HomeMy WebLinkAboutSUB202100115 Plan - Approved 2022-03-23SHEET INDEX (ROAD PLAN SET)
Sheet Number
Sheet Title
CO.00
COVER SHEET
C1.00
GENERAL NOTES AND DETAILS
C2.00
OVERALL LAYOUT — KEY PLAN
EROSION SEDIMENT CONTROL NOTES AND DETAILS
C3.00
AND
63 00A
STORMWATERPOLLUTION PREVENTION PLAN
C3.01--C3.03
EXISTING CONDITIONS
I
C4.00 02E 4� E 4�
EROSION AND SEDIMENT CONTROL PLAN PHASE
•cam03
64..005
EROSION AND SEDIMENT CONTROL PLAN PHASE H
C5.00—05.02
DEMOLITION PLAN
C6.00—C6.02
LAYOUT PLAN
C7.00—C7.02
GRADING, DRAINAGE AND UTILITY PLAN
C8.00—C8.01
ALIGNMENT PROFILES
C9.00
STORMSEWER PROFILES
611.00
PRE ♦NB POST LANDCOVER MAPS
611 0i
���♦NB POSTAINA E AREAS
���n���TER COMPLIANCE
C11.03
STORMWATER CONVEYANCE CALCULATIONS
C11.04—C11.05
STORMWATER QUANTITY CALCULATIONS
C12.00—C12.02
MAINTENANCE OF TRAFFIC PLAN
C13.00
VDOT DETAILS
* CROSSED OUT SHEETS CAN BE FOUND IN WPO AND/OR ACSA PLANS.
SURVEY NOTES:
THIS TOPOGRAPHIC MAP WAS PREPARED FOR:
WORRELL LAND AND DEVELOPMENT COMPANY LLC
THIS SURVEY WAS PREPARED WITHOUT
THE BENEFIT OF A TITLE REPORT.
SOME EASEMENTS OTHER THAN THOSE SHOWN
HEREON MAY EXIST.
TMP 78-2OC6 IS ZONED:
PLANNED DEVELOPMENT MIXED COMMERCIAL
THIS PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X
(UNSHADED) (AREAS DETERMINED TO BE OUTSIDE THE
0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON MAPS
BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY.
MAP 51003CO289D DATED: FEBRUARY 4, 2005
THIS TOPOGRAPHIC SURVEY OF A PORTION OF TAX MAP 78
PARCELS 2006 AND 2005, LOCATED ON WORRELL DRIVE
ALBEMARLE COUNTY, VIRGINIA
WAS COMPLETED UNDER THE DIRECT AND
RESPONSIBLE CHARGE OF CHRISTOPHER B. KEAN
FROM AN ACTUAL GROUND SURVEY
MADE UNDER MY SUPERVISION; THAT THE IMAGERY
AND/OR ORIGINAL DATA WAS OBTAINED ON
OCTOBER 24, 2019; AND THAT THIS PLAT, MAP, OR
DIGITAL GEOSPATIAL DATA INCLUDING METADATA
MEETS MINIMUM ACCURACY STANDARDS UNLESS
OTHERWISE NOTED.
I HEREBY CERTIFY THAT THIS TOPOGRAPHIC SURVEY, TO THE
BEST OF MY PROFESSIONAL KNOWLEDGE AND BELIEF, IS
CORRECT AND COMPLIES WITH THE MINIMUM PROCEDURES
AND STANDARDS ESTABLISHED BY THE VIRGINIA STATE
BOARD OF ARCHITECTS, PROFESSIONAL ENGINEERS, LAND
SURVEYORS, CERTIFIED LANDSCAPE ARCHITECTS AND
INTERIOR DESIGNERS. I ALSO CERTIFY THAT THE BOUNDARY
SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY.
NOTE: THE LOCATION OF EXISTING UNDERGROUND UTILITIES
IS SHOWN IN AN APPROXIMATE WAY ONLY. UTILITIES ARE
LOCATED USING UTILITY COMPANY LOCATIONS, CITY/COUNTY
UTILITY MAPS, AND FIELD VERIFICATION.THE CONTRACTOR
SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING
UTILITIES BEFORE COMMENCING WORK. THEY AGREE TO BE
FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT
BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
MISS UTILITY TICKET FOR THIS PROJECT:
A928302357-OOA
A928302384-OOA
A928302410-OOA
LINO LN
SURVEYING
Innovation. Integrity. Vision.
632 BERKMAR CIRCLE
CHARLOTTESVILLE, VIRGINIA 22901
OFFICE: 434-974-1417
FAX: 434-974-1776
www.lincolnsurveying.com
LEGEND
PROPOSED
®
OVERLAY EXISTING PAVEMENT
ASPHALT PAVEMENT
m
CULVERT OR STORM SEWER PIPE
22
DRAINAGE STRUCTURE NUMBER
SANITARY SEWER LINE
WATER LINE
174-.l
PROPOSED FINISHED GRADE CONTOUR ELEVATION
E/P
DENOTES EDGE OF PAVEMENT
TIC
DENOTES TOP OF CURB
/-/C
DENOTES FACE OF CURB (MEASURED TO BACK OF ANY ROLL FACE CURB)
B/C
DENOTES BACK OF CURB
EXISTING
WORRELL DRIVE IMPROVEMENTS
WITH WATER SERVICE EXTENSION FOR 355 WORRELL DRIVE
ROAD PLAN
ALBEMARLE COUNTY, VIRGINIA
MAGISTERIAL DISTRICT RIVANNA
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VICINITY MAP Scale: 1" = 2000'
FILE DISCLAIMER:
IF THESE FILES ARE MODIFIED AFTER RECEIVED, THE RECEIVER AGREES TO INDEMNIFY, DEFEND
AND HOLD HARMLESS, OUR FIRM IIRK&KII, FROM AND AGAINST ANY AND ALL CLAIMS, SUITS, LOSSES,
DAMAGES OR COSTS FROM THE USE OF OUTDATED DESIGN FILES.
THE OFFICIAL DOCUMENTS OF RECORD ARE THE PAPER, MYLAR, OR VELLUM DOCUMENTS WHICH
BEAR THE COMPANY SEAL AND SIGNATURES. IF DIGITAL FILES HAVE BEEN PROVIDED TO THE CLIENT
AND/OR CONTRACTOR, THOSE FILES ARE FOR CONVENIENCE ONLY AND DO NOT SUPERCEDE THE
SIGNED PLAN SET.
BP = BRADFORD PEAR TREE
BPP = BLACK PLASTIC PIPE
BIR = BIRCH TREE
CO = CLEAN OUT
CED = CEDAR TREE
COMM = COMMUNICATION
CM = CREPE MYRTLE TREE
CMP = CORRUGATED METAL PIPE
DIP = DUCTILE IRON PIPE
FH = FIRE HYDRANT
GV = GAS VALVE
GNDL = GROUND LIGH
GINKGO = GINKGO TREE
GUM = GUM TREE
HH = HANDHOLD
HEM = HEMLOCK TREE
HOL = HOLLY TREE
ICV = IRRIGATION CONTROL VALVE
IS = IRON SET
IF = IRON FOUND
JM = JAPANESE MAPLE TREE
LP = LIGHT POLE
LOC = LOCUST TREE
MAP = MAPLE TREE
OHC = OVERHEAD COMMUNICATION
OHE = OVERHEAD ELECTRIC
PVC = POLYVINYL CHLORIDE
RCP = REINFORCED CONCRETE PIPE
SP = SIGNAL POLE
SYC = SYCAMORE TREE
S = SIGN
SSMH = SANITARY MANHOLE
SDMH = STORM DRAIN MANHOLE
TP = TELEPHONE PEDESTAL
TVP = TELEVISION PEDESTAL
TW = TOP OF WALL
TREE = UNKNOWN SPECIES
WLO = WILLOW TREE
WM = WATER METER
WV = WATER VALVE
12TREE25 = 12" TREE 25' CROWN SPREAD
+480.50 = SPOT ELEVATION
G = GAS LINE
E = ELECTRIC LINE
—�j— = SEWER LINE
—1) = STORM DRAINAGE LINE
—IVV— = OVERHEAD UTILITY
CAI— = WATERLINE
= COMMUNICATION LINE
= TELEPHONE LINE
Po — = FIBER OPTIC LINE
BEFORE YOU DIG CALL
1.8111,
PROTECT YOURSELF, GIVE THREE
WORKING DAYS NOTICE
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OWNER
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WORRELL LAND AND DEVELOPMENT COMPANY LC
POST OFFICE BOX 5386
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CHARLOTTESVILLE, VIRGINIA 22905
ATTN: MR. ANDREW J. DRACOPOLI
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PHONE: 434-977-6803
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E—MAIL: worrell®cstone.net
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ENGINEER
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RK&K, LLP
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2100 E. CARY STREET, SUITE 309
RICHMOND, VIRGINIA 23223
ATTN: MALACHI MILLS, P.E.
PHONE: 804-782-1903
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FAX: 804-782-2142
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E—MAIL: MMills@rkk.com
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PARCEL ID# 07800-00-00-02006
ADDRESS 384 WORRELL DRIVE
CHARLOTTESVILLE, VIRGINIA 22911
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ZONING: PLANNED DEVELOPMENT MIXED COMMERCIAL (PROPERTIES ARE SUBJECT TO
1--
PROFFERS PER CASE ZMA-1996-0003, ZMA-2001-00015)
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ROAD CLASSIFICATION: LOCAL ROAD. PROJECTED BUILD OUT VPD = 313
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PROPERTY AREA: 25.243 AC
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TOTAL LOD AREA: 2.17 AC
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UTILITIES YES No
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COUNTY WATER ® ❑
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COUNTY SEWER ® ❑ (ACSA)
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SPECIAL FLOOD HAZARD AREA INFORMATION
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SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
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YES NO
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ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA)
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168 SPOTNAP ROAD
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CHARLOTTESVILLE, VIRGINIA 22911
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CONTACT: JEREMY M. LYNN, P.E.
434-977-4511
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APPROVED
by the Albemarle County
Community Development Department
Date 04/08/2022
File SUB202100115
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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GENERAL CONSTRUCTION NOTES:
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD,
A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY
NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF
THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT
UNLESS OTHERWISE NOTED.
3. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL
PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1
OR BETTER ARE TO BE ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER,
OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION
INDUSTRY (29 CFR PART 1926).
GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN
ADDITION TO THE GENERAL CONSTRUCTION NOTES):
1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE
CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296- 5832) 48 HOURS IN ADVANCE OF THE
START OF CONSTRUCTION.
2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR
TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE
COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE
BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL.
3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS
PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE
OR A NATURAL WATERCOURSE.
4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD
VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN
THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL
BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE
OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET.
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A,
B OR C).
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT
STANDARD PE-1.
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL
PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO.
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR
THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID.
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL
DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL.
10.TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE
OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND
CONVENIENT ACCESS.
11.THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY
VDOT FOR PUBLIC ROADS.
12.VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND
FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES.
13.A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO
VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA
INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT.
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT
CONTROL PLANS:
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK
PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM
STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS
VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT
NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION
CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO
PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING
ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF- PRODUCING
RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL
DEVICES SHALL BE MADE IMMEDIATELY.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11.ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY,
FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28.
13.ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF
7:00AM TO 9:OOPM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR
ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO
ANY PUBLIC STREET BECAUSE 0 SLIDES, SINKING, OR COLLAPSE.
16.THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER
MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE
SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE
MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN
MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW
MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL
INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL
BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT
180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY
BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY
EROSION CONTROL INSPECTOR.
19.MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO
STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE
VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD
STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE
CLEANED AND REPAIRED IMMEDIATELY.
20.ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE
STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT
PLANS:
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT.
ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING
CONSTRUCTION OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT
FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM
THE COUNTY EROSION CONTROL INSPECTOR.
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
INITIAL BACKFILL
BEDDING
3 STONE
* STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE.
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
4 1 - INITIAL BACKFILL 4J 1
UNSTABLE a" e^ a" e"
SOIL\ MI . NUN. MIN MIN #68 STONE
ii'•^--: '1;+ GRANULAR FILL AS 'A4,
F"2r'[• ' APPROVED BY ACSA `: a^i:`t1rs
"JIACLt JUL UK NUCK� STABLE SOIL OR ROCK
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFILL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4.NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
NTS
FIG. W-2
TD-2
GRADE I
AIR RELEASE VALVE "
BRASS OR BRONZE PIPE - e! BRONZE GATEXIAI
SOLID CEMENT BLO OR
TYPE "K" SOFT
COPPER
STOP
STONE
NOTES:
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12 AND LARGER USE 2" A.R.V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NTS
FIG. W-9
TD-20
2016 ROAD & BRIDGE STANDARDS
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
TO HIGHWAY DEPARTMENT APPROVAL.
FINISHED GRADE --�
II ADJUSTABLE TRAFFIC RATED
II VALVE BOX W/ LID
1 M.J. GATE VALVE
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LINE
2500 P.S.I.
CONCRETE 8 n 2'x 2' BEARING AREA.
THRUST BLOCK '.4
A < d
NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
TD-9
1* COMPRESSION X 3/4" MALE PRE COIPUNG
OR APPROVED EQUAL
0
NOTE
NO SWEATED FITTINGS
DUAL SERVICE
1* TYPE W
SOFT COPPER
SINGLE SERVICE
NOTE:
1) SADDLES SHALL BE USED ON PVC RIPE.
1/8 BEND COUPLING -\ ems_
0
FOR USE ON ATTACHED SINGE FAMILY
RESIDENT& SERVICES OR DUAL RESIDENTIAL
AID IRRIGATION SERVICES.
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2'
I` R
1" COMPRESSION • 3/4• MALE PIPE COUPLING
OR APPROVED EOIAL
FOR USE ON DETACHED SINGE FAMILY
RESIDFN'ML SERMCE WHERE AN IRRIGATION
METER Is NOT PROVIDED.
IRON uG
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MINIMUM 1HXEGF�
k:''444'-.a+rlY� SIWL' 2G1, NO. 57 AGGREGATE
TYPICAL SERVICE
LATERAL INSTALLATION
(5/8"
& 1" METERS)
Cr-2
NOTES)
1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE.
4000 PSI IF PRECAST.
3. CURB HAVING A RADIUS OF 300 FEET OR LESS
2" R
(ALONG FACE OF CURB) WILL BE PAID FOR AS
RADIAL CURB.
7777,77,77,
4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH
A.
AS 3" (15" DEPTH) OR INCREASED AS MUCH AS
3" (21" DEPTH) IN ORDER THAT THE BOTTOM
;e,
OF CURB WILL COINCIDE WITH THE TOP OF A
COURSE OF THE PAVEMENT SUBSTRUCTURE.
OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN.
NO ADJU5�MEM RI THE PRICE BID IS TO BE MADE
a
FOR A DECREASE OR AN INCREASE N DEPTH.
5' THE2REpAREMENTSEFORNCGIB S SHOWN
D A '
SURFACE
ING
APPENDIX A OF THE VDOT ROAD DESIGN MANUAL.
IN THE SECTION ON GS URBAN STANDARDS.
a e,
D,�TD,�TD
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BASE
2" RADIUS
SUBBASE
e.
6"
.',
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SURFACE
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A'.
BASE
SUBBASE
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12"
ACCEPTABLE ALTERNATIVE
IF CURB IS EXTRUDED
SPECIFICATION
`VEX�T
STANDARD
II
6" CURB
ROAD AND BRIDGE STANDARDS
105
REVISION DATE
1 SHEET 1 OF 1
502
VIRGINIA DEPARTMENT OF TRANSPORTATION
zo1.m
2016 ROAD & BRIDGE STANDARDS
NTS
FIG. W-6A
18"
Z) 4 "'Z
PIPE SLOT
(2 PLACES)
COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
18" METER BOX
6" EXTENSION
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
2016 ROAD & BRIDGE STANDARDS
4" DIAMETER BRANCH
AND VALVE -
BOX
PLUG
VARIES
WATER MAIN---/ \-RESTRAINED JOINT FITTINGS
ON-LINE
(TYPE "B")
YA^"'
THREADED COUPLING
PC SLEEVE
V
BRASS NIPPLE AND PVC
o
CAP
LUBRICATE ALL THREADS
THRUST BLOCK
Li
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METER BOX (SEE FIG. W-7)
VALVE
NO. 57 STONE
M.J. FITTING
2" PIPE SLOPED
TO DRAIN IF
-
GRADE ALLOWS
;.��. VARIES: VARIES
2" BRASS PIPE
WATER MAIN AND VALVE 2" THREADED TAP
ARE SAME SIZE PLUG
DEAD END
(TYPE "A")
TYPICAL BLOW -OFF
ASSEMBLY
NTS
FIG. W-B
TD-13 TD-19
24
EMBEDMENT 6-MIN
SPRING LINE O
OF PIPE
NO. 68 STONE - -
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
LARGER THAN 5" IN ANY
DIMENSION
-INTIAL BACKFILL*
(6' LIFTS)
* THOROUGHLY COMPACTED
BY HAND OR APPROVED
MECHANICAL TAMPER
-HAUNCHING
-BEDDING 6" max
4" min
-FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
NOTE
1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
BACKFILLED ENTIRELY WITH NO. 21A STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
STONE SHALL BE PROVIDED'
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
TD-34
CG-5
NOTES
1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST N PLACE.
4000 PSI F PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
OF 300 FEET OR LESS (ALONG FACE OF CURB)
SHALL SE PAD FOR AS RADIAL COMBINATION
CURB & GUTTER.
4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE
LAYER, THE BOTTOM OF THE CURB &GUTTER
SHUN IBE CONSTRUCTED PARALLEL TO THE SLOPE
OF SUBBASE COURSES AND TO THE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF 00-6
N BASED ON ROADWAY CLASSIFICATION AND
DESIGN SPEED AS SHOWN N APPENDIX A OF
R THE ROAD DESIGN MANUAL N THE SECTION
ON GS URBAN STANDARDS.
D
m
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.
THE BOTTOM OF THE CURB AN(
e, p'-0
GUTTER MAY BE CONSTRUCTED
PARALLEL THE SLOPE OF
SUBBASE COURSES PROVIDED A
A MAY BE CONCRETE MINIMUM DEPTH OF 7"
)PTION OF THE CONTRACTOR IS MAINTAINED.
JYLU'fiA IVN
REFERENCE
COMBINATION 6"
CURB AND GUTTER ROAD AND BRIDGE STANDARDS
DS REVISION DATE I SHEET 1 OF 1
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
201.03
2016 ROAD & BRIDGE STANDARDS
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ACSA GENERAL WATER & SEWER CONDITIONS: September 14, 2021
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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
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ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY.
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6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1- 800- 552-7001).
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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
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10.TREESSION ARE NOT PERMITTED IN THE ACSA EASEMENT.
11.THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO- LEAD REGULATION REGARDING BRASS FITTINGS
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EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
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12.THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL
N
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.
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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
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14.THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE
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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.
o
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16.PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW
PREVENTION DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE
2
MOST RECENT REVISION OF THE ACSA RULES AND REGULATIONS.
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17.A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BEcz
RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED.
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LEGEND
II
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1RVEY NOTES:
/ _ _ _ T�s m
THIS TOPOGRAPHIC MAP WAS PREPARED FOR: I / // °/ hover"b� N
WORRELL LAND AND DEVELOPMENT COMPANY LC
/ �s m
THIS SURVEY WAS PREPARED WITHOUT I I / //°s ''' /' m
THE BENEFIT OF A TITLE REPORT.
SOME EASEMENTS OTHER THAN THOSE SHOWN
HEREON MAY EXIST.
TMP 78-2006 IS ZONED:
PLANNED DEVELOPMENT MIXED COMMERCIAL I / I / �V fV
THIS PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X I / I /
(UNSHADED) (AREAS DETERMINED TO BE OUTSIDE THE
0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON MAPS
BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY.
MAP 51003CO289D DATED: FEBRUARY 4, 2005 / / 00 /
m
THIS TOPOGRAPHIC SURVEY OF A PORTION OF TAX MAP 78
PARCELS 2006 AND 2005, LOCATED ON WORRELL DRIVE
ALBEMARLE COUNTY, VIRGINIA / O N N �01 0)
WAS COMPLETED UNDER THE DIRECT AND / 0O0N
RESPONSIBLE CHARGE OF CHRISTOPHER B. KEAN
FROM AN ACTUAL GROUND SURVEY / ^Cj
MADE UNDER MY SUPERVISION; THAT THE IMAGERY / '54?
AND/OR ORIGINAL DATA WAS OBTAINED ON
OCTOBER 24, 2019; AND THAT THIS PLAT, MAP, OR
DIGITAL GEOSPATIAL DATA INCLUDING METADATA
MEETS MINIMUM ACCURACY STANDARDS UNLESS / l/
OTHERWISE NOTED. LEGEND:
I HEREBY CERTIFY THAT THIS TOPOGRAPHIC SURVEY, TO THE
BEST OF MY PROFESSIONAL KNOWLEDGE AND BELIEF, IS
CORRECT AND COMPLIES WITH THE MINIMUM PROCEDURES
AND STANDARDS ESTABLISHED BY THE VIRGINIA STATE
BOARD OF ARCHITECTS PROFESSIONAL ENGINEERS LAND
SURVEYORS, CERTIFIED LANDSCAPE ARCHITECTS AND
INTERIOR DESIGNERS. I ALSO CERTIFY THAT THE BOUNDARY
SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY.
NOTE: THE LOCATION OF EXISTING UNDERGROUND UTILITIES
IS SHOWN IN AN APPROXIMATE WAY ONLY. UTILITIES ARE
LOCATED USING UTILITY COMPANY LOCATIONS, CITY/COUNTY
UTILITY MAPS, AND FIELD VERIFICATION. THE CONTRACTOR
SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING
UTILITIES BEFORE COMMENCING WORK. THEY AGREE TO BE
FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT
BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
MISS UTILITY TICKET FOR THIS PROJECT:
A928302357-OOA
A928302384-OOA
A928302410-OOA
BP = BRADFORD PEAR TREE
BPP = BLACK PLASTIC PIPE
BIR = BIRCH TREE
CO = CLEAN OUT
CED = CEDAR TREE
COMM = COMMUNICATION
CM = CREPE MYRTLE TREE
CMP = CORRUGATED METAL PIPE
DIP = DUCTILE IRON PIPE
FH = FIRE HYDRANT
GV = GAS VALVE
GNDL = GROUND LIGH
GINKGO = GINKGO TREE
GUM = GUM TREE
HH = HANDHOLD
HEM = HEMLOCK TREE
HOL = HOLLY TREE
ICV = IRRIGATION CONTROL VALVE
IS = IRON SET
IF = IRON FOUND
JM = JAPANESE MAPLE TREE
LP = LIGHT POLE
LOC = LOCUST TREE
MAP = MAPLE TREE
OHC = OVERHEAD COMMUNICATION
OHE = OVERHEAD ELECTRIC
PVC = POLYVINYL CHLORIDE
RCP = REINFORCED CONCRETE PIPE
SP = SIGNAL POLE
SYC = SYCAMORE TREE
S = SIGN
SSMH = SANITARY MANHOLE
SDMH = STORM DRAIN MANHOLE
TP = TELEPHONE PEDESTAL
TVP = TELEVISION PEDESTAL
TW = TOP OF WALL
TREE = UNKNOWN SPECIES
WLO = WILLOW TREE
WM = WATER METER
WV = WATER VALVE
12TREE25 = 12" TREE 25' CROWN SPREAD
+480.50 = SPOT ELEVATION
6 = GAS LINE
E = ELECTRIC LINE
= SEWER LINE
D = STORM DRAINAGE LINE
= OVERHEAD UTILITY
= WATERLINE
C = COMMUNICATION LINE
= TELEPHONE LINE
- - = FIBER OPTIC LINE
SURVEY DATE: OCTOBER 31,2019
NAVD '88 VERTICAL DATUM
SURVEY CONTROL
NAME
T-IB318001
T-18318335
T-18318336
T-18318365
T-18318366
T-18318534
T-18337063
T-18337064
T-18337291
T-18348011
T-19282227
T-19282286
T-19282692
T-19284075
T-19284076
T-19284281
T-19285218
T-19287285
T-19287405
9
NORTH EAST
►I
3896684.28600 11499899.30400
3897031.47800 11500126.57700
3896788.28800 11500218.44700
3896996.42800 11500314.37000
3896907.82000 11500207.34300
3897257.21900 11500299.08400
3897142.01300 11500418.98300
3897378.74900 115OO446.iBBOO
3897308.91500 11500478.27700
3896853.75300 11499727.73700
3896931.20600 11499825.13400
3896829.92600 11500088.15500
3896950.01800 11499620.27700
3897427.78100 11499790.60700
3897122.67000 11499688.36700
3897032.70600 11499584.52700
3897171.28200 11500209.76200
3897578.77400 11499497.20700
3897323.76600 11499574.92900
ELEVATION
529.59
483.06
485.83
470.05
486.34
495.66
494.51
505.92
502.11
530.14
519.22
502.16
533.47
529.60
535.14
538.64
478.13
527.27
536.53
20'
i
v0
LINC LN
SURVEYING
Innovation. Intearitv. Vision.
632 BERKMAR CIRCLE
CHARLOTTESVILLE, VIRGINIA 22901
OFFICE: 434-974-1417
FAX: 434-974-1776
www.lincoinsurveying.com
0 20'
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PLAN SHEET KEY BP = BRADFORD PEAR TREE PV
BPP - BLACK PLASTIC PIPE nn
Scale: 1" = 500'
BIR = BIRCH TREE
CO = CLEAN OUT
CED = CEDAR TREE
COMM = COMMUNICATION
CM = CREPE MYRTLE TREE
CMP = CORRUGATED METAL PIPE
DIP = DUCTILE IRON PIPE
FH = FIRE HYDRANT
GV = GAS VALVE
GNDL = GROUND LIGH
GINKGO = GINKGO TREE
GUM = GUM TREE
HH = HANDHOLD
HEM = HEMLOCK TREE
HOL = HOLLY TREE
ICV = IRRIGATION CONTROL VALVE
IS = IRON SET
IF = IRON FOUND
JM = JAPANESE MAPLE TREE
LP = LIGHT POLE
LOC = LOCUST TREE
MAP = MAPLE TREE
OHC = OVERHEAD COMMUNICATION
OHE = OVERHEAD ELECTRIC
C = POLYVINYL CHLORIDE
P = REINFORCED CONCRETE PIPE
NAME
NORTH
EAST
ELEVATION
= SIGNAL POLE
C = SYCAMORE TREE
T-18318001
3896684.28600
11499899.30400
529.59
:SIGN
T-18318335
3897031.47800
11500126.57700
483.06
MH = SANITARY MANHOLE
T-18318336
3896788.28800
11500218.44700
485.83
MH = STORM DRAIN MANHOLE
= TELEPHONE PEDESTAL
T-18318365
3896996.42600
11500314.37000
470.05
=
P TELEVISION PEDESTAL
T-18318366
3896907.82000
11500207.34300
486.34
1= TOP OF WALL
T-18318534
3897257.21900
11500299.08400
495.66
EE =UNKNOWN SPECIES
T-18337063
3897142.01300
11500418.98300
494.51
.0 = WILLOW TREE
T-18337064
3897378.74900
11500446.18800
505.92
4= WATER METER
T-18337291
3897308.91500
11500478.27700
502.11
1= WATER VALVE
T-18348011
3896853.75300
11499727.73700
530.14
"REE25=12" TREE 25' CROWN SPREAD
T-19282227
3896931.20600
11499825.13400
519.22
W.50 = SPOT ELEVATION
T-19282286
3896829.92600
11500088.15500
502.16
G =GAS LINE
T-19282692
3896950.01B00
11499620.27700
533.47
E = ELECTRIC LINE
T-19284075
3897427.78100
11499790.60700
529.60
T- =SEWER LINE
DR
p =STORM DRAINAGE LINE
T-19284076
3897122.67000
11499688.36700
535.14
= OVERHEAD UTILITY
T-19284281
3897032.70600
11499584.52700
538.64
w = WATERLINE
T-19285218
3897171.28200
11500209.76200
478.13
C = COMMUNICATION LINE
T-19287285
3897578.77400
11499497.20700
527.27
= TELEPHONE LINE
T-19287405
3897323.76600
11499574.92900
536.53
- = FIBER OPTIC LINE
LINC
LN
SURVEYING
Innnvrvfinn Infe'A+" \/icinn
632 BERKMAR CIRCLE
CHARLOTTESVILLE, VIRGINIA 22901
OFFICE, 434-974-1417
FAX: 434-974-1776
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PLAN SHEET KEY g
BP = BRADFORD PEAR TREE PVC =POLYVINYL CHLORIDE 6 �° oaf �'
:.:. /:::: :: :::: .r...
BPP = BLACK PLASTIC PIPE RCP = REINFORCED CONCRETE PIPE NAME NORTH EAST ELEVATION *_ `'::° 'O - '' ' '' �
:.'.m.
BIR = BIRCH TREE SP =SIGNAL POLE ,..`:: ' ', 2'; \ I �'........\
-� CO =CLEAN OUT SYC =SYCAMORE TREE T-18318001 3896684. 28600 11499899. 30400 529.59 °°°a'v a I I ;U
�'� CED = CEDAR TREE S = SIGN°`�amca
T-18318335 3897031.47800 11500126.57700 483.06 [._
COMM = COMMUNICATION SSMH = SANITARY MANHOLE T-18318336 3896788.28800 11500218.44700 485.83 . /
CM = CREPE MYRTLE TREE SDMH = STORM DRAIN MANHOLE T-18318365 3896998.42800 11500314.37000 485.83
i^ CMP = CORRUGATED METAL PIPE TP = TELEPHONE PEDESTAL
05
DIP =DUCTILE IRON PIPE TVP =TELEVISION PEDESTAL T-18318366 3896907.82000 11500207.34300 486.34 INSET'A' tiyo
FH = FIRE HYDRANT TW = TOP OF WALL T-18318534 3897257.21900 11500299.08400 495.66 SCALE = VAO'
GV = GAS VALVE TREE =UNKNOWN SPECIES T-18337063 3897142.01300 11500418.98300 494.51 ,'�
GNDL = GROUND LIGH WLO = WILLOW TREE �' n'� n' T-18337064 3897378.74900 11500446. 18800 505.92
a. GINKGO = GINKGO TREE WM = WATER METER , �I , �I T-18337291 3897308.91500 11500478.27700 502. 11
GUM = GUM TREE WV = WATER VALVE T-18348011 3896853.75300 11499727.73700 530.14
HH = HANDHOLD 12TREE25 = 12" TREE 25' CROWN SPREAD SURVEYING
T-19282227 3896931.20600 11499825. 13400 519. 22
i HEM = HEMLOCK TREE +480.50 = SPOT ELEVATION T-19282286 3896829.92600 11500088.15500 502.16
ICV = HOLLY TREE -G=GAS LINE T-19282692 3896950.01800 11499620.27700 533.47
., .I.529.60 �= SEWER LINE -
IF = IRON FOUND D = STORM DRAINAGE LINE 632 BERKMAR CIRCLE T-19284076 3897122.67000 11499688.36700 535. 14
JM = JAPANESE MAPLE TREE = OVERHEAD UTILITY T-19284281 3897032.70600 11499584.52700 538.64
CHARLOFFICE. 434 74-1417 22901
a LP =LIGHT POLE �= WATERLINE T-19285218 3897171.28200 11500209.76200 478.13
LOC = LOCUST TREE C = COMMUNICATION LINE OFFICE: 434-974-1417 T-19287285 3897578.77400 11499497.20700 527.27 40' 0 40'
MAP = MAPLE TREE - = TELEPHONE LINE FAX: 434-974-1776 T-19287405 3897323.76600 11499574.92900 536.53
Scale: 1 " = 5001 � L OHC = OVERHEAD COMMUNICATION � - = FIBER OPTIC LINE www.lincolnsurveying.com SCALE 1 "=40'
OHE = OVERHEAD ELECTRIC
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CLEARING' •i Y / / • " �- / �/ ✓ / \ % L /
N11.41'22„E—rj CoI 3G G 21. 0 8'
— — - p
\ _ N IT9•m
t PROTECT AND MAINTAIN_N11.4,�2 € / / m >'.:.' '..::'.::....:.'.
3__ �O \------- ___--- —mac= 54.00'
N _ \, ,Ot ACCESS TO FIRE—_
= — 4, HYDRANT AT ALL TIMES sJ3# — —�---------------- — —_—__ --- mJ /,� / J /7/ / �� — ',.o...::_.._ .._..
A _
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_
PROTECT EXISTING TREES �2 — — — — — — _ — — — — — — —
AT ALL TIMES (TYP) //'/ i _-------52E
2 7
DEMO ASPHALT _ _ 0 �2
PAVEMENT / /// -------------- \\ \ `----------- /----- 2 5—
// _/---523-
/ / --522-- -S24-- ,
p----------- —/
— — — — — — — — — — — I
/ 3
/
\ _ — —9
I / /
----------
I A /
0�
PLAN SHEET KEY
Scale: 1" = 500'
SFF SyfFCs. 00
GENERAL NOTES:
1. SEE SHEETS C12.00 THROUGH C12.02 FOR MAINTENANCE OF TRAFFIC AND
CONSTRUCTION SEQUENCING TO MAINTAIN ACCESS ALONG WORRELL DRIVE.
2. DEMOLISHED ASPHALT PAVEMENT SHALL BE DISPOSED OF TO NEAREST LANDFILL.
/--------`
/
/
/
/
/
/
/
/
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SCALE = 1 ":40'
SCALE 1"=20'
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80'
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MILL AND OVERLAY
EXISTING ASPHALT
PAVEMENT (TYP)
119.51' _
S46°00'50'W - - -
MARTH -311
D.B. 3799JPF734SON HOSPITAL
D,B. 4077 P. 311 PLAT
D,B, 2792 P
D., 204 PLAT
B. 2126 P. 393 PLAT
\ \ . CONNECT TO EXISTING
\ ASPHALT PAVEMENT
\
\CONNECT TO EXISTING
ASPHALT PAVEMENT
\ so
\ 4'>
\ s o
ti
\
\
PC: 30+26.61
MAINTAIN ACCESS TO
\ \ PRIVATE DRIVEWAY AT
ALL TIMES
PT: 1 +26.66
44
\ END CURB WITH
45' BEVEL
N
6'
PC: 1 +55.61J
105.41'
S46°00'50"W
(c8p26: I - R=155' 2+00
R1o.,
I
I
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�m
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2" SM-9.5A ASPHALT O N N O
O N V I
O O N A W J
2" IM-19.OA ASPHALT O Uo
N V
8" 21-B STONE w
I
COMPACTED SUBGRADE
HEAVY PAVEMENT I
(MAIN ACCESS DRIVES)
NO SCALE
ZEN ZEN 111
• • T •
■ u I A l
• •
22+03
UNIVERS TY OF:
VIRGINIA FOUNDFps
D.B. 2712 PATION
. 325 \
D.B. 1674 P. 482 PLAT
PT: 21 +98.82
PC: 11+
1
MAINTAIN ACCESS TO \
PRIVATE DRIVEWAY AT
ALL TIMES
20 PT: 11+15.56:'
�Iy�OF PC: 21+31.54 y
R10'
\ 30+00
0 \
p /
PT: 21 +01.31
Cl-
O v
�;L
n v 5
O R•; \
/ �
s'C \ CIO
e PC: 20+56.32 '
20'[WIDE PC: 10+54.
END CURB WITH •
45° BEVEL I
STOP BAR AND /
STOP SIGN (TYP)
REVISED 50' PRIVATE
I! STREET EASEMENT
PC: 2+84.78
I CG-
20+00�PI: 2+43.59— p _
GENERAL NOTE:
1. DESIGN SPEED USED FOR PROPOSED ROAD = 25 MPH.
6' ASPHALT
PAVED SIDEWALK
MAINTAIN ACCESS TO
ASPHALT PATHS AT
ALL TIMES (TYP)
Note: Sign material must be encapsulated lens,
Installed on the right side of the road.
I
• I I
SHEEN C6
00000
N � SEE
/ /
/
h• Q-
�O4�
FUTURE
ENTRANCE
V
(BY
OTHERS)
00
�O
/
v
10
1
I v
o
� L= 23R
81\
R=23/
Q
R228• \ a
RI-IStopSign �10' 7'
2`,rtinlrnum urban, G'turaCareas
LCurb Line
WORRELL LAND AND DEVELOPMENT
COMPANY LC
TMP 78-2oc6
25.243
1
PARCEL B
3.9t ACRES
PROTECT EXISTING TREES
ALONG WORRELL DRIVE AT
ALL TIMES (TYP) SPEED
LIMIT SIGN
(25 MPH)
MILL AND OVERLAY 7'
FROM CENTERLINE ALONG
EXISTING ASPHALT
PAVEMENT (TYP)
STANDARD 4" Y 4" PRESSURE TREATED PI
IF 6" X 6" 19 USED, IT MUST BE SRBAi- A,W
GROUND
4+08.38
I
I
R3Z8' C")
2-
+o
r
R�35j+ Z
40 m
R352'
I 1
Ln
cA
W1-41- (REVERSE m
CURVE LEFT, 30"X30") I
C7
I O
I
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1.94
20' 0 20'
SCALE 1"=20'
40'
N
0
' N
O C
N W
m
3 5 U
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ALONG WORRELL DRIVE AT
ALL TIMES (TYP)
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PLAN SHEET KEY
i
Scale: 1" = 500'
Q
WORRELL LAND AND DEVELOPMENT COMPANY LC
TMP 78_2006
z5,2 ACRES
-PARCEL B -
3.9f ACRES
PRC: 7+11
MILL AND OVERLAY 7' FROM
CENTERLINE ALONG EXISTING
ASPHALT PAVEMENT (TYP)
PCC: 6+57.7E
PCC: 7+57
LI\V VVI\U 111111
45° BEVEL
ASPHALT PAVEMENT
SHALL BE FLUSH WITH
SANITARY SEWER RIM
MAINTAIN ACCESS TO
DRIVEWAY AT ALL TIMES
AND REPAIR GRAVEL
DRIVEWAY DUE TO
CONSTRUCTION
W1-8R (CHEVRON RIGHT, 18"X24") SIGN 355 WORRELL
W1-8L (CHEVRON LEFT, 18"X24") SIGN DRIVE
PARCEL S
W1-8R (CHEVRON RIGHT, 18"X24") SIGNGNo0 ACRES
W1-8L (CHEVRON LEFT, 18"X24") SIGNINsr202LON2PROPERTiES FouR LLc
D,@ 05276 P000001661
W1-8R (CHEVRON RIGHT, 18"X24") SIGN I 0427-
00431
I
W1-8L (CHEVRON LEFT, 18"X24") SIGN
6' ASPHALT
PAVED SIDEWALK
/
/
/
/
/
NEW PARCEL LIMITS
(TYP) /
/
PCC: /8+87.32
1
1
I
1
1
POND I
WSEL=±473.47 1
1
EXISTING PARCEL LIMITS I
(TYP)
i PARCEL A
vLr W1-8R (CHEVRON RIGHT, 18"X24") SIGN 2.0t ACRE<, 2c
06' W1-8L (CHEVRON LEFT, 18"X24") SIGN
992� c 9T�i
W1-8R (CHEVRON RIGHT, 18"X24") SIGN
69 ff.?2F /
... e' W1-8L (CHEVRON LEFT, 18"X24") SIGN
CG-12 (TYP) W1-8R (CHEVRON RIGHT, 18"X24") SIGN
1 ■ ■ ■ ■ ■ _ W1-8L (CHEVRON LEFT, 18"X24") SIGN
POND
WSEL=±468.08
11..,
ASPHALT PAVEMENT
v \
WIDEN EXISTING ASPHALT
PAVEMENT AS NECESSARY
TO OBTAIN 24' WIDTH you'
ALONG WORRELL DRIVE �e oFo
sy� �W1-8R (CHEVRON RIGHT, 18"X24") SIGN 2�4oySc�L
PT: 10+11.54 90�F` F
W1-8L (CHEVRON LEFT, 18"X24") SIGN r I
\ PROTECT EXISTING
SPEED LIMIT SIGN
FUTURE
ENTRANCE I
\� EP: 10+48.04 (BY OTHERS)
o g�
MAINTAIN ACCESS TO
CROSSOVER ROAD
AND WORRELL DRIVE
AT ALL TIMES
20' 0 20'
SCALE 1"=20'
40'
0
N
O
N
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N W
m
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6' ASPHALT��
PAVED SIDEWALK
(TYP)
/
/ PC: 11 1.:
�T 6.00
PLAN SHEET KEY
Scale: 1 " = 500'
MAINTAIN ACCESS TO
WORRELL OFFICE
BUILDING AT ALL
TIMES
CONNECT TO EXISTING
ASPHALT PAVEMENT
i
6' ASPHALT PATH
(TYP)
-PARCEL B -
3.9t ACRES
NEW PARCEL LIMITS
WORRELL LAND AND DEV
TMP 7g-2006 T COMPANY LC
25243 ES
INSET 'A'
SCALE = 1":40'
SCALE 1 "=2p'
40'
ti
0 40'
SCALE 1"=40'
80'
N
O
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m
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20' 0 20'
SCALE 1"=20'
PLAN SHEET KEY
Scale: 1 " = 500'
40'
1
I
/
/
STORM SEWER STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
RIM = 517.45
12"
INV OUT=513.62 (NW)
DI-3B, L=8'
H = 3.82
1-2
DI-31B, L=8'
RIM = 517.38
H = 4.97
12"
INV IN=512.51 (SE)
15"
INV OUT=512.41 (W)
2-1
ES-1 (12")
RIM = 526.59
H = 2.01
12"
INV IN=524.57 (NE)
2-2
RIM = 528.00
12"
INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
RIM = 520.98
15"
INV IN=519.05 (SW)
ES-1 (15")
H = 1.94
3-2
RIM = 523.28
15"
INV IN=519.33 (SW)
15"
INV OUT=519.23 (NE)
DI-3C, L=6'
H = 4.05
3-3
DI-3C,
RIM = 523.31
15"
INV OUT=519.68 (NE)
L=10'
H = 3.63
4-1
ES-1 (15")
RIM = 497.46
H = 1.94
15"
INV IN=495.52 (NW)
4-2
DI-31B, L=6'
RIM = 503.56
H = 7.45
15"
INV IN=499.26 (NW)
15"
INV OUT=496.11 (SE)
4-3
RIM = 504.20
15"
INV OUT=499.95 (SE)
DI-313, L=6'
H = 4.25
5-1
RIM = 477.68
12°'
INV IN=476.02 (SW)
ES-1 (12")
H = 1.67
5-2
RIM = 489.38
12"
INV OUT=478.76 (NE)
DI-313, L=8'
H = 10.62
6-1
ES-1 (18")
RIM = 476.55
H = 3.01
18"
INV IN=473.55 (SE)
6-2
DI-3C,
RIM = 478.23
15"
INV IN=475.03 (SE)
18"
INV OUT=473.63 (NW)
L=14'
H = 4.60
6-3
RIM = 478.26
15"
INV OUT=475.26 (NW)
3.00
PIPE TABLE
FROM
STRUCTURE
TO
STRUCTURE
SIZE
LENGTH
SLOPE
MATERIAL
1-1
1-2
12"
27.82'
4.0%
RCP CLIII
2-2
2-1
12"
44.23'
0.6%
RCP CLIII
3-1
3-2
15"
15.84'
1.1%
RCP CLIII
3-2
3-3
15"
28.00'
1.2%
RCP CLIII
4-1
4-2
15"
40.58'
1.5%
RCP CLIII
4-3
4-2
15"
33.52'
2.1%
RCP CLIII
5-1
5-2
12"
96.14'
2.8%
RCP CLIII
6-2
6-1
18"
8.45'
0.9%
RCP CLIII
6-3
6-2
15"
32.71'
0.7%
RCP CLIV
EX -DI
1-2
15"
38.12'
1.2%
RCP CLIII
- COMPACTED SUBGRADE
HEAVY PAVEMENT
(MAIN ACCESS DRIVES)
NOT TO SCALE
2" SM-9.5A ASPHALT
-19.OA ASPHALT 2" IM
8" 21-B STONE
GENERAL NOTE:
TO BE INSTALLED IN TS
ACCORDANCE WITH
THE VA. EROSION AND PS'
SEDIMENT CONTROL
HANDBOOK (TYP.) TO
TO BE INSTALLED IN TS ACCORDANCE WITH
THE VA. EROSION AND
SEDIMENT (TYP.)
HANDBOOKK TYP.P.TO
TIE TO
EXISTING)
GROUND
1. DESIGN SPEED USED FOR PROPOSED ROAD = 25 MPH.
TIE TOJ
EXISTING
GROUND
VDOT STD CG-6
2% MAX
12' LANE
1 /
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2.0%
2.0%
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VDOT STD CG-6
HEAVY PAVEMENT (SEE o a
DETAIL, THIS SHEET) m
TYPICAL CROSS SECTION ALONG WORRELL DRIVE
NOT TO SCALE
2 4.0'
0.5'�
► 10' LANE
2.0,
10' LANE
I rn
s'
Y.•!. ..• I -I I-
-1
Z m VDOT STD CG-6 J
HEAVY PAVEMENT (SEE o a
VDOT STD CG-6 DETAIL, THIS SHEET) U m
TYPICAL CROSS SECTION ALONG PRIVATE DRIVEWAYS
(REFER TO SHEETS C6.00 TO C6.02 FOR DIMENSIONS ALONG DRIVEWAYS AND CG-6 LOCATIONS)
NOT TO SCALE
0
)TIE TO
EXISTING
GROUND
i
R 340'2
TS TO BE INSTALLED IN
ACCORDANCE WITH
pg THE VA. EROSION AND
SEDIMENT CONTROL
TO HANDBOOK (TYP.)
-TIE TO
EXISTING
GROUND
TO BE INSTALLED IN
ACCORDANCE WITH
THE VA. EROSION AND
SEDIMENT CONTROL
HANDBOOK (TYP.)
2
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PARCEL B
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3.9± ACRE<,
1
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TC484.
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FL494.14i /
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SANITARY SEWER
s
LATERAL AND INSTALL
FLEXIBLE BOOT TO
9
EXISTING MANHOLE
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CONFIRM 8" SANITARY
LATERAL LOCATION.
EXTEND WITH 8" PVC
AND CLEANOUT.
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(L=4.5', W=4.5', D=1.5')
1.1 CYD OVER FILTER
FABRIC BASE LAYER
/
PCC: /8+87.32 INV.(OUT)4-,
/ 6-1
6-2
/ TC478.54
/ F.478.04
PCC: 8+69.99
POND
WSEL=±473.47
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Tc478.71 Tca78.83 \t \ \
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TC478.20
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PARCEL A
2.0± ACRES
TC478.50 _
_FL 78.00 _ PT: 10+11.54
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rc484.17 \
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SEWER LATERAL AND CAP I \ \ ° \ \ \ \ � \
- / / (SEE PROFILE AND NOTE \\ \ I so \
/ / / // / #2, THIS SHEET) I \ \ I \\ CONNECT WATER
TC484.3 // / C,4
FL4 / / / / / / I \ I T I I T�Q'� S\\ \ \ \ \ ` y o \
pd' 859 FL48SERVICE LINE WITH
5/8" WATER METER
CONNECT TO EXISTING // / / / / \ \ \ \ �\ \ \\ \ \ \ sIff EX487.94 \ AND YOKE
�, WATER SERVICE LINE / `/ \\ \\ \\ \\ \\\\\\\\\\\\\ \ \ 8�(9�\ / \\ DO WATERLINE
(POLYETHYLENE)
\ LINE AND AIR \ \ RELEASE VALVE
pO I 5-1
2 I I 76
TC503.19
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+65.51 / (L 3', W-3', D-1.5')
(n �� _ 6+0o y /
0.5 CYD OVER FILTER I \ ro,��.
-�' 96.11 N355 WORRELL / FABRIC BASE LAYER \ F\ \
frl - / ` / DRIVE
179 F 96.11 /
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00431i
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4-1
/ RIPRAP PLUNGE POOL
I /
/
LEVEL SPREADER (SEE DETAIL, THIS SHEET) / RIPRAP APRON
(L=10', W=8', D=1.5') /
w/RIP-RAP EC-1 TYPE Al 4.4 CYD /
I OVER FILTER FABRIC BASE LAYER /
/ 0.0%
I /
PLAN SHEET KEY UTILITY SERVICE NOTES:
1. 8" WATER MAIN SHALL BE PRESSURE TESTED, DISINFECTED, AND
BACTERIOLOGICAL SAMPLES TO BE COLLECTED BEFORE ANY CONNECTION
IS MADE. 8" GATE VALVE AND BLOW -OFF ASSEMBLY (TYPE "A") TO BE
INSTALLED AT THE END OF EXISTING STUB -OUT.
2. 6" SANITARY SEWER LATERAL TO BE INSTALLED WITH CAP FOR FUTURE
CONNECTION IF EXISTING SEPTIC TANK THAT SERVES RESIDENTIAL
STRUCTURE IN PARCEL 'W' REACHES FAILURE.
#355 WORRELL DR STRUCTURE NOTES:
1. STRUCTURE USE: RESIDENTIAL
2. FIXTURE COUNT;
• 3 SINKS
• 2 TOILETS
3. #355 WORRELL DRIVE STRUCTURE IS CURRENTLY
CONNECTED TO A PRIVATE SEPTIC SYSTEM.
Scale: 1 " = 500'
-
6' X 6' TREATED
TIMBERS OR
CONCRETE LIP
LENGTH C LEVEL SPREADER
LIP TO BE BASED ON DESIGN FLC
AND ALLOWABLE VELOCITY
TOP OF LEVEL SPREADERI
SHALL BE FLAT
1-3 IN. COURSE AGGREGATE
OR OTHER LINING AS
DESIGNED FOR STABILITY
PLAN VIEW
LNDLSTLIRI3ED EMS1NG GRADE
DIMENSION BASED ON
DESIGN DISCHARGE 5%(20.1) OR LESS. IF VEGETATED
FILTER STRIP OR CONSERVED
OPEN SPACE: FIRST 10 FEET LESS
2' MIN
THAN z%
3' MIN
1 O'MIN
L h--� 3' MIN
2'
MIN. DEPTH BASED O
REQUIRED STONE SIZE
PROFILE
Figure 2.6: Level Spreader: Pipe or Channel Flow to Filter Strip or Preserved Open Space
LEVEL SPREADER DETAIL
VA DEO STORMWATER DESIGN SPEC. N0. 2 (VERSION 1.9)
PIPE TABLE
FROM
STRUCTURE
TO
STRUCTURE
SIZE
LENGTH
SLOPE
MATERIAL
1-1
1-2
12"
27.82'
4.0%
RCP CLIII
2-2
2-1
12"
44.23'
0.6%
RCP CLIII
3-1
3-2
15"
15.84'
1.1%
RCP CLIII
3-2
3-3
15"
28.00'
1.2%
RCP CLIII
4-1
4-2
15"
40.58'
1.5%
RCP CLIII
4-3
4-2
15"
33.52'
2.1 %
RCP CLIII
5-1
5-2
12"
96.14'
2.8%
RCP CLIII
6-2
6-1
1B"
8.45'
0.9%
RCP CLIII
6-3
6-2
15"
32.71'
0.7%
RCP CLIV
EX -DI
1-2
15"
38.12'
1.2%
RCP CLIII
71�
bG'I
7
STORM SEWER
STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
RIM = 517.45
12"
INV OUT=513.62 (NW)
DI-3B, L=8'
H = 3.82
1-2
DI-3B, L=8'
RIM = 517.38
H = 4.97
12" INV IN
=512.51 (SE)
15"
INV OUT=512.41 (W)
2-1
RIM = 526.59
12" INV IN
=524.57 (NE)
ES-1 (12")
H = 2.01
2-2
RIM = 528.00
12"
INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
ES-1 (15")
RIM = 520.4 98
H = 1.9
15" INV IN
=519.05 (SW)
3-2
RIM = 523.28
15" INV IN
=519.33 (SW)
15"
INV OUT=519.23 (NE)
DI-3C, L=6'
H = 4.05
3-3
DI-3C,
RIM = 523.31
15"
INV OUT=519.68 (NE)
L=10'
H = 3.63
4-1
ES-1 (15")
RIM = 497.46 1.94
H =
15" INV IN
=495.52 (NW)
4-2
DI-58, L=6'
RIM = 503.56
H = 7.45
15" INV IN
=499.26 (NW)
15"
INV OUT=496.11 (SE)
4-3
RIM = 504.20
15"
INV OUT=499.95 (SE)
DI-3B, L=6'
H = 4.25
5-1
ES-1 (12")
RIM = 477.68
H = 1.67
12^ INV IN
=476.02 (SW)
5-2
RIM = 489.38
12"
INV OUT=478.76 (NE)
DI-3B, L=8'
H = 10.62
6-1
ES-1 (18")
RIM = 476.55
H = 3.01
18" INV IN
=473.55 (SE)
6-2
DI-3C,
RIM = 478.23
8.
15" INV IN
=475.03 (SE)
18"
INV OUT=473.63 (NW)
L=14'
H = 4.60
6-3
RIM = 478.26
15"
INV OUT=475.26 (NW)
DI-3C, L=6'
=
H 3.00
49(
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SCALE 1"=20'
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INSTALL 8" GATE VALVE AND
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WATER MAIN, INSTALL 1"
CORP. STOP
(SEE NOTE #1,
THIS SHEET) '
II \
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BE ABANDONE
FLOWABLE FIL
STA: 0+33.3E
INV: 475.72
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RE DRILL 6" PVC
4N. LATERAL AND CAP END OF 6" PVC
INSTALL FLEXIBLE SANITARY LATERAL
300T TO EX. MH. STA: 0+56.67
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(SEE DETAIL, THIS SHEET)
/ oW
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(SEE DETAIL, THIS SHEET)
/ \ / CC
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AND DEVELOPMENT NAD g3
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3.9t ACRE"
i
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LsCy tN " 3-2 LEVEL SPREADER (SEE DETAIL, SHEET C7.01)
(L=10 , W=8', D=1.5') w/RIP-RAP EC-1
TYPE Al 4.4 CYD OVER FILTER FABRIC BASE LAYER
C) 003-1
_f / i
PLAN SHEET KEY
Scale: 1" = 500'
TO BE INSTALLED IN TS
ACCORDANCE WITH
THE VA. EROSION AND pS
SEDIMENT CONTROL
HANDBOOK (TYP.) TO
TIE TO
EXISTING
GROUND
PIPE TABLE
FROM
STRUCTURE
TO
STRUCTURE
SIZE
LENGTH
SLOPE
MATERIAL
1-1
1-2
12"
27.82'
4.0%
RCP CLIII
2-2
2-1
12"
44.23'
0.6%
RCP CLIII
3-1
3-2
15"
15.84'
1.1%
RCP CLIII
3-2
3-3
15"
28.00'
1.2%
RCP CLIII
4-1
4-2
15"
40.58'
1.5%
RCP CLIII
4-3
4-2
15"
33.52'
2.1 %
RCP CLIII
5-1
5-2
12"
96.14'
2.8%
RCP CLIII
6-2
6-1
18"
8.45'
0.9%
RCP CLIII
6-3
6-2
15"
32.71'
0.7%
RCP CLIV
EX -DI
1-2
15'$
1 38.12'
1 1.2%
1 RCP CLIII
1' 6'TO BE
1'
2% 2% 1 ��►P/ TS ACCORDANCELLED WITHIN
P MAX. 1.5% Ag PS THE VA.
X EROSION AND
;�� =III= _ `�J•/ SEDIMENT CONTROL
-III-III- - - -III=I TO HANDBOOK (TYP.)
-TIE TO
EXISTING
LIGHT PAVEMENT (SEE GROUND 2" SM-9.5A ASPHALT
DETAIL, THIS SHEET) �4" 21-B STONE
TYPICAL CROSS SECTION ASPHALT PATH COMPACTED SUBGRADEJ
LIGHT PAVEMENT
(SEE PLANS FOR CROSS SLOPE DIRECTION) (PEDESTRIAN PAVED SIDEWALKS/PATHS)
NOT TO SCALE NO SCALE
TMP 78_2OC6 COMPANY LC
25.243 ACRES
/ ------------
STORM SEWER STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
RIM = 517.45
12"
INV OUT=513.62 (NW)
DI-3B, L=8'
H = 3.82
1-2
RIM = 5.9.
12^
INV IN=512.51 (SE)
15"
INV OUT=512.41 (W)
2-1
RIM = 526'59
121.
INV IN=524.57 (NE)
ES-1 (12")
H = 2.01
2-2
RIM = 528.00
12"
INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
ES-1 (15")
RIM = 520'98
H = 1.94
15"
INV IN=519.05 (SW)
3-2
RIM = 523.28
15"
INV IN=519.33 (SW)
15"
INV OUT=519.23 (NE)
DI-3C9 L=6'
H = 4.05
3-3
DI-3C,
RIM = 523.31
15"
INV OUT=519.68 (NE)
L=10'
H = 3.63
4-1
RIM = 497.46
15"
INV IN=495.52 (NW)
ES-1 (15")
H = 1.94
4-2
DI-3B, L=6'
RIM = 503.56
H = 7.45
15"
INV IN=499.26 (NW)
15"
INV OUT=496.11 (SE)
4-3
RIM = 504.20
15"
INV OUT=499.95 (SE)
DI-3B, L=6'
H = 4.25
5-1
ES-1 (12")
RIM = 477.68
H = 1.67
12"
INV IN=476.02 (SW)
5-2
RIM = 489.38
12"
INV OUT=478.76 (NE)
DI-3B, L=8'
H = 10.62
6-1
ES-1 (18")
RIM = 476.55
H = 3.01
18"
INV IN=473.55 (SE)
6-2
DI-3C,
RIM = 478.23
15"
INV IN=475.03 (SE)
18"
INV OUT=473.63 (NW)
L=14'
6-3
RIM = 478.26
15"
INV OUT=475.26 (NW)
DI-3C9 L=6'
H = 3.00
20' 0 0' - 40'-
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RAC K
P:804.782.1903
2100 East Cary Street, Suite 309 Richmond, VA 23223
Engineers I Construction Managers I Planners I Scientists
www.rkk.com Project Name: Drive and Waterline Ex Date: 1/25/22
Responsive People I Creative Solutions Location: Albemarle County Computed by: OJG
Pull down for City Proj. No: 19352.00 Checked by: ABS
Pull down for Yr. Stm Sheet 1 of
Albemarle
AREA
RUN-
OFF
COEF.
CA
INLETTIME
RAIN
FALL
RUN-OFF
INVERT
ELEVATIONS
PIPE
LNGTH
SLOPE
DIA
CAPA-
CITY
IVEL.
FLOW
TIME
INLET
/RIM
ELEV
Structure
Type
.5forCB
0for DI
THROAT
LENGTH
REMARKS
Return Yr:
2
INCRE-
MENT
ACCUM-
ULATED
INCRE-
MENT
ACCUM-
ULATED
INCRE-
MENT
ACCUM-
ULATED
B
46.43
D
10.50
ACRES
C
INCRE-
MENT
ACCUM-
ULATED
MIN-
UTES
MIN-
UTES
INAHR
INAHR
CFS
CFS
UPPER I LOWER
END END
FT.
FT./FT.
IN.
C.F.S.
F.P.S.
MIN.
orYl
E
0.81
From Point
To Point
1-1
1-2
0.10
0.90
0.09
0.09
5.00
5.00
5.04
5.04
0.45
5.131
513.62
512.51
28
0.0399
12
7.11
9.79
0.05
517.45
DI-313
0.00
L=8'
1-2
EX SDMH(#3)
0.10
0.80
0.08
0.17
5.00
5.05
5.04
10.08
0.40
5.54
512.41
511.93
38
0.0126
15
7.26
6.51
0.10
517.38
DI-3B
0.00
L=4'
EX SDMH(#3)
EX SDMH(#4)
0.04
0.90
0.04
0.86
5.00
5.29
5.04
25.21
0.18
8.99
511.83
510.26
44
0.0357
15
12.20
10.83
0.07
515.93
DI-3B
0.00
L=4'
2-2
2-1
0.22
0.47
0.10
0.10
5.00
5.00
5.04
5.04
0.52
0.52
524.84
524.57
44
0.0061
12
2.79
2.69
0.27
528.00
DI-1
0.00
3-3
3-2
1.53
0.53
0.81
0.81
5.00
5.00
5.04
5.04
4.09
4.09
519.68
519.33
28
0.0125
15
7.22
6.00
0.08
524.86
DI-3C
0.00
L=10'
3-2
3-1
0.13
0.90
0.12
0.93
5.00
5.08
5.04
10.08
0.59
4.68
519.23
519.05
15
0.0120
15
7.07
6.17
0.04
524.83
DI-3C
0.00
L=6'
4-3
4-2
0.08
0.90
0.07
0.07
5.00
5.00
5.04
5.04
0.36
0.36
499.95
499.26
34
0.0203
15
9.20
3.22
0.18
504.20
DI-3B
0.00
L=6'
4-2
4-1
0.09
0.90
0.08
0.15
5.00
5.18
5.04
10.08
0.41
0.77
496.11
495.52
41
0.0144
15
7.75
4.04
0.17
503.66
DI-3B
0.00
L=6'
5-2
5-1
0.05
0.90
0.05
0.05
5.00
5.00
5.04
5.04
0.23
0.23
478.76
476.02
96
0.0285
12
6.02
3.30
0.49
489.48
DI-3B
0.00
L=6'
6-3
6-2
0.15
0.90
0.14
0.14
5.00
5.00
5.04
5.04
0.68
0.68
475.26
475.03
33
0.0070
15
5.39
2.93
0.19
478.33
DI-3C
0.00
L=6'
6-2
6-1
0.27
0.66
0.18
0.31
5.00
5.19
5.04
10.08
0.90
1.58
474.08
474.00
13
0.0062
18
8.24
3.55
0.06
478.23
DI-3C
0.00
L=6'
EX STM#1
(Pond 2)
(Pre Condition)
EX STM#2
(Pond 3)
(Pre Condition)
9.49
0.43
4.08
4.08
5.00
5.00
5.04
5.04
20.58
20.58
469.87
467.82
69
0.0297
36
114.91
11.87
0.10
528.00
C. Riser Grate
0.00
EX STM#1
(Pond 2)
(Post Condition)
EX STM#2
(Pond 3)
(Post Condition)
9.62
0.47
4.52
4.52
5.00
5.00
5.04
5.04
22.80
22.80
469.87
467.82
69
0.0297
36
114.91
12.49
0.09
528.00
C. Riser GratE
0.00
DI(#1)
EX-SDMH(#2)1
0.68
0.61
0.41
0.41
5.00
5.00
5.041
5.041
2.091
2.091
513.461
512.751
131
0.05461
151
15.091
8.36
0.031
516.16
DI-5
0.00
EX SDMH(#2)
EX SDMH(#3)
0.51
0.46
0.23
0.65
5.00
5.03
5.041
10.081
1.181
3.271
512.651
512.131
731
0.00711
151
5.451
4.62
0.261
516.76
DI-3B
0.00
L=4'
P:804.782.1903
2100 East Cary Street, Suite 309 Richmond, VA 23223
Engineers I Construction Managers I Planners I Scientists
www.rkk.com Project Name: Drive and Waterline Ex Date: 1/25/22
Responsive People I Creative Solutions Location: Albemarle County Computed by. OJG
Pull down for City Proj. No: 19352.00 Checked by. ABS
Pull down for Yr. Stm Sheet 1 of
Albemarle
AREA
RUN-
OFF
COEF.
INLETTIME RAIN FALL
INCRE- ACCUM- INCRE- ACCUM-
CA MENT ULATED MENT ULATED
RUN-OFF
INVERT
LEVATIONS
PIPE
LNGTH
SLOPE
DIA
CAPA-
CITY
VEL.
FLOW
TIME
INLET
/RIM
ELEV
Structure
Type
.5forCB
0for DI
THROAT
LENGTH
REMARKS
Return Yr:
10
INCRE-
MENT
ACCUM-
ULATED
B
49.49
D
9.85
ACRES
C
INCRE-
MENT
ACCUM-
ULATED
MIN-
UTES
MIN-
UTES
INAHR
INAHR
CFS
CFS
UPPER LOWER
END END
FT.
FT./FT.
IN.
C.F.S.
F.P.S.
MIN.
or Yl
E
0.75
From Point
To Point
1-1
1-2
0.10
0.90
0.09
0.09
5.00
5.00
6.54
6.54
0.59
6.63
513.62
512.51
281
0.0399
12
7.11
10.24
0.05
517.45
DI-313
0.00
L=8'
1-2
EX SDMH(#3)
0.10
0.80
0.08
0.17
5.00
5.05
6.54
13.08
0.521
7.16
512.41
511.93
38
0.0126
15
7.26
6.74
0.09
517.38
DI-313
0.00
L=4'
EX SDMH(#3)
EX SDMH(#4)
0.04
0.90
0.04
0.86
5.00
5.27
6.54
32.71
0.24
11.64
511.83
510.26
44
0.0357
15
12.20
11.33
0.06
515.93
DI-3B
0.00
L=4'
2-2
2-1
0.22
0.47
0.10
0.10
5.00
5.00
6.54
6.54
0.68
0.68
524.84
524.57
44
0.0061
12
2.79
2.92
0.25
528.00
DI-1
0.00
3-3
3-2
1.53
0.53
0.81
0.81
5.00
5.00
6.54
6.54
5.31
5.31
519.68
519.33
28
0.0125
15
7.22
6.41
0.07
524.86
DI-3C
0.00
L=10'
3-2
3-1
0.13
0.90
0.12
0.93
5.00
5.07
6.54
13.08
0.77
6.07
519.23
519.05
15
0.0120
15
7.07
6.46
0.04
524.83
DI-3C
0.00
L=6'
4-3
4-2
0.08
0.90
0.07
0.07
5.00
5.001
6.54
6.54
0.47
0.47
499.95
49926
34
0.0203
15
9.20
3.67
0.15
504.20
DI-313
0.00
L=6'
4-2
4-1
0.09
0.90
0.08
0.15
5.00
5.15
6.54
13.08
0.53
1.00
496.11
495.52
41
0.0144
15
7.75
4.22
0.16
503.66
DI-313
0.00
L=6'
5-2
5-1
0.05
0.90
0.05
0.05
5.00
5.00
6.54
6.54
0.29
0.29
478.76
476.02
96
0.0285
12
6.02
3.76
0.43
489.38
DI-313
0.00
L=6'
6-3
6-2
0.15
0.90
0.14
0.14
5.00
5.00
6.54
6.54
0.88
0.88
475.26
475.03
33
0.0070
15
5.39
3.18
0.17
478.33
DI-3C
0.00
L=6'
6-2
6-1
0.27
0.66
0.18
0.31
5.00
5.17
6.54
13.08
1.17
2.05
474.08
474.00
8
0.0100
18
10.50
4.55
0.03
478.23
DI-3C
0.00
L=6'
EX STM#1
(Pond 2)
(Pre Condition)
EX STM#2
(Pond 3)
(Pre Condition)
9.49
0.43
4.08
4.08
5.00
5.00
6.54
6.54
26.70
26.70
469.87
467.82
69
0.0297
36
114.91
13.00
0.09
528.00
C. Riser Grate
0.00
EX STM#1
(Pond 2)
(Post
Condition)
EX STM#2
(Pond 3)
(Post Condition)
9.62
0.47
4.52
4.52
5.00
5.00
6.54
6.54
29.58
29.58
469.87
467.82
69
0.02971
36
114.91
13.61
0.08
528.00
C. Riser Grate
0.00
DI(#1)
EXSDMH(#2)
0.68
0.61
0.41
0.41
5.00
5.00
6.54
6.54
2.71
2.71
513.46
512.75
13
0.0546
15
15.09
8.98
0.02
516.16
DI-5
0.00
-
EXSDMH(#2)
EXSDMH(#3)
0.51
0.46
0.23
0.65
5.00
5.02
6.54
13.08
1.53
4.25
512.65
512.13
73
0.0071
15
5.45
4.89
0.25
516.76
DI-313
0.00
L=4'
Computations
P:804.782.1903
2100 East Cary Street, Suite 309 Richmond, VA 23223 Project Name: Dove and Waterline Ex Date 1/25/2022
Engineers I Construction Managers I Planners I Scientists Location: Albemarle County Computed by OJG
www.rkk.com Proj. No: 19352 Checked by ABS
Responsive People I Creative Solutions Sheet 2 of 2
INLET
OUTLET WATER
JUNCTION LOSS Ho+Hi+ Inlet Shaping Final
INLET WATER
BASIN
SURFACE
Do
Qo
PIPE
Sfo
Elf
Vo
Ho
Hi
BEND
PIPE
Q in
BEND
Bend Loss
" Ht
Shaping
LOSS
.8D
SURFACE
RIM
RIM TO
MANN.
NO
ELEVATION
Pipe Dia
CFS
LENGTH
VEL-IN
ANGLE
IN
CFS
LOSS
Ht
x 1. or 1.3
.5 or 1
SUM H
Down Inv
Down Pipe
ELEVATION
F-LINE
HGL
In
6-2
475.20
18
2.05
8
0.0004
4.55
474.00
475.20
0.013
0.00
0.08
0.05
0
15
0.88
0.00
0.14
0.18
0.18
0.18
475.38
478.23
2.85
6-3
476.03
151
0.88
331
0.0002
3.18
475.03
476.03
0.013
0.01
0.04
0.00
0
0
0.00
0.00
0.04
0.04
0.04
0.05
476.08
478.33
2.25
5-2
476.82
12
0.29
96
0.0001
3.76
476.02
476.82
0.013
0.01
0.05
0.00
0
0
0.00
0.00
0.05
0.07
0.07
0.08
476.90
489.38
12.48
4-2
496.52
15
1.00
41
0.0002
4.22
495.52
496.52
0.013
0.01
0.07
0.07
0
15
1.00
0.00
0.14
0.19
0.19
0.20
496.72
503.66
6.94
4-3
500.26
15
0.47
34
0.0001
3.67
499.26
500.26
0.013
0.00
0.05
0.00
0
0
0.47
0.00
0.05
0.05
0.05
0.05
500.31
504.20
3.89
3-2
520.05
15
6.07
15
0.0088
6.46
519.05
520.05
0.013
0.13
0.16
0.22
0
15
6.07
0.00
0.39
0.50
0.50
0.63
520.68
524.83
4.15
3-3
520.68
15
5.31
28
0.0068
6.41
519.33
520.33
0.013
0.19
0.16
0.00
0
0
5.31
0.00
0.16
0.16
0.16
0.35
521.03
524.86
3.83
2-2
525.37
12
0.68
44
0.0004
2.92
524.57
525.37
0.013
0.02
0.03
0.00
0
0
0.68
0.00
0.03
0.04
0.04
0.06
525.43
528.00
2.57
1-2
512.93
15
7.16
38
0.0123
6.74
511.93
512.93
0.013
0.47
0.18
0.57
0
12
7.16
0.00
0.75
0.97
0.97
1.44
514.37
517.38
3.01
1-1
514.371
12
6.63
28
0.0347
10.24
512.51
513.31
0.013
0.96
1 0.41
0.00
0
0
6.63
0.00
0.41
0.41
0.41
1.371
1 515.741
517.45
1.71
ROUTE
STORM SEWER STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
DI-3B, L=8'
RIM = 517.45
H = 3.82
12" INV OUT=513.62 (NW)
1-2
DI-3B, L=8'
RIM = 517.38
H = 4.97
12" INV IN=512.51 (SE)
15" INV OUT=512.41 (W)
2-1
ES-1 (12")
RIM = 526.59
H = 2.01
12" INV IN=524.57 (NE)
2-2
RIM = 528.00
12" INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
RIM = 520.98
15" INV IN=519.05 (SW)
ES-1 (15")
H = 1.94
3-2
RIM = 523.28
15" INV IN=519.33 (SW)
15" INV OUT=519.23 (NE)
DI-3C, L=6'
H = 4.05
3-3
DI-3C,
RIM = 523.31
15" INV OUT=519.68 (NE)
L=10'
H = 363
.
4-1
ES-1 (15")
RIM = 497.46
H = 1.94
15" INV IN=495.52 (NW)
4-2
DI-3B, L=6'
RIM = 503.56
H = 7.45
15" INV IN=499.26 (NW)
15" INV OUT=496.11 (SE)
4-3
RIM = 504.20
15" INV OUT=499.95 (SE)
DI-3B, L=6'
H = 4.25
5-1
ES-1 (12")
RIM = 477.68
=
H 1.67
12" INV IN=476.02 (SW)
5-2
RIM = 489.38
12" INV OUT=478.76 (NE)
DI-3B, L=8'
H = 10.62
6-1
RIM = 476.55
18" INV IN=473.55 (SE)
ES-1 (18")
H = 3.01
6-2
DI-3C,
RIM = 478.23
15" INV IN=475.03 (SE)
18" INV OUT=473.63 (NW)
L=14'
H = 4.60
6-3
RIM = 478.26
15" INV OUT=475.26 (NW)
DI-3C, L=6'
H = 3.00
PROJECT Worrell Drive
PIPE TABLE
FROM
STRUCTURE
TO
STRUCTURE
SIZE
LENGTH
SLOPE
MATERIAL
1-1
1-2
12"
27.82'
4.0%
RCP CLIII
2-2
2-1
12"
44.23'
0.6%
RCP CLIII
3-1
3-2
15"
15.84'
1.1%
RCP CLIII
3-2
3-3
15"
28.00'
1.2%
RCP CLIII
4-1
4-2
15"
40.58'
1.5%
RCP CLIII
4-3
4-2
15"
33.52'
2.1%
RCP CLIII
5-1
5-2
12"
96.14'
2.8%
RCP CLIII
6-2
6-1
18"
8.45'
0.9%
RCP CLIII
6-3
6-2
15"
32.71'
0.7%
RCP CLIV
EX -DI
1-2
15"
38.12'
1.2%
RCP CLIII
DESIGNER: OJG
CHECKED:
INLET
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W
F
O
Q
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3
(a7 W
v3i
M
Q 'x
y
�i��] O
6
m A
1-1
DI-3B
6.000
0.100
0.90
0.09
0.000RIGHT
0.09
4
0.36
0
0.360
Q0490
0.0208
1.387
2.000
1.44196
0.0833
4.00481
1.000
3.50
0.1458
0.1666
6.272
6.000
0.957
0.996
0.359
0001
L387
1-2
DI-3B
6.000
0.080
0.90
0.072
MGHT
0,020
0.40
0.008
0.08
4
0.32
0
0.320
0.0490
0.0208
1.327
2.000
1.50716
0.0833
4.00481
1.000
3.50
0.1458
0.1666
5.970
6.000
L005
L000
0.320
0000
L327
2-2
DI-1
2.000
0.030
0.90
0.027
MUGHT
0.190
0.40
0.076
0,103
4
0,412
0
0.412
00050
Q0208
2.926
2.000
Q68353
Q0833
4.00481
0.991
3.50
0,1458
0,1653
3.364
2.000
0.595
0.992
0.409
0.003
2.230
3-2
DI-3C
6,000
0.130
0.90
0.117
0.000TiCHT
0.117
4
0.468
0
0.468
0.0200
0.0208
1.910
2.000
1.04712
0.0833
4.00481
1.000
3.50
0.1458
0.1666
4.912
6.000
1.221
1.000
0.468
0.000
1.909
3-3
DI-3C
10.000
0.390
0.90
0.351
0.000TU
1.140
0.30
0.342
0.693
4
2,772
0
2.772
Q0150
Q0208
8.139
2.000
0.24573
0.0833
4.00481
0.674
3.50
0.1458
0.1191
11.632
10.000
0.860
0.971
2.691
0.081
3.531
4-2
DI-3B
6.000
0,090
0.90
0,081
O'RIGHT
0.081
4
0.324
0
0.324
0.1190
0.0208
1.129
2.000
1.77148
0.0833
4.00481
1.000
3.50
0.1458
0.1666
7.831
6.000
0.766
0.927
0.300
0.024
1.129
4-3
DI-3B
6.000
0.080
0.90
0.072
URIGHT
0.072
4
0.288
0
0.288
0.1190
0.0208
1.081
2.000
1.85014
0.0833
4.00481
1.000
3.50
0.1458
0.1666
7.453
6.000
0.805
0.947
0.273
0.015
1.080
5-2
DI-3B
1 6.000
0,050
0.90
0,045
URIGHT
0.045
4
0.18
0.024
0.204
OA190
0.0208
0.950
2.000
2.10526
0.0833
4.00481
1.000
3.50
0.1458
0.1666
6.448
6.000
Q931
Q992
Q202
0002
Q949
6-2
DI-3B
6.000
0.140
0.90
0.126
ORIGHT
0.130
0.40
0.052
0.178
4
0.712
0.015
0.727
Q0100
Q0208
3.631
2.000
Q55081
Q0833
4,00481
0.966
3.50
0,1458
0,1617
5.326
6.000
1.127
1.000
0.727
0.000
2.406
6-3
DI-3B
6.000
0.150
0.90
0.135
URIGHT
4
0.54
0.002
0.542
0.0100
0.0208
2.699
2.000
0.74102
0.0833
4.00481
0.995
3.50
0.1458
0.1659
4.635
6.000
1.294
1 1.000
1 0.542
1 0.000
1 2.174
' INLET 3-3 IS RECEIVING FLOW FROM THE HILLSIDE OVER THE CURB. DUE TO THE NATURE OF THE OFFICE BUILDING, ONLY ONE LANE NEEDS TO
REMAIN PASSABLE, WHICH IS MET WITH THE COMBINATION OF INLETS 3-3 AND 3-2.
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OVERALL DRAINAGE
AREAS - LIMITS OF
DISTURBANCE
Pre DA
Pond 2 - Pre
Pond 2
Subcat Reach Aon Link
Post DA
Pond 2 - Post
Pond 2
1-YEAR CALCULATI❑NS
WorrellQuantity NOAA 24-hrD 1-YearRainfal1=3.40"
Prepared by (enter your company name here) Printed 1/13/2022
HvdroCAD010.00-21 s/n 10322 02018 HvdmCAD Software Solutions LLC Facie 2
Summary for Subcatchment Post DA: Pond 2 - Post
Runoff = 258.14 cfs @ 12.12 hrs, Volume= 780,002 cf, Depth> 2.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 1-Year Rainfall=3.40"
Area (ac) CN Description
66.650 79 <50% Grass cover, Poor, HSG B
• Alr 7Clr (10
107.000 86 Weighted Average
66.650 62.29% Pervious Area
40.350 37.71 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (tt(sec) (ds)
5.0 Direct Entry,
2eo-
26o-
27tr
22U
20o-
Teo-
1eo-
14o-
LL 1�
10o-
eo-
e0-
4o-
20
o-
Subcatchment Post DA: Pond 2 - Post
Hydrograph
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-- -
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____-
Time (hours)
WorrellQuantity NOAA 24-hrD 1-YearRBinfall=3.40"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD010.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Peas 4
Summary for Pond Post -Pond: Pond 2
Inflow Area = 4,660,920 sf, 37.71% Impervious, Inflow Depth > 2.01" for 1-Year event
Inflow = 258.14 cfs @ 12.12 hrs, Volume= 780,002 of
Outflow = 258.14 cis @ 12.12 hrs, Volume= 780,001 cf, Aften= 0%, Lag= 0.0 min
Primary = 258.14 cfs @ 12.12 hrs, Volume= 780,001 of
Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.01' @ 12.12 hrs Surf.Area= 944 sf Storage= 12 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 827.3 - 827.3 )
Volume
Invert Avail.Storage Storage Description
#1
484.00'
9,352 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ff)
(cubic -feet) (cubic -feet)
484.00
938
0 0
485.00
1,418
1,178 1,178
486.00
1,830
1,624 2,802
487.00
2,316
2,073 4,875
488.75
2,800
4,477 9,352
■ RuaoR Device Routinq Invert Outlet Devices
#1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
nmary OutFlow Max=922.55 cfs @ 12.12 hrs HW=484.01' (Free Discharge)
=Broad -Crested Rectangular Weir (Weir Controls 801.53 cfs @ 10.34 fps)
LLL2=Orffice/Grate (Orifice Controls 121.02 cfs @ 17.12 fps)
Pond Post -Pond: Pond 2
WorrellQuantity NOAA 24-hr D 1-Year Rainfall=3.40"
Prepared by {enter your company name here) Printed 1/13/2022
HvdroCAD010.00-21 s/n 10322 02018 HvdroCAD Software Solutions LLC Peas 3
Summary for Subcatchment Pre DA: Pond 2 - Pre
Runoff = 239.06 cfs @ 12.12 hrs, Volume= 718,292 cf, Depth> 1.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 1-Year Rainfall=3.40"
Area (ac) CN Description
77.650 79 <50% Grass cover, Poor, HSG B
• "n ncn n"
107.000 84 Weighted Average
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
To Length Slope Velocity Capacity Description
(min) (feet) (f (ft) (ftlsec) (cfs)
5.0 Direct Entry,
Subcatchment Pre DA: Pond 2 - Pre
Time (hours)
■ Runoe
■ meow
■ Pnmary
mms (hours)
WorrellQuantity NOAA 24-hrD 1-YearRainfa11=3.40"
Prepared by (enter your company name here) Printed 1/13/2022
HydroCAD010.00-21 s/n 10322 02018 HvdroCAD Software Solutions LLC Pace 6
Summary for Pond Pre -Pond: Pond 2
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth> 1.85" for 1-Year event
Inflow = 239.06 cfs @ 12.12 hrs, Volume= 718,292 of
Outflow = 239.06 cfs @ 12.12 hrs, Volume= 718,291 cf, Atten= 0%, Lag= 0.0 min
Primary = 239.06 cfs @ 12.12 hrs, Volume= 718,291 of
Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.01' @ 12.12 hrs Surf.Area= 944 sf Storage= 12 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 834.8 - 834.8 )
Volume Invert
Avail.Storage Storage Description
#1 484.00'
9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ff)
(cubic -feet) (cubic -feet)
484.00
938
0 0
485.00
1,418
1,178 1,178
486.00
1,830
1,624 2,802
487.00
2,316
2,073 4,875
488.75
2,800
4,477 9,352
Device Routing
Invert
Outlet Devices
#1 Primary
474.32'
8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary
469.87'
36.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=922.43 cfs @ 12.12 hrs HW=484.01' (Free Discharge)
,L1=Broad-Crested Rectangular Weir (Weir Controls 801.41 cfs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.01 cfs @ 17.12 fps)
Pond Pre -Pond: Pond 2
■ Inflow
❑ P�mary
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2-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hr D 2-Year Rainfall=4.10"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD010.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Pace 8
Summary for Subcatchment Post DA: Pond 2 - Post
Runoff = 335.46 cfs @ 12.12 hrs, Volume= 1,023,346 cf, Depth> 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spare: 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 2-Year Rainfall=4.10"
Area (ac) CN Description
66.650 79 <50% Grass cover, Poor, HSG B
• An 7Cn sea
107.000 86 Weighted Average
66.650 62.29% Pervious Area
40.350 37.71 % Impervious Area
Tic Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment Post DA: Pond 2 - Post
■ Runo6
Time (hours)
WorrellQuantity NOAA 24-hr D 2-Year Rainfall=4.10"
Prepared by {enter your company name here) Printed 1/13/2022
HvdroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 9
Summary for Subcatchment Pre DA: Pond 2 - Pre
Runoff = 315.42 cfs @ 12.12 hrs, Volume= 954,374 cf, Depth> 2.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spare: 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 2-Year Rainfall=4.10"
Area (ac) CN Description
77.650 79 <50% Grass cover, Poor, HSG B
e nn seen no
107.000 84 Weighted Average
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
Tic Length Slope Velocity Capacity Description
(min) (feet) (ft/ff) (ft(sec) (cfs)
5.0 Direct Entry,
Subcatchment Pre DA: Pond 2 - Pre
V.
Time (hours)
■ Runofi
WorrellQuantity NOAA 24-hr D 2-Year Rainfall=4.10"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Pace 10
Summary for Pond Post -Pond: Pond 2
Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth> 2.63" for 2-Year event
Inflow = 335.46 cfs @ 12.12 hrs, Volume= 1,023,346 cf
Outflow = 335.46 afs @ 12.12 hrs, Volume= 1,023,345 cf, Atten= 0%, Lag= 0.0 min
Primary = 335.46 cfs @ 12.12 hrs, Volume= 1,023,345 cf
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.02' @ 12.12 hrs Surf.Area= 946 sf Storage= 16 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 818.7 - 818.7 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
Device Routing Invert Outlet Devices
#1 Primary 474.32' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
rimary OutFlow Max=923.05 cfs @ 12.12 hrs HW=484.02' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 802.01 afs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.04 afs @ 17.12 fps)
Pond Post -Pond: Pond 2
■ Inflow
■ P mery
Time (house)
NOAA 24-hr D 2-Year Rainf611=4.10"
your company name here) Printed 1/13/2022
Summary for Pond Pre -Pond: Pond 2
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 2.46" for 2-Year event
Inflow = 315.42 cfs @ 12.12 hrs, Volume= 954,374 cf
Outflow = 315.42 cfs @ 12.12 his, Volume= 954,374 cf, Atten= 0%, Lag= 0.0 min
Primary = 315.42 cfs @ 12.12 hrs, Volume= 954,374 of
Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.02' @ 12.12 hrs Surf.Area= 946 sf Storage= 15 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 825.8 - 825.8 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Ine.Store Cum.Store
(feet) (so-ft) (cubic -feet) (cubic -feet)
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
Device Routing Invert Outlet Devices
#1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=922.92 afs @ 12.12 hrs HW=484.02' (Free Discharge)
-1=Broad-Crested Rectangular Weir (Weir Controls 801.89 cfs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.03 afs @ 17.12 fps)
Pond Pre -Pond: Pond 2
Time (hours)
■ Inflow
■ Pnmary
10-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hr D 10-Year Rainfall=6.20"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 14
Summary for Subcatchment Post DA: Pond 2 - Post
Runoff = 569.08 cfs @ 12.12 hrs, Volume= 1,785,140 cf, Depth> 4.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spare: 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 10-Year Rainfall=6.20"
Area (ac) CN DescrDtion
66.650 79 <50% Grass cover, Poor, HSG B
A An T.. rra
107.000 86 Weighted Average
66.650 62.29% Pervious Area
40.350 37.71 % Impervious Area
Tic Length Slope Velocity Capacity Description
(min) (feet) (ft/ff) (f fsec) (cfs)
5.0 Direct Entry,
Subcatchment Post DA: Pond 2 - Post
V.
Time (hours)
■ Runofl
WorrellQuantity NOAA 24-hr D 10-Year Rainfall=6.20"
Prepared by (enter your company name here) Printed 1/13/2022
HvdroCAD010.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Paae 15
Summary for Subcatchment Pre DA: Pond 2 - Pre
Runoff = 548.59 cfs @ 12.12 hrs, Volume= 1,701,369 cf, Depth> 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 10-Year Rainfall=6.20"
Area (ac) CN Description
77.650 79 <50% Grass cover, Poor, HSG B
29.350 98
i vl.vw o+ evaiyineu nveiaye
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/cnrl (rfcl
600-
550.
500•
450-
406-
350-
30P
LL 250-
20o-
150-
100-
so-
o-
Direct Entry,
Subcatchment Pre DA: Pond 2 - Pre
Hydrograph
�rararararawwraarararaara�rararara
i■■■■■■■e�M11���NONE
■i
■■CIETlLMMIMIM
/■■■■■■■■■■■■■■
■■■■■■■■■■EMME
IM
MM
/■■■■■■■■■
■MEMMQEi�e�'e�'1rr1�s''�Q3
/■■■■■■■■■
I ■■■NEUMMU�IM
/■■■■■■■■■
I!■■■■■■■■■■■■
Tlm. (hours)
■ Runofl
WorreliQuantity NOAA 24-hr D 10-Year Rainfall=6.20"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 16
Summary for Pond Post -Pond: Pond 2
Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth> 4.60" for 10-Year event
Inflow = 569.08 afs @ 12.12 hrs, Volume= 1,785,140 cf
Outflow = 569.08 cfs @ 12.12 hrs, Volume= 1,785,139 cf, Atten= 0%, Lag= 0.0 min
Primary = 569.08 cfs @ 12.12 hrs, Volume= 1,785,139 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.03' @ 12.12 hrs Surf.Area= 952 sf Storage= 28 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 801.3 - 801.3 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubio-feet) (cubic -feet)
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
Device Routing Invert Outlet Devices
#1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
rimary OutFlow Max=924.56 afs @ 12.12 hrs HW=484.03' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 803.47 cfs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.09 cfs @ 17.13 fps)
L
V.
Pond Post -Pond: Pond 2
Time (hours)
■ Inflow
■ Pnmary
WorrellQuantity NOAA24-hrD 10-Year Rainfall=6.20"
Prepared by (enter your company name here) Printed 1/13/2022
HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 18
Summary for Pond Pre -Pond: Pond 2
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 4.38" for 1 D-Year event
Inflow = 548.59 cfs @ 12.12 hrs, Volume= 1,701,369 of
Outflow = 548.59 cfs @ 12.12 hrs, Volume= 1,701,368 cf, Atten= 0%, Lag= 0.0 min
Primary = 548.59 cfs @ 12.12 hrs, Volume= 1,701,368 of
Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 his
Peak Elev= 484.03' @ 12.12 hrs Surf.Area= 951 sf Storage= 27 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 807.6 - 807.6 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Ine.Store Cum.Store
(feet) (so-ft) (cubic -feet) (cubic:f
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
#1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
rimary OutFlow Max=924.43 cfs @ 12.12 hrs HW=484.03' (Free Discharge)
=Broad -Crested Rectangular Weir (Weir Controls 803.35 cfs @ 10.34 fps)
LLL2=Orifice/Grate (Orifice Controls 121.09 cfs @ 17.13 fps)
Pond Pre -Pond: Pond 2
Hydrograph
Time (hours)
Fop na ow
■ Pnmary
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Page 6H-114
Typical Traffic Control
Signing for Project Limits
(Figure TTC-53.0)
NOTES
September 2019
Support:
1. This layout depicts signing requirements for notifying motorist when they are entering and exciting a
potential construction/maintenance area with a duration equal to or greater than 60 days.
Standard:
2. The ROAD WORK AHEAD (W20-1) sign or the ROAD WORK NEXT XX MILES (G20-1 (V))
sign shall be placed far enough in advance of the project limits so that other warning signs in a
series may be adequately placed prior to the condition they are warning about.
3. The ROAD WORK NEXT XX MILES sign shall be used for projects with activity areas greater
than 2 miles in length, or when multiple work activities (such as pavement patching, guardrail
installations, shoulder restoration, etc.) occur along a highway.
4. The distance displayed on the ROAD WORK NEXT XX MILES sign shall be stated to the nearest
whole mile from the point of installation to the END ROAD WORK (G20-2 (V)) sign.
5. On divided highways having a median wider than 81, right and left sign assemblies shall be required.
Guidance:
6. For projects with activity areas 2 miles or less in length, the ROAD WORK AHEAD sign should be the
first sign motorist encounter.
7. Sign spacing should be 130W--1500' for Limited Access highways. For all other roadways, the sign
spacing should be 500'--800' where the posted speed limit is greater than 45 mph, and 35W-500' where
the posted speed limit is 45 mph or less.
8. All connections within the project limits should be identified with signs indicating to motorist they are
entering or exiting a potential construction/maintenance area.
September 2019
Page 611-115
Signing for Project Limits
(Figure TTC-53.0)
G20-2 (V)
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atloa
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PROJECT LIMITS
0
0
I+
+ 00S 7 SEE NOTES 2 & 7
wi:16T#>,
W0-1
i� OR (SEE NOTE 2)
-OFF
NIFFG20-1 (V)
iI ROAD WORK
NEXT XX MILES SEE NOTES
3 & 4
Page 6F-62
Figure 6F-8, Channelizing Devicesl
GROUP
TUBULAR MARKER & CONE
Inches
,Inane&
36"
-_ t to 6 Inches
MIN
-alnahes
36" 1Inches
1: Revision 1- 4/1/2015
_ 3 to 4Inches
6 Inches
_ Z Inches
4 Inches
I
36"
Inches
42"
I
GROUP2
DRUM, VERTICAL PANEL,
DIRECTIONAL INDICATOR BARRICADE &
LONGITUDINAL CHANNELIZING DEVICE
( 5
24"
MIN
i
it
MAX
�/�/III 2316n
TYPE 3 BARRICADES
I._ 4 ORB FEET -I
r
61-/ 45-
TRAFFIC FLOW
TRAFFIC FLOW LEFT OF BARRICADE'
RIGHT OF BARRICADE'
TRAFFIC FLOW ROAD CLOSED
EITHER SIDE OF BARRICADE'
THE SIDES OF BARRICADES FACING TRAFFIC SHALL BE 61NGH ORANGE & WHITE
FLUORESCENT PRISMATIC {HIGH OBSERVATION ANGLE)
LENS STRIPES REQUIRED
I
36"
MIN
September 2019
September 2019
Table 611-2, Taper Length Criteria and Taper Length Chart
Page 6I I->
Type of Taper
Taper Length (L)
Merging
L= Minimum
Shifting
See table below'
Shoulder
'/G L Minimum
Two -Way Traffic
50 Feet Minimum,100 Feet Maximum
Downstream
50 Feet Minimum,100 Feet Maximum
L= Taper Length, W= Width of Offset, S= Posted Speed Limit
Posted Speed
Limit (mph)
Width of Offset (Feet)
9 10 11 12
Remarks
525
95
105
115
125
L= SW/60
30
135
150
165
180
"
35
185
205
225
245
"
40
240
270
295
320
"
45
405
450
495
540
L=SW
50
450
500
550
600
"
55
495
550
605
660
"
60
540
600
660
720
"
65
585
650
715
780
"
70
630
1 700
1 770
840
"
* Limited Access highways shall use a 1000' merging taper regardless of the posted speed.
Shifting Tapers - full lane width shifts on Limited Access Highways shall use a 750' shifting taper
for posted speeds less than 65 mph and a 1000' shifting taper for posted speeds equal to or greater
than 65 mph. For all other roadways 3/o L should be used.'
Table 611-3, Length of the Longitudinal Buffer Space'
Posted Speed Limit
(mph)
Distance (Feet)
< 20
115-120
25
155 -165'
30
200 - 210
35
250 - 260
40
305 - 325'
45
360 - 380
50
425 - 445
55
500 - 530'
60
570 - 600'
65
645 - 675
70
730 - 760
1: Revision 1- 4/1/20152: Revision 2 - 9/1/2019
Page 6H-6
Table 6114, Channelizing Device Spacing
September 2019
Location
Posted Speed Limit (mph)
0-35
36+
Transition Spacing
20'
40'
Travelway Spacing
40'
80'
Spot Construction Access
80'
120'
* For easier access by construction vehicles into the work area, spacing of devices
may be increased to this distance, but shall not exceed one access per 0.25 mile
unless approved by the engineer and documented.
Table 611-5, Recommended Spacing of Advance Warning Signs'
Road Type
Spacing (Feet)
Urban street with 25 mph or less posted speed
100 - 200
Urban street with 30 to 40 mph posted speed
250 - 350
* All Other Roadways with 45 mph or less posted speed
350 - 500
All Other Roadways with greater than 45 mph posted speed
500 - 800
Limited Access highways
1300 - 1500
* Urban streets with greater than 40 mph posted speed limits fall into this category.
Note: For urban conditions, it is generally better to place all advanced warning signs within a one block
area versus spreading out the signs over several blocks, however, motorist must have time to recognize
and react to each warning sign - see Section 6G.11.
Table 611-6, Barrier Flare Rate
Speed Limit
(mph)
Flare
Rate
Speed Limit
mph)
Flare
Rate
Speed Limit
(mph
Flare
Rate
70
22:1
55
17:1
40
13:1
65
20:1
50
16:1
35
11:1
60
19:1
45
14:1
<_30
10:1
Table 611-7, Spacing of Portable Temporary Rumble Strip'
Posted/Statutory Speed Limit
< 40 mph
41 - 55 mph
> 55 mph
PTRS Spacing (Center to Center)
10 Feet
15 Feet
20 Feet
Table 611-8, Spacing of Long-term Transverse Temporary Rumble Strip'
Set 1
Spacing
Set 2
Spacing
BetweenSet
Spacing
PTRS Spacing (Center to Center)
5 strips at
90 Feet
5 strips at
6 Feet
4,-6„
1: Revision 1 - 4/1/2015
2: Revision 2 - 9/1/2019
SEQUENCE OF CONSTRUCTION
PHASE 1- SEE SHEET C12.01
1. CLOSE TO TRAFFIC THE SECTION OF WORRELL DRIVE FROM WORRELL DRIVE / CROSSOVER
INTERSECTION TO THE DRIVEWAY OF 355 WORRELL DRIVE AS SHOWN.
*WORRELL DRIVE ACCESS: WORRELL DRIVE AND ALL PROPERTY DRIVEWAYS (UNLESS OTHERWISE NOTED) WILL
REMAIN OPEN TO TRAFFIC FROM THE INTERSECTION WITH MARTHA JEFFERSON
DRIVE TO THE ROAD CLOSURE AS SHOWN.
2. KEEP A 12' MINIMUM TRAVERSABLE ACCESS OPEN TO THE DRIVEWAY OF 355 WORRELL DRIVE WHEN ABLE.
IF DRIVEWAY MUST BE FULLY CLOSED, CONTRACTOR TO NOTIFY PROPERTY OWNER AT LEAST
48 HOURS IN ADVANCE.
*PARKING OPTION: PROPERTY OCCUPANTS CAN PARK ALONG WORRELL DRIVE
WEST OF THE WORK ZONE.
3. ALSO CLOSE SIDEWALK / PEDESTRIAN PATH INTERSECTION WITH WORRELL DRIVE AS SHOWN.
*NOTE: CONTRACTOR TO INSTALL SAFETY FENCE IN AREAS NOTED ON SHEET C12.01 AND / OR IN ANY OTHER
AREAS THE CONTRACTOR DEEMS NECESSARY TO HELP ENSURE PEDESTRIAN SAFETY DURING THIS
PHASE.
4. WITH CLOSURES IN PLACE, COMPLETE ALL ROAD, SIDEWALK, AND UTILITY CONSTRUCTION WITHIN THIS SECTION.
5. ONCE CONSTRUCTION FOR THIS SECTION OF WORRELL DRIVE IS COMPLETE AND THE ROAD AND PEDESTRIAN PATH IS
SAFELY TRAVERSABLE, REMOVE PHASE 1 CLOSURES AND SET UP CLOSURES FOR PHASE 2.
PHASE 2 - SEE SHEET C12.01
1. CLOSE TO TRAFFIC THE SECTION OF WORRELL DRIVE FROM THE MARTHA JEFFERSON DRIVE INTERSECTION TO JUST
EAST OF THE FIRST DRIVEWAY OF 400 WORRELL DRIVE AS SHOWN.
*WORRELL DRIVE ACCESS: WORRELL DRIVE AND ALL PROPERTY DRIVEWAYS (UNLESS OTHERWISE NOTED) WILL
REMAIN OPEN TO TRAFFIC FROM THE INTERSECTION WITH WORRELL DRIVE /
CROSSOVER TO THE ROAD CLOSURE AS SHOWN.
2. ALSO CLOSE SIDEWALK / PEDESTRIAN PATH INTERSECTION WITH WORRELL DRIVE AS SHOWN.
*NOTE: CONTRACTOR TO INSTALL SAFETY FENCE IN AREAS NOTED ON SHEET C12.01 AND / OR IN ANY OTHER
AREAS THE CONTRACTOR DEEMS NECESSARY TO HELP ENSURE PEDESTRIAN SAFETY DURING THIS
PHASE.
3. PHASE 2A: COMPLETE CONSTRUCTION OF THE FIRST DRIVEWAY OF 400 WORRELL DRIVE AND ITS INTERSECTION WITH
WORRELL DRIVE AS SHOWN. ALSO, COMPLETE ANY UTILITY CONSTRUCTION WITHIN THIS AREA. DURING THIS
CONSTRUCTION, KEEP THE SECOND DRIVEWAY OF 400 WORRELL DRIVE ACCESSIBLE AT ALL TIMES.
*NOTE: AT THE COMPLETION OF PHASE 2A, TEMPORARY PAVEMENT ADJUSTMENTS / GRAVEL OR AGGREGATE
MAY BE NEEDED FOR GRADING DIFFERENCES BETWEEN EXISTING AND PROPOSED SO THE ROAD IS
TRAVERSABLE FOR PHASES 2B, 2C, AND 3. ALSO, CHANNELIZING DEVICES MAY BE NEEDED TO
TRANSITION FROM THE NEW EDGE OF PAVEMENT TO EXISTING EDGE OF PAVEMENT FOR THESE PHASES
AS WELL.
4. PHASE 2B: AFTER COMPLETION OF PHASE 2A, OPEN THE NEWLY CONSTRUCTED DRIVEWAY AND INTERSECTION TO
TRAFFIC WHILE CLOSING SECOND DRIVEWAY OF WORRELL DRIVE FOR REMAINING CONSTRUCTION OF PROPOSED
DRIVEWAY AS SHOWN.
5. PHASE 2C: AFTER COMPLETION OF PHASE 2B, COMPLETE CONSTRUCTION FOR THE REMAINING SECTION OF WORRELL
DRIVE FOR PHASE 2 AND ANY REMAINING UTILITY WORK WITHIN THIS AREA.
*NOTE: WORRELL DRIVE TO REMAIN CLOSED TO TRAFFIC FROM MARTHA JEFFERSON DRIVE DURING PHASE 2A,
213, AND 2C.
6. ONCE ALL CONSTRUCTION FOR THIS SECTION OF WORRELL DRIVE IS COMPLETE AND THE ROAD AND PEDESTRIAN
PATH IS SAFELY TRAVERSABLE, REMOVE PHASE 2 CLOSURES AND SET UP CLOSURES FOR PHASE 3.
PHASE 3 - SEE SHEET C12.02
1. CLOSE TO TRAFFIC THE MIDDLE SECTION OF WORRELL DRIVE AS SHOWN.
*WORRELL DRIVE ACCESS: WORRELL DRIVE AND ALL PROPERTY DRIVEWAYS (UNLESS OTHERWISE NOTED) WILL
REMAIN OPEN TO TRAFFIC FROM THE INTERSECTION WITH WORRELL DRIVE /
CROSSOVER TO THE ROAD CLOSURE AND FROM THE INTERSECTION WITH MARTHA
JEFFERSON DRIVE TO THE ROAD CLOSURE AS SHOWN.
2. KEEP A 12' MINIMUM TRAVERSABLE ACCESS OPEN TO THE DRIVEWAY OF 355 WORRELL DRIVE WHEN ABLE.
IF DRIVEWAY MUST BE FULLY CLOSED, CONTRACTOR TO NOTIFY PROPERTY OWNER AT LEAST
48 HOURS IN ADVANCE.
*PARKING OPTION: PROPERTY OCCUPANTS CAN PARK ALONG WORRELL DRIVE
EAST OF THE WORK ZONE.
3. ALSO CLOSE SIDEWALK / PEDESTRIAN PATH INTERSECTION WITH WORRELL DRIVE AS SHOWN.
*NOTE: CONTRACTOR TO INSTALL SAFETY FENCE IN AREAS NOTED ON SHEET C12.02 AND / OR IN ANY OTHER
AREAS THE CONTRACTOR DEEMS NECESSARY TO HELP ENSURE PEDESTRIAN SAFETY DURING THIS
PHASE.
4. WITH CLOSURES IN PLACE, COMPLETE ALL ROAD, SIDEWALK, AND UTILITY CONSTRUCTION WITHIN THIS SECTION.
5. ONCE CONSTRUCTION FOR THIS SECTION OF WORRELL DRIVE IS COMPLETE AND THE ROAD AND PEDESTRIAN PATH IS
SAFELY TRAVERSABLE, REMOVE PHASE 3 CLOSURES AND SET UP ROAD CLOSURES FOR PHASE 4.
PHASE 4 - SEE SHEET C12.02
1. CLOSE TO TRAFFIC THE REMAINING MIDDLE SECTION OF WORRELL DRIVE AS SHOWN.
*WORRELL DRIVE ACCESS: WORRELL DRIVE AND ALL PROPERTY DRIVEWAYS (UNLESS OTHERWISE NOTED) WILL
REMAIN OPEN TO TRAFFIC FROM THE INTERSECTION WITH WORRELL DRIVE /
CROSSOVER TO THE ROAD CLOSURE AND FROM THE INTERSECTION WITH MARTHA
JEFFERSON DRIVE TO THE ROAD CLOSURE AS SHOWN.
2. ALSO CLOSE SIDEWALK / PEDESTRIAN PATH SEGMENT AND INTERSECTION WITH WORRELL DRIVE AS SHOWN.
*NOTE: CONTRACTOR TO INSTALL SAFETY FENCE IN AREAS NOTED ON SHEET C12.02 AND / OR IN ANY OTHER
AREAS THE CONTRACTOR DEEMS NECESSARY TO HELP ENSURE PEDESTRIAN SAFETY DURING THIS
PHASE.
3. WITH CLOSURES IN PLACE, COMPLETE ALL ROAD, SIDEWALK, AND UTILITY CONSTRUCTION WITHIN THIS SECTION.
*NOTE: WHEN NOT POSSIBLE TO MAINTAIN ACCESS TO 384 WORRELL DRIVE DURING CONSTRUCTION FOR THIS
PHASE, CONTRACTOR TO NOTIFY PROPERTY OWNER AT LEAST 48 HOURS IN ADVANCE OF ACCESS
CLOSURE. TEMPORARY PARKING OPTIONS FOR 384 WORRELL DRIVE OCCUPANTS (ONCE DISCUSSED
WITH PROPERTY OWNER) COULD CONSIST OF PARKING ALONG ISHAM AVENUE OR IN ADJACENT
PARKING LOT AS SHOWN. ANOTHER OPTION TO EXPLORE FOR REDUCING IMPACTS TO 384 WORRELL
DRIVE ACCESSIBILITY WOULD BE TO COMPLETE CONSTRUCTION FOR THIS PHASE DURING WEEKEND.
*NOTE: WHEN INSTALLING CURB AND GUTTER ALONG EASTERN SIDE OF ENTRANCE AT 400 WORRELL DRIVE,
UNIFORMED FLAGGERS AND ADDITIONAL CHANNELIZING DEVICES MAY BE NEEDED TO DIRECT TRAFFIC
THROUGH THE AREA IF ADEQUATE WIDTH CANNOT BE MAINTAINED FOR BOTH DIRECTIONS OF TRAFFIC
DURING THIS CONSTRUCTION.
3. ONCE CONSTRUCTION FOR THIS SECTION OF WORRELL DRIVE IS COMPLETE AND THE ROAD AND PEDESTRIAN PATH IS
SAFELY TRAVERSABLE, REMOVE PHASE 4 CLOSURES AND OPEN ALL OF WORRELL DRIVE, PROPERTY DRIVEWAYS, AND
PEDESTRIAN PATHS.
MAINTENANCE OF TRAFFIC NOTES
1. CONSTRUCTION ACTIVITIES SHALL BE IN ACCORDANCE WITH THE LATEST REVISION OF THE 2011 VWAPM,
AS APPLICABLE.
2. THE FOLLOWING TTCS APPLY TO THIS PROJECT:
-TTC-53.0 SIGNING FOR PROJECT LIMITS
3. SIGN SPACING SHALL BE PER TABLE 6H-5 IN THE LATEST REVISION OF THE 2011 VWAPM AND THE
APPLICABLE TTC.
4. ONLY GROUP 1 (36" CONES) OR GROUP 2 (36" DRUMS) CHANNELIZING DEVICES SHALL BE USED.
SPACING SHALL BE CONSISTENT WITH OR MORE CONSERVATIVE THAN THE REQUIREMENTS LISTED IN
THE APPROPRIATE TTC AND/OR TABLE 6H-4 IN THE LATEST REVISION OF THE 2011 VWAPM.
5. WHEN ROAD CLOSURES ARE IMPLEMENTED, ROAD SHALL BE CLOSED USING CHANNELIZING DEVICES
AND/OR TYPE 3 BARRICADES WITH ROAD CLOSED SIGN (R11-2, 48"X30") IN ACCORDANCE WITH
THE LATEST REVISION OF THE 2011 VWAPM.
6. WHEN SIDEWALK / PEDESTRIAN PATH CLOSURES ARE IMPLEMENTED, PATH SHALL BE CLOSED USING
TYPE 3 BARRICADES WITH SIDEWALK CLOSED SIGN (R9-9, 30"X18") IN ACCORDANCE WITH THE
LATEST REVISION OF THE 2011 VWAPM.
I-
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PHASE 2C: COMPLETE CONSTRUCTION OFF
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CLOSE SIDEWALK/PATH HERE FOR
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F DRIVEWAY MUST BE FULLY CLOSED,
CO OCTOR TO NOTIFY PROPERTY OWNER y
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46
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PARKING OPTION: PARK ALONG SECTION
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f / 3
/PHASE 2B: COMPLETE CONSTRUCTION OF
THIS PORTION OF DRIVEWAY AFTER
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PHASE 2A: COMPLETE CONSTRUCTION OF
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80, 0 80, 160'
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LEGEND
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PHASES 26, 2C, AND 3 I / PATH RECONSTRUCTION / PATCHING'
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ENDLOFTIPHASE03PLETE THIS R K AT
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LEGEND
ALLOWED TRAFFIC MOVEMENTS
CLOSED TO TRAFFIC
NOTE
REFER TO DEMOLITION,
GRADING, AND LAYOUT PLANS
FOR DESIGN AND UTILITY INFO.
80' 0 80'
SCALE: 1 "=80'
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2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS
DI-3A, 38, 3C EXPANSION KEYED DI-3A. 3B, JC DI-1 1/2 SECTION CAST RON +�� 1/z SECTION STEEL IC-2
FOR DETAILS OF INLET JOINT CONST, gMs '! APPROACH TABLE OF QUANTITIES 2,_,,, NOTES
EXPANSION JOINT 3'-10" FRAME 8 COVER BACK OF SIDEWALK z: JOINT '• (GUTTER
SEE STANDARD IC-2. % / LUGS TO BE 11-3 " L 2%z" x 2%' x /x' 1- DEPTH OF INLET IH) TO BE SHOWN ON - F'i" RAISED LETTERING N
BARS G 4 2 BAR G .0 WALE& L AREA OF REINFORCING STEEL CAST \COLLAR
WR" 10'-4" LONG PLANS. FOR DEPTH GREATER THAN 10' USE O
G m (/ GU E TYPE SLOT o, STAIDNRD DI-1A / \ N
Co1lar.t. BARS A I BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT B BN
BARS C o - BM I - SUBBASE FL . FL Cu. Yd.. No. Lin. Ft. No. Lin. Ft. r No. Lin. FL r No. Lin. F No. Lin. Ft. No. L'n. Fl.r No. Lin. FLr Lb.. A - - A 2. THE H DIMENSION SHOWN N THE ��p 0 Wq K
o BARS B "' , 2 _ _ _ HARDWIRE DI-3A 2'-6" 1.15 2.26 - - - - 1 5'-7" 3 3'-2" - - - - e •• 22 STANDARDS AND SPECIFIED ON THE PLANS \ OVTI" `s%L(` x 1'/z' N W
V ARS F a ♦ - - - CLOTH WILL BE MEASURED FROM THE INVERT OF LETTERING OPTIONAL m
i z a AIRS i WEEP HOLE. 4' 1.83 2.59 5 1'-8" 2 6'-7" 11 3 5'-7" 3 3'-2" 4 1'-8" 3 1'-e" 4 - 64 N _ CAST GALV. ONE WELDED THE OUTFALL PIPE TO THE TOP OF THE ❑ ❑ ❑ LOT
�( SEE NOTE 8 B' 2.7b J.02 5 3'-6" 8 '- " '- " 3 5'-7" 3 3'-2" 4 3'-6" 3 1'-6" 4 - 111 - LLL F. RN STEEL JOINT STRUCTURE. PLAN "H" DIMENSIONS ARE J W
w ut 8' 3.67 3.46 5 5'-6" 10 '- " 3 5'-7" 3 3'-2" 4 5'-6" 3 '1 4 - 158 APPROXIMATE ONLY FOR ESTIMATING
= N a (" g8 ± WELD ALL PURPOSES ADD THE ACTUAL DMENSIONS / \ ❑ ❑ ❑ ❑ O r-)
e" :. x DI-3B 10, 4.58 3.90 5 7'-6" 14 W-7" to 6'-10" 3 5'-7" 3 3'-2" 4 T-8" 3 T-e" 4 - 204 OPTIONAL 43.8 LBS CONNECTORS SHALL BE DETERMINED BY THE W
.._; .. - IT 5.50 4.34 5 p'-8" 18 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 9'-6" 3 1'-6" 4 - 251 -- BRACE RIBS 3 LBS TO COLLAR CONTRACTOR FROM FIELD CONDITIONS. B / 1 B A ❑ ❑ ❑ ❑ ❑ ❑ A G
14' 6.42 4.78 5 17'-6" 22 '- " '- " 3 5'-7" 3 3'-2" 4 R'-6" J 1'-e" 4 - 298 INCLUDING INCLUDING 3. WHEN SPECIFIED ON THE PLANS THE
•STEPS.'SE 16' ].33 5.22 5 /3'-6" 26 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 13'-8" 3 1'-6" 4 - 345 \ LUGS CONNECTORS INVERT IS TO BE SHAPED IN ACCORDANCE I Z m ry I II MS D M F BMA FACE OF CVRB 8 NOTE 5 le- 8.25 5.66 5 t5'-6" 30 '- '- 3 5'-7" 3 3'-2" 4 15'-8" 3 1'-6" 4 •• 391 °i WITH STMGMD IS-1. THE COST OF ® ® T. W Z
GUTTER -,.. B•' 20' 9.1] 8.09 5 t7'-6" 3{ 8'-7" to B'-10" 3 5'-7" 3 3'-2" 4 1]'-6" 3 1'-8" 4 •• 438 FURNISHING AND PLACING ALL MATERIALS I I W
CR K CONTROL JOINT CRACK CONTROL JOINT .. q�" 2,_7�, (P/" INCIDENTAL TO THE SHARING IS TO BE
6' MIN. PLAN SECTION A -A 10f' 4.58 3.B9 G 3=9" @ 8'-7" to 6'-10" 5 5'-7" 3 3'-2" a 3'-9" 8 1'-8" 2 '- •• 205 4' -2" I/p' x 11 5" 1 /2" x 4„ ALLUDED IN THE BID PRICE FOR THE 1 U O
2'_O.' J STRUCTURE.
MAX. PLAN 1 - 12" 91/z STUD SHEAR 4. IN THE EVENT THE INVERT OF THE / ❑ ❑ ❑ ❑
10 MAX.12' 5.5E 4.33 G 4'-9" M '-7"-1 " 5 5'-7" 3 3'-2" B 4'-9" 6 1'-8" 2 '- " 252 CONNECTORS OUTFACE PIPE IS HIGHER THAN THE \ 1
�A KEYED COAST.JONT (GRATE REMOVED) r 1
L-VARIABLE MAX.-20' O-3C 14' 6.42 4.T/ G 5'-9" 20 8'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 5'-9" 6 t'-8" 2 '- " 29g BOTTOM OF THE STRUCTURE, THE INVERT
WARPED SEE OETAL A� WITH
THE STRUCTURE SHALL BE SHAPED \
2'-0" 8' 2'-6" g•• 3. 0.. 2„ GUTTER G' ].33 5.21 G 6'-9" 2{ '-7"-1 " 5 5'-7" 3 3'-2" 8 8'-9" 6 t'-8" 2 •• 345 �F�y'. WITH CEMENT MORTAR TO PREVENT yy z O Z
r�- �B i BARS A APPROACH 18' 8.25 5.85 10 7'-9" 28 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 ]'-9" 8 t'-8" 2 - 92 _ SECTION B-B STANDING OR PONDING OF WATER IN THE / �'(' x 1%z" SLOT q/♦A,� P, O
r s GUTTER 20' 9.1] 8.09 G 8'-9" 12 '-7" -1 " 5 5'-7" 3 3'-2" 8 8'-9" 8 t'-6" 2 - " 4; COLLAR B STRRUCCTUURRE.. THE MOST OF FURCNISHNG "YJ TO WATER O U
a^ TV�I.`i. L y2' MIN G D TO INLET SHARID PLACING NG IS TO BE INCLUDED \ (n 0
_ _ _ _ _ IDENTAL
NOTES 61121VV LE IN THE BID PRICE FOR THE STRUCTURE. \ / GL
7-��8_
- - -- - - - -- ---- •`: " •.. 2 T �� APPROXIMATE WEIGHT
TTERIN N
- - • "7 5. STEPS ARE TO BE PROVIDED WHEN H IS - CAST IRON Yi' RAISED LETTERING ui CL WB S Ni DIMENSINB FOR O1MP NO WASTE DRaNs TO WATERWAYS 4'-0" OR GREATER. FOR DETAILS SEE w CL
- -•1. DEPTH OF INLET (H) TO BE SIDWN ON PLANS. ]- #4 X 8" SMOOTH DOWELS AT APPROXIMATELY 15. THS AREA IMY BE EARTHEN, IN WHCH CASE CAST RN ONLY FRAME 86 • 4 LBS.BARS F BARS E hB n o 12•• C-C TO BE PLACED IN ALL AREAS ADJACENT TIE EXPANSION JOINTS WILL APPLY ONLY TO STAOARD ST4. COVER 83 a Les. COVER �OIAAETER BARS E 2. THE "H" DIMENSION SHOWN ON THE STANDMOS TO ABUTTING CONCRETE TO PREVENT CURB AD GUTTER. DETAIL B 6. TH5 ITEM MAY BE PRECAST DRCAST- - N NEP HOLE BARS a MID SPECIFIED ON THE PLANS WILL BE SETTLEMENT. W-PLACE. FRAMEzFRONT ELEVATION 1'-8" 8" MEASURED FROM THE INVERT OF THE QUTFALL 16. CONCRETE QUANTITIES SHOWN PRE FOR DEPTHBARS F DETAIL A o 1 QPIPE '1 THE TOP OF THE STRUCTURE. 3" N SUB R WEEP HOLE TO BE LOCATED TO DIS L 5'D PIPEST PIPES. THE MOUNT (GUTTER REMOVED( 3'-0" e' T-6 ]. #4 X IM SMOOTH DOWELS AT J NP/i' PLAN STI DIMENSIONS ME APPROXIMATE ONLY IXtNN SUBBASE MATERIAL. WEEP H0 WITH OBTAIN TR BY PIPES MUST BE DEDUCTED TO 4'-2" HARDWARE 1,_J„ SEE DETAIL B PLACED INTALL RE C-C TO BE FN ESTIMATING PURPOSES MD THE PCTUAL t2"X12" PLASTIC HARDWARE CLOTH i' MESH DBTNN TRUE PTHS ADDS. FOR INLETS D OR SUBTRACT 0. 32 2'-T, CLOTH PLACED IN ALL AREAS NXIACENT 2'-d" CIA. 1'-9)'x" CIA. Sk/i' BENT PLATE \ SECTION B-B CONTRACTOR OR FROMS SHALL �FIELD CONDITIONS. DETERMINED BY THE OR DIAMETER OI03". NUMBER ZED STEEL 14EMESH HARDWARE CUBIC YARDMINIMUM WIRE DIFFERENT S OF CONCRETE E FOR EACH FOOT ���� 4" DEPTH OGCR. ......., �........ TO ABUTTING CONCRETE TO PREVENT �" 1%t'
W.R88, i78 OR =« SETTLEMENT. W LIEU OF DOWELS 3" 1'-10" DI0. 3"
< - N CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF DEPTH. .p A tB z 8" WIDTH L\ A 2"X4" NOTCH MAY BE PROVIDED. FINISHED P/z •
1.•': 3. WHEN SPECIFIED ON THE PLANS THE AVERTS OF THE STRUCTURE. IP a NHEM SEE STANDARD T-DI-A 4 FOR MACHINE MACHINE %" DIMENSIO
"• I TO BE SHAPED IN ACCORDANCE WITH STANDARD 17, LENGTH OF ANGLE IRON AS SHOWN N SHEET 1 SS uE -
-« /w. R IS-1. THE COST OF FURNISHING NO PLACING ALL 9, ALL REINFORCING STEEL SHALL HAVE A MN. OF 2 IS TO BE L+16' AT 4.10 LBS./FT. s e ^ 3" DIN.ETER ALTERNATE DESIGN. „`E
TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 8 CG-] STANDARDS. < ,.:... L2Y "%21/"%I/�" MATEAINS INCIDENTPL Tp TIE BHIPIO IB TO BE COVER OF 2". Ain ` i D. CGlAfR WEEP HOLE
GALLMRED ^^ °)n SEE NOTE e e 8. 3" DIAMETER WEEP HOLE W H 12"X12"
TYPE B NOSE DETAIL SHALL BE USED WITH CO-2 6 CO-6 STANDARDS. TYPE A I INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 18. r DENOTES LENGTH DR ONE (1) BAR. _ PLASTIC HARDWARE CLOTH e MI MESH - -
TYPE B /z X 4- STUD SHEAR CONNECTOR WELDED 10. Nl REINFORCING STEEL TO BE CUT CLEAR OF 35� 12„ /.. MACHINE MACHINE %•
GALVANIZED PLATE FOR TYPE A TO BE BENT N AN ANGLE OF 68.30' TO ANGLE RN AT 2'C-C. IN THE EVENT THE INVERT OF THE CUTFALL ALL OPENINGS BY 2". 19. ALL REINFORCING BARS TO BE#5. OR GALVANIZED STEEL WIRE MINIMUM
CONNECTORS AND IS TO BE ANCHORED WITH %' X 4" STUD SHEAR NOSE DETAILS 4 STEICTHIGHER
ETHE THAN THE
RT OF BOTTOM
STRRUUCTURRE H, CAST -IN PLACE CONCRETE IS TO BE CLASS A3 20. WHEN INLET IS USED IN 4'-0" MEDIAN, BACK OF rin ip in 12 15"-18" OR 24" -HEMEM H(DryIAREE CLOTH ANCHOREDRFIRMLYSH w O J
WELDED TO BENT PLATE AT 2'C-C. 2" SHALL BE SHAPED WITH CEMENT MNTM TO (3000 PSD. PRECAST CONCRETE S TO BE INLET IS TO BE SHAPED TO CONFORM TO NeN -n T9 TO THE OUTSIDE OF THE STRUCTURE. LLI
R. PAVEMENT PREVENT STAGING OR PONDING OF WATER 4000 PSI. PROPOSED CURB. _ I D. > 0 , • 9. CAST N PLACE CONCRETE IS TO BE
WARPED PAVEMENT IN THE STRUCTURE. THE COST OF FURNISHING m > s mHfl f l fl CLASS A3 (3000 PSI). PRECAST -
DI-3A L DI-M L DI-3C L 'T•`; AND PLACING ALL MATERIALS INCIDENTAL TO 12, LENGTH OF SLOT () WILL, N EVERY CASE, BE � • � . A � C 1 " SECTION A -A v/ fn
I� �•' �• THE SHAPING IS TO BE INCLUDED IN THE BD SHOWN ON PLANS. ... �. ONCRETE IS TO BE 4000 PSI. 1'-10" DIAL 1 . ! 1
1�•
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PRICE FOR THE STRUCTURE. -
D /z 1" 2"
10. NN•I ALTERNATE METHODS OF MCHDRAGE
.. - 13. F MEET IS CONSTRUCTED GUTTER LEDIAN CURB N SECTION A -A 'H` �^ MEETING THE APPROVAL OF THE ENGINEER SECTION B-B
- - - - LOW "• S. OREPS GREATER? FN DETN-O BE S SEEHEN H IS STNGARD STT•1. OMITTED (SEE DETAWITH INTEGRAL L). 5 TO BE CONCRETE QUANTITIES FOR MIN. DEPTH SEE DETAIL B
x IIIIr x = LU�BEM SUBSTITUTED FOR
THE CART IRON NOTES
I L FLO^W I jLOW 1 0"qnffffflffw APPROXIMATE WEIGHT
IL A\/ 6. THIS ITEM MAY BE PRECAST OR CAST-N-PLACE. 14. STMDMD INLETS MAY BE RDMCECONSTRUCTEDWITH WITH V. TE PPE - 1.M0 CU. YD. CONCRETE
�L I DETAIL WHEN USED CONCRETE BLOCKS IN ACCORDANCE WITH THE V. CrTE PIPE - 1.528 CU. YD. CONCRETE 11/." 3'i' CAST IRON 11 GRATES. LOCATION REDOF O TO ALL DI-1 1 T/," IN TSSSHOWN.T. ON OPTIONAL, IF USED THE LETTERS ME TO BE
DETAILS SHOWN ON STANDARD DRAWING DI -APB. 18" CRETE PIPE - 1.820 CU. YD. CONCRETEGRATE 363 ± 18 LBS LETTERING IS REQUIRED ON ALL DI-1 CAST IN THE DEPRESSION IN TOP OF THE COVER I" WIDE AND RAISED
24" CONCRETE PIPE - LITO CU. To. CONCRETE SECTION C-C SECTION D-D VARY BY MMUFACTURER.
FOR USE N GRADES ADJACENT TO CURB ADD 0.469 CU. YD, PER 2 ONE ALL KIC-2 COVERS. P NO WASTE OLOCATION OFRAMS TO ALETTE LETWAYS TERING MAY VARY ETTERING SBYE MUANUFACTURER.
FOR USE IN SAGS WITHOUT GUTTER ADDITIONAL FOOT OF DEPTH. GRATE DETAIL
BOTH SIDES TO BE SYMMETRICAL
`VDOT SPECIFICATION VECFCATION `VDQT `VDOT SPECIFICATION SPECIFICATION -VVDOT
STANDARD CURB DROP INLET REFERENCE REFERENCE STANDARD CURB DROP INLET STANDARD DROP INLET REFERENCE REFERENCE STANDARD INLET AND FRAME COVER
ROAD AND BRIDGE STANDARDS ROAD MO BADGE STMDMOS ROAD AND BRIDGE STMDM0.5 ROPE AND BRIDGE STANDARDS
SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' z33 233 12" - 30" PIPE: MAXIMUM DEPTH (H) - 6' REVISION DATE SHEET 2 DR 2 SFEET 1 OF 1 REVISION DATE 12�� - 24" PIPE: MAXIMUM DEPTH (H) - 10' 233 224 REVISION DATE SHEET 1 OF 1 J
10q.09 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 1D4.1, 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 04/20 105.01 Z
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GENERAL NO PROJECTION OF PIPE ABOVE GROUND LINE DETAIL 1 DETAIL 2 B END -SECTION 12" 60" PIPE ALTERNATE END -SECTION 12" - 60" PIPE w\ Q O Q
1. METHOD "N" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE HIIB END ON CUTLET END -SECTIONS B SPIGOT END N INLET END -SECTION SPIGOT
END N OUTLET END -SECTIONS r ,
APPLICABLE HEIGHT N COVER RANGE NOTED IN THE STANDARD PC-1 TABLES UNLESS TOP OF FILL TOP DR FILL TOP OF FILL �B DETAIL 3 SPDOT END ON INLET END -SECTION / < V
OTHERWISE NOTED N THE PLANS. � L(.1
2. H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FLASHED GRADE. -_ - A X _ _ X % X J
GROUND LINE x GROUND LINE _ GROUND LINE x - -
3. b - EXCAVATION DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL. - A I / A I _ _ _ _ _ _ _ _ _ r - - - O Q
T m - r •rr rrr - A I CONCRETE TO BE CONCRETE TO BE
A
H 4000 PSI MINIMUM F _ _ _ _ _ _ _ _ 4000 P51 MINIMUM Q Q
CIRCULAR PIPE I rrr rr/ FII�- -'I rrr rr I III- - T II 'l// riril III"' � s "' 3
L D . OUTSIDE DIAMETER OF PIPE. • -- EARTH - //J rr - rr t1 rr I = - - _ - C
II r d rr - 41 r d / ROCK DI r r EARTH ut G
UNYIELDING � i • i J
2. d - INSIDE DIAMETER OF PPE. c « -I I a SOIL s LLI
3. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PPE. MATTEIIAL "I '^ = PLAN PLAN J m
X. 12" WHERE d IS LESS THAN 36".I= B B C B N J
X . 18" WHERE d IS 36" AND GREATER. MIN. MIN. 1/10 D ( '^ ET Q
MIN. 1/10 D 1/10 D - T F P
4. WHERE DIRECTED U THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR X D % BEDDING x D X BEDDING s L C B
MATERIAL MATERIAL X 0 % I
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PPE( Mp
JO" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15 OR LESS. 1/>"PER 1.OF H B RO
MIN. B", NA%. 24" FOUNDATION SOFT, YIELDING, OR MR aR sTE 'A 4pk a)sL of
5. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR NORMAL EARTH FOUNDATION OTHERWISE UNSUITABLE MATERIAL FARK I STEEL FABRIC REINFORCEMENT 11
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PPE) 30" AND ROCK FOUNDATION RI7{LORDFjEN{ _ _ _ J _ - - - - - - - - - - - - - \ I - r Q
LESS IN DIAMETER WITH HEIGHT OF COVER 15-OR LESS. • • T a I 0
6. BEDDING MATERIAL AND CLASS I BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER PIPE PROJECTION ABOVE GROUND LINE
SLOT INLET (DI-13) OUTLET PIPES INSTALLATIONS. I p
GEOTE%TILE -
ELLIPTICAL PIPE MIN. 1.5 x D MIN. 1.5 z 0 MIN. 1.5 x 0 MN. "' x D MIN. 1.5 z D MIN. 1.5 x D FABRIC PAY LINE
1. St -OUTSIDE SPAR DIMENSION OF PIPE. TOP OF FILL TOP DR FILL TOP OF FILL m FABGEORIOEKTLE - EEEOTEEXTL•• -IC SECTION X-X END VIEW SECTIONAY NX-X END VIEW
2. S2 - INSIDE SPAN DIMENSION OF PIPE. z = x SECTION A -A SECTION A -A SECTION A -A w END SECTION DIMENSIONS END SECTION DIMENSIONS
3. R - OUTSIDE RISE DIMENSION OF PIPE. - ; ...... - - PIPE DIMETER A B C D E PIPE DIAMETER A B C D E
r////h JJ///// •:,•:, - _ r//rr/ //////J ::. �:::. - . -.
:::::• r/r// rrrrr - _ •:•:•:•:•:•:•:. 1P�� 4�� 2._p.. 2�_p�� 4�-p
4. X • ::::::• - w:::::. rr/rr /r/r i •::::::• - rrrrrN///J// rNXrrrrrrN -
- WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. - _ }: rrr/ rrr 'titititii'{y """" rrrr rri «iiiiii - - //J///rJr/r Ur//J//Jrr = MN. 35
X - 12" WHERE 5215 LESS THAN 36", i_v :• rr Jr ::::.titi• CI - titititi •• 15" 8" 2'-3" 1'-9" 4'_0" -6" 15" 8" 2'-3" 3'-G" 8'-1" 2'-0"
_ :4 rr rr .;: • • • • ::• rrr rr ; tititititi0. _ /rJNrrr// /r/Nr/rX= W ia MIX - 1ED WHERE 52 IS EE AND GREATER • • 0 tiff;:;;:; GROUND . i : • • • r r GROUND a - r/rrr/rrr rrr/rr/rJ ::GROUND
18" 9" 2'-3" 1'-9" 4'-0" J'-0" 18" 9" 2'-3" 3'-D" g'-1" 3'-0"
5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR o = •; r :tititi• LINE o LINE c 0 -LINE NOTES: 21" 9 2'-11" 2'-1" 5'-0" 3'-8" 21" 9" TAT" 3'-2"
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PPE WHERE S2 IS 38" OR -
. vv.•:•:•:•: - " 24" q .. 3-_7„ 2'_l" 6._1,� 4'-S" 2p� 102� 3'-0" y_g�, 6,_3„ V-6"
LESS AND (EIGHT OF COVER Is' OR LESS. •'�
r' 20" 1. 4,_p„ 2'-p� 6._1,� 4�_g�, 2 p 4'_O„ 2,_ �, 8-1 4'_6„
6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR - 1. FOR Y0.TPLE LIME NSTILLATDNS, DIMENSION S IS TO GOVERN TfE PROTECTION N
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PPE WHERE S2 IS 38" OR LESS AND o y EARTH -� % OUTSIDE THE CHANNEL WIDTH (W). 33" 1'-0" 4'-8" 30" 1'-0" 4'-e" 3._ e'-1 5'-0" 0 m
HEIGHT OF COVER 15' OR LESS. MIN. 1/10 D c ROCK OR r / 33" 1'-1 4'-101 2'-31 ]'-1 5'-8" 33" 1'- 45,_3 3'-J 8'-1 " 5'-8" <
MIN. 1/10 D % D X BEDDING - 2. N MY ECTIONINSTALIS SPECIFIED
CIFIEDREQUION CULVERT OUTLET PROTECTION WHERE NO ACCORENDWDANCE
L
PIPE ARCH N08 H X D X BEDDING UNYIELDING a BEDDING WITH
END TAIL 2 IS SPECIFIED ON THE PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE 36" 3" 5'-3" 2T-1 8'-1 8'-0" 38" 1'-3" 5'-3" 2T-1 8'-1 6'-0" (V
%z" PER II. II _ SOIL r�
MATERIAL MIN. 1/10 D IAL 'IL- EARTH JL, WITH DETAIL 2 SHOWN MOVE. 42" 1'-8" 5'-3" 2'-11" 8'-2" 8'-8" 42" 1'-9" 5'-3" 2'-H" 8'-2" In
48" 2'_0" 8�_p,� 2'_2" g,_2, 7'-0" 48,E 2'-0" g'_0.. 2,_2, e'-2" P_0"
MAX. 24' MATERIAL 3. GEOTEXTLE FABRIC TO BE INSTALLED UNDER CLASS A.I. AND II MATERIALS IN Q w C�
FOUNDATION SOFT, YIELDING, OR ACCORDANCE WITH THE SPECIFICATIONS. 54" 2'-3" 5'-5" 2'-9 " W-2 " T-8" 54" 2'-3" 5'-5" T-11" 8'-4" 7'-6"
1. s -SPAN DIMENSION OF PIPE. NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL g0" 2'-11" 5'-0" 3'-3" 8'-3" 8'-0" 80" 2'-6" 5'-0" J'-3" W-S" e'-0" LLI LLJ
GEOTEXTILE 4. 5 DAAETER OF CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT. � O
2. R - RISE DIMENSION OF PIPE. FABRIC H • DIAJElim OF CIRCULAR CULVERT OR RISEMEIGHT FOR BOX, ELLIPTICAL OR ARCH LENGTH OF PIPE Z
3. B • SEE PC-1 TABLE FOR APPLICABLE PIPE MATERIAL BEDDING MATERIAL IN ACCORDANCE WITH EA6ANKEENT CULVERT. PAY LIE �(Y
® SECTION 302 OF THE ROAD AND BRIDGE ® NOTES: SECTION B-B i USE TYPICAL SECTION SHOWN N PLANS FOR SIDE SLOPE.BOTTOM WIDTH AND DEPTH SHOULDER C B H- (D LLI Q
4. x - WIDTH OF CLASS IBACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. SPECIFICATIONS. NOTES: z = m
x - 12" WHERE S2 IS LESS THAN W". FOR GENERAL NOTES ON PIPE BEDDING, MAXIMUM OUTLET OF CHANEL OR MATCH EXISTING DITCH OR NATURAL GROUND.
x - 18" WHERE S2 IS 36" AND GREATER CLASS I BACKFILL MATERIAL IN ACCORDANCE SEE INSTALLATION OF PIPE CULVERTS TYPE OF OUTLET PROTECTION MATERIAL VELOCITY MINIMUM "T" PIPE LENGTHS SHOWN ON PLANS ME
5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR SPECIWITH FICATIONSECTION 302 OF THE ROAD Mp BRIDGE ON SHEET 1 7.00SEWERS GENERAL NOTES (FOR DESIGN STORM) INCHES) BASED ON ERG IF
DESIGN SHOWN Q (.I_1 U
OUTLET PROTECTION MINUMUM LENGTH (L) ON THE LEFT. F THE CONTRACTOR ELECTS
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PPE WHERE S IS 35" N REGULAR TIONS. LL MATERIAL IN ACCORDANCE TO USE THE ALTERNATE DESIGN SHOWN ON
2 FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL WITH SECTION 302 N THE ROAD AND BRIDGE CRUSHED GLASS CONFORMING TO THEHE RIOHT, LENGTHS WILL BE REDUCED BY
LESS AND HEIGHT OF COVER 15'OR LESS. I IN ACCORDANCE WITH SECTION 302 OF THE ROAD SPECIFICATIONS. CLASS At CLASS AlA10Rr PoPRAP 8 fp. 78��.x J-
::•. 1 V
SZE REQUIREMENTS FOR CRUSHER RUN TYPE A INSTALLATION 3H CULVERT THE OFFERENCE IN DIMENSION "D".
B. REGULAR FOUNDATION
T MATERIAL MAY IN USED IN LIEU OF CLASS I IS 35" O MATERIAL FOR MO BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 MD 26 MAY BE CLASS I CLASS I DRY RPRAP 14 fpi 24
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35" OR LESS AND USED IN PLACE OF CLASS I BACKFILL. TYPE B INSTALLATION 511
HEIGHT OF COVER is- OR LESS. ""' N ACCORDANCE WITH SECTION 302 OF THE FOAO CLASS I CLASS DRY PoPRAP 19 fp. 36
AND BRIDGE SPECIFICATIONS. SLOPE DETAIL
SPECIFICATION INSTALLATION OF PIPE CULVERTS & STORM SEWERS CIS �V�T INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION SPECIFICATION `VAST SPECIFICATION FLARED END SECTION NVDOT o� N � W REFERENCE REFERENCE REFERENCE REFERENCE
ROAD AND BADGE STANDARDS ROAD AND BRIDGE STANDMDS ROAD AND BRIDGE STANDMD6 ROAD AND BRIDGE STANDARDS
204 CULVERT OUTLET PROTECTION pI.�y.I �_
302 GENERAL NOTES REVISION PATE SHEET 1 OF 1 SHEET 1 OF 4 REVISION DATE CIRC. PIPE BEDDING AND BACKFILL - METHOD A 302 245 REVISION DATE SHEET 1 OF 1 12" - 60" CONCRETE PIPE CULVERTS REVISION DATE SHEET 1 OF 1 W \ Q
303 303 303 VAGINA DEPARTMENT OF TRANSPORTATION 302 [-'M � Z
VIRGINIA DEPARTMENT OF TRANSPORTATION 107.00 10].01 0]/12 VIRGINIA DRPARTMENT OF TRANSPORTATION 414 11301 VIRGINIA DEPARTMENT OF TRANSPORTATION ill \ O
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2016 ROAD &BRIDGE STANDARDS 2016 ROAD &BRIDGE STANDARDS 2016 ROAD &BRIDGE STANDARDS 2016 ROAD &BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS
IS-1 ST-1 A CG-12 EC-1
DETAIL 1 DETAIL 2 B O)
PERMISSIBLE O
A4CN 1011 RESISTANT GRUBBER OR OTHER JOINT ROD ENCASED IN
5, x5 DOWEL,B" LONG 9 12" C-C �B DETAIL 3 B
RADIUS
+ N0. 6 GALVANIZED STEEL STEP MATERIAL APPROVED BY THE ENGINEER. MIN.
�'9 • D(DIMEN9ION MAY VARY WITH MANUFACTURER'S m 4' A A A M �
MATERIALK RESISTANT ^ 8, I 51. A (�I N
SHAPE TO ELEVATION '=��
�/// OF MID -POINT OF 1 0�1 10:1 1 ✓+ 3 1 l V ` V
�/ LARGEST PIPE. N4 REINFORCING ROD B T MAR • B
L J TYPICAL DESIGN M
j• '• SHAPE R TYPICAL SECTION
CONTOUR \
.rA •. OF PIPE 1 `TRANSITION GUTTER PAN SLOPE �_ J
TO 20:1 THROUGH RAMP LENGTHS B n O
1 't TRANSITION GUTTER PM SLOPE A GUTTER PM MAXIMUM SLOPE 20:1 LW CD n
• 1 t TO 20:1 THROUGH RAMP LENGTH L 1 W
i I J AIV W-O" Min. 4-p.� Mn. r 12:1 MO. 4111 MAX.
BACK OF CURB / v J
TYPE A \TMT
• e SLOPE TO DRAIN TO INVERT FABRIC o'
/ 9 OF OUTLET PPE NOTES: 20 WITH BUFFER STRIP GEOTE%TEE cEOTExr� T O
SECTION A -A STEPS WILL BE R UNLESS
N Nl STRUCTURES WITH A DEPTH OF 2' M1"' SECTION A -A FABRIC GEOTEXTILE • C _ y
I 4'-0" OR GREATER IRLEss OTHERWISE NOTED ON THE PLANS. FABRIC
• �': • N/" ALL STEPS SHALL PROTRUDE 41/i' FROM INSIDE FACE OF SECTION A -A SECTION A -A SECTION A -A P U O FSnFS..��1
TRANSITION BETWEEN : } •.} SIR 3 STRUCTURE WALL. PERMISSIBLE 0
PIPE DIAMETERS WHEN •e a METHOD OF TREATMENT IN DROP INLETS :�: „y,• ,:�; MAXIMUM STEP SPACING TO BE 16" C-C. CONSTRUCTION
MIN. 3S
DIFFERENT SIZES OF `���Y JOINT
PIPES ME ENCOUNTERED. STEPS SH WITHSTAND A MINIMUM FORCE OF 300 POUNDS WHEN
R EXTENDED 4Y/>" FROM THE FACE OF THE SUPPORT. W i
llzt
STEPS ARE TO BE VERTICALLY ALIGNED AND UNIFORMALY SPACED NOTES: Q U O uj
FOR THE ENTIRE DEPTH OF MY STRUCTURE. SECTION B-B "
TYPICAL SECTION N PRECAST UNITS STEPS MAY BE CAST IN PLACE, MORTARED EXAMPLE INSTALLATION METHODS - 1. FOR MULTIPLE LINE INSTALLATIONS, DIMENSION S IS TO GOVERN THE PROTECTION CL
NOES: (DIMENSIONS MAY VARY WITH INTO HOLES PROVIDED BY THE FABRICATOR, OR DRIVEN. NOTES: OUTSIDE THE CHARNEL WIDTH M. O
SHAPING OF MANHOLE MD !LET INVERTS IN ACCORDMCE WITH � MANUFACTURER'S DESIGN) SEE PLANS FOR LAYOUT
THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN r IMNMY DR 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS 1. FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE, SEE SHEET 1 ID 5.
2. ON MY INSTALLATION SPECIFIED
CULVERT OUTLET RUCTION 6 WHERE NO ACCORDANCE
O
WITH
END TAIL 2N IS SPECIFIED ON THE PLANS, CONSTRUCTION 6 TO BE W ACCORDANCE
ON PLANS N WHERE INVERT OF PIPE IS ABOVE INVERT OF � TO INVERT OF FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THEY MEET 2. THIS DESIGN TO BE USED FOR CONSTRUCTION THAT INCORPORATES WIDER SIDEWALK. LANDING WITH DETAIL 2 SHOWN ABOVE. � W
STRUCTURE. �j OUTLET PPE THE MINIMUM REQUIREMENTS SHOWN HEREON AND THE (4' WIDE( REQUIRED AT TOP OF CURB RAMP. MINIMUM CURB RAMP LENGTH 8 FEET FOR NEW �' ^ 1
CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS AND CONSTRUCTION. y 3. GEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS N,L AND I MATERIALS IN ` V
MANHOLE OR DROP INLET IS TO BE FORMED MD CONSTRUCTED CERTIFIED TEST REPORTS AL THE PROPOSED SUBSTITUTE AM HAS y =� ACCORDANCE WITH THE SPECIFICATIONS.
IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. n OF SUCH
WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE J. CUTTER PM SHALL BE A MAXIMUM SLOPE OF 20:1 AT THE RASP OPENING. JJ GEOTEXTILE
THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A v OF SUCH STEPS. I. DIACONAL PLACEMENT IS NOT PERMITTED. �¢ 3 4. S - DIAMETER OF CIRCULAR CULVERT N SPAN FOR BOX ELLIPTICAL OR ARCH CULVERT.
PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS MDR 3 (/) FABRIC H - DIAMETER OF CIRCULAR CULVERT N RISE/IEIGHT FOR BOX. ELLIPTICAL OR ARCH
CLASS C1 EXCEPT THAT 25Z OF COARSE AGGREGATE NAY BE ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLIP -RESISTANT 0 V) CULVERT. w
UP TO 4'I N DIAMETER AND CONSIST OF STONE, BROKEN BRICK, _ A;< SURFACES SUCH AS BUT NOT LIMITED TO. CORRUGATED KNURLED, VI �O SECTION B-B y
BROKEN
CONCRBE LEFT TEO R BROKEH BY ANN CO OF Hµ0 ROOWELLINGRFACE I I I M) ? ..: i"'t,: OR DIMPLED SURFACES. O a tO.7 i USE TYPICAL SECTION SHOWN N PLANS FOR SIDE SLOPE,BOTTN WIDTH AND DEPTH
'Of b MAXIMUM CUTLET OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND.
OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. .4. - ALUMINUM STEPS SHALL BE FABRICATED IN ACCORDANCE WITH (�
4 TYPE OF OUTLET PROTECTION MATERIAL VELOCITY MINIMUM "T" 'u
DETAILS OF INVERT SHARING AS SHOWN HEREON ARE FOR EXAMPLE - • • ASTM B221, ALLOY BOOS-T5. CROSSW K (ACHES) GO
PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - THAT PORTION OF THE STEP ENCASED IN MASONRY SHALL BE p (FOR DESIGN STORM)
INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET `lRD UNIFORMLY COATED WITH A BITUMINOUS, SOLVENT TYPE, ASBESTOS CROSSWALK II CUTLET PROTECTION MRAMUM LENGTH (U
CONFIGURATION AND FLOW LINES. * 4 FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL
SECTION B-B �z¢ SPECIFICATION TC-C-00498A. TYPICAL PLACEMENT CLASS Al aASs Al DRv RIPRAP 8 rv. 1a m
'wk TY' TYPICAL PLACEMENT AT INTERSECTION TYPE A INSTALur1N 5H =
PLAN CLAW I aASs x DRY RPRAP a rv. za `m
TYPE B INSTALLATION 5H
METHOD OF TREATMENT IN MANHOLES ALUMINUM STEP AT INTERSECTION WITHIN CROSSWALK a
WITHIN CROSSWALK (WITH BUFFER STRIP) cLA9s I CLASS DRY RPRAP 19 rp. 36 7
`VDOT SPECFCATION SPECIFICATION VpDT SPECIFICATION A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. VDOT SPECIFICATION VDDT N
STANDARD METHOD OF SHAPING REFERENCE REFERENCE ` REFERENCE CG-1Z DETECTABLE WARNING SURFACE ` REFERENCE ` c
ROAD AND BRIDGE STMOARDS STANDARD STEP ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS 204 CULVERT OUTLET PROTECTION ROAD AND BRIDGE STANDARDS m
SHEET 1 OF 1 REVISION DATE MANHOLE & INLET INVERTS REVISION DATE SHEET 1 OF 1 105 TYPE A (PERPENDICULAR) APPLICATION REVISION DATE SHEET 2 OF 5 245 REVISION DATE SHEET 1 OF 1
302 VIRGINIA DEPARTMENT OF TRANSPORTATION 502 303 VIRGINIA DEPARTMENT OF TRANSPORTATION Q
106.08 VIRGINIA DEPARTMENT OF TRN45PORTATION 106.09 504 VIRGINIA DEPARTMENT OF TRANSPORTATION 04/19 204.02 474 113.01
2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS w
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