HomeMy WebLinkAboutSUB202000173 Plan - Approved 2021-08-04GENERAL NOTES
APPROVED
by the Albemarle County
Community Development Department
Date 8/4/21
File SUB202000173
OWNER:
STANLEY MAR77N COMPANIES LLC
11710 PLAZA AMERICA DRIVE, SUITE 1100
RESTON, VA 20190
DEVELOPER:
STANLEY MARTIN HOMES
404 PEOPLE PLACE, SUITE 303
CHARLOTTESVILLE, VA 22911
ENGINEER:
COLLINS ENGINEERING
200 GARRETT ST SUITE K
CHARLOTTESVILLE, VA 22902
(434)293-3719
TAX MAP NO.:
090000-00-00-03100 (DB 5237, PG.405)
1960 AVON STREET EXTENDED
CHARLOTTESWLLE, VA 22902
TOTAL AREA:
5.262 ACRES
ZONING:
PRO PLANNED RESIDENTIAL DEVELOPMENT
(ZMA 2012-0004 & ZMA2014-6)
A VARIA77ON IS BEING REQUESTED WITH THIS INITIAL SITE PLAN AND PRELIMINARY
SUBDIVISION PLAT
PROPOSED USE:
RESIDENTIAL DEVELOPMENT - TOTAL 30 RESIDEN7AL LOTS
28 SINGLE FAMILY ATTACHED RESIDENTIAL UNITS (TH UNITS)
2 EXISTING SINGLE FAMILY DETACHED RESIDENTIAL UNIT
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 APPLICATI0N PLAN IS BEING SOUGHT WITH A WAIVER
REQUEST THAT SHALL ACCOMPANY THE REWEW AND APPROVAL OF THIS INITIAL SITE PLAN
AND PRELIMINARY SUBDIVSION PLAT. THE WAIVER SHALL INCLUDE A MODIFICATION TO THE
LAYOUT FROM THE ORIGINAL APPLICATION PLAN, A MODIFICATION TO THE ROADWAY
NETWORK (BUT WILL KEEP THE SAME ROADWAY CONNECTIONS), A MODIFICA7ON TO
THE SETBACKS (BASED ON THE ROADWAY CHANGES), AND A MODIFICATION TO THE TIMING
OF THE INSTALLATION OF THE LANDSCAPING BUFFER AREAS AND SCRIM FENCE.
OPEN SPACE:
TOTAL OPEN SPACE PROPOSED = 1.328 AC (25.27)
OPEN SPACE A: 6,850 SF
OPEN SPACE B. 50,999 SF
TOTAL OPEN SPACE REQUIRED (25%) = 1.316 ACRES
OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIATION. ALL
OPEN SPACE SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS IN
THE SUBDIVISION AND NO OPEN SPACE IS PROPOSED TO BE DEDICATED PUBLIC SPACE.
BUILDING HEIGHTS
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 30 FEET
RECREATIONAL AMENITIES
PER PROFFER //8, 7HE OWNER SHALL PROVIDE AND INSTALL A 40'x5O' FENCED DOG
PARK WITH (2) SMALL BENCHES AND (2) ADDITIONAL PLAY STRUCTURES FOR OLDER
CHILDREN IN THE EXIS77NG TOT LOT AREA ON TMP090FO-00-00-OOA1, OWNED BY THE
AVON PARK COMMUNITY ASSOCIA770N.
SETBACKS:
FRONT.- 10' MINIMUM (18' MINIMUM FROM R/W OR EDGE OF SIDEWALK TO GARAGE)
SIDE. • NONE - MIN. 10' BUILDING SEPARATION
REAR: 10' MINIMUM (LOTS 1-4 & 13-28)
5' MINIMUM (LOTS 5-12)
SUBDIVSION STREETS:
CURB & GUTTER
WA7ERSHED:
RIVANNA RIVER DRAINAGE DISTRICT - NOTE.- THIS SITE IS NOT LOCATED WITHIN A PUBLIC
WATER SUPPLY RESERVOIR WATERSHED.
AGRICULTURAL/ FORESTAL
DISTRICT. NONE
TOPO & SURVEY:
THE BOUNDARY LINE AND PARCEL INFORMA7ON WAS PROVIDED BY ROUDABUSH, GALE AND
ASSOCIATES MAY 2018. THE TOPOGRAPHY INFORMATION IS BASED ON FIELD SURVEY
COLLECTED IN MAY 2010. THE PROPERTY IS CURRENTLY BE SURVEYED FOR UPDATED
TOPOGRAPHY FOR THE FINAL SITE PLAN. INFORMATION FIELD VERIFIED BY COLLINS
ENGINEERING MARCH 2O20.
DATUM:
NAD 83
EXISTING VEGETATION:
PAR77ALLY WOODED WITH (2) RESIDENCES ON THE PROPERTY AND EXISTING
GRAVEL DRIVEWAYS.
LIGHTING:
NO STREET LIGHTING IS PROPOSED WITH THE DEVELOPMENT.
PARKING:
PARKING REQUIRED: 2 SPACES PER UNIT + (1 SPACE PER 4 SFA UNITS)
28 SFA UNITS + 2 SFD UNITS = 60 OFF-STREET PARKING SPACES
7 ON-STREET/SURFACE PARKING SPACES
TOTAL PARKING SPACES REQUIRED: 67 SPACES
PARKING SPACES PROVIDED (MINIMUM (1) DRIVEWAY SPACE + (1) GARAGE SPACE):
OFF-STREET PARKING SPACES: (2) SPACES PER LOT = 60 SPACES
ON-STREET/SURFACE PARKING SPACES PROVIDED FOR GUEST PARKING = 21 SPACES
TOTAL PARKING SPACES PROVIDED: 81 TOTAL PARKING SPACES
PHASING:
THIS PROPERTY SHALL BE DEVELOPED WITHIN 1 PHASE.
BUILDING SITES
PARCELS 1-30 EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS
OF SECT70N 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
BURIAL SITES
NO KNOWN CEMETERIES EXISTS ON THE PROPERTY.
STREAM BUFFERS.
THERE ARE NO WO 100' STREAM BUFFERS ON THIS PROPERTY. ANY STREAM BUFFER
SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION
ORDINANCE.
WETLANDS/STREAMS.
THERE ARE NO WETLANDS OR STREAMS LOCATED ON THE PROPERTY.
FLOODPLAIN:
THE PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X AS SHOWN ON THE FLOOD
INSURANCE RATE MAP COMMUNITY PANEL NO. 51003C0407D, DATED FEBRUARY 4, 2005.
CRITICAL SLOPES
THERE ARE PRESERVED SLOPES ON THE PROPERTY. MANAGED SLOPES ARE SHOWN ON
7HE PROPERTY BASED ON THE ALBEMARLE COUNTY GIS MAPPING FOR THIS PARCEL.
THESE MANAGED SLOPES ARE SHOWN ON SHEET 2 AND SHEET 4 AND SHALL BE MANAGED
IN ACCORDANCE WITH THE ALBEMARLE COUNTY ZONING REQUIREMENTS.
RETAINING WALLS:
RETAINING WALLS GREATER THAN 36" IN HEIGHT ARE NOT PROPOSED WITH THIS PLAN.
LANDSCAPING:
STREET TREES ARE PROPOSED ALONG THE NEIGHBORHOOD STREETS IN ACCORDANCE WITH
ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS WITHIN SECTION 32.7.9 OF THE COUNTY
CODE.
IN ADDITIONAL, LANDSCAPING BUFFERS SHALL BE PROVIDED ALONG THE BOUNDARY OF THE
PROPERTY IN ACCORDANCE WITH THE APPROVED APPLICATION PLAN AND PROFFERS. SEE
THIS SHEET AND SHEET 3 FOR ADDITIONAL INFORMATION ON THE REQUIRED AND PROPOSED
LANDSCAPING BUFFERS. ALL LANDSCAPING BUFFER AREAS SHALL BE INSTALLED PRIOR TO
THE FIRST CERTIFICATE OF OCCUPANCY.
TRASH.
EACH LOT SHALL HAVE AN INDIVIDUAL TRASH CONTAINER TO BE STORED WITHIN THE
GARAGE.
STORMWATER MANAGEMENT • ONE UNDERGROUND DETENTION FACILITY AND A DETENTION POND ARE PROPOSED WITH
THE DEVELOPMENT TO ACCOMMODATE THE WATER QUANTITY REQUIREMENT FOR THE
PROJECT. WATER QUALITY SHALL ACCOMPLISHED WITH THE PURCHASE OF NUTRIENT
CREDI IS.
AVON PARK II DEVELOPMENT
ROAD PLAN
SUB2020000173
SCOTTSVILLE DISTRICT - ALBEMARLE COUNTY. VIR6INIA
N/F JENNIFER L
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TMP 90-30
N/F GARY D BROOKS JR
DB 4858 PC 406
( IN FEET )
1 inch = 50 ft-
MILL CREEK
VILLAGE
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a°` pax
VON PARK -
SITE
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VICINITY MAP
SCALE: 1" = 2000'
0
\
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N/F DANEIL
SHUMATE
DB 4091 PC 534 \
TMP 90E-7 \
TMP 90E-9 TMP 90F 8 N/F IAN FARIS TMP 90-32A
N/F DENNIS OR N/F ICNACI OR
DB 4163 PC 261 N/F ROBERT SPAULS
\
LINDA V OCONNOR TARA L D DB 982 PC 365
DB 4184 PC 210 CARDENA TMP 9OF-Al
DB PC 77 N/F AVON PARK
COMMUNITY
ASSOCIATION INC C/O \
REAL PROPERTY INC \
DB 3692 PC 319
----�T_ T T- Z---- -------------
LOT LOT LOT LOT LOT LOT
28 27 26 25 24 23
OPEN SPACES \
AREA B
50,989 SF
Ll
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LOT \�
-LOT 29
-
--- — - — - — -- 40,020SF 0.83ACRES
0.92 ACRES Q
1
LOT LOT
T LOT LOT LOT LOT
22 i
19 20 21 -^
—
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TMP 90-30A
N/F CARY D OR MYRTLE T BROOKS
DB 1191 PC 396
IMPERVOUS AREAS. THE TOTAL OVERALL SITE IMPERVIOUS AREA CAN NOT EXCEED 379
PER THE APPROVED ZMA APPLICA7ON PLAN:
ROADS: 0.63 AC (PAVED CIRCULATION PARKING AREA = 27,380 SF)
SIDEWALKS: 0.11 AC
BUILDINGS/DRIVEWAYS 1.12 AC
TOTAL: 1.86 AC (35.3% IMPERVIOUS AREA)
PROPOSED USES: LOTS. 127,162 SF (2.919 AC)
ROADS (R/W & PRIVATE ACCESS ESMT): 44,200 SF (1.015 AC)
OPEN SPACE. 57,849 SF (1.328 AC)
OFFSITE EASEMENT ALL PROPOSED GRADING SHALL BE CONSTRUCTED ON SITE OR WITHIN
EXISTING RIGHT-OF-WAY. THERE ARE ALSO EXISTING OFFSITE
EASEMENTS FOR THE ROADWAY AND UTILITY CONNECTIONS TO THE
AVON PARK DEVELOPMENT.
NOTES:
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FOREST DISTRICT.
2) ONLY (1) DWELLING PER LOT SHALL BE PERMITTED.
3) ALL PROPOSED EASEMENTS SHALL BE DEDICATED TO PUBLIC USE.
4) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREETS 40' O.C. IN ACCORDANCE WITH
VDOT AND ALBEMARLE COUNTY STANDARDS.
5) THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE.
LEGEND
EDGE OF PAVEMENT
CURB
PROPOSED ASPHALT PA VEMENT
EXISTING VEGETATIVE/LANDSCAPE BUFFER
GREEN WAY BUFFER
PROPOSED EASEMENT
Q
DROP INLET & STRUCTURE NO.
DRAINAGE PIPE
BENCH MARK
4
VDOT STANDARD STOP SIGN
PROPOSED HANDICAP PARKING SPACE
«
PROPOSED ASPHALT STRIPING
zoo
EXISTING CONTOUR
200
PROPOSED CONTOUR
TMP 90-30B
N/F JOHN A OR RUBY T BROOKS
DB 1191 PC 396
506.71 TC
506.21 EP
PROPOSED SPOT ELEVA7ON
TBC DENOTES TOP/BACK OF CURB
TAB DENOTES TOP OF BOX
506.71 Tw
506.21 ew
PROPOSED SPOT ELEVATION
TW DENOTES TOP OF WALL
BW DENOTES BOTTOM OF WALL
PRESERVED STEEP SLOPES
MANAGED STEEP SLOPES
PEDESTRIAN AND VEHICLE ACCESS
PROPOSED CONCRETE
PROPOSED & EXISTING GUARDRAIL
PROPOSED FENCE
00 0 0
(0 100 YR. FLOODPLAIN
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
SCOTT/R. CtTLLINS7_
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PROPERTY E�E NTF CARY D OR MYRTLE BROOKS
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SHEET NO.
2
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LOT AREA TABULATION
LOT NUMBER
LOTAREA(SF)
BUILDABLEAREA
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
1 1559
1 1229
28
1 2134
1 1427
NOTE:
1. ALL WATERLINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE
STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE
BUILDING DEPARTMENT.
2. WHERE THE FLOOD LEVEL RIIMS OF PLUMBING FIXTURES ARE BELOW THE
ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN
THE PUBLIC SEWER, THE FIXTURE SHALL BE PROTECTED BY A 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 NO
DISCHARGE THROUGH A BACKWATER VALVE.
NOTE:
ALL LANDSCAPING EASEMENTS, BUFFERS, AN
SCR
ENING
SHALL
E PLANTED IN ACCORDANCE WITH THE APPROV
D PROFFERS
LANDS
APING SHALL BE INSTALLED PRIOR TO THE FIRS
CER
IFICAT
F OCCUPANCY FOR ANY PROPOSED UNITS WIT
IN T
E
DEVELOPMENT AS DETAILED IN PROFFER
PROPOSED 2o' DRAINAGE AND
LANDSCAPING EASEMENT
(LANDSCAPED BUFFER AREA)
AREA PROPOSED ONSITE
LANDSCAPE BUFFER
2o' GRADING
NOTE: IF TREES
RE LOCATED WITHIN 5' OR LESS QFTHE PROPERTY
EASEMENT
E ISiING 8'
, /P E/
I2'
DB.3zga PG.607
LINES ADJACEN TO T�PgoF-Az, TMPgoF�yz; TNiRg�F-43�, R
TMPgoF-F-44, T E DEVELOPER
SHALL REMOVE THE TREES ON THE I
�
XISTING
ADJACENT PRO
ERTIES: THE REMOVAL OF S WILL BE
C\t � o,
SUBJECT TO TH
EXISTING PROPERTY OW ER'S WRI N APPROVAL.
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LANDSCAPING WITHIN 15'
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SIMILAR LANDSCAPING TO
SERVICE AUTHORITY
2
c
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WHAT WAS PLANTED WITH Dp; 3571 PC 277
�
1- T
THE LATEST AVON PARK
STORAGE TANK SECURITY
PROPOSED 15' LANDSCAPING
0.
EASEMENT (LANDSCAPED
PROPO�io'
Z
o
FENCE IMPROVEMENTS BUFFER AREA)
LANDSCAPE
PROPOSED
DB. PG.
EASEMENT
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DB._PG._00
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-
SETBACK
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PARKING
� „
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SETBACK
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PROPOSED PRIVATE
ACCESS EASEMENT
10
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-
STREET SIGN (TYP.)
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LOT
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LOTI
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-
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-- - -- -- -- -
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OPEN SPACE
NO PARKIN
(TYP.)
AREA A: 7,334 SF
SIGN (TYP.
PROPOSED io' LANDSCAPING
PROPOSED DOUBLE -SIDED EASEMENT (LANDSCAPED
TMP 90-30 VERTICAL FENCING (BOARD BUFFER AREA)
ON BOARD) PRIVACY FENCE DB.
N/F CARY D BROOKS JR
PROPOSEDzo'LANDSCAPINGEASEMENT- NATURAL
VIA-
LANDSCAPED AREA OR REPLANTING/NEW
LANDSCAPED BUFFER FOR ANY DISTURBED AREAS
DB.PG.
1 m 200
1 m
S
- ---- -
- N --- PROPOSED 20' S
I EMERGENCYACCESS \
- - - - EASEMENT
/
CONCRETE
LOT 30
37,445—
o.86 ACRES
ASPHALT Q
(
CONC ETE
( O
NOTE: SCRIM FENCING TO BE INSTALLED IMMEDIATELY FOLLOWING
GRADING IN THE LOCATION WHERE THE SCRIM FENCE IS TO BE
LOCATED.
MILLING AND OVERLAY
FORIMPROVED
ASPHALT DRIVEWAY
PROVED ASPHALT
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ACCESS FOR (2) LOTS
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O'CONNOR LIVING TMP 90E-8 DB 4163 PG 261 ♦� O
Lic. No. 035791,E
6/17/21 40i
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AREA B 229,211 SF�' W Q
50,515 SF /7
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�7 A ASPHALT EMERGENCY i 7 LLJ Q
o \ \ ACCESS ROAD
LOT LOT LOT
LOT LOT LOT 2z — — — — — — �- 0
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G
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EASEMENT (LANDSCAPED
-- -
BUFFER AREA)
TRUST N/F IGNACIO 0 �'
DB 5116 PG 289 TARA L DE
CARDENAS ` � �O
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DB 4060 PG 77 TMP 90-308 - - - - -
PROPOSED io' PROPOSED SCRIM FENCE A%IF JOMN A OR RUBr T BROOKS ♦ �� � �
LANDSCAPING FENCE ALONG PROPERTY LINE DB 1199 PG 396
I EASEMENT ADJACENT TO TMP goF-Ai PROPOSED 5' M
DB. PG. PROPOSED 2o' DRAINAGE AND LANDSCAPING COMMUNITY M
LANDSCAPING EASEMENT EASEMENT ASSOCIATION INC CIO PROPOS ® Cn
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DB. M
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PROPOSED .
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L08T LOT LOT LOT LOT LOT + AREA ORREPLANTING/NEW N
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0 0 _0
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30, 22' 22 1 ' 22 0' a PROPOSED
DB 4000 PG 406 / LPROPOSED 3 BOARD FARM
FENCE ALONG PROPERTY LINE
NOTE: ALL STREETS WITHIN THE DEVELOPMENT SHALL BE MARKED
WITH NO PARKING SIGNS ON BOTH SIDES OF THE ROADWAY.
NOTE: (*) DENOTES THE LOCATI N OF THE AFFORDABLE UNIT
WITHIN THE DEVELOPMENT. PEP PROFFER #i, THERE SHALL BE (6)
AFFORDABLE HOUSING UNITS (THIN THE DEVELOPMENT.
TMP 90-30A
N/F CARY D OR MYRTLE T BROOKS
DB 1191 PG 396
GRAPHIC SCALE
( IN FEET )
1 inch = 30 ft.
TMP 90-30B
NIF" JOHN A OR RUBY T BROOKS
DB 1191 PG 396
121
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JOB NO.
112066
SCALE
ill _301
SHEET NO.
3
x— x— X
x ACSA
WATER
TANK
f TMP -A2
N/F ALBEMARLE COUNTY
SERVICE AUTHORITY
B 3571 PC 272
--- X
IF
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LOT 30
37,445 --- ---
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DRIVEWAY
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lb
_REMOVE EXISTING 12" B.O.V. I
AND TIE-IN TO EXISTING
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3 II
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/ EASEMENT
I II" DB. 3291 PG. 607 -_
I
x � TMP 90E-7 ---------------------
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TMP 90E-9 N F IAN FARIS
rcr I TMP 90E-8
>. O'CONNOR LIVING DB 4163 PG 261 --
F` `v I TRUST N/F IGNACIO 0
x N m w 0. �� 1 I TARA L DE
�I i DB 5116 PG 289 CARDENAS
h 4, a 4 DB 4060 PC 77
q o W h I PROPOSED 2o' /
x 2 OR �h b SANITARY SEWER
v I I I EASEMENT
m q i A�;SOUIATJIJN INC CIO REAL PROPERTY INC NOTE: ALL TH UNITS SHALL HAVE ROOF
PROPOSEDTYPEA z I DB 3692 PG 319 DRAIN SYSTEMS THAT WILL COLLECT THE
RUN-OFF AND CHANNEL IT FROM THE ROOFS
BLOW OFF ASSEMBLY LOCATION OF SANITARY y ROPOSED 8" SANITARY SEWER (TYP.) pp TO THE PROPOSED DRAINAGE SYSTEM.
TI -IN CONNECTION 48'07 485 --S31°02'03"W 3.10'
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.
II
II LOT
I
I 5
h-
4
PROPOSED 6"
DI WATERLINE (TYP.)
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PROPOSED 12" DI WATERLINE (TYP.)-,I I I I
----II
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LOT LOT LOT I LOT LOT L T LOT LOT --LOT w
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DESOTO DRIVE
TYP 90-31
5.262 AC
229,211 SF'� /
OPEN SPACE
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49' PRIVATE R/W - - - - 49`PRIVATE R71 - - I 0,
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FAMI CONCRETE
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TRAFFIC RATED PROPOSED 6" 90 BEND
ROPOSED 8" SA ITARY SEWER (TYP.) I 1 PUBLIC UTILITY
f� METER BOXES
EASEMENT
LOT LO LOT LOT
LOT LOT LOT LOT LOT LOT
1 1 20 22
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I I I I I BLOW OFF ASSEMBLY - �— -
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OPEN SPACE PROPOSED i2"X6" CROSS
F ., .. (1) 12" G.V.
PROPOSED (2) 6" G.V.
PROPOSED TYPE A VARYING WIDTH
BLOW OFF ASSEMBLY PUBLIC UTILITY PROPOSED 12' DI = "/---WATERLINE �5 PROPOSED
EASEMENT WATERLINE EXTENSION �- EASEMENT PUBLIC U
EASEMENT
WITHIN THE PUBLIC R/W i
TO THE PROPERTY L�
TMP 90-30
N/F CARY D BROOKS JR
DB 4858 PC 406
NOTE: ALL PUBLIC WATER AND SEWER
FACILITIES SHALL BE DEDICATED TO
THE ALBERMARLE COUNTY SERVICE
AUTHORITY
PROPOSED TYPE A
BLOW OFF ASSEMBLY
NOTE: ALL PUBLIC WATERLINE
EASEMENTS SHALL BE PLATTED PRIOR
TO FINAL SITE PLAN APPROVAL
N59°18'07"W 1,072.99'(T)
TMP 90-30A
N/F CARY D OR MYRTLE T BROOKS
DB 1191 PC 396
Lic. No. 035791,E
6/17/21 40i
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112066
30 60 121
SCALE
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( IN FEET ) SHEET NO.
1 inch - 30 ft. 4
TH 0
4 10�� SCOTT R. LINS�Z
VARIABLE WIDTH SWM FACILITY Lic. No. 035791
\ I
ACCESS EASEMENT 6/17/21 c4
DB.PG.
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I
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SERVICE AUTHORITY x
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PROPOSED 8" HDPE ROOF �I
\ DRAIN SYSTEM W/ 1o' PRIVATE 6
W o N G 11,
DRAINAGE EASEMENT 96 a 6
D 9� 96 DB. PG.
TIN 690 TW 690 TIN 6
'� "C 114.92' 690 BW 688 Bw 6
TIN 688
BW 6811
Bw 68 ---- -- - -- --
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POSED 8" I GAR=6 0o GAR
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ROOF DRAIN l 12 1�JR6
FFE=6 7. 7 FFE=68 .17 1
SYSTEM W/ 1o' ,. 7. 371 1 0
AR=6 33
LOT FFE=6 7. o
PRIVATE 11 AR=689.17
DRAINAGE FE-6go.83 LOT LOT
EASEMENT --- - ' iI LOT 1 LOT i6
--- 4 1
PG. �- * * ------ 1
DB. I
TW 687 1 1 AIR .8 4�/o J1 I I
LOT
j 12 9 3 + r
'I BW 8 --- FE=691.49 1' _ 1I I - ----- -� 1
TW 6� ---- f i
I BW64
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IF
PROPOSED 8"
1 6 6 HDPE ROOF DRAIN
O /
0 6 9
� � 86 8 o SYSTEM W/ 10'
PRIVATE
DRAINAGE 690
\ -EASEMENT
\ \ \
TMP 90-30 �-, DB.PG. -
-
� N/F GARY D BROOKS JR /
I DB 4858 PC 406
LLLrLLLd XISTING MANAGED STEEP SLOPES TO REMAIN /
I I �
NOTE: ALL PUBLIC WATER AND SEWER
FACILITIES SHALL BE DEDICATED TO
I THE ALBERMARLE COUNTY SERVICE
I I II AUTHORITY
I I
i DB. 3zg1 PG.6o7 \ V 1 \ I / w CD
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TMP 90F 9 N/ F IAN FARIS -
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0 TMP 90E-8 CONNOR LIVING
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TRUST I N/F IGNACIO 0 1 TDB 4163 PG 261
DB 5116 PG 289 TARA L DE
� I CARDENAS � / / l � � � �
L9
� � I DB 4060 Pc 77
I PROPOSED 8" HDPE ROOF DRAIN SYSTEM
W/ io' PRIVATE DRAINAGE EASEMENT (+)
1 �\ pg. pG. i / / / to I FL TH UNITS SHALL HAVE ROOF / ° yob you 0 d cb
o / REAL PROPERTY INCD o M
ya, yy t}' � �/ DB 3692 PG 319 /0 5 m
STEMS THAT WILL COLLECTTHE / h
sg y yy yyv yyo yy� 00 I P� ROPOSED DRAINAGEFF AND CHANNEL IT
HEE ROOFS ��� VARIABLE WIDTH
D SWM FACILITY M
0h coh In ° - I I /
4 / i'ACCESS EASEMENT
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1 7 .6 331 - 7 1FFE�6 7 1 - ------ 23
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49 PRI ATE W ----- 61o' \ o.86ACRES ci
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A. EASEMENT i -_-FT \ I � \� -i � 6 / � � \ � � �
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4 FFE=68 .83 IFF =6 1 o FFE=67$.831 1 - -I _' _ - - j / A V LLI
AGAR 683.50 GAR=6 1.5011 GAR-6 g.5o1 \ - ! 6�-
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LOT LO f LOT I LOT LOT 11 a \ - - - _ - _ N o C _ D _ N Cn
LOT
7 ---- 1 4'0 21 22 i _ � - -}-- �- _� . _ �_ M_ _�-'D o _ o:Jo GRAVEL O
1 _ 18 ko
-- _ 00
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/ zo' PUBLIC X
/ I HDPE ROOF DRAIN I I I ESMT /
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TMP 90-36A I I I I I / /
N I I I I GRAPIC SCALE /JOB NO.
NOTE: ALL PUBLIC WATERLINE //F GARY D OR MYRTLE � BROOKS H�E
I � I I I � I / / 112066
206
EASEMENTS SHALL BE PLATTED PRIOR / DB 1191 PG' 396 I I I I I 30 0 0 30 / Bo / / 120
/ I / / / /
TO FINAL SITE PLAN APPROVAL / / � � I � � � I I I111 SCALE = 30'
- IN FEET ) / / / I SHEET NO.
,
/ / -----� I inch i 30 lift. / / / 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 LOCAT70N AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF
CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR
DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT
TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A B OR C) .
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VOOT 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 VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE
ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL.
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, /N 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. VOOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANS177ONS 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
INSPECT70NS 774E VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOTS VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT
OR COUNTY INSPECTOR PRESENT.
ROAD NOTES
GRADING;
1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION
SPECIFICATIONS SHALL GOVERN THE MATERIAL AND 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 EN77RE 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 77-IE PLANS, OR WHERE FIELD CONDIT70NS INDICATE
J. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES
AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE 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 COMPACTION BEFORE BASE IS PLACED.
3. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADAT70N FOR TYPE 1, II, OR Ill 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.
TYPICAL ROAD SECTIONS
NTT
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.
GVRe
EXIST. GROUND far PUNTING si GUTTER MAWtWAY
EM�CA
MST GROW
EMsr. cN
EMST. GROUT
MAMMY
- 1.5' W-9.5
ASPHALT TOPCOAT
PARMNG LANE
ALBEMARLE COUNTY
GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY
EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATI0N (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 SPECIFICAT70NS 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 WITH THE VIRGINIA 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 PUBLIC HATHA4WAY STREET S rTION KITH FARMING ON ONE SIDE (55.5' #,IDTfl ROR)
25 MPH DESIGN SPEED
NOT TO SCALE
TYPICAL PRIMATE DESOTO DRIVE STREET SffrTION WITH NO PARKING (49' WIDTH ROW]
25 MPH DESIGN SPEED
NOT TO SCALE
i
5'
5'
TYPICAL PRIMATE ANOKO COURT SECTION WITH PERPENDICULAR PARKING (55.5' WIDTH ROW)
25 MPH DESIGN SPEED
NOT TO SCALE
1 j " SM-9.5A
SURFACE COURSE
3" BM-25
INTERMEDIATE COURSE
•
6" COMPACTED AGGREGATE° °
Pg�'o�o°= dJ• O°j
BASE COURSE, VDOT #21A
OR 21B DEPENDING ON
ULTIMATE TRAFFIC LIMITS ���N VE�� z
AND UNDERDRAINS % �O
COMPACTED
SUBGRADE
ASPHALT PAVING - ROADS
NO SCALE
PROPOSED 1" SM-9.5
OVERLAY
EXISTING
PAVEMENT
EX. STONE
SUBBASE
COMPACTED
SUBGRADE
�I111111111111111111111111111111111111111111111111111111111111
��'11'1'11�1'11111111111111111
/C�
ASPHALT PAVING - MILL/OVERLAY
NO SCALE
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)
PRIVATE ROAD & 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, Private Road & 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- Asphak SM-9.5 0 2.25 BM-25 0 2.15 21A 8 0.6 4.80
_f-- j-
EMST. GROUND
EWE GIVOUND
T. GROUND
ES
TYPICAL PRIMATE ROAD SECTION
WITH PERPENDICULAR PARR'! - 47' PRIMATE ROAD
(PRIVATE ACCESS EASEMENT)
25 MPH DESIGN SPEED
NOT TO SCALE
GI
I 5' S
STONE NE SUBBASE &
S AALT
SPHALT 7O'CDAT
EM�OtOUNO
EXIST GROUND
4r ASPHAI
MAMMY
TO' ALTESS EASSRNT
TYPICAL ASPHALT EAlERGENCY ACCESS SAMON
,0RIPEIY.4Y SHALL HAKE A 29 S&PEREZFV.4TION TO THE EAST
NOT TO SCALE
EMST.. GROUND
;COTT/R. CIDLLINSZ
Lic. No. 035791
L 6/17/21 ,�fj
V/
Z
NO SCALE
PROPOSED 1" SM-9.5
OVERLAY
EXISTING
PAVEMENT
EX. STONE
SUBBASE
COMPACTED
SUBGRADE
�I111111111111111111111111111111111111111111111111111111111111
��'11'1'11�1'11111111111111111
/C�
ASPHALT PAVING - MILL/OVERLAY
NO SCALE
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)
PRIVATE ROAD & 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, Private Road & 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- Asphak SM-9.5 0 2.25 BM-25 0 2.15 21A 8 0.6 4.80
_f-- j-
EMST. GROUND
EWE GIVOUND
T. GROUND
ES
TYPICAL PRIMATE ROAD SECTION
WITH PERPENDICULAR PARR'! - 47' PRIMATE ROAD
(PRIVATE ACCESS EASEMENT)
25 MPH DESIGN SPEED
NOT TO SCALE
GI
I 5' S
STONE NE SUBBASE &
S AALT
SPHALT 7O'CDAT
EM�OtOUNO
EXIST GROUND
4r ASPHAI
MAMMY
TO' ALTESS EASSRNT
TYPICAL ASPHALT EAlERGENCY ACCESS SAMON
,0RIPEIY.4Y SHALL HAKE A 29 S&PEREZFV.4TION TO THE EAST
NOT TO SCALE
EMST.. GROUND
;COTT/R. CIDLLINSZ
Lic. No. 035791
L 6/17/21 ,�fj
V/
Z
ASPHALT PAVING - MILL/OVERLAY
NO SCALE
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)
PRIVATE ROAD & 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, Private Road & 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- Asphak SM-9.5 0 2.25 BM-25 0 2.15 21A 8 0.6 4.80
_f-- j-
EMST. GROUND
EWE GIVOUND
T. GROUND
ES
TYPICAL PRIMATE ROAD SECTION
WITH PERPENDICULAR PARR'! - 47' PRIMATE ROAD
(PRIVATE ACCESS EASEMENT)
25 MPH DESIGN SPEED
NOT TO SCALE
GI
I 5' S
STONE NE SUBBASE &
S AALT
SPHALT 7O'CDAT
EM�OtOUNO
EXIST GROUND
4r ASPHAI
MAMMY
TO' ALTESS EASSRNT
TYPICAL ASPHALT EAlERGENCY ACCESS SAMON
,0RIPEIY.4Y SHALL HAKE A 29 S&PEREZFV.4TION TO THE EAST
NOT TO SCALE
EMST.. GROUND
;COTT/R. CIDLLINSZ
Lic. No. 035791
L 6/17/21 ,�fj
V/
Z
_f-- j-
EMST. GROUND
EWE GIVOUND
T. GROUND
ES
TYPICAL PRIMATE ROAD SECTION
WITH PERPENDICULAR PARR'! - 47' PRIMATE ROAD
(PRIVATE ACCESS EASEMENT)
25 MPH DESIGN SPEED
NOT TO SCALE
GI
I 5' S
STONE NE SUBBASE &
S AALT
SPHALT 7O'CDAT
EM�OtOUNO
EXIST GROUND
4r ASPHAI
MAMMY
TO' ALTESS EASSRNT
TYPICAL ASPHALT EAlERGENCY ACCESS SAMON
,0RIPEIY.4Y SHALL HAKE A 29 S&PEREZFV.4TION TO THE EAST
NOT TO SCALE
EMST.. GROUND
;COTT/R. CIDLLINSZ
Lic. No. 035791
L 6/17/21 ,�fj
V/
Z
z
O
a
Q
z
z
w
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SCALE
AS NOTED
SHEET NO.
6
CG-9D
A
",� Vr �" "n.�
d
A•
OR EXPANSION JOINT
(4y�
LIMITS OF PEDESTRIAN®
AC ESS ROUTE
iJPPAVen eev_e NON -TRAVERSABLE
LIMITS OF PEDESTRIAN
ACCESS ROUTE
,iNie0V geACr
A
c
EXISTING OR PROPOSED h'
V
WIDTH pF
SIDEWALK OR SIDEWALK SPACE C
W r
ENT-RANCEN
CURB INCLUDED IN
w
ENTRANCE GUTTER
EXPANSION JOINT
v z
}
-
C
U
_iG-
LIMNS P DESTRI
NON -TRAVERSABLE
LIMITS OF PEDESTR AN
CESS ROUTE '
SLOPE w4
CE55 ROUTE
U
W F
a
z
EL
PEDESTRIAN ACCESS ROUTE DETAILS WITH &
&DN
�� FLOW LINE
WITHOUT UPAVED SPACE
a�
F
ENTRANCE WIDTH
ADDITIONAL RIGHT-OF-WAY IS REO RED IF THE LIMITS
"
3
DESIRABLE MINIMUM 16'
EXPANSION JOINT ABSOLUTE MINIMUM 12'
OF PEDESTRIAN ACCESS ROUTE EXTEND BEYOND
OR PROPOSED MOOT RIGHT -OF WAY.
EXISTING
15"
EDGE OF PAVEMENT
,
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
r
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. • e. • �•
USED BY PEDESTRIANS.
e • e .e
�e•e•o.o
11F IF PEDESTRIAN ACCESS ROUTES M ARE BEING
PROVIDED, SARIs
REQUIREWITAMAX.2Y CROSS SLOPE.
SECTIONoB-B
WHEN USED IN CONJUNCTION WITH STANDARD
OR CG-7, THE CURB FACE ON THIS
2'-0„
STANDARD IS TO BE ADJUSTED TO MATCH
UNPAVED SIDEWALK $PACE
THE MOUNTABLE CURB CONFIGURATION.
ABOLIC
SPACE
•C,
e.
�.
NORMAL GUTTERCETr1JRV:E
• p , p•
•e. •e. •4. •P• •�• •D•
I
e•e•e •o•
e.�
q.o
.c. •e.
g.geq
a o aA eo4ee'bd4ol'�q 4e.o 8ggqqq
160%TO
10%CHANGE
•=e eo. o.eoee
q� b" •
SECTION C-C
6" AGGREGATE BASE
CLASS A3 (H.E.S.I CONIC.
TYPE ISIZE 218
2•.0•
S
5'-0"
® POINT OF GRADE CHANGE
12% MAX.SLOPE
FOR CURB AND CUTTER ONLY
KI
• e.
• �, - p.
z 12
% MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
, p.• . p-
FOR SIDEWAL.K.CURB AND GUTTE;x
x x x 3
X MAXIMUM DECREASE IN SLOPE FOR FIRST D' INTERVAL AND
'e•
BUILT CONCURRENTLY
8
% MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
e•ee ee oo ee
SECTION A -A
a""'
SECTION D-D
STANDARD ENTRANCE GUTTER
SPECIFICATION
REFERENCE
ROM AND BRIDGESTANDARDS
SHEET 1 OF 1
REVISION DATE
502
203.03
07/15
VIRGINIA DEPARTMENT OF TRANSPORTATION
GR-2, 2A
X 27Y4" MIN - 28-Y4" MAX RAIL HEIGHT
lRX;
J J IJ
GR-2
(6'-3" POST SPACING)
MAX DYNAMIC DEFLECTION • 3'
NOTES:
GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE
ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION F AND
AS DIRECTED BY THE ENGINEER.
FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET NO. 501.D5
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 150 FEET.
ALL GUARDRAIL POSTS SHALL BE SET PLUMB. POST SHALL
NOT BE SET WITH A VARIATION OF MORE THAN/g" PER FOOT
FROM VERTICAL. W-BEAM, BLOCKOUTS, AND POSTS SHALL BE
SET AND ALIGNED WITHOUT ALTERATION OR FORCE, AS PER
SECTION 505 OF THE SPECIFICATIONS.
ALL GR-2 AND GR-2A RAL4" HALL BE MAINTAINED AT A
HEIGHT OF 27{'4" MIN - 28 MAX AS MEASURED PER
STANDARD GR-INS.
ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF
VEHICULAR TRAVEL FOR THE FINISHED ROADWAY.
THE OPTIONAL GR-2A METHODS OF NESTING THE RAIL OR USE
OF AN ADDITIONAL RAIL CN THE BACK OF THE POST FOR
STANDARD OR-2A SHALL BE APPROVED BY THE ENGINEER
PRIOR TO INSTALLATION.
3' 1Vi' 3'-11/i' 3'-1V2" 3' 11Vi'
7�7A!R' !A/A)'J.V' �lA"l.J7aT iYY.
III II
J IJ IJ J IJ
GR-2A
(3'-4/=' POST SPACING)
MAX DYNAMIC DEFLECTION 2'
q T
x OPTIONAL OR-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 5'-3".
FLARE RATES
DESIGN
SPEED
INSIDE
SHY LINE
BEYOND
SHY LINE
MPH
SHY
LINE
LS
FLARE
RATE
FLARE
RATE
70
9'
30:1
15:1 *
60
B.
26-1
14:1 •
50
6.5'
21:1
11:1 •
40
5'
16:1
9:1 •
30
1 4'
13:1
1 7:1 •
• SUGGESTED MAXIMUM FLARE RATE
FOR SEMIRIGID BARRIER SYSTEMS.
XVD❑T A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION
ROAD AND BRIDGE STANDARDS STANDARD BLOCKED -OUT W-BEAM GUARDRAIL REFERENCE
SHEET 1 OF 2 REVISION DATE (STRONG POST SYSTEM) 221
505
501.04 08/14 VIRGINIA DEPARTMENT OF TRANSPORTATION
.0
OF 4 7 2" R
CURB
4
13" a
1
- I • 1f 6., 2'
STANDARD CG-6
CURB && GU TTER
NO SCALE
f (VARIABLE WIDTH)
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 SUFA.CES. PRODUCTS NOT LISTED SHALL MEET
SIDEWALK RAMP 12:1 MAX
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE
40:1 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.
B
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
r 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
12%1 MAX
THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS
12`1- MAX
PERPENDICULAR TO THE CURB.
**
5'MIN
9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADII CANNOT
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
4' MIN
TRAFFIC, REFER TO STANDARD CC-13, COMMERCIAL ENTRANCE (HEAVY
AT )K 2" HIGHER THAN
TRUCK TRAFFIC) FOR CONCRETE DEPTH.
,
TR 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' z 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
C-C m
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
.6""
-�m
d
WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD
0 0 0
z
-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH
(b
THE BACK OF CURB.
-
O O O O O O
-
O O O O OO O
TTLANDING
RAMP
c,
0 0 0 0 0 0 0 0 0
l a0
0 0 0 0 0 0 0 00
0 0 0 0 0 0 0 0
iP
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
50Y-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❑❑T
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
OR-2, 2A
WASHER
9
Ia I
-
5. �� n
z L -- -_
f
E
J HOLE
J1
:
�i" HOLE a
& NUT _ _'_
--
6"x 8"x1'-2" TREATED
6 z6 x1 -2
HOLE w
PIME BLOCK OR
0 RECYCLED MATERIAL.
�q
TREATED PINE
0 BLOCK OR
a
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
BLOCKOUT FOR MAINTENANCE
'11
REPAIR ONLY
STREATE
OUTHERN PINE to
-
19
T"II
� 7Y4"
LESS THAN 1'-0"'
HOLE
6x8 WOOD POST
5 9�e 4"x 8"xi'-2" TREATED
PINE BLOCK.
STRONG
POST
THE CRT POST IS FOR USE WITH THE
4" WIDE BLOCKOUT
W-O" POST GUARDRAIL
REQUIRED
STANDARD GR-10 TYPE IIIOR WHERE
STFfpFR
BY THE ENGINEER IN THE
PLANS.IED
Ty
IF ..4
DETAIL A 4,
Y4" DIA
POST MAY BE HOT ROLLED OR WELDED.
HOLE
rLE$
GUARDRAIL INSTALLATION
--_
SITES REQUIRING LONGER
II
GUARDRAIL POSTS
n :Ij ry
a 3.
11 f
N
4„
1 a
NOTES
P H
II x TREATED
10" BOLT TREATED PINE w
1. ALL BOLTS, NUTS, WASHERS, AND OTHER
o
&%*
&NUT BLOCK OR O
STEEL ITEMS ARE TO BE GALVANIZED.
-I III -III - III -III
It RECYCLED w
It MATERIAL w
2. ALTERNATE TYPE POSTS AND BLOCKOUT MAY
0
BE INTERCHANGED ON ANY ONE PROJECT WITH
_ I'
II W6x8.5 OR z
THE RESTRICTION THAT THE SAME TYPE OF
W6x9
POST AND BLOCKOUT MUST BE USED IN ANY
It
SINGLE RUN OF GUARDRAIL.
-
II 0
OPTIONAL HOLE t°
3. FOR DETAILS GUARDRAIL ELEMENT SPLICE
11 70 FACILITATE
GALVANIZING
JOINT, HARDWARE, ETC. SEE SHEET NOS. 501.01
AND 501.02.
31/2" DIA
HOLES
R
4. DRIVE NAIL BOTH SIDES WITHIN 2" OF THE
TOP OR BOTTOM OF BLOCKOUT AFTER %" x 16
tr
BOLT IS INSTALLED.
HOLES POSTS
g^ II RR II
A
AND BRACKETS
TO BE Yi' DIA.
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 W 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
CI<-]
WIDTH OF ENTRANCE
EXPANSION JDNT
d
O
D„
U
�
W
i rc
W g
�
N
J
U w
CURB INCLUDED IN
iS U
ENTRANCE CUTTER
= W
zA
O
w
z
io
FLOW LINE
W
m
ENTRANCE WIDTH
EXPANSION JOINT DESIRABLE MINIMUM 16'
a
ABSOLUTE MINIMUM 12'
3
EDGE OF PAVEMENT
C
HALF PLAN
WIDTH OF
CC-98
ENTRANCE
LIMITS OF PED.
LIMBS OF PED.
ACCESS ROUTE ®
o
ACCESS ROUTFIN
UNPAVED SPACE
NON TRAVERSABLE -'
UNPAVED SPACE
WIDTH OF
ENTRANCE
LIMITS OF PED,
k"CTESSOF PED.
CESS ROUTE ®
NON -TRAVERSABLE =
S ROUTE
PEDESTRIAN ACCESS ROUTE DETAIL WITH &
WITHOUT UNPAVED SPACE
ADDITIONAL RIGHT-OF-WAY IS RE RED IF THE LIMITS
OF PEDESTRIANACCESS ROUTE EXTEND BEYOND
h--�
EXISTING OR PROPOSED VDOT HT -OF WAY.
RI
1 I
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
°• • °' • °-
UNOBSTRUCTEDSTABLE, FIRM AND SLIP RESISTANT
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
4o:'o4a4o4o
FACILITY THAT CAN BE APPROACHED, ENTERED AND
USED BY PEDESTRIANS. P ACCESS ROUTE IS ADJACENT
TO BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'.
SECTION F-F
1F IF PEDESTRIAN ACCESS ROUTES ARE BEING
PROVIDED, A MINIMUM 4' TRAVERSfifd LE WIDTH
IS REQUIRED WITH A MAX. 2X CROSS SLOPE.
WHEN USED IN CONJUNCTION WITH STANDARD
PARABOLIC CG-3 OR CG-7, THE CURB FACE ON THIS
UNPAVED SIDEWALK
CURVE STANDARD IS TO BE ADJUSTED TO MATCH THE
o o •o • o • o
MOUNTABLE CURB CONFIGURATION.
o0 0. o • o • o
0 0•0. 0
NORMAL GUTTER-,®
® ------
®
SECTION E-E
• o.�
e. - c. • ti.
. p• • �. • °• • 6• ' °p• 'be.q. gege
x
It OX TO 1OX CHANGE
o •4'e 'o 44e.o
eeq bebogQ?Sgeq'
CLASS A3 (H.E.S.) CONIC.
�gpeeA •
6" AGGR. BASE TYPE I SIZE
210
• �•
12% MAX. SLOPE I 5'•0" POINT OF GRADE CHANGE
• �. ' b.• . p,
FOR CURB AND GUTTER ONLY MIN
• �. • �. • t;.
FOR SIDEWALK CURB AND GUTTER
x x 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
. o •o • o • o
BUILT CONCURRENTLY
o.o•o•o•
oo. o o • Kill
C-C
x x x 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10' NTERVAL AND
SECTION
B % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
SECTION D-D
SPECIFICATION
REFERENCE
STANDARD
ENTRANCE GUTTER
ROAD
,VDOT
AND BRIDGE STANDARDS
502
REVISION DATE
SHEET 1 OF 1
203.02
VIRGINIA DEPARTMENT OF TRANSPORTATION
07/15
1992 3.38
Source: Va. DSWC
II1 - 401
Plate 3.38-2
iCOTT R. CtTLLINS_Z
Lic. No. 035791 a
L 6/17/21 ,�fj
Z
z
O
Q
In F
F-
w
�
<
'
0P�0F
u
K
DO
U)
U
Q
<
w
Z
O0
Q
F-
w
L
(n
z
w
LU
W
(D
L
0
N
N
Q
1
CD
.--I
L Uj
TIM,
LU
LU
U)
O
00
N
An
U
w
O w
Cxf 2
n. (n
JOB NO.
112066
SCALE
AS NOTED
SHEET NO.
6A
ACSA GENERAL WATER & SEWER CONDITIONS (June 27, 201.9)
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
B24"a. INITIAL BACKFlLL aza IN a'
MIN MIN, MIN. MIN.
6" BEDDING
#68 STONE
* STABLE SOIL ROCK
;TONES
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
II
4 INITIAL BACKFlLL 4 MI
UNSTABLE a" B. 6' e'
SOIL MIN, MIN. _ MIN MIN. #68 STONE
\M YRANULAR FILL AS
�APPROVED BY ACSA \
S L OL' CK� ASTABLE SOIL OR ROCK,
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFlLL.
3.THE INITIAL BACKFlLL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
NTS
FIG. W-2
TD-2
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY,
VARIES
'IC'EL,
I s' III _. I _15' I r
WATER SEWER
3 A
o �
LOCATION OF OTHER UTILITIES
/(GAS, ELECTRIC, TELEPHONE, CABLE, ETC.)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER L SEWER 30' MINIMUM
x SEE PART 3, PARAGRAPH ➢I SEPARATION OF WATER L SEWER SYSTEMS.
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90• TO THE RIGHT OF WAY.
UTILITY LOCATIONS & EASEMENT WIDTHS
NTS
FIG. W-1
Tn_f
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS OIRECTED. MARKER LOCATION MAY BE SUBJECT
v TO IT DEPARTMENT APPROVAL.
FINISHED GRADE
0
II ADJUSTABLE VALVE BOX W/ LID
II
z u
E
N
V
LALAX
_ M.J. GATE VALVE
WATER b
-_
_I
2500 P.S..
CONCRETE
SEARING AREA.
THRUST BLOCK
d
<
NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (5) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG- W-5
TD-9
151/2" E.I.I. W. 1574 CAST IRON CLFANOUr FRAME AND LID
10 1/4" INSTALLED FLUSH WITH FINISHED SURFACE
CONCRETE COLLAR POURED
7 12„ SEE PAVEMENT
AROUND CLEANOUT COVER
EXISTING GRADE REPLACEMENT
C3500 PSI)
REQUIREMENTS
•�-'•"-
PVC FEMALE CLEAT ADAPTER
au,
Vf1T}1 INVERTED NUT SCREW CAP OR
FLAT SLOTTED SCREW CAP
No. S406-10 RASE
ITH 10 1/4" BAND
PIPE SEE BACKFlLL AND
BEDDING°
BEND REQUIREMENTS
LKORRIN!-SEAL
C PIPE SEWER LATERAL
FUTURESANITARY
LATERAL TYE
1`
BOTTOM OF TRENCH SECTION 'A -A' ��• �'
SEWER
�✓ CUSTOMER'S PROPERTY EASEMENT OR RIGHT-OF-WAY y
FUTURE
SANITARY LATERAL
(WHEN INUNE LAYOUT REQ'D)1
- --CAST I0.0N CLEANOUT
FRAME AND LID
h-
E LLL
LI
X Y
I II 1
I
L f al i
I WVE SEWER LATERAL
A
%CONCRETE
45° BEND'
COLLAR 1
L
JJ
PLAN VIEW
STANDARD SANITARY CLEANOUT
IN PAVED AREAS
1/a BEND
ES '
1Rl� E •E
r
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
VOL.
TEE AND PLUGS
VOL.
SIZE
OF
(FEET)
CU.YD.
(FEET)
CUND.
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
2.25
2.50
0.15
11 1/4
1.50
2,00
2.50
0.10
90
3.66
3.16
3.21
0.48
9'
45
2.66
2,66
2.77
0.26
22 1/2
1.66
2.16
2-69
0.13
3-16
2.91
2.66
0.32
11 1/4
1.66
2.16
2.67
0.13
90
4.83
3.53
3.42
O.B3
I & 12"
45
3.33
3.58
2.95
0.43
3.83
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
1 2.84
1 0.18
L THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE - CHANGES DIRECTION, CHANGES
SIZE, DEAD ENDS AND AT VALVES.
L USE 2500 P.S.I. CONCRETE.
3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT.
4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF
ALL THRUST BLOCKS.CONCRETE THRUST BLOCKS
NTS
FlG. W-3
TD-3
•' ^`S PRES9g1 n 3/4• MAZE PIPE COUPLING
PPRaYEo EwAi
I' TYPE x• , �� a /
FM USE ON ATTACHED SN0.E FAIAILV
RESIDExnAi NN ON DUAL RESIDcxnAL
A11Y IMEWnIXON I `.ESERNQS.
O
NOTE
NO SKAnD mnN6 1.
77
DUAL SERVICE
f- COYPISMON r 31C DIAL£ PIPE COUPLING
UNA"`R`MEB Eauu
r TmE -E-
SOFT f,4PPLR
UP
POP USE ON p AMLED SINGLE FAMILY
RENDEDRU ANNCE WERE AN INNIGATICN
MERx Is Nm PR.M.,
SINGLE SERVICE
NOTE
I) SACOLES 4ULL BE U4D ON M PPE
TYPICAL SERVICE LATERAL INSTALLATION
(5/8" & 1" METERS)
NTS
FIG. W-6A
ID-10
12" / I
e,17A�
3000 PSI CONC. BASE
BENCH SLOPED TO FLOW
CHANNEL 1/4" 1' MIN
BRANCH
:J
FLEXIBLE CONNECTION -/ NOTE:
WITH STAINLESS STEEL ALL CONNECTIONS TO
BAND EXISTING MANHOLES SHALL
BE CORED AND A FLEXIBLE
ow CONNECTION " BOOT "
INSTALLED
TYPICAL MANHOLE PLAN
SHOWING BRANCH TIE - IN
TITS
FIG. S-I-B
TD-27
Top View
6" MINIMUM---W1
n�:t�.ycay.LaliFiv.r�mlcLG�•�
42' Minimum
-LIUcotlon of 95%
compaction requied
d
Galvanized SteelL Beam,
W12 x 14 (min. size)
3' min. penetration into undisturbed
soil , or as approved by the
ACSA.
a
d
4' MI
A a
T^ 4" MINIMUM
Side View
d. ..
4
4 d.d
\ a
45'
TYPICAL THRUST BLOCK IN FILL AREA
NTS
FIG, W-38
TD-5
NOTE, MIN. 60' DI4HE MANHOLE
0
REQUIRED,
NSEP
TP.1 PRaP MANlOLE PVC WaSS
2• USE APPROVER FLE%IIILE RUBBER dMY
n BAIT
casKE'M
STRP aDiPLTNc
0 27'
RROP PIPE
PIPE STRAPS
(STAINLESS STEEL)
O SPACER EVERY
6' VERTICALLY _
90' RESTRAINED REND try_
SEWER
INFLUENT
• .. PYRE
• p
E• •�•'Y .•A" EI E.
IE
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 SWILL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTEDID
THE DROP FFEING WITH STANDARD GASKET JOINT.
3 VERTICAL DROPPIPESHALLBE STRAPPEDTOTHE MANHOLE AT PIPE JOINTS. STRAPS SMALL BE MADEOF
STAINLESS STEEL
4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT
TO SPRING LINE OF MANHOLE INVERT.
5. DROP CONNECTION DISCHARGE FISTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW-
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
7. MINIMUM 72' DIAMETER MANHOLE REQUIRED FOR A 51NGLE 10" OR 12' DIAMETER DROP CONNECTION, OR
TWOS" DIAMETER DROP CONNECTIONS.
STANDARD INTERNAL DROP CONNECTION
N.T,S.
FlG, S-1-C2
TD-30
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TYPICAL
MANHOLE FRAMIE &COVER
N.T.S
FIG SID
TD-31
FINISHED GRADE
1TI�f�T -ITITI -TIT-ITI-TFT TIr-ITT-TR-
A.
TRENCH
e *' REDUCER
in
r2500 P.S.I. CONCRETE THRUST BLOCK
- - - - - - - - - - tl
UNDISTURBED SOIL 19 MN -
PROFILE VIEW}
UNDISTURBED SOIL - EDGE
- - _ OF TRENCH- • 24 MN
------- -----f
'4 /REDUCER g' MIN.
4' .. f
- -4
2500 P.S.I. CONCRETE THRUST BLOCK Y e" MN
--- --- -�. n ---j-
UNDISTURBED SOIL - EDGE v J
OF TRENCH 24" MN.
NOTES: PLAN VIEW
• NOT TO SCALE
• NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE
PLASTIC SHEETING AS PROTECTION FOR BOLTS.
• 3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF
TRENCH, OR AS APPROVED BY THE ACSA.
• 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE
ACSA.
• CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH.
• THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF
ALL THRUST BLOCKS.
NTS
FIG. W-3D
9
COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-13
SEWER SERVICE LATERAL CONNECTION NOTES:
1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS
INDICATED THE TOP CROWN ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
TO THE MANHOLE.
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
BE CONNECTED USING A PIPE SADDLE.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2%
(1/4" PER FOOT )
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN
DIAMETER OF 4".
5, ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
OF 3 FEET.
SALT
TREATED
FINISHED CROOND MARKER
PLUG END OF
MAIN LINE SECTION
LATERAL
IN LINE WYE-TEE
PLAN
VARIES
R
SEWER SERVICE LATERAL CONNECTION
N.T.S.
FIG. S-2
TD-33
NOTE HYDRANT MUST BE
EQUIPPED NTH CHARLOTTES-
MIILLE THREADS WHICH IS
THE LOCAL STANDARD.
LENGTH OF BRANCH VARIES
6' MIN Y TO 10'
(2701
18^-22^
7 CU. FT. vaLVE eox
#68 STONE
42•MIN • :•� r 6" GATE
.., VALVE
8" % 8'
TEE
2500 P.S.I. CONCRETE ••! ` I .'�,
BASE AND INS UST •"'' q }
BLOCK AGAINST
UNDISTURBED STABLE
SOIL STEEL PILE
RESTRAINED JONT FITTINGS
WHEN THE SOIL IS DISTURBED OR WEN
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES NTH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS. THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. w-4
TD-8
GRADE
AIR RELEASE VALVE
BRASS OR BRONZE PIPE E_ V 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)
NTS
FIG. W-9
TD-20
11 MIN
EMBEDMENT
SPRING LINE O
OF PIPE
NO. 68 STONE - - -
REMAINING BACKFlLL SHALL
NOT CONTAIN ROCK MATERIAL
LARGER THAN 5' IN ANY
DIMENSION
-INITIAL BACKFlLL*
(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 VDOT RIGHT-OF-WAY SHALL BE
BACKFILLED ENTIRELY WITH NO. 21A STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4' BEDDING OF NO. 68
STONE SHALL BE PROVIDED
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
TD-34
;COTT/R. CNIPLINSt,
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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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(2) 6" G.V.
675
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4.90° 3.5'
M N.
5' 1.0,
H PT STA: 11+71.20
PVI S A:12+11.20 INTERSECTION OF
PVI LEV:681.98 HATHAWAY STREET
21.67
L C:80.00 (STA 10+96.75) ANI
DESOTO DRIVE (STA
PROPOSED
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PROPOSED 4" SANITARY
SEWER LATERAL (TYP. )
PROPOSED 45°
VERTICAL BEND
.8'
1.6' 1'
PROPOSED 8" SANITARY
670 SEWER CROSSING
PRi OPOSED 12"x6" CROSS,_/j PROPOSED 45°
(1) 12" G.V. & (2) 6" G.V. VERTICAL BEND C
665 PROPOSED 6" CL. 52 DI WATERLINE
PROPOSED (1) 6" G.V.
TYPE A BLOW -OFF
ASSEMBLY
loons
690
EXISTING GRADE (TYP.)
685
PROPOSED GRADE (TYP.)
PROPOSED VDOT 6 8 0
STD. CD-i
-5.00%
FILL TO BE PLACED AT
95% COMPACTION (TYP.)
4" DUCTILE IRON
SANITARY SEWER LATERALS
q2�
670
665
660
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DESOTO DRIVE PROFILE
PROPOSEC
TYPE A E
P
700 EXISTING GRADE (TYP.)
n\A/ PT cTA- 10i F7 nZ
700
LOW PT
ELEV: 687.95
PVI S
A:10+63.48
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687+36
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695
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PROPOSED GRADE (TYF
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PROPOSED (i) 6'
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TYPE A BLOW-0
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0
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720
715
710
LOW
P1I STA: 11+16.94
LOW PT ELEV: 682.13
PVI STA:10+66.94
PVI ELEV:682.92
K: 30.73
L C:100.00
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PROPOSED 48
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ASSEMBLY
680
PROPOSED 8" 1.8
ROOF DRAI
CROSSING
675 4.9'
PROPOSED FIRE HYDRANT
ASSEMBLY w/ 12"x6" TEE.
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670 9 TO 8
PROPOSED 12"x6" CROSS,
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665
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PROPOSED 12" CL. 52 DI WATERLI
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705
700
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- EXISTING GRADE (TYP.)
\ 690
685
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TIE-INTO EXISTING GRADE
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VERTICAL GRAPHIC SCALE
5 n 25 5 10
IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
( IN FEET )
t inch = 50 ft.
20
NOTE: SANITARY LATERALS CROSSING OVER
WATERLINE SHALL HAVE ADEQUATE STRUCTURE
SUPPORT FOR THE SEWERS TO PREVENT EXCESSIVE
DEFLECTION. IN ADDITION, THE LENGTH OF THE
WATERLINE SHALL BE CENTERED AT THE POINT OF
THE CROSSING SO THAT JOINTS SHALL BE
EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE
SEWER. THE LENGTH OF THE SEWER PIPE SHALL ALSO
BE CENTERED AT THE POINT OF THE CROSSING, SO
THAT THE JOINTS SHALL BE EQUIDISTANT AND AS FAR
AS POSSIBLE FROM THE WATERLINE.
NOTE: ALL ROADWAY EMBANKMENT MATERIAL
SHALL CONSIST OF SOIL AND BE PLACED IN
SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8
INCHES IN THICKNESS BEFORE COMPACTION OVER
THE ENTIRE ROADBED AREA IN ACCORDANCE WITH
VDOT zoo? 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 23.13, 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:
i. 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 i.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
Lic. No. 035791,E
6/17/214i
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112066
SCALE
1- 501
SHEET NO.
8
HIGH PT STA: 10+16.98
HIGH PT ELEV: 672.81 �TH 0
PVI STA:10+34.40
PVI ELEV:672.99
K: 2.59
LVC: 40.00 SCOTT R. LINS'Z
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INCHES IN THICKNESS BEFORE COMPACTION OVER Ur m
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VERTICAL GRAPHIC SCALE VDOT zoo? ROAD AND BRIDGE SPECIFICATION 303.04 C)
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NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN
AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL
SIZE 21A OR ziB, FLOWABLE FILL, OR CRUSHED GLASS
( IN FEET) CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHERu E
inch = 5 ft. RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND �j
BRIDGE SPECIFICATIONS, SECTION 302.03G. o L
HORIZONTAL GRAPHIC SCALE a Ln 0
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9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 17+99.50 so 0 2e so 100 200 NOTES: JOB NO.
i. 0.
ALL FILL TO BE PLACED AT 95%COMPACTION. 112066
PRIVATE DRIVE PROFILE MMEI z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. SCALE
IN FEET) 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM
1 inch = 50 Ft. SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L & 1 - S n
SANITARY SEWER MUST BE PROVIDED. SHEET NO.
N
9 °
-2.00%
07
LOW PT
TA: 12+55.
0
LOW PT
ELEV: 643.8
PVI STA:
12+09.88
p
PVI E
EV:647.63
670
K:1s.00
670
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665
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w
665
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660
660
FILL TO BE
PLACED AT
95%COMPACTION
(TYP.)
6rjrj
HIGH
T STA: 12 59.34
6jj
PROPOSED
VDOT
STD.
CD-i
PVI
STA: 12+7
.34
I ELEV:641.81
K: 5.24
LVC: 40.00
650
PROPOSED
GRADE (TYP.)
�
650
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U
645
U
m �
W
645
W
EXISTING
GRADE (TYP.)
-8.37%
640
640
PROPOSED
VDOT
STD. CD-i
635
635
630
630
FILL TO BE PLACED AT
95%COMPACTION (TYP.)
625
625
LOW
T STA: 16+
9.98
LOW
T ELEV: 59
.55
o
PVI
STA:15+72.
5
P
I ELEV:594.9
620
K:9.63
620
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610
610
00
HIGH
T ELEV: 593
PVI
TA:17+17.7
PVI
ELEV:592.00
K: 19.88
605
PROPOSED VDOT
VC:100.00
605
STD.
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595
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PROPOSED
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FILL
95%COMPACTION
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PROPOSED
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585
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585
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HIGH
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K: 17.30
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DATE
9/16/20
11/13/20
12/03/20
2/11/21
M
0 I� � N0 AVON PARK II - ROAD PLAN 6/17/21
0 m
° P SHEET
SANITARY SEWER PROFILES
COLLINS ENGINEERING
200 GARRETT STREET, SUITE K.-CHARLOTTESVILLE, VA 22902-434.293.3719
REVISIONS
REVISION DESCRIPTION
INITIAL SUBMITTAL
REVISED PER ACSA COMMENTS
REVISED PER ALBEMARLE COUNTY AND VDOT COMMENTS
REVISED PER ALBEMARLE COUNTY COMMENTS DATED 1/8/21
REVISED PER ALBEMARLE COUNTY COMMENTS DATED 1/8/21
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These plans and associated documents are the exclusive property of COLLINS ENGINEERING and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding,
construction staking without the express written consent of COLLINS ENGINEERING.
710 710 710 710
EXISTING GRADE (TYP.)
^
705
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705
_
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15 RCP
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660
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1 700
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TP=685.76
NV IN: 679.28 TO 11
NV IN: 681.18 TO 12
685
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680
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670
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TP=680.88
700 1 INV IN: 673.34 TO 15
INV IN: 671.44 TO 8
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665
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ING
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VERTICAL GRAPHIC SCALE
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1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
0 25 50 100
( IN FEET )
1 inch = .50 ft.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF i2' OR GREATER SHALL HAVE SAFETY SLABS IN
ACCORDANCE WITH STANDARD SL-i 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 3.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 2S OR 26, AGGREGATE BASE MATERIAL SIZE 23.A 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.
200
Lic. No. 035791,E
6/17/21 40i
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WITH RIPRAP OUTFALL THE 2oo8 ROAD AND BRIDGE STANDARDS. U) o
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59 ��� 590 SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. Lu
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BEDDING INFORMATION. °
n
INV. OUT=585.9 1 �1 J >
-- NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
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51% 585 ACCORDANCE WITH STANDARD ST-i.AS FOUND IN O °
91.28 LF ®1 THE 2oo8 ROAD AND BRIDGE STANDARDS. N Y
15" RCP
23.79 LF ® 1.00%
PROPOSEDIVDOT STD. CLASS II NOTES:
Jg RIPRAP CHANNEL OUTFALL 58O i. ALL FILL TO BE PLACED AT 95%COMPACTION. E
w/ GEOTEXTILE FILTER FABRIC UNDERLAYMENT 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
(4:i SIDE SLOPES, D=3' MIN.) 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM G �
m m i. m SANITARY SEWER MUST BE PROVIDED. ce o
SEWER & W/L AND
� W .t l0 Ol l!1 O m P'1 n S d' 2
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m m Ol Ql O •i N M .t L!1 lD
v1 o v1 cn v1 � w �o w w '0 W W 'o JOB NO.
112066 o
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE -o
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 23.A 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 111 = 501 `o
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE a
SWM 1 T 0 0 0 T F A L L PROFILE SPECIFICATIONS, SECTION 302.03G. sHeer No.
N
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675
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AT
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(TYP.)
670
67�
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665
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15" RCP
EXISTING GRADE
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13.42
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660
660
655
655
650
650
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to0 680
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665
665
EXISTING GRADE
(TYP.
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660
655
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650
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jMPROY-E HALT `_---- -DRIV€wA1---------
84 ACCESS FOR (z) LOTS
�?RROPOSEDWSHAPFD GRASS-LINEDDITiH TO-. - - ` �� ` ®�- - s ( IN FEET_
B LOCATED WITHIN VDOT RIGHT-OF-WAY, AS \ ` � � - - 50
-- �• S OWN. SE Th05-SHEETTOR DE-FAIL-S.
PIPE INFORMATION INLET INFORMATION
ILOPE INVERT INVERT Curb SLOT
._.. ... _._ MATERIAL INLET TYPE _ ._..__
51.78 1 2.99% 1 669.47 1 667.92 RCP
6.59 4.86% 667.82 667.50 RCP
COMMENTS
17.55
10.83%1
667.50
1 665.60
RCP
MI
-
-
673.90
VDOTSTD. IS-1 REQ'D
9.10
12.53%
663.60
662.46
RCP
MI
-
-
672.90
VDOTSTD. IS-1 REQ'D
MI
-
-
673.39
VDOTSTD. IS-1 REQ'D
11.84
4.56%
661.00
660.46
RCP
MI
-
-
672.90
VDOTSTD. IS-1 REQ'D
65.65
8.73%
656.46
650.73
RCP
MI
-
-
660.90
VDOTSTD. IS-i REQ'D
67.47
8.00%
644.73
639.33
RCP
MI
-
-
646.00
VDOTSTD. IS-1 REQ'D
61.78
14.47%
633.33
624.39
RCP
MI
-
-
629.10
VDOTSTD. IS-1 REaD
60.87
11.73%
618.39
611.25
RCP
MI
-
-
615.90
VDOTSTD. IS-1 REQ'D
63.92
12.52%
605.25
597.25
RCP
MI
-
-
601.90
VDOTSTD. IS-1 RECM
87.75
8.58%
595.25
587 72
RCP
MI
-
-
593.50
VDOTSTD IS-1 RECM
91.28
1.51°h
587.62
58624
RCP
MHA
-
-
591.17
VDOTSTD. IS-1 RECM
23.79
1.01%
586.14
585.90
RCP
DI-3C I CG6 1 12' 1 687.85 1 VDOTSTD. IS-1 REQ'D
IcXi:7FZlyk-Y§1CI+S[:Irl[3:3i[:I�:CN 9
DI-3B CC-66' 680.64 VDOT STD. IS-1 REaD
35.98 0.50% 673.65 673.47 RCP
13I-313 CG6 1 8' 1 580.80 1 VDOTSTD. IS -'I REQ'D
140.37 0.50% 1 673.37 1 672.67 1 RCP
13I-313 1 CG6 1 6' 1 680.88 1 VDOTSTD. IS-1 REQ'D
28.07 1 1.71% 1 673.82 1 673.34 1 RCP
DI-3C I CG2 1 6' 1 672.88 1 VDOTSTD. IS-1 REQ'D
64.33 1 0.90% 1 668.50 1 667.92 1 RCP
DI-3C I CG6 1 6' 1 674.06 1 VDOTSTD. IS-1 REQ'D
13.42 1 5.59% 1 668.25 1 667.50 1 RCP
DI-3C I CG6 1 6' 1 674.10 1 VDOTSTD. IS-1 REQ'D
5.06 1 7.91% 1 667.90 1 667.50 1 RCP
24 HDPE RISER SEE
DETAIL
53.94 12.78% 1 587.00 1 585.50 1 RCP
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
1 685.50
1 A2
685.50
683.00
8"
63.86
HDPE
3.91%
A2
Inlet
12"
685.50
1 683.00
1 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
Bl
Cleanout
12"
690.00
688.00
B2
689.75
686.79
8"
67.00
HDPE
1.81%
82
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°/6
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°/6
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
685.7S
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
3.91%
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%
IDS
Inlet
12"
676.50
675.00
1 D5A
671.00
668.86
8"
21.75
HDPE
28.23%
DSA
Inlet
1 12"
1 671.00
668.86
STR-17
674.06
668.35
8"
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
2.27%
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
24"
600.90
596.27
23A
593.68
590.69
10"
91.35
HDPE
6.11%
23A
Cleanout
24"
593.68
590.59
SWM-2
-
590.47
10"
11.82
1 HDPE
1 1.00%
Q 2=1.04 ICES
OL=12"
V,=3.39 FPS
3
1
Q,o 1.34 CFS
GRASS
D,p 0.35 FT
(SLOPE=5.87)
DITCH
5 9 0
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
/
585
PROPOSED IAVON
STREET EXTENDED
r
DITCH CENTERLINE
580
580
CONTRACTOR SHALL TIE PROPOSED
AVON
STREET EXTENDED DITCH INTO
EXISTING
DITCH & DOWNSTREAM CULV
RT LOCATED AT
THE SOUTHERN PROPERTY CO
NER.
CONTRACTOR TO TIE BACK GRADES
AT 3:1.
575
CONSTRUCT ON TO BE LIMITED
TO THE
�5
SUBJECT PROPERTY & PUBLIC
R/W, AS SHOWN.
co
0
00
N 00
00 ou,
co
PROFILE SCALES
0+00 0+50 1+00 1+50 111 (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
BS
B6
C1
0.12
0.60
C2
C3
C4
D1
0.20
0.60
D2
D3
D4
DS
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) (III
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
Vel.
Depth
0+00
1+25
13
0.35
0.80
0.28
3.7
1.04
0.058
3.39 fps
0.32 It
4.80
1.34
0.35 ft
12" Grass
6.00 ft
Note: Proposed ditch to tie into existing loch & culvert at southern property comer.
Lic. No. 035791,E
L 6/17/21 40i
Vl
Zoa
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to
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0 0
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JOB NO.
112066
SCALE
\S 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
Hydrology
Curb and Gutter
Inlet
3
�
d
n
a
o
j
x
rn
v
C
LN
_
N
42
b
NLN +NU.
O
U
N
0
.�
U
%
W
Q
4)
C
U
O
Q
3
N
LU
C
Q
_T
4l
OI
U
P
(n
YO
rp
O
C
i
C
l�
K
J
Y
C O
t?
O�
O
U
U
N
J m
Q
N
II
N
N
U
U
b
j
C
E
a
'a0
o
o
>
�
d
c5
cai
ci
of
0)
3
0))
U)i-
w°
I A
7n
W
:�i
:1
w
A
5
3B
6.0
0.08
0.83
0.066
0.27
0.13
0.40
0.0619
0.0200
2.0
0.0830
4.1500
3.36
0.99
3.5120
0.1463
0.1649
6.60
0.91
0.99
0.39
0.01I
6
3B
6.0
0.09
0.83
0.075
0.30
0.00
0.30
0.0619
0.0200
2.0
0.0830
4.1500
3.01
0.99
3.5120
0.1463
0.1649
5.84
1.03
1.00
0.30
0.007
3B
6.0
0.08
0.85
0,068
0.27
0.00
0.27
0,0480
0,0200
2.0
0.0830
4.1500
3.05
0.92
3.5120
0.1463
0.1546
5.41
1.11
1.00
0.27
0.008
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
2.95
2.04
1.00
0.08
0.0010
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
3.5120
0.1463
0.1649
5.05
1.19
1.00
0.25
0.0015
3B
6.0
0.30
0.76
0.228
0.91
0.00
0.91
0.0480
0.0200
2.0
0.0830
4.1500
4.80
0.89
3.5120
0.1463
0.1502
9.15
0.66
0.85
0.78
0.1313
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
5.24
1.53
1.00
0.54
0.0014
3B
6.0
0.11
0.68
0.075
0.30
0.00
0.30
0.0159
0.0200
2.0
0.0830
4.1500
3.89
0.95
3.5120
0.1463
0.1590
3.97
1.511.00
0.30
0.00
- 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
U
a1
O
O
O
C
N
N
U
?
a
N
N
O
V
rn
16
d
E
X
�S`
W
2N
N
C
o.
3
U
o
3
'L-'
C
y0
N
c
Q
`
Q'�
O
nl
•�
fp
Q
O
ca
L
.2
O
m
cn
N
C
S
E
a
_
¢
(5
U
C7
(7
O
ai
m
�
in
Co
1=
w°
6
in
rn
E
.�
ui
O
O
c10,
IY
5
3B
6.0
0.08
0.83
0.066
0.43
0.40
0.83
0.0619
0.0200
2.0
0.0830
4.1500
4.42
0.92
3.5120
0.1463
0.1546
9.32
0.64
0.84
0.70
0.13
18
6
3B
6.0
0.09
0.83
0.075
0.49
0.00
0.49
0.0619
0,0200
2.0
0.0830
4.1500
3.62
0.97
3.5120
0. 1463
0.1619
7.27
0.83
0.96
0.47
0.02
17
7
3B
6.0
0.08
0.85
0.068
0.44
0.00
0.44
0.0480
0.0200
2.0
0.0830
4.1500
3.66
0.97
3.5120
0.1463
0.1619
6.45
0.93
0.99
0.44
0.00
-
8
3B
6.0
0.03
0.70
0.021
0.14
0.00
0.14
0.0380
0.0200
2.0
0.0830
4.1500
2.46
1.00
3.5120
0.1463
0.1663
3.61
1.66
1.00
0.14
0.00
-
10
3B
6.0
0.08
0.78
0.062
0A1
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%9 capture is required at 6.5in/hr
Desial Year: 10
Proiect: Avon Park II
0617fi 13PAW
Prepared bv: LMW. PE
• • •
I 1
®
1 1
1 111
111
��_---_--____--
_-_-_--____--
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
3
2
a,
m
8.
N
N
C
6
w
2
@
4i
a
d
`s
$
F
o
I]
Q
3
E
w
6
>
1
Q
U
U
O O
O
W
N
?i
N
all
1 0.28
1 0.66
10.1851
0.74
0.00F0.74
0.0010
0,0200
2.0
0,0830
4.1500
9A7
0.62
STIR 9
DI-3A
4.0
combined flowall
0.08
0.79
0.063
0.25
0.00
0.0010
0.0300
2.0
0.0830
2.7667
4.76
0.84
STIR 11
DI-3C
6.0
combined flowall
o25
0.76
0,190
0.76
0,0007
0
0.0100
2.0
0.0830
8,3000
14,29
0,54
STIR 12
DI-3C 1
12.0
combined flow
0.8
0.09
0.199
9.12
all
0.16
0a8
0.109
o.44
0.00
0.44
1 0.0010
o.01so
2.0
0.0830
4.3664
7.76
0.70
1
1
SIR 16
F D1-3C
6.0
combined flow
0.4
0.10
0.278
5.25
all
0.32
1 0.71
1 0.227
0.91
0.00
0.91
0.0010
1 0.0500
1 2.0
1 0.0830
1.6600
5.59
0.73
STR 77
DI-3C
6.0
combined flow
0.9
0.11
0.236
2.17
all
0.11
1 0.85
0.094
0.37
0.01
0.38
0.0010
1 0.0500
1 2.0
1 0.0830
1 1a800
4.01
0.87
Carryover from STR-5
STR 18
7131-3C
6.0
combined flow
0.4
0.09
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 stornmater 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, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
3
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0.52
STIR9
F DI-3A
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0.26
0,562
12.87
all
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1 0.79
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1 0.41
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0.41
0.0010
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1 2.0
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1 2.7667
1 5.71
0.79
STR 11
DI-3C
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0.10
0.210
3.20
all
0.25
0.76
0.190
1.24
0.00
1.24
0.0010
O.OIDO
2.0
0.0830
8.3000
17.14
0.43
STR 12
DI-3C
12.0
combined flow
1.2
0.13
0.275
12.60
all
0.16
0.88
0.709
0.71
1 0.00
0.71
0.0010
0.0190
2.0
0.0830
4.3684
9.37
1 0.60
STR 16
DOC
6.0
combined flow
0.7
0.14
0,301
7.26
all
1 0.32
1 0.71
0.2271
1.48
1 0.02
1.50
0.0010
1 0.0500
1 2.0
0.0830
1.6600
6.70
0.54
Carryover from STR-6
STIR 17
DI-3C
6.0
combined flow
1.5
0,15
0.327
3.00
all
1 0.11
1 OM10.0941
0.61
1 0.13
0.74
0.0010
0.0500
2.0
0.0830
1.6600
4.81
0.79
Carryover from STR-5STR
18
0I-3C
6.0
combined flowl
0.7
1
0.14 1
0.31.0 1
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
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REVISIONS
COLLINS ENGINEERING DATE REVISION DESCRIPTION �b C�'"� CIO
AL SUBMITTAL0� o
200 GARRETT STREET, SUITE K.-CHARLOTTESVILLE, VA 22902-434.293.3719 11/13% 0 REVISED P/16/20 IERACSA COMMENTS a o
PROJECT 12/03/20 REVISED PER ALBEMARLE COUNTY AND VDOT COMMENTS r a
CUD
Ln F? �` 2/11/21 REVISED PER ALBEMARLE COUNTY COMMENTS DATED 1/8/21
II 9 NO z AVO N PARK II — ROAD PLAN 6/17/21 REVISED PER ALBEMARLE COUNTY COMMENTS DATED 1/8/21
0 m M° SHEET INTERSECTION SIGHT DISTANCE PROFILES
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These plans and associated documents are the exclusive property of COLLINS ENGINEERING and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of COLLINS ENGINEERING
County of Albemarle
Conservation Plan Checklist - To be placed on Landscape Plans
(Handbook, pp W-233-111-297 mr complete specifications)
L The follo ams, Items shag be shown on the plan:
ZI Treas to be saved;
KI Limits ofcleming (ourside dripline of trees to be saved);
KI Locatlonand type ofprotective fencing;
® Grade changes requiring tree wells or walls;
Proposed trenching or amassing beyond the limits of cleming.
2. Markin a:
I] All [sees to be saved shall be marked with print or blean at a height clearly visible to equipmerd operators.
93 No grading shall begin until the tree marking has been inspected and approved by a County Inspector.
3. Pre-0ourtruction Conference:
SJ Tree preservation and protection measures shag be reviewed with the couhactor on site
4. Eaulsment Oranationand Stomas:
Heavy equipment, vehicular trzHic and storage of construction materials including soil shag not be pe ra tted within the driplinee of treas
to be saved.
S. Soil Foods. and Stormwater Detendun Devices:
Q Such devices shall not adversely affect trees robe saved.
6. Fires:
UPies are not permitted within 100 feet ofthe dripline of trees to be saved.
7. T"ic Materials:
® Toxicmabands shall not be stored within 100 feet ofthe dripline of tress to be aaved.
S. Protective Fenctne:
LI Trees to be retained within 40 feet of a proposed building or activity shell be tented b forcing.
Pr P g gig t5' Pro' Y 8
0 Fina shall be m lace and shall be iva ectad and a owed b a Co Irvs actor 'or to mrsstructirn
n6 P P PPr Y wtY P Prr ��m'
9. free Wells:
El When the ground level most be raised widdn the ddplins ofatree to be saved, atree well shall be provided and a construction detail
submitted for approval.
14. To. Walls:
LI When the ground level must he lowered within the dripline a tresto be saved, a tree wag shall be provided; and a construction detail
suboutted for approval.
11. Trenchins and Tennelinu:
0 Whin trenching is required within the Emits of clearing, it shall be done a, far away from the trunks of trees as possible. Tunneling
under a large tree shag be considered as an alternative whanit is anticipated that necessarytrerchng will destroy fesder roots.
12. Cl=anal_
® Protective fencing shall be the feet items removed during the final clearmp.
13. Dammeed Tress:
Al Damaged trees steal/ll//treated immediately by pmrdn& fertilization or other methods recommended by at" specialist.
DOTE: Ii IS THE DEVOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION
REQUIREMENTS.
CONTRACT PURCHASER SIGNATURE (DA"1'E)
6(1/06 Pape 1 of
CONSERVATION PLAN NOTES:
-
1.ALL TREES TO BE PRESERVED AND PROTECTED SHALL BE MARKED WITH PAINT OR RIBBON
AT A HEIGHT CLEARLY VISIBLE TO EQUIPMENT OPERATORS. NO LAND DISTURBING
ACTIVITY SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSTALLED BY THE
NOTE: ALL LANDSCAPING EASEMENTS, BUFFERS, AND SCREENING
CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY ENGINEERING DEPARTMENT.
SHALL BE PLANTED IN ACCORDANCE WITH THE APPROVED PROFFERS.
2. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, AND THE STORAGE OF CONSTRUCTION
LANDSCAPING SHALL BE INSTALLED PRIOR TO THE FIRST
MATERIALS AND SOIL SHALL NOT BE PERMITTED WITHIN THE OUTSIDE DRIPLINE OF TREES
CERTIFICATE
To BE PRESERVED AND PROTECTED.
OF OCCUPANCY FOR ANY PROPOSED UNITS WITHIN THE
3. TEMPORARY EROSION CONTROL MEASURED AND/OR PERMANENT STORMWATER
DEVELOPMENT AS DETAILED IN PROFFER 3.
MANAGEMENT FACILITIES LOCATIONS SHALL BE COORDINATED SUCH THAT THEY SHALL
NOT ADVERSELY AFFECT TREES TO BE PRESERVED AND PROTECTED.
4. ro BE SHALL R ED AND PROTECTED. 100 FEET of THE ourslDE DRIPLINE of TREES
NOTE: SCRIM FENCING TO BE INSTALLED IMMEDIATELY FOLLOWING
5. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE ourslDE DRIPLINE OF
GRADING IN THE LOCATION WHERE THE SCRIM FENCE IS TO BE
TREES TO BE PRESERVED AND PROTECTED.
LOCATED.
6. NO LAND DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE PROTECTIVE FENCING HAS
-
BEEN INSTALLED BY THE CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY
I /
ENGINEERING DEPARTMENT.
%
LANDSCAPING NOTES:
7. WHEN TRENCHING FOR ANY KIND of UNDERGROUND WATER, SEWER, ELECTRICAL, CABLE,
1. STREETTREES PROVIDED So' O.C. AND 5'-io' FROM PROPOSED UTILITIES.
TELEPHONE OR OTHER UTILITY SERVICE IS NECESSARY WITHIN THE LIMITS OF TREE
2. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE
PROTECTION OR BEYOND THE LIMITS OF CLEARING, THE SEPARATION FROM THE TRUNKS
OF TREES SHALL BE MAXIMIZED TO THE FURTHEST EXTENT POSSIBLE. TUNNELING SHALL
MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. SHRUBS
BE REQUIRED WHEN DEEMED, BY THE COUNTY ENGINEER, THAT TRENCHING WILL
AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL
SIGNIFICANTLY DAMAGE FEEDER ROOTS OF TREES TO BE PRESERVED AND PROTECTED.
HEALTH OF THE PLANT.
8. ANY DAMAGE TO THE CROWN, TRUNK, OR ROOT SYSTEM OF ANY TREE TO BE
3. TOTAL STREET FRONTAGE = 964'
PRESERVED AND PROTECTED SHALL BE REPAIRED IMMEDIATELY, IN ACCORDANCE WITH
REQUIRED STREET TREES: 21(1TREE PER EVERY 5o'OFSTREET FRONTAGE)
THE PRACTICES IN THE EROSION AND SEDIMENT CONTROL HANDBOOK. CARE FOR SERIOUS
PROPOSED STREET TREES:23
INJURIES SHALL BE PRESCRIBED BY A PROFESSIONAL FORESTER OR TREE SPECIALIST.
NOTE: 278'OF STREET FRONTAGE ALONG HATHAWAY STREET
9. SOILS WHICH HAVE BEEN COMPACTED, OVER THE ROOT ZONES of TREES To BE
REQUIRED STREET TREES: 6
PRESERVED AND PROTECTED, SHALL BE AERATED BY PUNCHING HOLES WITH AN IRON
PROPOSED STREET TREES: 8
BAR EVERY 18" OVER THE ROOT ZONE. THE BAR SHALL BE DRIVEN 12" DEEP AND
NOTE: 382'OF STREET FRONTAGE ALONG DESOTO DRIVE
MOVED BACK AND FORTH IN EACH HOLE UNTIL SOIL IS LOOSENED.
REQUIRED STREET TREES: 8
10. TREE PROTECTIVE MEASURES SHALL BE THE LAST OF THE TEMPORARY EROSION
PROPOSED STREET TREES: 6
CONTROL PLAN MEASURES REMOVED DURING THE FINAL CLEAN-UP.
NOTE: zoo' OF STREET FRONTAGE ALONG ANOKO COURT
REQUIRED STREET TREES: 4
PROPOSED STREET TREES: 4
NOTE: 104' OF STREET FRONTAGE ALONG PRIVATE ROAD
REQUIRED STREET TREES: 3
PROPOSED STREET TREES: 5
4. PARKING LANDSCAPE REQUIREMENTS
\
REQUIRED PARKING LANDSCAPING = 21 PARKING SPACES @ i TREE / io SPACES
3 TREES REQUIRED
El
TOTAL TRESS PROVIDED ADJACENT TO PARKING SPACES = 3 TREES PROVIDED
W =-
-5. SEE SHEET 6A FOR TREE PLANTING & STAKING AND TREE FENCING & ARMORING
o
DETAILS.
v v STREET TREES LANDSCAPING PLANT SCHEDULE
PROPOSED 20' DRAINAGE AND
LANDSCAPING EASEMENT
(LANDSCAPED BUFFER AREA)
NOTE: IF TREES RE LOCATED WITHIN 5' OR LESS QFTHE PROPERTY
LINES ADJACENT TO T"oF-Az, TMPgoF--F--42, TM'Pgo_F-F-43�R
I
TMPgoF-F-44, T E DEVELOPER SHALL REMOVE THE TREES ON THE
ADJACENT PRO ERTIES: THE REMOVAL OF S WILL BE
o
SUBJECT TO TH EXISTING PROPERTY OW ER'S WRI N APPROVAL.
ACSA PROPOSED
0.
WATER SCRIM FENCE
o m
LANDSCAPING WITHIN 15' FENCE
h
LANDSCAPE BUFFER THAT TANKALONG
0. v
ABUTS ACSA WATER TANK _ ! TMP -A2 PROPER Y
F q
PROPERTY SHALL HAVE NIF ALBEMARLE COUNTY LINE
SIMILAR LANDSCAPING TO SERVICE AUTHORITY
WHAT WAS PLANTED WITH DR; 3571 PG 977
THE LATEST AVON PARK PROPOSED 15' LANDSCAPING
STORAGE TANK SECURITY EASEMENT (LANDSCAPED
PROPO 3.0,
FENCE IMPROVEMENTS PLAN BUFFER AREA) PROPOSED
DB.PG. CG-2 CURB
S58°48'09"E 114.92' %
LANDSCAPE_
EASEMENT
DB._PG._
h
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PROPOSED PRIVATE
ACCESS EASEMENT
I
.Z:111111111111101
5' REAR SETBAC
2o' GRADING
EASEMENT
DB.3291 PG.607
COco
9
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2
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Iq
h
T
SYM
BOTANICAL
COMMONNAME
SIZE
CANOPY(SF)
TOTALSITE
QUANTITY
COVERAGE (SF)
AR
ACER RUBRUM
RED MAPLE
13/4"
397
14
5,558
UA
ULMUSAMERICANA
AMERICAN ELM
13/4"
397
12
4,764
LXIS�ING28'
I
AREA OF PROPOSED ONSITE
I 2o' GRADING
EASEMENT
LANDSCAPE BUFFER
I
I DB. 3291 PG. 607
EXISTING 32'
F/C - F/C
I
TMP 90E-7
I TMP 90E-9
NIF IAN FARIS
O'CONNOR LIVING
TMP 90E-8
DB 4163 PG 261
TRUST
NIF IGNACIO 0
DB 5116 PG 289
TARA L DE
_
CARDENAS
I
DB 4060 PC 77
PROPOSED 10'
PROPOSED SCRIM FENCE
S
LANDSCAPING
FENCE ALONG PROPERTY LINE
I EASEMENT
ADJACENT TO TMP goF-Ai
DB.PG.
PROPOSED 2o' DRAINAGE AND
LANDSCAPING EASEMENT
(LANDSCAPED BUFFER AREA)
DB.PG. `
S58° '07' E 485 78'
oc
VPROPOSED 2o'LANDSCAPINGEASEMENT -NATURAL
IA
LANDSCAPED AREA OR REPLANTING/NEW
LANDSCAPED BUFFER FOR ANY DISTURBED AREAS
DB.PG.
m 260
/ - --- PROPOSED 20' S
i m EMERGENCYACCESS
- - - ♦ EASEMENT
DB. \\ T
s
I \ \
CONCRETE
LOT 30 \
37,445
0.86 ACRES
ASPHALT Q
I
CONC ETE
I
CD
00
TMP 90-30B
NIF JOMN A OR RUBr T BROOKS
DB 1191 PG' 396
PROPOSED5'
LANDSCAPING COMMUNITY
EASEMENT ASSOCIATION INC CIO
DB.PG. REAL PROPERTY INC
DB 3692 PG 319
- I LOT LOT LOT LOT I �. LOT LOT LOT LOT L28 OT LOT ,40
3 1 1 7 *25 3 �,
LOT -� -- - T�I
DESOTO DRIVE 10' F Trl \ \
6 I
IF
_ (4) UA STREET \
I I I
k 12'xi8' ASPHALT � fn
- [F
TREES ALONG RONT SETBACK k v \ \
I LOT X I DRIVEWAY (MIN.) c d \
7 STOP SIGN (TYP.) 1� \
- r.., _.
2 1 .�
°02'03"W 3.10'
LOCATION OF PROPOSED
DETENTION BASIN
PLANTER
/IMPROVED ASPHALT
DRIVEWAY
ACCESS FOR (2) LOTS
Lic. No. 035791,E
6/17/21 40i
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LANDSCAPED BUFFER FOR ANY 4 I
DISTURBED AREAS ,
OPEN SPACE 5.262 AC /
AREA B 229,211 SF�'
/ � I
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-� EXISTING GRAVEL
y DRIVEWAY TO BE
i
IMPROVED TO AN I
LOT v I 1 BRIG - ASPHALT DRIVEWAY I
8 W �� + E,, x i is i, zv
- - - - - S'CONRETE , PROPOSED �� � � � � � W � �I �� TO SERVE LOTS 29
SIDESETBACK SIDEWALK DE T� DRIVE N h DESOTO IYE 1 GUARDRAIL LOT29 AND3o I I
5 -- --- - - - - -- -- I
�) 1 ', � 1 I NOTE: SLOPE OF 40,02o SF
49' PF ATE RN' s. fa 49' PRIVATE R W 1 = - I
(TYP
MAILBOX _ � / � 1 �� 1 / / � EMERGENCYACCESS 0.92ACRES I
KIOSK `, : i! - -- ROAD SHALL NOT I I I
LOT a ♦ s �; `, 'ice 'i. ,I x 1 (� �' �+ EXCEED 16% I I
9 O �,h, �► CONCRETE PROPOSED 20' 1
A.
EMERGENCY ACCESS I
i ON S TBA ! s r' o'. RON ACK \, A. EASEMENT
LOT Y
o (4) AR (STREET - I _ #19 6 8 DB.PG. /I I
0
3 STREET SIGN (TYP.) / \ PROPOSED 12' _ /
�o - - QI I- -I �r 1-% CONC ETE
• m TREES ALONG
Ln DESOTO DRIVE V A ASPHALT EMERGENCY. i� 7
Oil
\ ACCESS ROAD /
11 LOT I � -1 I
---
LOT LOT LOT LOT( LOT LOT LOT LOT LOT LOT O
3 5 \ --'
* 7 ig 2i
1 1 � 1 18 * 20 � + I PROPOSED 4j PRIVATE � - _� - -- _ � � GRAVEL �
LOT ACCESS EASEMENT - _- - - - - -
12 DB. PG. - - - -
-----
ETBAE 10 REAR ETBAC - - - - -
- - -PROPOSED G-
7--Tr
P EDC 6CURB
NO PARKING
(2)UASTREET OPEN SPACE (3)ARSTREET (2)UASTREET SIGN(TYPJ N59°18'07"W 1,072.99'(T)
TREES ALONG NO PARKING TREES ALONG TREES ALONG
AREA A: 7,334 SF SIGN (TYP.) HATHAWAY DESOTO COURT PROPOSED io' LANDSCAPING
ANOKO COURT
STREET EASEMENT (LANDSCAPED _______
(4) AR STREET PROPOSED io' LANDSCAPING (3) AR STREET BUFFER AREA)
PROPOSED DOUBLE -SIDED EASEMENT (LANDSCAPED (4) UA STREET TREES ALONG DB.PG.
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TREES ALONG TREES ALONG DESOTO COURT
VERTICAL FENCING (BOARD BUFFER AREA)
ANOKO COURT TMP 90-30 ON BOARD) PRIVACY FENCE DB.PG. ' HATHAWAY (INCL. PARKING)
(INCL. PARKING) N/F CARY D BROOKS JR ' STREET TMP 90-30B
DB 4858 PC 406 / PROPOSED 3 BOARD FARM
NIF JOHN A OR RUBY T BROOKS'
FENCE ALONG PROPERTY LINE DB 1191 PG 396 -
NOTE: ALL STREETS WITHIN THE DEVELOPMENT SHALL BE MARKED
WITH NO PARKING SIGNS ON BOTH SIDES OF THE ROADWAY.
HATHAWAY STREET SHALL BE MARKED WITH NO PARKING SIGNS ON
ONE SIDE OF THE ROADWAY.
TMP 90-30A
NOTE: (*) DENOTES THE LOCATI
WITHIN THE DEVELOPMENT. PE
AFFORDABLE HOUSING UNITS WITHIN
N OF THE AFFORDABLE UNIT
PROFFER #1, THERE SHALL BE (6)
THE DEVELOPMENT.
NIF CARY D OR MYRTLE T BROOKS
DB 1191 PG 396
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GRAPHIC SCALE
0 0 30 60 121
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( IN FEET )
1 inch - 30 ft.
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JOB NO.
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11 SCALE
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=3
SHEET NO.
16