HomeMy WebLinkAboutSUB202000173 Plan - Other (not approved) 2021-04-26GENERAL NOTES
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
CHARLOTTESVILLE, VA 22902
TOTAL AREA:
5.262 ACRES
ZONING:
PRO PLANNED RESIDEN7AL 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 EXIS77NG SINGLE FAMILY DETACHED RESIDENTIAL UNIT
DENSITY:
ALLOWABLE DENSITY PER ZMA APPLICAT70N 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 APPLICAT70N PLAN IS BEING SOUGHT WITH A WAIVER
REQUEST THAT SHALL ACCOMPANY THE REVIEW AND APPROVAL OF THIS INITIAL SITE PLAN
AND PRELIMINARY SUBDIVISION PLAT, THE WAIVER SHALL INCLUDE A MODIFICATION TO THE
LAYOUT FROM THE ORIGINAL APPLICATION PLAN, A MODIFICATION TO THE ROADWAY
NETWORK (BUT WILL KEEP THE SAME ROADWAY CONNECTIONS), A MODIFICATION TO
THE SETBACKS (BASED ON THE ROADWAY CHANGES), AND A MODIFICATION TO THE 77MING
OF THE INSTALLATION OF THE LANDSCAPING BUFFER AREAS AND SCRIM FENCE.
OPEN SPACE.•
TOTAL OPEN SPACE PROPOSED = 1.328 AC (25.2%)
OPEN SPACE A: 6,850 SF
OPEN SPACE B: 50,999 SF
TOTAL OPEN SPACE REQUIRED (259) = 1.316 ACRES
OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIATION. ALL
OPEN SPACE SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS IN
THE SUBDIVISION AND NO OPEN SPACE IS PROPOSED TO BE DEDICATED PUBLIC SPACE.
BUILDING HEIGHTS:
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 30 FEET
RECREATIONAL AMENITIES
PER PROFFER #8, THE OWNER SHALL PROVIDE AND INSTALL A 40'x5O' FENCED DOG
PARK WITH (2) SMALL BENCHES AND (2) ADDITIONAL PLAY STRUCTURES FOR OLDER
CHILDREN IN THE EXISTING TOT LOT AREA ON TMP090FO-00-00-OOA1, OWNED BY THE
AVON PARK COMMUNITY 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)
SUBDIVISION STREETS:
CURB & GUTTER
WATERSHED:
RIVANNA RIVER DRAINAGE DISTRICT - NOTE.- THIS SITE IS NOT LOCATED WITHIN A PUBLIC
WATER SUPPLY RESERVOIR WATERSHED.
AGRICULTURAL/ FORESTAL
DISTRICT.- NONE
TOPO & SURVEY.-
THE BOUNDARY LINE AND PARCEL INFORMA7ON WAS PROVIDED BY ROUDABUSH, GALE AND
ASSOCIATES MAY 201& 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:
PARTIALLY WOODED WITH (2) RESIDENCES ON THE PROPERTY AND EXISTING
GRAVEL DRIVEWAYS.
LIGHTING:
NO STREET LIGH77NG 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 WPO 100' STREAM BUFFERS ON THIS PROPERTY. ANY STREAM BUFFER
SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION
ORDINANCE.
WETLANDS/STREAMS.
THERE ARE NO WETLANDS OR STREAMS LOCATED ON THE PROPERTY.
FLOODPLAIN:
THE PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X AS SHOWN ON THE FLOOD
INSURANCE RATE MAP COMMUNITY PANEL NO. 51003C0407D, DATED FEBRUARY 4, 2005.
CRITICAL SLOPES
THERE ARE PRESERVED SLOPES ON THE PROPERTY. MANAGED SLOPES ARE SHOWN ON
THE PROPERTY BASED ON THE ALBEMARLE COUNTY GIS MAPPING FOR THIS PARCEL.
THESE MANAGED SLOPES ARE SHOWN ON SHEET 2 AND SHEET 4 AND SHALL BE MANAGED
IN ACCORDANCE WITH THE ALBEMARLE COUNTY ZONING REQUIREMENTS.
RETAINING WALLS:
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
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TMP 90-30
N/F GARY D BROOKS JR
DB 4858 PC 406
( IN FEET )
1 inch - 50 ft.
TMP 90E-6
N/F DANEIL
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DB 4091 PC 534
TMP 90E-7
TMP 90E-9
TMP 90F 8
N/F IAN FARIS
N/F DENNIS OR
N/F ICNACI OR
DB 4163 PC 261
uivw V OCONNOR
TARA L D
IMPERVIOUS AREAS: THE TOTAL OVERALL SITE IMPERVIOUS AREA CAN NOT EXCEED 377
PER THE APPROVED ZMA APPLICAT70N 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 (35.39 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 EASEMEN T• ALL PROPOSED GRADING SHALL BE CONSTRUCTED ON SITE OR WITHIN
EXISTING RIGHT-OF-WAY. THERE ARE ALSO EXISTING OFFSITE
EASEMENTS FOR THE ROADWAY AND UTILITY CONNECTIONS TO THE
AVON PARK DEVELOPMENT.
NOTES:
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FOREST DISTRICT.
2) ONLY (1) DWELLING PER LOT SHALL BE PERMITTED.
3) ALL PROPOSED EASEMENTS SHALL BE DEDICATED TO PUBLIC USE.
4) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREETS 40' O.C. IN ACCORDANCE WITH
VDOT AND ALBEMARLE COUNTY STANDARDS.
5) THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE.
25
20
23
LEGEND
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LOT 29
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VILLAGE
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SIT
TMP 90-32A
N/F ROBERT SPAULS
DB 982 PC 365
VON PARK
TMP 90-30B
IL JI N/F JOHN A OR RUBY T BROOKS
TMP 90-30A DB 1191 PC 396
N/F CARY D OR MYRTLE T BROOKS
DB 1191 PC 396
EDGE OF PAVEMENT
CURB
506.71 TC
506.21 EP
PROPOSED SPOT ELEVA77ON
PROPOSED ASPHALT PAVEMENT
BACK OF CURB TBC DENOTES TOP
/
T/B DENOTES TOP OF BOX
EXISTING VEGETATIVE/LANDSCAPE BUFFER
506.71 Tw
GREEN WAY BUFFER
506.21 Bw
PROPOSED SPOT ELEVA77ON
TW DENOTES TOP OF WALL
PROPOSED EASEMENT
BW DENOTES BOTTOM OF WALL
0
DROP INLET & STRUCTURE NO.
PRESERVED STEEP SLOPES
DRAINAGE PIPE
MANAGED STEEP SLOPES
BENCH MARK
PEDESTRIAN AND VEHICLE ACCESS
4
VDOT STANDARD STOP SIGN
PROPOSED CONCRETE
F
PROPOSED HANDICAP PARKING SPACE
PROPOSED & EXISTING GUARDRAIL
«
PROPOSED ASPHALT STRIPING
PROPOSED FENCE
EXISTING CONTOUR
OO 00 Qo
Qo 100 YR. FLOODPLAIN
zoo
200
PROPOSED CONTOUR
VICINITY MAP
SCALE: 1" = 2000'
0
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LOT 30
-36,4vu sF
0.83 ACRES
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
Lic. No. 035791 �
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NOTE: ALL STREETS WITHIN THE DEVELOPMENT SHALL BE MARKED
WITH NO PARKING SIGNS ON BOTH SIDES OF THE ROADWAY.
LOT AREA TABULATION
LOTNUMBER
LOTAREA(SF)
BUILDABLE AREA (SF)
1
2448
1405
2
1151
911
3
1152
912
4
2169
1427
5
2007
1303
6
1566
1237
7
1568
1237
8
2050
1338
9
1971
1273
10
1541
1211
11
1535
1205
12
1994
1292
13
2509
1713
14
1226
986
15
1226
986
16
2414
1659
17
2301
1567
18
1681
1351
19
1681
1351
20
1222
982
21
1679
1350
22
2297
1560
23
2141
1408
24
1549
1219
25
1130
889
26
1559
1225
27
1559
1229
28
2134
1427
I
NOTE:
i. ALL WATERLINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE
STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BYTHE
BUILDING DEPARTMENT.
2. WHERE THE FLOOD LEVEL RIIMS OF PLUMBING FIXTURES ARE BELOW THE
ELEVATION OF THE MANHOLE COVER OFTHE 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 DRAIt
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
DIP
OFFERS
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)
DB.PG. -
AREA PROPOSED ONSITE
LANDSCAPE BUFFER
2o' GRADING
NOTE: IF TREES RE LOCATED WITHIN 5' OR LESS OF THE PROPERTY
DB.3291
EASEMENT
PG.607
LINES ADJACEN TO TMPgoF-A2, TMPgoF-T--42, TN q& -F-43,
TMPgoF-F-44, T E DEVELOPER SHALL REMOVE THE TREES ON THE
ADJACENT PRO ERTIES: THE REMOVAL OF S WILL BE
C rn
SUBJECT TO TH EXISTING PROPERTY OW ER'S WRI N APPROVAL.
"0
CO
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ACSA PROPOSED
I 0.
v W
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WATER SCRIM FENCE
LANDSCAPING WITHIN 15' \ FENCE
o w
0-
LANDSCAPE BUFFER THAT TANK ALONG
0.
W
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q
PROPERTY SHALL HAVE NIF ALBEMARLE COUNTY LINE
o
SIMILAR LANDSCAPING TO SERVICE AUTHORITY
y
WHAT WAS PLANTED WITH DD,13571 PC 277
1
THE LATEST AVON PARK PROPOSED 15' LANDSCAPING ---
STORAGE TANK SECURITY EASEMENT (LANDSCAPED
PROPO�io'
FENCE IMPROVEMENTS PLAN BUFFER AREA) PROPOSED
L DB.
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LANDSCAPE
DB EASEMENT
SIGN (TYP-)
+
5' REAR SETBACK 1
7 60,
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PROPOSED5'
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DB 3692 PG 319
PROPOSED 20' S
EMERGENCY ACCESS
°02'03"W 3.10'
MILLING AND OVERLAY
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//,IMPROVED ASPHALT
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TMP 90-30 VERTICAL FENCING (BOARD BUFFER AREA)
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NIF GARY D BROOKS JR
DB 4858 PC 406 I -PROPOSED 3 BOARD FARM
FENCE ALONG PROPERTY LINE
(*) DENOTES THE LOCATI N OF THE AFFORDABLE UNIT
I THE DEVELOPMENT. PE PROFFER #i, THERE SHALL BE (6)
DABLE HOUSING UNITS ITHIN THE DEVELOPMENT.
PROPOSED CG-6 CURB
NO PARKING
-- - - SIGN (TYP.) N59'18'07" W 111,072.99'(T)
PROPOSED io' LANDSCAPING
EASEMENT (LANDSCAPED
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DB. PG.
TMP 90-30A
NIF GARY D OR MYRTLE T BROOKS
DB 1191 PG 396
GRAPHIC SCALE
( IN FEET )
1 inch - 30 ft.
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B 3571 XG 272 X
NOTE: INDIVIDUAL PRIVATE DOMESTIC WATER
BOOSTER PUMPS SHALL BE PROVIDED IN
EACH HOME TO MEET THE MINIMUM WATER
PRESSURE REQUIREMENTS.
NOTE: PROPOSED STORM SEWER SHOWN IS
CLASS III RCP. THE CONTRACTOR MAY SELECT
A VDOT APPROVED MATERIAL IN LIEU OF THE
CL. III RCP FROM THEIR APPROVED LIST
PROVIDED ALL PIPE, PIPE BEDDING, BACKFILL
AND INSTALLATIONS ARE IN ACCORDANCE
WITH THE CURRENT VDOT STANDARDS. ANY
PIPE MATERIAL PROPOSED AS CL. IV RCP
SHALL NOT BE SUBSTITUTED WITH ANOTHER
PIPE MATERIAL.
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�AN D TIE-IN TO EXISTING
DI WATERLINE
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PF TO THE PROPOSED DRAINAGE SYSTEM.
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TMP 90-30
1i CARY D BROOKS JR
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NOTE: ALL PUBLIC WATER AND SEWER
FACILITIES SHALL BE DEDICATED TO
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AUTHORITY
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(2) 6" G.V.
PROPOSED 25'
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PROPOSED TYPE A
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NOTE: ALL PUBLIC WATERLINE
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XX PROPOSED 8" HDPE ROOF \ DB. / i / / / w I NOTE: ALL TH UNITS SHALL HAVE ROOF (0o o M
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1 ° D G� 90 SYSTEM W/ io' / I I I I N
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_EASEMENT — zo' PUBLIC / / / / SYSTEM W/ D I I I I ESMT I I I I I I I � HDPE ROOF DRAIN I
I I 11 A DB. PG. DRAINAGE ESMT / / / / PRIVATE DB. PG.
I A \ TMP 90-30 _ DB PGro' PUBLIC UTILITY I
I I v NIF GARY D BROOKS JR / / / / DRAINAGE I I ESMT I I I I I / / T1lP/90-30B /
\ \, 4858 PC 406 / / EASEMENT / DB. PG. I I I I 1 / / �— / / l l l / NIF JOHN A/OR RUBY1 T BROODS' p Lu
V 4 DB. PG
/ I I I �l l / l/ DO' 1191 Pa 396 / a
XISTING MANAGED STEEP SLOPES TO REMAIN / / / / f TMP b0-36A I I I I I I I JOB NO.
A i/ NOTE: ALL PUBLIC WATERLINE NIF GARY D OR )MYRTLE BROOKS I I I I I I I I I I GRAPHIC /SCALE I I I 112066
_Ln
NOTE: ALL PUBLIC WATER AND SEWER / / EASEMENTS SHALL BE PLATTED PRIOR / / DB 1 �1 PG/ 396 I I I I I I 30 I 0 / 0 30 / so I I 120 / SCALE FACILITIES SHALL BE DEDICATED TO TO FINAL SITE PLAN APPROVAL / f I I / I I
I I THE ALBERMARLE COUNTY SERVICE / / / / / / / / I I I I / I I I I 1�� = 30,
I I I IV AUTHORITY / / / / / / / / I I I I I I I I I I I I ( ]N )EET ) / SHEET No.
I / / i I I I I l I l l
I I / / / / / / / I I I I I I I inch 30 Ift. I / / 5
i
GENERAL CONSTRUCTION NOTES FOR STREETS
1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE
DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION.
2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE
SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS
NOT OBTAINABLE A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL.
J. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY
THE COUNTY. ALL DRAINAGE OU7FALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE.
4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF
CONSTRUCTION. 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 SEC77ONS ARE INSTALLED, ALL RESIDEN7AL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1.
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL,
SHALL BE STRICTLY ADHERED TO.
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE
PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID.
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE WRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE
ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL.
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS
11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS.
12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND
GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES.
13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY
INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S WDEO CAMERA INSPECTI0N PROCEDURE AND WITH A VDOT
OR COUNTY INSPECTOR PRESENT.
ROAD NOTES
GRADING:
1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE WRGINIA DEPARTMENT OF TRANSPORTATION
SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCT70N METHODS OF THIS PROJECT.
2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY, IT SHALL BE REMOVED FROM THE ENTIRE ROAD RIGHT OF WAY WIDTH AND
REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SATISFACTION OF THE ENGINEER.
J. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE EASEMENT. OTHER TREES AND VEGETATION WHICH
OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED.
4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCT70N OF THE SUBGRADE.
DRAINAGE
1. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ONE (1) FOOT
2 STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE FIELD COND177ONS INDICATE.
J. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES
AND SHALL BE PLACED IN ACCORDANCE WITH THE ORGINIA DEPARTMENT OF TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS.
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SA7SFACTION OF THE ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A
POINT DEEMED AS NATURAL WATER COURSE.
PA VEMEN T.-
1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE BASE MATERIAL. IF THE SSV VALUES
ARE LESS THAN 10, THE DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION.
2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACT70N BEFORE BASE IS PLACED.
J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWNG THE MATERIAL MEETS REQUIRED GRADAT70N FOR TYPE I, lI, OR Nl PRIOR TO
PLACING AGGREGATE BASE.
4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE SURFACE COURSE IS BEGINNING AT THE COMPLETION OF
THE INSTALLATION OF THE AGGREGATE BASE. IN THE EVENT THAT THE SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL REQUIREMENT
WILL APPLY.
TYPICAL ROAD SECTIONS
NTS
NOTES:
1. SEE PAVEMENT DESIGN CHART ON THIS SHEET FOR ROADWAY DEPTH REQUIREMENTS.
2. STREET WIDTHS SHALL BE IN ACCORDANCE WITH ALBEMARLE COUNTY AND FIRE AND RESCUE STANDARDS & WILL PROVIDE ADEQUATE WIDTHS.
- SiREET �w-o
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�ASPNALT TOPCOAT
d
Ebfr GROUND 165' PUNTING S)R/P 'CUTTER IRAYELWAY 1RA4£LWAY I PARKAVC LANE
MST GROW
EMST. GA
£MST. GROW
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 ORGINIA DEPARTMENT OF TRANSPORTATION (VDOT).
THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY
DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF
VDOT UNLESS OTHERWISE NOTED.
J. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION
CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2.1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER
SLOPES OF 3: 1 OR BETTER ARE TO BE ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM KITH THE WRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL
DEVICES
8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS Ill.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLA77ON MUST COMPLY KITH 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.
CURB
d
4VTIER
TYPICAL PUBLIC H.4TH.4WAY STREET SEL'TION FITH PARTYING ON ONE SIDE (55.5' WIDTH ROW)
25 MPH DESIGN SPEED
NOT TO SCALE
TYPICAL PRIMATE DESOTO STREET SECTION WITH NO PARKING (49 ' WIDTH ROW
25 MPH DESIGN SPEED
NOT TO SCALE
5'
TYPICAL PRIMATE ANOAV COURT SECTION WITH PERPENDICULAR PARKING (55.5' WIDTH ROW)
Z5 MPH DESIGN SPEED
NOT TO SCALE
1 j " SM-9.5A
SURFACE COURSE
3" BM-25
INTERMEDIATE COURSE
6" COMPACTED AGGREGATE -
BASE COURSE, VDOT #21A
ORTIMATE DEPENDING
C LIMITS \���M�\���\�/�\/���\��\��
AND UNDERDRAINS
COMPACTED
SUBGRADE
ASPHALT PAVING - ROADS
NO SCALE
PROPOSED 1" SM-9.5
OVERLAY
EXISTING
PAVEMENT
EX. STONE
SUBBASE
COMPACTED
SUBGRADE
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ASPHALT PAVING - MILL/OVERLAY
NO SCALE
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TMP 90-31
5.262 AC
229,211 SF
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TRIP GENERATION
SCALE: 1" = 200'
TRIP GENERATION CALCULATIONS
TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION)
TOWNHOME UNITS - CODE 230
ANOKO CT & DESOTO DRIVE (WEST): 16 UNITS PROPOSED SECTION OF HATHAWAY ST.: 28 UNITS
ADT: 94 VPD (47 ENTER/ 47 EXIT) ADT: 164 VPD (82 ENTER/ 82 EXIT)
AM PEAK: 7 VPH (1 ENTER/ 6 EXIT) AM PEAK: 12 VPH (2 ENTER/ 10 EXIT)
PM PEAK: 8 VPH (6 ENTER/ 2 EXIT) PM PEAK: 15 VPH (10 ENTER/ 5 EXIT)
DESOTO COURT & DESOTO DRIVE (EAST): 12 UNITS
ADT: 34 VPD (17 ENTER/ 17 EXIT)
AM PEAK: 5 VPH (1 ENTER/ 4 EXIT)
PM PEAK: 6 VPH (4 ENTER/ 2 EXIT)
Pavement Design
RF= 1.0
Location ADT HCV Design 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 21 B 5 0.6 11.75
Desoto Drive, Court & Anoko Court 94 5 144 4 4 8.01 SM-9.5 1.5 2.25 BM-25 2.5 2.15 21A 5 0.6 11.75
Access Road- Asphalt SM-9.5 0 2.25 BM-25 0 2.15 21A 8 0.6 4.80
3--/-r
EMT(FUND
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T APO(N0
ES
TYPICAL PRIMATE DESOTO COURT SECTION
WITH PERPENDICULAR PARAZIVU - 47' PRIMATE ROAD
(PRIVATE ACCESS EASEMENT)
25 MPH DESIGN SPEED
NOT TO SCALE
GI
I STONE
NE SUBBASE d
2' SW-9.59.$
ASPHALT TOPCOAT
EMST G'ROUND
EMST GROUND
4r ASHVA Y
MAMMY
2W' AIX EAg T
TYPICAL ASPHALT EAlERGENCY ACCESS SECTION
DRIVE#'.AY SHALL HAVE A 29 SUPERELEV.4TION TO THE EAST
NOT TO SCALE
WIN
EMST. (ROUND
;COTT/R. CtTLLINS_Z
Lic. No. 035791,a
4/26/21 ,�fj
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ASPHALT PAVING - MILL/OVERLAY
NO SCALE
C
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11
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TMP 90-31
5.262 AC
229,211 SF
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TRIP GENERATION
SCALE: 1" = 200'
TRIP GENERATION CALCULATIONS
TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION)
TOWNHOME UNITS - CODE 230
ANOKO CT & DESOTO DRIVE (WEST): 16 UNITS PROPOSED SECTION OF HATHAWAY ST.: 28 UNITS
ADT: 94 VPD (47 ENTER/ 47 EXIT) ADT: 164 VPD (82 ENTER/ 82 EXIT)
AM PEAK: 7 VPH (1 ENTER/ 6 EXIT) AM PEAK: 12 VPH (2 ENTER/ 10 EXIT)
PM PEAK: 8 VPH (6 ENTER/ 2 EXIT) PM PEAK: 15 VPH (10 ENTER/ 5 EXIT)
DESOTO COURT & DESOTO DRIVE (EAST): 12 UNITS
ADT: 34 VPD (17 ENTER/ 17 EXIT)
AM PEAK: 5 VPH (1 ENTER/ 4 EXIT)
PM PEAK: 6 VPH (4 ENTER/ 2 EXIT)
Pavement Design
RF= 1.0
Location ADT HCV Design 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 21 B 5 0.6 11.75
Desoto Drive, Court & Anoko Court 94 5 144 4 4 8.01 SM-9.5 1.5 2.25 BM-25 2.5 2.15 21A 5 0.6 11.75
Access Road- Asphalt SM-9.5 0 2.25 BM-25 0 2.15 21A 8 0.6 4.80
3--/-r
EMT(FUND
EMST &VOUND
T APO(N0
ES
TYPICAL PRIMATE DESOTO COURT SECTION
WITH PERPENDICULAR PARAZIVU - 47' PRIMATE ROAD
(PRIVATE ACCESS EASEMENT)
25 MPH DESIGN SPEED
NOT TO SCALE
GI
I STONE
NE SUBBASE d
2' SW-9.59.$
ASPHALT TOPCOAT
EMST G'ROUND
EMST GROUND
4r ASHVA Y
MAMMY
2W' AIX EAg T
TYPICAL ASPHALT EAlERGENCY ACCESS SECTION
DRIVE#'.AY SHALL HAVE A 29 SUPERELEV.4TION TO THE EAST
NOT TO SCALE
WIN
EMST. (ROUND
;COTT/R. CtTLLINS_Z
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4/26/21 ,�fj
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3--/-r
EMT(FUND
EMST &VOUND
T APO(N0
ES
TYPICAL PRIMATE DESOTO COURT SECTION
WITH PERPENDICULAR PARAZIVU - 47' PRIMATE ROAD
(PRIVATE ACCESS EASEMENT)
25 MPH DESIGN SPEED
NOT TO SCALE
GI
I STONE
NE SUBBASE d
2' SW-9.59.$
ASPHALT TOPCOAT
EMST G'ROUND
EMST GROUND
4r ASHVA Y
MAMMY
2W' AIX EAg T
TYPICAL ASPHALT EAlERGENCY ACCESS SECTION
DRIVE#'.AY SHALL HAVE A 29 SUPERELEV.4TION TO THE EAST
NOT TO SCALE
WIN
EMST. (ROUND
;COTT/R. CtTLLINS_Z
Lic. No. 035791,a
4/26/21 ,�fj
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SHEET NO.
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CC-9D
EXISTING OR PROPOSED
SIDEWALK OR SIDEWALK SPACE
EXPANSION JOINT
A�
/2 WIDTH OF ENTRANC
EXPANSION JOINT
CURB INCLUDED
ENTRANCE GUTT
C
J
l=J
" 0
PEDESTRIAN ACCESS ROUTE DETAILS WITH &
FLOW LINE
i WITHOUT UPAVED SPACE
a
w ENTRANCE WIDTH ADDITIONAL RIGHT-OF-WAY IS REQUIRED IF THE LIMITS
V-3"
F DESIRABLE MINIMUM 16' OF PEDESTRIANACCESS ROUTE 91 EXTEND BEYOND
3 EXPANSION JOINT ABSOLUTE MINIMUM 12, OR PROPOSED VDOT RIGHT -OF WAY,
EXISTING
15"
EDGE OF PAVEMENT
,
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT . s, • h.. ,
A PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
HALF PLAN
FACILITY THAT CAN BE APPROACHED. ENTERED
AND e. • �. • �•
USED BY PEDESTRIANS.
e•o e
�e•e•o.o
1R IF PEDESTRIAN ACCESS ROUTES N ARE BEING
PROVIDED. SARPIS
REQUIREWITAMAX.2Y. COSSLOE.
SECTIONoB-B
WHEN USED IN CONJUNCTION WITH STANDARD
OR CG-7, THE CURB FACE ON THIS
y'-p••
STANDARD IS TO BE ADJUSTED TO MATCH
STAIN
UNPAVED SIDEWALK SPACE
PARABOLIC THE MOUNTABLE CURB CONFIGURATION.
SPACE
CURVE
•C,
e.
®
®
n
NORMAL CUTTER ® _�-
•
-- x
----------- -x
s.
e. s
.p •P. p• •n.• I XXX
e.e•e •e.e
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*0%TO 10%CHANGE
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4 4o
SECTION C-C
6" AGGREGATE BASE
CLASS A3 (LES.I CONC.
TYPE )SIZE 21B
2•-0"
12% MAX. SLOPE
POINT OF GRADE CHANGE
FOR CURB AND CUTTER ONLY iH
• Ii. • �, - p•
z x 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
, G ' . p
FOR SIDEWALK CURB PAID CUTTER
x x X 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST ID' INTERVAL PAID
's•
BUILT CONCURRENTLY
B % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
•o,ee ee oe ee
SECTION A -A
SECTION D-D
XV00T
STANDARD ENTRANCE GUTTER
SPECIFICATION
REFERENCE
ROAD AND BRIDGE STANDARDS
VIRGINIA DEPARTMENT OF TRANSPORTATION
502
SHEET 1 OF 1
I REVISION DATE
07/15
203.03
GR-2, 2A
27-Y4" MIN 28-Y4" MAX RAIL HEIGHT
6'-3"
X
IJ J �J
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 IFAND
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 15C 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 OR-2A RAILa" HALL BE MAINTAINED AT A
HEIGHT OF 27{'4" MIN - 28 MAX AS MEASURED PER
STANDARD GRANS.
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 ON THE BACK OF THE POST FOR
STANDARD OR-2A SHALL BE APPROVED BY THE ENGINEER
PRIOR TO INSTALLATION.
3`)�2' 3'-11/i' 3'-IVi' 3'-11/2'
i,�J,aJAt!A1' IAtYA)'!A" !q�lA"l.J7aT rWn
III
GR-2A
C3'-1%2' POST SPACING)
MAX DYNAMIC DEFLECTION - 2'
x OPTIONAL GR-2A METHOD x OPTIONAL GR-2A METHOD
USING NESTED RAIL USING ADDITIONAL
RAIL ON BACK OF POST
x WHEN NESTED RAIL OR ADDITIONAL RAIL IS PLACED ON BACK OF POST
FOR GR-2A THE POST SPACING WILL BE W-3".
FLARE RATES
DESIGN
SPEED
INSIDE
SHY LINE
BEYOND
SHY LINE
MPH
SHY
LINE
LS
FLARE
RATE
FLARE
RATE
70
9'
30-1
15:1 *
60
8'
26-1
14:1 •
50
6.5'
21:1
11:1 •
40
5'
16:1
8:1 •
30
IV
13�1
7�1 •
• SUGGESTED MAXIMUM FLARE RATE
FOR SEW -RIGID BARRIER SYSTEMS.
,VD❑T A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION
STANDARD BLOCKED -OUT W-BEAM GUARDRAIL REFERENCE
ROAD AND BRIDGE STANDARDS
SHEET 1 OF 2 REVISION DATE (STRONG POST SYSTEM) sols
50104 DB/14 VIRGINIA DEPARTMENT OF TRANSPORTATION
OF 47 2" R
CURB
4
13»
,a
1
a
4,
d
• �Jf 6.. 2'
STANDARD CG-6
CURB & GU TTER
NO SCALE
1 (VARIABLE WIDTH)
'14" CONC.
3000 psi MIN.
VDOT #57,#68, OR #78
STONE BASE UNDER CURB
& CHECKED BY VDOT
PRIOR TO PAVING AND/OR
BACKFILLING.
CG-12 I
NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS)
GENERAL NOTES:
REQUIRED (CG-2RCG-3 IN LINEAR FEET)
DETEC`TABEE
WARNING SURFACE(AREA IN SQUARE YARDS)
1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES.
EACH OF THE ABOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD
BE SUMMARIZED FOR EACH CURB CUT RAMP.
2. DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR
DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET
SIDEWALK RAMP 12�1 MAX
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE
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 11/2'.
`
6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS
ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER.
5'MIN
7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED
12 T
BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER
12;1 MAX S
AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY
CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED,
OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS
AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NOT
TYPE B
BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE
PARALLEL
HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL
ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED
AND USED BY PEDESTRIANS.
B. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT
1
THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS
12:1MAX-,; a�
PERPENDICULAR TO THE CURB.
KX
g'MIN
��
9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADII CANNOT
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
4' MINTR
TRAFFIC, REFER TO STANDARD CC-13, COMMERCIAL ENTRANCE (HEAVY
AT * 2" HIGHER THAN
TRUCK TRAFFIC) FOR CONCRETE DEPTH.
,
EDGE OF PAVEMENT
10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH,
\
\ AT XX . SAME AS TOP OF CURB
THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH.
11. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR 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' • 4'
LANDING AREA MAY INCLUDE THE GUTTER PAN.
12. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF
TRUNCATED DOME Cn
m
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
o
-�"0_0_
WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD
0 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 O OO O O TT
LANDING RAMP +
0 0 0 0 0 0 0 0 0 0 0 l a
a 0 0 0 0 0 0 0 0 0 0 iv
0 0 0 0 0 0 0 0 0 0IR
0 0 0 0 0 0 0 0 0 0
5OX-651 OF BASE DIAMETER TOP DIAMETER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DETECTABLE WARNING o
AT BACK O1 CURB _ 0.9"-1.4"
I VARIABLE FULL WIDTH OF RAMP FLOOR
SEE NOTE 12. F- BASE DIAMETER
_ _
(-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
(GENERAL NOTES)
VIRGINIA DEPARTMENT OF TRANSPORTATION
105
502
SHEET 1 OF 5
REVISION DATE
07/15
203.05
/
OR-2, 2A
b
ji3WASHER^3ez18"
all
6`..
y
14-6-I
8'
BOLT --7
&
HOL
Ya Efix"
HOLE
NUT
YGAYV.
6"x 8"zi'-2" TREATED
6 z6 x1-2PINE
HOLE8
BLOCK OR
RECYCLED MATERIAL.
�<0
TREATED PINE
BLOCK OR
RECYCLEEL
10D o
MATERIAL
COMMON NAIL w
SEE NOTE 5. w
6" WIDE BLOCKOUT
FOR USE WHEN REPAIRING DAMAGED GUARDRAIL
6"z8"z1'-2" 0
TREATED -
CONTAINING STEEL BLOCKOUTS.
PINE BLOCK z
BLOCKOUT FOR MAINTENANCE
TREATED
71"
REPAIR ONLY
SOUTHERN PINE
�9
I v
/Y4"
LESS THAN V-O"
/e" HOLE
6x8 WOOD POST
4"x B"xl'-2" TREATED
PINE BLOCK.
STRONG
POST
THE CRT POST IS FOR USE WITH THE
4" WIDE BLOCKOUT
B'-0" POST GUARDRAIL
REQUIRED
STANDARD GR-10 TYPE IIIOR WHERE
STFfpFR
BY THE ENGINEER IN THE
PLANS.
Ty
�
DETAIL A 4,
Y4" DIA
POST MAY BE HOT ROLLED OR WELDED.
HOLE
v
GUARDRAIL INSTALLATION
--_
r�bLes
SITES REQUIRING LONGER
II 4CGUARDRAIL
POSTS
:IjN
y 3
II
�
I s
4„
J
NOTES+
Z
U z TREATED
�" 10" BOLT TREATED PINE w
1 ALL BOLTS, NUTS, WASHERS, AND OTHER
N NUT BLOCK OR o
STEEL ITEMS ARE TO BE GALVANIZED.
_
ED - III IIII -III
II RECYCLED w
II MATERIAL w
2. ALTERNATE TYPE POSTS AND BLOCKOUT MAY
v
BINTERCHANGEDO PROJECT WITH
w6x8.5 OR i
ON THATAN
HE RESTRICTION THE SAMEyPEO
W6x9 g
POST AND BLOCKOUT MUST BE USED IN ANY
II
SINGLE RUN OF GUARDRAIL.
-
II 0
- -_ -
It OPTIONAL HOLE t°
3. FOR DETAILS GUARDRAIL ELEMENT SPLICE
II 70 FACILITATE
I GALVANIZING
JOINT, HARDWARE, ETC. SEE SHEET NOS. 501.01
AND 501.02.
31/2' DIA
HOLES ,l
AIrHOLES
_I IuT
q
4. DRIVE NAIL BOTH SIDES WITHIN 2" OF THE
TOP OR BOTTOM OF BLOCKOUT AFTER " x 18
BOLT IS INSTALLED.
IN POSTS
8•'
AND BRACKETS
TO OU %4' DNA.
CRT POST
STEEL POST
SPECIFICATION
A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE.
XVD❑T
REFERENCE
STANDARD BLOCKED -OUT W-BEAM GUARDRAIL
ROAD AND BRIDGE STANDARDS
z316
(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 4 TURNBUCKLES
2'x2' HARDWOOD STAKE
CUT 8 REMOVE BURLAP FROM TOP
1/3 OF BALL AS SHOWN
SCARIFY SUBSOIL TO 4" MIN. DEPTH
MULCH SAUCER
FINISHED GRADE
TREES UP TO 4" CAL. SHALL BE STAKED.
TREES 4• CAL. OR LARGER SHALL BE
GUYED WITH 3 EQUALLY SPACED
TWISTED, #12 GAUGE WIRE WITH HOSE
AND TURNBUCKLES. LOOP HOSE
AROUND TRUNK ABOVE BRANCHES
AS SHOWN, FLAG WIRES WITH
COURVEY TAPE. REFER TO SPECS
FOR ADDITIONAL INFORMATION.
AMENDED SOIL MIX
COMPACTED SUBGRADE
EXISTING OR PROPOSED
SIDEWALK OR SIDEWALK SPACE
F
EXPANSION JOINT
C
Yz WIDTH OF ENTRANCE
EXPANSION JONT
d
O
"
0..
w
i ¢
J f
w g
rD11
ti
qE
w
J
U w
CURB INCLUDED IN
I�
ENTRANCE CUTTER
f
¢ 2
z W
2
N Q
w W
0
z
w
FLOW LINE
W
m
F
ENTRANCE WIDTH
EXPANSION JOINT DESIRABLE MINIMUM 16'
c
ABSOLUTE MINIMUM 12'
3
EDGE OF PAVEMENT
C
HALF PLAN
WIDTH OF
CG-9B
ENTRANCE
M S
-,
LIMITS OF PED.
LIMITS OF PED.
ACCESS ROUTE ® o
ACCESS ROUTE
SLOPENON-TRAVERSABLE -' UNPAVED S E:UNPAVED
SPACE
WIDTH OF
ENTRANCE
LIMITS OF PED. -
LIMTS OF PED.
LESS ROUTE ® NON -TRAVERSABLE J
RI QPF
ACCESS ROUTE IN
PEDESTRIAN ACCESS ROUTE DETAIL WITH &
WITHOUT UNPAVED SPACE
ADDITIONAL RIGHT-OF-WAY IS RE RED IF THE LIMITSN.
2'-C"
OF PEDESTRIAN ACCESS ROUTE EXTEND BEYOND
EXISTING OR PROPOSED VOOT HT -OF WAY.
RI
1 I
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
- • �' n.
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
o . o . o • o
qe �ogoq
FACILITY THAT CAN BE APPROACHED, ENTERED AND
eoo
USED BY PEDESTRIANS. IF ACCESS ROUTE IS ADJACENT
TO BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'.
SECTION F-F
)E IF PEDESTRIAN ACCESS ROUTES RM ARE BEING
PROVIDED, A MINIMUM 4' TRAVERS LE WIDTH
IS REQUIRED WITH A MAX. 27. CROSS SLOPE.
WHEN USED IN CONJUNCTION WITH STANDARD
PARABOLIC CG-3 OR CG-7 THE CURB FACE ON THIS
� UNPAVED- SDEWALK URVE STANDARD IS TO BE ADJUSTED TO MATCH TH
UNVEE
NPVE I MOUNTABLE CURB CONFIGURATION.
NORMAL GUTTER ® ® ®---------- x x
•p. C. •b% xx
•C.^ .b% •b:. '6• •�' •�o, 'be•4.4b:e *0% TO 10% CHANGE
b 41ic •ee4b='eo 441a34e4e 4 40.o CLASS A3 (H.E.S.) CONC. 1t'
6" P.GCR. BASE TYPE I •SIZE 21B V
12% MAX. SLOPE 5'•O" ® POINT OF GRADE CHANGE
FOR CURB AND GUTTER ONLY 111
FOR SIDEWALK CURB AND GUTTER x x 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
BUILT CONCURRENTLY
x x x 3 X MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND
SECTION C C B X MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
REFERENCE
502
STANDARD ENTRANCE GUTTER
c. •
�oo9a:o9o� o •o. o• o
SECTION E-E
p. b:. �.
SECTION D-D
ROAD AND BRIDGE STANDARDS
REVISION DATE SHEET I OF 1
VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.02
1992 3.38
Source: Va. DSWC
III - 401
Plate 3.38-2
iCOTT/R. CtTLLINS_Z
Lic. No. 035791 a
4/26/21 ,�f
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JOB NO.
112066
SCALE
AS NOTED
SHEET NO.
6A
ACSA GENERAL WATER & SEWER CONDITIONS (June 27, 2019)
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE
AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR
NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE
THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF
UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION.
3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED
WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE
ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN
INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS
NECESSARY.
4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT
EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION
SPECIFICATIONS, AS ADOPTED BY THE ACSA.
5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY
(1-800-552-7001).
7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF
(3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE
CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE
LATERALS AND WATER LINES, ETC.
8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF
ROADSIDE DITCHES.
9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE
RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE.
io. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
ii. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO- LEAD
REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014
(SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL
BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA
LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS.
VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED
BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION
SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE
OBTAINED BY THE CONTRACTOR.
13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE
PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL
SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS
DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER
PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE.
VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM
OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING
INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER
AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE
CONTRACTOR.
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL
IS GIVEN BY THE ACSA.
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
D
P�4"vL B, INITIAL BACKFILL 624 IN IS.
MI\ MIN. IN. MIN.
��1 6" BEDDING
#68 STONE
* STABLE SOIL ROCK
' SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE.
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
a INITIAL BACKFILLYZTO'
UNSTABLE B^ B" MIN MINSTONE
RANULAR FILL AS
A�PPROVED BY ACSA
S ABL SOIL 0 ROCc( ABLE SOIL OR RC
NOTE
1.1110 ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2.1110 ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFILL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
NTS
FIG. W-2
TD-2
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY,
VARIES
1 5' r110
I 5' III ._. I _15' 1 I r
I
WATER SEWER
3 A
EA
EA
LOCATION OF OTHER UTILITIES
/(GAS, ELECTRIC, TELEPHONE, CABLE, ETC,)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER E SEWER 30' MINIMUM
x SEE PART 3, PARAGRAPH ➢1 SEPARATION OF WATER B. SEWER SYSTEMS.
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90• TO THE RIGHT OF WAY.
UTILITY LOCATIONS & EASEMENT WIDTHS
a
NITS
FIG. W-1
TD-1
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
TO IT DEPARTMENT APPROVAL.
FINISHED GRADE
VALVE BOX W/ LID
T T M.J. GATE VALVE
LA
WATER V2'.
2500 P-SJCONCRETE°G AREA.
THRUST BLOCK
A°
a •
NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
TD-9
151/2" E.J.I.W. 1574 CAST IRON CLEANOUT FRAME AND LID
SO 1/4" INSTALLED FLUSH WITH FINISHED SURFACE
CONCRETE COLLAR POURED
SEE PAVEMENT
7 1R"
AROUND CLEANOUT COVER
EXISTING GRADE REPLACEMENT
(3500 PSI)
REQUIREMENTS
PVC FEMALE CLEANOUT ADAPTER
'
WITH INVERTED NUi SCREW CAP OR
•' •'':
FLAT SLOTTED SCREW CAP
KOR-N-SEAL No. S406-10 AWS"
" WITH 10 1/4" BAND
PVC PIPE SEE BACKFILL AND
BEDDING
45° BEND REQUIREMENTS
PVC PIPE SEWER UATERAL
FUTURE,
--- SANITARY LATERAL WYE
1 1
1�------------
i
BOTTOM OF TRENCH SECTION 'A -A'
SEWER
_ A CUSTOMER I EASEMENT OR RIGHT-OF-WAY
FUTURE
SANITARY LATERAL
(WHEN INLINE LAYOUT REQ'D)1
CAST I0.0N CLEANOUT
IISIl
FRAME AND LID
- - - - - -
cI^-
N
L{L
_
�.E SEWER LATERAL
A
A
CONCRETE 45° BEND
COLLAR
-
PLAN VIEW
- - _
STANDARD SANITARY CLEANOUT
IN PAVED AREAS
1A BEND
FM0III
&�:.-
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
VOL.
TEE AND PLUGS
VOL.
SIZE
OF
(FEET)
CU.YD.
(FEET)
CU.YO
BEND
L
H
T
L
H
T
90
2.50
2.50
3.01
0.24
4" & 6"
45
22 1/2
2.00
1.50
2.25
2.00
2.60
2.52
0.15
0.10
2 00
225
2.50
0.15
11 1/4
1.50
2,00
2.50
0.10
90
3.66
3.16
3.21
0.48
8'
45
2,66
2,66
2.77
0.26
22 1/2
1.66
2.16
2.69
0.13
3.18
2.9t
zss
D.3z
11 1/4
1.66
2.16
2.67
0.13
90
4.83
3.83
3.42
0.83
45
3.33
3.58
2.95
0.43
383
4.00
2.83
0.52
22 1/2
2.33
2.50
2.86
0.24
11 1/4
1.83
2.33
2.84
0.184
I. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE - CHANGES DIRECTION, CHANGES
SIZE, DEAD ENDS AND AT VALVES.
2, USE 2500 P.S.I. CONCRETE.
3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT.
C THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF
ALL THRUST BLOCKS.
CONCRETE THRUST BLOCKS
NTS
He W-3
TD-3
" ^MIPRES9g1 " 3/4" MNE PIPE COUPLING
PMUPD E0.1PL
t• TiPE •IC
SOlf [CPIRA
FOR USE M ATTAWEO 9NOLE FAMILY
REDAND ARTIAL ON XCESSERY m DUAL REslDwnu
AND IraBwnm sxncE,R.
I'tl'tl• lf01.
77
NO ENO SYFAnD mnIXS
DUAL SERVICE
2
1- COYPREMON r 31C UAL£ PIPE COUPLING
OResmoVG EGuu
r nPE
D WP FR
EDN uDN oERrwly
REINDEARD EDE WERE AN W
Y. 5MOE PROV00
SINGLE SERVICE
NOTE
1) SADDLES "LI BE U¢D ON PVC PPE
TYPICAL SERVICE LATERAL INSTALLATION
(5/8" & 1" METERS)
NTS
FIG. W-6A
ID-10
F
Z
I
A T
12" f J
3000 PSI CONC. BASE
BENCH SLOPED TO FLOW
CHANNEL 1/4" 1' MIN
BRANCH
FLEXIBLE CONNECTION J NOTE:
WITH STAINLESS STEEL ALL CONNECTIONS TO
BAND EXISTING MANHOLES SHALL
BE CORED AND A FLEXIBLE
w CONNECTION BOOT "
J
70 INSTALLED
TYPICAL MANHOLE PLAN
SHOWING BRANCH TIE - IN
NTS
FIG. S-1-B
TD-27
Top View
6" MINIMUM
a
°
4' MI
°( A
a 4" MINIMUM
NOTE: RESTRAINED JOINT FITTINGS.
Side View
42" Minimum
ZA
"'B"caLlon of 95ZKthe
1 11
compaction required4
Galvanized SteW12 x 14 (min3' min. penetration i45soil , or as approved< /
ACSA.
TYPICAL THRUST BLOCK IN FILL AREA
NTS
FIG, W-38
TD-5
NOTE, MIN. 60- DIAMETER MANHOLE
REGUIRED.
I=
•sEP
C(FSP.t CROP MANIOLE PVC CROSS
\ol z. USE APPROVED FLEXIBLE RUBBER
n 110I
9 _
"' L GPSKEfEp
'Ill STOP OEMPL[Nc
oE, e7•
DROP PIPEPIPE STRAPS
(STAINLESS STEEL)
0 SPACED EVERY
r VERTICALLY }ljL
90' RESTRAINED BEND
SERER
NFULEET
A 'I "E
1.1 A " WAIN
• 4."A •.A •e.. SERI
PIPE
PLAN
PROFILE
MIN. 6' BEDDING WITH NO. 69 STONE
L HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA BUT SHALL NOT BE LESS THAN TWO
(2) FEET.
2 VERTICAL DROP PIPE SHALL BE STIR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTE DTC
THE DROP FRTING WITH STANDARD GASKET JOINT.
3-VERTICAL DROPPIPESHALLBE STRAPPEDTOTHE MANHOLE AT PIPE JOINTS. STRAPSSHALL 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 FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO TH E FLOW.
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
7. MIN IM UM 72' DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR
TWO 8" DIAMETER DROP CONNECnONS.
STANDARD INTERNAL DROP CONNECTION
N.T:S.
FIG. S-1-C2
TD-30
�E
E
n�
n
Q \E
UP
\E
_E
-�
uHE . o
,
0
cEax
S E o
LE
sEs�
� E o E LE0
0
Q'
m$EW
ry.�yU
33
_
wo
�
"mz
N
E
J
m E
�o
E _ =E
Ea
E
F
vLNj
.
a
\E a
�E
E
„`'0
O
nOt
<
_
:@:rE �E
o
v E a
5E
E
1.
^N w
r 12
a
0
I
TYPICAL
MANHOLE FRAME &COVER
N.T.S
FIG STO
TD-31
FINISHED GRADE
TI�f�T -IT -71F;7ITI-7T(-TIr-ITT-7 -
TRENCH
e "' REDUCER
e
RE-2500 P.S.I. CONCRETE THRUST BLOCK
- - - - - - - - - - - - - - - - A B
UNDISTURBED SOIL 16' MN
} PROFILE VIEW
UNDISTURBED SOIL - EDGE " T
- - OF TRENCH- • 24 MN
------ - -
----
REDUCER 6' MN
___4
2500 P.S,I. CONCRETE THRUST BLOCK • SIR MN
-- --- -e. `a --------------
UNDISTURBED SOIL - EDGE
OF TRENCH •'° 24" MN.
NOTES: PLAN VIEW
NOT TO SCALE
NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE
PLASTIC SHEETING AS PROTECTION FOR BOLTS.
3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF
TRENCH, OR AS APPROVED BY THE ACSA.
3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE
ACSA.
CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH,
THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF
ALL THRUST BLOCKS.
TYPICAL REDUCER THRUST BLOCK
NTS
FIG. W-3D
TD-7
,- -,.---
9
COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE UD FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-13
SEWER SERVICE LATERAL CONNECTION NOTES:
1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS
INDICATED THE TOP CROWN ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 02' HIGHER THAN THE
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
TO THE MANHOLE.
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
BE CONNECTED USING A PIPE SADDLE.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �I
(1/4" PER FOOT )
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN
DIAMETER OF 4".
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
OF 3 FEET.
SALT
TREATED
FINISHED GROUND MARKER
PLUG END OF
MAIN LINE T SECTION SERVICE LATERAL
IN LINE WYE-TEE
PLAN
VARIES
k'
SEWER SERVICE LATERAL CONNECTION
N.T.S.
FIG. S-2
TD-33
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
THE LOCAL STANDARD.
LENGTH OF BRANCH VARIES
(270') MIN 2' TO 10'
CU. FT. 18'-22'vALVE BOX
g6H STONE
42'MIN 6' GATE
,., VALVE
TEE
2500 P.S.I. CONCRETE
BASE AND THRUST
BLOCKAGAINST UNDISTURBED
\ r
UNDISTURBED STABLE \V'
SOIL. STEEL PILE
WHEN THE SOIL IS DISTURBED OR EN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT,
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FlRE HYDRANT AND
VALVE BOX
L 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 PREVNUNG GROUNDWATER ELEVATION. IF
REOUIRED 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. IN
TD-B
GRADE
AIR RELEASE VALVE
V
BRASS OR BRONZE PIPE BRONZE GATE
BRICK SUPPORTS OR
SOLID CEMENT BLOCKS
TYPE 'K" SOFT
COPPER
STOP
STONE
NOTES-
1 ) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NITS
FIG. W-9
TD-20
8"MIN
EMBEDMENT
SPRING TINE O
OF PIPE
NO. 68 STONE _
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
LARGER THAN 5" IN ANY
DIMENSION
-INTIAL BACKFILL"
(6" LIFTS)
• THOROUGHLY COMPACTED
BY HAND OR APPROVED
MECHANICAL TAMPER
-HAUNCHING
-BEDDING 6" max
4" min
-FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
NOTE
1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VOOT RIGHT-OF-WAY SHALL BE
BACKFILLED ENTIRELY WITH NO. 21A STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
STONE SHALL BE PROVIDED
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
TD-34
;COTT/R. Cli
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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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H PT STA: 11+71.20
PVI S A:12+11.20
PVI LEV:681.98
:21.67
L C: 80.00
POSED 4" SANITAR
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PROPOSED 8" SANITARY
670 SEWER CROSSING
PROPOSED 12"x6" CROSS,
(1) 12" G.V. & (2) 6" G.V.
665 PROPOSI ATERLINE
660
9+50
PROPOSED 45°
VERTICAL BEND
1.6fl'
PROPOSED 45'
VERTICAL BEND
INTERSECTION OF
HATHAWAY STREET
(STA 10+96.75) ANI
DESOTOI DRIVE (STA
EXISTING GRADE (TYP.)
685
PROPOSED GRADE (TYP.)
PROPOSED VDOT 6 8 0
STD. CD-i
-5.00%
FILL TO BE PLACED AT
95%COM�PACTI N(TYP.)
4" DUCTILE IRON
SANITARY SEWER LATERALS
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TYPE A E
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700
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PROPOSED (1) 6'
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11
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720
720
715
715
710
LOW P
STA: 11+16.94
710
LOW PT
ELEV: 68213
PVI
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K: 30.73
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675 1i.1
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PROPOSED FIRE HYDRANT
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(1) 12" G.V. & (1) 6" G.V. 14 TO 13
670 9 TO 8
670
EXISTING 12" 1
PROPOSED 17"x6" CROSS,
REMOVE
(1) 22" G.V. & (z) 6" G.V.
& TIE-IN
TO EXISTING 1:
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MH-3 TO MH-2
665
665
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PROFILE
VERTICAL GRAPHIC SCALE
5 n 2.5 5 10
( IN FEET )
1 inch - 5 1t.
HORIZONTAL GRAPHIC SCALE
n 25 50 100
( IN FEET )
1 inch - 50 it.
20
;GRADE
3.O.V.
>" DI
13+00 13+50
NOTE: SANITARY LATERALS CROSSING OVER
WATERLINE SHALL HAVE ADEQUATE STRUCTURE
SUPPORT FOR THE SEWERS TO PREVENT EXCESSIVE
DEFLECTION. IN ADDITION, THE LENGTH OF THE
WATERLINE SHALL BE CENTERED AT THE POINT OF
THE CROSSING SO THAT JOINTS SHALL BE
EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE
SEWER. THE LENGTH OF THE SEWER PIPE SHALL ALSO
BE CENTERED AT THE POINT OF THE CROSSING, SO
THAT THE JOINTS SHALL BE EQUIDISTANT AND AS FAR
AS POSSIBLE FROM THE WATERLINE.
NOTE: ALL ROADWAY EMBANKMENT MATERIAL
SHALL CONSIST OF SOIL AND BE PLACED IN
SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8
INCHES IN THICKNESS BEFORE COMPACTION OVER
THE ENTIRE ROADBED AREA IN ACCORDANCE WITH
VDOT 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 2113, FLOWABLE FILL, OR CRUSHED GLASS
CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER
RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND
BRIDGE SPECIFICATIONS, SECTION 302.03G.
NOTES:
1. ALL FILL TO BE PLACED AT 95%COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
Lie. No. 035791,'n
4/26/214�
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JOB NO.
112066
SCALE
1.11 _ 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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SHALL CONSIST OF SOIL AND BE PLACED IN o
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INCHES IN THICKNESS BEFORE COMPACTION OVER Ur m
THE ENTIRE ROADBED AREA IN ACCORDANCE WITH x
VERTICAL GRAPHIC SCALE VDOT zoo? ROAD AND BRIDGE SPECIFICATION 303.04 O
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5 0 2.5 5 10 20 N
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN
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SIZE 23.A OR 2iB, FLOWABLE FILL, OR CRUSHED GLASS E
( IN FEET) CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER
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10 BRIDGE SPECIFICATIONS, SECTION 302.03G. o L
HORIZONTAL GRAPHIC SCALE a s
U
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 50 0 25 50 100 200 NOTES: JOB NO. e
s. ALL FILL TO BE PLACED AT 95%COMPACTION. 112066
PR V ATE DRIVE PROFILE 2. 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 = 5 a
SANITARY SEWER MUST BE PROVIDED. SHEET NO.
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:15.00
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FILL TO BE
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6jrj
HIGH
T STA: 12
59.34
6jj
PROPOSED
VDOT
STD.
CD-i
PVI
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I ELEV:641.81
K: 5.24
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650
PROPOSED
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650
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645
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645
w
EXISTING
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-8.37%
640
640
PROPOSED
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STD. CD-i
635
635
630
FILL TO BE PLACED
630
AT
95%COMPACTION
(TYP.)
625
625
LOW
T STA: 16+
9.98
LOW
T ELEV: 59
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o
PVI
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P
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K:9.63
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610
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HIGH
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PVI
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PVI
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K: 19.88
605
PROPOSED VDOT
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605
STD.
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HIGH
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K: 17.30
LVC:140.00
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SCOTT R. LINS'Z
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4/26/21 c�4
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5 ° 2.5 5 ,° 20 N
NOTES: ' o
1. ALL FILL TO BE PLACED AT 95%COMPACTION. E
( IN FEET) z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 6
1 inch = 5 1t. 3. MINIMUM OF z' OF VERTICAL SEPARATION FROM STORM U 00
SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L & w 'r'
O W N
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50 0 5 50 00 200 112066 0
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE o
SIZE NO. zS OR 26, AGGREGATE BASE MATERIAL SIZE ziA OR 21B, FLOWABLE SCALE 0
( IN FEET) FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR 1�� = 50, `0
1 inch = 50 it. CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE n
SPECIFICATIONS, SECTION 302.03G. SHEET NO. N
10 r
705
705
M
I
N 2
2
=I =� O
7OO
XISTINGGRADE(TYP.)
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7OO
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r rn� �
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695
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11 TO 10
PROPOSED
iz"
WATERLINE
CROSSING
680
680
G
5o.42�F
1.5
675
a^S° �.•� �
1.2 11°.5
675
13 TO 9
670
a"5
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9 F C %
670
665
665
660
660
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PROPOSED
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ROOF
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685
2.6RnPROPOSED6"680WATERLINE
T5'9
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97.74
675
675
670
670
665
665
660
660
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700
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675
8"SDR-z6
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6z.68 LF Qa o.50%
670
8"SDR-z6
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55�65
LF Qa o.50%
665
665
660
660
O
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710
705
STR:5 VDOT STD. DI-3B (L=6')
TP=677.93
INV IN: 669.57 TO 6
INV OUT: 669.47 TO 5A
695
690
3
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o o
685 N �
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680 Naz zz
EXISTING GRADE (TYP
PROPOSED GRADE (TYP.
STR:8
VDOT STD.
DI-3B (L=6')
p
TP=683.53
J
v
INV ^:
672.18 TO 9
INV IP cO
676.08 TO C4
M 0M00
INV OIv
672.08 TO 7
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675 ° ° 0
PROPOSED 6"
FILL (TYP.) W/LCROSSING
1.2'
TIE-IN TO
SWM FACILITY
INV=667.50 15" RCP
11 60.44 LF ® 0.91%
r15"RCP
.99 0
665 15" RCP
6.59 LF ® 4.85% 27.97 LF ® 4.00%
655
12"
m
15" RCP
39.00 LF ® 1.0(
PROPOSED 4" SANITAR
SEWER LATERAL (TYP.)
15" RCP
63.95 LF ® 1.00%
710
710
705
710
705
705
J
^
O
M o_
ifl
II
o O
EXISTING
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^
N
700
700
700
m
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--
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690
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690
() rzz
STIR: 10 VDOT STD.
DI-3B (L=6')
TP=685.76
INV IN:
679.28 TO 11
INV IN:
681.18 TO 12
F R�
INV OUT:
679.18 TO 9
685
PROPOSED 6"
WATERLINE
CROSSING
1.0'
680
680
3.315"
F8
RCP
1.0
Ll
43.78 LF ® 1.42%
MH-3 TO
0
0
15" RCP 175
62.29 LF ® 2.47%
6 75
PROPOSED 4" SANITARY
SEWER LATERAL (TYP.)
675
\_15" RCP
75.52
LF ® 1.69%
670
670
N CO
a
670
665
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0+50
(Il
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n
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W w
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
�STR-11 TO SWM 1 PROFILE
4+00
655
�STR-12 TO STR-10 PROFILE
PROPOSED GF
EXISTING G
. i
(o
685
�
J
685
x (n
g LO m O
M Q
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00
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z zz
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0
675
N Fzz
670
670
!ADE (TYP.)
665
665
15" RCP
64.I33 LF ® 0.9
RADE (TYP.
660
660
FILL TO
BE PLACED AT
95% COMPACTION
(TYP.)
655
655
650
650
co
W
N
�
kD '0(0
0+00 0+50
A
�STR-16 TO STR-5A PROFILE
WA
ME
710
705
705
STR:13 VDOT STD. DI-3B (L=8')
TP=680.80
700 ^ INV IN: 673.47 TO 14
00
INV IN: 677.12 TO A2
INV OUT: 673.37 TO 9
Q EXISTING
co
r? p r)00 GRADE (TYP.)
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m
595
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I
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in M(D (D..
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690 m �Z Z�
co
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590
c- -0
o
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>CD
r
coo
PROPOSED
a>
685 GRADE (TYP.)
N ~Z
85
680
D80
PROPOSED 12"
WATERLINE CROSSING
PROPOSED
6"
1
TERLINE CROSSING
-/,
MH-3 TO MH-
675
4.8'
(11.2'
1.1'
575
670
70
15" RCP
35.98 LF ®0.5
15" RCP
665
140.37 LF ® 0.50% 6 5
1�
N
N
,y
00 00
N M
u1 It
N M
O
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00 10
00 W
00 w
00
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0+00 0+50 1+00 1+50 2+00
�STR-14 TO STR-9 PROFILE
0%
EXISTING C
PROPOSED GF
STR:7 VDOT STD. DI-313 (L=6')
TP=680.88
700 1 INV IN: 673.34 TO 15
INV IN: 671.44 TO 8
INV OUT: 671.34 TO 6
700
J
695
m
695
I r
O
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In 00
690
0
690
�(0
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o
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685
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685
RADE (TYP.)
680
680
AIDE (TYP.)F15,
PROPOSED
6"
WATERLINE
CROSS
675
675
670
CP
70
28.07 LF
® 1.71
665
665
o
00
0+00 0+50
ING
[-STR-15 TO STR-7 PROFILE
VERTICAL GRAPHIC SCALE
( IN FEET )
I inch = 5 11.
HORIZONTAL GRAPHIC SCALE
0 25 50 100
( IN FEET )
1 inch = 50 11.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN
ACCORDANCE WITH STANDARD SL-1 AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
NOTE: HDPE CAN BE USED AS AN ACCEPTABLE
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES.
SEE DETAIL ON SHEET 17 FOR HDPE PIPE
BEDDING INFORMATION.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 4' OR GREATER SHALL HAVE STEPS IN
ACCORDANCE WITH STANDARD ST-i AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
NOTES:
1. ALL FILL TO BE PLACED AT 95%COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 2S OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
Lie. No. 035791,E
4/26/214�
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SCALE
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11
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680 00~ 680 r
IJI SCOTT R. LINS'Z
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M o
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N a
M
LL
o
N
O
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N
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_ 7 wcc
J
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VERTICAL GRAPHIC SCALE Lu � 0
o
Lu cl�
5 0 25 5 10 20 L
O 3
Lf
1 W
( IN FEET)
1 inch = 5 ft. _ �� o
HORIZONTAL GRAPHIC SCALE U YLij
W Y 2
so o zs so 100 zoo
W
LL a
( IN FEET ) o
1 inch = 50 ft. O
z_
W > Z
CD
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH Z W Q
z
OF iz' OR GREATER SHALL HAVE SAFETY SLABS IN N
PROPOSEDACCORDANCE WITH STANDARD SL-i AS FOUND IN ?
WITH THE 2oo8 ROAD AND BRIDGE STANDARDS. (n o
U
NOTE: HDPE CAN BE USED AS AN ACCEPTABLE o
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. W
SEE DETAIL ON SHEET 17 FOR HDPE PIPE a
BEDDING INFORMATION.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH (D
OF q' OR GREATER SHALL HAVE STEPS IN O x
ACCORDANCE WITH STANDARD ST-i AS FOUND IN O
THE zoo8 ROAD AND BRIDGE STANDARDS. N r
NOTES: ' o
1. ALL FILL TO BE PLACED AT 95%COMPACTION.
z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. E
3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM G °a
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
o w m
SANITARY SEWER MUST BE PROVIDED. a o
U
JOB NO. °
112066
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE -o
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE ziA OR 21B, FLOWABLE SCALE 0
—0+75 —0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR I�� = 50� o
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE n
[��WM 1 T 0 0 0 T F A L L PROFILE SPECIFICATIONS, SECTION 3oz.o3G. SHEET No. N
12 L
F
4
x �O
oo���
FILL TO BE PLACED
AT
> N o o�
6 7
g5or6
COMPACTION
(TYP.)
675
o
�
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�o
�
r z zz
O~
67
� o�
670
0 01�
> 00�
r7
� Z=p
�Fzz
SEE VSMP
6 6
PROPOSED GRADE
(TYP.)
SWM i OR
DETAILS
66
660
,�
15" RCP
r�0
11.84 LF ®
O~
x HM
� MM
65
0
655
M �Zo
�
�G®�0 (SLFi)
REQ DB
65
`�~Z
650
6h6�
64
645
SAFETY
SLAB
(SL-s)
REQ'D
¢M
Ode
64
®�
640
Sao
6
Op O NO
mF
63
tea»
635
NFzz
SAFETY SLAB
(SL-i) REQ'D
6 3
EXISTING GRADE
(TYP.
6 30
mo
p
H
6 2
� N
o Na
p0�0
>rnco..
�
625
M�ZO
62
`�~ZZ
620
SAFETY SLAB
(SL-i) REQ'D
61
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G �
615
61
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610
p0 O
M O ZO
/
60
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605
NO
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60
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e
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600
ZO
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59
595
VDOT
STD. ES-i
TH RIPRAP
OUTFACE
59
590
5�
1
INV. OUT=585�9
58
1
15 ®1.51%
585
91.28 LF
15" RCP
23.79 LF ®1.00%
PROPOSEDIVDOT STD. CLASS II
rJ8
RIPRAP CHANNEL OUTFACE
58O
w/ GEOTEXTILE FILTER FABRIC UNDERLAYMENT
(y:i SIDE SLOPES, D=3' MIN.)
o
N rn� .+ ,�,.� oo
�
N �
m
1p
W
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m Ol Ol O ci N
f�l
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680
� " °°
O oad�
p c0
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680
co? O
PROPOSED GRADE
(TYP.
N
675
azz
--
675
FILL TO BE PLACED
AT
95%COMPACTION
(TYP.)
670
670
TIE
-INTO
SWM FACILITY
INV=667.50
665
665
15" RCP
EXISTING GRADE
(TYP.
13.42
LF ®5.59%
660
0�0
655
655
650
650
�
r+1
cn —
t- �
O O
p 00
680
co0 680
�
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---- _ _------
---
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-
f6948
__--
-- - - - - - - - - - - - - -
--
-- ----
mm
---------
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---
-
685-
_ - - - - - - - - -
---__
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65
66
63
62 --
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DRAINAGE DESCRIPTIONS
STR.
PIPE INFORMATION
INLET INFORMATION
N0'
DIA.
in.
LENGTH
R
SLOPE
%
INVERT
IN
INVERT
OUT
MATERIAL
INLETTYPE
Curb
Type
SLOT
LENGTH
RIM
ELEVATION
COMMENTS
11
DI-3C
CG6
6'
689.18
VDOTSTD. IS-1 REQ'D
15
62.29
2.47%
680.82
679.28
RCP
10
DI-3B
CG6
6'
685.76
VDOTSTD. IS-1 REQ'D
15
75.52
1.69%
679.18
677.90
RCP
9
DI-3A
CG6
4'
683.35
VDOTSTD. IS-1 REQ'D
15
39.00
1.00%
672.57
672.18
RCP
8
DI-3B
CG6
6
683.53
VDOTSTD. IS-1 REQ'D
15
63.96
1.00%
672.08
671.44
RCP
7
DI-3B
CG6
6
680.88
VDOTSTD. IS-1 REQ'D
15
60.44
0.91%
671.34
670.79
RCP
6
DI-3B
CG6
6'
677.93
VDOTSTD. IS-1 REQ'D
15
27.97
4.00%
670.69
669.57
RCP
5
DI-3B
CG6
6
677.93
VDOTSTD. IS-1 REQ'D
15
51.78
2.99%
669.47
667.92
RCP
5A
MH-1
CG6
-
674.82
VDOTSTD. IS-1 REQ'D
15
6.59
4.86%
667.82
667.50
RCP
SWIM
SWIM
15
17.55
10.83%
667.50
665.60
RCP
4A
MH-1
-
-
673.90
VDOTSTD. IS-1 REQ'D
15
9.10
12.53%
663.60
662.46
RCP
4
MH-1
-
-
672.90
VDOTSTD. IS-1 REQ'D
SWM 1
MH-1
-
-
673.39
VDOTSTD. IS-1 REQ'D
15
11.84
4.56%
661.00
660.46
RCP
4
MH-1
-
-
672.90
VDOTSTD. IS-1 REQ'D
15
65.65
8.73%
656.46
650.73
RCP
3
MH-1
-
-
660.90
VDOTSTD. IS-1 REQ'D
-
15
67.47
8.00%
644.73
639.33
RCP
3A
MH-1
-
-
646.00
VDOTSTD. IS-1 REO'D
15
1 61.78
14.47%1
633.33
624.39
RCP
3B
MH-1
-
-
629.10
VDOTSTD. IS-1 REO'D
15
60.87
11.73%
618.39
611.25
RCP
3C
MH-1
-
-
615.90
VDOTSTD. IS-1 REQ'D
15
63.92
12.52%
605.25
597.25
RCP
3D
MHA
-
-
601.90
VDOTSTD. IS-1 REQ'D
15
87.75
8.58%
595.25
587.72
RCP
2 MH-1 - - 593.50 VDOTSTD. IS-1 REQ'D
� 15 91.28 1.51% 587.62 586.24 RCP
1 MH-1 59117 VDOT STD IS 1 REQ'D
01
r
D t2 b^
wr
I
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\ s 4
\ \ \ \ 9 � -/
O -
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674
16
672
070
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-668 a FRTff AsAS"Fr
658
-654 66 /
\ 3-Ss - _ ---- / --
`\ \---------- 6 648 650
\ \--------- 4 -
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---644 ----_�___-_ - _ -
- - - - - - - - - - -644 b42-
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638
\ 1 I
638-
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4 -
\ 38 \ 1 630-
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-- 312 -- 34 3 624_ `\ ---- '\ ---- ---''630
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6
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A �� '1�
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- -624 - 8 * / / -
' '
4 1'
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6
620
23
618
v
616 / / ° n V
� TIME OF f�NC`I�RICTION- PATHO° ,� A
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9� I _--____-- \ ,, ___- ]WHIC SC'ALE
_
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IMPROVE DA�HALT \ \
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ACCESS FOR (z) LOTS
_ _ _ - /
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S OWN. SE T#iISSHEET FOR DETAILS. \ \ ` \ ` \ - -1 -Irich 50 ft.
15 23.79 1.01% 586.14 585.90 RCP
OUT
12 DI-3C CG6 12' 687.85 VDOTSTD. IS-1 REQ'D
15 43.78 24.26% 691.80 681.18 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
685.50
A2
685.50
683.00
8"
63.86
HDPE
3.91%
A2
Inlet
12"
685.50
683.00
STR-13
680.80
677.12
8"
19.39
HDPE
30.33%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
Bl
Cleanout
12"
690.00
688.00
B2
689.75
686.79
8"
67.00
HDPE
1.81%
B2
Cleanout
12"
689.75
686.79
B3
689.00
684.65
8"
28.98
HDPE
7.38%
B3
Cleanout
12"
689.00
684.65
B4
689.40
684.33
8"
64.1
HDPE
0.50%
B4
Cleanout
12"
689.40
684.33
STR-12
687.85
683.96
8"
60.1
HDPE
0.62%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
B5
Inlet
12"
686.5
685.13
B6
688.2
684.79
8"
67.75
HDPE
0.50%
B6
Inlet
12"
688.2
684.79
B3
689.00
684.65
8"
28.03
HDPE
0.50%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
C1
Inlet
12"
688.10
686.75
C2
688.00
686.25
6"
32.25
HDPE
1.55%
C2
Cleanout
12"
688.00
686.25
C3
687.25
685.75
6"
24.44
HDPE
2.05%
C3
Inlet
12"
687.25
685.75
C4
685.50
679.34
6"
50.64
HDPE
12.66%
C4
Inlet
12"
685.50
679.34
STR-8
683.53
676.08
6"
83.4
HDPE
3.91%
Upstream
Structure
Type
Structure
Size
Rim Elevation
Invert
Downstream
Structure
Rim
Elevation
Invert
Pipe
Diameter
Pipe
Length
Pipe
Material
Pipe
Slope
DI
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%
CIS
Inlet
12"
676.50
675.00
D5A
671.00
668.86
8"
21.75
HDPE
28.23%
D5A
Inlet
1 12"
1 671.00
1 668.86
1 STR-17
1 674.06
1 668.35
1 8"
1 50.93
1 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
24"
605.87
602.23
23
600.90
596.37
8"
49.71
HDPE
11.79%
23
CleaInlet nout
24"
600.90
521§ 7
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
HDPE
1.00°A
Q 2=1.04 ICES
DL=12"
V,=3.39 FPS
3 1
Q,o 1.34 CFS
GRASS
D,I, 0.35 FT
(SLOPE=5.8q)
DITCH
590
NO SCALE
PROPOSED 12" DEEP FESCUE GRASS -LINED
V-SHAPED DITCH WITH 3:1 SIDE SLOPES.
PER VESCH TABLE 5-14, THE MAXIMUM
PERMISSIBLE VELOCITY IS 4 ft/s
590
EXISTING GRADE
585
/
85
PROPOSED
AVON
STREET EX
ENDED
r
DITCH CEN
ERLINE
580
D80
�CONTP,AcTok SHALL TIE PROPOSED AVON
STREET EXTENDED DITCH INTO EXISTING
DITCH & DOWNSTREAM CULVERT LOCATED AT
THE SOUTHERN PROPERTY CORNER.
CONTRACTOR TO TIE BACK GRADES AT 3:1.
575
CONSTRUCTION TO BE LIMITED TO THE
D75
SUBJECT PROPERTY & PUBLIC R/W, AS SHOWN.
m
r, o
m
It
00
N kD
00 ovo
l/1
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
B5
B6
C1
0.12
0.60
C2
C3
C4
D1
0.20
0.60
D2
D3
D4
D5
El
0.17
0.65
E2
E3
19
0.18
0.40
20
0.15
0.50
21
0.08
0.53
22
0.33
0.41
23
0.00
0.00
23A
0.00
0.00
Checked By: SRC
Sta
From
Sta
To
T
(min)
C
Value
Area
(ac.)
CA
(accum)
I
(in/hr)
Q
(cfs)
Slope
(ft/ft)
Grass n=0.03
Jute Sod n=0.05
Paved n=0.015
1'
(in/hr)
Q"
(cfs)
Depthl0
(ft)
Min.Design
Depth & Lining
Top Width
(3:1 Sides)
(ft)
VeL
I Depth
VeL Depth
Vel.
Depth
0+00
1+25
13
0.35
0.80
0.28
3.7
1.04
0.058
3.39 jps
0.32 ft
4.80
L34
0.35 ft
12" Grass
6.00 ft
Note: Proposed ditch to tie into e istirig ditch & culvert at southern property corner.
Lie. No. 035791,E
4/26/21 44'
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JOB NO.
112066
SCALE
AS SHON
`-F SHEET NO.
13
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity
4.00
(Intensity is 4
in/hr for spread, and 6.5 in/hr for capacity and depth)
Mannin s Coefficient, n is
0.013
Inlet
Hydroloqy
Curb and Gutter
Inlet
x
a
o
j
x
rn
o
U
v
O-
O
O
G
^
r
O
N
42
9
N
^
v
N
^
O
N
U
N
L
v
v
y
L
N
U
3
K
W
3
C
v
C
2
v
m
c
r
>
o
y
E
Z^
w
°
x
2
r'
oo
m
O H
O
@
E
?i
d >
J
-I
U
U
d
d
d
rn
00
rn
U)
H
W
m
rn
rn
J
J
W
a
d
K
5
3B
6.0
0.08
0.83
0.066
0.27
0.13
0.40
0.0619
0.0200
2.0
0.0830
4.1500
3.36
0.99
3.5120
0.1463
0.1649
6.60
0.91
0.99
0.39
0.01
18
6
3B
6.0
0.09
0.83
0.075
0.30
0.00
0.30
0.0619
0.0200
2.0
0.0830
4.1500
3.01
0.99
3.5120
0.1463
0.1649
5.84
1.03
1.00
0.30
0.00
-
7
3B
6.0
0.08
0.85
0.068
0.27
0.00
0.27
0.0480
0.0200
2.0
0.0830
4.1500
3.05
0.92
3.5120
0.1463
0.1546
5.41
1.11
1.00
0.27
0.00
-
8
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
0.00
-
10
3B
6.0
0.08
0.78
0.062
0.25
0.00
0.25
0.0490
0.0200
2.0
0.0830
4.1500
2.94
0.99
3.512
00.1463
0.1649
5.05
1.19
1.00
0.25
0.00
-
15
3B
6.0
0.30
0.76
0.228
0.91
0.00
0.91
0.0480
0.0200
2.0
0.0830
4.1500
4.80
0.89
3.5120
0.1463
0.1502
9.15
0.66
0.85
0.78
0.13
5
13
3B
8.0
0.25
0.54
0.135
0.54
0.00
0.54
0.0159
0.0200
2.0
0.0830
4.1500
4.85
0.90
3.5120
0.1463
0.1517
5.24
1.53
1.00
0.54
0.00
5
14
3B
6.0
0.11
0.68
0.075
0.30
0.00
0.30
0.0159
0.0200
2.0
0.0830
4.1500
3.89
0.95
3.5120
0.1463
0.1590
3.97
1.51
1.00
0.30
0.00
5
- for inlets draining to stormwater management facilities, where overland flow to facilities is not available, 100% capture is required at 6.5in/hr
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity
6.50
(Intensity
is 4
in/hr for spread, and 6.5 in/hr for capacity and
depth)
Mannin s Coefficient, n is
0.013
Inlet
Hydrology
Curb and Gutter
Inlet
^
w
N
.2
N
a
^M
o
o
m
w
C
0
v
N
O
L
c
L
N
x
�`
W_
C
C
rn
m
m
o
mu.�v.
O
c
`?
5
c
rn
C O
L
❑
w
U
A
m
(n
b
�
N
II
II
J
-E
O
U
Z`
E
E
>
U
d
m
m
�
O
of
0-
¢
ti
C7
C7
vi
3
rn
rn
H
W
d
in
E
ui
O
c10,
5
3B
6.0
0.08
0.83
0.066
0.43
0.40
0.83
0.0619
0.0200
2.0
0.0830
4.1500
4.42
0.92
3.5120
0.1463
0.1546
9.32
0.64
0.84
0.70
0.13
18
6
3B
6.0
0.09
0.83
0.075
0.49
0.00
0.49
0.0619
0,0200
2.0
0.0830
4.1500
3.62
0.97
3,5120
0.1463
0.1619
7.27
0.83
0.96
0.47
0.02
17
7
3B
6.0
0.08
0.85
0.068
0.44
0.00
0.44
0.0480
0.0200
2.0
0.0830
4.1500
3.66
0.97
3.5120
0.1463
0.1619
6.45
0.93
0.99
0.44
0.00
-
8
3B
6.0
0.03
0.70
0.021
0.14
0.00
0.14
0.0380
0.0200
2.0
0.0830
4.1500
2.46
1.00
3.5120
0.1463
0.1663
3.61
1.66
1.00
0.14
0.00
-
10
3B
6.0
0.08
0.78
0.062
0.41
0.00
0.41
0.0490
0.0200
2.0
0.0830
4.1500
3.53
0.98
3.5120
0.1463
0.1634
6.23
0.96
1.00
0.41
0.00
-
15
3B
6.0
0.30
0.76
0.228
1.48
0.00
1.48
0.0480
0.0200
2.0
0.0830
4.1500
5.76
0.84
3.5120
0.1463
0.1429
11.56
0.52
0.73
1.09
0.40
5
13
3B
8.0
0.25
0.54
0.135
0.88
0.00
0.88
0.0159
0.0200
2.0
0.0830
4.1500
5.82
0.84
3.5120
0.1463
0.1429
6.66
1.20
1.00
0.88
0.00
5
14
3B
6.0
0.11
0.68
0.075
0.49
0.00
0.49
0.0159
0.0200
2.0
0.0830
4.1500
4.66
0.90
3.5120
0.1463
0.1517
5.01
1.20
1.00
0.49
0.00
5
- for inlets draining to stormwater management facilities, where overland flow to facilities is not available, 100% capture is required at 6.5in/hr
Desial Year: 10
Proiect: Avon Park II
Job #: 182156
Prenaredbv: LMW.PE
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Intensity
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(Intensity is 4
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Mannin s Coefficient, n is 0.013
Inlet
Hydrology
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0.44
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0.44
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0.0190
2.0
0.0830
4.3684
7.76
1 0.70
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DI-3C
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combined flow
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0.10
0.218
5.25
all
0.32
0.71
0.227
0.81
0.00
0.91
0.0010
0.0500
1 2.0
1 0.0830
1 1.6600
5.59T
0.73
STR 17
DI-3C
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combined flow
0.9
0.17
0.236
2.17
all
0.11
0.85
0.094
1
0.0010
0.0500
1 2.0
1 0.0830
1 1.6600
4.01
1 0.87
Carryover from STR-5
STR 18
DI-3C
6.0
combined Aow
0.4
0.09
0.199
1.82
* gutter longitudinal slope of 0.001 should be used in a sump condition
- grate inlets (DI-7) in open pavement areas will not have a curb spread, but will have inlet spread and depth
- for inlets draining to stormwater management facilities, the 6.5in/hr check storm will suffice for the 10yr conveyance to the facilities
NOTE: Inlet size for structures determined by overland flow. Pipes have been sized to include overland flow as well as yard inlet and roof drain drainage areas
Design Storm Year = 10
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
Intensity
6.50
(Intensity is 4
in/hr for spread, and 6.5 in/hr
for
capacity
and depth)
Mannin s Coefficient, in is 0.013
Inlet
Hydrology
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0.26
0,562
12.87
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0.41
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0.41
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1 0.0300
1 2.0
1 0.0830
1 2.7667
1 5.71
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DI-3C
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combined flow
0.4
0.10
0.210
3.20
all
0.25
0.78
0.190
1.24
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1.24
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0.0100
2.0
0.0830
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17.14
0.43
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DIJC
12.0
combined flowl
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0.13
0.275
12.60
all
0.16
0.88
0.109
0.71
0.00
0.71
0.0070
0.0190
2.0
0.0830
4.3684
9.31
1 0.60
STR 16
F DI-3C
6.0
combined flow
0.7
0.14 1
0.301
7.26
all
0.32
0.71
0.227
1.48
0.02
1.50
0.0010
0.0500
2.0
0.0830
1.6600
6.70
0.54
Carryover from STR-6
STR 17
DI-3C
6.0
combined flow
1.5
0.15
0.327
3.00
all
1 0.11
1 OA510.0941
0.61
1 0.13
0.74
0.0010
0.0500
2.0
0.0830
1.6600
4.81
0.79
Carryover from STR-5
STR 18
D153C
6.0
combined flowl
0.7
1
0.14 1
0.310
2. 44
* 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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Lic. No. 035791,'n
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U Lie. No. 035791 !n
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DESOTO DRIVE (WEST) & HATHAWAY STREET INTERSECTION SIGHT DISTANCE PROFILE PROFILE
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County of Albemarle
Conservation Plan Checklist— To be placed on Landscape Plans
(Handbook, pp 1EI-284-111-297 for complete specifications)
1. 1 he iouoaine items shall he shown on the lan:
ZJ Trees to be saved;
EI Li=b of cleating (outside dnpline of trees to be saved);
® Location and type ofprotective fmang;
EI Grade changes requiring tree wells or walls;
EI Proposed trenching or amassing beyond the limits of clearing.
2. Markham
0 All trees to be saved shall be mimed with print or bbon at s height cleady visible to equipment operators.
93 No grading shall begin until the trce marking has been inspected and approved by a County Inspector.
3. Pre-0onrtructlon Conference:
SJ Tree preservation and protection measures shall be reviewed with the couhactor on ate
4. Ea am meat Operation and Shrove:
ZI Heavy equipment, vehicular tragic and storage of construction materials including soil shall not be pennlaed within the driplines of trees
to be saved.
5. Soil Erosion and Stau., hr Detention Devices:
LI Such devices shall not adverselyaffect trees Who saved.
6 Fires:
SJ Fues are not permitted within 100 feat oftbe dnphas of trees to be saved.
7. Toxic Materialsrials:
KI Toxicmatenals shall not be stored within 100 feet ofthe dripline of trees to be aavoL
& Protective F..ms:
EI Trees to be retained within 40 feet of a ro esedbuildin or actrvi shall be protected b forcing.
P P B 1 C tl Pro Y g
0 Fina shall be in lace and shall ba ivs scrod and a owed b a Coon ' Irvs ector 'or to mrsstructim
n6 P P PPr Y tY P Prt &acing m'
9. Tree W ells•
LI When the ground level must be rased vnhin the dripline of a Was to be saved, a tree well shall be provided and a construction detail
submitted for approval.
14. Tres Wails:
EI When the ground level must be lowered within the dripline a use to be saved, a tore wall shall be provided; and a construction land
subrutted for approval.
11. Trenchinx and Tunneline:
0 When trenching is required within the Emits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling
order a large tree shall be considered w m altemetive whmit is anticipated that necessary h cHi wU destroy feeder roots.
12. Cleanup;
ZI Protective fencing shall be the last items removed during the final cleanup.
13. Inuneu d Trees:
0 Damaged trees sballl/l//llam� treated immediately by pruning, fertilization or other methods recommended by a tree specialist.
DOTE: Ii IS EHE DEV OPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION
REQUIREMENTS.
CONTRACT PURCHASER SIGNATURE (DATE)
5/1/06 Pape 1 of 1
CONSERVATION PLAN NOTES:
1.ALL TREES TO BE PRESERVED AND PROTECTED SHALL BE MARKED WITH PAINT OR RIBBON
AT A HEIGHT CLEARLY VISIBLE TO EQUIPMENT OPERATORS. NO LAND DISTURBING
ACTIVITY SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSTALLED BY THE
CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY ENGINEERING DEPARTMENT.
2. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, AND THE STORAGE OF CONSTRUCTION
MATERIALS AND SOIL SHALL NOT BE PERMITTED WITHIN THE OUTSIDE DRIPLINE OF TREES
TO BE PRESERVED AND PROTECTED.
3. TEMPORARY EROSION CONTROL MEASURED AND/OR PERMANENT STORMWATER
MANAGEMENT FACILITIES LOCATIONS SHALL BE COORDINATED SUCH THAT THEY SHALL
NOT ADVERSELY AFFECT TREES TO BE PRESERVED AND PROTECTED.
4 FIRES SHALL NOT BE PERMITTED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF TREES
NOTE: ALL LANDSCAPING EASEMENTS, BUFFERS, AND SCREENING
SHALL BE PLANTED IN ACCORDANCE WITH THE APPROVED PROFFERS.
LANDSCAPING SHALL BE INSTALLED PRIOR TO THE FIRST CERTIFICATE
OF OCCUPANCY FOR ANY PROPOSED UNITS WITHIN THE
DEVELOPMENT AS DETAILED IN PROFFER -4.
TO BE PRESERVED AND PROTECTED.
NOTE: SCRIM FENCING TO BE INSTALLED IMMEDIATELY FOLLOWING
5.
TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE OUTSIDE 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
ENGINEERING DEPARTMENT.
LANDSCAPING NOTES:
7.
WHEN TRENCHING FOR ANY KIND OF UNDERGROUND WATER, SEWER, ELECTRICAL, CABLE,
3. STREETTREES PROVIDED 5o' O.C. AND 5'-3o' FROM PROPOSED UTILITIES.
TELEPHONE OR OTHER UTILITY SERVICE IS NECESSARY WITHIN THE LIMITS OF TREE
z 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: 2L(3TREE 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: z78'OFSTREET 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: 7
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:8
CONTROL PLAN MEASURES REMOVED DURING THE FINAL CLEAN-UP.
NnTF7 zoo' OF STREET FRONTAGE Al nNlr, AMnICn rnl IPT
PROPOSED 20' DRAINAGE AN]
LANDSCAPING EASEMENT
(LANDSCAPED BUFFER AREA)
NOTE: IF TREES RE LOCATED WITHIN 5' OR LESS OF THE PROPERTY
LINES ADJACENT TO TMP9oF-A2, TMPgoF-T--42, TNiPgooF-F-43,
TMPgoF-F-44, T E DEVELOPER SHALL REMOVE THE TREES ON THE
ADJACENT PRO ERTIE�4: THE REMOVAL OF S WILL BE � � rn
SUBJECT TO TH EXISTING PROPERTY OW ER'S WRITITN APPROVAL-0
ACSA PROPOSED 0.
WATER SCRIM FENCE o w
LANDSCAPING WITHIN 15' \ FENCE
LANDSCAPE BUFFER THAT TANK ALONG Q.,
ABUTS ACSA WATER TANK TMP -A2 h W
2o' GRADING
EASEMENT
DB.3291 PG.607
V00
1
1 1
a
�h
EXISTING 28'
/P - E/P
EXISTING 32'
IF/C - F/C
PROPERTY SHALL HAVE /- N/F ALBEMARLE COUNTY PROEPERTY q \ o
SIMILAR LANDSCAPING TO 2 rn �. S
WHAT WAS PLANTED WITH SERVICE AUTHORITY
THE LATEST AVON �D� 3571 PC RI ,
PROPOSED i5' LANDSCAPING
STORAGE TANK SECURITY EASEMENT (LANDSCAPED PROPO�io'
FENCEIMPROVEMENTSPLAN BUFFER AREA) PROPOSED LANDSCAPE
DB.PG. CG-2 CURB EASEMENT I
S58'48'09"E 114.92' DB._PG._
SIGN TYP.
FI
.h ----- —_IB"+..I
REQUIRED STREET TREES: 4
PROPOSED STREET TREES: 4
NOTE: 104' OF STREET FRONTAGE ALONG DESOTO COURT
REQUIRED STREET TREES: 3
PROPOSED STREET TREES: 4
4. PARKING LANDSCAPE REQUIREMENTS
REQUIRED PARKING LANDSCAPING = 21 PARKING SPACES Lai iTREE/ io SPACES
= 3 TREES REQUIRED
TOTAL TRESS PROVIDED ADJACENT TO PARKING SPACES = 3 TREES PROVIDED
5. SEE SHEET 6A FOR TREE PLANTING & STAKING AND TREE FENCING & ARMORING
DETAILS.
STREET TREES LANDSCAPING PLANT SCHEDULE
SYM
BOTANICAL
COMMONNAME
SIZE
CANOPY(SF)
TOTALSITE
QUANTITY
ICOVERAGE (SF)
AR
ACER RUBRUM
RED MAPLE
1 13/4"
1 397
1 14
1 5,558
UA
ULMUSAMERICANA
AMERICAN ELM
1 13/4"
1 397
1 12
1 4,764
I AREA OF PROPOSED ONSITE
I 2o' GRADING LANDSCAPE BUFFER
EASEMENT
DB.3291 PG.607
I
I TMP 90E-7
I TMP 90E-9 N/F IAN FARIS
O'CONNOR LIVINGrNIF
DB 4163 PG 261
TRUST 0DB 5116 PG 28977
PROPOSEDid PROPOSED SCRIM FENCE
I LANDSCAPING FENCE ALONG PROPERTY LINE
EASEMENT ADJACENT TO TMP goF-Ai
DB.PG. PROPOSED 2o' DRAINAGE AND
I LANDSCAPING EASEMENT
(LANDSCAPED BUFFER AREA) /
I DDB.PG L
VPROPOSEDzo'LANDSCAPINGEASEMENT- NATURAL
IA
LANDSCAPEDAREAORREPLANTING/NEW
LANDSCAPED BUFFER FOR ANY DISTURBED AREAS
DB. PG.
1 m 200
- m
/ i m — — PROPOSED 20'
--- EMERGENCY ACCESS
— — } EASEMENT
\\
I
CONC ETE
I
CD
00
CONCRETE
LOT 30
37,445 --
o.86 ACRES
THP 90-30B
H/JP' JOHH A OR RUBY T BROOKS
DB 1191 PG 396
PROPOSED5'
LANDSCAPING COMMUNITY
EASEMENT ASSOCIATION INC C/0
DB.PG. REAL PROPERTY INC
DB 3692 PG 319
PROPOSED EMERGENCY ACCESS
ROAD REMOVABLE BOLLARDS
ASPHALT
°02'03"W 3.10'
LOCATION OF PROPOSED
DETENTION BASIN
0
PLANTER
200'
/IMPROVED ASPHALT
DRIVEWAY
ACCESS FOR (2) LOTS
i
NO
PARKING
(2)UA STREET OPEN SPACE (3)AR STREET (2) UA STREET SIGN (TYP.) 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
PROPOSED io' LANDSCAPING (3) AR STREET BUFFER AREA)
(4) AR STREET PROPOSED DOUBLE -SIDED EASEMENT (LANDSCAPED (4) UA STREET TREES ALONG
TREES ALONBUFFER AREA
G TREES ALONG DESOTO COURT DB PG
ANOKO COURT TMP 90-30 VERTICAL FENCING (BOARD ) I HATHAWAY
(INCL. PARKING) ON BOARD) PRIVACY FENCE DB.PG. STREET (INCL. PARKING)
N/F GARY D BROOKS JR
DB 4858 PC 406-PROPOSED 3BOARD FARM
FENCE ALONG PROPERTY LINE
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.
(*) DENOTES THE LOCATI N OF THE AFFORDABLE UNIT
I THE DEVELOPMENT. PEP PROFFER #i, THERE SHALL BE (6)
DABLE HOUSING UNITS WITHIN 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.
Lie. No. 035791,'n
4/26/214�
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NIF" JOHN A OR RUBY T BROOKS
DB 1191 PC 396
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JOB NO.
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SCALE
III _ 301
SHEET NO.
16