HomeMy WebLinkAboutWPO202100070 Plan - Submittal (First) Road Plan and Comps. 2021-10-20SHEET INDEX (WPO PLAN
SET)
Sheet Number
Sheet Title
CO.00
COVER SHEET
C1.00
GENERAL NOTES AND DETAILS
C2.00
OVERALL LAYOUT — KEY PLAN
C3.00
EROSION AND SEDIMENT CONTROL NOTES
AND DETAILS
C3.01 —C3.03
EXISTING CONDITIONS
C4.00—C4.02
EROSION AND SEDIMENT CONTROL PLAN
— PHASE I
C4.03—C4.05
EROSION AND SEDIMENT CONTROL PLAN
— PHASE II
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
C11.00
PRE AND POST LAND COVER MAPS
C11.01
PRE AND POST DRAINAGE AREAS
C11.02
STORMWATER COMPLIANCE
C11.03
STORMWATER CONVEYANCE CALCULATIONS
C11.04—C11.05
STORMWATER QUANTITY CALCULATIONS
C12.00—C12.02
MAINTENANCE OF TRAFFIC PLAN
C13.00
VDOT DETAILS
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 20136 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 (WPO PLAN SET)
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
WILD = WILLOW TREE
WM = WATER METER
WV = WATER VALVE
12TREE25 = 12" TREE 25' CROWN SPREAD
+480.50 = SPOT ELEVATION
6 = GAS LINE
E = ELECTRIC LINE
6 = SEWER LINE
D = STORM DRAINAGE LINE
= OVERHEAD UTILITY
w = WATERLINE
= COMMUNICATION LINE
= TELEPHONE LINE
;b — = FIBER OPTIC LINE
BEFORE YOU DIG CALL
"811"
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# 07800-00-00-02OC6
ADDRESS 384 WORRELL DRIVE
CHARLOTTESVILLE, VIRGINIA 22911
ZONING: PLANNED DEVELOPMENT MIXED COMMERCIAL (PROPERTIES ARE SUBJECT TO
PROFFERS PER CASE ZMA-1996-0003, ZMA-2001-00015)
PROPERTY AREA: 25.243 AC
TOTAL LOD AREA: 2.07 AC
UTILITIES YES NO
COUNTY WATER ® ❑
COUNTY SEWER ® ❑ (ACSA)
SPECIAL FLOOD HAZARD AREA INFORMATION
SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
YES NO
ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA)
168 SPOTNAP ROAD
CHARLOTTESVILLE, VIRGINIA 22911
CONTACT: JEREMY M. LYNN P.E.
434-977-4511
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
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INITIAL BACKFILL za w 9"R..
MIN. MIN.
6" BEDDING
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/ #68 STONE
* STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE.
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
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4 I INITIAL BACKFILL 4
UNSTABLE a" 8" a" e"
SOIL 1 • MIN.
�\ � MIN MIN #68 STONE
°i� ;:.: GRANULAR FILL AS '
APPROVED BY ACSA
ST CI Z STABLE SOIL OR ROC\
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
COVER LIFT NOTCH
12 3/8"
WA
CAST IRON LID
NOTES:
D
(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
o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
a TO HIGHWAY DEPARTMENT APPROVAL.
FINISHED GRADE
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WATER
2500 P.S.I.
CONCRETE
THRUST BLOCK
ADJUSTABLE TRAFFIC RATED
VALVE BOX W/ LID
M.J. GATE VALVE
LINE
2' BEARING AREA.
NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
TD-9
FINISHED GRADE
AIR RELEASE VALVE
BRASS OR BRONZE PIPE BRONZE GATE
VALVE
DRAIN TO GRADE -
IF POSSIBLE
I
BRICK SUPPORTS OR -
SOLID CEMENT BLOCKS
CRUSHED STONE
TYPE "K" SOFT
COPPER
CORPORATION STOP
NOTES:
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12" AND LARGER USE 2 A.R.V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NTS
FIG. W-9
TD-20
2016 ROAD & BRIDGE STANDARDS
NOTES(
I. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE,
4000 PSI IF PRECAST.
3. CURB HAVING A RADIUS OF 300 FEET OR LESS
(ALONG FACE OF CURB) WILL BE PAID FOR AS
RADIAL CURB. -
4, THE DEPTH OF CURB MAY BE REDUCED AS MUCH
AS 3" 05" DEPTH) OR INCREASED AS MUCH AS
3" (21" DEPTH) 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. a
NO ADJUSTMENT IN THE PRICE BID IS TO BE MADE
FOR A DECREASE OR AN INCREASE N DEPTH. i
5. CG-2 IS TO BE USED ON ROADWAYS MEETING
THE REOUREMENTS FOR CG-6 AS SHOWN IN
APPENDIX A OF THE VDOT ROAD DESIGN MANUAL, vA
N THE SECTION ON GS URBAN STANDARDS.
ACCEPTABLE ALTERNATIVE
IF CURB IS EXTRUDED
V.
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SUBBASE
CG-2
REFERENCE STANDARD 6" CURB ROAD AND BRIDGE STANDARDS
105 REVISION DATE SHEET 1 OF 1
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
201.01
2016 ROAD & BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS
CG-e
NOTES:
1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST N PLACE,
4D00 PSI IF PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
OF 300 FEET OR LESS (ALONG FACE OF CUPS)
SHALL BE PAID FOR AS RADIAL COMBINATION
CURB & GUTTER.
4. FOR USE WITH STABLIZED OPEN -GRADED DRAINAGE
LAYER, THE BOTTOM OF THE CURB & GUTTER
SHAII BE CONSTRUCTED PARALLEL TO THE SLOPE
OF SUBBASE COURSES AND TO THE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF CG-6
IS BASED ON ROADWAY CLASSIFICATION AND
DESIGN SPEED AS SHOWN N APPENDIX A OF
R THE ROAD DESIGN MANUAL IN THE SECTION
ON GS URBAN STANDARDS.
,.D
e
1, V
• D
"
"
D
e-
D '.
D
e D
BE CONCRETE
OF THE CONTRACTOR
MINIMUM DEPTI
IS MAINTAINED.
A
SPECIFICATION
I 1 `VDOT
REFERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS
105 REVISION DATE SHEET 1 OF 1
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
201.03
2016 ROAD & BRIDGE STANDARDS
1' COMPRESSION x 3/9 MALE PIPE COUPLING
OR APPROVED EQUAL
TEE
NOTE
NO SWEATED FlTRNGS
F] DUAL SERVICE
SINGLE SERVICE
NOTE:
1) SADDLES SHALL BE USED ON PVC PIPE.
���((( W MIN.
1/8 BEND COUPLING- /A,
/ As
n
U
FOR USE ON ATTACHED SINGLE FAMILY
RESIDENTIAL SERVICES OR DUAL RESIDENTIAL
1(� AND IRRIGATION SERVICES.
I�- 2•
R
" "'IMPRESSION x 3/4' MALE PEE COUPLING
PPROVED EQUAL
IRON UD
MR USE ON DETACHED SINGLE FAMILY
RESIDENTIAL SERVICE MOE AN IRRIGATION
AETER IS NOT PROVIDED.
GRADE
�-CORPNRATION STOP-ti4',i$��+ -Dn:u, ,u
'^L`i`1.^a NECESSARY
SAND OR COST UNDER }S+i wRk�. !yam 'y.F!. 4' NAMEREN MM PIPE, 12'
BOX AND SETTER (2-NCH i�y,�< R'Y'"".a.'. 4� : A0 LONG STONE POCXET, WX)T
MINIMUM TI1ICXNE53) y1!!,.{?y•,'.,LS n'?r.�.Ki:�RK� 4a SPEC. 2N, NO. 57 AGGREGATE
TYPICAL SERVICE LATERAL INSTALLATION
(5/8" & 1" METERS)
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GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE
PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED
ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND
SEDIMENT CONTROL REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE
FIRST STEP IN CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON
THE SITE AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON
THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE
CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR
REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL
MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE
PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL
TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL
STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING
DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER
EACH RUNOFF- PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO
MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE
IMMEDIATELY.
10.ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11.ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL
BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12.BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER
ZONING ORDINANCE SECTION 5.1.28.
13.ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF
THE CODE OF ALBEMARLE.
14.BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE
LIMITED TO THE HOURS OF 7: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.
ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND
SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO
MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK AND VIRGINIA REGULATIONS 4VAC50-30 EROSION AND SEDIMENT CONTROL
REGULATIONS.
ES-2: 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.
ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS
THE FIRST STEP IN CLEARING.
ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE
MAINTAINED ON THE SITE AT ALL TIMES.
ES-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 PLANT THE OWNER FOR
REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
ES-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.
ES-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.
ES-8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED
FILTERING DEVICE.
ES-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.
EROSION CONTROL NARRATIVE
PROJECT DESCRIPTION:
THIS PROJECT CONSISTS OF THE WIDENING OF WORRELL DRIVE, RECONSTRUCTION OF PRIVATE ACCESS ROADWAYS, ADDITION OF
SIDEWALK PATHWAYS, CONSTRUCTION OF A STORMSEWER SYSTEM, AND DOMESTIC WATERLINE INSTALLATION.
EXISTING SITE CONDITIONS:
THE EXISTING SITE IS MOSTLY OPEN SPACE / MANAGED TURF WITH THE EXCEPTION OF THE EXISTING WORRELL DRIVE AND
PERIMETER TREES.
ADJACENT AREAS:
STATE FARM BOULEVARD BORDERS THE PROPERTY TO THE NORTH, U.S. ROUTE 250 (RICHMOND ROAD) BORDERS THE PROPERTY
TO THE EAST, PETER JEFFERSON PARKWAY BORDERS THE PROPERTY TO THE SOUTH, AND MARTHA JEFFERSON DRIVE / MARTHA
JEFFERSON HOSPITAL BORDERS THE PROPERTY TO THE WEST.
OFF -SITE AREAS: N/A
DOWNSTREAM DRAINAGE:
THE RECEIVING DRAINAGE SYSTEM FOR THIS SITE CONSISTS OF SEVERAL ON -SITE PONDS. THE ON -SITE PONDS DRAIN THE
PROJECT AREA TO THE HICKMANS BRANCH TRIBUTARY WHICH ULTIMATELY DRAINS INTO THE RIVANNA RIVER.
SOILS:
THE PREDOMINANT SOILS ONSITE ARE RABUN CLAY LOAM (71C & 71D).
TYPE % SLOPE PERMEABILITY EROSION HAZARDS K FACTOR HYDROLOGIC SOIL
GROUP
238 YADKIN CLAY LOAM 2 TO 7 0.00-0.06 IN/HR MODERATE 0.28 B
26B3 DYKE CLAY LOAM 2 TO 7 0.00-0.06 IN/HR MODERATE 0.37 B
71C RABUN CLAY LOAM 7 TO 15 0.00-0.06 IN/HR MODERATE 0.24 B
71D RABUN CLAY LOAM 15 TO 25 0.57-1.98 IN/HR SEVERE 0.24 B
CRITICAL EROSION AREAS:
VEGETATION PRESERVED:
NO VEGETATION IS PROPOSED TO BE PRESERVED WITHIN THE PROPOSED RIGHT OF WAY. EXISTING VEGETATION ADJACENT TO THE
PROJECT RIGHT OF WAY ARE TO BE PRESERVED. THESE TREE SAVE AREAS, ALL WETLANDS AND BUFFERS ARE TO HAVE TREE
FLAGGING INSTALLED AS SHOWN ON PLANS PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITIES.
FINAL STABILIZATION:
FINAL SITE STABILIZATION TO BE PROVIDED ONCE FINISHED GRADING IS COMPLETE, SEE MIXTURE RATES PROVIDED ON THIS
SHEET.
DUST PROTECTION:
IF DUST BECOMES A PROBLEM DURING CONSTRUCTION, A WATER TRUCK WILL BE REQUIRED ON -SITE AT ALL TIMES, AND DUST
MUST BE CONTROLLED IN ACCORDANCE WITH STD. & SPEC. DUST CONTROL, IN THE LATEST VERSION OF THE VA EROSION AND
SEDIMENT CONTROL HANDBOOK.
NOTE:
1. E&S CONTROLS MAY BE REMOVED ONLY UPON THE APPROVAL OF THE COUNTY ENVIRONMENTAL INSPECTOR.
2. CONSTRUCTION SITE OPERATORS ARE REQUIRED TO CONTROL WASTE SUCH AS CONCRETE TRUCK WASH OUT, CHEMICALS,
AND LITTER AT THE CONSTRUCTION SITE THAT MAY CAUSE ADVERSE IMPACT ON WATER QUALITY. CONTRACTOR TO PROVIDE
SWPPP AND MAINTAIN PLAN ON -SITE DURING CONSTRUCTION OPERATIONS.
Soil Map -Albemarle County, Virginia 3
38' :'52 N
M' 1' T N
7m1ao nlao naam na400 n4sn n4sm n47 Homo n4an
a
Map Se31e: 1:6AW If prFlmi WA porhad (8.5" x 11") shot
IN 0 10D 270 4m �D
,\ 0 3M am 121D 18Te
Map proiemon: Web MamltX CWrermadlnates:WCS84 Edgetks:UTM7me17NWC584
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Map Unit Legend
12/17/2019
Page 1 of 3
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
23B
Yadkin clay loam, 2 to 7 percent
slopes
10.2 20.6%
26133
Dyke clay loam, 2 to 7 percent
slopes, severely eroded
2.1
4.3%
71 C
Rabun clay loam, 7 to 15
percent slopes
13.0
26.1 %
71 D
Rabun clay loam, 15 to 25
percent slopes
22.1
2 X 4' WOOD FRAME
DROP INLET
3' MIN.
7
AT CORNERS
PERSPECTIVE VIEWS
ELEVATION OF STAKE AND
FABRIC ORIENTATION
SPECIFIC APPLICATION
I I
1' MIN.
IIIII
DETAIL A
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE
INLET DRAINS A RELATIVELY FLAT AREA SLOPE NO GREATER
THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT
EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT
APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS
IN STREET OR HIGHWAY MEDIANS.
SILT FENCE DROP INLET PROTECTION
STD. & SPEC. 3.07 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992)
GRIP LINE
PROTECTIVE DEVICE
MAXIMUM LIMITS OF
CLEARING AND GRADING
PROPOSED GRADING
/ �YIw Irr r r
w r
MIN. 5' f r
-isfin, WHERE DRIPUNE
IS LESS THAN
5' **M
CONSTRUCTION OPERATIONS RELATIVE
TO THE LOCATION OF PROTECTED TREES
TREE PROTECTION
STD. & SPEC. 3.38 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992)
NO WIRE BACKING
6' MAX
1\
16" - 3
F�o'w
-� -�41P
PROVIDE I" TUCK OR SUITABLY
REINFORCED TOP END SECTION
F�owr
4
EMBED 8' OF FILTER CLOTH IN
TRENCH TO ANCHOR BOTTOM OF
CLOTH. COMPACT THOROUGHLY
WITH WIRE BACKING
IS11F !I
t
WIRE
MESH
V4,
PROVIDE I' TUCK OR SUITABLY
REINFORCED TOP END SECTION
�`�4n
EMBED 8' OF FILTER CLOTH IN
TRENCH TO ANCHOR BOTTOM OF
CI OTH. COMPACT THOROIIGHI Y
MESH SHALL BE A MINIMUM
OF 14 GUAGE AND SHALL HAVE A
MAXIMUM MESH SPACING OF 6'.
SILT FENCE
STD. & SPEC. 3.05 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992)
== ►�_ul�_ aulllllu IIIII
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS
WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED
AREAS.
* GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE
ISTONE L_Y
CONSTRUCTION
EA CCESS
STONE
CONSTRUCIION
ACCESS
70' _
I
0"
�i0"��Ij�i.I�F`i1�
ASPHALT PAVED
WASHRACK
2% 2%
t2% '2' M.N.*
-POSITIVE DRAINAGE
*MUST EXTEND FULL WIDTH L o TO SEDIMENTL
OF INGRESS AND EGRESS OPERATION TRAPPING DEVICE;
-
,
A nlit1u11tun water tap of 1 inch must be installed with a n»uunum l kWh ballcock
shutoff valve sllpp! ing a wash hose with T diameter of 1.5 arches for-a&Tiate
constant pressure. Wash water must be carried away from the entrance to an
approved settlkle area to reiuoVe sedunetit. AU sedunettt shall be prey ted o
euteinig storm drains, ditches or watercotuses.
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PLAN SHEET KEY
Scale: 1" = 500'
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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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 GAS LINE
ICV = IRRIGATION CONTROL VALVE ELECTRIC LINE
IS =IRON SET = SEWER LINE
IF = IRON FOUND D = STORM DRAINAGE LINE
JM = JAPANESE MAPLE TREE -oA- = OVERHEAD UTILITY
LP = LIGHT POLE w = WATERLINE
LOC = LOCUST TREE a = COMMUNICATION LINE
MAP = MAPLE TREE T. = TELEPHONE LINE
OHC = OVERHEAD COMMUNICATION a - = FIBER OPTIC LINE
OHE = OVERHEAD ELECTRIC
J
SURVEY CONTROL
T-18318OO1
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
11500207.34300
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
115000B8.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-1928428i
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
3B97323.76600
11499574.92900
536.53
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SURVEYING
Innovation. Intearitv. Vision.
632 BERKMAR CIRCLE
CHARLOTTESVILLE, VIRGINIA 22901
OFFICE: 434-974-1417
FAX: 434-974-1776
www.lincoinsurveying.com
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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
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CO = CLEAN OUT SYC = SYCAMORE TREE T-1B318OO1 3896684.28600 11499899.30400 529.59
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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
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S = SIGN
T-18318335
3897031.47800
11500126.57700
483.06
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SSMH = SANITARY MANHOLE
T-18318336
3896788.28800
11500218.44700
485.83
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TP TELEPHONE PEDESTAL
T-18318365
3896998.42800
11500314.37000
470.05
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T-18318366
3896907.82000
11500207.34300
486.34
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TW = TOP OF WALL
T-18318534
3897257.21900
115OO299.08400
495.66
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GAS VALVE
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T-18337063
3897142.01300
11500418.98300
494.51
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WLO = WILLOW TREE
T-18337064
3897378.74900
11500446.18800
505.92
GINKGO
= GINKGO TREE
WM = WATER METER
T-18337291
3897308.91500
115OO478.27700
502.11
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WV = WATER VALVE
T-18348011
3896853.75300
11499727.73700
530.14
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T-19282227
3896931.20600
11499825.13400
519.22
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+480.50 = SPOT ELEVATION
T-19282286
3896829.92600
11500088.15500
502.16
ICV
ICV
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T-19282692
3896950.01800
11499620.27700
533.47
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T-19284075
3897427.78100
11499790.60700
529.60
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T-19284076
3897122.67000
11499688.36700
535.14
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T-19284281
3897032.70600
11499584.52700
538.64
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LIGHT POLE
W = WATERLINE
T-19285218
3897171.28200
11500209.76200
478.13
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LEGEND: suRVEv CONTROL w ICIF`� d ° "4,::
PLAN SHEET KEY BP = BRADFORD PEAR TREE PVC = POLYVINYL CHLORIDE fro ,p roe:. g
BPP = BLACK PLASTIC PIPE RCP = REINFORCED CONCRETE PIPE NAME NORTH EAST ELEVATION *.. ` �I I
od. .'.................
BIR =BIRCH TREE SP =SIGNAL POLE n..........
CO = CLEAN OUT SYC = SYCAMORE TREE T-18318001 3896684.28600 11499899.30400 529.59 } . 15�s .d I A'
CED = CEDAR TREE S = SIGN T-18318335 3897031. 47800 11500126. 57700 483. 06 . ` 11 . v`a I •
COMM = COMMUNICATION SSMH = SANITARY MANHOLE '°° / I
CM = CREPE MYRTLE TREE SDMH = STORM DRAIN MANHOLE T-18318336 3896788.28800 11500218.44700 485.83
i^ . CMP = CORRUGATED METAL PIPE TP= TELEPHONE PEDESTAL T-18318365 3896998.42800 11500314.37000 470.05 ,
DIP = DUCTILE IRON PIPE TVP = TELEVISION PEDESTAL T-18318366 3896907.82000 11500207.34300 486.34 INSET A tiyo
FH = FIRE HYDRANT TW = TOP OF WALL T-18318534 3897257.21900 11500299.08400 495.66 SCALE = VAO'
GV = GAS VALVE TREE= UNKNOWN SPECIES T-18337063 3897142.01300 11500418.98300 494.51 -
'`� GNDL = GROUND LIGH WLO = WILLOW TREE �' n'� n' T-18337064 3897378.74900 11500446. 18800 505.92
a. GINKGO = GINKGO TREE WM = WATER METER , �I , �I T-18337291 3897308.91500 11500478.27700 502. 11
GUM = GUM TREE WV = WATER VALVE T-18348011 3896853.75300 11499727.73700 530.14
HH = HANDHOLD 12TREE25 = 12" TREE 25' CROWN SPREAD S u R v E v i N G 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,•'�' ICV = IRRIGATION CONTROL VALVE E
- r IS = IRON SET f = ELECTRIC LINE Innovation. Integrity. Vision. T-19284075 3897427.78100 11499790.60700 529.60
•t' �� = SEWER LINE
IF =IRON FOUND �= STORM DRAINAGE LINE 632 BERKMAR CIRCLE T-19284076 3897122.67000 11499688.36700 535. 14
JM = JAPANESE MAPLE TREE --� = OVERHEAD UTILITY T-19284281 3897032.70600 11499584.52700 538.64
CHARLOFFICE. 434 74-1417 22901
a LP =LIGHT POLE �+J= WATERLINE T-19285218 3897171.28200 11500209.76200 478. 13
LOC = LOCUST TREE C = COMMUNICATION LINE OFFICE: 434-974-1417 T-192B72B5 3897578.77400 11499497.20700 527.27 40 0 40
MAP = MAPLE TREE T. = TELEPHONE LINE FAX: 434-974-1776 T-192B7405 3897323.76600 11499574.92900 536.53
Scale: 1 n = 5001� L OHC = OVERHEAD COMMUNICATION � - = FIBER OPTIC LINE www.lincolnsurveying.com HORIZONTAL SCALE
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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
SD:::
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
O
SITE AT ALL TIMES.
5.
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PLANS (INCLUDING, BUT NOT LIMITED TO, OFF —SITE BORROW OR WASTE AREAS), THE CONTRACTOR
/
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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.
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OF THE
TEMPORARY
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PLAN SHEET KEY
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.
9. 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.
10. 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.
Scale: 1" = 500'
FOR CONSTRUCTION DETAILS AND SPECIFICATIONS REFER TO THE "VIRGINIA
EROSION AND SEDIMENT CONTROL HANDBOOK" THIRD EDITION, 1992.
ADDITIONAL EROSION AND SEDIMENT CONTROL
MEASURES MAY BE REQUIRED DURING CONSTRUCTION
AT THE DIRECTION OF THE COUNTY CIVIL INSPECTOR
TREE COUNT REMOVAL:
ALONG WORRELL DR: 2
ALONG WORRELL OFFICE DRIVEWAY: 16
TOTAL TREES TO BE REMOVED: 18
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EROSION AND SEDIMENT CONTROL NARRATIVE:
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. ONLY CONSTRUCTION ACTIVITIES ASSOCIATED WITHIN THE PRELIMINARY LIMITS OF DISTURBANCE ARE ALLOWED. UNDER NO
CONDITIONS ARE ANY CONSTRUCTION ACTIVITIES TO OCCUR OUTSIDE OF THE PRELIMINARY LIMITS WITHOUT THE
PERMISSION OF THE ENVIRONMENTAL INSPECTOR.
8. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
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BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE
COUNTY EROSION CONTROL INSPECTOR.
9. 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.
10. 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
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PLAN SHEET KEY
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ALONG WORRELL OFFICE DRIVEWAY: 16
i^ TOTAL TREES TO BE REMOVED: 18
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GENERAL NOTE:
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-311
MARTH
D.B.J79J9PF734SON HOSPITAL
D,B. 4077 P. 311 PLAT
D,B, 2792 P, 204 PLAT
D.B. 2126 P. 393 PLAT
COMPACTED SUBGRADE-
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ACCESS
PLAN SHEET KEY (MAIN NO SCALEDRIVES)
Scale: 1 " = 500'
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@" \ END CURB WITH
45- BEVEL
N
22+03
UNIVERS TY OF O S\OF�`�yQl
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ALL TIMES
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FUTURE
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PC: 2+84.78
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1
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PC: 1+55.61
SPEED LIMIT SIGN
(25 MPH) PT: 2+35.88-
_ _ 105.41' ------
ASPHALT PAVEMENT -
S46° - - 00'5o"w
I
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GENERAL NOTE:
1. DESIGN SPEED USED FOR PROPOSED ROAD = 25 MPH.
6' ASPHALT
PAVED SIDEWALK
MAINTAIN ACCESS TO
ASPHALT PATHS AT
ALL TIMES (TYP)
Note: Sign material must be encapsulated lens,
Installed on the right side of the road.
WORRELL LAND AND DEVELOPMENT
COMPANY LC
TMP 78-2oc6
25.24=
1
PARCEL B
3.9t ACRES
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1U-1 STOP SIGN DETAIL
Curb Line
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ALL TIMES (TYP) SPEED
LIMIT SIGN
(25 MPH)
MILL AND OVERLAY 7'
FROM CENTERLINE ALONG
EXISTING ASPHALT
PAVEMENT (TYP)
SIGN IS 30" X 30"
Jr
STANDARD 4" X 4" PRESSURE TREATED PI
IF 6" X 6" IS USED, IT MUST BE BREAK-AW
GROUND
4+08.38
1.94
20 0 20
HORIZONTAL SCALE
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i
Scale: 1" = 500'
i
WORRELL LAND AND DEVELOPMENT COMPANY LC
TMP 78-2006
25,24-
-PARCEL B -
3.9f ACRES
PRC: 7+11
MILL AND OVERLAY 7' FROM
CENTERLINE ALONG EXISTING
ASPHALT PAVEMENT (TYP)
PCC: 6+57
PCC: 7+57
ASPHALT PAVEMENT
SHALL BE FLUSH WITH
SANITARY SEWER RIM
MAINTAIN ACCESS TO
DRIVEWAY AT ALL TIMES
AND REPAIR GRAVEL
DRIVEWAY DUE TO
r�5 FOUR LLC
00431
/
/
/
/
/
NEW PARCEL LIMITS
(TYP) /
/
PCC: /8+87.32
EXISTING PARCEL LIMITS
(TYP)
046
oa
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00, qs
C' Fq
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CG-12 (TYP)
CONNECT TO EXISTING
ASPHALT PAVEMENT
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WIDEN EXISTING ASPHALT
PAVEMENT AS NECESSARY
TO OBTAIN 24' WIDTH
ALONG WORRELL DRIVE
PROTECT EXISTING
SPEED LIMIT SIGN
FUTURE
ENTRANCE
IA,,o n, (BY OTHERS)
MAINTAIN ACCESS TO
CROSSOVER ROAD
AND WORRELL DRIVE
AT ALL TIMES
952.
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20 0 20
HORIZONTAL SCALE
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/
6' ASPHALT
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(TYP)
/
PC: 11 1:
/
C6.00
PLAN SHEET KEY
Scale: 1" = 500'
MAINTAIN ACCESS TO
WORRELL OFFICE
BUILDING AT ALL
TIMES
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ASPHALT PAVEMENT
6' ASPHALT PATH
(TYP)
-PARCEL B -
3.9t ACRES
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HORIZONTAL SCALE
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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
DI-31B, L=6'
RIM = 503.56
H = 7.45
15"
INV IN=499.26 (NW)
15"
INV OUT=496.11 (SE)
4-3
RIM = 504.20
15"
INV OUT=499.95 (SE)
DI-313, L=6'
H = 4.25
5-1
RIM = 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
- COMPACTED SUBGRADE
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
EXISTING)
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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TC526.52
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0.5'�
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2.0'
10' LANE
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HEAVY PAVEMENT (SEE o a
VDOT STD CG-6 DETAIL, THIS SHEET) 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
SEDIMENT CONTROL
TO HANDBOOK (TYP.)
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TO BE INSTALLED IN
ACCORDANCE WITH
THE VA. EROSION AND
SEDIMENT CONTROL
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PLAN SHEET KEY
Scale: 1 " = 500'
WORRELL LAND AND DEVELOPMENT COMPANY LC
TMP 78-2006
25,2=RES
PARCEL B
3.9t ACRE<,
PRC: 7+11
/fC487.17
/ FL486.67
/ pp
/ ,\x/
PCC: 6+57.78
TC494.14
FL494.14i
TC503.19 /
FL502.69-
TC24.5
/ �15 FL 7
� +65.51 s+oo
F 9611
i
/
TC503.25 / • , j /��/
FL502.75
1z I 1J /
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sy
CO
LEVEL SPREADER
(L=10', W=8', D=0.5')
w/RIP-RAP EC-1 TYPE
Al 2 CYD OVER FILTER
FABRIC BASE LAYER
PCC: 7+57.:
's
TC484.
FL484.
CORE DRILL 6" PVC
SANITARY SEWER
�TERAL AND INSTALL
FLEXIBLE BOOT TO
EXISTING MANHOLE
NFIRM 8" SANITARY
LATERAL LOCATION.
TEND WITH 8" PVC
AND CLEANOUT.
i
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/
/
/
t/
/
/ A
RIP -RAP EC-1 TYPE Al °° �
3.0 CYD OVER FILTER r tiq
FABRIC BASE LAYER 06, 9's
9, �c
PCC: /8+87.32 9ApYp99
6-1 ` a9�,?F
6-2
TC478.54
/ �\
FL478.04
PCC: 8+69.99 •
BOLLARDS TO NOT BE 1
IN CONFLICT WITH
PROPOSED WATERLINE
l I r
�y4 \ CG-12 (TYP)
TC478.76 TC478.83 0 \
FL478.26 FL478.83 - / ) \\ P
\ 1" DOMESTIC
° \ WATERLINE
/Y \ (POLYETHYLENE)
:7 / L_f1.3�_ \
PARCEL A
2.0t ACRE
i� • \
TC478.20 �,• r, \
111g5 • FL477.70 �- TC478.90 \
TC478.50 _ 6-3 FL478.90
FL478.00 s, /o PT: 10+11.54
30.78 LF OF 6" PVC
SANITARY SEWER LATERAL FL483.67
AND CAP (S=0.45%) y / _ 1Gsbs� \ \ \ \ \
INV. IN= 473.89 °, / \ `\ 0-)
Iq`� c\
\ \oEP:\
\10 \+48.04
INV. OUT= 473.75 T�
I p\ so
1" COPPER( #, ) ,
I WATER LINE
TC484.32 1 ?
IT°\ �1" GATE VALVE ANDF2 \ 0� TC488
o FL487..59 AIR RELEASE VALVE
Tca8s.2 EX487.g4
\ ONNECT TO EXISTING
FLass CONNECT TO EXISTING \ \ \� \ \\\ \ rc488.39
\
WATER SERVICE LINE \ \ \ \ \ \ \\ \ FL487.89
I / \ WATER SERVICE LINE \ / \ / WITH 5/8" WATER
Y 3 66.01 I / o \ \ \\\\\\\ \\\ cP\\\ \ \ ) \ \ METER AND YOKE
o \ V AV A \ (b �� v
ss
LEVEL SPREADER \ \ \ \ \ \\ \ \\ \ \ A
8" GATE VALVE
AND BLOW OFF
VALVE
REMOVE CAP, EXTEND
8" MAIN AND INSTALL
1" CORPORATION STOP _
(SEE NOTE #1,
THIS SHEET) \
/ I I
4
00 \\ \ \ \\ 10,
I
w w/RIP-RAP EC-1 TYPE \
\
Al 2 CYD OVER FILTER 6 \ \\1 \\\\ \�\\\ \\\ 1 / \ /I
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411
41 / Z
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1
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C3
/ PARCEL
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TMP 78_2005 /
/ PAVILION PROPERTIES FOUR/ >•
INSL 00
2020001661 LLC
C D B 05276�
P. 0427_ e
00q
431 i
I
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.
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
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-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
RIM
= 476.21
18" INV IN
=474.00 (SE)
ES-1 (18")
H
= 2.21
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
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00
527 x P527.80 - - - _ P528.54
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I
526
PT: 12+99.37 -- �� \ -----' i ---552 -
-52a-
525 TC525.63
IF / 25.13 i-�J2�------'-'-� `�2�-- ----- ` _ - -
524 WORRELL Lq
/ �O ANDTmp V8L OC6 NT COMPANY LC \ \� NAD '83
25.243 ACRES I
- i 20 0 0 4�
PARCEL B HORIZONTAL SALE
3.9t ACRES
Lai
Mq Tc z N �/ I / 6 ASPHALT PATH \) \ e
/ 7*%�.N 3-2 _
LEVEL SPREADER
(L=10', W=8', D=0.5')
w/RIP-RAP EC-1 TYPE
., Al 3.0 CYD OVER
3-1 FILTER FABRIC BASE
Q0 ` LAYER
PLAN SHEET KEY
Scale: 1" = 500'
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
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
12"
INV IN=524.57 (NE)
ES-1 (12")
H = 2.01
2-2
RIM = 528.00
12"
INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
ES-1 (15")
RIM = 520.98
=
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-3B, 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)
DI-3C, L=6'
H = 3.79
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PRE LAND COVER AREAS
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TOTAL: 2.14 AC
LEGEND:
IMPERVIOUS COVER
W W W
W W W W MANAGED TURF AREA
W W W
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IMPERVIOUS COVER:
MANAGED TURF:
TOTAL:
IMPERVIOUS % INCREASE:
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1.07 AC (50%)
1.07 AC (50%)
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000
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PRE -DEVELOPMENT
Drainage
Area
TurF Area (ac) ,
Impervious Area (ac) •
Total Area (ac) •
C Value*
EX-IN3
1.41
0.20
1.61
0.46
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0.19
0.20
0.39
0.66
EX-IN5
0.10
0.21
0.31
0.74
EX-IN6
0.43
0.37
0.80
0.63
EX-IN7
0.07
0.12
0.19
0.72
EX-IN8
0.40
0.28
0.68
0.61
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0.45
0.06
0.51
0.46
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0.00
0.04
0.04
0.90
EX-IN9
0.00
0.17
0.17
0.90
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0.05
0.10
0.15
0.73
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3.21
0.31
3.52
0.44
POND 1
3.81
0.00
3.81
0.40
POND 2
8.73
0.06
8.79
0.40
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0.18
0.10
0.28
0.58
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0.041
0.20
0.241
0.82
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1 0.68 Ac 0.10 Ac
0.77 / 0.90
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0.47
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POST -DEVELOPMENT
Drainage
Area
Turf Area (ac) •
Impervious Area (ac) •
Total Area (ac) •
C Value*
EX- I N 3
1.41
0.20
1.61
0.46
EX-IN4
0.19
0.20
0.39
0.66
EX-IN5
0.10
1.37
1.47
0.87
EX-IN6
0.27
0.40
0.67
0.70
EX-IN8
0.18
0.50
0.68
0.77
EX-IN9
0.00
0.17
0.17
0.90
1-1
0.00
0.10
0.10
0.90
1-2
0.02
0.08
0.10
0.90
2-2
0.19
0.03
0.22
0.47
3-2
0.00
0.13
0.13
0.90
3-3
1.14
0.39
1.53
0.53
4-2
0.00
0.09
0.09
0.90
4-3
0.00
0.08
0.08
0.90
5-2
0.00
0.05
0.05
0.90
6-2
0.13
0.14
0.27
0.66
6-3
0.00
0.15
0.15
0.90
POND 1
3.81
0.00
3.81
0.40
POND 2
0.30
6.54
6.84
0.88
POND 3
0.09
0.01
0.10
0.45
POND4
0.13
0.02
0.15
0.47
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P/O WORRELL (EXEMPT)0 --_
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PJP / 01EMPT) O ___
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P/0 PJP ///(EXFAIPT) O ___
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P/0 PJP /// (EXEMPT) O ___
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PJP /V O 1.97
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P/O ACC. / MJ-H. O 5.02
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P/O ACC / MJ..H. O J.00
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P/O AC.C. / M.✓.H. O 4.97
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PUMP STA. (E(EMPT) O _-
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-DEVELOPMENT AREA D, E, P/O ACC/MOH, P/0 WORR£LL ARE SERVED BY
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CONTROL TRIPS PROVIDED DURING LAND DISTURBANCE AC7MT7ES
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FROM SLLT TRAP/B4.SWS ONCE LAND 967UP64NCE AcRwT7E5 ARE F7NLSH6D•
ANA Y`
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POND WITH COMPLETION OF SITE DEVELOPMENT TFHT EXCEEDS 15 AC OF
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LAND D/S7UA9WCE ACThJDES ARE FINISHED
INDIVIDuc DEVELOPMENTS WITHIN DRAINAGE AREAS - „aVa5 26c j`
DETERMINED ABOVE MAY INSTALL INTFRYM SEDIMENT
CONTROL MEASURES AND B.MP MEASURES TO MF£T TIE"
INOMDUAL DEVELOPMENT REQUIREMENTS FOR E B 5 AND
W.P.O. CRaER64 PRIOR TO IRE INSTALLATION OF THE FINAL
SEDIMENT CONTROL MEASURES ANO B.M.P. MEASURES
SHOWN ON TM5 PLAN
POA
(L0O Pa B)
6fIR° D /?
DR cwlawL
i
-AM
EXEMPT AREAS /NLYCATE EXWW / UNDER CONSTRUC770N /
-P(PV PEPEO POR TO WAREA REmmRrrs
7mr DRAWS TD D/FFDRrff DRAINAGE AREAS (X, Y, -7).
-Sg
0
OFF-S"E AR A I
CDAIMi~ IV
AREA X
11.7 AC
PROJECT LIMITS ---:;C
7
RIVER
-Apg.
THE STORMWATER MANAGEMENT AND 8MP. MEASURES SHOWN ARE CONCEP7UAL, AND SUBJECT
\ TO MODIFICAHLW AS APPROVED BY THE ETVG/NEER/NC DEPARTMENT. A FINAL S7O%%A7ER / 9 M PPLAN .
OE/LWATER PROlEC7/ONMTORDI EL�HAPIER 17SOnE CODE OF ACRE J. E M9TH ARTICLE X
OVERALL W.P.O/ B,M.P COMPLIANCE PLAN, DATED 7/24/06
(NOT TO SCALE)
SITE STORMWATER COMPLIANCE NOTES:
1Y-Q/ &UP. 0"UtA_Ax / 71 A171�OVT
1
1
1
i
�I I ti
1
1
1
I
1
1
1
1
I
/
AM 21
A
- Am Q
FOLL IDW Lam
PRE-OEYELOP.=
POI4&7ANT LOAM
PRE -DEVELOP.-
peamAMT Lam
PRE-DEIELOP.-
- 1.41 (83.6): 17Z9 7bs/yr
- L 41 (65.49)- 92.J /bs/yr
- T 41 (6293)- 88.7 Ibs/yr
POST -DEVELOP.-
- 6.14[0.05+((0.009)J5))B36-
POST. -DEVELOP.=
+ 6. 14[0.05+((000Y)47)j65. 49-
POS7-oEmop,=
- 6. 14[0.05+((0009)29)j6293-
- 78Z4 /bs/yr
AIMOWIL AIE7LIIQIi
a 1902 /6r/yr
- 120.2 /bslw
OW.
RR= 69.5 /bs/yr
AEVO1/1L A EVARBEM'
RR= 97.9 /bs/yr
REWO NL AEioANSfOW.
RR= 37.5 /Ar/yr
RRT= J7 X
RRX-'51 X
RRX= 26 X
PAa9lfiU A#-
AVUR
S/TE3'
OFF-SIYF AREA 7616 AC
PRE-EX/S7/NG S/TES
49.1 AC
�O/dl/NS
PRED-EXYS'>JNG 9'lES
3J.B5 AC
>(DWAIS
PROPOSED 517E5 (DRAINS 7D B1/P
PROPOSED SOES 70 BNPJ
P�Po TO SMP)
6. 14[0.05+((0.009)J5)j76.16= 170.7 /bs/yr
6.14[0.054((0.009)47)j49.2= 142.9 /bs/yr
6.14[0.05+((0.009)29)jJ1.85= 60.8 lbs/)r
POND / FOREEi1Y 5157EM
FUTURE
FUTURE FILTERS
F0NOS/90-a7ER ANSI J2A, j2B
PONDS/8A0-FILTER AREAS ^ /J, 14
O 65X /5OX £FF7C/E7VCY
PROPOSED O SOX EFFICIENCY
PROPOSED O 50X EFFICIENCY
170.7 (0.60)= 102.4 /bs/yr REMOVAL
142.9 (0.50)P 71.4 Ibs/yr REMOVAL
60.8 (0.50)- 30.4 /bs/yr REMOVAL
ONDOU1 kRdECr ASWOW REOUROOVE
RR= X+Y+Z= 69.5 + 9Z9 + 3f.5 = 199..9 /bs/}r
R= X+Y+Z- 102.4 + 71.4 + JD4 - 204.2 /bs/yr
LOAD REMOVED - 204.2 > REMOVAL REQU/REMENT - 198.9 THERUPRE CLMIPLANT
o�a
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SCALE 1 1000'
ot
�' X�4�1
�A/P S7RA70=4LLY PLACED TO IREAT AWX/MUM
�1 AMOUNT OF AU IMPERVIOUS AREAS DRAINING FROM
EACH O&SLOPMENT.
/ Q S.J LBS OF 7REATAIENT CREPT IS AVAILABLE FOR
.� DE MOPMENT W UP 57RE44 OFF-5I7E AREAS.
n
68.45 AC.
66.50 AC.
-"
AM
'AMC.ARE
x
ZE
AVA'
AW
MHO
AREA OV.
AAlcil
X
Mp3P.
AC.)
AC
(AC) _
(AC)
(AC.)
(AC)
O
9.
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60 X
P/O B/O
P/O /
O
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25.82
6.20
17,JO
J 10
67 X
50 X
P/O B/O
P/O /
O
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1.83
12.20
1.2J
6.10
67 X
50 X
E 72
N
P/0 NORRELL
O
J.19
0.95
30 X
P/O 0
-
'60
K
O
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J.26
45 X
Pip /
O
8.25
4.28
52 X
O
1.45
0.85
X
P/O D
O
1.45
0.85
60 x
P/O PUP 7I
O
523
2.50
48 %
P/O WDRRELL -
O
- 1.8-7
0.56
Jl X
P/0 Pip 67
O
2.82
1.24
44 X
P/0 PUP N
O
0.59
0.51
87 %
Pip N
O
L97
1.24
61 X
P/0 Pip 8/
O
2.98
1.67
56 X
U VA. C.U.
O
1.25
a75
60 X
Pip V
O
7.45
J.12
41 X
P/O ACC. / M.J.H.
O
4.97
2.97
60 X
P/O AC.C. / MJ.H.
O
6.02
4.15
69 X
P/O ACC. / M.J.H.
O
300
2.07
69 X
PUMP STA
O
0.093
0.088
95 X
OPEN SPACE
O
79.3J
0
0 x
OPEN SPACE
O
18.63
0
0 X
MAWT. BLOC.
O
0.2J
0.22
95 x
R04DIYAYS
O
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5.J4
80 X
ROWWAYS
-O
2.58
2.06
80 X
OPEN SPACE
O
J5.12
0
ON
B.U.
O
- 1.19
055
46 X
RaWNAYS
'
O
384
3.07
ED X
-
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.�X
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8d46
J7.88
47X
AIATO
VQAI
13 .T
1.
THIS PROJECT
WAS GRANDFATHERED UNDER THE PREVIOUS
STORM REGULATION PER ATTACHED PLAN SHOWN ON THIS SHEET.
2.
THIS PROJECT
CONSISTS OF PRE IMPERVIOUS COVER OF 0.62 AC, 29% OF WITHIN THE LIMITS OF DISTURBANCE AND POST IMPERVIOUS COVER OF 1.07 AC, 50%
WITHIN THE LIMITS OF DISTURBANCE.
3.
PROJECT LIMITS CAN BE FOUND WITHIN DRAINAGE AREA Y
IN THE MAP SHOWN ABOVE, THIS SHEET.
4.
AREA Y NOW
CONSISTS OF 29.80 AC, PREVIOUSLY SHOWN
AS 29.35 AC (SHOWN IN THE 'DEVELOPMENT COMPLIANCE REQUIREMENTS' TABLE ABOVE).
5.
THIS INCREASE
OF 0.45 AC IS BELOW THE THRESHOLD OF
41.5 AC THAT IS TAKEN INTO ACCOUNT ON THE 'OVERALL DEVELOPMENT TABLE' SHOWN ABOVE,
SHOWING THAT
THE INCREMENT OF IMPERVIOUS AREA IS IN
COMPLIANCE WITH THE STORMWATER REQUIREMENTS ON SITE THAT WAS PREVIOUSLY MASTER
PLANNED.
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P:804.782.1903
2100 East Cary Street, Suite 309 Richmond, VA 23223
Engineers I Construction Managers I Planners I Scientists
www.rkk.com Project Name: Drive and Waterline Ex Date: 10/21l21
Responsive People I Creative Solutions Location: Albemarle County Computed by. OJG
Pull down for City Proj. No: 19352.00 Checked by. ABS
Pull down for Yr. Stm Sheet 1 of
Albemarle
AREA
RUN-
OFF
COEF.
CA
INLET TIME
RAIN FALL
RUN-OFF
INVERT
ELEVATIONS
PIPE
LNGTH
SLOPE
DIA
CAPA-
CITY
VEL.
FLOW
TIME
INLET
/RIM
ELEV
Structure
Type
.5forC6
OforDl
THROAT
LENGTH
REMARKS
Return Yr:
2
INCRE-
MENT
ACCUM-
ULATED
INCRE-
MENT
ACCUM-
ULATED
INCRE-
MENT
ACCUM-
ULATED
B
46.43
D
10.50
ACRES
C
INCRE-
MENT
ACCUM-
ULATED
MIN-
UTES
MIN-
UTES
IN.\HR
IN.\HR
CFS
CFS
UPPER LOWER
END END
FT.
FT./FT.
IN.
C.F.S.
F.P.S.
MIN.
or YI
E
0.81
From Point
To Point
1-1
1-2
0.10
0.90
0.09
0.09
5.00
5.00
5.04
5.04
0.45
5.13
513.62
512.51
28
0.0399
12
7.11
9.79
0.05
517.45
DI-3B
0.00
L=8'
1-2
E)FSDMH(#3)
0.10
0.80
0.08
0.17
5.00
5.05
5.04
10.08
0.40
5.54
512.41
511.93
38
0.0126
15
7.26
6.51
0.10
517.38
DI-36
0.00
L=4'
>FSDMH(#3)
EX-SDMH(#4)
0.04
0.90
0.04
0.86
5.00
5.29
5.04
2521
0.18
8.99
511.83
510.26
44
0.0357
15
12.20
10.83
0.07
515.93
DI-3B
0.00
L=4'
2-2
2-1
0.22
0.47
0.10
0.10
5.00
5.00
5.04
5.04
0.52
0.52
524.84
524.57
44
0.0061
12
2.79
2.69
0.27
528.00
DI-1
0.00
3-3
3-2
1.53
0.53
0.81
0.81
5.00
5.00
5.04
5.04
4.09
4.09
519.68
519.33
28
0.0125
15
7.22
6.00
0.08
524.86
DI-3C
0.00
L=10'
3-2
3-1
0.13
0.90
0.12
0.93
5.00
5.08
5.04
10.08
0.59
4.68
519.23
519.05
15
0.0120
15
7.07
6.17
0.04
524.83
DI-3C
0.00
L=6'
43
42
0.08
0.90
0.07
0.07
5.00
5.00
5.04
5.04
0.36
0.36
499.95
499.26
34
0.0203
15
9.20
3.22
0.18
504.20
DI-36
0.00
L=6'
42
41
0.09
0.90
0.08
0.15
5.00
5.18
5.04
10.08
0.41
0.77
496.11
495.52
41
0.0144
15
7.75
4.04
0.17
503.68
DI-3B
0.00
L=6'
5-2
5-1
0.05
0.90
0.05
0.05
5.00
5.00
5.04
5.04
0.23
0.23
482.98
482.00
49
o.ozoo
12
5.04
3.14
0.26
489.48
DI-36
0.00
L=6'
6-3
6-2
0.15
0.90
0.14
0.14
5.00
5.00
5.04
5.04
0.68
0.68
474.47
474.18
33
0.0088
15
6.05
3.22
0.17
478.33
DI-3C
0.00
L=6'
6-2
6-1
0.27
0.66
0.18
0.31
5.00
5.17
5.04
10.08
0.90
1.58
474.08
474.00
13
0.0062
18
8.24
3.55
0.06
478.23
DI-3C
0.00
L=6'
DI(#1)
E�SDMH(#2)
0.68
0.61
0.41
0.41
5.00
5.00
5.04
5.04
2.09
2.09
513.46
512.75
13
0.0546
15
15.09
8.36
0.03
516.16
DI-5
0.00
-
)FSDMH(#2)
E)FSDMH(#3)
0.51
0.46
0.23
0.65
5.00
5.03
5.04
10.08
1.18
3.27
512.65
512.13
73
0.0071
15
5.45
4.62
0.26
516.78
DI-36
0.00
L=4'
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ROUTE PROJECT Worrell Dria DESIGNER: OJG LU Y
CHECKED: W Z U
Q Z = Q m
❑ LU U U
GZ�TA�
o
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* INLET 3-3 IS RECEIVING FLOW FROM THE HILLSIDE OVER THE CURB. DUE TO THE NATURE OF THE OFFICE BUILDING, ONLY ONE LANE NEEDS TO
REMAIN PASSABLE, WHICH IS MET WITH THE COMBINATION OF INLETS 3-3 AND 3-2. o
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P:804.782.1903
2100 East Ca
Street, Suite 309 Richmond, VA 23223
Engineers I Construction Managers I Planners I Scientists
www.rkk.com Project Name: Drive and Waterline Ex Date: 10/21121
Responsive People I Creative solutions Location: Albemarle County Computed by. OJG
Pull down for City Proj. No: 19352.00 Checked by. ABS
Pull down for Yr. Stm Sheet 1 of
Albemarle RUN- INLET TIME RAIN FALL RUN-OFF INLET THROAT
Return Yr: 10 OFF INCRE- ACCUM- INCRE- ACCUM- INCRE- ACCUM- INVERT PIPE CAPA- FLOW /RIM Structure .5forC6 LENGTH REMARKS
B 49.49 AREA COEF. CA MENT ULATED MENT ULATED MENT ULATED ELEVATIONS LNGTH SLOPE DIA CITY VEL. TIME ELEV Type OforDl
D 9.85 or YI
E 0.75 INCRE- ACCUM- MIN- MIN- UPPER LOWER
From Point To Point ACRES C MENT ULATED UTES UTES IN.\HR IN.\HR CFS CFS END END FT. FT./FT. IN. C.F.S. F.P.S. MIN.
1-1 1-2 0.10 0.90 0.09 0.09 5.00 5.00 6.54 6.54 0.59 6.63 513.62 512.51 28 0.0399 12 7.11 10.24 0.05 517.45 DI-3B D.00 L=8'
1-2 E)FSDMH(#3) 0.10 0.80 0.08 0.17 5.00 5.05 6.54 13.08 0.52 7.16 512.41 511.93 38 0.0126 15 7.26 6.74 0.09 517.38 DI-3B 0.00 L=4'
EXSDMH(#3) E)FSDMH(#4) 0.04 0.90 0.04 0.86 5.00 5.27 6.54 32.71 0.24 11.64 511.83 510.26 44 0.0357 15 12.20 11.33 0.06 515.93 DI-3B 0.00 L=4'
2-2 2-1 0.22 0.47 0.10 0.10 5.00 5.00 6.54 6.54 0.68 0.68 524.84 524.57 44 0.0061 12 2.79 2.92 0.25 528.00 DI-1 0.00
3-3 3-2 1.53 0.53 0.81 0.81 5.00 5.00 6.54 6.54 5.31 5.31 519.68 519.33 28 0.0125 15 7.22 6.41 0.07 524.88 DI-3C O.OD L=10'
3-2 3-1 0.13 0.90 0.12 0.93 5.00 5.07 6.54 13.08 0.77 6.07 519.23 519.05 15 0.0120 15 7.07 6.46 0.04 524.83 DI-3C 0.00 L=6'
43 42 0.08 0.90 0.07 0.07 5.00 5.00 6.54 6.54 0.47 0.47 499.95 499.26 34 0.0203 15 9.20 3.67 0.15 504.20 DI-3B 0.00 L=6'
42 41 0.09 0.90 0.08 0.15 5.00 5.15 6.54 13.08 0.53 1.00 496.11 495.52 41 0.0144 15 7.75 4.22 0.16 503.66 DI-3B 0.00 L=6'
5-2 5-1 0.05 0.90 0.05 0.05 5.00 5.00 6.54 6.54 0.29 0.29 482.98 482.00 49 0.0200 12 5.04 3.14 0.26 489.48 DI-3B D.00 L=6'
6-3 6-2 0.15 0.90 0.14 0.14 5.00 5.00 6.54 6.54 0.88 0.88 474.47 474.18 33 0.0088 15 6.05 3.48 0.16 478.33 DI-3C 0.00 L=6'
6-2 6-1 0.27 0.66 0.18 0.31 5.00 5.16 6.54 13.08 1.17 2.05 474.08 474.00 13 0.0062 18 8.24 3.86 0.06 478.23 DI-3C 0.00 L=6'
DI(#1) E)FSDMH(#2) 0.68 0.61 0.41 0.41 5.00 5.00 6.54 6.54 2.71 2.71 513.46 512.75 13 0.0546 15 15.09 8.98 0.02 516.16 DI-5 0.00
EXSDMH(#2) EXSDMH(#3) 0.51 0.46 0.23 0.65 5.00 5.02 6.54 13.08 1.53 4.25 512.65 512.13 73 0.0071 15 5.45 4.89 0.25 516.76 DI-38 0.00 L=4'
P:804.782.1903
2100 East Cary Street, Suite 309 Richmond, VA 23223 Project Name: Drive and Waterline Ex Date 10/21/2021
Engineers I Construction Managers I Planners I Scientists Location: Albemarle County Computed by OJG
www.rkk.com Proj. No: 19352 Checked by ABS
Responsive People I Creative Solutions Sheet 2 of 2
P:804.782.1903
2100 East Cary Street, Suite 309 Richmond, VA 23223 Project Name: Drive and Waterline Ex Date 10/21/2021
Engineers I Construction Managers I Planners I Scientists Location: Albemarle County Computed by OJG
www.rkk.com Proj. No: 19352 Checked by ABS
Responsive People I Creative Solutions Sheet 2 of 2
INLET
OUTLEr WATER
JUNCTION LOSS Ho+Hi+ Inlet Shaping Final
INLET WATER
BASIN
SURFACE
Do
Co
PIPE
Sfo
Hf
Vo
Ho
Hi
BEND
PIPE
O in
BEND
Bend Loss
" Ht
Shaping
LOSS
.8D
SURFACE
RIM
RIM TO
MANN.
NO
ELEVATION
Pipe Dia
CFS
LENGTH
VEL-IN
ANGLE
IN
CFS
LOSS
Ht
x 1. or 1.3
.5 or 1
SUM H
Down Inv
Down Pipe
ELEVATION
F-LINE
HGL
n
6-2
475.20
18
2.05
13
0.0004
3.86
474.00
475.20
0.013
0.00
0.06
0.07
0
15
0.88
0.00
0.12
0.16
0.16
0.17
475.37
478.23
2.86
6-3
475.37
15
0.88
33
0.0002
3.48
474.18
475.18
0.013
0.01
0.05
0.00
0
0
0.00
0.00
0.05
0.05
0.05
0.05
475.42
478.33
2.91
5-2
482.80
12
0.29
49
0.0001
3.14
482.00
482.80
0.013
0.00
0.04
0.00
0
0
0.00
0.00
0.04
0.05
0.05
0.05
482.85
489.48
6.63
4-2
496.52
15
1.00
41
0.0002
4.22
495.52
496.52
0.013
_
0.01
_ �
_
0.07
0.07
0
15
1.00
0.00
0.14
0.19
0.19
0.20
496.72
503.66
6.94
43
500.26
15
0.47
34
0.0001
3.67
499.26
500.26
0.013
0.00
0.05
0.00
0
0
0.47
0.00
0.05
0.05
0.05
0.05
500.31
504.20
3.89
3-2
520.05
15
6.07
15
0.0088
6.46
519.05
520.05
0.013
0.13
0.16
0.22
0
15
6.07
0.00
0.39
0.50
0.50
0.63
520.68
524.83
4.15
3-3
520.68
15
5.31
28
0.0068
6.41
519.33
520.33
0.013
0.19
0.16
0.00
0
0
5.31
0.00
0.16
0.16
0.16
0.35
521.03
524.86
3.83
2-2
525.37
12
0.68
44
0.0004
2.92
524.57
525.37
0.013
0.02
0.03
0.00
0
0
0.68
0.00
0.03
0.04
0.04
0.06
525.43
528.00
2.57
1-2
512.93
15
7.16
38
0.0123
6.74
511.93
512.93
0.013
0.47
0.18
0.57
0
12
7.16
0.00
0.75
0.97
0.97
1.44
514.37
517.38
3.01
1-1
514.37
12
6.63
28
0.0347
10.24
512.51
513.31
0.013
0.96
0.41
0.00
0
0
6.63
0.00
0.41
0.41
0.41
1.37
515.74
517.45
1.71
STORM SEWER STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
RIM = 517.45
12" INV OUT=513.62 (NW)
1-2
RIM = 517.38
12" INV IN=512.51 (SE)
15" INV OUT=512.41 (W)
2-t
RIM = 526.59
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)
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-t
RIM = 497.46
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)
5-1
RIM = 483.86
12" INV IN=482.00 (SW)
5-2
RIM = 489.38
12" INV OUT=482.98 (NE)
6-1
RIM = 476.21
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)
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
1NLt C
m
e
2
�
�
U
ci
o
o�
} J
L' J
ti
a�
y�'m,//��
U
�
�
l[l -r
aVa, �•
��
_
•�"
<
�
tiF
'? �
Bq
"
H CCC
-J � �
�O
N
�
0.6
o
m
�'
Vl
I;
p T
oS
•_E`
J +.
z
J
b
� `.
J N
o�f�+.
� V
V F
z
j
z
l-1
DI-3B
6.OW
0.100
O.W
O.W
O.OW'RI($iT
0.09
4
0.36
0
0.360
0.0490
0.020R
1.3R7
2.OW
1.44196
0.0833
4.00481
I.OW
3.50
0.145R
0.1666
6.272
fi0W
0.957
0.996
0.359
QWI
1.3R7
1-2
DI-3B
6. W0
0.080
O. W
0.072
alucarr
o.ozo
o.ao
o.Wa
0.08
4
0.32
0
0.320
0.0490
0.0208
1.327
2.W0
1.5071G
0.0833
4.00481
LWO
3.50
O.1458
D1666
5.970
6.OW
L005
LWO
0.320
O.OW
1.327
2-2
DI-1
2.OW
0.030
0.90
0.027
O'RIGHT
O.IW
0.40
0.076
O.103
A
0.412
0
0.412
0.0050
0.020R
2.926
2.W0
0.68353
0.0833
4.00481
0.991
3.50
0.1458
0.1653
3.364
2.OW
0.595
0.992
0.409
O.W3
2.2W
3-2
DI-3C
6 WO
0.130
0.90
0.117
O.OW'RIGHT
O.117
4
0.468
0
0.468
0.02W
0.0208
1.910
2.OW
1.04712
0.0833
4.00481
1.OW
3.50
0.1458
0.1666
4.912
6.OW
1.221
1.OW
0.46R
O.OW
1.W9
3-3
DI-3C
1D.OW
0.390
O.W
0.351
O.00aRICili
1.140
0.30
0.342
0.693
4
2.772
0
2.772
0.0150
0.0208
8.139
2.OW
0.24573
0.0833
4.00481
0.674
3.50
0.1458
0.1191
11.632
IO.OW
O.RW
0.971
2.691
O.ORI
3.531
42
DI-3B
6.W0
O.G90
0.90
0.081
MIGHT
0.081
4
0.324
0
0.324
O.11W
0.0208
1.129
2.W0
1.77148
0.0833
4.00481
LOW
3.50
0.1458
0.1666
7.831
6.W0
0.766
0.927
0.3W
0.024
L129
43
DI-3B
6.OW
0.080
O.W
0.072
aRICdiT
0.072
4
0.288
0
0.288
0.1190
0.0208
1.081
2.W0
L8W14
0.0833
4.00481
1.W0
3.50
0.1458
0.1666
7.453
6.W0
0.805
0.947
0273
O.OIS
L080
3-2
DI-3B
6.W0
0.050
O.W
0.045
FRIGHT
0.045
4
0.18
0.024
0.204
QI1W
Q0208
0.950
2.OW
2.10526
D0833
4.00481
LWO
3.50
O.1458
O.1666
6.448
6.W0
0.931
0.992
0.202
O.W2
0.949
6-2
DI-3B
6.OW
0.140
0.90
0.126
aRICiliT
0.130
0.40
0.052
O.178
4
0.712
0.015
0.727
O.O1W
0.0208
3.631
2.W0
0.55081
0.0833
4.00481
0.966
3.50
O.1458
O.1617
5.326
G.OW
L127
LOW
0.727
O.OW
2.406
6-3
DI-3B
6.000
0.150
0 90
0.135
O'RIGHT
0.135
4
0.54
O.W2
0.542
O.O1W
0.020R
2.6y9
2.OW
074102
0.0833
4AO481
0.9y5
3.50
0.1458
0.1659
4.635
6.W0
1.2y4
1.W0
0.542
O.OW
2.174
1-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hrD 1-YearRainfa11=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 cfs @ 12.12 hrs, Volume= 718,292 cf, Depth> 1.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-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) (IM (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: A Pre
26
240
22
---------I--
20
--1------`-=-----=--=--=--=--
,e
1 1 1 1 1 1 1 1 1
_L_J_______ _
18
I I 1
.. 14
-- -- -- -- -- -----------
,e
9"
-------------
I I I I I I I I I I 1 ■ RunoR
I!X4ar;P4infa] 40!-
;ttpAr1p74u0lqc
RunpfV IUM0=11&,1%2-0IF-
r-1--i--Runoff DeptW185"
Tim (hnsm)
WorrellQuantity NOAA 24-hrD 1-YearRainfa11=3.40"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCADS 10.00-21 s/n 10322 0 2018 HydroCAD Software Solutions LLC Pace 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
Te Length Slope Velocity Capacity Description
(min) (feet) (If/ft) (fl/sec) (ds)
5.0 Direct Entry,
Subcatchment 2S: A Post
28
1 1 1 1 1 1 1 1 1 1
I I I I I I I I
--r--r--r--r--r--r--r--r--r�
20CI
I
_J _J.
24
I I I 1
I I I I I I I I I I
zz
'
20
18
L 1
�1
18
l
I I I I I I I I I I
14
1
12
I I I I I I I I
10
°
------I
fi
'
I I r
I I I I I I I I I I
1 I I I I I I I I II
-'--Y--Y--'--Y--f--'--f--
I f--'--
1 1 1 1 I I ■ RunoR
1_
- INOM-94-kW 0
1�ar;Rin�all=i�
e
__ __,__�tunoff�epth>2r011'r
To--5.01min
I I
111111111
' -Y -Y -Y -Y -f -f -f -♦ -fi Y Y-
1I I I I I I I I I
8 9 10 11 12 13
Time (houm)
WorrellQuantity NOAA 24-hrD 1-YearRainfa11=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 ef
Outflow = 258.14 ds @ 12.12 hrs, Volume= 780,001 cf, Atten= 0%, Lag= 0.0 min
Primary = 258.14 cis @ 12.12 hire, Volume= 780,001 cf
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.01' @ 12.12 hire Surf.Area= 944 sf Storage= 12 Of
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 Storacle Description
#1 484.00' 9,352 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sI (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
nmary OutFlow, Max=922.55 cis @ 12.12 hire 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 ds 17.12 s
( Uo3 fps)
Pond 11P: Upper Pond
28
_J__J__J__y__� __� __� _J,am
_
■ Pnmary
m,.m
A rlea�a�,
28
24
I
Pe0kjE(ev-484,.0j'
22
$ airageF:4 -_ f-
20
-T--i-----i--i -T--i ---
-i--i --i --i --i--, _� --I - -
18
18
,IIIIIIIII
14
I I I I I I I I I
l l l
I I I I
_
,L 12
,
_L _I _J _J _! _L _L _L_J
_♦ _L _L _L _I _J _! _L _L _L _L
lae.
I I I I I I I I I
I I I I I I I I I I I
8
8
,
r,y__'__'__r__r__r_y_
4
I
_L__L_ -__J__J__1__L__L__I__ -__
z
Tlms
WorrellQuantity NOAA 24-hrD 1-YearRainfa11=3.40"
Prepared by (enter your company name here) Printed 10/19/2021
HydroCAD® 10.00-21 s/n 10322 0 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 ef
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 cf
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.01' @ 12.12 hire Surf.Area= 944 sf Storage= 12 Of
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 834.8 - 834.8 )
Volume Invert Invert Avail.Storege Storage Description
Description
#1 484.00' 9 352 ef Custom Stage Data (Prismatic)Listed below Recalc
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sg-fl) (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
Cost (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
nmary OutFlow Max=922.43 cfs @ 12.12 hire HW=484.01' (Free Discharge)
1=Broad -Crested Rectangular Weir(Weir Controls 801.41 cis @ 10.34 fps)
2=0rifice/Grate (Orifice Controls 121.01 cis @ 17.12 fps)
Pond 18P: Upper Pond
2e
--�----;--;--;-------;-
I I I I I I I I a
24
r
22
,
I
J
--; --; -----;--; --; --; - ;-
1
18
----;----;--T------�-;-
,4
12
r
r
_L -J
,o
'
'
_I
I I I I I I I I I
r
60,
4
1 1 1 1 1 1 1 1 1
T--r--r--r-r-T--T--r--r_
toirage='1,-
_1__L__L__I___I__J__1__L__L__L_
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)
■ Inflow
■ Pnmary
2-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hrD 2-YearRainfa11=4.10"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCADO 10.00-21 s/n 10322 0 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
* 7. I.n n.
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) Mflt) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: A Pre
__I __L__L__li __L__11___1___I___I__J_
340
_L
i16
300
I I I I I I I I I I
--`-- -- -J----------J-- -
240
--i--f--f-----L---l--l---i -'-
22
__r__r
20
1
--1,--_-_',-_--_-_---
_ _
-- - --
------------------
I
I -I I_ I I�
I I I
---2•YearlRa
Time (houm)
ICN=i
p Runoff
WorrellQuantity NOAA 24-hrD 2-Year RainfaIII 10"
Prepared by (enter your company name here) Printed 10/19/2021
HydroCADS 10.00-21 s/n 10322 0 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
(mini /feet\ (M) (fusRin) (471s1
Direct Entry,
Subcatchment 2S: A Post
J--- L--J -
3130
_L
C
300
----- ---22D-,-
--r--r--r-
,^,
-- -- -- --I-----I----------- -
r 1
_L _L _L 1-------
i4o11
11 J J
12D
lea
se
40
J
r r
11 I I I
4 5 6 7
---- t
I
I� -, -T .-T T
22� =Yea _
_-;--RurlroffA ei-r07,000 i
RimM Vol urt?te:Ir346_
- ---;R1lnoffDeI
u 5.0rm
,
-J--1 --J--J--J--1--L--1--1--
I I LI
III
L
Time (Imes)
t
■ RunoR
WorrellQuantity NOAA 24-hrD 2-Year RainfaIII 10"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCADS 10.00-21 s/n 10322 0 2018 HydroCAD Software Solutions LLC Pace 9
Summary for Pond 11 P: Upper Pond
Inflow Area = 4,660,920 sf, 37.71 °h Impervious, Inflow Depth> 2.63" for 2-Year event
Inflow = 335.46 cfs @ 12.12 hrs, Volume= 1,023,346 cf
Outflow = 335.46 ds @ 12.12 hrs, Volume= 1,023,345 d, Atten= 0%, Lag= 0.0 min
Primary = 335.46 cfs @ 12.12 hrs, Volume= 1,023,345 cf
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.02' @ 12.12 hrs Surf.Area= 946 sf Storage= 16 d
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 818.7 - 818.7 )
Volume Invert Avail.Storege 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
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
( 9 )
#2 Primary 469.87' 36.0" Vert Orifice/Grate 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 cfs @ 10.34 fps)
2=Oriflce/Grate (Orifice Controls 121.04 cfs @ 17.12 fps)
Pond 11 P: Upper Pond
I I I I I 1
■ InBow
■Pnmary
38
_L _J _J _1 _L _L _L
1
34
32
__,_ J J! L L L J
. I--,' Pe*,Ejev=484
30
I•`04r-
28
28
24
220
_~
20
,
_L _
18
I I I I 1
I
--`---- ----;--;--;--`-�-
-;--;--;-- ---- --;--;--;--;--;--
E, 18
,
14
1
_!__L__L__L__I__J__!__L__L__L__I__
I I I I I
1e
1 1 1 1 1 1 1 1 1
I I I I I I I I I I I
8
1 12 13 14 15 16
Time (hours)
WorrellQuantity NOAA 24-hr D 2-Year RainfaIII 10"
Prepared by {enter your company name here} Printed 10/19/2021
HydroCAD® 10.00-21 s/n 10322 0 2018 HydroCAD Software Solutions LLC Pace 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 hrs, dt= 0.04 hrs
Peak Elev= 484.02' @ 12.12 hire 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 ef Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sI (cubic -feet) (cubic -feet)
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
Device Routing Invert Outlet Devices
#1 Primary 474.32' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
nmary OutFlow Max=922.92 ds @ 12.12 hrs HW=484.02' (Free Discharge)
1=Broad -Crested Rectangular Weir(Weir Controls 801.89 cis @ 10.34 fps)
2=0rifice/Grate (Orifice Controls 121.03 cis @ 17.12 fps)
Pond 18P: Upper Pond
■Inflow
Pnmary
34
32
qy� I I
300
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10-YEAR CALCULATIONS
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 Paae 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 hrs, dt= 0.04 hrs
NOAA 24-hr D 10-Year Rainfall=6.20"
Area (ac) CN Descriotion
77.650 79 <50% Grass cover, Poor, HSG B
• nn 0.A no
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
60
50
1
40
35
I I I I
r r r
• 30
-r-1 -, -r
25
20
1
16
10
5
■ RunoR
110,1!IiA► 4 hr`+p=
10-Yealj_Rpinifal�=6.2�'r
It_un_oflF Ar_ea=107M'O ac
R4ndr f Volurdei1,701'I ,3890
j Rbn6fflDe0tH>4.38"
,CN=
814
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
Tim (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 Paae 15
Summary for Pond 11 P: 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 cf
Outflow = 569.08 afs @ 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 cf
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-d-Mass det. time= 0.0 min ( 801.3 - 801.3 )
Volume Invert Avail.Stomge Storage Description
#1 484.00' 9,352 d Custom Stage Data (Prismatic)-isted 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
rimary OutFlow Max=924.56 afs @ 12.12 hrs HW=484.03' (Free Discharge)
1=Broad -Crested Rectangular Weir(Weir Controls 803.47 CIS @ 10.34 fps)
mOrifice/Grate (Orifice Controls 121.09 cis @ 17.13 fps)
NOAA 24-hrD 10-Year Rainfall=6.20"
your company name here) Printed 10/19/2021
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 (ac) CN Description
66.650 79 <50% Grass cover, Poor, HSG B
40.350 98
wr.ouo oo vveiyi ILeu nveiaye
66.650 62.29% Pervious Area
40.350 37.71 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) MAP.t) !ff/ffl (ft/secl (nfsl
Direct Entry,
Subcatchment 2S: A Post
1 1 1 1 I I I I
4fi
IL 11
40CI
I I I I I I I I I I
95
i
I I I I I I I I I i
30
I I I I I 1
I I I I I I I I I I
LL
_L _L _L _L _L _J _J _J _J _JI
26
1
20
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Tim (hours)
6 7 8 9
Pond 11P: Upper Pond
__r__r__I___I__y__+__r__r__r__I__
■Inflow
aaem I i I I I I I
■Pnmary
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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
1 12 13 14
Time (hours)
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 Peas 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 Storage= 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
8l t-rimary 4/4.JZ' a.u- iong x u.7 Dreaarn lsroaa-tireslea Kai
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
�mary OutFlow Max=924.43 cfs @ 12.12 hrs HW=484.03' (Free Discharge)
1=Broad-Crested Rectangular Weir(Weir Controls 803.35 cis @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.09 cis @ 17.13 fps)
Pond 18P: Upper Pond
60
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55
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Time (hours)
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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 Ti
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 81, right and left sign assemblies shall be required.
Guidance:
6. For projects with activity areas 2 miles or less in length, the ROAD WORK AHEAD sign should be the
first sign motorist encounter.
7. Sign spacing should be 130W-1500' for Limited Access highways. For all other roadways, the sign
spacing should be 500'--800' where the posted speed limit is greater than 45 mph, and 35W-500' where
the posted speed limit is 45 mph or less.
8. All connections within the project limits should be idenu; fled with signs indicating to motorist they are
entering or exiting a potential construcdon/maintenance area.
September 2019
Signing for Project Limits
(Figure TTC-53.0)
Page 115
2)
1 (V)
NEXT XX MILES ocza (NOTES
3 & 4
Figure 6F-8, Channelizing Devicesl
GROUP 1
TUBULAR MARKER & CONE
- 2 Inches
ches
36" 2 to 6 Inches
MIN -3 Inches
T
36" -
-6 Inches
1: Revision 1 - 4/1/2015
5
_ 31n 4 Inches
6 Inches
_ 'Inches
4 Inches
I
36"
hi It it
42"
I
GROUP2
DRUM. VERTICAL PANEL,
DIRECTIONAL INDICATOR BARRICADE &
LONGITUDINAL CHANNELIZING DEVICE
1�1
MIN °
rc
i
12"
MAX
TYPE 3 BARRICADES
r
L
6 -h°s AS°
TRAFFIC FLOW
TRAFFIC FLOW LEFT OF BARRICADE'
RIGHT OF BARRICADE'
TRAFFIC FLOW ROAD CLOSED
EITHER SIDE OF BARRICADE'
THE SICES OF SMRICAOES FACING TRAFFIC SHALL BE 5INCH ORANGE & WHITE
FLUORESCENT PRISMATIC(HIGH OBSERVATION ANGLE)
LENS STRIPES REQUIRED
T
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)Remarks
Width of Offset (Feet)
9 10 11 12
< 25
95
105
115
125
L= S�1tV/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 1 000'shifting taper for posted speeds equal to or greater
than 65 mph. For all other roadways 3/4 L should be used.
Table 6H-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 6H-4, 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 6H-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
mph
Flare
Rate
70
22:1
55
17:1
40
13.1
65
20:1
50
16:1
35
11:1
60
19:1
45
14:1
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 6H-8, Spacing of Long-term Transverse Temporary Rumble Strip'
Set 1
Spacing
Set 2
Spacing
Between Set
Spacing
PTRS Spacing (Center to Center)
5 strips at
90 Feet
5 strips at
6 Feet
4,-„
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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2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS '
01-3A, 3B, 3C EXPANSION KEYED @ DI -SA 38, x DI-1 1/2 SECTION CAST RON �� 1/X SECTION STEEL IC-2 N
FOR DETAILS OF INLET JOINT CONST. FRS _ TABLE OF QUANTITIES NOTES N
EXPANSION JOINT 3'-f0" FRAME i COVER BACK OF SIDEWALK r JOINT 11 (APPROACH T-77"
SEE STANDARD IC-2. / OUTTER¢ LUGS TO BE I- '1_31/ 11 -I L 1/z• z 2411 z LONG
7- DEPTH OF INLET lH) TO BE SHOWN 0' i'i" RASED LETTERING
PLANS. FOR DEPTH GREATER THAN
USE
BARS G 4•• 2" w „ m� BAR G- . '(KA1APrE& TYPE L AREA OF Cu. YIN. No. BARS
F!. No. BARS B t. a REINORBARCuNGe STEEL
D F No. Lin. Ft. III No- N. Fee No. Un FtAi LIAR m A MILAN A to,_4^ Loxc z iEiNDHAnos AaNSPEQ°Fm oN� 7 EIPLANs / / / \ \ \ JMQ 0
SLOT r STANDARD DI -IA
• BARS C 6...� .� o - BAR I SUBRASE FL - - A
m ARS F rc "' 2" HARDWARE 01-3A T-8• 1.15 2.28 1 5'-7" 3 3,-2" e
jam` BARS B a ♦ CLOTH WILL BE MEASURED FROM THE INVERT OF LETTERING OPTIONAL
MS F WEEP HOLE. 4' 1.83 2.50 5 1'-8" 2 = e'- 3 5'-7" 3 3'-2" 4 1'-8" 3 1'-e" 4 - L N F _ CAST GILV. ONE WELDED TYE OUTFN.L PIPE TO 71E TOP OF 7YE \ ❑ ❑ ❑ SLOT y
SEE NOTE 8 8' 2.75 3.02 5 3'-8" 6 '- " '- " 3 5'-7" 3 3'-2" 4 Y-6" 3 '1 4 - 11 F IRA STEEL JOINT STRUCTURE. PI -AR "H" DIM7NSgNS AE
a of B' 3.67 3.46 5 5'-8" 10 " 3 5'-7" 3 3'-2" 4 5'-6'• 3 1'-e" 4 e a w APPRO%MATE OILY FOR ESTIHMTNG H
"' gg ± WELD &L PURPOSES AD THE ACTUAL DIMENSIONS / \ ❑ ❑ ❑ ❑ W
DI-38 O' 4.68 3.90 5 7'-8" 14 8'-7" to 8'-O" 3 5'-7" 3 3'-2" 4 7'-6" 3 1'-e" 4 - 04 OPTIONAL 43.6 LBS CzCTORS SHALL SE DETERMINED BY THE
...;.. - IT SM 4.34 5 9'-8" 18 '-7" 3 Ili 3 3'-2" 4 9'-6" 3 Il L - 251 _ _ BRACE RIBS 3 LBS TO COLLAR CONTRACTOR FROM FIELD CONDITIONS. B / 1 B A A 2
1 . 6.42 4.78 5 n-0" 22 - " - 3 Ili 3 3'-2" 4 111 3 11 L - 98 INCLIDING INCLIDING 3. WMEN SPEgFGD N THE PLANS THE ❑ ❑ ❑ ❑ ❑ ❑
0 11 II AR F BAR A •NOTEaSSE to- 7.33 5.22 5 Ill 26 '-7" 3 Ili 3 3'-2" 4 13'-6" 3 11 L - 345 m LUGS CONNECTORS AVERT Is TO BE SHAPED N ACCORDANCE
�W O
ry I p ARS D FACE OF CURB 18' 8.25 5.88 5 15'-8" 30 '- " 3 5'-7" 3 3'-2" 4 15'-6" 3 1'-8" L = 391 WITH STANDARD IAM IS -AC ING COST MATERIALS
®• ®• Y .
35
GUTTER B' 3.8] 3.45 10 2'-9" B " " 5 5_7„ 3 3,_2 B 2, 9„ 8 1� 8" 2 9%" 9%" FURBISHING I NH PLACING AL FOR
I I V
CR K CONTROL JOINT CRAG( CONTROL JOINT '_ .. 2,_p, LUGS STUD NCIDENT& TO THE SHAPING IS TO BE ' ❑ ❑
10'NAX. _1 to 5.� 4.33 0 14 =9''' 78 8_7 to 6'_IO„ 5 IllIll 3 b-T' a 14-L" 6 7.8 2 ,_ „ 41 GO INCLUDED IN THE BID PRICE FOR THE 1
6' MN. PLAN 8 (GRATE REMOVED) /Y z }/E" x 4" STUD SHEAR STRUCTURE. z
SECTION A -A 4'-2• 4
MAX. PLAN 2' 9/z' HEAP 4. N THE EVENT THE INVERT OF THE ❑ ❑ ❑ ❑ Z
A L-VARIABLE - MAX, 20' r KEYED COAST. JOINT DI-3C 14' 8.42 L.T/ 10 5'-9" 20 8'-7" to 6'-IO" 5 5'-7" 3 3'-2" a 5'-9" 8 1'-8" 2 g f- , CONNECTORS BOTTOM OF HSTRUCTURTNE R THAN THE 1
WARPED SEE DETAIL A OF THE STRUCTURE SHALL BE SHAPED \ (n O
may{ GUTTER 16' ].33 5.21 10 Ill 24 '- „ 5 5'-7" ; 3'-2" a e'-9" 8 1'-0" 2 W, WTTH CEMENT MORTAR TO PREVENT ❑ ❑ ❑ 5
2'-0" 8' 2'-6" 8" J'-0" 2" III �IF \ /y Z U
�� I B z I I BARS A APPROACH 1B' 8.25 5.85 10 7'-9" 28 8'-7" to 6'-IO" 5 5'-7" 3 3'-2" 8 ]'-9" 8 1'-8" 2 '- " _ N 0 WATER IN THE / i'i' x 1/x" SLOT �q/ y
w -- Zi GUTTER 20' B.1] 6.09 10 8'-9" 32 ,_ " „ 5 5'-7" 3 3'-2" a e'-9" 8 1'-0" 2 ,_ „ COLLAR DETAIL STRUCTUE.THE T OFFNCIDHN& \ ••J r0 WATEP
SECTION B B
+ N - L yZ' MIN 0 � PLACE' L MATERIALS ENT
^'� - LE G TO INLET SHAPING IS TO BE INCLUDED (n {J
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - NOTES 21 N THE BD PRDE FOR T E STRUCTURE. / a
•. �• - i APPROXIMATE WEIGHT �j • RASED LETTERING
TTERIN
B S G I H .0 5. STEPS ARE TO BE PROVIDED WHEN H IS CAST IRON
1 DIMENSIONS FOR DUMP NO WASTE DRAINS TO WATERWAYS 4'-0" OR GREATER. FOR DETAILS SEE O f 04
L
1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. ]- #4 X 8" SMCTH DOWELS AT APPROXIMATELY 16. THS AREA MAV BE EARTHEN, IN WITCH CAE CAST IRON ONLY STANDARD STA FRAME 56 + 4 LBS.IBARS F BARS E LAB n o 12" C-C TO BE PLACED N ALL AREAS ADJACENT THE EXPANSIN JOINTS WILL APPLY ONLY TO COVER 83 � 4 Les. COVERN*3" DIAMETER BAPS E 2. THE "H" DIMENSION SHOWN ON THE STANDARDS TO ABUTTNG CONCRETE TO PREVENT CURB AND GUTTER. DETAIL B 8. THIS ITEM MAY SE PRECAST OR CAST -
WEEP HOLE BARS B AD SPECIFIED ON TIE PLANS WLL BE ETTLELENT. THIS IT E. FRAME Z
FRONT ELEVATION 1'-8" 8" MEASURED FROM TE NVERT OF TIE OUTFALL B. CONCRETE QUANTITIES SHOWN ARE FOR DEPTH - I BARS F PIPE TO THE TOP OF THE STRUCTURE. a, 3" DIAMETER WEEP HOLE TO BE LOCATED TO GO OF 5'-2" WITHOUT PIPES. THE AMOUNT DETAIL A 2,-6„ `D l Q LN
- (GUTTER REMOVEDI 3'-0" ]. #4 X IM SILLY 12 DOWELS AT ' FOR STI DIMENSIONS ME MING PURPOSES ND THE ACTUAL ONLY DRAIN SUBBASE MATERIAL. WEEP HO WITH OBTAIN TR BY PIPES MUST BE INLETS OF TO 4'-2" CIADWAE 1,_J„ SEE DETAIL B pppRO%IMATELY 12" C-C TO BE J
La 5M/i' BENT PLATE - SECTION B-B DMENSIONS S1HALL BE DETERMINEDHBYTHEOR GAVANAISZED STEELWWIRE YOTH xWRE11 E DOUFFERENTUDEPPTQUANTITIES.
I STADD ORpSUBTRACT 0.32 OF CLOTH T-4" DIA. 1'-9,Y'j' CIA.
2'T' J I PLACED IN ALL AREAS ADJACENT G
g�• CONTRACTOR FROM FELD CONDITIONS. DIAMETER 0.03"•NUMBER 4 MESH HARDWARE CUBIC YARDS OF CONCRETE FOR EACH FOOT I 4" DEPTH AACR - TO ABUTTING CONCRETE TO PREVENT 1%i
_.:,.; ... \ i88, i78 SETTLEMENT.
NOTCH RAU DOWELS 3" 1'-10" DI0. T.
N CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF DEPTH.
�" 1'•• 3. WHEN SPECIFIED ON THE PLANS TIE AVERT 6 W THE STRUCTURE. RIIPP IMIMI •' FINISHED 1/T
•:' . I .::.. ::.. TO E SHAPED N ACCORDANCE WITH STANDARD n, LENGTH OF ANGLE ROOM AS SHOWN ON SHEET 1 SS OS " > 38 DW.ETERTM N SEE STANDARD ALTERNATE OESIGN.Y3,4 FOR �• - X„ MACHINE MACHINE 3i" DIMENSIONS
-« /� R ., •., 1 IS-1. THE COST OF FURNISHING NO PLACING ALL 9. ALL REINFORCING STEEL SHALL HAVE A LAN. OF 2 IS TO BE L+B'• AT 4.10 LBS./FT..
TYPE A NOSE DETAIL SHALL BE USED WITH CO-3 0 CG-] STANDARDS. ... L2/"X2%"X'/." IT 11
MATEIALS INCIDENTAL TO THE SHARING IS TO BE COVER OF 2". x =_ - z D. COLLAR WEEP HOLE _ /, \ - - MACHINE �INEITYPE B NOSE DETAIL SHALL BE USED WITH C-2 I! C-6 STANDARDS. TYPE A LARIZ�DINCLUDED IN TIE BD PRICE FOR THE STRUCTUE. 18. a DENOTES LENGTH OF ONE (0 BAR. �B 9qEE NOTE 8 iO a. f DIAAMSTIC ERRDWEEPWARE LOTH ITH' MEs2YPE B Y2 X 4• STUD SHEAR CNNECTOR WELDED 10. ILL REINFORCING STEEL TO BE CUT CLEAR OF » � n /••" O Ljj
GALVANIZED PLATE FOR TYPE A TO BE BENT N AN ANGLE OF 68.30' TO ANGLE RON AT VC-C. IN THE EVENT THE INVERT OF THE OUTFALL ALL OPENINGS BY 2". 19. ALL REINFORCING BARS TO GEMS. 12" "" OR GALVANIZED STEEL WIRE, MINIMUM
I 4. PIPE IS HIGHER THIN THE BOTTOM OF THE • - - _ 12"-16"-B" OR 24" WIRE DIAMETER 0.03", NUMBER 4 MESH J
CONNECTORS END IS T A ANCHORED WITH /i' X 4" STUD SHEAR NTo - n HARDWARE CLOTH ANCHORED FIRMLY ..
NOSE DETAILS STRUCTURE, THE AVERT OF THE STRUCTURE H. CAST -IN PLACE CONCRETE R TO BE CLASS AT 20. WHEN INLET IS USED N 4O CONFORM
BICN OF 4 4, _ :♦`
WELDED TO BENT PLATE AT 2'C-C. � TO THE OUTSIDE DR THE STRUCTURE. LLI Q
2" SHALL BE SNIPED WITH CEMENT OF TARFAT TO (3000 PSU. PRECAST CONCRETE 6 TO BE INLET IS TO BE SHAPED TO CONFCAI TO aN nq s 1 SECTION A -A (� fn Z
R. PAVEMENT PREVENT STANDING OR PMST OF WATER 4000 PSI. PROPOSED CURB. • �� > G, m 9. CAST IN PLACE CONCRETE IS TO BE 1if'
11
IN THE PLACING
ALE. THE COST OF NT& TONG m A s CLASS A3 (3000 PSI). PRECAST I
DI-3A L 01-38 L DI-3C L 'T�; WARPED PAVEMENT AND SLICING ALL MATERIALS INCIDENT& BID
@. LENGTH OF SLOT fU WILL, IN EVERY CASE. BE r•�,����•, CONCRETE IS TO BE 4000 PSI. 1'-10" DIAL 1 .
PRIDE
SHAPING E TO C INCLUDED IN THE BD SHOWN N PLANS.
PRICE FOR THE STRUCTURE. Me 1" 11 - „ 10. ANY ALTERNATE METHODS OF AOd10RAGE
13. F INLET IS AL CURB.
IN IS TO CURB DR SECTION A -A '�' 31�' ^ MEETING THE APPROVAL OF THE ENGINEER SECTION B-B
- - - - LOW - - a, OREPS ARE TO BE GREATER. FOR DETAILS SEE HEN H IS STANDARD SO_A OMITTED (SEE DETAIL).
GUTTER IS TO BE CONCRETE QUANTITIES FOR MIN. DEPTH SEE DErPl B
x x x LUGSBASSSN)TWN�HEREOFNDR. THE CAST IRA NOTES
I . FLOW 1 f.LQW 1 0 B. THIS ITEM MAY BE PRECAST OR CAST -IN -PLACE. 14. STANDARD INLETS MAY BE CONSTRUCTED WITH 12" TE PPE - 1.440 CU. YD. CONCRETE APPROXIMATE WEIGHT 1, THE LETTERS V.D.O.i. ARE OPTIMA, IF USED THE LETTERS ARE TO BE
f /� CONCRETE BLOCKS IN ACCORDANCE WITH THE M" �TE PPE - 1.528 CU, YD. CONCRETE 4/." I �j' CAST IRON 1. DUMP NO WASTE DRAINS TO WATERWAY
1 1 1`L I DETAIL WHEN USED DETAILS SHOWN ON STANDARD DRAWING DI-MB. N t y GRATE 383 ± 1B LBS LETTERING
LOCATONUIOFDLETTALL ERNG IMAY CAST
j HIGH AS SHOWN.
IN TOP OF THE COVER 1" WIDE PAID REED
B" TE PPE - 1.820 CU. YD. CO CRETE
24" CONCRETE PIPE - 1,817 CU. YD, CONCRETE SECTION C-C SECTION D-D VARY BY MANUFACTURER.
FOR USE N GRADES ADJACENT TO CURB ADD 0.489 CU. YD.PER 2 ONE ALL MIC-2 COP NO VERS. TE DRAMS
CATION OFLETTERINGINGAYS L MAY aVARY NG SBYE MUANUFACTURER.
FOR USE IN SAGS WITHOUT GUTTER ADOil FOOT OF DEPTH. GRATE DETAIL
BOTH SIDES TO BE SYMMETRICAL
VDOT SPECIFICATION SPECIFICATION VDOT vmT SPECIFICATION SPECIFICATION
STANDARD CURB DROP INLET REFERENCE REFERENCE STANDARD CURB DROP INLET STANDARD DROP INLET REFERENCE REFERENCE STANDARD INLET AND FRAME COVER �VDC]T
ROAD AND BRIDGE STANDARDS ROAD AR0 PoRDGE STAROADS ROAD PMD BRIDE STADAR05 ROM AND BRIDGE STANDARDS
s1EET 1 a z REVISIN DATE 12" - 30" PIPE( MAXIMUM DEPTH (H) - 8' z33 z33 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' REVISION GATE sHGEr z DR z SHEET 1 of A REVISION DATE 12 - 24 PIPES MAXIMUM DEPTH (H) - 10 233 z2a REVISION DATE SHEET 1 of 1
104.09 OB/10 VRGNIA DEPARTMENT OF TRANSPORTATION 302 302 VIRGINIA DEPARTMENT OF TRPNSPORTATION
104.q 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 04/20 105.01
2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS W
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2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS G J Z W
PB-1 PB-1 EC-1
GENERAL NO PROJECTION OF PIPE ABOVE GROUND LINE DETAIL 1 DETAIL 2 B END -SECTION 12" - 60" PIPE ALTERNATE END -SECTION 12" - 60" PIPE ES 1 W Q O Q
1. METHOD "A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE HUB END N OUTLET END -SECTIONS
4A-
RA
SPIGOT END N INLET END -SECTION HUB END N OUTLET END -SECTIONS U
APPLICABLE HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC-1TABLES UNLESS TOP OF FILL TOP OF FILL TOP OF FILL �B DESPIGOT ENO ON INLET END -SECTION
OTHERWISE NOTED N THE PLANS.
2. H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FLASHED GRADE. _ _ A '^ X _ _ X X _ X O J O
GROUND LINE x GROUND LINE x GROUND LINE x - -
3. b - EXCAVATION DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL. _ A A 1 1 r 1 I„I�
UI yp 1 - - - - - - - - CONCRETE TO BE - - ■ CONCRETE TO BE LLL JJ 4000 P81 MINIMUM ���LLL 1_ - _ - _ - _ - _ J' 4000 P31 MNM1M � Q ' `R - /irir rrrr - - /iirr r/Jr I I I� I1=11r _ - rrrrrr rrJ - - j m I A
CIRCULAR PIPE -rrr rrr 11�- -'I rrr rr Ilr' -'iEll r// rrril III "' ? 1N -- w
-- rr ri ri rr 1 11�'�N 1_ - C
L D •OUTSIDE DIAMETER OF APE. -II r p r EARTH t .II p ROCK DI . p EARTH \ Z _ _ 2. O - INSDE DIAMETER OF PPE. SOILBEDDIELDING x M NG
3. X - WDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PPE. MATTEIIA `" '^ PLAN PLAN JX.18" WHERE EIS LESS THIN 38". B B C B ET WQ
X . 18" WHERE E IS 38"AND GREATER. MIN. MMIN. 1/10 D NMIN. 1/10 D 1/10 D - F PL.L
4. NWHEREORMAL DRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR X D % BECDNG x D X BEDDING L C B L0LNORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PPE) MATERIAL MATERIAL X 0 %
30" NO LESS IN DIAMETER WITH HEIGHT OF COVER 15-OR LESS. '/>" PER TOF H B '`OPRp E
i11N. 8", MO. 24" FOUNDATION SOFT, YIELDING, OR x � 'A ok J'15Lpp
5. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR NORMAL EARTH FOUNDATION OTHERWISE UNSUITABLE MATERIAL FNRD I STEEL FABRIC REINFORCEMENT 11
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PPE) 30" AD ROCK FOUNDATION RD(EpNGE1DIc J _ - - - - - - - - - - - -
LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS. 1 a 1
8. BEDDING MATERIAL AND CLASS I BACKER.]. MATERIAL MAY BE ELIMINATED FOR SHOULDER PIPE PROJECTION ABOVE GROUND LINE
SLOT INLET (DI-13) OUTLET PIPES INSTALLATIONS. x / I PAY p
GEOTE%TILE -
ELLIPTICAL PIPE MIN. 1.5 x D MIN. 1.5 x 0 MIN. 1.5 x C MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x D FABRIC _ A
1. SA -OUTSIDE SPAN DIMENSION OF PIPE. TOP OF FILL iDR DR FILL TOP OF FILL m FABRIC
FPI3RICXTILE - SECTION X-X END EVEEW SECTIONNX-X END VIEW
2. S2 - INSIDE SPAN DIMENSION OF PIPE. x x x _ SECTION A -A SECTION A -A SECTION A -A w END SECTION DIMENSIONS END SECTION DIMENSIONS
3. R - OUTSIDE RISE DIMENSION OF PPE. - - PIPE DIAMETER A B C D E PIPE DIAMETER A B C D E
JJr// rrrrr .% - Jr/JJ JJ/r ::::::::• - rrrrrrr///r// rrrXr/rrr/N- 12" 4" _ 2'_p" 4' 0" 2•_ " 12" 4" 4'_7• ,_1„ 2•-p"
4. X •WIDTH OF CLASS BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. = rrr
rrr 'x: :::•• rrrr rrr «iiiiii - - ///iiir/rir Ur/Jr//rrr = MIN. 35
X - 12" WHERE S IS LESS THAN 36", ry /J rp 'yyyyyyy .. 15" 8" - 1'-9" 4'-0" 15" e" 3'-O" '-1" 2'-6"
2 :• rr' rJ .:::::••.-:ti':titi' ::'rrr rr :::::::• _ /rJNrrr// U/N/Urr= W iT-Y_
X - 18" WHERE 52 IS 36" AND GREATER c -r• w• •:• r d Ir iiti11: uNEUNO o r rr: };:::: LINLUND . = r/r/JJrrr p rrr/rrrJr _GROUND 21" 9g" ,-1 • 2'-01" '- " f, 21" 9" '- " 1A" 8-1" 3'-8" N
5. WHERE DIRECTED U THE ENGINEER, BEDDING MATERIAL MAY BE ERE STIED FOR ••., ,,,;;,,, o -LINE NOTES
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PPE WHERE 52 IS 38" DR -}.. :: • v::•:::. _ - • - w p
LESS AND HEIGHT OF COVER 15-OR LESS. - :: vv.•.•.•.•. _ •• - _ - q i--. 24" Ill '_7" 2'-6" - 24" 10" '-p' 2,-8• 6'y" V-0„ Q
o = o o - - 2T' 10 2�_T� ,_ ,� �, v„ 10 4,- „ 2M_ e,_p „ 4M_8. cQ
S. REGULAR FOUNDATION
T MATERIAL MAY IN USED IN LEU OF CLASS I BACKFILL MATERIAL AND
-- 1. FOR MULTIPLE LIE NSTNLATgNS. DNDNSION S IS TO GOVERN THE PROTECTION N G
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PPE WHERE 52 IS 38" DR LESS AND o y EARTH I -� ROCK OR ' � OUTSIDE THE CHANNEL WIDTH (YIN. 30" 1'-0" '- " 1'-] 8'-1 '- " 30" 1'-0" 4'-8" 1'-7 e'-1 6'-0•
HEIGHT OF COVER 15'OR LESS. MIN. 1/10 D UNYIELDING r / 2. N ANY INSTILLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDW&L 33" 1'-1 " " T-31 7'-1 '- " 33" 1'-7 4'-D1 " 3'- " al a'-6" G <
MIN. 1/10 BEDDING /z• Sag �I. II _ I _ II-, SOIL - - ^ - - - N EMOSECTION IS SPECIFIED M THE PLANS, CONSTRUCTION E TO BE N ACCORDANCE 36" 1'-3" 5'-3" 2'-10 " al 6.-0.. 38" 1'-3M' 5'-3" T-10 " a'-1 " 6'-0" O N
MATERIAL 1" OF H % D % MIN. 1/10 D n BEDDING EARTH 4L, WITH OETAL 2 SHOWN ABOVE. 42" 1'-9" 5'-3" T-11" all 8'-8" 42" 1'-g" 5'-3" T-11" 8'-T' 8'-8" (D �/ L0
PIPE ARCH MAX.N. a", BEDDING MATERIAL 48" 2'-0" 8'-0" 2'-2" 8'-2" 7'-0" 48" 2'-0" 8'-0" 2'-2• 8'-2" 7'-0- '� FTY
M24" MATERIAL 3. GEOTEXTLE FABRIC TO BE INSTALLED UNDER CLASS N,Z, AND I MATERIALS N Q LL V i1')
L S - SPAN DIMENSION OF PIPE. NORMAL EARTH FOUNDATION FOUNDATION SOFT, YIELDING, OR ACCORDANCE WIT1 THE SPECIFICATIONS. 54" T-3" S'-5" 2'-91 " 8'-21 " 7'-6" 54" T-3" 5'-5" 2'-T" a'-4" 7'-8" Lu � �
ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL GEOTEXTILE 4. 3 • DIAMETER OF CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT, 80" 2'-11" 5'-0" 3'-3" 8'-3" a'-0" 80" 2'-8" 5'-0" 3'-3' 8'J" B'-0" W Y O
2. R •RISE DIMENSION OF PIPE. FABRIC H - DM)IETER OF CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELLIPTICAL OR ARCH LENGTH OF PIPE Z
3. B - SEE PC-1 rAHLE FOR APPLICABLE PIPE MATERIAL BEDDING MATERIAL IN ACCORDANCE WITH EMBANKMENT CULVQtfM PAY LIE
® SECTION 302 OF THE ROAD LAND BRIDGE ® NOTES: SECTION B-B i USE TYPICAL SECTION SHOWN ON PLUS FOR SIDE SLOPE, BOTTOM WIDTH IUD DEPTH SHOULDER C B �J W Q
4. x - WIDTH OF CLASS IBACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. SPECIFICATIONS. NOTES( Z = D]
z • 12" WHERE 52 IS LESS THAN >8". FOR GENERA NOTES ON PIPE BEDDING, MAXMUM CUTLET OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND.
x - B" WHERE 52 IS JB" AND GREATER ANS ARE 0
WITH SSECTIONK31LL 02 OFERIA- IN ACCORDANCE SEE THE ROAD MD BRIDGE AND INSTALLATION
SEWERSFGEIPE CULVERTS NERAL NOTES TYPE DR OUTLET PROTECTION MATERIAL VELOCITY MINIMUM „I,� BASEDEON E�aND a3EC SECTION DEON SIGN SHOWN
5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR SPECIFICATIONS. ON SHEET 107.00. (FOR DESIGN STORM) (INCHES) W U U
OUTLET PROTECTION MINIMUM LENGTH fU N THE LEFT. F THE CONTRACTOR ELECTS
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PPE WHERE S IS 35" N REGULAR SECTION
LL MATERIAL O ACCORDANCE TO USE THE ALTERNATE DESIGN SHOWN ON
2 ''!!��++��!!�R FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL WITH SECTION 302 DR THE ROAD ARID BRIDGE CRUSHED GLASS CONFORMING TO THE CLASS Al CLASS Al DRY RIPRIP a THE RDHT LENGTHS WILL BE REDUCED BY
LESS AND HEIGHT OF COVER 151OR LESS. L..::.] IN ACCORDANCE WITH SECTION 302 OF THE ROAD SPECIFICATIONS. Po° 1B _ _ Gj111A
SIZE REQUIREMENTS FOR CRUSHER RUN TYPE A INSTALLATION 311 CULVERT THE DFFEI2ENDE IN DIMENSION "D".
S. REGULAR FOUNDATION
T MATERIAL MAY IN USED IN LIEU OF CLASS I S 35" O MATERIAL FOR MO BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 AND 26 MAY BE CLASS I CLASS I CRY PoPRAP 14 fin; 24
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PPE WHERE S IS 35" N LESS ARID USED IN PLACE OF CLASS I BACKFILL. TYPE B INSTALLATION SX 1
HEIGHT OF COVER 15'OR LESS. I W ACCORDANCE WITH SECTION 302 OF THE ROAD CLASS I CLASS DRY PoPRAP 19 fpe 38
AND BRIDGE SPECIFICATIONS. SLOPE DETAIL �L L
SPECIFICATION vDOT VDOT SPECIFICATION SPEgFDATON vDOT SPECIFICATION v=r IO~ ^ (/) t9y
REFERENCE INSTALLATION OF PIPE CULVERTS & STORM SEWERS INSTALL. OF PIPE CULVERTS AND STORM SEWERS REFERENCE REFERENCE ` REFERENCE FLARED END SECTION t `�' J W
ROAD AND BRIDGE STANDARDS ROAD PAID BRIDGE STANDARDS CULVERT OUTLET PROTECTION ROAD AND BRIDGE STANDARDS ROAD AD BRIDGE STNIOM05 �.R
302 GENERAL NOTES REVISION DATE SHEET 1 OF 1 SHEET 1 OF 4 REVISION DATE CIRC. PIPE BEDDING AND BACKFILL -METHOD "A" 302 204 REVISION DATE SHEET 1 DR 1 12" - 6D" CONCRETE PIPE CULVERTS REVISION DATE SHEET 1 OF 1 x J Q
303 303 303 VIRGINIA DEPARTMENT N TRARSEORTATION 302 E-'R 04 Z
VIRGINIA DEPARTMENT OF TRANSPORTATION 107.00 10].01 07/12 VIRGINIA DEPARTMENT OF TRANSPORTATION {N T301 VIRGINIA DEPARTMENT OF TRANSPORTATION '02.01 _Q
2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS by
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2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS
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DETAIL 1 DETAIL 2 O)
PERMISSIBLE B O
X4, GRADE 60, REINFORCING ROD ENCASED N CONSTRUCTION x5 DOWEL, 8" LONG p 12" C-C 1�B �. DETAIL 3 B M
A CORROSION RESISTANT B RIBBER M OTHER JOINT 5'
• NO. 6 GALVANIZED STEEL STEP MATERIAL APPROVED BY THE ENGINEER. MIN. RADA
DIMENSION MAY VARY WITH MANUFACTURERS m 4. A III
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MATERIAIALN RESISTANT x e, A 1 n N
1 �f A R )L I I A M N I
SHAPE TO ELEVATION 0'1 � � 10:1 ✓' 3 OF MID POINT OF '(� z
LARGEST PIPE. <� B MA% B I s I n
5 # 4 REINFORCING ROD ut
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SLOPE TO DRAIN TO INVERT FABRIC O vJ
OF OUTLET PPE �� NOTES' 20 2'MIN. - WITH BUFFER STRIP GEOTE%TILE a DEOTE)('fILE• / O
I :T STEPS WILL BE REQUIRED IN Nl STRUCTURES WITH A DEPTH OF I~.'I SECTION A A FABRIC 7 CIO
' SECTION A -A I . 4'-0" OR GREATER UNLESS OTHERWISE NOTED N THE PLANS. FEIHRIZRISE ` I O�
•'':' 4/ x� ALL STEPS SHALL PROTRUDE 41/r' FROM INSIDE FACE OF SECTION A -A SECTION A -A SECTION A -A m U O KyN�
TRANSITION BETWEEN : }w. R 3 STRUCTURE WALL. PERMISSIBLE
PPE DIAMETERS WHEN METHOD OF TREATMENT IN DROP INLETS /. MAXIMUM STEP SPACING TO BE 18" C-C. CONSTRUCTION
OFFDRENT SIZES OF //. JOINT
PIPES ARE ENCOUNTERED. �e x STEPS SHALT WITHSTAND A MINIMUM FORCE OF 3C POUNDS WHEN MINT X
W. R EXTENDED 4/x FROM THE FACE OF THE SUPPORT. _S Mil
STEPS ARE TO BE VERTICALLY ALIGNED AND UNIFORMALY SPACED NOTES: Q U O
FOR THE ENTIRE DEPTH OF ANY STRUCTURE. SECTION B-B M ii'' 11
TYPICAL SECTION EXAMPLE INSTALLATION METHODS - 1. FOR MULTIPLE LINE INSTALLATIONS, DIMENSION S E TO GOVERN THE PROTECTION W �
N PRECAST UNITS STEPS MAY FA CAST IN PLACE, MORTARED SEE PLANS FOR LAYOUT CL
NOTES' (DIMENSIONSUFACMAY VARY WITH INTO HOLES PROVIDED BY THE FARRICATOR, OR DRIVEN. NOTES( OUTSIDE THE CHARNEL REQUIRING
M. O
SHAPING WI MANHOLE AND MET INVERTS R ACCORDANCE WITH YARUFACTURER'S DESIGN 2. ON ANY INSTALLATION SPECIFIED
ON CULVERT OUTLET PROTECTOR WHERE NO ACCORDANCE
O
THIS DRAWING S TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO ORNN a MINMN OF 3• EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS 1. FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE, SEE SHEET 1 ID 5.
OR ENOSECTION IS SPECIFIED ON THE PLANS, CONSTRUCTION E TO BE N A'CCOPoIARDE
ST PLUS M WHERE INVERT OF PIPE IS ABOVE INVERT OF TO INVERT OF FROM THOSE SHOWN MAY &50 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 MINIMUMCONTRACTOR
REQUIREMENTS SHOWN HEREON AND THE CONSTRUCTION.
TRUCTONREO AT TOP OF CURB RAMP. MINIMUM CURB RAMP LENGTH a FEET FOR NEW A' ^ 1
CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS AND CONSTRUCTION. y 3. GE TEXTILEACCORDANCE
FABRIC TO SE INSTALLED UNDER CLASS A,I, AND I MATERIALS N ` V
IN MANHOLE A DROP INLET IS TO BE FORMED AND CONSTRUCTED RECEIVED TEST REPORTS AL THE PROPOSED SUBSTITUTE AND H/5 y =JJ ACCDROINCE WITH THE SPECIFICATIONS. _ 1
IN INVERT SHAPING
WITH APPLICABLE STANDARD I OR SPECIAL DRAWING. RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE 3. CUTTER PIN SHALL BE A MAXIMUM SLOPE OF 20'1 AT THE RAMP OPENING. Q �I
THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST DR A / n OF SUCH STEPS. �� GEOTIXTLE
PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS AS OR / v 4. OIAGON& PLACEMENT IS NOT PERMITTED, (n FARRIC 4. S - DIAMETER N CIRCULAR CULVERT N SPAN FOR BOX ELLIPTICAL OR ARCH CULVERT.
�+ H -DIAMETER OF CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELUl OR ARCH
CLASS C1M EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE / ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLIP-RESSTMNT N N CULVERT. w
UP TO 4 N DIAMETER AND CONSIST OF STONE. BROKEN BRICK, _ A(+ SURFACES SUCH AS BUT NOT LIMITED TO. CORRUGATED KNURLED. 0 �O SECTION B-B y
BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE I I ..:; OR DIMPLED SURFACES. O 0: Al USE TYPICAL SECTION SHOWN N PLANS FOR SIDE SLOPE,BOTTOM WIDTH AND DEPTH
SHALL BE LEFT SMOOTH BY REINS OF HAND TROWELLING. NONE I - !%�,' �� U b OF CHANNEL N MATCH EXISTING DITCH OR NATURAL GROUND.
OF THE COARSE AGGREGATE SHILL REMAIN EXPOSED. . 4 .'" ALUMNA STEPS SHALL BE FABRICATED IN ACCORDANCE WITH U MAXIMUM OUTLET ro
a TYPE OF OUTLET PROTECTION MATERIN- VELOCITY MINIMUM "T" 'u J
DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE _- .' °' THAT B221, ALLOY HE STEP
CROSSW K INCHES) (G
PURPOSES ONLY. EACH MANHOLE N DROP INLET IS TO BE SHAPED _ THAT PORTION COATED
THE STEP ENCASED IN MASONRY SHALL BE (FOR DESIGN STORM)
INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET' `Np UNIFORMLY COATED WITH A BfTIAWMDIS, SOLVENT TYPE, ASBESTOS CROSSWALK N CARET PROTECTION MINUMUM LENGTH (Uuj
CONFIGURATION AND FLOW LINES. i " 'A" q'(Fp FILLED ALUMNIM PIGMENTED COATING CONFORMING TO FEDERAL M TYPICAL PLACEMENT CLASS Al CLASS Al DRY RPRAP a fpa 18 m
SECTION B-B SPECIFICATION TC-C-00498A TYPE A INSTALLATION 3x c
PLAN wk cA TYPICAL PLACEMENT AT INTERSECTION CLASS I CLASS DRY RPRAP 14 1pe 24 `m
ALUMINUM STEP AT INTERSECTION WITHIN CROSSWALK TYPE B INSTALLATION sx a
METHOD OF TREATMENT IN MANHOLES WITHIN CROSSWALK (WITH BUFFER STRIP) CLASS I CLAW DRY WRAP 19 fpe 36 �
`vDOT soactiCATIDEON SPEC 7qN VD= SPECIFICATION A COPY OF THE ORIGIN& SEALED MD SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. `VDOT SPECIFICATION VDDT CI
STANDARD METHOD OF SHAPING REFERENCE CG-12 DETECTABLE WARNING SURFACE REFERENCE `
NON) AND BRIDGE STANDARDS STANDARD STEP ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS 204 CULVERT OUTLET PROTECTION ROAD ANC BRIDGE STANDARDS
SHEET 1 DR 1 REVISION GATE MANHOLE & INLET INVERTS REVISION PATE SHEET 1 OF 1 105 TYPE A (PERPENDICULAR) APPLICATION REVISION DATE SHEET 2 OF 5 245 REVISION DATE SHEET 1 OF 1 c
302 VIRGMA DEPARTMENT OF TRANSPORTATION 502 303 VIRGINIA DEPARTMENT OF TRANSPORTATION 0
D8.08 VIRGINIA DEPARTMENT OF TRANSPORTATION 106.09 504 VIRGINIA DEPARTMENT OF TRANSPORTATION 04/19 204.02 414 113 Ot t
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