HomeMy WebLinkAboutSUB201900071 Plan - Other (not approved) 2019-12-10GENERAL NOTES
OWNER/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.:
56A-1-26 (4.403 AC) 56A 1-1-26B (1.865 AC) 56A 1-1-30
(2.258 AC)
56A 1-1-30A (2.638 AC) 56A 1-1-29A (0.604 AC) 56A 1-1-29 (1.146 AC)
56A 1-1-31 (0.696 AC) 56A 1-1-27 (0.680 AC) 56A 1-1-28
(0.539 AC)
56A 1-1-28A (0.566 AC) 56A 1-1-36 (0.589 AC) 56A 1-1-36A
(0.434 AC)
56A 1-1-36B (0.40 AC)
EXISTING R/W TO BE ABANDONED FOR WAYLAND ROAD, BURFORD ROAD (PORTION
OF) AND McCOMB ROAD (TOTAL R/W=1.929 ACRES)
TOTAL AREA:
18.347 ACRES
TOTAL AREA PHASE I =9.732 ACRES
TOTAL AREA PHASE 11 (RESIDUE) = 8.615 ACRES
ZONING:
R-6 RESIDENTIAL, STANDARD LEVEL - CLUSTER DEVELOPMENT
PROPOSED USE:
SINGLE FAMILY ATTACHED RESIDENTIAL UNITS (VILLA UNITS AND
TH UNITS)
OPEN SPACE.•
TOTAL PHASE I OPEN SPACE PROPOSED = 3.56 AC (36.589)
TOTAL PHASE I OPEN SPACE REQUIRED (257) = 2.433 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.
PRESERVED/MANAGED SLOPES NO PRESERVED SLOPES OR MANAGED SLOPES EXIST WITHIN THE LIMITS OF THE
PROPERTY. OFF -SITE PRESERVED AND MANAGED STEEP SLOPES HAVE BEEN
SHOWN & LABELED ON THE EXISTING CONDITIONS SHEET.
BUILDING HEIGHTS
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35 FEET
SETBACKS:
FRONT: 5' MINIMUM (25' MAXIMUM FROM R/W OR EDGE OF SIDEWALK)
SIDE. • NONE - MIN. 10' BUILDING SEPARATION (ANY BUILDING THAT EXCEEDS 35' IN
HEIGHT SHALL BE SEPARATED FROM ANY OTHER BUILDING BY 10' PLUS 1' FOR EACH
FOOT THE BUILDING EXCEEDS 35' IN HEIGHT)
REAR. 20' MINIMUM
GARAGE: 18' MINIMUM FROM THE R/W OR THE EXTERIOR EDGE OF THE SIDEWALK
SUBDIVISION STREETS:
CURB & GUTTER
WA TERSHED:
LICKINGHOLE CREEK WA TER SUPPL Y WA TERSHED
AGRICULTURAL/ FORESTAL DISTRICT: NONE
TOPO & SURVEY.
THE BOUNDARY LINE, PARCEL INFORMATION AND TOPOGRAPHY WERE PROVIDED BY
ROUDABUSH, GALE AND ASSOCIATES IN JANUARY OF 2019. INFORMATION WAS FIELD
VERIFIED BY COLLINS ENGINEERING IN JANUARY OF 2019.
DA TUM:
NAD 83
EXISTING VEGETATION:
PARTIALLY WOODED WITH (2) RESIDENCES ON THE PROPERTY AND EXISTING
GRAVEL DRIVEWAYS.
LIGHTING:
NO STREET LIGHTING IS PROPOSED WITH THE DEVELOPMENT; HOWEVER, ANY LIGHTS OVER
3000 LUMENS MUST MEET THE REQUIREMENTS OF SECTION 4.17 AND BE FULL CUT OFF.
PHASING:
THIS PROPERTY SHALL BE DEVELOPED WITHIN 2 PHASES. CURRENTLY, THIS
PROPOSED PLAN INCLUDES (1) PHASE, AND PHASE 2 WILL BE THE RESIDUE PARCELS.
BUILDING SI TES:
PARCELS 1-50 EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS
OF SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
BURIAL SITES
A CEMETERY EXISTS ON THE RESIDUE PROPERTY (PARCEL TMP 56A-1-26). THE
CEMETERY SHALL REMAIN AND WILL BE PRESERVED WITH THE DEVELOPMENT.
STREAM BUFFERS:
THE 100' STREAM BUFFERS SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH
THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE
FLOODPLAIN:
A PORTION OF THE RESIDUE PROPERTY IS LOCATED WITHIN A FLOODPLAIN ZONE AS
SHOWN ON FEMA MAP#51003CO229D, DATED FEBRUARY 4, 2005.
RETAINING WALLS.
NO RETAINING WALLS ARE PROPOSED WITH THE DEVELOPMENT.
LANDSCAPING.
STREET TREES ARE PROPOSED WITH THE ROAD PLAN ALONG THE NEIGHBORHOOD STREETS
IN ACCORDANCE WITH ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS SET FORTH IN
SECTION 32.7.9 OF THE COUNTY CODE.
RECREATION AREA:
PROPOSED 2.55 ACRES (OPEN SPACE A). THIS RECREATIONAL AREA WILL INCLUDE A
CLUBHOUSE, OPEN FIELD FOR ACTIVE RECREATION, A TOT LOT (MIN. 10,000 sf), AND AN
OUTDOOR PATIGIMEETING AREA WITH A FIRE PIT.
TOT LOT AREA SHALL INCLUDE THE FOLLOWING (AT A MINIMUM):
ONE (1) SWING (FOUR SEATS), ONE (1) SLIDE WITH TWO (2) CLIMBERS,
ONE (1) BUCKABOUT OR WHIRL & TWO (2) BENCHES
OPEN SPACE.•
RECREATION AREA OPEN SPACE (OPEN SPACE A): 110,922 sf (2.55 ac.)
ADDITIONAL OPEN SPACE. • AREA B. 8,698 sf (0.20 ac.), AREA C. 21,557 sf (0.49 cc.)
AND AREA D: 13,788 sf (0.32 ac.)
TOTAL PHASE I OPEN SPACE. • 154,965 sf (3.56 ac.) - 36.587 OPEN SPACE (MIN.
REQUIRED =257)
IMPERVIOUS AREAS.
PROPOSED USES:
OFFSITE EASEMENT.
Existing Building & Structures
2,975 sf
Proposed Roadway & Parking Lot
75,500 sf
Proposed Sidewalk
23,375 sf
Proposed Buildings
56,520 sf
Proposed Driveways
17,800 sf
Future Impervious Areas
10,650 sf
Emergency Access Road
11,575 sf
198,395 sf
(47% of Phase 1) 4.55 ac.
LOTS 145,104 SF (3.33 AC)
ROADS (R/W): 123, 864 SF (2.84 AC)
OPEN SPACE. • 44, 043 SF (1.01 AC)
RECREATION AREA: 110,922 SF (2.55 AC)
ALL PROPOSED GRADING SHALL BE CONSTRUCTED ON SITE OR WITHIN EXISTING
RIGHT-OF-WAY. NO OFFSITE EASEMENTS ARE PROPOSED WITH THIS 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) ITE TRIP GENERATION: TRAFFIC IMPACT NUMBERS ARE BASED ON THE ITE TRIP GENERATION MANUAL,
8TH EDITION. CODES 230 WERE USED FOR THE DEVELOPMENT
PROPOSED 50 DWELLING UNITS
ADT RATE - 5.86 VPD PER DU = 293 ADT (146 ENTER/147 EXIT)
AM PEAK RATE - 0.44 VPH PER DU = 22 VPH (3 ENTER/19 EXIT)
PM PEAK RATE - 0.52 VPH PER DU = 26 VPH (18 ENTER/8 EXIT)
6) THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE.
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Sheet List Table
Sheet
Number
Sheet Title
1
COVER
2
EXISTING CONDITIONS & DEMOLITION PLAN
3
OVERALL PHASE I DEVELOPMENT PLAN
4
SITE PLAN
5
SITE PLAN
6
UTILITY PLAN
7
UTILITY PLAN
8
GRADING PLAN
9
GRADING PLAN
10
NOTES & DETAILS
11
NOTES & DETAILS
12
DRAINAGE MAP
13
DRAINAGE CALCULATIONS
14
ROAD & WATERLINE PROFILES
15
ROAD & WATERLINE PROFILES
16
STORM SEWER PROFILES
17
STORM SEWER PROFILES
18
SANITARY SEWER PROFILES
19
OFF -SITE SANITARY SEWER PLAN & PROFILE
20
SIGHT DISTANCE PROFILES
21
LANDSCAPING PLAN
22
LANDSCAPING PLAN
23
EMERGENCY ACCESS ROAD PLAN & PROFILE
24
ROAD SIGNAGE PLAN
25
ROUNDABOUT DETAILS
26
ROUNDABOUT DETAILS
26
TOTAL NUMBER OF SHEETS
NOTE: IN ACCORDANCE WITH THE 2018
INTERNATIONAL FIRE CODE FOR VIRGINIA, APPENDIX D
FOR FIRE APPARATUS ACCESS ROADS, A
DEVELOPMENT MAY EXCEED 30 DWELLING UNITS ON A
SINGLE PUBLIC ACCESS WITHOUT HAVING TO PROVIDE
A SPRINKLER SYSTEM FOR THE UNITS IF IT WILL
CONNECT WITH FUTURE DEVELOPMENTS AND IS
DETERMINED ACCEPTABLE BY THE FIRE CODE
OFFICIAL. THE CURRENT PHASE I DEVELOPMENT IS
PROPOSING 50 SINGLE FAMILY ATTACHED UNITS FROM
THE EXISTING PUBLIC ACCESS ON BLUE RIDGE
AVENUE. PRIOR TO ANY ADDITIONAL UNITS BEING
CONSTRUCTED ON THE PROPERTY (PHASE II), A
SECOND ACCESS CONNECTION SHALL BE
CONSTRUCTED TO THE DEVELOPMENT, PROVIDING
TWO POINTS OF CONNECTION TO THE DEVELOPMENT.
RO A DS LEGEND
EXISTING CULVERT
CUL VERT
0
DROP INLET & STRUCTURE NO.
CURB
CURB & GUTTER
PROPOSED PAVEMENT
EC-3A DITCH
6 »
DEPTH OF EC-3A DITCH
EC-2 DITCH
6"
DEPTH OF EC-2 DITCH
EARTH DITCH
DRI VEWA Y CUL VERT
BENCH MARK
CLEARING LIMITS
zoo EXISTING CONTOUR
20o PROPOSED CONTOUR
240.5E VDOT STANDARD STOP SIGN
PROPOSED SPOT ELEVATION
APPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNER/ZONING
ENGINEER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARMENT OF TRANSPORTATION
HEALTH DEPARTMENT
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soo YR FLOODPLAIN \O \ \\ \ \ \ \ \ -
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\\\//\\\ // 3. ALL DRIVEWAY ENTRANCES SHALL BE CG-gD
DRIVEWAY ENTRANCES ALONG THE PUBLIC STREET.
I O O° Oo 4. SEE SHEET ii FOR TYPICAL DIMENSIONS OF THE
♦ ` OO O PROPOSED LOTS, DRIVEWAYS, AND SETBACKS.
/ ♦ O° \ 5. ALL PAVEMENT MATERIALS SHALL BE
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/ SHEA, DANIEL F OR A GELA
TMP 056A1-01-00-03 00
0.464 cc.
DB 2413, PG 214
ZELLER, ORY W
TMP 056A1 1-00-032AO
0.26 cc.
DB 2194, PG 65\
LOT
NUMBER
LOT
AREA (sf)
BUILDABLE
AREA (sf)
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NUMBER
LOT
AREA (sf)
BUILDABLE
AREA (sf)
1
2,747
1,673
26
1,852
1,285
2
2,154
1,602
27
1,874
1,306
3
2,218
1,667
28
2,874
1,586
4
2,241
1,691
29
2,702
1,565
5
3,206
2,176
30
1,797
1,288
6
3,042
1,968
31
1,891
1,380
7
2,293
1,738
32
2,704
1,693
8
2,223
1,670
33
2,406
1,395
9
2,768
1,715
34
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1,320
10
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1,695
35
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1,320
11
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36
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1,701
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1,787
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1,356
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1,334
17
2,793
1,836
42
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1,509
18
2,795
1,883
43
4,412
3,019
19
2,016
1,464
44
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2,760
20
1,978
1,426
45
3,533
2,733
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2,647
1,717
46
5,837
3,901
22
2,602
1,657
47
5,894
3,853
23
1,876
1,326
48
3,446
2,644
24
2,715
1,645
49
3,384
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3,098
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50
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2,823
CG-3
SURFACE
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\
\SCOTT R. COLLINS'Z
No. 35791 �
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TMP 05600-00-00-11500
21.854 cc.
DB 4856, PG 582
NOTES:
1. THIS ITEM MAY BE PRECAST OR CAST N PLACE.
2. CONCRETE TO BE CLASS A3 F CAST IN PLACE, 4000 PSI
IF PRECAST.
3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG
FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB.
4- THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS
3" (13" DEPTH) OR INCREASED AS MUCH AS 3" (19" DEPTH)
IN ORDER THAT THE BOTTOM OF THE CURB WILL COINCIDE
WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE.
OTHERWISE, THE DEPTH IS TO BE 16" AS SHOWN. NO
ADJUSTMENT IN THE PRICE BID IS TO BE MADE FOR A
DECREASE OR AN INCREASE N DEPTH.
5. CG-3 IS TO BE USED ON ROADWAYS MEETING THE
REQUIREMENTS FOR CG-7 AS SHOWN IN APPENDIX A
OF THE VDOT ROAD DESIGN MANUAL IN THE SECTION
ON CS URBAN STANDARDS.
S. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING
BARRIER CURB. THE TRANSITION IS TO BE MADE
WITHIN 10' OR THE CHANGE IN STANDARDS CAN BE MADE
AT REGULAR OPENINGS.
SPECIFICATION
ROAD ANDDBRISTANDARDS STANDARD 4" CURB E '
SHEET 1 OF q REVISION DATE 105
VIRGINIA DEPARTMENT OF TRANSPORTATION 502
201.02
2016 ROAD & BRIDGE STANDARDS
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No. 35791 11
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1. CONTRACTOR SHALL VERIFY ALL TIE-IN ROAD CONNECTIONS TO ANY ROAD EXISTING OR UNDER
CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE ENGINEER OF ANY DISCREPANCIES
BETWEEN THE EXISTING ROADS AND/OR PROPOSED ROADS, EDGE OF PAVEMENT. CONTRACTOR SHALL
CONTACT ENGINEER TO INSPECT E/P AND ROADWAY TIE-INS TO EXISTING ROADS, PRIOR TO ANY CONCRETE
OR PAVEMENT BEING PLACED.
2. CONTRACTOR SHALL VERIFY E/P ELEVATIONS ADJACENT TO THE SANITARY SEWER MANHOLES TO ENSURE , - - -- 1 J ,L l 11 I,
THAT MANHOLE TOPS ARE CONSISTENT WITH THE ADJACENT PROPOSED CURB ELEVATIONS. _
3. CONTRACTOR SHALL PROVIDE ENGINEER SURVEY WORKSHEETS OF ALL ROADWAYS, MANHOLE TOPS AND EXISTING ACSA 8" DI WATERLINE
DRAINAGE STRUCTURES PRIOR TO INSTALLATION OF E/P, DRAINAGE, OR UTILITIES TO COLLINS ENGINEERING `
FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. COLLINS ENGINEERING SHALL VERIFY ALL SURVEY TIE-IN TO EXISTING 8" WATERLINE
LINE SHEETS TO ENSURE POSITIVE DRAINAGE AND PROPER ELEVATIONS FOR CONSTRUCTION. EXISTING RWSA 12" DI WATERLINE WITH PROPOSED 8"x8" T.S.&V.
4. ALL PROPOSED SANITARY AND WATERLINE EASEMENTS SHALL BE DEDICATED TO ACSA FOR PUBLIC USE. EXISTING RAILROAD A EXISTING 8" G.V.
5. ALL WATERLINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL - -
INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. EXISTING 12" G.V.
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TMP
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00
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DB 2413,
PG 214
ZELLER, ORY W
TMP 056A1 1-00-032A0
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9
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 o
PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR
APPROVAL.
3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN
EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO
A BOUNDARY LINE OR A NATURAL WATERCOURSE.
4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE 0 \ I
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 ^0
GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE \ \ U u PO
FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. _
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT � \
CG-9(A, B OR C). \ \
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT
STANDARD PE-1. \ `1NG�PNE
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE C I
TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO.
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL \
PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL
BE NULL AND VOID. \
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC
CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND
MANUAL. \
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, \ \ O
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 \ \ O O
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 O
INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE
WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT.
.........................................,,,,,.,,.,,,.,., EXISTING RAILRO ....
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ROAD NOTES / ®°®®®
/ ®®® 00
GRADING:
1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE VIRGINIA _ 00°°°°°°°°°°°000°°°°°°® ®®°°°
DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS 00®
OF THIS PROJECT.
_ ®®°®®®°® TRIP GENERATION CALCULATIONS ®®®®®®®°®®®®®®°®®®
2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY, IT SHALL BE REMOVED FROM THE ENTIRE ROAD ®®°® TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION) ®®
RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SATISFACTION OF THE 0®®®
ENGINEER. ®®®0°®® So SINGLE FAMILY DETACHED UNITS - CODE 210 (PHASE 1)
3. 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. ®®®®®®®®®®®®®®®®®®°®®®®°®®®®®®®®®®°®®
®® 0
4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCTION 00
OF ADT: z93 VPD (146.5 ENTER/ 146.5 EXIT)
OF THE SUBGRADE. 0000000000000000000 AM PEAK: 22 VPH (4 ENTER/ 18 EXIT)
DRAINAGE: PM PEAK: 26 VPH (17 ENTER/ 9 EXIT)
e°0°0 `
1. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ®®
ONE (1) FOOT. ®®®®
2. STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE
FIELD CONDITIONS INDICATE.
3. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM
DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF
TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS.
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER. DRAINAGE
EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER COURSE.
PAVEMENT:
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
Pavement Design
RF= 1.0
Location
ADT
HCV
Design
ADT
CBR
SSV
Dr
Surface h a
Base b a
Sub -base h a
Dp
McComb Street (Public Road)
400
2
420
4
4
11.74
SM-9.5
1.5
2.25
BM-25
3
2.25
21A
6
0.6
13.73
Alston Street (Public Road)
770
2
790
4
4
13.94
SM-9.5
1.5
2.25
BM-25
3
2.25
21A
6
0.6
13.73
Dupree Street (Public Road)
200
2
220
4
4
9.49
SM-9.5
1.5
2.25
BM-25
3
2.25
21A
6
0.6
13.73
Private Alley
150
2
170
4
4
8.59
SM-9.5
1.5
2.25
BM-25
3
2.25
21A
6
0.6
13.73
ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION.
2.
SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS
3.
PLACED.
TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADATION
NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED FOR ROADS
FOR TYPE I, II, OR III PRIOR TO PLACING AGGREGATE BASE.
THAT ARE PROPOSED TO BE STATE MAINTAINED:
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
i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED.
SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL REQUIREMENT WILL APPLY.
ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED.
ALBEMARLE COUNTY
GENERAL
CONSTRUCTION NOTES
iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED
BASE MATERIALS.
1.
PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY INCLUDING CONNEC77ON TO ANY EXISTING
iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE
ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (l/DOT). THIS PLAN AS
COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED.
DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF 7HE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE
2.
REQUIREMENTS OF THE PERMIT SHALL GOVERN.
ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT
v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT
UNLESS OTHERWISE NOTED.
DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND
J.
EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION
MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE.
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.
vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL
5.
THE MAXIMUM ALLOWABLE SLOPE IS 2: 1 (HORIZONTAL: VER77CAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF
INSPECTION.
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,
vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOT A MINIMUM OF ONE WEEK PRIOR TO EACH OF THE
OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION.
7.
ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM 1T?AFFIC CONTROL DEVICES.
8.
UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS Ill.
viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE
9.
ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION
ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE
INDUSTRY (29 CFR PART 1926).
MAINTENANCE.
EXIST. GROUND 3.1
EXIST. GROUND
EXIST. GROUND
EXIST. GROUND
5' WIDE CONCRETE
SIDEWALK
4" VDOT 21A
STONE BASE
1.0 5
NOTE: PROPOSED LANDSCAPING TO
UTILIZE OUTER 3' OF PLANTING STRIP
PER 3' CLEAR ZONE REQUIREMENT
CLEAR
II
2%
6' PLANTING
STRIP
T S701VE
6 BA2.SE
CG-6
CURB &GUTTER
2%
POINT OF CG-6
FINISHED GRADE CURB & GUTTER �3' f
CLEAIZONE
SURFACE
2% 2%
6' PLANTING
4"21vADOT STRIP
SUBBASE STONE
BASE 6
5' WIDE CONCRETE
SIDEWALK I
I� 10, 1
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24' F/C-F/C
- 49'
TYPICAL NL'IGHBORHOOD AS'TRL'L'T ASL67 JV (49 ' R/'rj
ALSTON STREET AND DUPREE STREET (ALL PUBLIC ROADS)
CS--SSAR RESIDENTIAL & fflXED USE SUBDIVISION STREET DESICN SPEED•• 25 ffPff
ON -STREET BUafFLOUT PARKING ONLY
NO 1,: RIGHT-OF-WAY WILL WIDEN IN LOCATIONS OF THE BUMP -OUT PARKING SPACES
4" CONCRETE
SIDEWALK
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6' PLANTING
4" VDOT 21A STRIP
STONE BASE
1 5 6
C/L
CG-6 POINT OF CG-6
CURB &GUTTER FINISHED GRADE CURB & GUTTER
/ \SURFACE
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4-_VDOT 1 1 1 4"
(PARKING LANE)
BASE
10
(TRAVEL LANE)
56'
SUBBASE
10'
(TRAVEL LANE)
4" VDOT 21A
STONE BASE
5
2%
6' PLANTING
STRIP
6
R/W
TYPICAL NL'IGHBORHOOD ASTRL'L'T ASL'CTION �56 ' R/1Y)
afCCOJfB STREET (PUBLIC ROAD)
CS-SSAR RESIDENTIAL & AfIXED USE SUBDIVISION STREET DESIGN SPEED. 25 afPH
PARIIINC ON ONE SIDE ONLY
4" CONCRETE
SIDEWALK
4" VDOT 21A
STONE BASE
5
- \
EXIST. GROUND
EXIST. GROUND
EXIST. GROUND
EXIST. GROUND
....
00
00
0
0
0
0
0
HANDICAPPED SPACES SHALL BE IDENTIFIED
BY ABODE GRADE SIGNS AS RESERVED FOR
RESERVED
PHYSICALLY HANDICAPPED PERSONS. PROVIDE
RESERVED
PARKING
ONE 1 R-7-8 SIGN AT EACH HANDICAPPED
PARKING
PARKING SPACE INDICATED ON SITE PLAN.
SIGN WILL BE ALUMINUM (PAINTED WHITE) WITH
GREEN LETTERS AND INTERNATIONAL WHEELCHAIR
SYMBOL. THE CENTER OF SIGN SHALL BE AT
LEAST FIVE (5) FEET ABOVE GRADE, BUT NO
HIGHER THAN SEVEN (7) FEET ABODE GRADE.
SIGN SHALL BE PLACED ON STEEL POST 1-1/2" 0
PAINTED BLACK SET IN 12" OF CONCRETE.
TOW AWAY
TYPICAL ACCESSIBLE SIGNS SHALL CONFORM TO
VAN
ZONE
ADA REQUIREMENTS
ACCESSIBLE
$100 - $500
$100 - $500
FINE
FINE
HANDICAPPED PARKING SIGNS
6"
MIN.
NO SCALE
TOP
OF 4 '� 2" R
CURB
6"
d
13" '
A a ° A c n d o d
A
_ 1' 6" 2'
OR #78
STANDARD CG-6 STONE#57BASE68 NDER CURB
CURB & GUTTER &CHECKED BY VDOT
NO SCALE PRIOR TO PAVING AND/OR
BACKFILLING.
(VARIABLE WIDTH)
4" CONC.
d
4" 21-A STONE BASE
CONCRETE SIDEWALK
00
;
00 - y y;........; ';;;.
®°°00
°00
0000000
07/
l°®0
00®®
®00 \ L
°® v
®00
0
00
°0
°0
0
°00
°®®0000
TRIP GENERATION
1"=100' ®°®®®®®®®®
�TH of �
� SCOTT R. COLLINS�Z
No. 35791 �
�INSIIOIVAL E:G�
Zo
Q a
°C
m
H
w
_j G
lam-
��\�
Ln z u
w
LU
L
CG-98
WIDTH OF
CENTRANCE _
LIMITS OF PED. LIMITS OF PED.
ACCESS ROUTE ® o ACCESS ROUTE
WIDTH OF ENTRANCE cj UNPAVED SPACE NON -TRAVERSABLE ' UNPAVED SPACE
EXISTING OR PROPOSED EXPANSION JOINT I
SIDEWALK OR SIDEWALK SPACE WIDTH OF
ENTRANCE
2 O j V A
_ LIMITS OF PED. o LIMITS OF PED.
EXPANSION JOINT E E W CCESS ROUTE ® NON -TRAVERSABLE = ACCESS ROUTE
j Cp
x V
U
CURB INCLUDED IN N PEDESTRIAN ACCESS ROUTE DETAIL WITH &
'A ENTRANCE GUTTER rc
� WITHOUT UNPAVED SPACE
'« w
O w
w ADDITIONAL RIGHT-OF-WAY IS RE (RED IF THE LIMITS
J z OF PEDESTRIAN ACCESS ROUTE EXTEND BEYOND N�'-0".I
FLOW LINE EXISTING OR PROPOSED VDOT RI HT -OF WAY. I I
w x EXPANSION JOINT ENTRANCE WIDTH
ESOLUTE MINIMUM 12' IRABLE MINIMUM 16' • c, . p, • b%
ABS
Gj PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
0 UNOBSTRUCTED STABLE FIRM AND SLIP RESISTANT
PATH CONNECTING ALL 'ACCESSIBLE ELEMENTS OF A oo oYo;o oz
FACILITY THAT CAN BE APPROACHED, ENTERED AND o •o • o. o
EDGE OF PAVEMENT USED BY PEDESTRIANS.IF ACCESS ROUTE IS ADJACENT
TO BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'. SECTION F-F
C
HALF PLAN
1K- IF PEDESTRIAN ACCESS ROUTES AB ARE BEING
PROVIDED, EDEST A MINIMUM S. TRAVERSABLE WIDTH
IS REQUIRED WITH A MAX. 2X CROSS SLOPE.
WHEN USED IN CONJUNCTION WITH STANDARD
o.
PARABOLIC OR CG-7 THE CURB FACE ON THIS
UNPAVED SIDEWALK
CURVE
STANDARD IS 70 BE ADJUSTED 70 MATCH THE
STAIN
MOUNTABLE CURB CONFIGURATION.
SPACE
4o PA4o4 o: o
®
®
x
NORMAL GUTTER
_-----
-
*
SECTION E-E
• n. �. • c. . c.
x
• e,�
. p. • b. • e. • °'
���Yo4o: �`
* 0% TO 10% CHANGE
1'- 3"
4 b`•:•o40
0o4 o`:So4a•aY
c
CLASS A3
(H.E.S3 CONC.
6" AGGR. BASE TYPE I SIZE 218
• �•
5.0..
I 5'-0'•
A
® POINT OF GRADE CHANGE
�.c.•�.
p,
12% MAX. SLOPE
FOR CURB AND GUTTER ONLY
.>F
'n
. �. • �. • e.
FOR SIDEWALK CURB AND GUTTER
x x 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
. o . o • o . o • o
BUILT CONCURRENTLY
4o Po400 0 0
SECTION C-C
x x x 3 X MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND
B % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
SECTION D-D
SPECIFICATION
-,VDOT
REFERENCE
STANDARD
ENTRANCE GUTTER
ROAD AND BRIDGE STANDARDS
502
REVISION DATE
SHEET 1 OF 1
VIRGINIA DEPARTMENT OF TRANSPORTATION
07/15
203.02
2" SM-9.5
SURFACE C
8" 21-A
BASE COUF
COMPACTEI
SUBGRADE
ASPHALT PAVING - EMERGENCY ACCESS ROAD
NO SCALE
NO SCALE
POINT OF
R/W
CC/L FINISHED GRADE R/w
&
CURB GUTTER
CG-6
CURB & GUTTER
1 SM-9.5A
1/4'-1'
1/4':1'
SURFACE COURSE
3" BM-25
INTERMEDIATE COURSE
moo-'- o 00A%0
�a6' 8s8b.°°° 00Cea
4"
21A1A
4" WO
6" COMPACTED AGGREGATE
BAS
STONE
BASE COURSE, VDOT #21A
aG
25
0'
(TRAVEL LANE)
10'
(TRAVEL LANE)
BASE
OR #216 DEPENDING ON
ULTIMATE TRAFFIC LIMITS
20' F/-F/
AND UNDERDRAINS
27' PRIVATE ROAD R/W
COMPACTED
SUBGRADE
TYPICAL
4.zzEr ASL'CTION - ,97' PRIVA77E ROAD
ASPHALT PAVING - ROADS
(PRIVATE ALLEY)
NO SCALE
15 MPH DESICN SPEED
NOT TO SCALE
TYPICAL SINGLE FAMILY ATTACHED UNIT DETAIL
2o'REARSETBACK
I I
LYj
- - m - - - - - -
Ln
IO' IN
SEPARDITIO'^IrI
LL
�0
> z 0 9' MIN
0 DRIVEWAY
p LL WIDTH
z2<
�
a S' FRONT
80 SETBACK
CG-1t
NOTE:WHEN A PEDESTRIAN ACCESS ROUTE
CROSSES A COMERCIAL ENTRANCE
�- THE CROSS SLOPE SHALL BE 2X FOR
A WIDTH OF 5 FEET.
A -STREET APPROACH SAME SURFACING
I
GENERAL NOTES
(RADIUS TO BE AS o C AS MAINLINE ROADWAY (SEE NOTE 3)
SHOWN ON PLANS) F.
1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3
(RADIUS TO BE AS
OR CG-7, THE CURB FACE ON THIS STANDARD IS TO
SHOWN ON PLANS)
BE ADJUSTED TO MATCH THE MOUNTABLE CURB
CG-2 OR CG-6
CONFIGURATION.
(SEE NOTE 1) I- - - -
/
2'
CSTANDARD.FOR CURB RAMP DESIGN TO BE
B 0 SIDEWALK
USED WIISEE T TT IISDARD
I
(SIDEWALK
(SEE W - - - -
NOTE 5) rc OPTIONAL UNPAVED SPACE
FLOW LINES
3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE
- - ----� +---
RELINE (EXCEPT ANY SUBGRADESTABILIZATION
REQUIRED FOR MAINLINE PAVEMENT WHICHHIGHCAN BE
BE
EXPANSION yQj
EXPANSION
OMITTED IN THE ENTRANCE.)
JOINT 4 I
JOINT
4. RADIAL CURB OR COMBINATION CURB AND GUTTER
- -
NOTE: WIDTH "B" 2'-C' OR AS MAINLINE ROADWAY
SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE
EXCEPT FOR REPLACEMENT PURPOSES.
SHOWN ON TYPICAL SECTION. A �w
PLAN VIEW
ENTRANCE NOTES
5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE
TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
MAINLINE ROADWAY SLOPE
TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS
10'PARABOLIC CURVE (ENTRANCE ONLV)
WITHIN THE LIMITS OF THE RADIISHOULD BE
INCREASED TO 7". (SEE CG-13)
EDGE OF PAVEMENT OR 8 X MAX. D
OPTIONAL FLOW LINE GRADE CHANGE ® - - - p
6. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW
MAIN LINE ROADWAY
_ _ (SEE
- - - - - - - - - - - NOTE 7)
LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
THE ENTRANCE.
8% MAX. ® D
GRADE CHANGE -
7, THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES
"D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE
D
TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET
CONNECTIONS.
5' MI
20' MINIMUM FOR
COMMERCIAL ENTRANCE
INTERSECTION NOTES
B. WHEN CC-11IS USED FOR STREET CONNEC7IONS,THE
® CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE.
CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH
AASHTO POLICY AND THE APPLICABLE REQUIREMENTS
SECTION A - A
ROAD DESIGN INCLUDING STOPPING
VE MANUAL,
SOF IG TTHE
DISVDOT
AND
9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A
-y
4"
PORTION GUTTER TO PROVIDE POSITIVE DRAINAGE
2" B
ACROSS THE INTERSECTION.
ylll
ALLOWABLE ENTRANCE GRADE CHANGES
\
CLASS A3 •>. .p,
ll}
.) -
CONCRETE
CONCRETE
SECTION C-C
E ENTRANCVOLUME
GRADE CHANGE
"D"
DESIRABLE
MAXIMUM
HIGH
MORE THAN 1500 VPD
1111
3 %
MEDIUM
500-1500 VPO
5 3 X
6 X
LOW
LESS THAN 500 VPD
5 6
NOTES ALLOWABLE ENTRANCE GRADE TABLE IS NOT
APPLICABLE TO STREET CONNECTIONS
SPECIFICATION 1VD❑T
REFERENCE METHOD OF TREATMENT
ROAD AND BRIDGE STANDARDS
502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE I SHEET t OF 1
VIRGINIA DEPARTMENT OF TRANSPORTATION 07715 201
LU
N It
co o In -- CD
LU
w
w
JOB NO.
182154
SCALE
AS SHOWN
SHEET NO.
10
GEOTE%TILE DRNNAOE FABRC
(OVERLAP T-O" AT TOP) -PAVED SHOULDER
PAVEMENT
SI,BGRADIE OUTLET PPE
SEE MOTE 1 157 AGGREGATE. V1
Z'•p' T-0" AGGREGATE OR CRUSHED
GRAD$ M N! REO R
VI'l;tl'BI,E GRADATION! REOIARERENi.
(EDGE OF PAVED 5HORADER)
PAVED SHOULDER SECTION
UP TU fLBOW.
PIPE 15 PERFORATED
PPE -LESS JOUREOAYE
TRENCH WITH
DRWNAOE FABRIC
NON PERP04017 I} _
OUTLEY PPE (TYPICAL)
45' ELBOW
CONNECTION
45' WYE
CONNECTION
EW-12
(TYPICAL) -I
OUTLET PIPE
NO SCALE
unMETmRNn sNr'LL 6E c[nTE1RED unofR curve MID G1ArTER
GEOTE%FILE DRAINAGE FABRIC
[DVEftL,W 1'•0" AT TOP!
PAVEMENT
UN5TABl12LO-
SI�6•
SUBGRADE •• pJTLEi PN•E
SEE NOTE 1
N57 PA)1#GATE, OR
AGffa$GA7E OR CRUSHED
GLASS YETEKi YR
GRADATION REOUPELEHF.
CURE AND GUTTER SECTION
Par LIMITS
FOR DurLET
PIPE TD
BEGtl WITH
46• ELRcaw
greater
UP TO ELSDW
PPE IS PEiiFGIRATED
Nymcrr STANDARD PAVEMENT EDGEDRAIN jR RICATI
ENCE
ROAD ANO BRIDGE 97ANDMiOB RG 2-140
SHEET 1 OF 2 REVISION DATE 25�5
II VIRGNIA DEPARTMENT Of TRAN5PORTATgN 91
CO -1
t E7�-12
CUT PAVEMENT TOP or DVT PA;LI,,M S IGN (TYPICAL)
_ OJIHH -I)9JIDDIEP.FP a5•FILL UBGRADE CYTCH LIN% CLB'
INF 1
COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS E F OF PAVFEFNT
CENTER LINE SECTION TRAVEL LANES
IWI-H - L 1tiL_LG- MAffAIAL1 _
45' /
TRENCH PLACEMENT COGC CF PAVCI,ENT PAY L6IL'TS RFDR
OAY 1,T PIPE TO
._a IUGFR LINF ELM ITH 41
r- PAVEMENT SURFACE L BASE
TOE OF FILL
�s � r� SUBBASE or /
asaaoa o-
6 SELECT MATERIAL TYPE I L'R II t / iYP�C L}
o per . ., 0 4 k5Y AGGREGAYE.(18 ACIGnECATE OR CRUSHED
-+ GLASS AEETNG 48 GRADATION REgUIREMENTS. PLAN VIEW
a„ :..O ,,,a•- GE4TEx TEE DPNHAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN)
OR
�- PAVEMENT SLPFACE 1, BASE
na �-SUBBASE OR GENENT SIANuZED SUBBASE
o• e - e - 4 - 4 a �- SELECT MATERIAL TYPE II OR 5UONiADE
1' a LCEAfNi CA LIME STAEII I
"I AOGpEOATE, 96 AGGREGATE OR CRUSHED
GEOTEXYLE 6L. MEETIN6 #5 GRADATION RE17R/RRCLEHTS
gR0R1tG
GENERAL NOTES
FAI3(N: p-G•
III------ttt
I. JNLE5S SPCCEIGALLY INDICATiD, COM9NATIOh JNDFRDRNN WILL NOT BE
LOCATED AT THS POINT WHEN 60TH SUBBASE AND Su3GRADE ARE STAML®.
2. TREND( SHALL BE FILLED WITH AGGREGATE AND THROLC4LY HARD TNAPED TO
INSURE POMPACTN s.
NON -PERFORATED OUTLET PIPE
3. OUTLET PPE SHALL BEGIN AT THE EDGE OF TIE TRAVEL LANE PAVEMENT AND
5"A_L BE PLACED ON A GRADE PARALLEL TO THE 91GLLDER SLOPE 2 X NAN_ (3 X
DESIRABLE) GRADE.
N. ON CURB AND CUTTER LOTIONS, WHERE IT IS WPOSSE E TO 07WRWISE PROVDE
OUTLETS FOR UNDERDRA MI THEY ARE TO BE LOCATED BD AS TO CRAAN INTO DROP
INLETS OR MUAHCLE5.
S. ON SuPENLEVAtfO SECTKINS TRENCH 1S TO 8C LWXR ENTIRE PAYEwC"T AREA
§iDE
WITH CUTLE7 PIPE ON LOW ONLY_
5. INVERT ELEVATION AT OUTLET END OF OUTLET PPE TO BE A MINM1M OF 1'•0' ,ABOVE
WVERT ELEVATION OF RECEIVING DRAJNADE DITCH OR STRUCTURE.
* WALL THICFWSS (MIN) - INCHES
7. ALL CONINECn0NS cELTS, *TES. r : w11NE PAY Luts FOR WILE T PIPE ARE TO
RF Ox TAG SANE CRUSHRNo STRENI n5 THE Our LCT PPE.
1u 0TESTED ACCORDING TO ASTM D4a12 AT 57 CEFLECTKIN.
I H' " T,", BE SECURELY CONNFf: IEO TO EW-12CR OTHER DRNNW(E
STANDARD COMBINATION UNDERDRAIN
SPECIFICATION
CIAIO
REFERENCE
(AT LOWER
END OF CUTS)5011
dI47
]4
VRGAYA DEPARTMENT OF TRJNSDORTA-ICN
701
TYPE Di PPE
C RJ9HNG S-REhGTSN
MOLL OiAR,HETER
W.T.
6" ADM.
SMOOTH WALL PVC
.10�
0.153
3AOOTH WALL PE
m P51 3(f(if
7U PSI Nf )(lE
_SUBBASE
`�� SUBGflAOE
FILL-COMBINATIONUNDERDRNN�'DIFC
LIMITS OF PAY FOR
OUTLET PIPE
TOP OF CUT OF FILL
SHOULDER LINE
LINE I I 19CE OF PAVEMENT
COMBINATION UNDERDRAIN CD-2 ON FALLS
� I � 90° TRAVEL LANES
�
CENTER LINE SECTION
(WITH TYPE 15ELECT MATERIAL)
I r
EDGE OF PAVEMENT
LL
SHOULDER UNE
TRENCH PLACEMENT
YPICAU>r ,I To
OF FILL
- PAVEMENT SURFACE 4 BASE
-LIMITS OF PAY FOR
o - SUBBASE OUTLET PIPE
T-c-o-o-o-o-uoo-o-o-coaoEo -SELECT NATEPoN. TYPE IORII PLAN VIEW SHOWING PLACEMENT OF
p� ^ k57 AGGREGATE, k8 AGGREGATE OR CRUSHED CD-2 UNDERDRAIN
GLASS MEETING NB GRADATION REQUIREMENTS.
DRNNAGELE "1-0• NON -PERFORATED OUTLET PIPE
FABRIC
OR TYPE OF PIPE CRUSHING STRENGTH
.T 4" MOM. DIAMETER "MOM. DIAMETER
_ SMOOTH WALL PVC .103 0.153
E-PAVEMENT SURFACE &BASE SMOOTH WALL PE 70 PSI IL3H)R 70 PSI **M
SUBBASE OR CEMENT STPDILIZEO SUBBASE
SELECT MATERIAL TYPEII OR SUBGRPDE
o - o - o - o -a- - (CEMENT OR LINE STABILIZED) IN WALL THICKNESS (MIN) -INCHES
,••, k57 AGGREGATE, kH AGGREGATE OR CRUSHED iENMlf TESTED ACCORDING TO ASTM D-2412 AT Sx DEFLECTgN,
GEOTE%TILE GLASS MEETING AB GRADATION REQUIREMENTS.
DRNNACE 1'-0^ FABRIC GENERAL NOTES
1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THRWGHLY HANG TAMPED TO
INSURE COMPACTNESS.
°PROACH SLPD PAVEMENT 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND
SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 x MIN. (SC
DESIRABLE) GRADE.
BRIDGE CD SUBBASE SUBBASE 3. ON CURB NJO GUTTER SECTIONS, WHERE IT 5 A/POSSIBLE TO OTHERWISE PROVIDE
CD-� OUTLETS FOR UNDERORNNS, THEY ARE TO BE LOCATED SO AS TO DRAM INTO DROP
5'-O' INLETS OR MANHOLES.
GREGATE BASE MATERIAL TYPE) 4. ON SUPERELEVATED SECTIONS, TRENCH 5 TO BE UNDER ENTIRE PAVEMENT AREA
M-SI24E2 NO.16 (fi" MIN. DEPTH) WITH OUTLET PIPE ON LOW SIDE ONLY.
5. INVERT ELEVATION AT OUTLET END OF OUTLET PPE TO BE A MINIMUM OF 1'-0" PROVE
INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE.
PLACEMENT OF CD-2 UNDERDRAIN AT G. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WTTHIN PAY LIMITS FOR OUTLET PIPE ME TO
BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH As THE OUTLET PIPE.
7. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE
STRUCTURE.
SPECIFICATION REFERENCE STANDARD COMBINATION UNDERDRAIN
232 (AT GRADE SAGS) AND BRIDGE APPROACHES)
601 7M VROR'N1 DEPARTMENT OF TRANSPORTATION
108.06
�(TYPICAL
CRIMP AND ROLL END OF COPPER PIPING
y
42" MIN.
REMAINING COPPER PIPE TO BE VERTICAL \
\\i T
SHUT-OFF CORPORATION STOP
TYPICAL SERVICE TAP ABANDONMENT
NITS
FIG. W-bB
Asphalt Pavement Restoration Detail for Open Cut IItlLlty Installations
Mill &resufro ce"' Mill &resurface"'
Saw -cut existing pavement
to the full depth of asphalt
12` min.' I 12' min.
I sphalt Concrete Surface Material"
Lin
6' min. Asphalt Ctlnerete Base, Type BM-25.OA
1
10' min.
NOTES:
' Asphalt Concrete Surface Material:
SM-9.5A for ADT < 10,000
SM-9.5❑ f4rADT � 10,000
The district administrator's des 9 neeshall Clete rminethe
restoration requirements fD r other pave menttypes.
" Trench width and pipe beddingshall be in
accordance with VDOT Std. 1313-1
*
� 12inches minimumbey4ndtheedge Dfthetrench
on longitudinal open cuts, Dr25 feet minimum beyond
the trench centerline on perpendicular open cuts, or as
Clete rm fi n e d by th a distri d a dim i n istratD is designee.
Date: Aug uslt 27, 2014
7.5't4tal asphalt
concrete pavement
depth DrequaltD
the depth of existing
� as ph a It co n Crete,
whichever is
Sub -base course depth
shall be 10'Dr equaltD
depth of existi n g s u b-base,
whichever is greater
I HDrizDntalandveEli calsurtaces
12` Bench
"12` Bench shall be tackedwith RC-250 liquid
Min. Min. asphaltat a rate Df 0.1 gallon per
SY or as determined bY the
district administrator's designee
Select MaterialType I with minimumCBR=30
� Class I backfill material in accordance
with Sedi4n302 ofthe Road andf3ridge
Specifications
No- 26 or 27 aggregate pipe bedding in
accordance with Sections 205 & 302 of
the Road and Bridge Specifications
Not to Scale
PIPE
DEGREE
BEND DIMENSIONS
VOL.
TEE AND PLUGS
VOL.
SIZE
OF
FEET)
CU.YD.
(FEE
CU.YD.
BEND
L
H
T
L
H
T
90
2.50
2.50
3.01
0.24
4" & 6"
452,00
22 1 /2
1.50
2.25
2.00
2.60
2.52
0.15
0.10
200
2.25
2.50
0.15
71 1/4
1.50
2.00
2.50
0.10
90
3.66
3.16
3.21
0.46
8„
45
221/2
2.66
1.66
2.66
2.16
2.77
2.69
0.26
0.13
3.16
"1
2.66
0.32
11 1/4
1.66
2.16
2.67
0.13
90
4.83
3.83
3.42
0.83
10" & 12"
453.33
3.58
2.95
0.43
3.83
4.00
2.83
0.52
221/2
2.33
2.58
2.86
0.24
11 1/4
1.83
2.33
2.84
0.18ON
(4) 1" (25mm) DIA HALES
2RCI.E.(634mm) DIA
BOLTCIRCLE.p" (51mm) LETTERS
T 0 (RECESSED FLUSH)
I25m m]
D
�1
r- � A7Qr P?CCLOSED
KHOLES
5PN
1 1/z"
D [- [38mm]
O
O O
� W
- [n
1 E 1 (2) CORED
y
b
PICKBARS
-n
T 1 1/8" (29mm) DIA BOSS
D 27 1/2" DIA 1 1/2"
[699mm] [38mm]
m 26 1/4' DIA 7"
[6S7mm] I [178mm] 1 1/2"
26" DIA
[660mm] [38mm]
(6mm) DIA 3 1/B"
24" DIA NEOPRENE GASKET [79mm]
O[606mm]
C 26 7f 16' DIA � 5/8"
T•T•T [722mm] [16mm] 23' DIA
1 1 1 [584mm]
3s" DIA zs" Dw
[914mm] [635mm]
FRAME SECTION OLD. OF GASKET GROOVE
SECTION
(4) 1' (Rmm) DlA HD1H5 27 1/2" DIA ] 1/2j
ONa2 alb•LR. (eabmm) Na [38mm
NiDLr s c
o � 2 � t /�[689mm] -
[Hamm)
667mm
grA �J
II [BDfimm]
�28 7/16" DIA
[722<HmJIllj [16mm]
6' SDIA 026'
O O [914mm] [fifi6mm 1 1f2"
FRAME SECTION I t3ftB" � [38mm]
[2Dmm]
z• {slmm) LmEds
(RECESSED FVJSN)
3imm] S (� mJ 9 22 13/16"3mmj �I
3 13 16'
/
2 Ile 579mm
[97mm]
46 1 3/fi" [635mm]
[17mm] [35mm] g/16" O.D. OF GKT GROOVE
CAM IwtT [14mm] SECTION VIEVY 1/4' (6mm) DW
DIE Ka5E1fIR.Y NEOPRENE GASKET
DErA1L (2) WSHR 1/16 x s/B x T 1/2
1600• RUBBER PARrIM 4D861045
S� W � (P2cc� [6mm�4DD [4t5rnm (P�Ar[� o�glzsl�ttx3 t/2 SS
[fimm •iS.Y DIA BYNNLEss STEEL ROD (PJ WSHR 9/B ID 15D DID 55
PLAN VIEW 1 1/8" (29mm) DVL BOSS [13mm PAIiT� 00957318
PI CKRAR & LOCKLUG HOLE DETAIL
NOTe"S: 2) NDT H% 5/(i-11 2N NYL.K
PARFq Q0961284
1. ALL MANHOLES WITHIN 140 YEAR i7.000PLAlN OR LOCATED OR AREAS SUBJECT TO F1.000BVG SHALL HAVE WA-IERIIGHT FRAME $COVER, (2) NtR M%.14M 5/6-17 ZN
2. ALTERNATIVE DESIGN FOR WATER'RGWT COVERS WILL BE CONSIDERED. pARE�i O0981228
3, COVERS 5}FAL.i BE FIXED TO FRAMES WITH LOCKING LUG$ OR BIMIUAR ASSEMBLY.
TYPICAL WATERTIGHT i� �n5g LOCK 0 935BS
MANHOLE FRAME &COVER LOCK LUG ASSEMBLY
N.T.5 PAC, S-I-E
TD-32
SEWER SERVICE LATERAL CONNECTION NOTES:
]- WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL i5
INDICATED ,THE TOP (CROWN) ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
REMAINING BACKFILL SHALL
TO THE MANHOLE.
NOT CONTAIN ROCK MATERIAL
36"MIN LARGER THAN 5" IN ANY
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
DIMENSION
BE CONNECTED USING A PIPE SADDLE.
24"MIIN
3. MENIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2%
j �
INTIAL BACKFILL*
B"MIN
(1/4" PER FOOT)
-I-
EMBEDMENT (6" LIFTS)
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
2' MIN
* THOROUGHLY COMPACTED
BY HAND OR APPROVED
DIAMETER OF 4".
SPRING LINE
OF PIPE (u} MECHANICAL TAMPER
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
HAUNCHING
N0. 6$ STONE
OF 3 FEET.
-
BEDDING 6" max
SALT
4" min
TREATED
FOUNDATION (SHALL BE
FINISHED GROUND
MARKER
ARE
CONpITI0N3 UNISTABLE
ALL PIPE)
NOTE
PLUG END OF
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RiGHT-OF-WAY SHALL BE
MAIN LINE rSECTI0NSERVICE
LATERAL
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 N0. 88
STONE SHALL BE PROVIDED'
3. WHERE ROCK 15 ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 8"
BEDDING OF N0. 68 STONEIt
6" PIPE g"
s"
PIPE
a.D.
i2"
CONCRETE ENCASEMENT
vnnT rI ecS 1
VDOT NO 1
STONE BEDDING
SECTION A -A
NOT TO SCALE
LENGTH (VARIES)
MATCH EXISTING PROFILE
EXCEPT WHERE SLOPE OF
BANK EXCEEDS 1 TO 3
A
UNDISTURBED
MATERIAL A
ELEVATION
NOTES: 1. WHERE LESS THAN 3' OF COVER IS AVAILABLE BELOW STREAMBED, CONCRETE ENCASEMENT
WILL BE REQUIRED.
2. WHEN BEDROCK IS ENCOUNTERED AND COVER EflUALS OR EXCEEDS 3', THE TRENCH SHALL
BE BACKFlLLED WITH COMPACTED 21A STONE D TOPPED WITH 18" OF VDOT CLASS 1 RIPRAP.
SEWER
TYPICAL STREAM CROSSING
N.T.S. N,T.S
FIG. S-2 TD-34 FIG. S-7
_
TD-33 TD-38
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.
10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING
WATER ACT).
12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING
REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER
PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING
INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE
COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
IN LINE WYE-TEE
PLAN TYPICAL SEWER PIPE
VARIES INSTALLATION IN TRENCH
SEWER SERVICE LATERAL CONNECTION NITS
FIG S-3
SCOTT R. COLLINS�Z
� No. 35791 ,12�:'
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JOB NO.
182154
SCALE
N/A
SHEET NO.
11
I /
/ \ ° 30
1/ j N
, � • y v y v y y y v � y y y � y y y y .� OT , \\ 1 i / P�SGP p5602g5 � g0
° / y v y y y « \ 6 i �M
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y� y y y y v r LO \ Y � j✓ �. y y y y �g /
° i yy�y v yyyyyyy�yyyy y �
�
. v . LOT
� �y DRAINAGE DESCRIP
\ /y PIPE INFORMATION
y 1 i y y y y y ° ° STR. NO. DIA. LENGTH' SLOPE INVERT INVERT MATERI
(in.) (ft.) (%) IN OUT
/ yyy.yy 54��yyy....... 34
ii . . . v . 33 15 37.50 0.61% 740. 5 740.52 HDPE
- y
// b� „ y y \/ / 31 15 161.81 2.73% 740.42 736.00 HDPE
30
-
29 15 129.53 2.57% 730.33 727.00 HDPE
28
27 15 99.60 2.51% 723.50 721.00 HDPE
CRITZ DARNELL 26
/ TMP 05 1-01-00-03500
1.205 ac. 25 15 107.30 2.16% 720.42 718.10 HDPE
DB W13162, PG 12 24
D IN
\ \ / D) IDE 22 33 \ \1 23 15 61.21 2.29% 717.75 716.35 HDPE
22
2b / - 24 21 18 49.92 2.00% 716.25 715.25 HDPE
/ - 1- "� 20
° LOT - % 19 24 88.42 1.36% 713.95 712.75 HDPE
1616
15 24 88.59 1.50% 710.133 709.50 HDPE
5° ° 14
/
_ J 13 24 102.88 1.46 /0 703.75 702.25 HDPE EXISTING / S °
L
�. VEGETATION / - - - � 66 - LOT , o
/ / - ` � 12
- - ✓ \ (TYP.) - - -
11 24 125.67 1.26/0 699.00 697.42 HDPE
10
DRAINAGE 9 30 27.97 0.54% 696.133 696.68 HDPE
DIVIDE (TYP.) 8
LOT 7 30 87.89 0.55% 696.158 696.10 HDPE
I �Y M
PHASE II - _ / / / / I \ i ' �- - 7 - - 1$ 5 30 29.85 0.77% 696.00 695.77 HDPE
4
LOB' 20 2E 39 \ 1 3 30 107.12 1.09% 695. 7 694.50 HDPE
1 36 40.45 1.24% 689.00 688.50 HDPE
SHEA, DANIEL F
ti TMP 056A1-01- 1B
�/ / / SE / ' ,2,6 y - - 0.464 a
/ / LOT 1 DB 2413, P
�_ 1A 36 48.69 0.59% 688.40 688.11 HDPE
\ / /� LOT y � - 41
\
44
-LOT - 4z 43 15 28.68 1.15% 705.133 705.50 HDPE
42
41 15 51.29 1.11% 702.150 701.93 HDPE
71 B YD 39 15 39.61 1.01 % 701.03 701.43 HDPE
12
44 � z9 /- � � 38
L6T - _ \ y ` _i / 37 15 148.10 1.24% 701.33 699.50 HDPE
ZELLER, ORY W
��� / _ _ 45 15 98.39 3 81% 706.00 702 25 HDPE
/ \ � \ TMPO
---- sv y LOT LOT $
\ 56A1 00 03
//-�/ - - -- 24 \44\ DB2194, PG6
y y
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000000 48
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SM CHARLOTTESVILLE, C /
TMP 056A1 01-00-02500 /
/ 4.390 cc. / /
/ DB 5127, P�,677
/
Structure
Area
(Acres)
Cw
to
(Min.)
6
0.20
0.80
5.0
8
1 0.48
0.65
8.0
10
0.29
0.65
5.0
12
0.17
0.70
5.0
12B
0.18
0.70
5.0
14
0.07
0.70
5.0
18
0.29
0.65
8.0
22
0.07
0.70
5.0
24
0.07
0.70
5.0
26
0.12
0.70
5.0
28
0.15
0.70
5.0
30
0.17
0.70
5.0
32
0.30
0.70
5.0
34
0.42
0.50
6.0
38
0.09
0.70
5.0
40
0.10
0.70
5.0
42
0.29
0.70
5.0
44
0.13
0.70
5.0
46 STR
0.15
0.70
5.0
46
0.76
0.60
9.0
48
0.18
0.60
5.0
50
0.19
0.60
6.0
52
0.07
0.85
5.0
54
0.28
0.65
7.0
56
0.73
0.40
14.0
58
0.31
0.50
7.0
60
1.08
0.45
14.0
62
0.22
0.60
8.0
64
0.06
I 0.80
5.0
66
0.35
0.60
6.0
68
0.05
0.60
6.0
70 STR
0.08
0.70
5.0
70
0.15
0.70
5.0
70B
0.08
0.50
5.0
74
0.32
0.65
6.0
76
0.25
0.65
5.0
YD-B
0.13
0.45
5.0
YD-C
0.24
0.45
5.0
YD-D
0.10
0.50
5.0
YD-E
0.13
0.45
5.0
YD-F
0.11
0.40
5.0
YD-G
0.10
0.40
5.0
YD-H
0.12
0.50
5.0
YD-I
0.15
0.50
5.0
YD-K
0.13
0.40
5.0
YD-L
0.12
0.40
5.0
YD-M
0.10
0.40
5.0
YD-N
0.08
0.50
5.0
YD-O
0.06
0.40
5.0
YD-P
0.40
0.40
5.0
YD-Q
0.10
0.40
5.0
YD-R
0.13
0.40
5.0
YD-S
0.07
0.40
5.0
YD-T
0.50
0.40
14.0
CULVERT
1
4.53
0.40
15.0
UI VERT 2
2.27
0.30
14.0
YARD DRAINAGE DESCRIPTIONS
PIPE INFORMATION
INLET INFORMATION
STR.
NO.
DIA.
(in.)
LENGTH*
(ft.)
SLOPE
(%)
INVERT
IN
INVERT
OUT
MATERIAL
INLET TYPE
RIM
ELEVATION
YD-
18" YARD DRAIN
715.00
12
55.50
C
712.00
706.00
HDPE
YD-C
18" YARD DRAIN
709.00
12
43.50
C
706.00
702.75
HDPE
YD-B
18" YARD DRAIN
706.00
12
51.75
C
702.75
702.33
HDPE
YD-A
12" CLEANOUT
707.00
12
30.25
C
702.33
702.00 1
HDPE
YD-
18" YARD DRAIN
706.00
12
44.25
c
703.00
702.75
HDPE
YD-F
18" YARD DRAIN
705.00
12
19.25
c
702.00
701.83
HDPE
YD-
18" YARD DRAIN
725.00
12
87.00
C
722.00
721.50
HDPE
YD-
18" YARD DRAIN
726.00
12
117.25
c
721.50
720.75
HDPE
YD-
18" YARD DRAIN
726.00
12
50.50
C
720.75
720.42
HDPE
YD-
18" YARD DRAIN
725.00
12
53.50
C
720.42
720.00
HDPE
YD-
18" YARD DRAIN
724.50
12
64.50
C
720.00
718.33
HDPE
YD-
18" YARD DRAIN
721.33
12
67.50
C
718.33
714.00
HDPE
YD
18" YARD DRAIN
717.00
12
69.50
c
714.00
710.00
HDPE
YD
L
18" YARD DRAIN
713.00
12
52.50
C
710.00
705.00
HDPE
YD-
18" YARD DRAIN
708.00
12
31.00
C
705.00
704.75
HDPE
YD
J
12" CLEANOUT
711.00
12
66.00
C
704.75
704.33
HDPE
YD
I
18" YARD DRAIN
708.00
12
68.00
C
704.33
701.00
HDPE
YD-
18" YARD DRAIN
704.00
12
68.75
C
701.00
695.00
HDPE
YD-
18" YARD DRAIN
697.00
12
43.75
C
695.00
694.50
HDPE
YD
24" YARD DRAIN
729.00
12
33.34
C
726.00
721.00
HDPE
�LOV 1
y
5 47 0
YD-F 45
48 I
- ..... 1 y
12B
(a QO O�46 � I / � �/ y � 12A 15 28.56 0.88% 701. 5 701.50 HDPE
/
v
000�-
o w _
/� /!
18
7 � 17 15 27.66 0.90% 708. 5 708.50 HDPE
o ` 6
700 �- L \\ \
i
47
I 1 2. 7 714.18
1 Oo � 100' WPOJ � � L} � \ 65 5 27.67 96 /0 15. 0 HDPE
BUFFER, TYP. / ` LOT 68
�00 00 / / \ 49 j 67 15 67.29 0.59% 714. 8 713.68 HDPE
\ 52
LIMITOO / T G MS OF
STRE TYP. ~ \ O Oo Oo
\ (� a a° / y y � \ 51 15 54.85 0.57% 713.158 713.27 HDPE
50
\ O O QO QO ao / / � � � � GRAP s E 49 15 84.70 0.59% 713.17 712.67 HDPE
100 YEAR
FLOODOO 00 �/ PH / y /50 0 5 200
- \ LIMITS, TYP.
70B
70A 15 28.51 1.40% 717.00 716.60 HDPE
70
\ \ \ \ \ L \ \ / / ` / O O o �� y -y ✓'' 1 \ ( T 69 15 87.04 2.67% 715.50 714.18 HDPE
1 inch = ft.
O°
\ \ \ O \ - - - - - 56
55 15 34.87 0.72% 718.00 717.75 HDPE
34 54
53 15 55.99 0.98% 714.150 714.05 HDPE
CULVERT 2 60
59 15 178.88 6.71 % 731.75 719.75 HDPE
58
57 15 34.88 0.66% 716.58 716.35 HDPE
r CULVERT 162
- -
>„", 61 15 36.13 0.64% 720.75 720.52 HDPE
64
\ / / / / / \ O i 1 / / / � � � � � � - � --� / � / / / // 1 � �- � � o,. 63 15 34.95 1.63% 734.137 1734.10 HDPE
GE
76
I E„� 0 75 15 35.11 0.51% 717.58 717.40 HDPE
\\\ VAA / / / / / _�_ _
J / 1 _ / / - 73 15 227.14 0.51% 717.30 716.15 HDPE
72
\ \\ \ \ \ \Skol
7 SC971 15 1 266.32 1 0.51% 716.05 1 714.70 1 HDPE
VH d
- SCOTT R. COLLINS'�
U No. 35791 11:1
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INLET I
FORMATION
L
INLET TYPE
Cut
TypeLENGTH
SLOT
RIM
ELEVATION
DI-313
CG-
3
10
748.00
DI-3B
CG
10
747.83
DI-31B
CG-3
10
741.75
DI-313
CG-5
10
732.25
DI-313
CG
8
727.67
DI-313
CG
6
724.58
DI-3C
CG-p
4
724.00
M H
CG-
N/A
724.17
M H
CG-
N/A
722.00
DI-313
CG-6
6
715.67
Lu
m
00
o
DI-313
CG
10
708.42
DI-3C
CG-5
10
705.08Ln
DI-3C
CG-
10
705.08
DI-313
CG-
6
8
706.08
MH
CG-
N/A
706.67
MH CG- N/A 701.00 m
MH CG- N/A 694.50 (Y�
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CG-6
6
712.33
DI-3B
CG-
10
712.50
DI-36
CG-
8
71(
DI-313
CG-6
6
709.67
DI-313
CG-6
10
713.17
DI-313
CG-6
8
706.08
DI-313
CG-6
10
708.75
DI-313
CG-6
14
715.75
DI-3C
CG-6
6
719.58
DI-3C
CG-
4
719.58
DI-3C
CG-
4
719.42
DI-3B
CG-6
6
720.42
DI-313
CG
6
722.17
DI-313
CG
6
721.75
DI-313
CG
12
725.17
DI-313
CG-6
8
725.17
DI-3C
CG
12
736.00
CG-
6
724.00
DI-313
CG-
10
728.00
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DI-36
CG-6
6
741.83
JOB NO.
182154
DI-313
CG-0
8
721.83
SCALE
AS SHOWN
DI-313
CG
10
721.92
SHEET NO.
12
MH
CG
N/A
727.42
Design Storm Year =
10
Design Year:
10
Project:
Pleasant Green - Phase 1
Job #:
182154
Prepared by:
AML, PE
POINT
DOWNSTREAM
DRAIN RUNOFF
CA
INLET
RAIN
RUNOFF
INVERT
LENGTH
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Z
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w
J
r
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J
W
Q
2
V)
U
U
Q
WU
I
UJ
w
for
inlets draining to stormwater
management facilities,
where
overland flow to facilities is not
available, 100% capture is required nt 6.5in/hr
~
z
z
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w
Z
Q
w
Q
Z
'/wr'
1..�
/�^'
v /
z
J
w
Q
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V
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d
JOB NO.
182154
SCALE
gutter longitudinal slope of 0.001 should be used in a sump condition
' gutter longitudinal slope
of 0.001 should
be used in a sump
condition
NONE
grate inlets
(DI-7) in open pavement areas will not have a curb spread, but
will have inlet spread and
depth
grate inlets (DI-7) in open
pavement areas will not have a curb spread, but will have
inlet spread and depth
SHEET NO.
for inlets draining to stormwater management facilities, the 6.5in/hr check storm will suffice for the 10yr conveyan a to the facilities 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.
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.
.06
3.
i 3
for inlets draining to stormwater management facilities,
overland flow to facilities is not available, 100% capture is required 6.5in/hr
STRUCTURE
AREA
COEFF.
TIME
FALL
Q
ELEVATIONS
SLOPE
DIA
CAPA-
CITY
VEL
FLOW
TIME
INCR
ACCUM
ACRES
C
MIN
MIN
.F.S.
UPPER
LOWER
FEET
FT./FT.
INCHES
C.F.S.
F.P.S.
SEC
34
0.42
0.50
0.21
0.21
6.00
6.35
1.3
32
740.75
740.52
37.50
0.0061
15
5.5
3.64
]0.3
32
0.30
0.70
0.21
1.10
6.17
6.30
6.9
30
740.42
736.00
161.81
0.0273
15
11.6
9.79
16.5
30
0.17
0.70
0.12
1.27
6.45
6.22
7.9
28
730.33
727.00
129.53
0.0257
15
11.2
9.86
13.1
28
0.15
0.70
0.11
1.37
6.67
6.16
8.5
26
723.50
721.00
99.60
0.0251
15
11.1
9.93
10.0
26
0.12
0.70
0.08
1.59
8.19
5.77
9.2
24
720.42
718.10
107.30
0.0216
15
10.3
9.46
11.3
24
0.07
0.70
0.05
1.64
8.38
5.72
9.4
22
717.75
716.35
61.21
0.0229
15
10.6
9.74
6.3
22
0.07
0.70
0.05
2.53
14.42
4.63
11.7
20
716.25
715.25
49.92
0.0200
18
16.1
9.92
5.0
20
0.00
0.90
0.00
3.37
14.50
4.61
15.6
16
713.95
712.75
88.42
0.0136
24
28.6
9.25
9.6
16
0.00
0.90
0.00
3.93
14.66
4.59
18.1
14
710.83
709.50
88.59
0.0150
24
30.0
9.93
8.9
14
0.07
0.70
0.05
4.17
14.81
4.57
19.1
12
703.75
702.25
102.88
0.0146
24
29.6
9.99
10.3
12
0.17
0.70
0.12
4.41
14.98
4.55
0.1
10
699.00
697.42
125.67
0.0126
24
27.5
9.54
13.2
10
0.29
0.65
0.19
4.88
15.20
4.52
2.0
8
696.83
696.68
27.97
0.0054
30
32.7
7.13
3.9
8
0.48
0.65
0.31
5.19
15.27
4.51
3.4
6
696.58
696.10
87.89
0.0055
30
33.0
7.28
12.1
6
0.20
0.80
0.16
5.50
15.47
4.48
4.7
4
696.00
695.77
29.85
0.0077
30
39.0
8.37
3.6
4
0.00
0.90
0.00
6.38
15.53
4.48
8.6
2
695.67
694.50
107.12
0.0109
30
46.4
9.89
10.8
2
0.00
0.90
0.00
6.38
15.71
4.45
8.6
113
689.00
688.50
40.45
0.0124
36
80.5
10.39
3.9
1B
0.00
0.90
0.00
6.38
15.77
4.44
8.6
OUT
688.40
688.11
48.69
0.0059
36
55.5
7.85
6.2
44
0.13
0.70
0.09
0.09
5.00
6.67
0.6
42
705.83
705.50
28.68
0.0115
15
7.5
3.65
7.9
42
0.29
0.70
0.20
0.29
5.13
6.62
1.9
40
702.50
701.93
51.29
0.0111
15
7.4
5.06
10.1
40
0.10
0.70
0.07
0.36
5.30
6.57
2.4
38
701.83
701.43
39.61
0.0101
15
7.0
5.17
7.7
38
0.09
0.70
0.06
0.88
9.19
5.54
4.9
4
701.33
699.50
148.10
0.0124
15
7.8
6.69
22.1
46
0.76
0.60
0.46
0.46
9.00
5.58
2.5
38
706.00
702.25
98.39
0.0381
15
13.7
8.48
11.6
48
0.18
0.60
0.11
0.15
5.12
6.63
1.0
6
699.25
699.00
34.76
0.0072
15
5.9
3.54
9.8
12B
0.18
0.70
0.13
0.13
5.00
6.67
0.8
12
701.75
701.50
28.56
0.0088
15
6.6
3.66
7.8
18
0.29
0.65
0.19
0.19
8.00
5.81
1.1
14
708.75
708.50
27.66
0.0090
15
6.6
3.96
7.0
66
0.35
0.60
0.21
0.21
6.00
6.35
1.3
68
715.00
714.18
27.67
0.0296
15
12.0
6.38
4.3
68
0.05
0.60
0.03
0.39
6.07
6.33
2.4
52
714.08
713.68
67.29
0.0059
15
5.4
4.26
15.8
52
0.07
0.85
0.06
0.44
6.34
6.25
2.8
50
713.58
713.27
54.85
0.0057
15
5.3
4.34
12.6
50
0.19
0.60
0.11
0.56
6.55
6.19
3.5
16
713.17
712.67
84.70
0.0059
15
5.4
4.64
18.2
70B
0.08
0.50
0.04
0.04
5.00
6.67
0.3
70
717.00
716.60
28.51
0.0140
15
8.3
3.04
9.4
INLET
STATION
OUTLET WATER
SURFACEELEV
Lo
Do
Qo
ZW
Seo
He
JUNCTION LOSS
FINAL
H
INLET WATER
SURFACE ELEV.
RIM
ELEV
Vo
Ho
QIN
VAN
Qi*Vi
V� /2g
H�
ANGLE
Ho
Ht
1.3Ht
.SHt
715.70
266.32
15
2.35
0.001
0.30
1.9
0.0
72
2.4
1.9
4.509
0.1
0.02
35
0.01598
0.05
N/A
0.025
0.33
716.03
727.42
717.15
227.14
15
2.35
O.00I
0.26
1.9
0.0
74
1.1
0.9
0.956
0.0
0.00
82
0.00798
0.03
NA
0.013
0.27
717.42
721.92
718.40
35.11
IS
1.08
0.000
0.01
0.9
0.0
76
0.00
0
0
0.00
NA
N/A
0.01
718.41
721.83
735.10
34.95
15
0.32
0.000
0.00
0.3
0.0
64
0.00
0
0
0.00
NA
0.000
0.00
735.10
741.83
721.52
36.13
I5
0.77
0.000
0.00
0.6
0.0
62
0.00
0
0
0.00
NA
0.001
0.01
721.53
728.00
717.35
34.88
15
3.90
0.003
0.11
3.2
0.0
58
0.9
10.2
9.588
1.6
0.57
7
0
0.61
NA
0.304
0.41
717.76
724.00
720.75
178.88
15
2.28
0.001
0.19
1.9
0.0
60
0.00
0
0
0.01
NA
0.007
0.20
720.95
736.00
715.10
55.99
l5
3.94
0.003
0.18
3.2
0.0
54
2.4
4.0
9.412
0.2
0.09
74
0.15165
0.28
NA
0.139
0.32
715.41
725.17
718.75
34.87
15
1.37
0.000
0.01
1.1
0.0
56
0.00
0
0
0.00
NA
0.002
0.02
718.77
725.17
715.18
87.04
15
0.96
0.000
0.02
0.8
0.0
70
0.3
0.2
0.058
0.0
0.00
84
0.00048
0.00
NA
0.002
0.02
715.20
721.75
717.60
28.51
l5
0.27
0.000
0.00
0.2
0.0
70B
0.00
0
0
0.00
NA
0.000
0.00
717.60
722.17
713.67
84.70
15
3.46
0.002
0.21
2.8
0.0
50
2.8
2.3
6.297
0.1
0.03
53
0.03745
O.10
NA
0.048
0.26
713.93
720.42
714.27
54.85
15
2.78
0.002
0.09
2.3
0.0
52
2.4
2.0
4.837
0.1
0.02
80
0.0404
0.08
NA
0.041
0.13
714.40
719.42
714.68
67.29
15
2.44
0.001
0.08
2.0
0.0
68
1.0
5.6
5.332
0.5
0.17
80
0.31665
0.50
NA
0.250
0.33
715.01
719.58
715.18
27.67
l5
1.33
0.000
0.01
1.1
0.0
66
0.00
0
0
0.00
NA
0.002
0.01
715.19
719.58
709.50
27.66
15
1.10
0.000
0.01
0.9
0.0
18
0.00
0
0
0.00
NA
0.002
0.01
709.51
715.75
702.50
28.56
15
0.84
0.000
0.00
0.7
0.0
12B
0.00
0
0
0.00
NA
O.00I
0.01
702.51
708.75
700.00
34.76
15
1.01
0.000
0.01
0.8
0.0
48
0.3
2.8
0.808
0.1
0.04
0
0
0.04
NA
0.022
0.03
700.03
706.08
703.25
98.39
15
2.54
0.001
0.13
2.1
0.0
46
0.00
0
0
0.02
NA
0.008
0.14
703.39
713.17
700.50
148.10
15
4.89
0.005
0.72
4.0
0.1
38
2.5
8.5
21.57
1.1
0.39
61
0.61404
1.07
NA
0.533
1.26
701.76
709.67
702.43
39.61
15
2.39
0.00]
0.05
1.9
0.0
40
1.9
1.6
3.091
0.0
0.01
7
0
0.03
NA
0.014
0.06
702.49
710.25
702.93
51.29
15
1.95
0.001
0.04
1.6
0.0
42
0.6
0.5
0.3
0.0
0.00
46
0.00144
0.01
NA
0.006
0.05
702.98
712.50
706.50
28.68
15
0.61
0.000
0.00
0.5
0.0
44
0.00
0
0
0.00
NA
N/A
0.00
706.50
712.33
690.51
48.69
36
28.57
0.002
0.08
4.0
0.1
1 B
28.6
4.0
115.5
0.3
0.09
11
0
0.15
N/A
0.076
0.17
690.68
694.50
690.90
40.45
36
28.57
0.002
0.06
4.0
0.1
2
28.6
5.8
166.3
0.5
0.18
1
0
0.25
N/A
0.124
0.19
691.09
701.00
696.50
107.12
30
28.57
0.004
0.44
5.8
0.1
4
24.7
5.0
123.9
0.4
0.14
70
0.23916
0.51
N/A
0.254
0.70
697.20
706.67
697.77
29.85
30
24.67
0.003
0.09
5.0
0.1
6
23.4
4.8
111.6
0.4
0.12
19
0.0353
0.26
NA
0.128
0.26
698.03
706.08
698.10
87.89
30
23.40
0.003
0.24
4.8
0.1
8
22.0
4.5
98.94
0.3
0.11
90
0.21909
0.42
NA
0.208
0.45
698.55
705.08
698.68
27.97
30
22.04
0.002
0.07
4.5
0.1
10
20.1
6.4
128.2
0.6
0.22
61
0.34859
0.65
NA
0.324
0.39
699.07
705.08
699.07
125.67
24
20.07
0.007
0.84
6.4
0.2
12
19.1
6.1
115.6
0.6
0.20
33
0.15999
0.52
NA
0.259
1.10
700.18
708.42
703.85
]02.88
24
19.06
0.006
0.62
6.1
0.1
14
18.1
5.7
] 03.7
0.5
0.18
27
0.11281
0.44
NA
0.218
0.84
704.69
715.67
711.10
88.59
24
18.05
0.005
0.48
5.7
0.l
16
15.6
5.0
77.11
0.4
0.13
0
0
0.26
N/A
0.131
0.61
711.71
722.00
714.35
88.42
24
15.56
0.004
0.36
5.0
0.1
20
11.7
6.6
77.42
0.7
0.24
83
0.44898
0.78
N/A
0.391
0.75
715.10
724.17
7]6.45
49.92
18
L1.70
O.OLI
0.53
6.6
0.2
22
9.4
7.6
71.62
0.9
0.32
1
0
0.49
NA
0.244
0.77
717.22
724.00
717.35
61.21
15
9.37
0.018
1.10
7.6
0.2
24
9.2
7.5
68.43
0.9
0.30
23
0.13855
0.67
NA
0.334
1.43
718.78
724.58
719.10
]07.30
15
9.16
0.017
1.84
7.5
0.2
26
8.5
6.9
58.29
0.7
0.26
27
0.16228
0.64
NA
0.318
2.16
721.26
727.67
722.00
99.60
15
8.46
0.015
1.45
6.9
0.2
28
7.9
6.4
50.73
0.6
0.22
21
0.1027
0.51
NA
0.256
1.71
723.71
732.25
728.00
129.53
15
7.89
0.013
1.65
6.4
0.2
30
6.9
5.7
39.21
0.5
0.17
21
0.07938
0.41
NA
0.207
1.85
729.85
741.75
737.00
161.81
15
6.94
0.010
1.59
5.7
0.1
32
1.3
1.1
1.449
0.0
0.01
43
0.00697
0.14
NA
0.069
1.66
738.66
747.83
741.52
37.50
15
1.33
0.000
0.01
1.1
0.0
34
0.00
0
0
0.00
NA
0.002
0.02
741.54
748.00
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
Intensity
4.00
(Intensity
is 4 in/hr
for spread, and 6.5 in/hr
for capacity and
depth)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
a
x
x
�
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m
d
w
n
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PIPE DESIGN
n=0.013
Rpe
Hydrology
Pipe
(n
�
w
� o
U
E
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U U
w
� H
� ° o LL j 3 E
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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)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
o-
(0
-O
N
L
`m
N
rn
rn
U
O
N
C
a
rn
o
>
3
0�
L
-a
O
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t
�
N
c
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m
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0
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0
3
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a
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m
N
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(0
�
C
N
N
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J
F
O
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(0
30 U
p
�
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3
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a
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U
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d
ui
rn
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rn
co
H
v
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lef
0.16
0.65
0.104
0.68
0.00
0.68
0.0010
0.0200
2.0
0.0833
4.1650
8.87
right
0.32
0.65
0.208
1.35
0.00
1.35
0.0010
0.0200
2.0
0.0833
4.1650
11.50
8
3C
10.0
combined flow
2.0
0.16
0.352
8.07
left
0.13
0.65
0.085
0.55
0.00
0.55
0.0010
0.0200
2.0
0.0833
4.1650
8.20
right
0.16
0.65
0.104
0.68
0.00
0.68
0.0010
0.0200
2.0
0.0833
4.1650
8.87
10
3C
10.0
combined flow
1.2
0.12
0.252
5.77
lef>r
0.04
0.70
0.028
0.18
0.00
0.18
0.0010
0.0200
2.0
0.0833
4.1650
5.42
right
0.03
0.70
0.021
0.14
0.00
0.14
0.0010
0.0200
2.0
0.0833
4.1650
4.87
22
3C
4.0
combined flow
0.3
0.07
0.151
3.46
left
0.03
0.85
0.026
0.17
0.00
0.17
0.0010
0.0200
2.0
0.0833
4.1650
5.23
right
0.04
0.85
0.034
0.22
0.00
0.22
0.0010
0.0200
2.0
0.0833
4.1650
5.83
52
3C
4.0
combined flow
0.4
0.08
0.172
3.94
left
0.10
0.50
0.050
0.33
0.00
0.33
0.0010
0.0200
2.0
0.0833
4.1650
6.74
right
0.21
0.50
0.105
0.68
0.00
0.68
0.0010
0.0200
2.0
0.0833
4.1650
8.90
58
3C
6.0
combined flow
1.0
0.13
0.279
6.38
left
0.54
0.45
0.243
1.58
0.00
1.58
0.0010
0.0200
2.0
0.0833
4.1650
12.19
right
0.54
0.45
0.243
1.58
0.00
1.58
0.0010
0.0200
2.0
0.0833
4.1650
12.19
60
3C
12.0
combined flow
3.2
0.20
0.432
9.90
left
0.17
0.60
0.102
0.66
0.00
0.66
0.0010
0.0200
2.0
0.0833
4.1650
8.80
rig t
0.18
0.60
0.108
0.70
0.00
0.70
0.0010
0.0200
2.0
0.0833
4.1650
8.99
66
3C
6.0
combined flow
1.4
0.16
0.341
7.82
left
0.02
0.60
0.012
0.08
0.00
0.08
0.0010
0.0200
2.0
0.0833
4.1650
3.95
rig t
0.03
0.60
0.018
0.12
0.00
0.12
0.0010
0.0200
2.0
0.0833
4.1650
4.59
68
3C
4.0
combined flow
0.2
0.05
0.109
2.50
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
a
� �
N
o a
.0 y {�
�, r
°� � d
Vl 3
� w � a o 3
x
O �
w o c u d � 3
� �'
.moo..
aoi ° ii o
c o 3 u m �
o � m
J � o
m
a o
N
� E
01 N
II J C X
o_ � J
¢ U U C7 Ci C7
� � � (n fn � w
(0
fn J J W d d U �
6
36
8.0
0.20
0.80
0.160
0.64
0.00
0.64
0.0200
0.0200
2.0
0.0830
4.1500
4.95
0.88
3.5120
0.146
0.1488
6.10
1.31
1.00
0.64
0.00
12
36
10.0
0.17
0.70
0.119
0.48
0.00
0.48
0.0489
0.0200
2.0
0.0830
4.1500
3.75
0.97
3.5120
0.146
0.1619
6.69
1.49
1.00
0.48
0.00
126
36
10.0
0.18
0.70
0.126
0.50
0.00
0.50
0.0489
0.0200
2.0
0.0830
4.1500
3.83
0.95
3.5120
0.146
0.15901.44
1.00
0.50
0.00
14
36
6.0
0.07
0.70
0.049
0.20
0.00
0.20
0.0848
0.0200
2.0
0.0830
4.1500
2.42
1.00
3.5120
0.146
0.1663
5.35
1.12
1.00
0.20
0.00
18
3B
14.0
0.29
0.65
0.189
0.75
0.00
0.75
0.0848
0.0200
2.0
0.0830
4.1500
4.02
0.95
3.5120
0.146
0.1590
9.68
1.45
1.00
0.75
0.00
24
36
6.0
0.07
0.70
0.049
0.20
0.00
0.20
0.0240
0.0200
2.0
0.0830
4.1500
3.07
0.99
3.5120
0.146
0.1649
3.68
1.63
1.00
0.20
0.00
26
36
8.0
0.12
0.70
0.084
0.34
0.00
0.34
0.0343
0.0200
2.0
0.0830
4.1500
3.52
0.97
3.5120
0.146
0.1619
5.20
1.54
1.00
0.34
0.00
28
36
10.0
0.15
0.70
0.105
0.42
0.00
0.42
0.0670
0.0200
2.0
0.0830
4.1500
3.37
0.98
3.5120
0.146
0.1634
6.94
1.44
1.00
0.42
0.00
30
36
10.0
0.17
0.70
0.119
0.48
0.00
0.48
0.0590
0.0200
2.0
0.0830
4.1500
3.62
0.97
3.5120
0.146
0.1619
7.08
1.41
1.00
0.48
0.00
32
36
10.0
0.30
0.70
0.210
0.84
0.00
0.84
0.0180
0.0200
2.0
0.0830
4.1500
5.59
0.85
3.5120
0.146
0.1444
6.74
1.48
1.00
0.84
0.00
34
3B
10.0
0.42
0.50
0.210
0.84
0.00
0.84
0.0180
0.0200
2.0
0.0830
4.1500
5.59
0.85
3.5120
0.146
0.1444
6.74
1.48
1.00
0.84
0.00
38
3B
6.0
0.09
0.70
0.063
0.25
0.00
0.25
0.0367
0.0200
2.0
0.0830
4.1500
3.12
0.99
3.5120
0.146
0.1649
4.65
1.29
1.00
0.25
0.00
40
36
8.0
0.10
0.70
0.070
0.28
0.00
0.28
0.0450
0.0200
2.0
0.0830
4.1500
3.12
0.99
3.5120
0.146
0.1649
5.17
1.55
1.00
0.28
0.00
42
36
10.0
0.29
0.70
0.203
0.81
0.00
0.81
0.0200
0.0200
2.0
0.0830
4.1500
5.42
0.86
3.5120
0.146
0.1458
6.82
1.47
1.00
0.81
0.00
44
36
6.0
0.13
0.70
0.091
0.36
0.00
0.36
0.0200
0.0200
2.0
0.0830
4.1500
4.01
0.95
3.5120
0.146
0.1590
4.62
1.30
1.00
0.36
0.00
46 STR
36
10.0
0.15
0.70
0.105
0.42
0.00
0.42
0.0900
0.0200
2.0
0.0830
4.1500
3.19
0.99
3.5120
0.146
0.1649
7.54
1.33
1.00
0.42
0.00
48
36
8.0
0.18
0.60
0.108
0.43
0.00
0.43
0.0200
0.0200
2.0
0.0830
4.1500
4.27
0.93
3.5120
0.146
0.1561
5.02
1.59
1.00
0.43
0.00
50
3B
6.0
0.19
0.60
0.114
0.46
0.00
0.46
0.0100
0.0200
2.0
0.0830
4.1500
4.97
0.87
3.5120
0.146
0.1473
4.32
1.39
1.00
0.46
0.00
54
36
8.0
0.28
0.65
0.182
0.73
0.00
0.73
0.0164
0.0200
2.0
0.0830
4.1500
5.40
0.86
3.5120
0.146
0.1458
6.14
1.30
1.00
0.73
0.00
56
36
12.0
0.73
0.40
0.292
1.17
0.00
1.17
0.0164
0.0200
2.0
0.0830
4.1500
6.44
0.78
3.5120
0.146
0.1341
7.87
1.52
1.00
1.17
0.00
62
36
10.0
0.22
0.60
0.132
0.53
0.00
0.53
0.0343
0.0200
2.0
0.0830
4.1500
4.17
0.94
3.5120
0.146
0.1576
6.39
1.57
1.00
0.53
0.00
64
36
6.0
0.06
0.80
0.048
0.19
0.00
0.19
0.0590
0.0200
2.0
0.0830
4.1500
2.57
0.99
3.5120
0.146
0.1649
4.78
1.25
1.00
0.19
0.00
66
36
10.0
0.35
0.60
0.210
0.84
0.00
0.84
0.0276
0.0200
2.0
0.0830
4.1500
5.16
0.90
3.5120
0.146
0.1517
7.44
1.34
1.00
0.84
0.00
70 STR
3B
6.0
0.08
0.70
0.056
0.22
0.00
0.22
0.0443
0.0200
2.0
0.0830
4.1500
2.88
0.99
3.5120
0.146
0.1649
4.68
1.28
1.00
0.22
0.00
70B
3B
6.0
0.08
0.50
0.040
0.16
0.00
0.16
0.0612
0.0200
2.0
0.0830
4.1500
2.39
1.00
3.5120
0.146
0.1663
4.46
1.35
1.00
0.16
0.00
74
36
10.0
0.32
0.65
0.208
0.83
0.00
0.83
0.0200
0.0200
2.0
0.0830
4.1500
5.47
0.86
3.5120
0.146
0.1458
6.89
1.45
1.00
0.83
0.00
76
36
8.0
0.25
0.65
0.163
0.65
0.00
0.65
0.0200
0.0200
2.0
0.0830
4.1500
4.98
0.88
3.5120
0.146
0.1488
6.14
1.30
1.00
0.65
0.00
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity 6.50 (Intensity is 4 in/hr for spread,
and 6.5 in/hr for capacity and depth)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
ti
T d
m w
� m V
�
o U 3
�
x w o c � � �
>
O U �
� > o
3 w p
O
'� °�
�
N
� N N � N C
� X 3 p �
C O
� N J C rr U `. E
d > �
Q U U C7
d CY
vi cn � u3i <n 1- wo
m in <n � � ui Ci d u �
6
3B
8.0
0.20
0.80
0.160
1.04
0.00
1.04
0.0200
0.0200
2.0
0.0830
4.1500
5.94
0.83
3.5120
0.1463
0.1415
7.71
1.04
1.00
1.04
0.00
12
3B
10.0
0.17
0.70
0.119
0.77
0.07
0.84
0.0489
0.0200
2.0
0.0830
4.1500
4.64
0.90
3.5120
0.1463
0.1517
8.84
1.13
1.00
0.84
0.00
126
36
10.0
0.18
0.70
0.126
0.82
0.00
0.82
0.0489
0.0200
2.0
0.0830
4.1500
4.60
0.91
3.5120
0.1463
0.1532
8.69
1.15
1.00
0.82
0.00
14
36
6.0
0.07
0.70
0.049
0.32
0.00
0.32
0.0848
0.0200
2.0
0.0830
4.1500
2.91
0.99
3.5120
0.1463
0.1649
5.96
1.01
1.00
0.25
0.07
12
18
3B
14.0
0.29
0.65
0.189
1.23
0.00
1.23
0.0848
0.0200
2.0
0.0830
4.1500
4.82
0.90
3.5120
0.1463
0.1517
12.21
1.15
1.00
1.23
0.00
24
36
6.0
0.07
0.70
0.049
0.32
0.00
0.32
0.0240
0.0200
2.0
0.0830
4.1500
3.68
0.97
3.5120
0.1463
0.1619
4.57
1.31
1.00
0.32
0.00
26
36
8.0
0.12
0.70
0.084
0.55
0.00
0.55
0.0343
0.0200
2.0
0.0830
4.1500
4.22
0.94
3.5120
0.1463
0.1576
6.48
1.23
1.00
0.55
0.00
28
3B
10.0
0.15
0.70
0.105
0.68
0.00
0.68
0.0670
0.0200
2.0
0.0830
4.1500
4.05
0.94
3.5120
0.1463
0.1576
8.70
1.15
1.00
0.68
0.00
30
3B
10.0
0.17
0.70
0.119
0.77
0.00
0.77
0.0590
0.0200
2.0
0.0830
4.1500
4.34
0.92
3.5120
0.1463
0.1546
8.93
1.12
1.00
0.77
0.00
32
3B
10.0
0.30
0.70
0.210
1.37
0.00
1.37
0.0180
0.0200
2.0
0.0830
4.1500
6.71
0.77
3.5120
0.1463
0.1327
8.70
1.15
1.00
1.37
0.00
34
36
10.0
0.42
0.50
0.210
1.37
0.00
1.37
0.0180
0.0200
2.0
0.0830
4.1500
6.71
0.77
3.5120
0.1463
0.1327
8.70
1.15
1.00
1.37
0.00
38
3B
6.0
0.09
0.70
0.063
0.41
0.00
0.41
0.0367
0.0200
2.0
0.0830
4.1500
3.74
0.97
3.5120
0.1463
0.1619
5.76
1.04
1.00
0.41
0.00
40
3B
8.0
0.10
0.70
0.070
0.46
0.00
0.46
0.0450
0.0200
2.0
0.0830
4.1500
3.74
0.96
3.5120
0.1463
0.1605
6.44
1.24
1.00
0.46
0.00
42
3B
10.0
0.29
0.70
0.203
1.32
0.00
1.32
0.0200
0.0200
2.0
0.0830
4.1500
6.50
0.78
3.5120
0.1463
0.1341
8.79
1.14
1.00
1.32
0.00
44
36
6.0
0.13
0.70
0.091
0.59
0.00
0.59
0.0200
0.0200
2.0
0.0830
4.1500
4.81
0.90
3.5120
0.1463
0.1517
5.83
1.03
1.00
0.59
0.00
46 STR
3B
10.0
0.15
0.70
0.105
0.68
0.00
0.68
0.0900
0.0200
2.0
0.0830
4.1500
3.83
0.96
3.5120
0.1463
0.1605
9.40
1.06
1.00
0.68
0.00
48
3B
8.0
0.18
0.60
0.108
0.70
0.00
0.70
0.0200
0.0200
2.0
0.0830
4.1500
5.13
0.88
3.5120
0.1463
0.1488
6.34
1.26
1.00
0.70
0.00
50
36
6.0
0.19
0.60
0.114
0.74
0.00
0.74
0.0100
0.0200
2.0
0.0830
4.1500
5.96
0.78
3.5120
0.1463
0.1341
5.61
1.07
1.00
0.74
0.00
54
36
8.0
0.28
0.65
0.182
1.18
0.00
1.18
0.0164
0.0200
2.0
0.0830
4.1500
6.47
0.78
3.5120
0.1463
0.1341
7.91
1.01
1.00
1.18
0.00
56
36
12.0
0.73
0.40
0.292
1.90
0.00
1.90
0.0164
0.0200
2.0
0.0830
4.1500
7.73
0.70
3.5120
0.1463
0.1224
10.20
1.18
1.00
1.90
0.00
62
36
10.0
0.22
0.60
0.132
0.86
0.00
0.86
0.0343
0.0200
2.0
0.0830
4.1500
5.00
0.88
3.5120
0.1463
0.1488
8.11
1.23
1.00
0.86
0.00
64
3B
6.0
0.06
0.80
0.048
0.31
0.00
0.31
0.0590
0.0200
2.0
0.0830
4.1500
3.09
0.99
3.5120
0.1463
0.1649
5.87
1.02
1.00
0.31
0.00
66
3B
10.0
0.35
0.60
0.210
1.37
0.00
1.37
0.0276
0.0200
2.0
0.0830
4.1500
6.20
0.85
3.5120
0.1463
0.1444
9.40
1.06
1.00
1.37
0.00
70 STR
36
6.0
0.08
0.70
0.056
0.36
0.00
0.36
0.0443
0.0200
2.0
0.0830
4.1500
3.45
0.92
3.5120
0.1463
0.1546
5.97
1.01
1.00
0.36
0.00
706
36
6.0
0.08
0.50
0.040
0.26
0.00
0.26
0.0612
0.0200
2.0
0.0830
4.1500
2.87
0.98
3.5120
0.1463
0.1634
5.52
1.09
1.00
0.26
0.00
74
36
10.0
0.32
0.65
0.208
1.35
0.00
1.35
0.0200
0.0200
2.0
0.0830
4.1500
6.56
0.78
3.5120
0.1463
0.1341
8.88
1.13
1.00
1.35
0.00
76
36
8.0
0.25
0.65
0.163
1.06
0.00
1.06
0.0200
0.0200
2.0
0.0830
4.1500
5.98
0.83
3.5120
0.1463
0.1415
7.76
1.03
1.00
1.06
0.00
765
765
CONTRACTI
DEPTH OF TH
WITH A POTHO
PVI
STA: 22+25.
o
VI
76o
K 5.827.8
76o
LVC: ioo.00
0 Ln
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0
O
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M
PVI STA: 20+50.00
�
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00
PVI ELEV: 742.27
N
w
N
Q
N
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755
K: 20.02
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LVC: ioo.00
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0
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EXTENS
750
PVI STA: ig+oo.00
0
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PVI ELEV: 730.00
m
w
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K: 26.34
w
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LVC:125.00
PROPOSED
TYPE A
°,
oo
712
,`i-i
BLOW
-OFF
ASSEMBLY
745
M
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3.1
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PVI STA: 17+00.00
00
w
/
74o
PVI STA: 13+50.00
PVI ELEV: 723.13
EXISTING GRADE (TYP.)
740
K: 29-55
33
PVI ELEV: 728.89 LVC: 150.00
K: 45.89
LVC: 200.00
o
M LOW PT. STA: 16+73 57
0
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PVI STA: 11+50.00
0
0
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HIGH PT. STA:13+74.56
o
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PVI ELEV: 2 6
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HIGH PT ELEV: 727.86
o
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K:69.98
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63
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MCCOMB STREET C/L STA 16+1
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PROPOSED 8"x6" TEE TO
0
73 0'
ri Lii ri
U
w
U
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FIRE HYDRANT
73 0
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----
PROPOSED 8"x6" TEE TOLU
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J
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PROPOSED VDOT STD. CD-2
0
z
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725 w
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i
725
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PROPOSED 8" CL.
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PROPOSED 8"x6" TEE TO
MIN.
720
EXISTING RWSA 12" WATERLINE
FIRE HYDRANTASSEMBY
61
720
.8
)R SHALL VERIFY LOCATION AND 75 55 1.6'
EXISTING RWSA 12" WATERLINES
57
LE/TEST PIT PRIOR TO CROSSING
1.0'
PROPOSED 6" PVC SANITARY
715
1.5'
SEWER SERVICE LATERAL CROSSING
715
PROPOSED
PROPOSED 8" go' BEND TO TIE-IN WITH
8"x8" TEE
EXISTING 8" ACSA WATERLINE
(3) - 8" G.V.
(1) - 8"x8" T.S.&V.
TO 8" go' BEND
710
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9+25 9+50 10+00
MCCOMB STREET
Tangent Data
10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50
PT Station Northing
Easting
Start:9+35.667 391.3668.1-35
11-424395.279
End: 9+41.337 3913671.979
11424391.111
Length: 5.670 Course:
N 47° 19' o6.16o8" W
Curve Data
Station Northing
Easting
PC: 9+41.337 3913671.979
11424391.111
RP: 391-3488.196
11424221..630
PCC: 1o+o6.341 393-3709.374
11424338.165
Delta: 14' S3' S1.6165" Type:
LEFT
Radius: 250.000
Length: 65.003 Tangent:
32.686
Mid -Ord: 2.110 External:
2.128
Chord: 64.820 Course:
N 54' 46' o1.g691" W
Curve Data
Station Northing
Easting
PCC: 1o+o6.341 391-3709-374
11-424338.1.65
RP: 391-3930.552
11424454.700
PCC 11+20.090 3913783.o88
3.1424252.822
Delta: 261 04'09.3992" Type:
RIGHT
Radius: 250.000
Length: 113.749 Tangent:
57.876
Mid -Ord: 6.442 External:
6.612
Chord: 112.770 Course:
N 490 10'53.0777" W
Curve Data
Station Northing
Easting
PCC: 11+20.090 3913783.o88
11424252.822
RP: 391-3635.624
11424050.945
PT: 11+49.904 39138o6.o59
11424233.844
Delta: o6° 49' 59.0105" Type:
LEFT
Radius: 250.000
Length: 29.815 Tangent:
14.925
Mid -Ord: 0.444 External:
0.445
Chord: 29.797 Course:
N 390 33' 47.8833" W
Tangent Data
Description PT Station Northing
Easting
Start:11+49.904 39138o6.05911424233.844
End: 12+o8.919 3913849.23411424193•611
Tangent Data
Parameter Value Parameter Value
Length: 59.015 Course:
N 42° 58' 47.3886" W
Curve Data
Station Northing
Easting
PC: 12+o8.919 393-3849.234
3.1424193•611
RP: 391-3644.71-2
11-423974.133
PT: 14+45.480 393-3944.557
3.1423983.768
Delta: 45° 10' 47.0570" Type:
LEFT
Radius: 300.000
Length: 236.561. Tangent:
124.816
Mid -Ord: 23.017 External:
24.929
Chord: 230.479 Course:
N 650 34' 10.9171" W
Tangent Data
PT Station Northing
Easting
Start:14+45.480 391-3944-557
11423983.768
End: 16+12.851. 391-3949.932
1142381.6.483
Length: 1.67.371. Course:
N 880 09' 34.4456" W
Curve Data
Station Northing
Easting
PC: 16+12.851 3913949.932
11423816.483
RP: 3914149.829
11423822.go6
PT: 1g+56.g18 3914185.962
11423626.197
Delta: 980 34' o5.15o1" Type:
RIGHT
Radius: 200.000
Length: 344•o68 Tangent:
232.391
Mid -Ord: 69.538 External:
1o6.603
Chord: 303.181 Course:
N 380 52' 31.8705" W
Tangent Data
PT Station Northing
Easting
Start:1g+56.g18 3914185.962
11423626.197
End: 20+62.434 3914289.742
11423645•26o
Length: 1o5.516 Course:
N 10' 24' 30.7045" E
Curve Data
Station Northing
Easting
PC: 20+62.434 3914289.742
11423645.26o
RP: 3914325.875
11423448.552
PCC: 23+12.724 3914501.295
11423544.61-4
Delta: 710 42' 1o.161i" Type:
LEFT
Radius: 200.000
Length: 250.290 Tangent:
144.518
Mid -Ord: 37.892 External:
46.750
Chord: 234.274 Course:
N 250 26' 34.376o" W
Curve Data
Station Northing
Easting
PCC: 23+12.724 3914501.295
11423544.63.4
RP: 391-4676.71-4
11423640.676
PT: 23+72.194 3914537.138
13-423497.434
Delta: 17° 02' 12.6193" Type:
RIGHT
Radius: 200.000
Length: 59.470 Tangent:
29.956
Mid -Ord: 2.2o6 External:
2.231
Chord: 59.251 Course:
N 520 46' 33.1467" W
Tangent Data
PT Station Northing
Easting
Start:23+72.194 3914537.138
1-1423497.434
End: 24+45.026 3914589.301
11423446.6o5
Length: 72.832 Course:
N 44' 15' 26.8368" W
Curve Data
Station Northing
Easting
PC: 24+45.026 3914589.301
11423446.6o5
RP: 3914o65.888
11422909.447
PT: 27+01.951 3914739.323
11423239.577
Delta: 190 37' 39.4326" Type:
LEFT
Radius: 750.000
Length: 256.925 Tangent:
129.734
Mid -Ord: 10.975 External:
11.138
Chord: 255.671 Course:
N 540 04' i6.5533" W
Tangent Data
PT Station Northing
Easting
Start: 27+01.951 3914739.323
11-423239.577
End: 29+04.384 3914828.428
11423057.810
Length: 202.433 Course:
N 630 53' o6.2695" W
Curve Data
Station Northing
Easting
PC: 29+04.384 3914828.428
11423057.810
RP: 391-5277.385
11423277.896
PT: 30+19.522 391489o.513
11422961.147
Delta: 13011' 37.9765" Type:
RIGHT
Radius: 500.000
Length: 13.5.138 Tangent:
57.825
Mid -Ord: 3.311 External:
3.333
Chord: 114.884 Course:
N 57017' 17 2812" W
15+00 15+50 16+oo 16+50 17+00
MCCOMB STREET
(PUBLIC STREET 25 MPH DESIGN SPEED)
17+50 18+oo 18+5o 19+00 19+50 20+00 20+50 21+00 21+50
NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST
OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT
MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER
THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007
ROAD AND BRIDGE SPECIFICATION 303.04
NOTES:
1. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
DUPREE STREET
Curve Data
Station
Northing
Easting
PC:
10+00.000
3913893-509
11-423337.1-48
RP:
3913399.119
11423411.836
PCC:
1o+80.138
3913899.092
11423417.006
Delta:
09' 10' 59.4581."
Type:
RIGHT
Radius:
500.000
Length:
80.138
Tangent:
40.155
Mid -Ord:
1.6o5
External:
1.610
Chord:
80.053
Course:
N 860 oo' 02.8o62" E
Curve Data
Station
Northing
Easting
PCC
1o+80.138
3913899.092
11423417.006
RP:
391-41-74.078
11-42341-9.849
PT:
12+48.3.23
3913947.190
13-423575.242
Delta:
340 59' 57.6592"
Type:
LEFT
Radius:
275.000
Length:
167.985
Tangent:
86.705
Mid -Ord:
12.727
External:
13.345
Chord:
165.38S
Course:
N 730 05' 33.7o56" E
735
730
PVI STA: 1o+15.00
PVI ELEV: 711.73
K: 2.50
LVC: 1o.00
LOW PT. STA:1o+15.00
LOW PT ELEV: 711.78
PVI STA: 10
go.00
725
0 M 0 M
PVI ELEV: 713.23-
OR
0 0ri 0 H
K: 26.4
+ ^ ri +
LVC:78.
o
0w 0w
°o
vi > U1 > o
720
U M U w ri
w
N
ri
a) Ln
rq+'
m
+
U>
°°
0i>
w
>
>
m
w
PROPOSED
MAX A GRADE
GRADE (TYP.)
715
=4% FOR
INITIAL 40'
-2.00°/
Z.00%
710
PROPOSED VDOT
\ \ STD. CD-2 ,
22+00 22+50 23+00 23+50
735
PVI STA:12+05.00
PVI ELEV: 718.93
00
+
M
K:18.61
N
ri
+
N
LVC: 55.00
<
Q
730
O r- O W
In Ln V1 -It
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U
w
w
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w
w
725
>
m w
w
I—
MAX. GRADE
a
>
=3.8% FOR \
p
a-
INIT
i ri
720
3.5'
N� \\\\
PROPOSED 1 1 FILL PROPOSED 6" goo BEND TO
VERTICAL GRAPHIC SCALE 8"x6"TEE Z 21' (TYP.) FIRE HYDRANT ASSEMBLY
5 0 2.5 5 10 20 (1) - 6" G.V. 43
( _ PROPOSED 6 CL. 52 DI WATERLINE
RO POSED SANITARY
( IN FEET) SEWER CROSSING
1 inch = 5 ft. ALSTON STREET C/L STA 18+o8
700 DUPREE STREET C/L STA io+oo
ON
.00%
'ROPOSED VDOT STD. CD-1
E)- 715
TING GRADE (TYP.)
710
705
700
SCOTT R. COLLINS'Z
No. 35791 �
�INSIIOIVALG�E�
Z z
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N M ri M N 00 N O M It
HORIZONTAL GRAPHIC SCALE N N M Ln
U
w
OM H O H o ri 0 11 chi 0ri°
O
W
50 0 25 50 100 200
CL
JOB NO.
182154
( IN FEET ) 9+75 10+00 10+50 11+00 11+50 12+00 12+50 12+75
SCALE
1 inch = 50 ft. DUPREE STREET
V:1"=5'
H: 1"= o'
SHEET NO.
(PUBLIC STREET 25 MPH DESIGN SPEED)
14
ALSTON STREET
PT Station Northing
Easting
Start:10+00.000 3913949.968
1142383.5.455
End: 1o+o6.033 3913943.947
11423815.075
Length: 6.033 Course:
S o3° 36' 45.9213" W
Curve Data
Station Northing
Easting
PC: 1o+o6.033 3913943.947
1142381.5.075
RP: 3913958.3.25
11423590.522
PT: 10+91.749 391.3861.472
11423793.705
Delta: 21° 49' 38.6526" Type: RIGHT
Radius: 225.000
Length: 85.716 Tangent:
43.384
Mid -Ord: 4.o6g External:
4.144
Chord: 85.199 Course:
S 140 31' 35.2476" W
Tangent Data
PT Station Northing
Easting
Start:10+91.749 3913861.472
11423793.705
End: 11+79.601 3913782.139
11423755.967
Length: 87.852 Course:
S 250 26' 24.5739" W
Curve Data
Station Northing
Easting
PC: 11+79.601 3913782.139
11423755.967
RP: 3913875.785
11423559.105
PT: 15+19.851 3913677.995
11423467.436
Delta: 890 25' 34.32go" Type: RIGHT
Radius: 218.000
Length: 340.250 Tangent:
215.828
Mid -Ord: 63.o81 External:
88.766
Chord: 3o6.751 Course:
S 700 09' 11.7386" W
Tangent Data
PT Station Northing
Easting
Start: 15+19.851 3913677.995
11423467.436
End: 16+42.635 3913729.626
11423356•035
Length: 122.784 Course:
N 650 o8' o1.og6g" W
Tangent Data
PT Station Northing
Easting
Start:16+42.635 3913729.626
11423356•035
End: 17+98.557 3913884.541
11423338.337
Length: 155.922 Course:
N o6° 31' 02.2786" W
Curve Data
Station Northing
Easting
PC: 17+98.557 3913884.541
11423338.337
RP: 3913856.112
11423o8g.600
PT: 18+34.865 3913920.1.89
11423331..61.8
Delta: o80 18' 33.1858" Type: LEFT
Radius: 250.356
Length: 36.307 Tangent:
18.186
Mid -Ord: o.658 External:
o.66o
Chord: 36.276 Course:
N 100 40' 29.2436" W
Tangent Data
PT Station Northing
Easting
Start:18+34.865 3913920.1.89
11423331.618
End: 20+43.790 3914122.355
11423278.907
Length: 208.925 Course:
N 14° 36' 48.5187" W
740 740
PVI
STA: 20+19.75
PVI
ELEV: 729.o8
K:17.76
LVC:150.00
735 � o
735
PVI STA: 11+50.00 't N
rn
PVI ELEV: 721.55
STA: 18+35.50
+ r\
ate, "'PVI
+
34PVI
K: 1�o-o.00
ELEV: 711.66
�^ >LVC:
730
-
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K:26.1
LVC: oo
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PVI STA: 13+65.00
00,
o
m
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v
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PVI ELEV: 702.25
i
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LUK:3o.o6
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725
LVC:330.00
>
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725
2.0o
°j
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D
LOW PT. STA: 14+69.87
0
Ln
m
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LOW PT ELEV: o
7 495
o
Ln
O
v~i
PROPOSED
-
O
+
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r`
\
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+
Ln
r\
z
O
8"x8" TEE
(3) - 8" G.V.
-
v
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w
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720
w
=�
7 20
m
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OSED
BEND
4.0'
PROPOSED GRADE (TYP.)
z O
/
9�0
\
MAX. GRADE THROUGH
715
EXISTING GRADE (TYP.)
ROUNDABOUT = 2.0%
FUTURE ROAD EXTENSION
715
53 MAX. GRADE
=2.0%FOR
ALSTON STREET C/L STA 10+0o
ALSTON STREET C/L STA 16+43
INITIAL 50'
MCCOMB STREET C/L STA 16+14
\ PROPOSED VDOT STD. CD-1
ONNECTOR
ROAD C/L STA 15+79
710
� 3'
710
MAX. GRADE
PROPOSED VDOT STD. CD-2
=2.o% FOR
INITIAL o
5
PROPOSED TYPE A
BLOW ASSEMBLY
17
2 p0%
-OFF
o
�_
FILL
PROPOSED 8"x6" TEE TO
o
705
(TYP.)
PROPOSED
FIRE HYDRANT ASSEMBY
705
PROPOSED 8" CL. 52 DI WATERLINE \ 3.5'MIN. 1.6 8"x6" TEE
1 3
(2) - 8" G.V.
(1) - 6" G.V.
12A
1. 2'
7O0
1.2
/--1\
700
PROPOSED 8" G.V.
--
\
PROPOSED 8"
22.5° BEND
ALSTON STREET C/L STA 18+08
_--
ROUNDABOU�
ROUNDABOUT
DUPREE STREET C/L STA io+oo
PROPOSED 8"x6" TEE TO
47
YIELD POINT
YIELD POINT
FIRE HYDRANT ASSEMBY 9
STA 15+98
STA 16+88
695
695
PROPOSED 8" 22.5°BEND
PROPOSED SANITARY
SEWER CROSSING
690
690
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00
Ln It
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M Dl
00 Dl
O
cl
O
m
N N
M
N
M
N
N
N
I-,
IN
O
N
Lfl
N
r\
H
�t
N
N
00
H
M l0
O O
r\ Ql
O cn
Ln r�
0 m
Ln
O
00
cn
un
O
Ol
m
un m
O m
LD Ol
O m
r\
O
rl
O
o6
O
N
O
6 N
O O
rl It
O
It �
rl O
r\
H
H
N
N
00
H
LD m
N N
00 N
N M
Ql
N
m
rl
rl
rl
9+75 10+00 1o+5o 11+00 11+50 12+00 12+50 13+00
NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST
OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT
MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER
THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007
ROAD AND BRIDGE SPECIFICATION 303.04
NOTES:
I. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
13+50 14+00 14+50 15+00 15+5o 16+oo
ALSTON STREET
(PUBLIC STREET 25 MPH DESIGN SPEED)
PRIVATE ALLEY
Tangent Data
PT Station Northing Easting
Start:10+00.000 3913826.588 11423777.111
End: 10+04.246 3913828.43.2 3.1423773.277
Length: 4.246 Course: N 640 33' 35.4261" W
Curve Data
Station Northing Easting
PC: 10+04.246 3913828.412 11423773.277
RP: 3913647.8o5 11423687.363
PCC: 10+40.3o8 3913840.891 11423739.495
Delta: 100 19' 51.4329" Type: LEFT
Radius: 200.000
Length: 36.o62 Tangent: 18.o8o
Mid -Ord: o.812 External: o.816
Chord: 36.o13 Course: N 690 43' 31.1425" W
Curve Data
Station Northing Easting
PCC: 10+40.3o8 3913840.891 11423739.495
RP: 3914149.829 11423822.go6
PT: 15+31.763 3914222.38o 11423511.239
Delta: 870 59' 41.3151" Type: RIGHT
Radius: 320.000
Length: 491.456 Tangent: 3o8.992
Mid -Ord: 89.8o1 External: 1.24.833
Chord: 444.561 Course: N 300 53' 36.2015" W
VERTICAL GRAPHIC SCALE
5 C 25 5 10
( IN FEET )
1 inch 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch 50 ft.
20
200
16+5o 17+00
745
740
735
730
725
720
715
710
17+50 18+oo 18+5o 19+00 19+50 20+00 20+50 21+00
PVI STA: 12+50.00
PVI ELEV: 718.88
K: 15.75
LVC: 125.00
0,
0,
LOW PT. STA: 12+03 25
L°n
N
Q,
LOW PT ELEV: 719.42
(
N
+
r\
+ri
r,
H LL Ni
U
Ln> Ln
LU
>
co
00
M +
+
N >
W
[o
N N
`i Q
Q LU
Ln
�cl°
Ln
O I
6
J V -
EXISTING GRADE (TYP.) }
Ln
_
w
_�
Ln
BEGIN PRIVATE ALLEY
Q
o
C/L STA to+6o
w
LUz
z
O
u1
Uj
V
Q o'
o_
PROPOSED GRADE (TYP.)--\
FUTURE ROAD EXTENSION
i
7oA
PROPOSED VDOT STD. CD-2
- 65J
Lf1 N M 00 rl 00 "t M
� O rl M O 00 LD -t
00 00 N O '.D m N N1
r,
PROPOSED SANITARY
SEWER CROSSING
m N *r,),
rn � ci N 00
N rl r\ M DD 00 � N
N N N N N1 N M N)
r\ r\ r\ r\ r\ � � r\
01 Ln
Oq r\
Lf1ry) N
745
740 1
735 1
730 1
725 I
720 1
715 1
9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00
PRIVATE ALLEY
(PRIVATE ALLEY 15 MPH DESIGN SPEED)
�,zH o7
�I
�KOTT R. COLLINS'-
U No. 35791
ZONAL
c
Z
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OPrf
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w
m
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J L
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rn rn
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L9
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ww
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w
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a �
JOB NO.
182154
SCALE
V: 1"=5'
H: I"=5o'
SHEET NO.
15
755
750
745
740
735
730
STR:34
VDOT STD. DI-313, L=1o'
TP=748.00
INV OUT: 740.75 TO 32
STR:32
VDOT STD. DI-313, L=1o'
TP=747.83
INV IN: 740.52 TO 34
INV IN: 740.52 TO CULVERT 2
INV OUT: 740.42 TO 30
1.4'
PROPOSED 8" DI
WATERLINE CROSSING
1
262815„/-/DPE
LF�2 73i
-----------------I
15" HDPE
37.5o LF Qa o.61%
STR:3o
VDOT STD. DI-313, L=io'
TP=741.75
INV IN: 736.00 TO 32
INV IN: 734.10 TO 64
INV OUT: 730.33 TO 28
STR:26
ROPOSED GRADE (TYP.) VDOT STD. DI-313, L=8'
TP=727.67
INV IN: ;2021.00 TO 28
STR:28 INV IN: .52 TO 62
\ VDOT STD. DI-313, L=1o' INV OUT: 720.42 TO 24
TP=732.25 STR:22
INV IN: 727.00 TO 30 VDOT STD. DI-3C, L=4'
INV OUT: 723.5o TO 26 TP=724.00
\ � INV IN: 716.35 TO 58
EXISTING GRADE (TYP.) INV IN: 716.35TO 24
INV OUT: 716.25 TO 20
S
STR:24 TR:20
VDOT STD. DI-313, L=6' VDOT STD. MH-1
TP=724.17
TP=7z4•58 INV IN: 714.05 TO 54
INV IN: 18 1oT0 26
12g 251,FIDPE INV OUT: 717.75 TO 22 INV IN: 715.25 TO 22 STR:16
- - - 53 LF@ 2 - - - INV OUT: 713.95 TO 16 VDOT STD. MH-1 STR:14
Ski - I TP=722.00 \ VDOT STD. DI-313, L=6'
725 FINV IN: 712.67 TO 50 TP=715.67
INV IN: 712.75 TO 20
� INV IN: 7o9.5oT016
INV OUT: 71o.83T014
INV IN: 7o8.5o TO 18
HGL (TYP.) I INV OUT: 703.75 TO 12
- -g9 6o LFNDpE -
EXISTING GRADE (TYP.)
720 @ 2.5=% I STR:12 STR:6
- - VDOT STD. DI-3B, L=io' VDOT STD. DI-3B, L=8'
�0 IS"
HDPE � TP=7o8.42 TP=7o6.o8
730 LF
Qa 2.26% - - - - - - INV IN: 702.25 TO 14 STR:8 INV IN: 696.10 TO 8
INV IN: 701.5o TO 12B VDOT STD. DI-3C, L=1o' INV IN: 699.00 TO 48
715 INV OUT: 699.00 TO 10 TP=705.08 INV OUT: 696.00 TO 4
- \ INV IN: 696.68 TO 10
INV OUT: 696.58 TO 6 STR:4
15" HDPE j VDOT STD. MH-1
61.21 LF @a 2.29% 24 HDPE TP=7o6.67
88.42 LF @ � 36/ - - - - - - - - / STR:10 INV IN: 695.77 TO 6
10 I j VDOT STD. DI-3C, L=10 INV IN: 699.5o TO 38 STR:2
7 \ VDOT STD. MH-i
18" HDPE 7-42 T '02 INV OUT: 695.67TO 2
49 9z LF �a z.00% 88 24" HDPE INV IN: 697.4z TO 12 TP=701.00
59 LF @ 15o/ \ INV OUT: 696.83 TO 8 INV IN: 694.5o TO 4
INV OUT: 689.00 TO 1B
705 PROPOSED RIPRAP DITCH,
- IMMEDIATELY DOWNSTREAM
- - - - - - - - - PROPOSED 8" DI FROM EW-1, TO EXTEND TO
WATERLINE CROSSING STREAM. SEE VSMP PLAN
lo2,gg LF DPE
� \ STR:1B FOR DETAILS.
700 i.46/o GRADE P(OTYP )
VDOT STD. MH-1
- - - _ TP=694.50
INV IN: 688.5o TO 2
INV OUT: 688.4o TO
24" HDPE \ 36" HDPE
12,5.67LF@1.26%-------48.69LF@a 0.59%
9 PROPOSED
95 3o" HDPE3o" HDPt-:=
87.89 LF Qa o.55% 1.2 30" HDPE VDOT
27.97 LF @0.54% 107.12 LF 1.og/ 1 \ STD. EW-1
3o" HDPE
690 29.85 LF @a 0.77%
PROPOSED SANITARYJ 36" HDPE
SEWER CROSSING 40 45 LF @1 �4% H G L (TYP.) '32077� 1
685 INV. OUT=688.11 -'
al rl M ri Ln l0 I'0 M N O l� M rl 0) M O 't M Ln O M Ol O l0 O 00 ri l*l Ol 't N Ln M ri 00 N rl rl rl O Ln O m O M O 00 00 rl N 't 00 O I� Ln
n O0 O> M O Ol cl l0 I� cl LO o0 rl O N cl Ln O N n o0 N l� rl O I� O N rl l0 ci LO C l O M ^ l0 O r� Ln 00 O ri O 00 O Ol O 00 O N N 0) I� .t O O
M 00 N 00 rl l� al l0 I" Ln Ln rl M 00 O M l" rl Ln 00 M l0 N Ln rl t O 't O a) N 00 O l0 00 M 00 O ^ I� O lfl 00 LO l� l0 00 1p o0 l0 l� � rl M N O
Ln It Ln It Ln 't It It It It It I M It M M M M N M N M N M N M N M N N N N N N rl N rl rl ri O O O O Ql O M O al O m O Ol O a) O Cl Ol Ol
l- n n r, n n n rl r" n n r n n n r ^ n n r� ^ n n n r*, ^ n ^ n r� rl n n r-1 n n r-, n r, r-, n r� LD n � r-1 1*0 n � n l0 l� LO ^ l0 � l0
0+25 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 7+50 8+oo 8+5o 9+00 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
STR-34 - OUT
NOTES:
1. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: HDPE CAN BE USED AS AN ACCEPTABLE
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES.
SEE DETAIL ON THIS SHEET FOR HDPE PIPE
BEDDING INFORMATION.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 4' OR GREATER SHALL HAVE STEPS IN
ACCORDANCE WITH STANDARD ST-1 AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN
ACCORDANCE WITH STANDARD SL-1AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10 20
( IN FELT )
I inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100 200
( IN FELT )
I inch = 50 ft.
VzH °!�
O SCOTT R. COLLINS-
u No. 35791
ZONAL
c
Z
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0
Q a
a
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0
H
w
0
c=i) L
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0
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w < w
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w
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JOB NO.
182154
SCALE
V: 1"=5'
H : 1"= o'
SHEET NO.
16
720
710
STR:4o
VDOT STD. DI-3B, L=8'
TP=71o.25
INV IN: 701.93 TO 42
INV OUT: 701.83 TO 38
STR:38
VDOT STD. DI-3B, L=6'
TP=70g.67
INV IN: 702.25 TO 46
STR:4 INV IN: 701.43 TO 40
VDOT STD. MH-1 INV OUT: 701.33 TO 4
TP=7o6.67
INV IN: 695.77 TO 6
INV IN: 699.5o TO 38 INV OUT: 695.67 TO 2 n
PROPOSED 8" DI
705 WATERLINE CROSSING
2.4'
OPOSED GRADE (TYP.) HGL (TYP.)
700
15„ HDPE
148.10 LF Qa 1.24%
3.8' 15" HDPE
39.61 LF Qa 1.01%
695
PROPOSED SANITARY
SEWER CROSSING
l� n Ln Ln
Do Do
00 00 a) a,
0) rn m rn
to l� to l�
o+00 0+50
STR:42
VDOT STD. DI-36, L=1o'
TP=712.50
INV IN: 705.5o TO 44
INV OUT: 702.5o TO 40
I
STR:44
VDOT STD. DI-3B, L=6'
TP=712.33
INV OUT: 705.83 TO 42
PROPOSED SANITARY
SEWER CROSSING
PROPOSED 6" DI
WATERLINE CROSSING
1. 2'
f
705
1 'HDPE
28.68 LF Qa 1.15%
zo
15" HDPE 700
51.29 LF Qa 1.11%
STING GRADE (TYP.)
��, 00 00 ��
O O rl rl N N
1+00 1+50 2+00
STR-44 - STR-4
730
EXISTING GRADE (TYP.)
725
STR:14
VDOT STD. DI-3B, L=6'
TP=715.67
INV IN: 709.50 TO 16
INV IN: 708.5o TO 18
INV OUT: 703.75 TO 12
715
PROPOSED 8" DI
k
WATERLINE CROSSING
710 1-3'
to to
m rvl
2+50 2+75
730
725
STR:18
VDOT STD. DI-313, L=14'
15 75
TP=7
INV OUT: 7o8.75 TO 14
715
OPOSED GRADE (TYP.)
710
HGL (TYP.)
705 705
[IS" HDPE
27.66 LF @a o.go%
700 1700
rl N
C l l�
Ln Ln
N rl
0+00 0+50
STR-18 - STR-14
NOTES:
1. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: HDPE CAN BE USED AS AN ACCEPTABLE
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES.
SEE DETAIL ON THIS SHEET FOR HDPE PIPE
BEDDING INFORMATION.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
695
• • •
EXISTING GRADE (TYP.
735
_
-PROPOSED GRADE (TYP.)
22
STR=4'
VDOT STD. DI-3C, L=4'
TP=724.00
STR:58
INV IN: 716.35 TO 58
VDOT STD. DI-3C, L=6'
INV IN: 716.35 TO 24
TP-724.00
INV OUT: 716.25 TO 20
INV IN: 719.75 TO 6o
INV OUT: 716.58 TO 22
STR:6o
VDOT STD. DI-3C, L=12' 735
TP=736 00
INV OUT: 731.75 TO 58
735
730
olIzi
725 5 �o 10. 725
HGL (TYP.)
0011,
720 1.0 - - - - - - ----- 720
1 4 PROPOSED 6" PVC SANITARY
SEWER SERVICE LATERAL CROSSING
PROPOSED 8" DI
715 WATERLINE CROSSING 715
18" HDPE
34.88 LF @a o.66%
71O 710
STR:26
VDOT STD. DI-313, L=8'
TP=727.67
INV IN: 721.00 TO 28
INV IN: 720.52 TO 62
INV OUT: 720.42 TO 24
EXISTING G
735
735
PROPOSED GR
STR:62
73°
VDOT STD.
TP=728.00
INV OUT: 7
o+00 0+50
STR-62 - STR-26
ID o rn Ln 00
l� Cl l0 rl
O It i Ln N M Ln
0+00 0+50 1+00 1+50 2+00 2+25
STR-6o - STR-22
2
RADE (TYP.)
ADE (TYP.)
DI-313, L=1o'
0.75 TO 26
>ED 8" DI
_INE CROSSING
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 4' OR GREATER SHALL HAVE STEPS IN
ACCORDANCE WITH STANDARD ST-1 AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
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.
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10
( IN FEET )
1 inch - 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
I inch = 50 ft.
EXISTING GRADE (TYP.)-
STR:54
STR:74
VDOT STD. DI-313, L=8'
STR:72
VDOT STD. DI-313, L=1o'
TP=725.17
VDOT STD. MH-1
INV IN: 714.7o TO 72
TP=727.42
[TP=721.92
INV IN: 717.4o TO 76
730 INV IN: 717.75 TO 56
INV IN: 716.15 TO 74
INV OUT: 717.3o TO 72
INV OUT: 714.6o TO 20
INV OUT: 716.o5 TO 54
\
STR: 6
7
--
VDOT
STD. DI
TP=721.83
INV OUT:
717.r
725
725
GRADE (TYP.)
PROPOSED
EXISTING
GRADE (TYP.)
720
720
HGL
(TYP.)
I- -
----
----- ----
- I
1.0'
1 - - - - - - - - -
- - - -
---- --
5" HDPE
227.14 LF Qa 0.51%
73-5
8" DI
Qa o.5j
15" HDPE
266.32 LF C 0.5
1%
PROPOSED
15" HDPE
35.11 LF
WATERLINE CROSSING
710
710
O
N
o N
0l 00
N l0
M 00
00 lD
N 00
O Ln
O M
O
O Ln
r-1
Ol N
r� o
I� -It
M Ln
rl M
O al
O It
M
O
O
O
O
M
Ln m
N N
l0 00
N N
l� 00
N N
00 00
N N
o6 l�
N N
n l0
N N
lD 1t
N N
Ln N
N N
�t N
N N
N
N
N
N
-0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
EsTR-76 - STR-54
IN 0
- -0
�0
J
_
0
Nrl
O
I�
Ln
_ ao
Lr)Iq
m
Ln
O
-1
l00
0 O
^p
M
r
m
O~
0 N N L
� M\
Q
��
~ ^z z
0pa>>>
N M ^
H z zz
�n
0
°ZD
N �
-t��
� 0
0
�z0
I>Ih�
Ln>�zz
�pCL»
fll\
I
>�zz
STR:7o
VDOT STD. DI-313, L=6'
TP=721.75
INV IN: 716.6o TO 7oB �
INV OUT: 716.5o TO 68 m 0
STR:68 _ ^' o
0
VDOT STD. DI-3C, L=4' J u,
TP=719.58 l°� 0 0
INV IN: 714.3.8 TO 70 M-000000 0U N�
INV IN: 714.18 TO 66 725 0 00 co O ^O 725
INV OUT: 714.o8 TO 52 0 -r-1 ' � z
725 � r-�
/ o� °1zz0
/STR:66 o 1 > > > /
VDOT STD. DI-3C, L=6' in > ? z z
TP=719.58
IN OUT: 7i5.00 TO 68 720 720
720 EXISTING GRADE (TYP.)
PROPOSED GRADE (TYP.) 1 -
I
PROPOSED GRADE (TYP.) 15" HDPE 7155:62121 J 715
HGL (TYP.) 54.85 LF @a 0.57% - - - „Np�� 00
715 -- 715 15�F�261� �5, HDPE
710
20
200
-
--
------
1.1
81.04 28.51LFQa 1.40%
__
-15" HDPE
15" HDPE
HGL (TYP.)
15 HDPE
°
67.29 LF @a 0.59 /0 27.67 LF 2. 6%
7 7 9
7 10
PROPOSED SANITARY
SEWER CROSSING
7 10
84.7o LF Qa o.59%
710
o It
°o 0
0
N 0
,mil
Ln
to It
01 O
L!1
00
lD
Cl
rl
O
00
a)
N O
Ql
O
O
N
n
ON N
n n
ON N
n n
N
n
00
N
rl 00
N N
O
N
1.0
N
O
N
N
N
Ol rl
rl N
O
N
n
n n
n
n
n
n
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0+00 0+50
1+00
1+50 2+00 2+50
STR-7oB - STR-68
STR-66 -
STR-16
STR:6
VDOT STD. DI-313, L=8' 710
TP=7o6.o8
INV IN: 696.10 TO 8 STR:48
INV IN: 699.00 TO 48 VDOT STD. DI-3B, L=8'
INV OUT: 696.00 TO 4 TP=7o6.08
INV OUT: 699.25 TO 6
705 705
PROPOSED 8" DI
PROPOSED GRADE (TYP.) WATERLINE CROSSING
700
HGL (TYP.)
LEXISTING GRADE (TYP.) 15" HDPE34.76 LF @a 0.72%
695 695
m m
al al
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l0 l0
o+00 0+50
STR-48 - STR-6
EXISTING GRADE (TYP.)
715
STR:12
VDOT STD. DI-313, L=1o'
TP=7o8.42
INV IN: 702.25 TO 14
INV IN: 701.5o TO 12B
INV OUT: 699.00 TO 10
-7
705
PROPOSED 8" DI
WATERLINE CROSSING 1.1'
- '
4+00 4+50 5+00 5+50
3B, L=8'
8TO74
SCOTT R. COLLINS'Z
No. 35791�INSI�
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EXISTING GRADE (TYP.) INV IN: 714.7o TO 72
INV IN: 717.75 TO 56
INV OUT: 714.6o TO 20
STR:2o
VDOT STD. MH-i �STR:56
TP-724.17 - VDOT STD. DI-3B, L=12'
INV IN: 714.05 TO 54 TP=725 17
INV IN: 715.25 TO 22 INV OUT: 718.0o TO 54
INV OUT: 713.95 TO 16
725 725
PROPOSED 8" DI
WATERLINE CROSSING
PROPOSED GRADE (TYP.)
720 720
HGL (TYP.)
715 - 715
15" HDPE
' 34.87 LF @a 0.72%
18 HDPE
710 55-99 LF @a o.98% 710
M M N N
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STR-56 - STR-20
FEXISTING GRADE (TYP.)
715 750 750
STR:30 STR:64
STR:12B VDOT STD. DI-3B, L-1o' VDOT STD. DI-3B, L=6" 720
VDOT STD. DI-3B, L=1o' TP=741.83
TP=7o8.75 TP=741.75 INV OUT: 734.67 TO 30
INV OUT: 703 TO 12 INV IN: 736.00 TO 32
INV IN: 734.10 TO 64 745
INV OUT: 730-33 TO 28
} 715
OPOSED GRADE (TYP.)
705
740 740
PROPOSED GRADE (TYP.) PROPOSED 8" DI 10
WATERLINE CROSSING 7
1.4'
700 HGL (TYP.00 735 735
15" HDPE
28.56 LF Qa o.88%
695 695
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STR:46
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INV OUT: 7o6.00 TO 38
STR:38
VDOT STD. DI-313, L=6'
TP=7og.67
INV IN: 702.25 TO 46
INV IN: 701.43 TO 40
INV OUT: 701.33 TO 4
720
715
710
PROPOSED GRADE (TYP.)
705
15" HDPE
98.39 LF @a 3.81%
HGL (TYP.)
EXISTING GRADE (TYP.) 700
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EXISTING GRADE (TYP.)
.=
INV27.75
735
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PROPOSED GRADE (TYP.)
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INV IN. 712.53 TO MH-11
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NOTES:
1. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
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.
10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE
JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL
UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER
LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER
AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE
SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN
"OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER
MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION
SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10
( IN FEET )
1 inch - 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch - 50 ft.
20
200
730
725
720
715
710
705
EXISTING GRADE (TYP
I I /
MH-8
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INV IN. 698.95 TO MH-9
INV OUT. 698.75 TO MH-7
MH-6 MH-7
STA:o+oo.00 STA:1+66.07 /
RIM:707.00 RIM:7o6.00
INV IN. 693.28 TO MH-13 INV IN. 694.37TO MH-8 /
INV IN. 693.28 TO MH-7 INV OUT. 694.17 TO MH-6
INV OUT. 693.o8 TO MH-5 /
700
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INV IN. 712.53 TO MH-11
INV OUT. 712.33 TO MH-9-
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PROPOSED YARD
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730
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-
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INV IN. 704.7o TO MH-17
INV OUT. 704.5o TO MH-13 :o STA
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INV OUT. 705.5o TO MH-14
710 I 710
PROPOSED 6" DI
WATERLINE CROSSING
2.1'
705 705
41 1.1' 8" SDR 26 PVC
-52.15 LF @a 1.53%
700 EXISTING GRADE (TYP.) 700
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730 i
MH-16
MH-is
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RIM:718.5o INV OUT. 713.
INV IN. 711.95 TO MH-16 /
PROPOSED GRADE (TYP.) INV OUT. 711.75 TO MH-14
720 MH-14 / 720
MH-13 STA:1+89.20
STA:1+03.63 RIM:712.75
RIM:7o8.83 INV IN. 704.7o TO MH-15
INV IN. 699.7o TO MH-14 INV IN. 704.7o TO MH-17 69
INV OUT. 699.5o TO MH-6 INV OUT. 704.5o TO MH-13 7
715 715
MH-6 / 1. 2'
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RIM:7o7.00
INV IN. 693.28 TO MH-13 C
710 INV IN. 693.28 TO MH-7 L6P`I y�o/o / 710
INV OUT. 693.o8 TO MH-5 8" SDR 26 PVC
95.93 LF Qa 1.09%
PROPOSED 8" DI
WATERLINE CROSSING
705 z6e�� o�0 705
EXISTING GRADE (TYP.)
700 (5.2 700
m
695 I I I %�/ I \ 1 1 695
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99.63 LF @a 6.24%
690 I I I I I 1690
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MH-16 - MH-6
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SCOTT R. COLLINS'Z
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SCALE
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SHEET NO.
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/ O
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/ �/ \ - _T-MP'�5j' -A1 / i' & LID REQUIRED 000 O
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8" PVC IN 682.71'
\ I/ 8" DI OUT 6 2.51' \ y �K710 PLAZA AMERICA DP-SUJITE'1100
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VI V \ V
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TMP 56-11\5-
VUE REALTY PARTNERS \
1821 AVON ST. SUITE 200
l \ \ \ \ \ ST S MH \ I I N 0 III PROPOSED STORM SEWER RIPRAP OUTFALL.
\ \ \ I ° I IIII 1 CHARLOTTESVILLE, VA 22902
I SEE VSMP PLAN (WPO-2019-3) - 00 ,\\ \ \\
\ TOP\68b44'
\\ \ \ \ AC M 678.96' I CD \ I / II / - D.B• 4856, PG. 582 FOR DESIGN INFORMATION
8'\PI
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\ \ \ \ \ \ \ \ \ I \ o// I \ EXISTING ioo'
\ \ \ \ \ EXISTING MH \ / / I STREAM BUFFER
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30 0 15 30 60 A 120
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\ \ \ \ \ S�NITARY SEWER I \ O / / I I/
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NV IN-_ .82 _6 Fs5 /
INV MT- 665.72'
I / 8" DI
/ 0 0
0°
0/
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
NOTES:
1. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
VERTICAL GRAPHIC SCALE
5 0 2.5 1� 20
50
MH-1 C
STA:0+97.04
RIM:686.50
INV IN. 679.7o TO MH-2
INV OUT. 679.5o TO EXISTING MH
1 inch - 5 f .
ORIZONT L GRAPHIC SCALE
2s o 0
( IN FEET )
1 inch = 50
�I
LEXISTING GRADE (TYP.)
8" SDR 26 PVC
291.95 LF Qa 0.520/0
MH-3
STA:5+35-75
200 RIM:689.o8
INV IN. 682.5o TO MH-4
INV OUT. 682.3o TO MH-2
MH-2
STA:3+93.00
RIM:6go.00
INV IN. 681.45 TO MH-3
INV OUT. 681.25 TO MH-1
8" SDR 26 PVC
138.76 LF @a o.6o%
1oo' YR FLOODIPLAIN
/ PROPOSED 20' UTILITY I 0
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INV IN. 693.28 TO MH-13 /1V
INV IN. 693.28 TO MH-7
INV OUT. 693.08 TO MH-5
MH-5
STA:7+61.70
RIM:699.5o
INV IN. 685.74TO MH-6
INV OUT. 685.37 TO MH-4
MH-4
STA:6+44-94
RIM:69o.75
INV IN. 683.03 TO MH-5
INV OUT. 682.83 TO MH-3 ,
/
EXISTINGPvo
STREAM �F C 2'
3.6- CROSSING 11z75 -
\NOTE: 8" CL So DIP SHALL HAVE WATERTIGHT FRAME) L8" CL 50 DIP
CONCRETE ENCASEMENT & LID REQUIRED 1o5.1g LF Qa 0.30%
TIE -INTO EXISTING RWSA WATERTIGHT FRAME
&LID REQUIRED
SANITARY SEWER MANHOLE
VARIA E/R.W.S.A. SEWER ' / o -0+25 0+00 0+50 1+00 1+50
SAM EASE SENT DB3912 / /
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PG 551 I //
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MH-6 - EXISTING MH
705
ROPOSED GRADE (TYP.) 700
7+00 7+50 8+oo 8+5o
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SCALE
AS SHOWN
SHEET NO.
19
745 745
740
\
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3.5' HT. OF
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735
735
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730 `280�
LINE OF SIGHT EXISTING
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730
\
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725
725
SIGHT DIS
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\
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720
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INTERSECTION SIGHT DISTANCE - DUPREE STREET &PRIVATE ALLEY
rtus
4+50 5+00 5+25
76o
76o
755
755
EXISTING GRADE (TYP.)
3.5' HT. O
—
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750
SIGN
750
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745 / 3.5' HT.
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740 C 0 PROPOSED GRADE (TYP.)
740
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730
730
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INTERSECTION SIGHT DISTANCE - ALSTON STREET & MCCOMB STREET
5+50 6+oo
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10 20
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft
0+00 0+50
735
3.5' H T. OF
OBJECT
730
725 1
720 1
715 1
710 1
705 1
695
1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo
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RE ROAD GRADE)
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730 1
725 1
720 1
715 1
710
3.5' HT. OF
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705
700 1
695 1
4+50 5+00
�\TH oFT�
SCOTT R. COLLINS'Z
No. 35791�INSI�
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182154
SCALE
V: 1"=5'
H: 1"= o'
SHEET NO.
20
PARKING LOT & INTERIOR LANDSCAPE REQUIREMENTS:
REQUIRED LANDSCAPING 1/io SPACES = 26 SPACES @a 1 TREE / io SPACES = 3 TREES REQUIRED
TOTAL TREES PROVIDED ADJACENT TO PARKING SPACES: 8 TREES PROVIDED
PARKING AND CIRCULATION AREA=12,1so SF
REQUIRED LANDSCAPING (5% OF PARKING AND CIRCULATION AREA) = 6o6 SF
PROVIDED LANDSCAPING = 2,755 SF
SCOTT R. COLLINS'Z
No. 35791 �
�INSIIOIVAL ��
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SCALE
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SHEET NO.
21
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I( IN FEET )
1 inch = 30 ft.
County of Albemarle
Conservation Plan Checklist— To be placed on Landscape Plans
(Handbook, pp III-284-111-297 for complete specifications)
/ 1 The following items shall be shown on the plan:
U Trees to be saved;
® Limits of elearing (outside dripline of trees to be saved);
® Location and type of protective fencing;
® Grade changes requiring tree wells or walls;
® Proposed trenching or tunneling beyond the limits of clearing.
2. Markings:
0 All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators.
® No grading shall begin until the tree marking has been inspected and approved by a County Inspector.
3. Pre -Construction Conference:
Z1 Tree preservation and protection measures shall be reviewed with the contractor on site.
4. Equipment Operation and Storage:
Heavy equipment, velucular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees
to be saved.
5. Soil Erosion and Stormwater Detention Devices:
® Such devices shall not adversely affect trees to be saved.
6. Fires:
U Fires are not permitted within 100 feet of the dripline of trees to be saved.
7. Toxic Materials:
® Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved.
S. Protective Fencing:
® Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing.
Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction.
9. Tree Wells:
® When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail
submitted for approval.
10. Tree Walls:
® When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided, and a construction detail
submitted for approval.
11. Trenching and Tunneling:
When trenching is required within the limits of clearing, it shall be done as faraway from the trunks of trees as possible. Tunneling
under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots.
12. Cleanup:
® Prote ive fencing shall be the last items removed during the final cleanup.
13. Dama Trees:
® D aged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist.
NOTE: IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION
REQUIREMENTS.
4/24/19
OWNEA SIGNATURE (DATE)
CONTRACT PURCHASER SIGNATURE (DATE)
5/1/06 Page 1 of 1
�0°a0
0001
NOTE: SLOPES GREATER THAN 3:1 SHALL BE PLANTED WITH NATIVE STEEP
SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST CONSERVATION SEEDS AT A
RATE OF 6o LBS. PER ACR, OR 1 LB PER 1,000 SF.
OOO
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SCOTT R. COLLINS'Z
No. 35791 �
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182154
SCALE
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SHEET NO.
22
Project Pleasant Green
Plan Sheet No.
Designer AML, PE
Sheet 1 of 1
Culvert #1
Rev. Date
Date 8/12/19
AHW Controls
STATION:
HYDROLOGICAL DATA:
100 yr. Flood plain
elev.
Design AHW depth
elev.
Structures
elev. freq. TWelev.
Culvert#1: DA=4.53 ac., Cw=0.40, Tc=15.0 min., 2-year Q=6.34
cfs,10-year Q=8.70
cfs, 25-year Q=10.51 cfs
Shoulder
=
elev. 756.7
=
CL elev. 756.5
DISCHARGES USED
RISKASSESSMENT
ADT
Skew
° Cover
Q 2 = 6.34 CFS
Detours Available
Length
Q 10 = 8.70 CFS
Overtopping Stage
Q 25 = 10.51 CFS
Flood Plain Management
Inv. El. 754.33
So= 0.73% Inv. El. 754.00
Q = CFS
Criteria and Significant Impact
Orig. Gr. Elev.
L= 45.37 Orig. Gr. Elev.
Q = CFS
HEADWATER COMPUTATIONS
CONT.
OUTLET
INLET CONT.
OUTLET CONTROL
CULVERT TYPE & SIZE
Q
Q/B
HW.
ELEV.
VELOCITY
Treat
COMMENTS
HW/D
HW
Ke
do
(dc+D)/2
ho
H
LSo
HW
C.M.
I Smooth
Proposed 18" HDPE Culvert(2 yr)
6.34
6.34
1.0
1.5
0.5
0.8
1.15
1.15
0.4
0.3
1.2
1.5
5.87
VDOT STD. EC-1 Class Al Outlet Protection
Proposed 18" HDPE Culvert(10 yr)
8.70
8.70
1.2
1.8
0.5
1.1
1.30
1.30
0.6
0.3
1.6
1.8
6.22
Proposed 18" HDPE Culvert(25 yr)
10.51
10.51
1.4
2.1
0.5
1.3
1.40
1.40
1
0.3
2.1
2.1
6.28
i
Project Pleasant Green
Plan Sheet No.
Designer AML, PE
Sheet 1 of 1
Culvert #2
Rev. Date
Date 10/4/19
AHW Controls
STATION:
HYDROLOGICAL DATA:
100 yr. Flood plain
elev.
Design AHW depth
elev.
Structures
elev. freq. TWelev.
Culvert* DA=2.27 ac., Cw=0.30, Tc=14.0 min., 2-year Q=2.45
cfs,10-year Q=3.34
cfs, 25-year Q=4.09 cfs
Shoulder
=
elev. 748.25
=
CL elev. 749
DISCHARGES USED
RISKASSESSMENT
ADT
Skew
° Cover
Q 2 = 2.45 CFS
Detours Available
Length
Q 10 = 3.34 CFS
Overtopping Stage
Q 25 = 4.09 CFS
Flood Plain Management
Inv. El. 747
So= 13.22% Inv. El. 740.52
Q = CFS
Criteria and Significant Impact
Orig. Gr. Elev.
L= 49 Orig. Gr. Elev.
Q = CFS
HEADWATER COMPUTATIONS
CONT.
OUTLET
End
INLET CONT.
OUTLET CONTROL
CULVERT TYPE & SIZE
Q
Q/B
HW.
VELOCITY
Treat
COMMENTS
HW/D
I HW
Ke
do
(dc+D)/2
ho
H
LSo
HW
C.M.
I Smooth
ELEV.
Proposed 15" HDPE Culvert (2 yr)
2.45
2.45
0.7
0.9
0.5
0.5
0.88
0.88
0.1
6.5
-5.5
0.9
13.16
Proposed 15" HDPE Culvert (10 yr)
3.34
3.34
0.8
1.0
0.5
0.6
0.93
0.93
0.2
6.5
-5.4
1.0
14.40
Proposed 15" HDPE Culvert (25 yr)
4.09
4.09
0.9
-[
1.1
0.5
0.7
0.98
0.98
0.4
6.5
-5.1
1.1
15.29
i
I /
34
VV W y �W W W c
PROPOSED LOCATION OF REMOVABLE BOLLARDS
AND KNOX BOX FOR EMERGENCY ACCESS
1,
-
SCOTT R. COLLINS']Z
No. 35791 �
�INSIIOIVAL E'�
--
CULVERTS Q
-
--754 /► -
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22+00
+00
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ACCESS EA5 �� �4'pA CEO
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PROPOSED VDOT STD. ES-1 'rF iic
PROPOSED LOCATION OF REMOVABLE BOLLARDS
0- '� V 1 � 1X
AND KNOX BOX FOR EMERGENCY ACCESS ' / I �'� 6k5" i a 3 00
lull,
/ '15$ � z�k°° /
PROPOSED VDOT STD. ES-1
I
IPROPOSED VDOT STD. PE-i ENTRANCES
'00 cc
IN CLING LA
EXIST
I (,n 30+00
30+50
I /
Ar
b
0 2$k00
PROPOSED VDOT STD. ES-1
LVERT 1 /
\ PROPOSED VDOT STD. CL. Al,EC-1 STONE
(W1=4.5', W2=11.5', L=io', D=2,
1&
"TO BE DETERMINED BY THE EXISTING CONDITIONS
AT THE TIME OF CONSTRUCTIONa,\ �g
TYPE I CRUSHER RUN AGGREGATE e
TYPE 1- CONCRETE
ALT
TTYPE 111111- E IV AS TYPE ASPHALT COMMERCIAL i i 0 Z
I I W W
SURFACE 1 W 1 1 at
c
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In
1� NOTE 3 W
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PIPE CULVERTS IF NECESSARY
JITCH q
z
SHOULDER
I 52' I I 52'
ROAOWAY PAVEMENT N
NOTES:
1. ALL ENTRANCE GRADES SHALL START BACK OF THE SHOULDER LIE. IF DRAINAGE IS NECESSARY,THE DITCH MAY BE MOVED BACK TO PROVIDE AT LEAST 9" OF COVER
OVER PPE,AS SHOWN IN THE ALTERNATE METHODS FOR PLACING PIPE UNDER ENTRANCES DIAGRAM.
2.ENTRA14CE GRADES ARE TO BE SMOOTHLY TIED INTO THE ROADWAY BY ROUNDING AS NECESSARY.
3. 12' OR EXISTING WIDTH WHICHEVER IS GREATER.
4.LENGTHS OF CULVERTS SHOWN ON ROAD PLANS FOR ENTRANCES ARE APPROXIMATE MID SHALL BE ADJUSTED TO OBTAIN ABOVE ROADWAY WIDTHS.
5. ENTRANCES IN FILL TO BE SAME AS ABOVE EXCEPT LOCATION OF CULVERT (MEN NECESSARY).
SPECIFICATION VDOT
STANDARD PRIVATE ENTRANCES ROAD AND STANDARDS
512 REVISION DATE SHEET 1 OF 1
VIRGINIA DEPARTMENT OF TRANSPORTATION 602.02
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
\_PROPOSED PAVED EMERGENCY ACCESS ROAD -
SEE PAVEMENT DESIGN ON THI SHEET
3/1G' STEEL PLATE WELDED
TO POST & GROUND SMOG-TH-
2-1/2" DIA. GALVANIZED
STEEL POST. PAINTED WITH
2 GOATS OF PRIMER
AND INSIGNIA YELLOW
3/4' DIA. STEEL PIN W/ HEAD
W/ 3/8" DIA. HOLE FOR
/ LOCK
/ FINISH SURFACE
3" DIA. GALVANIZED
GRAPHIC ,SCALE i STEEL PIPE SLEEVE II
� (PAINT ABOVEGROUND
I I / / / PORTION SAME AS POST)
30 0 15 30 / 60 120 /
/ CONCRETE FOOTING
/ / ( IN FEET ) / l SLEEVE PLATE WELDED -
TOSL12"
1 inch 30 ft. / I/
NOTE' DRILL A 13/iG" DIA. HOLE THRU
EVE FOR
i
I i
I ,
PROPOSED VDOT STD. ES-i
76o vv/ RIPRAP OUTFALL 76o
INV. OUT=754.00CULVERT i
NOTE: 8" MIN. COVER
755 2.4- 755
EXISTING GRADE (TYP.)
PROPOSED GRADE (TYP.) INV. IN=754.33
18" HDPE PROPOSED VDOT STD. ES-1
750 45-37 LF @ 0.73% 750 1
CLn
C31
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70
200
0+00 0+50 1+00 1+50 1+75
CULVERT #i
755 755
EXISTING GRADE (TYP.)�
- STR:32
VDOT STD. DI-3B, L=1o'
PROPOSED GRADE (TYP.) TP=747.83
750 INV IN: 740.52 TO 34
INV IN: 740.52 TO CULVERT 2
PROPOSED VDOT STD. ES-1 INV OUT: 740.42 TO 30
vv/ RIPRAP OUTFALL
1 1.8'
INV. IN=747.00 CULVERT
745 1 745
6 o �s
J)
�J10
740 740
w w ' 0
Ln Ln 00
W U-
CULVERT #z
BOTH THE POST AND SLE
PIN PLACEMENT.
SM /�H'ARLOTTESVILLE, L/G/ REMOVABLE STEEL
TfykP 056A1-01-00-02�00
/ 4.390 ac. / / BOLLARD DETAIL
DB 5127, PG/677 / No SCALE
PVI STA: 23+15.00
PVI ELEV: 748.74
K: 27.41
LVC: 80.00
765 M o M
ui 00 0 °O
v
0
N
EXIST. GROUND
ACCESS
EASEMENT
6'
3�
LJ
\ / = 30
� a w I
1 Da � '
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LU
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a° QLU
OIL ACCESS
EASEMENT z
r
4' 10' 10' 4' 6'
GRASS
TRAVELWAY
TRAVELWAY
GRASS
SHOULDER
SHOULDER
1/4'1'
1/4".1'
1/4".1•
1/4" 1,
20'
E/P-E/P
40' ACCESS EASEMENT EXIST. GROUND
TYPICAL STREET SECTION (FffffRGE'NCY ACCESS ROAD)
NOT TO SCALE
PVI STA: 27+50.00
PVI STA: 26+25.00 PVI ELEV: 757.86
PVI ELEV: 756.61 K: 8.33
K 94.31 LVC: 2S.00
`765
+ n
HIGHg1
-4
P15-83
PVI
STA: 22+2 5'
o N v
v
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HIG
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17.78
VI ELEV: 747.8
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00
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W
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PVI ELEV:
751.87
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NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST
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