ASPHALT PAVING - MILL/OVERLAY
NO SCALE
u•
PRE
u --
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 CBR SSV Dr Surface h a Base b a Sub -base h a Dp
ADT
Hathaway Street 164 5 214 4 4 9.39 SM-9.5 1.5 2.25 BM-25 2.5 2.15 21B 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 21A 5 0.6 11.75
Access Road- Asphalt SM-9.5 0 2.25 BM-25 0 2.15 21A 8 106 4.80
3/1G" 5TEEL PLATE WELDED
TO P05T & GROUND SMOO'
2-1/2' DIA. GALVANIZED
STEEL P05T. PAINTED WITH
2 GOATS OF PRIMER
AND INSIGNIA YELLOW
3/4" DIA. 5TEEL PIN W/ HEAD
W/ 3/5' DIA. HOLE FOR
LOCK
FIN15H SURFACE -�
3" DIA. GALVANIZED
STEEL PIPE 5LEEVE
CPAINT ABOVE GROUND
PORTION SAME A5 P05T)
CONCRETE FOOTING
3/1G" 5TEEL PLATE WELDEE
TO SLEEVE
• I i9
12'
NOTE: DRILL A 13/IG` DIA. HOLE THRU
BOTH THE POST AND SLEEVE FOR
PIN PLACEMENT.
TYPICAL PRIVATE DESOTO COURT SECTION
KITE PERPENTICULAR PARIfING - 47' PRIVATE ROAIJ
(PRIVATE ACCESS EASEMENT
25 MPH DESIGN SPEED
NOT TO SCALE
C7I�{
I S' STONE
S BB
STSUBBASE @
2' SAh9.5
ASPHALT TOPCOAT
EA7(�GROUND
EMST.. GROUND
�2'ASP
DUMMYDUMMYMYxur
Ya' AOMS EASEMENT
TYPICAL ASPHALT E.IIERGENCY ACCESS SECTION
DRIVL'A'AY SHALL HAVE A 27 SUPERELEV.ATION TO THE EAST
NOT TO SCALE
---%
ENST. LNG
EXIST. GRd1ND
O
I
M
3 BOARD WOODEN FENCE DETAIL
NO SCALE
DOUBLE -SIDED 6' HIGH WOODEN PRIVACY FENCE
NO SCALE
;COTT/R. CbLLINSZ
Lic. No. 035791
8/26/21 ,�fj
zz
w
f
f
O
r/ Z
Z z J 0
p Q O
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Da
U) W "n z
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Q N N
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on
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Q
O
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J
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0
06
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112066
SCALE
AS NOTED
SHEET NO.
6
ASPHALT PAVING - MILL/OVERLAY
NO SCALE
u•
PRE
u --
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 CBR SSV Dr Surface h a Base b a Sub -base h a Dp
ADT
Hathaway Street 164 5 214 4 4 9.39 SM-9.5 1.5 2.25 BM-25 2.5 2.15 21B 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 21A 5 0.6 11.75
Access Road- Asphalt SM-9.5 0 2.25 BM-25 0 2.15 21A 8 106 4.80
3/1G" 5TEEL PLATE WELDED
TO P05T & GROUND SMOO'
2-1/2' DIA. GALVANIZED
STEEL P05T. PAINTED WITH
2 GOATS OF PRIMER
AND INSIGNIA YELLOW
3/4" DIA. 5TEEL PIN W/ HEAD
W/ 3/5' DIA. HOLE FOR
LOCK
FIN15H SURFACE -�
3" DIA. GALVANIZED
STEEL PIPE 5LEEVE
CPAINT ABOVE GROUND
PORTION SAME A5 P05T)
CONCRETE FOOTING
3/1G" 5TEEL PLATE WELDEE
TO SLEEVE
• I i9
12'
NOTE: DRILL A 13/IG` DIA. HOLE THRU
BOTH THE POST AND SLEEVE FOR
PIN PLACEMENT.
TYPICAL PRIVATE DESOTO COURT SECTION
KITE PERPENTICULAR PARIfING - 47' PRIVATE ROAIJ
(PRIVATE ACCESS EASEMENT
25 MPH DESIGN SPEED
NOT TO SCALE
C7I�{
I S' STONE
S BB
STSUBBASE @
2' SAh9.5
ASPHALT TOPCOAT
EA7(�GROUND
EMST.. GROUND
�2'ASP
DUMMYDUMMYMYxur
Ya' AOMS EASEMENT
TYPICAL ASPHALT E.IIERGENCY ACCESS SECTION
DRIVL'A'AY SHALL HAVE A 27 SUPERELEV.ATION TO THE EAST
NOT TO SCALE
---%
ENST. LNG
EXIST. GRd1ND
O
I
M
3 BOARD WOODEN FENCE DETAIL
NO SCALE
DOUBLE -SIDED 6' HIGH WOODEN PRIVACY FENCE
NO SCALE
;COTT/R. CbLLINSZ
Lic. No. 035791
8/26/21 ,�fj
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SCALE
AS NOTED
SHEET NO.
6
3/1G" 5TEEL PLATE WELDED
TO P05T & GROUND SMOO'
2-1/2' DIA. GALVANIZED
STEEL P05T. PAINTED WITH
2 GOATS OF PRIMER
AND INSIGNIA YELLOW
3/4" DIA. 5TEEL PIN W/ HEAD
W/ 3/5' DIA. HOLE FOR
LOCK
FIN15H SURFACE -�
3" DIA. GALVANIZED
STEEL PIPE 5LEEVE
CPAINT ABOVE GROUND
PORTION SAME A5 P05T)
CONCRETE FOOTING
3/1G" 5TEEL PLATE WELDEE
TO SLEEVE
• I i9
12'
NOTE: DRILL A 13/IG` DIA. HOLE THRU
BOTH THE POST AND SLEEVE FOR
PIN PLACEMENT.
TYPICAL PRIVATE DESOTO COURT SECTION
KITE PERPENTICULAR PARIfING - 47' PRIVATE ROAIJ
(PRIVATE ACCESS EASEMENT
25 MPH DESIGN SPEED
NOT TO SCALE
C7I�{
I S' STONE
S BB
STSUBBASE @
2' SAh9.5
ASPHALT TOPCOAT
EA7(�GROUND
EMST.. GROUND
�2'ASP
DUMMYDUMMYMYxur
Ya' AOMS EASEMENT
TYPICAL ASPHALT E.IIERGENCY ACCESS SECTION
DRIVL'A'AY SHALL HAVE A 27 SUPERELEV.ATION TO THE EAST
NOT TO SCALE
---%
ENST. LNG
EXIST. GRd1ND
O
I
M
3 BOARD WOODEN FENCE DETAIL
NO SCALE
DOUBLE -SIDED 6' HIGH WOODEN PRIVACY FENCE
NO SCALE
;COTT/R. CbLLINSZ
Lic. No. 035791
8/26/21 ,�fj
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112066
SCALE
AS NOTED
SHEET NO.
6
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AS NOTED
SHEET NO.
6
CC-9D
EXISTING OR PROPOSED
SIDEWALK OR SIDEWALK SPACE
EXPANSION JOINT
A
eO EXPANSION JOINT
C D
C
J
M
"
PEDESTRIAN ACCESS ROUTE DETAILS WITH &
FLOW LINE
z
WITHOUT UPAVED SPACE
a
w
ENTRANCE WIDTH
ADDITIONAL RIGHT-OF-WAY IS IF THE LIMITS
1'-3"
F
3
DESIRABLE MINIMUM 16'
EXPANSION JOINT ABSOLUTE MINIMUM 12'
TEOVIRED
OF PROPOSED AGGE55 ROUTE EXTEND BEYOND
OR PROPOSED VDOT RIGHT -OF W
EXISTING
15"
EDGE OF PAVEMENTiv
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT
. s, • �. ,
A
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
HALF PLAN
FACILITY THAT CAN BE APPROACHED. ENTERED
AND
e. • �. • �•
USED BY PEDESTRIANS.
e•e e
�e•e•o.o
1R IF PEDESTRIAN ACCESS ROUTES N ARE BEING
PROVIREQUIRED WITH MINIMUM
CROSS ARSLOPE. DTH IS
SECTIONoB-B
WHEN USED IN CONJUNCTION WITH STANDARD
OR CG-7, THE CURB FACE ON THIS
y'-p••
STANDARD IS TO BE ADJUSTED TO MATCH
STAIN
UNPAVED i SIDEWALK SPACE
ABOLIC THE MOUNTABLE CURB CONFIGURATION.
SPACE
n
NORMAL GUTTER ® _�-
--CETrURV:E
x xs.
•4. '6• e' 'n•
I
e.e•e •e.e
edo
0• a�e'•4o'ba4orx�4g4 eSo d4'4'e
gFOX 70
%)X CHANGE
•?e ee. aoo.ee
4
4
4o b
6"
SECTION C-C
GGR EGGAA A
6" AGGREGATE BASE
CLASS A3 (LES.I CONIC.
TYPE )SIZE 21B
2•.0'•
S
A POINT OF GRADE CHANGE
I�
12% MAX.%. SLOPE
FOR CURB AND GUTTER ONLY
iIF
• e.
• N. . p•
z x 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVAL$
, G
FOR SIDEWALK CURB AND CUTTER
x x x 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST IVINTERVAL AND
's•
BUILT CONCURRENTLY
8 % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
•o,ee ee oe ee
SECTION A -A
SECTION D-D
XV00
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
X 27-Y4" MIN - 28-Y4" MAX RAIL HEIGHT
6'-3"
X
GR-2
(II POST SPACING)
MAX DYNAMIC DEFLECTION - 3'
NOTES:
GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE
ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION F AND
AS DIRECTED BY THE ENGINEER.
FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET NO. 501.05
FOR DETAILS OF RAIL 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 15C FEET.
ALL GUARDRAIL PDSTS 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.
HEIGH i OFA27)'a'RM?N R28'yxHALL MAXBASMMEASURED PER
STANDARD GRANS.
ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF
VEHICULAR TRAVEL FOR THE FINISHED ROADWAY.
THE OPTIONAL GI METHODS OF NESTING THE RAIL OR USE
OF AN ADDITIONAL RAIL CN THE BACK OF THE POST FOR
STANDARD OR-2A SHALL BE APPROVED BY THE ENGINEER
PRIOR TO INSTALLATION.
N-11/2' 3'-IVz"
1�9.t�JA1.t1' IAtYAYl.Y !q�lA"l.J7aT rWn
III
GR-2A
C3'-1%2' POST SPACING)
MAX DYNAMIC DEFLECTION 2'
Eff T
x OPTIONAL GR-2A METHOD x OPTIONAL GR-2A METHOD
USING NESTED RAIL USING ADDITIONAL
RAIL ON BACK OF POST
x WHEN NESTED RAIL OR ADDITIONAL RAIL 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
I RATE
FLARE
RATE
70
9'
30-1
15:1 *
60
B.
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 SEW -RIGID BARRIER SYSTEMS.
,VDOT 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) sols
50104 08/14 VIRGINIA DEPARTMENT OF TRANSPORTATION
M
1100%
OF 4 2" R
CURB
4
,a
1
a
4,
- 1. elf 6.. 2'
STANDARD CG-6
CURB & GU TTER
NO SCALE
f (VARIABLE WIDTH)
7'
1 4" CONC.
3000 psi MIN.
VDOT #57,#68, OR #78
STONE BASE UNDER CURB
& CHECKED BY VDOT
PRIOR TO PAVING AND/OR
BACKFILLING.
CG-12
NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS)
GENERAL NOTES
CURB WHEN REQUIRED (CG-2 R CG-3 IN LINEAR FEET)
WARNING SURFACE (AREA IN SQUARE YARDS)
1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES.
EACH OF THE ABOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD
BE SUMMARIZED FOR EACH CURB CUT RAMP.
2. DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR
DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET
SIDEWALK RAMP 12�1 MAX
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE
48�1 MAX
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
q•
FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS.
8
4. IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO
MAX
THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF
10:1
PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4.
TYPE A
5. REQUIRED BARS ARE TO BE NO. 5 X 8" PLACED T CENTER TO CENTER ALONG
PERPENDICULAR
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.
5'MIN
7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED
12 o T
BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER
12;1 MAX S
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
TYPE B
BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE
PARALLEL
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.
B. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT
1
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.
5'MN
;;SAT
9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADII CANNOT
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
4' M1NT
TRAFFIC, REFER TO STANDARD CC-13, COMMERCIAL ENTRANCE (HEAVY
)K 2" HIGHER THAN
TRUCK TRAFFIC) FOR CONCRETE DEPTH.
,
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 H v P PROVIDED F T
WHEN ONLY ONE CURB RPM S ROV DED OR 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 Cn
C-C m
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
.6"-2.4"
-�
o
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
(b
THE BACK OF CURB.
-
0 0 0 0 0 0 0 0 0 0 0 0
-
O O O O O 0 0 0 O O O O
TT
LANDING
RAMP
+
0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
l a
a
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
IR
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5OX-651. OF BASE DIAMETER
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOP DIAMETER
DETECTABLE WARNING
o
AT BACK OF CURB
_ 0.9"-1.4"
I VARIABLE FULL WIDTH OF RAMP FLOOR
SEE NOTE 12.
F- BASE DIAMETER
_ _
r PAY LIMITS
DETECTABLE WARNING TRUNCATED DOME
INSTALLED ON A RADIUS DETAIL
DETECTABLE WARNING
DETAIL
1V❑oT
SPECIFICATION
CG-12 DETECTABLE
WARNING SURFACE
REFERENCE
ROAD AND BRIDGE STANDARDS
SHEET 1 OF 5
REVISION DATE
(GENERAL NOTES)
105
203.05
01/15
VIRGINIA DEPARTMENT OF TRANSPORTATION
502
02A
n
all
6•, �
1�i,
WASHER
-�R�-2,
I
9
Ia I
-
% z L -- -_
f
Yx„ HOLE
�i" HOLE a
& NUT --
6"x Wxi'-2" TREATED
6 x6 x1-2
�'d' HOLE J
PINE BLOCK OR
0 RECYCLED MATERIAL.
TREATED PINE
BLOCK OR
3
<E
RECYCLED
GALV. STEEL 10D o
MATERIAL
COMMON NAIL w
SEE NOTE 5. w
6" WIDE BLOCKOUT
FOR USE WHEN REPAIRING DAMAGED GUARDRAIL
6"z8"zt'-2"
TREATED -
CONTAINING STEEL BLOCKOUTS.
PINE BLOCK z
0
BLOCKOUT FOR MAINTENANCE
TREATED
71"
REPAIR ONLY
SOUTHERN PINE
�9
I v
7Y4"
LESS THAN 1'-0"
%" HOLE
6x8 WOOD POST
5 4"x 8"xi'-2" TREATED
, PINE BLOCK.
STRONG
POST
THE CRT POST IS FOR USE WITH THE
4" WIDE BLOCKOUT
8' 0" POST GUARDRAIL
REQUIRED
STANDARD GR-10 TYPE IIIOR WHERE
STFfpFR
BY THE ENGINEER IN THE
PLANS.IED
Ty
DETAIL A 4,
Yn" DIA
POST MAY BE HOT ROLLED OR WELDED.
HOLE
v
GUARDRAIL INSTALLATION
--
r�bLes
SITES REQUIRING LONGER
II
GUARDRAIL POSTS
3
Aool'
6xB"x1'-2"
TREATED PINE w
1. ALL BOLTS, NUTS, WASHERS, AND OTHER
i
&NUT BLOCK OR o
STEEL ITEMS ARE TO BE GALVANIZED.
_
-IIE
ow
II RECYCLED w
MATERIAL w
2. ALTERNATE TYPE POSTS AND BLOCKOUT MAY
l
v it 1=
BE INTERANGED ONER WITH
II W6x8.5 OR z
THE RESTRICTION0ATANTHE SAMEY TYPET OF
W6x9 g
POST AND BLOCKOUT MUST BE USED IN ANY
II
SINGLE RUN OF GUARDRAIL.
-
II
- -_ -
It OPTIONAL HOLE t°
3. FOR DETAILS OF GUARDRAIL ELEMENT SPLICE
II TO FACILITATE
I GALVANIZING
JOINT, HARDWARE, ETC. SEE SHEET NOS. 501.01
AND 501.02.
3Vz' DIAL
HOLES ,1
IIIJ/-Ir
q
4. DRIVE NAIL ON BOTH SIDES WITHIN 2" OF THE
TOP OR BOTTOM OF BLOCKOUT AFTER I%" x 18
BOLT IS INSTALLED.
HOLES IN POSTS
g•' � � �
AND BRACKETS
TO BE Y4' DNA.
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
2316
(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
EXISTING OR PROPOSED
SIDEWALK OR SIDEWALK SPACE
F
EXPANSION JOINT
C I<-]
WIDTH OF ENTRANCE
EXPANSION JOINT
d
O
F
"
0..
w
i ¢
J f
w g
qE
J
U w
CURB INCLUDED IN
I�
ENTRANCE CUTTER
= W
z
A Q
W W
0
s
FLOW LINE
W
m
F
ENTRANCE WIDTH
EXPANSION JOINT DESIRABLE MINIMUM 16'
c
ABSOLUTE MINIMUM 12'
3
EDGE OF PAVEMENT
iv
C
HALF PLAN
WIDTH OF
CC-9B
ENTRANCE
El
t
LIMITS OF PED.
LIMITS OF PED.
ACCESS ROUTE ®
o
ACCESS ROUTE
UNPAVED SPACE
NON -TRAVERSABLE -'
UNPAVED SPACE
WIDTH OF
ENTRANCE
LIMIT$ OF PED.
-
LIMTS OF PED.
LESS ROUTE ®
:
NON-TRAVERSABLEMOPE
ACCESS ROVTE
PEDESTRIAN ACCESS ROUTE DETAIL WITH &
WITHOUT UNPAVED SPACE
ADDITIONAL RIGHT-OF-WAY IS RE RED IF THE LIMITS
OF PEDESTRIAN ACCESS ROUTE EXTEND BEYOND
EXISTING OR PROPOSED VDOT HT -OF WAY.
RI
1 I
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
- �• ' �' n.
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
o . o . o • o
oe �ogoq •o
FACILITY THAT CAN BE APPROACHED, ENTERED MIND
eo
USED BY PEDESTRIANS. IF ACCESS ROUTE IS ADJACENT
TO BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'.
SECTION F-F
)E IF PEDESTRIAN ACCESS ROUTES ARE BEING
PROVIDED, A MINIMUM 4' TRAVERSRM LE WIDTH
IS REQUIRED WITH A MAX. 27. CROSS SLOPE.
- c.
WHEN USED IN CONJUNCTION WITH STANDARD
PARABOLIC CG-3 OR CG-7 THE CURB FACE ON THIS
PTO
UNPAVED SIDEWALK
URVERABO STANDARD IS BE ADJUSTED TO MATCH THE
o •e • e • o
MOUNTABLE CURB CONFIGURATION.
NORMAL GUTTER
® ® ------
®
SECTION E-E
• o.�
e, - c. • ti.
. N. • �. • 6. • �. ' Nc• •be•4.4b:e
x
*OX TO 10% CHANGE
•ee4b='eo 44 d34e4e 4 4e.o
CLASS A3 IH.E.S.1 CONC.
g4de
6" A.GCR. BASE TYPE I SIZE
21B
• �•
12% MAX. SLOPE I 5'-0" ® POINT OF GRADE CHANGE
p•
FOR CURB AND GUTTER ONLY 111
• 1;, • �. • �.
FOR SIDEWALK CURB AND GUTTER
x x 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
10•o • o • o
BUILT CONCURRENTLY
o.o•o•o•
qo. o o • Kill
SECTION C-C
x x x 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND
B X MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
SECTION D-D
SPECIFICATION
,V DOT
REFERENCE
STANDARD
ENTRANCE GUTTER
ROAD
AND BRIDGE STANDARDS
502
REVISION DATE
SHEET I OF 1
203.02
VIRGINIA DEPARTMENT OF TRANSPORTATION
07/15
1992 3.38
Source: Va. DSWC
III - 401
Plate 3.38-2
iCOTT/R. CbLLINS_Z
Lic. No. 035791 a
5/24/21 ,�fj
r/
Z Z J
O Q
0 a
K DO
V/ w u=)
� J
Z Q
'll♦ O 1-
U) z
W L ~
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11 UT
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.
io. 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, 2014
(SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL
BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA
LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS.
VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED
BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION
SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE
OBTAINED BY THE CONTRACTOR.
13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE
PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL
SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS
DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER
PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE.
VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM
OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING
INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER
AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE
CONTRACTOR.
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL
IS GIVEN BY THE ACSA.
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
D
P�4"vL B, INITIAL BACKFILL 824 IN 6'
MIN MIN. IN. MIN.
�� 6" BEDDING
#68 STONE
* 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
a INITIAL BACKFILL a MI
UNSTABLE B^ 8"'e' 6^
SOIL\- MIN MIN. _ MIN MIN. #68 STONE
�';• ' - �RANULAR FILL AS
_ �APPROVED BY ACSA
S ABL SOIL 0 ROCc( n STABLE SOIL OR ROC
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. INI
TD-2
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY,
VARIES
1 5' r110
I 5' III ._. I _15' 1 I r
I
WATER SEWER
3 A
EA
EA
LOCATION OF OTHER UTILITIES
/(GAS, ELECTRIC, TELEPHONE, CABLE, ETC,)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER M SEWER 30' MINIMUM
x SEE PART 3, PARAGRAPH ➢1 SEPARATION OF WATER B. SEWER SYSTEMS.
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90• TO THE RIGHT OF WAY.
UTILITY LOCATIONS & EASEMENT WIDTHS
a
NITS
FIG. W-1
TD-1
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
TO IT DEPARTMENT APPROVAL.
FINISHED GRADE
VALVE BOX W/ LID
T T M.J. GATE VALVE
LA
WATER V2'.
2500 P-SJCONCRETE4G AREA.
THRUST BLOCK 4
A°
a •
NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
D-9
151/2" E.J.I.W. 1574 CAST IRON CLEANOUT FRAME AND LID
SO 1/4" INSTALLED FLUSH WITH FINISHED SURFACE
CONCRETE COLLAR POURED
71R„ SEE PAVEMENT
AROUND CLEANOUT COVER
EXISTING GRADE REPLACEMENT
(3500 PSI)
REQUIREMENTS
if
C FEMALE CLEANOUTADAPTER
X
-
LIAUE
j IM
TH INVERTED NUT SCREW CAP ORAT
:::
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 UATERAL
FUTURE,
--- SANITARY LATERAL WYE
1 1
1�------------
i
BOTTOM OF TRENCH SECTION 'A -A'
SEWER
_ A CUSTOMER I EASEMENT OR RIGHT-OF-WAY
FUTURE
SANITARY LATERAL
(WHEN INLINE LAYOUT REQ'D)1
1
CAST CLEANOIfT
-...-.._..:_
IISIl
FRAME AND LID
FRAME
- - - - - -
�tI^-
N
L{L
_
�.E SEWER LATERAL
A
A
CONCRETE 45° BEND
COLLAR
-
PLAN VIEW
- - _
STANDARD SANITARY CLEANOUT
IN PAVED AREAS
1A BEND
FM0III
&�:.-
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
VOL.
TEE AND PLUGS
VOL.
SIZE
OF
(FEET)
CU.YD.
(FEET)
CU.YO
BEND
L
H
T
L
H
T
90
2.50
2.50
3.01
0.24
4" & 6"
45
22 1/2
2.00
1.50
2.25
2.00
2.60
2.52
0.15
0.10
2 00
225
2.50
0.15
11 1/4
1.50
2.00
2.50
0.10
90
3.66
3.16
3.21
0.48
8'
45
2.66
2.68
7
2. 7
0.26
22 1/2
1.66
2.16
2.89
0.13
3.18
2.91
2.66
032
11 1/4
1.66
2.16
2.67
0.13
-&
90
4.83
3.83
3.42
0.83
FIO 12
45
3.33
3.58
2.95
0.43
383
4.00
2.83
0.52
22 1/2
2.33
2.58
2.86
0.24
11 1/4
1 1.83
1 2.33
2.84
10.18
I. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE - CHANGES DIRECTION, 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 JONT.
C THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF
ALL THRUST BLOCKS.
CONCRETE THRUST BLOCKS
NTS
He W-3
TD-3
'• ^MIPRES9g1 " 3/4• MNE PIPE COUPLING
PMUPD E0.1PL
t• TiPE •K \ �� /
sOPT cDPPm .� p /
FOR USE M ATTAIHEG VNIOUDUAL
FAMILY
REDAND INADAl ON voESSERY m DuaL REslDwnu
AND IraBwnm sxncEs.
I'n'd SEE
OI
NO E
NO SYFAnD mnIXS 1.
77
DUAL SERVICE
2
1- COYPIEMON r 31C UAL£ PIPE COUPLING
DR es 0 Vx_
r TmE x
R"WP d
uON oERSWLE FAMILY
DEAN
Wv
u EDE WERE AN
YEIEA SOE PROV00
SINGLE SERVICE
NOTE
1) SADDLES "LI BE U¢D ON PVC PPE
TYPICAL SERVICE LATERAL INSTALLATION
(5/8" & 1" METERS)
NTS
FIG. W-6A
TD-10
-
z
I
A T
12" f J
3000 PSI CONC. BASE
BENCH SLOPED TO FLOW
CHANNEL 1/4" 1' MIN
BRANCH
FLEXIBLE CONNECTION J1+
NOTE:
WITH STAINLESS STEEL ALL CONNECTIONS TO
BAND EXISTING MANHOLES SHALL
BE CORED AND A FLEXIBLE
w CONNECTION BOOT "
J
70 INSTALLED
TYPICAL MANHOLE PLAN
SHOWING BRANCH TIE - IN
NTS
FIG. S-1-B
TD-27
Top View
6" MINIMUM
a
°
4' MI
°( A
a 4" MINIMUM
NOTE: RESTRAINED JOINT FITTINGS.
Side View
42" Minimum
--- ZA
CerflRcaflon of 95Z �I
1 11
compaction required Q
4
Galvanized Steel Beam
W12 x 14 (min, size)
3' min. penetration into undisturbed 45'
soil , or as approved by the < /
ACSA.
TYPICAL THRUST BLOCK IN FILL AREA
NTS
FIG, W-38
TD-5
NOTE, MIN. 60- DIAMETER MANHOLE
REGUIRED.
I=
•sEP
C(FSP.t CROP MANIOLE PVC CROSS
\ol z. USE APPROVED FLEXIBLE RUBBER
n 110I
e c�
4' L TOPG'Ep
'Ill TOP
couPL["c
o e7•
DROP PIPE
PIPE STRAPS
(STAINLESS STEEL)
0 SPACED EVERY
r VERTICALLY }ljL
90' RESTRAINED BEND
seAER
W ELL'EM1T
'I "E
WAIN
• 4A."A •.A •... SERI
PIPE
PLAN
PROFILE
MIN. 6' BEDDING WITH NO. 69 STONE
L HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA BUT SHALL NOT BE LESS THAN TWO
(2) FEET.
2 VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTE DTC
THE DROP FFMNG WITH STANDARD GASKET JOINT.
3-VERTICAL DROPPIPESHALLBE STRAPPEDTOTME MANHOLE AT PIPE JOINTS. STRAPSSHALL BE MADEOF
STAINLESS STEEL
4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECLION DISCHARGE POINT
TO SPRING LINE OF MANHOLE INVERT.
5. DROP CONNECTION DISCHARGE FI TING SHALL 6E ORIENTED AT 45 DEGREES, INTO TH E FLOW.
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
7. MIN IM UM 72' DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR
TWO 8" DIAMETER DROP CONNECnONS.
STANDARD INTERNAL DROP CONNECTION
N.T:S.
FIG. S-1-C2
TD-30
>E
E
\E "
n
Q \E
_E
-�
HE
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u. o
,
0
aEax
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E _ =E
E
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a
E
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_
:@:� �E
�E <_
of w
^NE
r 12
a
0
TYPICAL
MANHOLE FRAME &COVER
N.T.S
FIG STO
TD-31
FINISHED GRADE
TI�f�TT-IT -TIT-ITI-TT(-TIr-ITT-T -
TRENCH
e 4' REDUCER
e
RE-2500 P.S.I. CONCRETE THRUST BLOCK
- - - - - - - - - - - - - - - - A B
UNDISTURBED SOIL 16' MN
} PROFILE VIEW
UNDISTURBED SOIL - EDGE " T
- - OF TRENCH- 4 24 MN
------ - -
----
REDUCER 6' MN
___4
2500 P.S,I. CONCRETE THRUST BLOCK • SIR MN
-- --- -e. `a --------------
UNDISTURBED SOIL - EDGE
OF TRENCH •'° 24" MN.
NOTES: PLAN VIEW
NOT TO SCALE
NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE
PLASTIC SHEETING AS PROTECTION FOR BOLTS.
3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF
TRENCH, OR AS APPROVED BY THE ACSA.
3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE
ACSA.
CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH,
THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF
ALL THRUST BLOCKS.
TYPICAL REDUCER THRUST BLOCK
NTS
FIG. W-3D
TD-7
,- -,.---
9
COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE UD FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-13
SEWER SERVICE LATERAL CONNECTION NOTES:
1. WHERE A SEWER SERVICE LATERAL CONNECTS A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS
INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 02' HIGHER THAN THE
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
TO THE MANHOLE.
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
BE CONNECTED USING A PIPE SADDLE.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �I
(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 MARKER
PLUG END OF
MAIN LINE T SECTION SERVICE LATERAL
IN LINE WYE-TEE
PLAN
VARIES
k'
SEWER SERVICE LATERAL CONNECTION
N.T.S.
FIG. S-2
TD-33
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
THE LOCAL STANDARD.
LENGTH OF BRANCH VARIES
(270') MIN 2' TO 10'
CU. FT. 18'-22'vALVE BOX
g6H STONE
42'MIN 8' GATE
,., VALVE
TEE
2500 111 CONCRETE
BASE AND THRUST
BLOCKAGAINST UNDISTURBED
\ r
UNDISTURBED STABLE \V'
SOIL. STEEL PILE
WHEN THE SOIL IS DISTURBED OR EN RESTRAINED JOINT FlTIINGS
A HYDRANT IS LOCATED IN A HILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT,
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
(
INCLUDING DITCHES )
3. FINISHEDGRADE SHALL SLOPE AWAY FROM THE FlRE HYDRANT AND
VALVELVEBOX
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHABE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER SHAUT E IF
R LUGGED
O N 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. IN
TD-B
GRADE
AIR RELEASE VALVE
V
BRASS OR BRONZE PIPE BRONZE GATE
BRICK SUPPORTS OR
SOLID CEMENT BLOCKS
TYPE 'K" SOFT
COPPER
STOP
STONE
NOTES-
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)
NITS
FIG. W-9
D-20
8"MIN
EMBEDMENT
SPRING E O
OF PIPE
NO. 68 STONE _
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
LARGER THAN 5" IN ANY
DIMENSION
-INTIAL BACKFILL"
(6" LIFTS)
• THOROUGHLY COMPACTED
BY HAND OR APPROVED
MECHANICAL TAMPER
-HAUNCHING
-BEDDING 6" max
4" min
-FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
NOTE
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VOOT RIGHT-OF-WAY SHALL BE
BACKFILLED ENTIRELY WITH NO. 21A STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
STONE SHALL BE PROVIDED
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
TD-34
;COTT/R. CbLLINSZ
Lic. No. 035791 a
5/24/21 A
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JOB NO.
112066
SCALE
AS NOTED
SHEET NO.
7
HIGH PT STA: 10+01.56
HIGH PT ELEV: 687.85OW
PT STA: 11+59.82
PVI STA:10+24.06 LOW
PT ELEV: 682.65
PVI ELEV:687.50 PVI STA:11+09.82
K:13.32 PVI
ELEV:683.30
LVC:45.00
K:27.86
LVC: 100.00
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690 II II 1 1 1 II o
-1.52 0 PROPOSED Fz
FIRE HYDRANT +
ASSEMBLY w/
6"x6" TEE &
685-4'90%3.5' (2) 6" G.V.
680
6"X6" TEE
(2) 6" G.V.
675
0
H PT STA: 11+71.20
PVI S A:12+11.20
PVI LEV:681.98
A:21.67
L C: 80.00
I �
POSED 4" SANITAR
ER LATERAL (TYP.)
PROPOSED 8" SANITARY
670 SEWER CROSSING
PROPOSED 12"x6" CROSS,
(1) 12" G.V. & (2) 6" G.V.
665 PROPOSI ATERLINE
660
9+50
PROPOSED 45°
VERTICAL BEND
1.6fl'
PROPOSED 45'
VERTICAL BEND
INTERSECTION OF
HATHAWAY STREET
(STA 10+96.75) ANI
DESOTOI DRIVE (STA
EXISTING GRADE (TYP.)
685
PROPOSED GRADE (TYP.)
PROPOSE VDOT 6 8 0
STD. CD-i
-5.00%
FILL TO BE PLACED AT
95%COM�PACTI N(TYP.)
4" DUCTILE IRON
SANITARY SEWER LATERALS
PROPOSED (1) 6" G.V.
TYPE A BLOW -OFF
ASSEMBLY
f+l
W M
„mj rl
M
0 d
0 O
O� L!1
N
^ .t
a)
6
00 't
S N
N 00
00
4
00 M
00
6 V1
rl
�
w kD
ID W
ID l0
W
ID �
w kD
l0
10+00 10+50 11+00 11+50 12+00 12+50 13+00
�DESOTO DRIVE PROFILE
670
665
660
13+50 14+00
PROPOSED
TYPE A E
F
700
O O EXISTING GRADE (TYP.)�
MA/ PT cTo in��7 n7
700
LOW PT
ELEV: 687.
5
PVI S
A:10+63.48
PVIELEV:
687.36
26.88
695
L
a115.o0
695
o
Co
PROPOSED
GRADE (TYF
O
N
0
690
">
()w
3%
690
>
3.5'
MIN.
PROPOSED 8"
PROPOSED
VDOT
ROOF DRAI
STD.
CD-2
685
CROSSING
1.0'
(1) 6" G.V.
3.4'
PROPOSED (1) 6'
LOW -OFF
TYPE A BLOW-0
ASSEMBLY
SSEMBLY
0
0 0
0 0
PROPOSED
6"x6" TEE,
675
(2) 6" G.V.
PROPOSED
4" SANIT
PROPOSED
6" CL. 52 DI WATERLINEJ
SEWER
LATERAL (TY
670
670
1O
i.
m ?
m °.
00
0000
0000
?
O
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tD
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00 0)00
tD
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0)
tD
D1
00
ID
O
m
w
PROPOSED GF
G.V. &
FF
PR(
(1) 1:
ARY BL'
p) AS.
9+50 10+00 10+50 11+00 11+50 12+00 12+50
�ANOKO COURT PROFILE
720
720
715
715
710
LOW P
STA: 11+16.94
710
LOW PT
ELEV: 68213
PVI
TA:10+66.9
PVI
ELEV:682.92
K: 30.73
705
L
c:loo.o0
705
co
L6
o
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VERTICAL GRAPHIC SCALE
5 n 2.5 5 10
( IN FEET )
1 inch = 5 1t.
HORIZONTAL GRAPHIC SCALE
25 50 100
( IN FEET )
1 inch = 50 it.
20
GRADE
3.O.V.
>" DI
13+00 13+50
NOTE: SANITARY LATERALS CROSSING OVER
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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
SANITARY SEWER MUST BE PROVIDED.
Lie. No. 035791,'n
8/26/214i
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K: 2.59
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NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN
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SIZE 23.A OR 2iB, FLOWABLE FILL, OR CRUSHED GLASS
( IN FEET) CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER
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s. ALL FILL TO BE PLACED AT 95%COMPACTION. 112066
P R V ATE DRIVE PROFILE 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. SCALE
3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM „ , m
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SHEET NO. �
9
-2.00%
07
LOW PT
TA: 12+55.
0
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PVI STA:
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F R�
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679.18 TO 9A
685
PROPOSED 6"
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CROSSING
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680
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43.78 LF ® 1.42%
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TERLINE CROSSING
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EXISTING C
PROPOSED GF
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TP=680.88
700 1 INV IN: 673.34 TO 15
INV IN: 671.44 TO 8
INV OUT: 671.34 TO 6
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1
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16'
675
670
15" RCP
70
28.07 LF
® 1.71
665
665
o
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0+00 0+50
ING
LSTR-15 TO STR-7 PROFILE
VERTICAL GRAPHIC SCALE
( IN FEET )
I inch = 5 11.
HORIZONTAL GRAPHIC SCALE
0 25 50 100
( IN FEET )
1 inch = 50 11.
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-i 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 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 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
Lie. No. 035791,E
5/24/214�
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HORIZONTAL GRAPHIC SCALE W Y r—i
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NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH z W O
CD
z
OF iz' OR GREATER SHALL HAVE SAFETY SLABS IN
PROPOSEDACCORDANCE WITH STANDARD SL-i AS FOUND IN i z
WITH THE 2oo8 ROAD AND BRIDGE STANDARDS. (n Q o
U
NOTE: HDPE CAN BE USED AS AN ACCEPTABLE o
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. W
SEE DETAIL ON SHEET 17 FOR HDPE PIPE a
BEDDING INFORMATION.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH (�
OF 4' OR GREATER SHALL HAVE STEPS IN x
ACCORDANCE WITH STANDARD ST-i AS FOUND IN 0 (D
THE 2oo8 ROAD AND BRIDGE STANDARDS. N r
NOTES: o
1. ALL FILL TO BE PLACED AT 95%COMPACTION.
z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. E
3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM G °a
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
O W
SANITARY SEWER MUST BE PROVIDED. a o
U
JOB NO. °
112066
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE -o
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE ziA OR 21B, FLOWABLE SCALE 0
—0+75 —0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR 1= 50� `o
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE n
SWM1 T 0 0 0 T F A L L PROFILE SPECIFICATIONS, SECTION 3oz.o3G. SHEET No. N
12 L
F
4
x �O
oo���
FILL TO BE PLACED
AT
> N o o�
6 7
g5or6
COMPACTION
(TYP.)
675
oo
�
�lal»>
�o
�
r z zz
O~
67
� o�
670
0 01�
> 00�
r7
� Z=p
�Fzz
SEE VSMP
6 6
PROPOSED GRADE
(TYP.)
SWM i OR
DETAILS
66
660
,�
15" RCP
r�0
11.84 LF ®
o~
x HM
� MM
65
0 ��
655
0
M �Zo
�
�G®�1��0 (SLFi)
REQ DB
65
`�~Z
650
6h6�
64
645
SAFETY
SLAB
(SL-s)
REQ'D
aM
Ode
64
®�
640
Sao
6
Op O NO
WF
63
tea»
635
NFzz
SAFETY SLAB
(SL-i) REQ'D
6 3
EXISTING GRADE
(TYP.
6 30
mo
p
H
6 2
� N
o Na
p0�0
>rnco..
�
625
to —0
62
`�~ZZ
620
SAFETY SLAB
(SL-1) REQ'D
61
�
G �
615
61
���;
610
p0 O
M O ZO
/
p�
V7 � ZZ
60
�
o~
605
NO
x N�
SAFETY SLAB
� ��
N�Z�
60
I �N
p p0
O~
680
� " °°
O oad�
p c0
> oo�
680
co? O
PROPOSED GRADE
(TYP.
N
675
azz
--
675
FILL TO BE PLACED
AT
95%COMPACTION
(TYP.)
670
670
TIE
-INTO
SWM FACILITY
INV=667.50
665
665
15" RCP
EXISTING GRADE
(TYP.
13.42
LF ®5.59%
660
0�0
655
655
650
650
.t
�
n
r+1
cn —
t- �
O O
p 00
680
co0 680
�
>
� az
68D may-W$ O8�
6$z '
- - B2_
684 Go Go 00 0 we 'o
J�
I
I
I
I ,I
ED
�y
00
ti
' - - - - - - - - - - - - DRAINAGE DESCRIPTIONS
------------
684m8mo
Bi
l a2--/--y/ ---- _
"° j® ( x /
x '
- x
/
x
RMTR I
X -X -X
r - -
Al e i------ --
wo ---
\
NQ -0 \
..yy �� Z- A
Nor p1 \\ - -- --
~ ko - - - - - -
- - - - - HATHAWAY STREET
54' PUBLIC R/9
EX 12" WA DB.3291 PC.607
\ems s -s �s J /
-ns
. co /
_ .cb I I\
--`-
�� J
E2
10
rO _i
�L-- - Ln
E3
\rmrAaE� AGVZsn-MUMEnr - - -
6 66-
664
\ \ I 6)
` \ 662 -
\\
660 �
\ \ - 658
\ \ \ \ 654 - /
\ \\\ 650, - ` B - g
`\\ - - - - - - 648. J64
�-
\ 646°46� -
\ -644'I v
\ -640- 642 \
-640
- - 638 p'
--__ 1 38 o
\ 634 N
- \ l 361 20 _ �- D
63
2
n
I 34 - - "
6 1 32
O ►/MRLtn�� 1
N 1(
� ❑ ----624
624 TP�
z / /2 1
- e
/ 2
\ - 620 w . \
ti
618�lp....00 \ 31
� ry
-626
---- ,6�.- TI��E`OF ¢0NCENTRATIQNIPATH� o0
---- z6C OF 'bLF v4/ EI�EV738'�&
^(70' OF ONC. iFLC 14 8- L 0
L/L�
6-0 V
594-
�\ - --6041 / / / n SWM i
\ %EL
602'
- 2 ,
5�
0
o 2-59
-
STR.
PIPE INFORMATION
INLET INFORMATION
NO
DIA.
in.
LENGTH
R
SLOPE
%
INVERT
IN
INVERT
OUT
MATERIAL
INLETTYPE
Curb
Type
SLOT
LENGTH
RIM
ELEVATION
COMMENTS
11
DI-3C
CG6
6'
689.18
VDOTSTD. IS-1 REQ'D
-
15
62.29
2.47%
680.82
679.28
RCP
10
DI-3B
CG6
6'
685.76
VDOTSTD. IS-1 REQ'D
15
75.52
1.69%
679.18
677.90
RCP
9
DI-3A
CG6
4'
683.35
VDOTSTD. IS-1 REQ'D
15
39.00
1.00%
672.57
672.18
RCP
8
DI-3B
CG6
6'
683.53
VDOTSTD. IS-1 REQ'D
15
63.96
1.00%
672.08
671.44
RCP
7
DI-3B
CG6
6'
680.88
VDOTSTD. IS-1 REQ'D
15
60.44
0.91%
671.34
670.79
RCP
6
DI-3B
CG6
6'
677.93
VDOTSTD. IS-1 REQ'D
15
27.97
4.00%
670.69
669.57
RCP
5
DI-3B
CG6
6'
677.93
VDOTSTD. IS-1 REQ'D
'
15
51.78
2.99%
669.47
667.92
RCP
5A
MH-1
CG6
-
674.82
VDOTSTD. IS-1 REaD
15
6.59
4.86%
667.82
667.50
RCP
SWIM
-
SWIM
15
17.55
10.83%
667.50
665.60
RCP
-
4A
MH-1
-
-
673.90
VDOTSTD. IS-1 REOPD
15
9.10
12.53%
663.60
662.46
RCP
-
4
MH-1
-
-
672.90
VDOTSTD. IS-1 REO'D
SWM 1
MH-1
-
-
673.39
VDOTSTD. IS-1 REO'D
15
11.84
4.56%
661.00
660.46
RCP
-
4
MH-1
-
-
672.90
VDOTSTD. IS-1 REQ'D
15
65.65
8.73%
656.46
650.73
RCP
3
MH-1
-
-
660.90
VDOTSTD. IS-1 REO'D
15
67.47
8.00%
644.73
639.33
RCP
3A
MH-1
-
-
646.00
VDOTSTD. IS-1 REO'D
-
15
61.78
14.47%
633.33
624.39
RCP
3B
MH-1
-
-
629.10
VDOTSTD. IS-1 REO'D
15
60.87
11.73%
618.39
611.25
RCP
/
/
3C
MH-1
-
-
615.90
VDOTSTD. IS-1 REQ'D
15
83.92
12.52%
805.25
597.25
RCP
3D
MH-1
-
-
601.90
VDOTSTD. IS-1 REQ'D
/
15
87.75
8.58%
595.25
587.72
RCP
2
MHA
-
-
593.50
VDOTSTD. IS-1 REQ'D
\ -
- -
15
91.28
1.51%
587.62
586.24
RCP
1
MH-1
-
-
591.17
VDOTSTD. IS-1 REQ'D
15
23.79
1.01%
586.14
585.90
RCP
OUi
672
16 0-
�0 /
\'o A / / - - - - - - --
_ as
-s6' \_ /
6$z /
648_-
\
646
646
P 638
-S3lc 634)"W 3.10'
L632- -.3D --__ ---- /
\� 626----
3 ,-624_---_ L -
622
6
3C `\ -�6.
\\\ 6'
k
\\ 610
3 (5,\
602
\ 600
-�
2 \\ S90
96
co 194
592 /
NINE
0
MINIM
S190
/
NT
OUT
P � /
/
P
_ - - - -
588 � __--GRAPHIC SCALE
----- ti � �`
+DO 00, -- ----- `� 50 0 25 50 100 400
_ IMPRO ED-ASPHALT \ / /
-DRIVEWAY
\ - 84 - -ACCESS FOR (2) LOTS
----_--- lof = - I
/S8 PROPOSED-V--SHAPED GRASS LINED DITCH TO \ \ \ - - ( IN FEET
.� '`�► B LOCATED WITHI N VDOT RIGHT-OF-WAY, AS \ \� '
1 inch = 50 ft.
SHOWN. SE THISSHEETFORDETAILS. `\ /
Structure
Area
(Acres)
CW
to
(Min.)
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
ROOF DRAIN AND YARD INLET DESCRIPTIONS
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
Al
Inlet
12"
687.50
685.50
A2
685.50
683.00
8"
63.86
HDPE
3.91%
A2
Inlet
12"
685.50
683.00
STR-13
680.80
677.12
8"
19.39
HDPE
30.33%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
B1
Cleanout
12"
690.00
688.00
B2
689.75
686.79
8"
67.00
HDPE
1.81%
B2
Cleanout
12"
689.75
686.79
B3
689.00
684.65
8"
28.98
HDPE
7.38%
B3
Cleanout
12"
689.00
684.65
B4
689.40
684.33
8"
64.1
HDPE
0.50%
B4
Cleanout
12"
689.40
684.33
STR-12
687.85
683.96
8"
60.1
HDPE
0.62%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
B5
Inlet
12"
686.5
685.13
B6
688.2
684.79
8"
67.75
HDPE
0.50%
B6
Inlet
12"
688.2
684.79
B3
689.00
684.65
8"
28.03
HDPE
0.50%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
C1
Inlet
12"
688.10
686.75
C2
688.00
686.25
6"
32.25
HDPE
1.55%
C2
Cleanout
12"
688.00
686.25
C3
687.25
685.75
6"
24.44
HDPE
2.05%
C3
Inlet
12"
687.25
685.75
C4
685.50
679.34
6"
50.64
HDPE
12.66%
C4
Inlet
12"
685.50
679.34
STR-8
683.53
676.08
6"
83.4
HDPE
3.11%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
D1
Inlet
12"
683
681.5
D2
686.1
681.00
8"
23.38
HDPE
2.14%
D2
Cleanout
12"
686.1
681.00
D3
682.67
680.24
8"
33.01
HDPE
2.30%
D3
Inlet
12"
682.67
680.24
D4
680.10
678.00
8"
48.61
HDPE
4.61%
D4
Inlet
12"
680.10
678.00
IDS
676.50
675.00
8"
44.31
HDPE
6.77%
D5
Inlet
12"
676.50
1 675.00
1 D5A
671.00
668.86
8"
1 21.75
HDPE
28.2391
D5A
Inlet
1 12"
1 671.00
1 668.86
1 STR-17
1 674.06
1 668.35
8"
1 50.93
HDPE
1.00%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
E1
Inlet
12"
681.00
679
E2
680.25
678.00
8"
44.00
HDPE
2.270
E2
Inlet
12"
680.25
678.00
E3
678.1
676.00
8"
38.02
HDPE
5.26%
E3
Inlet
12"
678.1
676.00
STR-16
672.88
668.60
8"
53.32
HDPE
13.88%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
19
Inlet
24"
651.50
645.00
20
637.5
633.69
8"
122.09
HDPE
9.26%
20
Inlet
24"
637.5
632.69
21
617.5
613.55
8"
112.61
HDPE
14.33%
21
Inlet
24"
617.5
612.55
22
605.87
602.33
8"
67.01
HDPE
15.25%
22
Inlet
24"
605.87
602.23
23
600.90
596.37
8"
49.71
HDPE
11.79%
23
Cleanout
1 24"
600.90
1 596.27
23A
593.68
590.69
10"
91.35
HDPE
6.11%
23A
Cleanout
1 24"
1 593.68
1 590.59
SWM-2
-
1 590.47
10"
1 11.82
1 HDPE
1.00%
Q 2=1.04 CFS
DL=12- \
V,=3.39 FPS
3
1
Q,o 1.34 CFS
GRASS
D,o 0.35 FT
(SLOPE=5.8%)
DITCH
590
NO SCALE
PROPOSED 12" DEEP FESCUE GRASS -LINED
V-SHAPED DITCH WITH 3:1 SIDE SLOPES.
PER VESCH TABLE 5-14, THE MAXIMUM
PERMISSIBLE VELOCITY IS 4 ft/s
590
EXISTING GRADE
585
/
85
PROPOSED
AVON
STREET EX
ENDED
r
DITCH CEN
ERLINE
/
580
580
CONTRACTO SHALL TIE PROPOSED AVON
STREET EXTENDED DITCH INTO EXISTING
DITCH & DOWNSTREAM CULVERT LOCATED AT
THE SOUTHERN PROPERTY CORNER.
CONTRACTOR TO TIE BACK GRADES AT 3:1.
575
CONSTRUCTION TO BE LIMITED TO THE
D 75
SUBJECT PROPERTY & PUBLIC R/W, AS SHOWN.
m
r, o
m
'
00
N kD
00 00
'i,
Cc
PROFILE SCALES
0+00 0+50 1+00 1+50 I"=5' (V)
1"=50'(H)
AVON ST. EXTENDED DITCH PROFILE
Road Name: Avon St. Extended Roadside Ditch
Ditch Side: South of Proposed Entrance
Job Number: 182156
Designed By: FGM
DRAINAGE AREA DESCRIPTIONS
Drainage
Area
Area
(Acres)
CW
Al
0.15
0.54
A2
Bl
0.14
0.90
B2
B3
B4
B5
B6
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
Checked By: SRC
Sta
From
Sta
To
T
(min)
C
Value
Area
(ac.)
CA
(accum)
I
(in/hr)
Q
(cfs)
Slope
(ft/ft)
Grass n=0.03
Jute Sod n=0.05
Paved n=0.015
1'
(in/hr)
Q"
(cfs)
Depthl0
(ft)
Min.Design
Depth & Lining
Top Width
(3:1 Sides)
(ft)
Vel.
I Depth
VeL Depth
I
I Depth
0+00
1+25
13
0.35
0.80
0.28
3.7
1.04
0.058
3.39 fps
0.32 ft
4.80
L34
0.35 ft
12" Grass
6.00 ft
Note: Proposed ditch to tie into existing ditch & culvert at southern property corner.
Lie. No. 035791,E
8/26/21 44i
F-
Z
w
O
U
Z
Z
Z
Q
J
Q
0
Q
U
0
u
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5
L7
w
In
J
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�
u
Z
Z
O
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w
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p
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a
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/
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ti ti
v �
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ti
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rn
N
M
N
W CDN
W z �
N z
Q O
> �.
w w a
J
J
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� J
J
0 z
J 1-1 Q
LL Z
2 I Q
W " Q
Y ~
LU
Iti L U
UlU) la- Q
z
z I
w Q'
O I
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I..L
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0
LU
U
I w
a
JOB NO.
112066
SCALE
AS SHON
- SHEET NO.
13
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity
4.00
(Intensity is 4
in/hr for spread, and 6.5 in/hr for capacity and depth)
Mannin s Coefficient, n is
0.013
Inlet
Hydroloqy
Curb and Gutter
Inlet
x
a
o
j
x
rn
o
U
v
O-
O
O
G
^
r
O
N
42
9
N
^
v
N
^
O
N
U
N
L
v
v
y
L
N
U
3
K
W
3
C
v
C
2
v
m
c
r
>
o
y
E
Z^
°
x
2
r'
oo
w
m
O H
❑
@
E
?i
d >
J
-I
U
U
d
d
d
rn
00
rn
rA
H
W
m
rn
rn
J
J
W
a
d
K
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
1
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
3
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
1
1.00
0.27
0.00
-
8
3B
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
4
1.00
0.08
0.00
-
10
3B
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
3.512
00.1463
0.1649
9
1.00
W1.00
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
6
0.85
0.78
0.13
5
13
3B
8.0
0.25
0.54
0.135
0.54
0.00
0.54
0.0159
0.0200
2.0
0.0830
4.1500
4.85
0.90
3.5120
0.1463
0.1517
3
1.00
0.54
0.00
5
14
3B
6.0
0.11
0.68
0.075
0.30
0.00
0.30
0.0159
0.0200
2.0
0.0830
41500
389
0.95
3.5120
0.1463
0.1590
1
1.00
0.30
0.00
5
- for inlets draining to stormwater management facilities, where overland flow to facilities is not available, 100% capture is required at 6.5in/hr
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity
6.50
(Intensity
is 4
in/hr for spread, and 6.5 in/hr for capacity and
depth)
Mannin s Coefficient, n is
0.013
Inlet
Hydrology
Curb and Gutter
Inlet
j
N
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m
o
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o
�
c
w
C
0
v
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3m
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U
CD
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E
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a
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aG
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in
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¢
ti
C7
C7
to
3
rn
rn
H
W
d
in
E
ui
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c10,
of
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
13
3B
8.0
0.25
0.54
0.135
0.88
0.00
0.88
0.0159
0.0200
2.0
0.0830
4.1500
5.82
0.84
3.5120
0.1463
0.1429
6.66
1.20
1.00
0.88
0.00
5
14
3B
6.0
0.11
0.68
0.075
0.49
0.00
0.49
0.0159
0.0200
2.0
0.0830
4.1500
4.66
0.90
3.5120
0.1463
0.1517
5.01
1.20
1.00
0.49
0.00
5
- for inlets draining to stormwater management facilities, where overland flow to facilities is not available, 100% capture is required at 6.5in/hr
Desial Year: 10
Proiect: Avon Park II
Job #: 182156
Prenaredbv: LMW.PE
• : 1
. •
®�
1 11 I
III
��_---_--____--
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
Intensity
4.00
(Intensity is 4
in/hr for spread, and 6.5 in/hr
for
capacity
and depth)
Mannin s Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
>'
2
N
N
C
Cw
'e
n
`.
yy
cO
13
�
S
�
v
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iii
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c
-
w
9
m
E
a
>
¢
u
cai O
a
v;
r i
3
v3i
w°
all
0.28
0.66
0.185
0.74
0.00
0.0010
0.0200
2.0
0,0830
4.1500
9A7
0.62
STR 9
DI-3A
4.0
combined flow
019
0406
931
all
0.08
0.79
0.063
0.25
0.00
0.0010
0.0300
2.0
0.0830
2.7667
4.76
0.84
F0.74
STIR 11
DI-3C
6.0
combined flow
007
0152
232
all
o25
0.76
0.190
0.76
0.00
0.0010
0.0100
2.0
0.0830
8.3000
14.29
0.54
STR 12
DI-3C
12.0
combined flow
0.8
0.09
1 0.199
9A2
all
0.16
0.88
0.109
0.44
0.00
0.44
0.0010
1 0.0190
1 2.0
1 0.0830
4.3684
7.76
0.70
STR 18
DI-3C T
6.0
combined flow
0.4
0.10
0.218
5. 55
all
0.32
1 0.71
1 0.227
0.81
0.00
0.91
0.0010
0.0500
2.0
0.0830
1.6600
5.59
0.73
III
STR 17
DI-3C
6.0
combined flow
0.9
0.11
1 0.236
2.17
all
0.11
1 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
7DI-3C
6.0
combined flow
0.4
1 0.09
1 0.199 1
1.82
* gutter longitudinal slope of 0.001 should be used in a sump condition
- grate inlets (DI-7) in open pavement areas will not have a curb spread, but will have inlet spread and depth
- 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
Design Storm Year = 10
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
Intensity
6.50
(Intensity is 4
in/hr for spread, and 6.5 in/hr
for
capacity
and depth)
Mannin s Coefficient, in is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
m
a
�
^
v
CO !
c
o
�
d
o
€
w
e
L
o
€
`s
t
-
m
a
0
10
0
�'
c
o
2
22
.
-
>S c10i
S
5
1°
Sw
w
y
w
?
>S
15
a
0
5
0
e
w
w
w
>
J
Q
Ci
U or Of
6
of
in
3f
F
w°
96
a
H
all
0.28
1 0.66
0.185
1.20
0.00
1.20
0.0010
0.0200
2.0
0.0830
4.1500
1 11.00
1 0.52
STR 9
13I-3A
4.0
combined flow
1.2
0.26
0,562
12.87
all
1 0.08
1 0.79
10.0631
0.41
1 0.00
0.41
0.0010
0.0300
1 2.0
1 0.0830
1 2.7667
1 5.71
0.79
STR 11
DI-3C
6.0
combined flow
0.4
0.10
0.210
3.20
all
1 0.25
1 0.78
0.190
1.24
0.00
1.24
0.0010
0.0100
2.0
0.0830
8.3000
17.14
0.43
STIR 12
DIJC
12.0
combined flow
1.2
0.13
0.275
12.80
all
1 0.16
1 0.68
10.1091
0.71
1 0.00
0.71
0.0010
0.0190
2.0
0.0830
4.3684
9.31
0.60
STIR 16
DI-3C
6.0
combined flow
0.7
0.14
0.301
7.26
all
1 0.32
1 0.71
0.227
1 1.48
1 0.02
1.50
0.0010
0.0500
2.0
0.0830
1.6600
6.70
0.54
Carryover from STR-6
STR 17
DI-3C 1
6.0
combined flow
1.5
0.15
0.327
3.00
all
1 0.11
1 0.85
0.094
0.81
0.13
0.74
0.0010
0.0500
2.0
0.0830
1.6600
4.81
0.79
Carryover from STR-5
STR 18
D153C
6.0
combined flowl
0.7
1
0.14
0.310
2.84
* gutter longitudinal slope of 0.001 should be used in a sump condition
- grate inlets (DI-7) in open pavement areas will not have a curb spread, but will have inlet spread and depth
- 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
MMWM=MWMW
�----_-_-
®-SEE
VSMPFORSWM I ROUTINGS
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1 1 1
1' 1
1 1 1
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SCOTT R. LINS�
Lie. No. 035791,'n
p 8/26/21 c4
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JOB NO.
112066
III _ 501
14
705
705
700
700
GRADE (TYP.)
695
/--EXISTING
695
690
690
DISC
l-H
HT. OF
(-%C2NC0p,
OBJ=3.5'
QQQ)
SIGHT
LINE (TYP.)
685
HT. OF
685
YE=3.5'
_
- DIST ANCE-280'
SIGHT
680
PRO POSED
GRADE (TYP.)
HT.
OBJ=3.5'
680
675
675
670
670
665
665
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00m
do
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
DESOTO DRIVE (WEST) & HATHAWAY STREET INTERSECTION SIGHT DISTANCE PROFILE PROFILE
700
700
695
EXISTING GRADE
695
(TYP.)
690
S/
�/St GNt
(t0
690
HT. OF
OBJ=3.5
F/VD�CF�1 0'
OF 0
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SIGHT LINE (TYP.
685
_
685
HT. OF
YE=3.5'
DISTgN SIGHT
E=280'
680
HT. OF?
680
ROPOSED
GRADE (TYP.)
OBJ-3.
675
675
670
670
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DESOTO DRIVE (EAST) 8c HATHAWAY STREET INTERSECTION SIGHT DISTANCE PROFILE PROFILE VERTICAL GRAPHIC SCALE
5 n 2.5 5 10
50
( IN FEET )
1 inch = 5 1t.
HORIZONTAL GRAPHIC SCALE
( IN FEET )
1 inch = 50 ft.
20
Lie. No. 035791,E
5/24/21 44'
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JOB NO.
112066
SCALE
III _5O1
SHEET NO.
15
z, -
County of Albemarle CONSERVATION PLAN NOTES: NOTE: ALL LANDSCAPING EASEMENTS, BUFFERS, AND SCREENING TH
Conservation Plan Checklist- To be placed on Landscape Plans O T
(Handbook, PIP HI-284-111-297 for complete specifications) 1.ALL TREES TO BE PRESERVED AND PROTECTED SHALL BE MARKED WITH PAINT OR RIBBON SHALL BE PLANTED IN ACCORDANCE WITH THE APPROVED PROFFERS.
AT A HEIGHT CLEARLY VISIBLE TO EQUIPMENT OPERATORS. NO LAND DISTURBING LANDSCAPING SHALL BE INSTALLED PRIOR TO THE FIRST CERTIFICATE / I / / �t
1. 1herouorineilemsshall bo,lavananthe mmn: ACTIVITY SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSTALLED BY THE 1 Emerald entinel' astern edcedar
OF OCCUPANCY FOR ANY PROPOSED UNITS WITHIN THE / I
� 'frees tobasavea; CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY ENGINEERING DEPARTMENT. �� 4-'Little Gem' Ma / ® imrsof emnx(onrsided ptineofo-eestobesavea); gn01'a PROPOSED 20' LANDSCAPING EASEMENT - NATURAL / SCOTT R. LINS'Z
® Location and type ofprotecavefenang; 2. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, AND THE STORAGE OF CONSTRUCTION DEVELOPMENT AS DETAILED IN PROFFER 3. �-' ellie R. Steven Hall O
El Grade changes requiring tree wells or walls; MATERIALS AND SOIL SHALL NOT BE PERMITTED WITHIN THE OUTSIDE DRIPLINE OF TREES ' Eastem- Redeedor LAN DSCAPED AREA OR REPLANTING/NEW
TO BE PRESERVED AND PROTECTED. - - - - t / U Lie. No. 0357911'1
El Popo oao-e onngoramassingbeyonamelmtsofoleadng. Nel�ie R. Stevens' y LANDSCAPED BUFFER FOR ANY DISTURBED AREAS
2. Mammies: 3. TEMPORARY EROSION CONTROL MEASURED AND ,OR PERMANENT STORMWATER 1 / DB, PG. / "O.r/i 8/26/21 CV4'
0 ABuses tobesaved shall beranked with pectordbbonatsheightoleadyv,sibletoegwpmentoperatom. MANAGEMENT FACILITIES LOCATIONS SHALL BE COORDINATED SUCH THAT THEY SHALL NOTE: SCRIM FENCING TO BE INSTALLED IMMEDIATELY FOLLOWING n
El No grading shall begin rualthe tcemarking has been impaired andapprovedbyaCounryfnspector. NOT ADVERSELY AFFECT TREES TO BE PRESERVED AND PROTECTED. GRADING IN THE LOCATION WHERE THE SCRIM FENCE IS TO BE 1�m=o \ / / �SSIONAL
o-mF'�Oti
s. PreCon•uon conference: 4. FIRES SHALL NOT BE PERMITTED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF TREES LOCATED.
ZI
Tree preservation and protection measures shall be reviewed with the contactor on ate. TO BE PRESERVED AND PROTECTED.
4. EaulumeatOueratIm.naStoraae: 5. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF LANDSCAPING NOTES:
is
93 Heavy, equipment, vehicular traffic and storage efconstrucbon materials including soil shall not be permitted within the dripfines oftees TREES TO BE PRESERVED AND PROTECTED. 1. STREETTREES PROVIDED So'O.C. AND 5'-lo'FROM PROPOSED UTILITIES. �I \, 1 I I \
W be saved. 2. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE • --�--� '�'�. 1- on low Sweet Bay Ma olia I I
6. NO LAND DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE PROTECTIVE FENCING HAS 9 Y 9
& Soil Erosion and Storms ater Detention Devices: - -
MAINTAINED AT MATURE HEIGHT THE TOPPING OF IS PROHIBITED. SHRUBS - - - -.--- -.
BEEN INSTALLED BY THE CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY - a~ S 24" CMP 1 I
® such devices shall not adversel affeottreestobesaved. ENGINEERING DEPARTMENT. AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL soli r` _ _ � \ r-----;, I I \
PROPOSED 20' �( I
� - � \ 1. 6. Fir": 7. WHEN TRENCHING FOR ANY KIND OF UNDERGROUND WATER, SEWER, ELECTRICAL, CABLE, HEALTH OF THE PLANT. EMERGENCY ACCESSTOTAL STREET FRONTAGE- 6
&] fnesarenotpermittedwithin100feetofined:iphasoftreestobesaved. TELEPHONE, OR OTHER UTILITY SERVICE IS NECESSARY WITHIN THE LIMITS OF TREE 3 -9 4 F� EASEMENT I
PROTECTION OR BEYOND THE LIMITS OF CLEARING, THE SEPARATION FROM THE TRUNKS REQUIRED STREETTREES: 21(iTREE PER EVERY 5o'OF STREET FRONTAGE) \ I
7. KI Toxiateraten OF TREES SHALL BE MAXIMIZED TO THE FURTHEST EXTENT POSSIBLE. TUNNELING SHALL PROPOSED STREET TREES:2 \ DB. PG. _ \
® Toxicmateaals shot not bestor�witltin 100 feet ofine mi line of trcesmbe caved. 3 W $Wee Bay M gn0110
P BE REQUIRED WHEN DEEMED, BY THE COUNTY ENGINEER, THAT TRENCHING WILL P
NOTE: 278' OF STREET FRONTAGE ALONG HATHAWAY STREET
SIGNIFICANTLY DAMAGE FEEDER ROOTS OF TREES TO BE PRESERVED AND PROTECTED. /
R Prote iePename: REQUIRED STREET TREES: 6
O / \ \ \ z
Trees to be retained within 40 feet of s proposedbuilding orgreding activity shall be protected by fencing. \ \, I \ \
0 aerra shaubern ]arxaaashadbe�s ecteaanaa edb eomr ]as error m h,rcaaa 8. ANY DAMAGE TO THE CROWN, TRUNK, OR ROOT SYSTEM OF ANY TREE TO BE / PROPOSED STREET TREES: 8
ng p p ppr°° ya ty p prior gaaiagorroas PRESERVED AND PROTECTED SHALL BE REPAIRED IMMEDIATELY, IN ACCORDANCE WITH NOTE: 382'OF STREET FRONTAGE ALONG DESOTO DRIVE
9. neeweus: THE PRACTICES IN THE EROSION AND SEDIMENT CONTROL HANDBOOK. CARE FOR SERIOUS
INJURIES SHALL BE PRESCRIBED BY A PROFESSIONAL FORESTER OR TREE SPECIALIST. REQUIRED STREET TREES:8 Lin \\� \\\J \ Q \ O
LI When the ground level must be rased within the dripline of a use to be saved, a has well shall be provided and a construction detail PROPOSED STREETTREE5:6 `I I U
submitted for approval. \ \ at\
9. SOILS WHICH HAVE BEEN COMPACTED, OVER THE ROOT ZONES OF TREES TO BE NOTE: 200' OF STREET FRONTAGE ALONG ANOKO COURT _
14. Treewaur: PRESERVED AND PROTECTED, SHALL BE AERATED BY PUNCHING HOLES WITH AN IRON m \
I REQUIRED STREET TREES: tr - - J
El When The gmundlevel must bemwereawithin meddpl;aeabeembesou.a,aheewausl.allbaproaaea;a.aaaoonsmrenondead BAR EVERY 18" OVER THE ROOT ZONE. THE BAR SHALL BE DRIVEN 12' DEEP AND z
z
subndtted par approval. MOVED BACK AND FORTH N EACH HOLE UNTIL SOIL S LOOSENED. \ PROPOSED STREET TREES: 4I \ �\ \�� \ Z Q OU
O
tt. irenchmeand 7unnehne: I 10. TREE PROTECTIVE MEASURES SHALL BE THE LAST OF THE TEMPORARY EROSION NOTE: 10q'OFSTREET FRONTAGE ALONG PRIVATE ACCESS EASEMENTMT
\ �\ c*� - d k w
0 When leaching is required within the Emits ofclearing, itshall bedone asfar away from the trunks of tries aspossible, Tunneling CONTROL PLAN MEASURES REMOVED DURING THE FINAL CLEAN-UP. REQUIRED STREETTREES:3 LOT 30 --- - _ V �'� \ \ O U P-
PROPOSED STREET TREES: 5
msder a large tree shall be consrdared as an altemahva whenrt rs anhciparad that accessary berthing will destroy fader roots. 5 \ ' -- , � � � � -, � �\ � � � � (D
PARKING LANDSCAPE REQUIREMENTS y--4 I O w (n z_
12. Cleanup; 4' � o.86 ACR ) � \ \ (n Hd �
REQUIRED PARKING LANDSCAPING = 21 PARKING SPACES Qa 1 TREE / 10 SPACES \ (n
® Protective fencing shall be the feet hems removed dunng the final cleanup. I z ti W
=3TREES REQUIRED � � \ \ � H O H-
ts. Damaeearrees: I / TOTAL TRESS PROVIDED ADJACENT TO PARKING SPACES = 3 TREES PROVIDED
to z 0
® Damagedtreeasball treated immediately bypmning,feraliutionoroNermethodsrocommendedbyao-eeapedalist S. SEE SHEET SA FOR TREE PLANTING& STAKING AND TREE FENCING&ARMORING \ \ \ �Z. > ..
NOTE: Ii IS EHE DEV OPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION / DETAILS. LPL \ \ \ \ 1 I W a
Of
REQUIREMENTS. � 1
PLANT SCHEDULE \ ` \ \ \�4)AKITREEITREES� ��2� Q ,
ALONG AVON �STREE f� EXTEND �-
8/26/2021
I
W \
E
OWNER SIGNATURE (DATE)
�o
I
ti U
CONTRACT PURCHASER SIGNATURE (DATE)
5/l/06 Pape 1 of 1
2o' GRADING
EASEMENT
1• C
I
- DB.3291 PG. 607 'I M I -.nv \ \ 1 I a
III i � to q � STREET TREES &PARKING LANDSCAPING PLANT SCHEDULE
PROPOSED 2o' DRAINAGE AND
Quantity
68
'Nellie R. Stevens'Holly
60
Juni erus vir iniana'Emerald Sentinel''Emerald
sentinel, Eastern gedcedar
8_10'
23
Magnolia randiflora'Little Gem'
'Little Gem' Ma nolia
10
Magnolia vir iniana 'Jim Wilson'
Moon low Sweet Bay Magnolia
13
Thu'a'Green Giant'
'Green Giant' ArbQrvmtae
8-10'
WA 11111111
•
ENT
�Allll
SCAPE BUFFER
.• • �•. • -• ■: .• 1 n
•I : Cal/ I
• i p / •, • •I V TIMP 90E-9 N/F IGNACIO 0 NIF IAN FARIS\
• • TRUST ,
FENCEPROPOSED SCRIM FENCE (LANDSCAPED BUFFER AREA) TMP 19101-301 ALONG •, r PROPERTY .: I t : istt
•. • ••
•
tt 1191• .• •'
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ell Eastern R MAL PROPERTY INC (y)
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TREES • .: • Little Magnolia
•••
LANDSCAPING TREES L,7,
ANOK8 COURT
•••• ■ . ■
•III
6-'Green Giant'
.. •.:..
Arborvitae' -
TMP .l I • :•••D:•FENCE
�. (3)AR STREET TR
/ :'ll �.TREET
NCOPRIVATE STREET j
l: 4858 PC •l. •
ALONGNOTE: ALL STREETS WITHIN THE DEVELOPMENT SHALL BE MARKED HATHAWAY STREET FENCE -.• TMP .l IA
WITH NO PARKING SIGNS ON BOTH SIDESOF ROADWAY.• . • • • • ••.• I 1.
MYRTLE T BROOKS
HATHAWAY STREET SHALL BE MARKED WITH NO PARKING SIGNS ON /: • PC 39ONE SIDE OF THE ROADWAY. 7 b.0
SYM
BOTANICAL
COMMONNAME
SIZE
CANOPY(SF)
TOTALSITE
QUANTITY
ICOVERAGE (SF)
AR
ACER RUBRUM
RED MAPLE
1 13/4"
1 397
18
1 7,146
UA
ULMUSAMERICANA
AMERICAN ELM
1 13/4"
1 397
12
1 4,764
� a
/ T11P 90-30B
I / lk'/F JOHN A OR RUBY T BR00 p w
/ D Lu
1191 PC 396
I I I CRAP IC SCA4E Joe No.
7 /
112066
I I I 30 0 0 30 60 / 0 hill/
SCALE
111 = 301
( IN FEET ) i SHEET NO.
inch = 30 /It. ��y I1�}�� 16