HomeMy WebLinkAboutSUB202100115 Plan - Revision 2021-10-22 (2)SHEET 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 DETAILS
C3.0e
AND
AND
C3.01 -C3.03
EXISTING CONDITIONS
64.00 64.02
yr
AND SEDIMENT
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EROSIONCONTROL
PLANPHASE
C. DG
11
05
EROSION AND SEDIMENT CONTROL
PLAN PHASE
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
el 1.00
PRE AND POST LAND COVER MAPS
6 .I�
PRE ♦NR POST BRAIN GE AREAS
611.02
CTOR\/W/.TER 60MPLIANGE-
C11.03
STAMW TR CONVEYANCE CALCULATIONS
♦TIONS
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
LILAC 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 "RK&K", 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
—S = SEWER LINE
D = STORM DRAINAGE LINE
�IVV� = OVERHEAD UTILITY
w = WATERLINE
C = COMMUNICATION LINE
= TELEPHONE LINE
;b — = FIBER OPTIC LINE
BEFORE YOU DIG CALL
1.8111,
PROTECT YOURSELF, GIVE THREE
WORKING DAYS NOTICE
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OWNER
WORRELL LAND AND DEVELOPMENT COMPANY LC
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POST OFFICE BOX 5386
CHARLOTTESVILLE, VIRGINIA 22905
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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: 2.07 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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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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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.
B. 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:OOAM 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.
ACSA GENERAL WATER & SEWER CONDITIONS:
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA)
INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA
OFFICALS AT THE START OF THE WORK.
2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT
NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT.
THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND
STRUCTURES, AS NECESSARY.
3. ALL MATERIALS ARE CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE
GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADAPTED BY THE ACSA.
4. DATUM FOR THE ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF
COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF THE PIPE. THIS INCLUDES
ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC.
7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE
VALVE DURING A FUTURE EXTENSION OF THE LINE.
9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULLTION
REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS
THE SAFE DRINKING WATER ACT).
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
UNSTA
SOIL
L BACKFILL 4'IMI
R. H..
MIN MIN. #68 $TONE
9LL AS ';
BY ACSA /ST� ":" \
�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
PIPE SLOT
(2 PLACES)
COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
19" 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
TD-13
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
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AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
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II VALVE BOX W/ LID
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THRUST BLOCK
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NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
TD-9
INISHED GRADE
-11�I I I
AIR RELEASE VALVE
BRASS OR BRONZE PIPE VRROOL E GATE
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p I - 11-,.
SOU CEMENT IS
K CRUSHED STONE
COPPER " SOFT
CORPORATION STOP
NOTES:
1) AREASC OR MANHOLE TRR BOX ASONE SEMBLY IN NON -TRAFFIC WATER AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATI;RLINES SMALLER THAjjd 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
NOTES:
1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 F CAST IN PLACE,
4000 PSI IF PRECAST.
3. CURB HAVING A RADIUS OF 300 FEET OR LESS
(ALONG FACE OF CURB) WILL BE PAD FOR AS
RADIAL CURB. -
4. AASEP
EDEPTH OF CURB 3" IAY BE REDUCED
M DEPTH) OR INCREASEDMCH
UCH AS
3" (21" DTH)IN ORDER THAT THE BOTTOM
OF CURB WILL COINCIDE WITH THE TOP OF A
COURSE OF THE PAVEMENT SUBSTRUCTURE.
OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN.
NO AD
NO IN THE PRICE BID IS TO BE MADE
FOR A DECREASE OR AN INCREASE N DEPTH. i
6. CG-2 IS TO BE USED ON ROADWAYS MEETING
THE REQUIREMENTS FOR CG-6 AS SHOWN IN
APPENDIX A OF THE VDOT ROAD DESIGN MANUAL, ,n
N THE SECTION ON GS URBAN STANDARDS.
ACCEPTABLE ALTERNATIVE
IF CURB IS EXTRUDED
4•
8"
R
BASE
SUBBASE
CG-2
REFERENCE I STANDARD 611 CURB
ROAD AND BRIDGE STANDARDS
105 REVISION DATE SHEET L OF 1
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
zm.o1
2016 ROAD & BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS
CG-6
NOTES:
I. THIS ITEM MAY BE PRECAST OR CAST N PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST N PLACE,
4000 PSI IF PRECAST.
3. COMBINATION CURB L CURTER HAVING A RADIUS
OF 300 FEET OR LESS (ALONG FACE OF CURB)
SHALL BE PAD FOR AS RADIAL COMBINATION
CURB 6 GUTTER.
4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE
LAYER, THE BOTTOM OF THE CURB L GUTTER
SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE
OF SUBBASE COURSES AND TO THE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF OG-6
IS 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
,
• D,
D
� D
�•
D
o D
�
e
A
BE CONCRETE
OF THE CONTRACTOR
SPECIF� `VCiCTF
REFERENCE COMBINATION 6" CURB AND GUTTER ROM AND BRIDGE STANDARDS
105 REVISION DATE SHEET 1 OF 1
502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03
2016 ROAD & BRIDGE STANDARDS
1• COMPRESSION x 3/4' MALE PIPE COUPLING
OR APPROVED EQUAL
TEE
NOTE
NO SWEATED TITPNGS
DUAL SERVICE
1' TAPE 'K'
SOFT COPPER
SINGLE SERVICE
NOTE:
I) SADDLES SHALL BE USED ON PVC PIPE.
���((( 36' MIN.
1/8 BEND COUPLING / \
/ ps
701
U
01
FOR USE ON ATTACHED SINGLE FAMILY
RESIDENTIAL SERMCES OR DUAL RESIDENTIAL
AND IRRIGATION SEANCES.
R
P COMPRESSION x 3/4' MALE PIPE COUPLING
OR APPROVED EQUAL
FOR USE ON DETACHED SINGLE FAMILY
RESIDENTIAL SERVICE WHERE AN IRRIGATION
METER IS NOT PROVIDED.
IRON LID
GRADE
--� -CORPORATION STOP yq'w�l -"mce As
�,i :4i•��,"' NECESSARY
K�
SAND OR DUST UNDER--S2:�Y`.!k,. 'S� q' DIpMEIER GRAIN PIPE, 12'
BOX AND SEi1ER (2-INCH LONG STONE ROCKET, MT
MINIM %TO," ,4 L" ° S ' .A�I?3',Ka`• SPEC. No.. 57 AGGREGATE UM THICKNESS) yys.jyAiA.,y i.:.»o3>K `a 203,
TYPICAL SERVICE LATERAL INSTALLATION
(5/8" & 1" METERS)
NTS
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PLAN SHEET KEY
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
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LEGEND: / r
BP = BRADFORD PEAR TREE PVC = POLYVINYL CHLORIDE
BPP = BLACK PLASTIC PIPE RCP = REINFORCED CONCRETE PIPE
BIR = BIRCH TREE SP = SIGNAL POLE
CO = CLEAN OUT SYC = SYCAMORE TREE
CED = CEDAR TREE S = SIGN
COMM = COMMUNICATION
SSMH -SANITARY MANHOLE
CM = CREPE MYRTLE TREE SDMH = STORM DRAIN MANHOLE
CMP = CORRUGATED METAL PIPE TP = TELEPHONE PEDESTAL
DIP = DUCTILE IRON PIPE TVP = TELEVISION PEDESTAL
FH = FIRE HYDRANT TW = TOP OF WALL
GV = GAS VALVE TREE = UNKNOWN SPECIES
GNDL = GROUND LIGH WLO = WILLOW TREE
GINKGO = GINKGO TREE WM = WATER METER
GUM = GUM TREE WV = WATER VALVE
HH = HANDHOLD 12TREE25 = 12" TREE 25' CROWN SPREAD
HEM = HEMLOCK TREE +480.50 = SPOT ELEVATION
HOL = HOLLY TREE
ICV = IRRIGATION CONTROL VALVE G = GAS LINE
IS = IRON SET E = ELECTRIC LINE
IF = IRON FOUND 5 = SEWER LINE
JM = JAPANESE MAPLE TREE = STORM DRAINAGE LINE
LP = LIGHT POLE w = WATERLINE UTILITY
LOC = LOCUST TREE a = COMMUNICATION LINE
MAP = MAPLE TREE T. = TELEPHONE LINE
OHC = OVERHEAD COMMUNICATION a - = FIBER OPTIC LINE
OHE = OVERHEAD ELECTRIC
SURVEY CONTROL
lkL1bI��[11l:il:�i.�
T-IB318001
3896684.28600
11499899.30400
529.59
T-18318335
3897031.47800
11500126.57700
483.06
T-18318336
3896788.28800
11500218.44700
485.83
T-18318365
3896996.42800
11500314.37000
470.05
T-18318366
3896907.82000
115OO2O7.343OO
486.34
T-18318534
3897257.21900
11500299.08400
495.66
T-18337063
3897142.01300
11500418.98300
494.51
T-18337064
3897378.74900
115OO446.iBBOO
505.92
T-18337291
3897308.91500
11500478.27700
502.11
T-18348011
3896853.75300
11499727.73700
530.14
T-19282227
3896931.20600
11499825.13400
519.22
T-19282286
3896829.92600
115000BB.i55OO
502.16
T-19282692
3896950.01B00
11499620.27700
533.47
T-19284075
3897427.78100
11499790.60700
529.60
T-19284076
3897122.67000
11499688.36700
535.14
T-19284281
3897032.70600
11499584.52700
538.64
T-19285218
3897171.28200
11500209.76200
478.13
SURVEY DATE: OCTOBER 31,2019 T-19287285
3897578.77400
11499497.20700
527.27
NAVD '88 VERTICAL DATUM T-19287405
3897323.76600
11499574.92900
536.53
20
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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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SURVEY CONTROL
PLAN SHEET KEY BP = BRADFORD PEAR TREE PVC = POLYVINYL CHLORIDE
BPP - BLACK PLASTIC PIPE NAME NORTH EAST ELEVATION
RCP =REINFORCED CONCRETE PIPE
BIR = BIRCH TREE SP = SIGNAL POLE
CO = CLEAN OUT SYC = SYCAMORE TREE T-18318001 3896684.28600 11499899.30400 529.59
20 0 20 40
����������� E TELEPHONE LINE T-19287285 3897578.77400 11499497.20700 527.27
MAP = MAPLE TREE
11 _ OHC = OVERHEAD COMMUNICATION FIBER OPTIC LINE T-19287405 3897323.76600 11499574.92900 536.53 HORIZONTAL SCALE
Scale: 1 - 500I OHE = OVERHEAD ELECTRIC
CED
OC OC S
= CEDAR TREE
S = SIGN
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
=CORRUGATED METAL PIPE
SDMH
TP=TELEPHONE
= STORM DRAIN MANHOLE
PEDESTAL
T-18318365
3896998.42800
11500314.37000
470.05
DIP
DIP
=DUCTILE IRON PIPE
TVP =
TELEVISION PEDESTAL
T-18318366
3896907.82000
11500207.34300
486.34
FH =
FIRE HYDRANT
TW =
TOP OF WALL
T-18318534
3897257.21900
11500299.08400
495.66
GV =
GAS VALVE
TREE
= UNKNOWN SPECIES
T-18337063
3897142.01300
11500418.98300
494.51
GNDL= GROUND LIGH
WLO
= WILLOW TREE
T-18337064
3897378.74900
11500446.18800
505.92
GINKGO
= GINKGO TREE
WM =
WATER METER
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
T-19282227
3896931.20600
11499825.13400
519.22
HEM
= HEMLOCK TREE
+480.50 = SPOT ELEVATION
T-19282286
3896829.92600
11500088.15500
502.16
ICV
ICV
HOLLY TREE
=
= IRRIGATION CONTROL VALVE
=GAS LINE
T-19282692
3896950.01800
11499620.27700
533.47
IS =
IRON SET
�, ELECTRIC LINE
T-19284075
3897427.78100
11499790.60700
529.60
IF =
IRON FOUND
�= SEWER LINE_
D = STORM DRAINAGE LINE
T-19284076
3897122.67000
11499688.36700
535.14
JM =JAPANESE
MAPLE TREE
=OVERHEAD UTILITY
T-19284281
3897032.70600
11499584.52700
538.64
LP =
LIGHT POLE
W = WATERLINE
T-19285218
3897171.28200
11500209.76200
478.13
- COMMUNICATION LINE
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LEGEND: suRVEv CONTROL . D°Y`0: d "4::
PLAN SHEET KEY BP = BRADFORD PEAR TREE PVC =POLYVINYL CHLORIDE tioe:%. g
BPP = BLACK PLASTIC PIPE RCP = REINFORCED CONCRETE PIPE NAME NORTH EAST ELEVATION * ';. �° I I - .:...'_:'.': �
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BIR = BIRCH TREE SP = SIGNAL POLE n......... -
-� CO =CLEAN OUT SYC =SYCAMORE TREE T-18318001 3896684.28600 11499899.30400 529.59 }��a.d I''
CED =CEDAR TREE S =SIGN 'e` `m°, c`a
T-18318335 3897031.47800 11500126.57700 483.06
� COMM = COMMUNICATION SSMH = SANITARY MANHOLE T-18318336 3896788.28800 11500218.44700 485.83 00
CM = CREPE MYRTLE TREE SDMH = STORM DRAIN MANHOLE T-18318365 3896998.42800 11500314.37000 470.05
i^ CMP = CORRUGATED METAL PIPE TP = TELEPHONE PEDESTAL INSET'A'
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 1'1
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 �,GAS LINE T-19282692 3896950.01800 11499620.27700 533.47
I'll., t'�' r ICV =IRRIGATION CONTROL VALVE
r IS = IRON SET S = ELECTRIC LINE Innovation. Integrity. Vision. T-19284075 3897427.78100 11499790.60700 529.60
•t• �-= SEWER LINE
IF = IRON FOUND p = 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
CHARLOTTESVILLE, VIRGINIA 22901
a LP = LIGHT POLE �= WATERLINE T-19285218 3897171.28200 11500209.76200 527.27
LOC =LOCUST TREE � =COMMUNICATION LINE OFFICE: 434-974-1417 T-19287285 3897578.77400 11499497.20700 527.27 40 0 40
MAP = MAPLE TREE T. = TELEPHONE LINE FAX: 434-974-1776 T-19287405 3897323.76600 11499574.92900 536.53 I 7
Scale: 1 tt = 5001 OHC = OVERHEAD COMMUNICATION w- = FIBER OPTIC LINE www.lincolnsurveying.com HORIZONTAL SCALE
OHE = OVERHEAD ELECTRIC
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Q
Scale: 1" = 500'
6' ASPHALT
PAVED SIDEWALK
WORRELL LAND AND DEVELOPMENT COMPANY LC
TMP 78_2006
2s 2 ACRES
-PARCEL B -
3.9f ACRES
PRC: 7+11.f
MILL AND OVERLAY 7' FROM
CENTERLINE ALONG EXISTING
ASPHALT PAVEMENT (TYP)
i
i
PCC: 6+57
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
PARCEL "W,,
0400
—ACRES
TMP 78-2005
PAVILION
NSTPROPERTIES
;202000001661
FOUR LLC
DEL 05276 P. 0427-00431
/
/
/
/
NEW PARCEL LIMITS
(TYP) /
/
/
PCC: /8+87.32
' N
/ O
N
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Z
W
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• CG-12 (TYP)
•
9+00 �12
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• • \ PAVEMENT AS NECESSARY oe 0 20
\ TO OBTAIN 24' WIDTH a syF O 0� z
ALONG WORRELL DRIVE 1/ Z J
F s,
.10 PT: 10+11.54 S9oF2rF a J
x \ Z
\ PROTECT
SPEED EXISTING
IT U
ELOCATED BOLLARDS \I ui
TYP) FUTURE i Q
ENTRANCE W O
MAINTAIN ACCESS TO \ (BY OTHERS)
ASPHALT PATHS AT \ EP: 10+48.04 I C) Q Q
ALL TIMES (TYP) °a J
0. J m
'0 \ Q
CONNECT TO EXISTING J
ASPHALT PAVEMENT
u
\ MAINTAIN ACCESS TO
CROSSOVER ROAD
\ AND WORRELL DRIVE
AT ALL TIMES
20 0 20
HORIZONTAL SCALE
40
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PC: 13+75.40
i
6' ASPHALT��
PAVED SIDEWALK
(TYP)
PC: 11 1:
�T C6„
/ 00
PLAN SHEET KEY
Scale: 1 " = 500'
1
/
/
/
MAINTAIN ACCESS TO
WORRELL OFFICE
BUILDING AT ALL
TIMES
CONNECT TO EXISTING
ASPHALT PAVEMENT
i
6' ASPHALT PATH
(TYP)
-PARCEL B -
3.9t ACRES
W
op
NEW PARCEL LIMITS
WORRELL LAND AND DEV
TMP 7g-2006 T COMPANY LC
2s ZRES
W I� i
W
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SCALE = 1":40'
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HORIZONTAL SCALE
PLAN SHEET KEY
Scale: 1 " = 500'
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
121,
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)
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
RIM = 503.56
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 = 483.86
12"
INV IN=482.00 (SW)
ES-1 (12")
H = 1.86
5-2
RIM = 489.38
12"
INV OUT=482.98 (NE)
DI-313, L=8'
H = 6.40
6-1
ES-1 (18")
RIM = 476121
H = 2.2
18"
INV IN=474.00 (SE)
6-2
DI-3C,
RIM = 478.23
15"
INV IN=474.18 (SE)
18"
INV OUT=474.08 (NW)
L=14'
H = 4.15
6-3
RIM = 478.26
15"
INV OUT=474.47 (NW)
DI-3C, L=6'
H = 3.79
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"
48.04'
2.0%
RCP CLIII
6-2
6-1
18"
12.80'
0.6%
RCP CLIII
6-3
6-2
15"
32.71'
0.9%
RCP CLIII
EX -DI
1-2
15"
38.12'
1.2%
RCP CLIII
HEAVY PAVEMENT
(MAIN ACCESS DRIVES)
NOT TO SCALE
2" SM-9.5A ASPHALT
2" IM-19.OA ASPHALT
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 p5
SEDIMENT (TYP.)
HANDBOOKK TYP.P.TO
TIE TO
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GROUND
1. DESIGN SPEED USED FOR PROPOSED ROAD = 25 MPH.
TIE TOJ
EXISTING
GROUND
VDOT STD CG-6
2% MAX
12' LANE
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HEAVY PAVEMENT (SEE J o a
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TYPICAL CROSS SECTION ALONG WORRELL DRIVE
NOT TO SCALE
2 4.0'
0.5'�
► 10' LANE
2.0'
10' LANE
s'
Y.•!. ..• I- I-
-1
Z W 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'�
TS TO BE INSTALLED IN
ACCORDANCE WITH
pg THE VA. EROSION AND
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-TIE TO
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TO BE INSTALLED IN
ACCORDANCE WITH
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PLAN SHEET KEY
Scale: 1 " = 500'
WORRELL LAND AND DEVELOPMENT COMPANY LC
TMP 78-2OC6
25,2=RES
PARCEL D
3.9t ACRE<,
PCC: 7+57.:
TC484.
FL484.
I /
I /
PRC: 7+11.98
c9 °" 9sF ,F �
p`92/fC487.17
v2 <' 9F` I / FL486.67
A9S S FT I
. 0
T I 1
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co^pe�
PCC: 6+57.78
/ I I TC494.14
/ I FL4941
/
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/
10
RIP -RAP EC-1 TYPE Al o0 % /� / PARCEL A
/ 3.0 CYD OVER FILTER GT tic l 2.0t ACRES
FABRIC BASE LAYER 06. 9's Y
l 991� Fq BOLLARDS TO NOT BE 1
PCC: /8+87.32 oO49c99 IN CONFLICT WITH
CORE DRILL 6" PVC 6-1 s9e�2F PROPOSED WATERLINE
SANITARY SEWER 7 ' I r
JERAL AND INSTALL 6_2 / y'�'9/ \ CG-12 (TYP)
FLEXIBLE BOOT TO /'�8s2 1
EXISTING MANHOLE / TC478.54 Tca7a.7s rCa7883 .`\t: • ,J \ \
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NFIRM 8" SANITARY PCC: 8+69.99 • os / 1 \ \ �r
LATERAL LOCATION. • r�
TEND WITH 8" PVC 1" DOMESTIC
AND CLEANOUT.O WATERLINE
9+00 _ \ 7y (POLYETHYLENE)
i •
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• TC478.20 �,• r \
NN • FL477.70 TC478.90 . \
TC478.50 _ 6-3 FL478.90
FL478.00 i � � _ _ \ ,� \ /°XO � 10+11.54
•
30.78 LF OF 6" PVC/// TC484.17 \
SANITARY SEWER LATERAL / \ \ \ \ \ FL483.67
AND CAP (S=0.45%) / - oL s �s \ \ \ \ \
INV. IN= 473.89 6� �� Arc\ \ \ \ \ \t I \ EP: 10+48.04
INV. OUT= 473.75
1" COPPER
(SEE NOTE #2, THIS SHEET) I ' I I 22 I \� N \ \ \ \ so
Q� T \ WATER LINE
TC484.3
FL4 CP8.
\ 'o \ 1" GATE VALVE AND
\ \ 4t v0 FL488 9 AIR RELEASE VALVE
TC486.2 / / / / / \ \ \ ,� \\ \ \ \\ \� EX487.94 ,
FLa85 CONNECT TO EXISTING / I / \ \ \ TC488.39 WATER
ER EXISTING
WATER SERVICE LINE I ( \ \ \ \ \ \ \ \ \\ \ FL487.89 / \ WATER SERVICE LINE 1
6.0 v / / / \ \\\� \\\\\ \�.\\\\ \\ \ / \ / WITH 5/8" WATER
486 1 / / A \ \ \ \\ \ \\\\\ \ \1 ) _ \ METER AND YOKE
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THIS SHEET) \
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w RIP -RAP EC-1 TYPE \ \ \ \
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TC503.19 I � l 1 \ \ \ \ \ \ �' \• \. /
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5-2 /jj 27cs l 1 \ \ \' / / \ VQ
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D.B. 05276 P. 0427-00431
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LEVEL SPREADER
(L=10', W=8', D=0.5')
w/RIP-RAP EC-1 TYPE
Al 2 CYD OVER FILTER
FABRIC BASE LAYER
UTILITY SERVICE NOTES:
1. 8" WATER MAIN SHALL BE PRESSURE TESTED AND
DISINFECTED BEFORE ANY CONNECTION IS MADE.
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.
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20 0 20
HORIZONTAL SCALE
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
H
= 517.38
= 4.97
12" INV IN
=512.51 (SE)
15"
INV OUT=512.41 (W)
2-1
ES-1 (12")
RIM
H
= 526.59
= 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
ES-1 (15")
RIM
H
= 520.98
= 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-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
H
= 497.46
= 1.94
15" INV IN
=495.52 (NW)
4-2
DI-3B, L=6'
RIM
H
= 503.56
= 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
H
= 483.86
= 1.86
12" INV IN
=482.00 (SW)
5-2
RIM
= 489.38
12"
INV OUT=482.98 (NE)
DI-3B, L=8'
H
= 6.40
6-1
ES-1 (18")
RIM
H
= 476.21
= 2.21
18" INV IN
=474.00 (SE)
6 2
DI-3C,
RIM
= 478.23
15" INV IN
=474.18 (SE)
18"
INV OUT=474.08 (NW)
L=14'
H
= 4.15'
6-3
RIM
= 478.26
15"
INV OUT=474.47 (NW)
DI-3C, L=6'
H
= 3.79
,I
I
9,
0 8
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
1 3-2
15"
1 15.84'
1.1%
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"
48.04'
2.0%
RCP CLIII
6-2
6-1
18"
12.80'
0.6%
RCP CLIII
6-3
6-2
15"
32.71'
0.9%
RCP CLIII
EX -DI
1-2
15"
38.12'
1.2%
RCP CLIII
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PLAN SHEET KEY
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"
1 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"
48.04'
2.0%
RCP CLIII
6-2
6-1
18"
12.80'
0.6%
RCP CLIII
6-3
6-2
15"
32.71'
0.9%
RCP CLIII
EX -DI
1-2
15"
38.12'
1.2%
RCP CLIII
STORM SEWER STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
RIM = 517.45
12"
INV OUT=513.62 (NW)
DI-313, 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-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
RIM = 497.46
15"
INV IN=495.52 (NW)
ES-1 (15")
H = 1.94
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-31B, L=6'
H = 4.25
5-1
ES-1 (12")
RIM = 483.86
H = 1.86
12"
INV IN=482.00 (SW)
5-2
RIM = 489.38
12"
INV OUT=482.98 (NE)
DI-31B, L=8'
H = 6.40
6-1
ES-1 (18")
RIM = 476.21
H = 2.21
18"
INV IN=474.00 (SE)
6-2
DI-3C,
RIM = 478.23
15"
INV IN=474.18 (SE)
18"
INV OUT=474.08 (NW)
L=14'
H = 4.15
6-3
RIM = 478.26
15"
INV OUT=474.47 (NW)
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1-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hrD 1-Year Rainfall=3.40"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCAD® 10.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Pace 1
Summary for Subcatchment 1S: A Pre
Runoff = 239.06 afs @ 12.12 hrs, Volume= 718,292 d, 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-hrD 1-Year Rainfall=3.40"
Area (ac) CN Description
77.650 79 <50% Grass cover, Poor, HSG B
107.000 84 Weighted Average
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (ds)
5.0 Direct Entry,
Subcatchment 1S: A Pre
__I___I___I__-__
28
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J--1--1--Runoff Depth>118T'-
FC=Siimin-
23 24
Time (hours(
WorrellQuantity NOAA 24-hrD 1-Year Rainfall=3.40"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCAD® 10.00-21 s/n 10322 ® 2018 HydroCAD Software Solutions LLC Pane 2
Summary for Subcatchment 2S: A Post
Runoff = 258.14 ds @ 12.12 hrs, Volume= 780,002 d, 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-hrD 1-Year Rainfall=3.40"
Area (ac) CN Description
66.650 79 <50% Grass cover, Poor, HSG B
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) (ff/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: A Post
--I --I --I --i --I - --� ---
29
--r--r--r--r--r----r--r C'
28
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I I
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18
160
14
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120
,
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I I I I I I I I I I I
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1 12 13 14 15 16 17 18 19 20 21
Time (hours)
WorrellQuantity NOAA24-hrD 1-Year Rainfall=3.40"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCAD® 10.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Pace 3
Summary for Pond 11 P: Upper Pond
Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth > 2.01" for 1-Year event
Inflow = 258.14 ds @ 12.12 hrs, Volume= 780,002 or
Outflow = 258.14 cfs @ 12.12 hrs, Volume= 780,001 cf, Atten= 0%, Lag= 0.0 min
Primary = 258.14 cis @ 12.12 hrs, Volume= 780,001 of
Routing by Stor-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 cf 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
Coef. (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=922.55 cis @ 12.12 hrs HW=484.01' (Free Discharge)
1=Broad -Crested Rectangular Weir(Weir Controls 801.53 cfs @ 10.34 fps)
2=0rifice/Grate Orifice Controls 121.02 cis 17.12 s
( @ fps)
Pond 11P: Upper Pond
1
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■Inflow
■ Prima
28
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y�#�n
ry
14
JrrjfJtivlf�A
22
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20
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,'
1s
18
30 14
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,
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10
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811
8
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4
WorrellQuantity NOAA 24-hr D 1-Year Rainfall=3.40"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCAD® 10.00-21 s/n 10322 ® 2018 HydroCAD Software Solutions LLC Pace 5
Summary for Pond 18P: Upper Pond
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 1.85" for 1-Year event
Inflow = 239.06 ds @ 12.12 hrs, Volume= 718,292 d
Outflow = 239.06 ds @ 12.12 hrs, Volume= 718,291 cf, Atten= 0%, Lag= 0.0 min
Primary = 239.06 cis @ 12.12 hrs, Volume= 718,291 d
Routing by Stor-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 d
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 834.8 - 834.8 )
Volume Invert Avail.Storag a Storage Description
D
#1 484.00' 9 352 d Custom Stage Data Prismatic fisted 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
Coef. (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 ds @ 12.12 hrs HW=484.01' (Free Discharge)
�1=Broad-Crested Rectangular Weir(Weir Controls 801.41 cfs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.01 cis @ 17.12 fps)
Pond 18P: Upper Pond
28
-
1I I I I I I g
240
,
22
,
,
I
J
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20
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12
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■ Primary
2-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hrD 2-YearRainf611=4.10"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCAD®10.00-21 s/n 10322 ® 2018 HydroCAD Software Solutions LLC Pace 7
Summary for Subcatchment 1S: A Pre
Runoff = 315.42 cis @ 12.12 hrs, Volume= 954,374 cf, Depth> 2.46"
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 2-Year Rainfall=4.10"
Area (ac) CN Description
77.650 79 <50% Grass cover, Poor, HSG B
# gaff I.. rf0
107.000 84 Weighted Average
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) Wit) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: A Pre
_L _L _II _L
_L _L _L _ _L_J _J
_
N0
---- -----------------�--------------------a,c
----
-------
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280
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260
--'-R tDPf,Area=t000Qt-
240
220
� ---- � ---- -----II -----------II------------------�-
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20
----
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,--,,--Runoff -Depth>2.--
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_8
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------------------
15
Time (hours)
■ RunoR
WorrellQuantity NOAA 24-hrD 2-Year Rainfall=4.10"
Prepared by (enter your company name here) Printed 10/19/2021
HydroCADO 10.00-21 s/n 10322 ® 2018 HydroCAD Software Solutions LLC Pace 8
Summary for Subcatchment 2S: A 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 Span= 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
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) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: A Post
�__l
300
240
-I -
-- -- -------- --- --- -
1
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1
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■ RunoR
WorrellQuantity NOAA 24-hrD 2-Year Rainfall=4.10"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCAD® 10.00-21 s/n 10322 ® 2018 HydroCAD Software Solutions LLC Pace 9
Summary for Pond 11 P: Upper Pond
Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth> 2.63" for 2-Year event
Inflow = 335.46 ds @ 12.12 hrs, Volume= 1,023,346 d
Outflow = 335.46 cis @ 12.12 hrs, Volume= 1,023,345 cf, Atten= 0%, Lag= 0.0 min
Primary = 335.46 ds @ 12.12 hrs, Volume= 1,023,345 d
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 d 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
Coef. (English) 2.80 2.92 3.08 3.30 3.32
( 9 )
#2 Primary 469.87' 36.0" Vert. Orifice/Grote C= 0.600
nmary OutFlow Max=923.05 ds @ 12.12 hrs HW=484.02' (Free Discharge)
=Broad -Crested Rectangular Weir(Weir Controls 802.01 afs @ 10.34 fps)
2=0riflce/Grate (Orifice Controls 121.04 afs @ 17.12 fps)
Pond 11P: Upper Pond
38 0.
__L__I__J__J__!__L__L__L_{
34
32
30
28
28
240
p 22
-~
Tj 20
,
18
I I I I I
,
14
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10
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■ Inflow
■ Pnmery
_1!CiriyLw �rctr5_w,vw,vw �r
Time (hour.)
WorrellQuantity NOAA 24-hr D 2-Year Rainf611=4.10"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCAD® 10.00-21 s/n 10322 ® 2018 HydroCAD Software Solutions LLC Peas 11
Summary for Pond 18P: Upper Pond
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 2.46" for 2-Year event
Inflow = 315.42 ds @ 12.12 hrs, Volume= 954,374 d
Outflow = 315.42 ds @ 12.12 hrs, Volume= 954,374 d, Atten= 0%, Lag= 0.0 min
Primary = 315.42 ds @ 12.12 hrs, Volume= 954,374 d
Routing by Stor-Ind method, Time Span= 1.00-24.00 his, dt= 0.04 hrs
Peak Elev= 484.02' @ 12.12 hrs Surf.Area= 946 sf Storage= 15 d
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 d 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
Cost (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 cfs @ 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 cis @ 17.12 fps)
Pond 18P: Upper Pond
Hydrograph
C
32
30
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28
28 ,
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22
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20
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18
I I I I I I I I I
14
12
10
8
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Time
-'i
■ Inflow
■Primary
EIev=4840'-
-- 1-4 --r--r tt�raj fwt7k_cf-
I I I I I I I I I I
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10-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hr D 10-Year Rainfall=6.20"
Prepared by {enter your company name here) Printed 10/19/2021
HydroCADS 10.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Pane 13
Summary for Subcatchment 1S: A Pre
Runoff = 548.59 cis @ 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 his, 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
4 nn q.n lr9
107.000 84 Weighted Average
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (ds)
5.0 Direct Entry,
Subcatchment 1S: A Pre
50
50
40
35
'
• 30
-r_l -,-,
25
20
15
I I I I I I I I I
I I I I I i
100,I
I I I I
I i I i I I
■ Runofl
j NQ/A4rb_
10-71111llnifal�=G.2 'r
R_un_ofF_Ar_ea=f07i00b aC
_L
RWnbff Volurdei1,701:I ,369 �f
j Rbn6fflDe0tH>4.38"
,CN=
814
1 1 1 1 1 1 1 1 1 1
I I I I I I I I I I I
I I I I I I I I I
I I I I I I I
I i I i I i
Time (hour)
WorrellQuantity NOAA 24-hrD 10-Year Rainfall=6.20"
Prepared by {enter your company name here) Printed 10/19/2021
HydroCADS 10.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Pane 15
Summary for Pond 11P: Upper Pond
Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth > 4.60" for 10-Year event
Inflow = 569.08 cis @ 12.12 hrs, Volume= 1,785,140 d
Outflow = 569.08 ds @ 12.12 hrs, Volume= 1,785,139 d, Atten= 0%, Lag= 0.0 min
Primary = 569.08 cis @ 12.12 hrs, Volume= 1,785,139 d
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 d
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center-af-Mass det. time= 0.0 min ( 801.3 - 801.3 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 d 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 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (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=924.56 ds @ 12.12 hrs HW=484.03' (Free Discharge)
1�1=Broad-Crested Rectangular Weir(Weir Controls 803.47 ds @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.09 ds @ 17.13 fps)
NOAA 24-hrD 10-Year Rainfall=6.20"
your company name here) Printed 10/19/2021 t
s/n 10322 ® 2018 HvdroCAD Software Solutions LLC Peas 14 "
Summary for Subcatchment 2S: A Post
Runoff = 569.08 cis @ 12.12 hrs, Volume= 1,785,140 d, Depth> 4.60"
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 fact CN Description
66.650 79 <50% Grass cover, Poor, HSG B
40.350 98
IVI.VVV oo veeiyureonveiaye
66.650 62.29% Pervious Area
40.350 37.71 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (fAMI (fflffl (ff/serl (cfc)
5.0 Direct Entry,
Subcatchment 2S: A Post
Hydrograph
I I I I
50
SW OB CIs
ss 1 FIi)7�A4r b
so i I I i- i
1 1 1 J R11014ffVOICitfi ell-l",T40-d
,0
i I I I I I I I I I I RYrr Qrrh �Y VI.
35I I I I I I I I I I I I I I I
LL
_lI -Ttr=5.0`Mtn
30 ------
IMM6LLLL JJJ1JL
20
150
100
-� -- - r- '--=- -r--
I I I I I I I I I
1 12 13 14
Time (hours)
■ RunoH
2 3 4 5 6 7 8 9
Pond 11P: Upper Pond
__y__ __�__r__�___I__y__y__r__r__r __�__
■Inflow
■ Pnmary
K
epk E�ev=-4r84:0•
_ r__ r__ r__r __r_ _r__r__r__ _
I I I I tgraj[e=2 t3f
-r--r--r--r--r-�--r-- - r
I I I I I I I I I I
I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
Time (hours)
15 16 17 18
WorrellQuantity NOAA 24-hrD 10-Year Rainfall=6.20"
Prepared by {enter your company name here) Printed 10/19/2021
HydroCADS 10.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Pane 17
Summary for Pond 18P: Upper Pond
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 4.38" for 10-Year event
Inflow = 548.59 ds @ 12.12 hrs, Volume= 1,701,369 d
Outflow = 548.59 ds @ 12.12 hrs, Volume= 1,701,368 d, Atten= 0%, Lag= 0.0 min
Primary = 548.59 cis @ 12.12 hrs, Volume= 1,701,368 d
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= 951 sf Storge= 27 d
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 d 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
Coef. (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 ds @ 12.12 hrs HW=484.03' (Free Discharge)
1=Broad -Crested Rectangular Weir(Weir Controls 803.35 ds @ 10.34 fps)
2=0rifice/Grate (Orifice Controls 121.09 cis @ 17.13 fps)
Pond 18P: Upper Pond
Hydrograph
50
I I I
55
__r __r_i__�__r__r__r_
I I I I I I I
5001I
I I I I I I I
45
-
__r_ �__-__-__r__r__r_ -_---
I I I I I I I I I
400
" 35
I I I I I I I I I
_I
I I I I I I I I I
25
i
I I I I I
20
I I I
100,
_-r--r-------r--r--r--r--r-
I I I I I I I I I ■ Inflow
_r_-__J__}__7__ r__r__r_ -__ ■Pmnary
I I I I I I I
I I I I I I I I I I I
_r__r__r__r __I__-__r__r__r__r __r_
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I
I I I I I I I
I I I I I
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hours)
N
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J
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0
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Page 6F-62
September 2019
September 2019
Page 6H-5
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 exiting 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 8', 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 50W--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 idenh; fled with signs indicating to motorist they are
entering or exiting a potential construction/maintenance area.
September 2019
Signing for Project Limits
(Figure TTC-53.0)
- _ G20-2 (V)
500 ±
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7 7 7
PROJECT LIMITS
Page 6H-115
oos EL
SEE NOTES 2 & 7
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ROAD
i� WORK OR (SEE NOTE 2)
AHEAD
SEE
NOTE 7 G20-1 (V)
ORK
NEU n( MILES SEE NOTES
3 & 4
Figure 6F-8, Channelizing Devices
GROUP
TUBULAR MARKER & CONE
-_ 2 Inches
_ 3Inches
'36° 2 to 6 Inches
MIN -3 whas
36
Inches
1: Revision 1 - 4/1/2015
e
_ 3 to 4 Inches
6 Inches
_ 2 Inches
4 Inches
I
36"
GROUP2
DRUM, VERTICAL PANEL,
DIRECTIONAL INDICATOR BARRICADE &
LONGITUDINAL CHANNELIZING DEVICE
12"
MIN
i
12"
MAX
TYPE 3 BARRICADES
I.� 4 OR 8 =FFT -I
r
e -he
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 5INCH ORANGE & WHITE
FLUORESCENT PRISMATIC (HIGH OBSERVATION ANGLE)
LENS STRIPES REQUIRED
36"
MIN
Table 6H-2, Taper Length Criteria and Taper Length Chart
Type of Taper
Taper Length (L)
Merging
L= Minimum
Shifting
See table below2
Shoulder
1/3 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
< 25
95
105
115
125
L= S2W/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
700
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 % L should be used?
Table 611-3, Length of the Longitudinal Buffer Space'
Posted Speed Limit
(mph)
Distance (Feet)
< 20
115 - 120
25
155 -1651
30
200 - 210
35
250 - 260
40
305 - 3251
45
360 - 380
50
425 - 445
55
500 - 5301
60
570 - 6001
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 6H-6, Barrier Flare Rate
Speed Limit
(mph)
Flare
Rate
Speed Limit
mph)
Flare
Rate
Speed Limit
m h
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
:530
10:1
Table 6H-7, Spacing of Portable Temporary Rumble Stripe
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 Stripe
Set 1
Spacing
Spacing
Between Set
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 ACCESS OPEN TO THE DRIVEWAY OF 355 WORREL 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. WITH CLOSURE IN PLACE, COMPLETE ALL ROAD, SIDEWALK, AND UTILITY CONSTRUCTION WITHIN
THIS SECTION.
4. ONCE CONSTRUCTION FOR THIS SECTION OF WORRELL DRIVE IS COMPLETE, REMOVE PHASE 1
ROAD CLOSURE AND SET UP ROAD CLOSURE 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. 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.
3. 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.
4. 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, 28, AND 2C.
5. ONCE ALL CONSTRUCTION FOR THIS SECTION OF WORRELL DRIVE IS COMPLETE, REMOVE PHASE
2 ROAD CLOSURE AND SET UP ROAD CLOSURE 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 ACCESS OPEN TO THE DRIVEWAY OF 355 WORREL 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. WITH CLOSURE IN PLACE, COMPLETE ALL ROAD, SIDEWALK, AND UTILITY CONSTRUCTION WITHIN
THIS SECTION.
4. ONCE CONSTRUCTION FOR THIS SECTION OF WORRELL DRIVE IS COMPLETE, REMOVE PHASE 3
ROAD CLOSURE AND SET UP ROAD CLOSURE 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. WITH CLOSURE 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 [SHAM 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.
3. ONCE CONSTRUCTION FOR THIS SECTION OF WORRELL DRIVE IS COMPLETE, REMOVE PHASE 4
ROAD CLOSURE AND OPEN ALL OF WORRELL DRIVE AND PROPERTY DRIVEWAYS TO TRAFFIC.
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.
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80 0 80 160
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eDI-38 10, 4.583.90 5 T-6" 14 W-7" to 6'-10" 3 5'-7" 3 3'-2"4 T-6" 3 1'-e" 4 - 204 DI°TOAL 43.6 LBS CONNECTORS SHALL BE DETERMINED BY THE WIT 5.50 4.34 5 9'-8" 18 6'-711 to 6'-10" 3 5'-7" 3 3'-2"4 9'-6"31'6" 4 - 251 --BRACE RIBS 3 LBS TO COLLAR CNTRACTOR FROM FIELD CONDITIONS. B / 1 B A A 7
14' 6.42 4.78 5 11'-6" 22 '- " '- " 3 5'-7" 3 3'-2" 4 O'-8" J 1'-8" 4 - 298 INCLUDING INCLUDING 3. WHEN SPECIFIED ON THE ELMS THEEl 2
F BM A.5.22 5 13'-8"26 6'-7" to 11 10" 3 5'-7" 3 3'-2" 4 13'-8" 3 1'-6" 4 - 345 \ LUGS CONNECTORS INVERT IS TO BE SHAPED IN ACCORDANCEIIIFACER CURB NOTE 5 1B' 8.17 5.09 5 IT-6" 30 '- " '- " 3 5'-7" 3 3'-2" 4 15'-6" 3 1'-6" 4 •• 43 °i WITH STN AND IS-1. THE COST RI0
IIIGUTTERIB'I "B"TI20' 9.17 8.09 5 i7'-6" 3{ 8-7" to B'-10" 3 5'-7" 3 3'-2" 4 17'-6" 3 1'-8" 4 •• 438 9/" 2'-7" G/" FURNISHING AND PLACING ALL MATERIALS (�CR KCONTROL JOINTCRACK CONTROL JOINT �' x.I ` " INCIDENTAL TO THE SHAPING IS TO BE6' AN. PLANSECTION A -A 1p' 4.58 3.89 D=7._92
8'-T• to 6'-10" 5 5'-T' 3 3'-2" g 3'-9" 8 P-8" 2 '- •• 158 4'-2" /p' x 11 5" 1 /2" x 4„ INCLUDED IN THE BID PRICE FOR THE
.0., 8'-7" to 6'-10" 5 5'-7" 3 3'-2" a 1'-8" 8 1'•8" 2 111 J8' 3.67 3.45 R 2'-9" 8 7" V-1 5 5'-7" 3 3'-2" 8 2'-9" 8 V-6" 2 158 I STRUCTURE.
LA12" 91/z' STUD SHEAR C IN THE EVENT THE INVERT of THEZ
�A KEYED COAST. JOINT 12' 5.50 4.33 O =7 -1 5 5-7 3 3-2 8 4-9 6 1-8 2 - 252 r CONNECTORS OUTFACE PIPE IS HIGHER THAN THE \ 1 0
(GRATE REI,bVEq
BOTTOM OF THE STRUCTURE THE INVERT
L-VARVBLE MAX.-20' DI-3C 14' 6.42 4.T/ O 8'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 5'-9" 6 i'-8" 2 '- " 296 OF THE STRUCTURE SHALL BE SHAPED 0
WARPED SEE DETAIL A� in
2'-0" 8' 2'-6" g•• 3•-0• 2„ GUTTER R' ].33 5.21 O '-7"-1 „ 5 5'-7" 3 3'-2" 8 8'-9" 6 i'-8" 2 •• 345 �F�y" WITH CEMENT MORTAR To PREVENT yy z („)
r� - �B i BARS A APPROACH 1B' B.25 5.85 10 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 ]'-9" 8 i'-8" 2 - 92 _ STANDING OR PAIRING OF WATER IN THE �'4 x 1%z" SLOT
r s GUTTER 20' 9.17 8.09 O '-7" -1 " 5 5'-7" 3 3'-2" 8 8'-9" 8 i'-6" COLLAR DETAIL STRUCTURE. THE MOST OF FURCNISHNG \ TO WATE P 0
SECTION B B / /
a^ n L 1 " MIN RAISED TO INLET SHAPING IS TO BE INCLUDED \ 0 W
\ t ANPLACING ALL A EPoALS IN IDEA AL EC
_ _ _Fi�!�
NOTES 21 �� G IN THE BID PRICE FOR THE STRUCTURE. \ /- a__ _ ... APPROXIMATE WEIGHT
7 IN_ �'(' RAISED LETTERINGI 5. STEPS ARE TO BE PROVIDED WHEN H IS CAST IRON
B S G I 0 DIMENSIONB FOR gIAP NO WASTE DRaNS TO WATERWAYS 4T0" AR GREATER. FOR DETAILS SEE wL
-- 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. ]- 124 X 8" SMOOTH DOWELS AT APPROXIMATELYADJACEN 15. TONS AREA IMY BE EART ILL IN LY O CASE CAST RN ONLY FRANE B6 1 CBS.
I BARS F BARS E hB o TO AC-CBUTTING
TO BE PLACED IN ALL AREAS ADJACENT THE AND DON JOINTS WILL APPLY ONLY TO STANDARD ST4, COVER 83 m 4 Les. COVER N
Nk 3" P HOLE
ER BARS E 2. THE "H" DIMENSION SHOWN ON THE STANDARDS TO ABUTTING CONCRETE TO PREVENT CURB AND CUTTER. DETAIL B 6. THIS ITEM MAY BE PRECAST OR CAST -
I WEEP HOLE FRONT ELEVATION •' +'-6•' e'• BARS B MEASUREDAND IED ON FROM THE THE
SOFILL BE THE OUTFALL SETTLEMENT. 16. CONCRETE QUANTITIES SHOWN PRE FOR DEPTH N-PLAGE. FRAME z 0
BARS F DETAIL A U Q C4
PIPE TO THE TOP OF THE STRUCTURE. 3" DIAMETER WEEP HOLE TO BE LOCATED TO (H) OF &-2- WITHOUT PIPES. THE AMOUNT
- - (GUTTER REMOVED( 3'-0" B' T-6 ]. #4 X IM SMOOTH DOWELS AT _J
P/i' PLAN STI DIMENSIONS ME APPROXIMATE ONLY gtNN SUBBASE MATERIAL. WEEP H0� WITH DISPLACED BY APES MUST BE INLETSDEDUCTED TO 4'-2" HARDWIRE 1,_J„ SEE DETAIL B APPROXIMATELY 12" C-C TO BE FOR ESTIMATING PURPOSES AND THE ACTUAL 12"X12" PLASTIC HARDWARE CLOTH i' MESH OBTAIN TRUE DEPTHS
A IDS. FOR INLETS DD OR SUBTRACT 0. 32 2,-T, CLOTH PLACED IN ALL AREAS ADJACENT T-4" DIA, V-9)'a' CIA. D_ 0
8 L� 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 FOR EACH FOOT ���� 4" DEPTH AGGR. ."....., �........ TO ABUTTING CONCRETE TO PREVENT �" 1%t'
Rss, L78 OR =« SETTLEMENT. N LEU OF DOWELS 3" V-10" CIA. 3"
< - N CLOTH ANCHORED FIRMLY TO THE OUTSIDE R DEPTH. .p A 48 x 6" WIDTH \ A 2"X4" NOTCH MAY BE PROVIDED. FINISHED P/z • .: 1.•': 3. WHEN SPECIFIED ON THE PLANS THE AVERT IS OF THE STRUCTURE. ICI IP IVa N SEE STANDARD T-q-3,4 FN MACHINE MACHINE DIMENSIO
"• 1 TO BE SHAPED IN ACCORDANCE WITH STANDARD 17, LENGTH OF ANGLE IRON AS SHOWN N SHEET 1 SSS o.E -
-« /� 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" DIA.ETER ALTERNATE DESIGN. „`E
TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 6 CG-] STANDARDS. < ,.:... L2Y "%21/"XI/�" MATERIINS INCIDENT& TO THE SHARING IS TO BE COVER OF 2". Ain ` i � D. Cp1NR WEEP HOLE
GALLANQ�D -to Sn SEE NOTE e e 8. 3" DIAMETER WEEP HOLE W H 12"X12"
Ll
TYPE B NOSE DETAIL SHALL BE USED WITH CO-2 6 CO-6 STANDARDS. TYPE A 1 INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 18. r DENOTES LENGTH R ONE (1) BAR. _ PLASTIC HARDWARE CLOTH 4%i' MESH - - Q
TYPE B /z X 4- STUD SHEAR CONNECTOR WELDED 10. ALL REINFORCNG STEEL TO BE CUT CLEAR OF 35� 12„HEMEM /.. MACHINE MACHINE %•
GALVANIZED PLATE FOR TYPE A TO BE BENT N AN ANGLE OF 68.30' TO ADDLE RN AT 2'C-C. IN THE EVENT THE INVERT OF THE OUTFALL ALL OPENINGS BY 2'. 19. ALL REINFORCING BARS TO BE#5. WI GALVANIZED STEEL WIRE MINIMUM
CONNECTORS AND IS TO BE ANCHORED WITH %' X 4" STUD SHEAR NOSE DETAILS 4 PI EIIS GHEE M�RT OFOHO 9TOF THERE H. CAST -IN PLACE CONCRETE 6 TO BE CLASS AT 20. WHEN INLET IS USED IN 4'-0" MEDIAN, BACK OF rin ip in 12"-15"-18" OR 24" - HARDWARE
CLOTH ANCHOREDRFIRMLYSH " w O J
WELDED TO BENT PLATE AT 2'C-C. 2" SHALL BE SHAPED WITH CEMENT MORTAR TO (3000 PSD. RECAST CONCRETE 0 TO BE INLET IS TO BE SHAPED TO CONFORM TO NeN rig TO THE OUTSIDE R THE STRUCTURE. LLI r,r1 Q
R. PAVEMENT PREVENT STARING OR PONDING OF WATER 4000 PSI. PROPOSED CURB. _ I D. > G , • 9. CAST N PLACE CONCRETE IS TO BE li'i" 1 /
-� WARPED PAVEMENT IN TIE STRUCTURE. THE COST OF FURNISHING le > s G , m CLASS A3 (3000 PSI). PRECAST -
DI-3A H L DI-M L DI-3C L 'T•`; AND PLACING ALL MATERIALS INCIDENTAL TO 12, LENGTH OF SLOT () WILL. N EVERY CASE, BE G A C 1 " SECTION A -A v/ fn
I �•' �• THE SHAPING IS TO BE INCLUDED IN THE BD SHOWN N PLANS. ... �.-�,. a. AIGRETTE IS TO N RETE PSI. V-10" DIAL 1 . ! 1
'• PRICE FOR THE STRUCTURE. -
t D /z 1" 2"
10. ANY ALTERNATE METHODS OF MCHONAGE
.. - 13. F MEET IS CNSTRUCTEO IN MEDIAN CURB N SECTION A -A 'H` '� �- MEETING THE APPROVAL OF THE ENGINEER SECTION B-B
- --- LOW "• S, ORE GREPS ATER? FN DETAILSO BE E SEE HSTAN)ARD STTEN H IS •1. OMITTED (SEE DETAWITH INTEGRAL I). GUTTER 5 TO BE CONCRETE QUANTITIES FOR MIN. DEPTH SEE DETAIL B
x IIIIr x = LUGS BAS SSHOWNUHEREONN. THE C/ST IRON NOTES
I L FLOW I FLOW 1 0"qnffffflffw APPROXIMATE WEIGHT
IL A\/ 6. THIS ITEM MAY BE PRECAST qi CAST -IN -PLACE. 14. STANDARD INLETS MAY BE CONSTRUCTED WITH 12" TE PPE - 1.M0 CU. YD.CONCRETE
�L I DETAIL WHEN USED CONCRETE BLOCKS IN AND ACCORDANCE WITH THE W. C�TE PIPE - 1.620 CU. TO. CONCRETE 11/." 3'i' CAST IRON 11 GRATES. LOCATION REDOF O TO ALL DI-1 + T/." IN TSSSHOWN.T. ARE OPTIONAL, IF USED THE LETTERS ARE TO BE
RETIRES SHOWN ON STANDARD DRAWING DI -APB. 18" CRETE PIPE - 1.820 OU.YD. CONCRETE F� --I GRATE 383 18 LBS LETTERING IS REQUIRED ET ALL DIM CAST IN THE DEPRESSION IN TOP OF THE COVER I" WIDE AND RAISED
24" CONCRETE PIPE - L817 CU. YD. CONCRETE SECTION C-C SECTION D-D VARY BY NMUFACTURER.
FOR USE N GRADES ADJACENT TO CURB ADD 0.469 CU. YD, PER 2 ONE ALL MIC-2 COVERS. P NO WASTE DLOCATON OFANS 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 SPECIFICATION xv=r xv=r SPECIFICATION SPECIFICATION �VDDT
STANDARD CURB DROP INLET REFERENCE REFERENCE STANDARD CURB DROP INLET STANDARD DROP INLET REFERENCE REFERENCE STANDARD INLET AND FRAME COVER
ROAD AND BODGE STANDARDS ROAD AND BODGE STANDARDS ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS
SHEET + R 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' z33 233 12" - 30" PIPE: MAXIMUM DEPTH (H) - 6' REVISION DATE SHEET 2 R 2 SHEET 1 OF 1 REVISION DATE 12�� - 24" PIPES 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 "A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE HUB END ON CUTLET ETD -SECTIONS
jjpA
SPIGOT END N INLET EN) -SECTION NIB END ON OUTLET END -SECTIONS r ,
APPLICABLE HEIGHT N COVER RANGE NOTED IN THE STANDARD PC-1 TABLES UNLESS TOP OF FILL TOP R FILL TOP OF FILL �B DETAIL 3 SPIGOT FJR ON INLET END -SECTION / < V
OTHERWISE NOTED N THE PLANS. � LL.I
2- H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRADE. -_ - A X _ _ X % X J
GROUND LINE x GROUND LINE _ GROUND LINE x - -
3. b -EXCAVATION DEPTH AS SHOWN ON PLAINS OR TO FIRM BEARING SOIL. - I / A I _ _ _ _ _ _ _ _ _ r - - - O Q
R m - r •rr rrr - I CONCRETE TO BE CONCRETE TO BE
A
rn 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"' � 3: "' 3 " - w
L D . OUTSIDE DIAMETER OF APE. • -- EARTH - //J rr - rr t1 rr I = - - _ - C
II r d rr - 41 r d / ROCK OR r r EARTH ut G
UNYIELDING i • i J
2. d - INSIDE DIAMETER OF PPE. c « -I N SOIL s LLI
NG
3. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PPE. MATERIAL V1 '^ = PLAN PLAN J m
X. 1211 WHERE d IS LESS THAN 36". - _ �I y n T I= B B C B uj
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 BY 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 APE (EXCEPT PLASTIC PPE( MCI
JO" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15'OR LESS. 1/>"PER I- OF H B RO
MIN. 8", MAX. 24" FOUNDATION SOFT, YIELDING, OR BAR ALIT sTEE 'A 4pk 3'NSLoaE
5. REGULAR FOUNDATION
T MATERIAL MAY IN USED IN LIEU R CUSS PLASTIC
MATERIAL FOR NORMAL EARTH FOUNDATION OTHERWISE UNSUITABLE MATERIAL FIBRIL I STEEL FABRIC REINFORCEMENT 11
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PPE) JO" AND ROCK FOUNDATION AEIIEpRCEHENL _ _ _ J _
LESS IN DIAMETER WITH MIGHLASS OF COVER 15- MATERIAL
LESS. T ` a
6. BEDDING MATERIAL P1D CLASS I BACKflLL MATERIAL MAY BE ELIMINATED FOR SHOULDER PIPE PROJECTION ABOVE GROUND LINE : �• _ � ` � �
SLOT INLET (DI-13) OUTLET PIPES INSTALLATIONS. I D
GEOTE%TILE -
ELLIPTICAL PIPE MIN. 1.5 x D MIN. 1.5 x 0 IN. 1.5 x 0 MN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x D FABRIC PAY LINE PAY I
1. SI - OUTSIDE SPAN DIMENSION OF PIPE. TOP OF FILL TOP R FILL TOP OF FILL m FABGEORIC
- EEo rE%TL•• - SECTION X-X END VIEW SECTIONNX-X END VIEW
A C
2. S2 - INSIDE SPAN DIMENSION OF PIPE. i = 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 DIAETER A B C D E PIPE DIAMETER A B C D E
: r////h JJ///// •:,•:, •
r/r// rrrrr - - rr/rr rrrr ::::::::• - rrrrrrr///J// rrrXrrrrrrN - 12" 4" 2'_p"
4. X -WIDTH OF CLASS BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. rrr/
rrr 'titititii':': _ ""'" rrrr rri iiiii:: - - //J///rrrir Ur//J//Jrr = MN. 35
X - 12" WHERE 5215 LESS THAN 38". i_v rr J/ :::: :ti• CI - :titititititi' •• 15" 8" 2'-3" 1'-9" 4'-0"-6" 15" 6" 2'-3" 3'-O" g'-1" 2'-8"
:ti• rr' rr .;: • • • • ::• rrr rr ;titititititi: _ /rJNrrr// /r/Nr/rX= W i
X- II WHERE 1211 36" AND GREATER " .;tiff;:;;:; GROUND . �i :••• • - r/rrr/rrr rrr/rr/rJ-GROUND 1g" 9" 2 3 1 9 4 0 J 0 1g 9 2 3 3 O g 1 3 0
5. WHERE DIRECTED U THE ENGINEER. BEDDING MATERIAL PI BE ELIMINATED FOR o =?� r �IJ LINE o =;Try r r :•:•:•:•i:••:;:; LINEUND _ 0 - 21" 9 •• 2'-11" 2'-1" 5'-0" 3'-8" 21" 9" 2'-11" 3'-2"
LLL�� ""• _ .... N = -LINE NOTES
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PPE WHERE 52 IS 38" OR - :: • '���"" - :::::••• - � -:.. .:::.... ::::::::::::::: _ " 24" 111 3�_]„ 2'_6�. 6._I,� 4'_0�� 2p� 10.. 3'_p� y_g�, g,_3„ V_0��
LESS AND (EIGHT R COVER 15'OR LESS. -�• 'I yy''0' o - - bC
- ]" 1
I„
- - - - 2T' IO �� y_0„ 2�-p� 6._I,� 4�_g�, 2 p �� 4'_0„ 2,_ �, 8 1 4�_g„
6. REGULAR BACKFILL MATERIAL MAY BE USED IN LEU OF CLASS I BACKFLL MATERIAL FOR - -- 1. FOR Y0.TPLE LLE NSTALLATONS, DIMENSION S IB TO GOVERN THE PROTECTION N
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PPE WHERE S2 IS 38" OR LESS AND = a EARTH c_ ROCK OR ' OUTSIDE THE CHANNEL WIDTH (W). 30" 1'-0" '-1 1'-] e'-1 " V-0" 30" 1'-0" 4'-e" 1'-7 e'-1 5'-0" m
HEIGHT OF COVER 15'OR LESS. MIN. 1/10 D r / 33" 1'-1 4'-101 2'-31 7'-1 5'-8" 33" 1'- 4'-XP 3'-J 8'-1 5'-6" 0 �l
MIN. 1/10 D % D X BEDDING - 2. N ANY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDWALL
PIPE ARCH �"QE R X D X B IL NG G a MADE r r - OR ENOSECTION IS SPECIFIED ON THE PLANS• CONSTRUCTION IS TO BE IN ACCORDANCE 36" 3" 5'-3" 2'-10 " 8'-1 11 8'-0" 36" 1'-311 5'-3" 2'-10 " 8'-1 11 6'-0" (V
%z" PER II. II _ SOIL ��r�
MATERIAL MIN. 1/10 D IIAL EARTH NL WITH DETAIL 2 SHOWN MOVE. 42" 1'-8" 5'-3" 2'-11" 8'-2" 8'-8" 42" 1'-9" 5'-3" 2'-11" W 2" 8'-6"
48" 2�_p�� g�_0,� 2�_2�� g,_2�, 7�_0�, bg,� 2�_0�� g�_0�� 2,_2�, g�_2�� p_p�.
MAX. 24' MATERIAL 3. GEOTEXTLE FABRIC TO BE INSTALLED UNDER CLASS A1,I, AND II MATERIALS N (� (.I_I m
FOUNDATION SOFT, YIELDING, OR ACCORDANCE WITH THE SPECFICATIONS. 54" 2'-3" 51-51, 21-9 W-2 7'-8" 54" 2'-3" 5'-5" T-11" V-4" 7'-B"
1. s -SPAN DIMENSION of PAVE. NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL 60" 2'-11" 5'-0" 3'-3" 8'-3" 8'-0" 60" V-8" 5'-0" J'-3" e'-3" e'-0" LLI LLJ
GEOTEXTILE 4. S DMAETER R CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT. O
2. R RISE DIMENSION OF PIPE. FABRIC H • DMJETEfR OF CIRCULAR CULVERT OR RISEMEIGHT FOR BOX, ELLIPTICAL OR ARCH LENGTH OF PIPE W �Z
3. B • SEE PC-1 TABLE FOR APPLICABLE PIPE MATERIAL BEDDING MATERIAL IN ACCORDANCE WITH EMBANKMENT CULVERT, PAY LINE
NN�Y
® SECTION 302 OF THE ROAD AND BRIDGE ®NOTES: SECTION B-B i USE TYPICAL SECTION SHOWN N PLANS FOR SIDE SLOPE, BOTTOM WIDTH AAD DEPTH SHOULDER C B H- t,/ LLI Q
4. x - WIDTH OF CLASS IBACKFILL MATERIAL BEYOND THE EXTREMITY OF TIME PIPE. SPECIFICATIONS. NOTES( z = m
x - 12" WHERE S2 IS LESS THAN W. FOR GENERAL NOTES ON PIPE BEDDING. MAXIMUM pJTLET 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" APE LENGTHS SHOWN ON PLANS ARE
5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR SPECIWITH FICATIONSECTION 302 OF THE ROAD AND BRIDGE ON SHEET 1 7.00SEWERS GENERAL NOTES (FOR DESIGN STORM) (ACHES) BASED ON FT IF
DESIGN SHOWN Q (.I_I 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 BACKFILL MATERIAL IN ACCORDANCE TO USE THE ALTERNATE DESIGN SHOWN ON
2 FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL WITH SECTION 302 OF THE ROAD AND BRIDGE CRUSHED GLASS CONFORMING To THE THE RIGHT.LENGTHS WILL BE REDUCED BY
LESS AND HEIGHT OF COVER 151OR LESS. I IN ACCORDANCE WITH SECTION 302 OF THE ROAD SPECIFICATIONS. CLASS At CLA55 A10Rr PoPRAP 8 iP. 78��.x J-
::•. 1 V
SIZE REQUIREMENTS FOR CRUSHER RUN TYPE A INSTALLATION 3H CULVERT TFE OFFERENR IN DIMENSION "D".
S. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFLL MATERIAL FOR AND BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 AND 26 MAY BE CLASS I CLASS I NY RPRAP 14 fM 24
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35" N LESS AND USED IN PLACE of CLASS I BACKFILL. TYPE B INSTALLATION 511
HEIGHT OF COVER 15'OR LESS. ""' N ACCORDANCE WITH SECTION 302 OF THE MATERIAL
CLASS I CLASS DRY PoPRAP 19 TP. 36
AND BRIDGE SPECIFICATIONS. SLOPE DETAIL
SPECIFICATION INSTALLATION OF PIPE CULVERTS & STORM SEWERS XVDOT �V�T INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION SPECIFICATION tvmT SPECIFICATION FLARED END SECTION NVDOT o" W REFERENCE REFERENCE REFERENCE REFERENCE
ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDMDS ROAD AND BRIDGE STANDARDS
204 CULVERT OUTLET PROTECTION � � �_
302 GENERAL NOTES REVISION DATE 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 0 Q
303 303 303 VAGINA DEPARTMENT OF TRANSPORTATION 302 [� N Z
VIRGINIA DEPARTMENT OF TRANSPORTATION 107.00 107.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 4% 11301 VIRGINIA DEPARTMENT OF TRANSPORTATION 02.01
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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 N
A4CNROSION RESISTANTRRUBBER OR OTHER JOINT ROD ENCASED IN
5, x5 DOWEL,B" LONG o 12" C-C �B DETAIL 3 B
RADIUS
+ N0. 6 GALVANIZED STEEL STEP MATERIAL APPROVED BY THE ENGINEER. MIN.
�'9 • DESIGN)
MAY VARY WITH MANUFACTURERS m a' A A A M
MATERIALM RESISTANT 8, I A (�1 N
SHAPE TO ELEVATION '=��
/// OF MID -POINT OF 1 0'I 1 ✓+ 3 1 l V ` V
�/ LARGEST APE. p4 REINFORCING ROD B T MAXMM • B
TYPICAL DESIGN
j• ', SHAPE R TYPICAL SECTION
CONTOUR \ 1
ni •. OF PIPE I `TRANSITION GUTTER PAN SLOPE I• �_ J
TO 20�1 THROUGH RAMP LENGTHS B n O
't TRANSITION GUTTER MP SLOPE A GUTTER PM MAXIMUM SLOPE 201 L W CD n
�• I t TO 20'1 THROUGH RAMP LENGTH L I
i I J AIY IT-p" Min. 4�-O" An. 4- x j%/ NAD VV r 12:1 MM. 411 1 MAX.
BACK OF CURB / v J
' TYPE A
• e SLOPE TO DRAIN TO INVERT
FABRIC
/ 9 OF OUTLET PPE NOTES: 20 WITH BUFFER STRIP FABRICGEOTETILE cEOTExr� T O
SECTION A -A 1/" STEPS WILL BE REOURED N ALL STRUCTURES WITH A DEPTH OF z' MI"' SECTION A -A FABRIC CEOTE%TIIE • C _ y
I 4'-0" N GREATER UNLESS OTHERWISE NOTED ON THE PLANS. pip
•�': N/- ALL STEPS SHALL PROTRUDE 41/y- FROM INSIDE FACE OF SECTION A -A SECTION A -A SECTION A -A P U O
TRANSITION BETWEEN : }•.} 9t 3 STRUCTURE WALL. PERMISSIBLE
PIPE OIANETERS WHEN •e a METHOD OF TREATMENT N DROP INLETS „y,• , MAXIMUM STEP SPACING TO BE 16" E-C. CONSTRUCTION
AN. 3S
DIFFERENT SIZES OF `/�/Y JOINT
PIPES ARE ENCOUNTERED. STEPS SH WITHSTAND A MINIMUM FORCE OF RT. POUNDS WHEN
R EXTENDED 4�/i' FROM THE FACE OF THE SUPPORT. W i
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. MORTMED EXAMPLE INSTALLATION METHODS - 1. FOR MULTIPLE LINE INSTALLATIONS, DIMENSIONS 6 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 AND !LET INVERTS IN ACCORDMCE WITH � MANUFACTURER'S DESIGN) SEE PLANS FOR LAYOUT
THIS HAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN r MNM11M R 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS 1. FOR GENERA NOTES ON THE DETECTABLE WANING SURFACE, SEE SHEET 1 ID 5.
2. ON ANY INSTALLATION SPECIFIED
ON CULVERT OUTLET PROTECTION WHERE NO ACCORDANCE
O
OR ENDSECTION IS SPECIFIED ON THE PLANS, CONSTRUCTION 6 TO BE N ACCORDANCE
ST 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 A •I• AND I MATERIALS IN ` V
ARMHOLE A DROP INLET IS TO BE FOOLED OR CONSTRUCTED CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS y =� ACCORDANCE WITH THE SPECIFICATIONS.
IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. n RECOVER WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE J. CUTTER PM SHALL I A MAXIMUM SLOPE OF 20'1 AT THE RAMP OPENING. JJ GEOTEXTILE
THE AVERT SHAPING AS DETAILED HEREON IS TO CONSIST R A v R SUCH STEPS. I. DIACONAL PLACEMENT IS NOT PERMITTED, xx�¢ 3 4. S - DIAMETER OF CIRCULAR CULVERT N SPAR FOR BOX ELLIPTICAL OR MACH CULVERT.
PON S CII CEMENT CONCRETE MIX CONFORMING TO ELMS AT ON 3 N FABRIC H - EAT.DIAMETER OF CIRCULAR CULVERT ONRISE/HEIGHT FfSft BOX, EWPTICPL OR ARCH
CLASS C1 EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE ALL STEPS INSTALLED SHALL BE FRONDED WITH SLIP -RESISTANT N N CULVERT. w
UP TO 4C N DIANETER BROKEN
CONSIST E STONE, BROKEN BRICK, _ AN< SURFACES SUCH AS BUT NOT LIMITED TO. CORRUGATED KNURLED, VI �O SECTION B-B y
BROKEN
P TO BE CONCRETE
SMOOTHERGBYCONIS CONCRETE
STONE.
BROKEN SURFACE
I I I M) ? ..: i"'t,: OR DIMPLED SURFACES. O a V i USE TYPICAL SECTION SHOWN N PLANS FOR SIDE SLOPE•BOTTOM WIDTH AND DEPTH
'Of b MAXIMUM OUTLET 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 - • • THAT B221, ALLOY HE STEP
CROSSW K INCHES) y
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 `lR� UNIFORMLY COATED WITH A BCOATI NS, SOLVENT TYPE, ASBESTOS CROSSWALK II CUTLET PROTECTION MINIMUM LENGTH (U
CONFIGURATION AND FLOW LINES. * 4 FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL
SECTION B-B SPECIFICATION rc-c-ooa9ea � � TYPICAL PLACEMENT CLASS Al aAss Al DRv PoPRAP a rv. 16 m
'wk M TYPICAL PLACEMENT AT INTERSECTION TAPE A INSTALLATION 5H =
PLAN CLASS 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) cLASs I aAssl DRY IRPAAP 19 rp. 36 �
`VDOT SPECIFICATION SPECIFICATION VpDT SPECIFICATION A COPY OF THE ORIGINAL SEALED AND SIGNED HAWING IS ON FILE IN THE CENTRAL OFFICE. VDOT SPECIFICATION VDDT N
STANDARD METHOD OF SHAPING REFERENCE REFERENCE ` REFERENCE CG-12 DETECTABLE WARNING SURFACE ` REFERENCE ` c
ROAD AND BRIDGE STANOMDS STANDARD STEP ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS 204 CULVERT OUTLET PROTECTION ROAD AND BRIDGE STANDARDS
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 p
106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION 106.09 504 VIRGINIA DEPARTMENT OF TRANSPORTATION 04/19 204.02 414 ++3G+ u
2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS w
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