HomeMy WebLinkAboutWPO202100070 Plan - VSMP 2022-01-27SHEET 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
C3.00A
STORMWATER POLLUTION PREVENTION PLAN
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
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
non
MAINTENANCE OF TRAFFIC PLAN
C12 612.02
* CROSSED OUT SHEETS CAN BE FOUND IN ROAD PLANS.
SURVEY NOTES:
THIS TOPOGRAPHIC MAP WAS PREPARED FOR:
WORRELL LAND AND DEVELOPMENT COMPANY LLC
THIS SURVEY WAS PREPARED WITHOUT
THE BENEFIT OF A TITLE REPORT.
SOME EASEMENTS OTHER THAN THOSE SHOWN
HEREON MAY EXIST.
TMP 78-2OC6 IS ZONED:
PLANNED DEVELOPMENT MIXED COMMERCIAL
THIS PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X
(UNSHADED) (AREAS DETERMINED TO BE OUTSIDE THE
0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON MAPS
BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY.
MAP 51003CO289D DATED: FEBRUARY 4, 2005
THIS TOPOGRAPHIC SURVEY OF A PORTION OF TAX MAP 78
PARCELS 2006 AND 2005, LOCATED ON WORRELL DRIVE
ALBEMARLE COUNTY, VIRGINIA
WAS COMPLETED UNDER THE DIRECT AND
RESPONSIBLE CHARGE OF CHRISTOPHER B. KEAN
FROM AN ACTUAL GROUND SURVEY
MADE UNDER MY SUPERVISION; THAT THE IMAGERY
AND/OR ORIGINAL DATA WAS OBTAINED ON
OCTOBER 24, 2019; AND THAT THIS PLAT, MAP, OR
DIGITAL GEOSPATIAL DATA INCLUDING METADATA
MEETS MINIMUM ACCURACY STANDARDS UNLESS
OTHERWISE NOTED.
I HEREBY CERTIFY THAT THIS TOPOGRAPHIC SURVEY, TO THE
BEST OF MY PROFESSIONAL KNOWLEDGE AND BELIEF, IS
CORRECT AND COMPLIES WITH THE MINIMUM PROCEDURES
AND STANDARDS ESTABLISHED BY THE VIRGINIA STATE
BOARD OF ARCHITECTS, PROFESSIONAL ENGINEERS, LAND
SURVEYORS, CERTIFIED LANDSCAPE ARCHITECTS AND
INTERIOR DESIGNERS. I ALSO CERTIFY THAT THE BOUNDARY
SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY.
NOTE: THE LOCATION OF EXISTING UNDERGROUND UTILITIES
IS SHOWN IN AN APPROXIMATE WAY ONLY. UTILITIES ARE
LOCATED USING UTILITY COMPANY LOCATIONS, CITY/COUNTY
UTILITY MAPS, AND FIELD VERIFICATION.THE CONTRACTOR
SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING
UTILITIES BEFORE COMMENCING WORK. THEY AGREE TO BE
FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT
BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
MISS UTILITY TICKET FOR THIS PROJECT:
A928302357-OOA
A928302384-OOA
A928302410-OOA
LINO LN
SURVEYING
Innovation. Integrity. Vision.
632 BERKMAR CIRCLE
CHARLOTTESVILLE, VIRGINIA 22901
OFFICE: 434-974-1417
FAX: 434-974-1776
www.lincolnsurveying.com
LEGEND
PROPOSED
®
OVERLAY EXISTING PAVEMENT
ASPHALT PAVEMENT
m
CULVERT OR STORM SEWER PIPE
22
DRAINAGE STRUCTURE NUMBER
SANITARY SEWER LINE
WATER LINE
174-.l
PROPOSED FINISHED GRADE CONTOUR ELEVATION
E/P
DENOTES EDGE OF PAVEMENT
TIC
DENOTES TOP OF CURB
/-/C
DENOTES FACE OF CURB (MEASURED TO BACK OF ANY ROLL FACE CURB)
B/C
DENOTES BACK OF CURB
EXISTING
WORRELL DRIVE IMPROVEMENTS
WITH WATER SERVICE EXTENSION FOR 355 WORRELL DRIVE
VSMP IWP02O27-00070
ALBEMARLE COUNTY, VIRGINIA
MAGISTERIAL DISTRICT RIVANNA
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VICINITY MAP Scale: 1" = 2000'
FILE DISCLAIMER:
IF THESE FILES ARE MODIFIED AFTER RECEIVED, THE RECEIVER AGREES TO INDEMNIFY, DEFEND
AND HOLD HARMLESS, OUR FIRM "RK&K", FROM AND AGAINST ANY AND ALL CLAIMS, SUITS, LOSSES,
DAMAGES OR COSTS FROM THE USE OF OUTDATED DESIGN FILES.
THE OFFICIAL DOCUMENTS OF RECORD ARE THE PAPER, MYLAR, OR VELLUM DOCUMENTS WHICH
BEAR THE COMPANY SEAL AND SIGNATURES. IF DIGITAL FILES HAVE BEEN PROVIDED TO THE CLIENT
AND/OR CONTRACTOR, THOSE FILES ARE FOR CONVENIENCE ONLY AND DO NOT SUPERCEDE THE
SIGNED PLAN SET.
BP = BRADFORD PEAR TREE
BPP = BLACK PLASTIC PIPE
BIR = BIRCH TREE
CO = CLEAN OUT
CED = CEDAR TREE
COMM = COMMUNICATION
CM = CREPE MYRTLE TREE
CMP = CORRUGATED METAL PIPE
DIP = DUCTILE IRON PIPE
FH = FIRE HYDRANT
GV = GAS VALVE
GNDL = GROUND LIGH
GINKGO = GINKGO TREE
GUM = GUM TREE
HH = HANDHOLD
HEM = HEMLOCK TREE
HOL = HOLLY TREE
ICV = IRRIGATION CONTROL VALVE
IS = IRON SET
IF = IRON FOUND
JM = JAPANESE MAPLE TREE
LP = LIGHT POLE
LOC = LOCUST TREE
MAP = MAPLE TREE
OHC = OVERHEAD COMMUNICATION
OHE = OVERHEAD ELECTRIC
PVC = POLYVINYL CHLORIDE
RCP = REINFORCED CONCRETE PIPE
SP = SIGNAL POLE
SYC = SYCAMORE TREE
S = SIGN
SSMH = SANITARY MANHOLE
SDMH = STORM DRAIN MANHOLE
TP = TELEPHONE PEDESTAL
TVP = TELEVISION PEDESTAL
TW = TOP OF WALL
TREE = UNKNOWN SPECIES
WLO = WILLOW TREE
WM = WATER METER
WV = WATER VALVE
12TREE25 = 12" TREE 25' CROWN SPREAD
+480.50 = SPOT ELEVATION
G = GAS LINE
E = ELECTRIC LINE
—�j— = SEWER LINE
—1) = STORM DRAINAGE LINE
—IVV— = OVERHEAD UTILITY
w = WATERLINE
= COMMUNICATION LINE
= TELEPHONE LINE
Po — = FIBER OPTIC LINE
BEFORE YOU DIG CALL
"811"
PROTECT YOURSELF, GIVE THREE
WORKING DAYS NOTICE
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WORRELL LAND AND DEVELOPMENT COMPANY LC
POST OFFICE BOX 5386
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CHARLOTTESVILLE, VIRGINIA 22905
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ATTN: MR. ANDREW J. DRACOPOLI
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PHONE: 434-977-6803
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ENGINEER
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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: 2.17 AC
UTILITIES YES NO
COUNTY WATER ® ❑
COUNTY SEWER ® ❑ (ACSA)
SPECIAL FLOOD HAZARD AREA INFORMATION
SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
YES ❑ NO ❑X
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.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF- PRODUCING
RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL
DEVICES SHALL BE MADE IMMEDIATELY.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11.ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY,
FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28.
13.ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF
7:00AM TO 9:OOPM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR
ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO
ANY PUBLIC STREET BECAUSE 0 SLIDES, SINKING, OR COLLAPSE.
16.THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER
MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE
SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE
MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN
MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW
MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL
INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL
BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT
180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY
BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY
EROSION CONTROL INSPECTOR.
19.MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO
STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE
VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD
STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE
CLEANED AND REPAIRED IMMEDIATELY.
20.ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE
STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT
PLANS:
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT.
ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING
CONSTRUCTION OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT
FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM
THE COUNTY EROSION CONTROL INSPECTOR.
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
INITIAL BACKFILL
BEDDING
3 STONE
* STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE.
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
4 1 - INITIAL BACKFILL 4J 1
UNSTABLE a" e^ a" e"
SOIL\ MI . NUN. MIN MIN #68 STONE
ii'•^--: '1;+ GRANULAR FILL AS 'A4,
F"2r'[• ' APPROVED BY ACSA `: a^i:`t1rs
"JIACLt JUL UK NUCK� STABLE SOIL OR ROCK
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFILL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4.NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
NTS
FIG. W-2
TD-2
GRADE I
AIR RELEASE VALVE "
BRASS OR BRONZE PIPE - e! BRONZE GATEXIAI
SOLID CEMENT BLO OR
TYPE "K" SOFT
COPPER
STOP
STONE
NOTES:
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12 AND LARGER USE 2" A.R.V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NTS
FIG. W-9
TD-20
2016 ROAD & BRIDGE STANDARDS
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
TO HIGHWAY DEPARTMENT APPROVAL.
FINISHED GRADE --�
II ADJUSTABLE TRAFFIC RATED
II VALVE BOX W/ LID
1 M.J. GATE VALVE
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LINE
2500 P.S.I.
CONCRETE 8 n 2'x 2' BEARING AREA.
THRUST BLOCK '.4
A < d
NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
TD-9
1* COMPRESSION X 3/4" MALE PRE COIPUNG
OR APPROVED EQUAL
0
NOTE
NO SWEATED FITTINGS
DUAL SERVICE
1* TYPE W
SOFT COPPER
SINGLE SERVICE
NOTE:
1) SADDLES SHALL BE USED ON PVC RIPE.
1/8 BEND COUPLING -\ ems_
0
FOR USE ON ATTACHED SINGE FAMILY
RESIDENT& SERVICES OR DUAL RESIDENTIAL
AID IRRIGATION SERVICES.
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2'
I` R
1" COMPRESSION • 3/4• MALE PIPE COUPLING
OR APPROVED EOIAL
FOR USE ON DETACHED SINGE FAMILY
RESIDFN'ML SERMCE WHERE AN IRRIGATION
METER Is NOT PROVIDED.
IRON uG
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MINIMUM 1HXEGF�
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TYPICAL SERVICE
LATERAL INSTALLATION
(5/8"
& 1" METERS)
Cr-2
NOTES)
1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE.
4000 PSI IF PRECAST.
3. CURB HAVING A RADIUS OF 300 FEET OR LESS
2" R
(ALONG FACE OF CURB) WILL BE PAID FOR AS
RADIAL CURB.
7777,77,77,
4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH
A.
AS 3" (15" DEPTH) OR INCREASED AS MUCH AS
3" (21" DEPTH) IN ORDER THAT THE BOTTOM
;e,
OF CURB WILL COINCIDE WITH THE TOP OF A
COURSE OF THE PAVEMENT SUBSTRUCTURE.
OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN.
NO ADJU5�MEM RI THE PRICE BID IS TO BE MADE
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FOR A DECREASE OR AN INCREASE N DEPTH.
5' THE2REpAREMENTSEFORNCGIB S SHOWN
D A '
SURFACE
ING
APPENDIX A OF THE VDOT ROAD DESIGN MANUAL.
IN THE SECTION ON GS URBAN STANDARDS.
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SPECIFICATION
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6" CURB
ROAD AND BRIDGE STANDARDS
105
REVISION DATE
1 SHEET 1 OF 1
502
VIRGINIA DEPARTMENT OF TRANSPORTATION
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2016 ROAD & BRIDGE STANDARDS
NTS
FIG. W-6A
18"
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PIPE SLOT
(2 PLACES)
COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
18" METER BOX
6" EXTENSION
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
2016 ROAD & BRIDGE STANDARDS
4" DIAMETER BRANCH
AND VALVE -
BOX
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ON-LINE
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TO DRAIN IF
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;.��. VARIES: VARIES
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ARE SAME SIZE PLUG
DEAD END
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TYPICAL BLOW -OFF
ASSEMBLY
NTS
FIG. W-B
TD-13 TD-19
24
EMBEDMENT 6-MIN
SPRING LINE O
OF PIPE
NO. 68 STONE - -
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
LARGER THAN 5" IN ANY
DIMENSION
-INTIAL BACKFILL*
(6' LIFTS)
* THOROUGHLY COMPACTED
BY HAND OR APPROVED
MECHANICAL TAMPER
-HAUNCHING
-BEDDING 6" max
4" min
-FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
NOTE
1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
BACKFILLED ENTIRELY WITH NO. 21A STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
STONE SHALL BE PROVIDED'
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
TD-34
CG-5
NOTES
1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST N PLACE.
4000 PSI F PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
OF 300 FEET OR LESS (ALONG FACE OF CURB)
SHALL SE PAD FOR AS RADIAL COMBINATION
CURB & GUTTER.
4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE
LAYER, THE BOTTOM OF THE CURB &GUTTER
SHUN IBE CONSTRUCTED PARALLEL TO THE SLOPE
OF SUBBASE COURSES AND TO THE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF 00-6
N BASED ON ROADWAY CLASSIFICATION AND
DESIGN SPEED AS SHOWN N APPENDIX A OF
R THE ROAD DESIGN MANUAL N THE SECTION
ON GS URBAN STANDARDS.
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THE BOTTOM OF THE CURB AN(
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GUTTER MAY BE CONSTRUCTED
PARALLEL THE SLOPE OF
SUBBASE COURSES PROVIDED A
A MAY BE CONCRETE MINIMUM DEPTH OF 7"
)PTION OF THE CONTRACTOR IS MAINTAINED.
JYLU'fiA IVN
REFERENCE
COMBINATION 6"
CURB AND GUTTER ROAD AND BRIDGE STANDARDS
DS REVISION DATE I SHEET 1 OF 1
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
201.03
2016 ROAD & BRIDGE STANDARDS
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ACSA GENERAL WATER & SEWER CONDITIONS: September 14, 2021
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1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE
CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF
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CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION.
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3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE
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PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE
ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY.
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4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER
CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
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5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
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6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1- 800- 552-7001).
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7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM
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THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND
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8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE
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10.TREESSION ARE NOT PERMITTED IN THE ACSA EASEMENT.
11.THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO- LEAD REGULATION REGARDING BRASS FITTINGS
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EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
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12.THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL
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STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL
INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS
DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE
CONTRACTOR.
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13.THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE
TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS
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INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
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14.THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE
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FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS
DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN 'OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE
CONTRACTOR.
15.ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
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16.PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW
PREVENTION DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE
2
MOST RECENT REVISION OF THE ACSA RULES AND REGULATIONS.
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17.A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BEcz
RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED.
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LEGEND
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SHEET
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SCALE 1"=60'
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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
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Map Unit Legend
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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%
26B3
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
DRIP LINE
PROTECTIVE DEVICE
MAXIMUM LIMITOF
CLEARING ANDSGRADING
PROPOSED GRADING
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2 X 4' WOOD FRAME
DROP INLET
WITH GRATE
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3' MIN.
GATHER
ESS
ATCORNERS
PERSPECTIVE VIEWS
STAKE
ELEVATION OF STAKE AND
FABRIC ORIENTATION
SPECIFIC APPLICATION
1' MIN.
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)
MIN. 5'
Y►� WHERE DRIPLINE
IS LESS THAN
5'
CONSTRUCTION OPERATIONS RELATIVE
TO THE LOCATION OF PROTECTED TREES
TREE PROTECTION
STD. & SPEC. 3.38 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK
NO WIRE BACKING
16" -
-=i
PROVIDE I" TUCK OR SUITABLY
REINFORCED TOP END SECTION
EMBED 8" OF FILTER CLOTH IN
TRENCH TO ANCHOR BOTTOM OF
CLOTH. COMPACT THOROUGHLY
WIRE
MESH
411
PROVIDE I' TUCK OR SUITABLY
REINFORCED TOP END SECTION
, IN
TRENCH TO ANCHOR BOTTOM OF
rI OTH. COMPACT THOROUGHLY
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
GRAVEL FILTER
RUNOFF WATER
WIRE MESH
FILTERED WATER
SEDIMENT J
CONCRETE GUTTER
CURB INLET
SPECIFIC APPLICATION
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
N�OLO�OO 3�t�O��.��d•=�l`•�i�`1�1�q�i�i�.• o.• �.• ����'�i•�a��.
•
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t-POSITIVE DRAINAGE
*MUST, EXTEND FI,L_ hIDTH A TO SEDIMENT
OF'-INGRESSI AND EGRESS OPERATION TRAPPING DEVICE
12 MIN." POSITIVE DRAINAGE II
TO SEDIMENT
% TRAPPING DEVICE
;FILTER CLOTH)
SECTION A -A
A iihitthuum water tap of 1 nhch must be installed with a ulinvmun 1 inch ballcock
S'
shutoff vale e ,.0 � ' h awash hose with a diameter of 1._ inches for adequate
Ply$ - _ _ 9
con -tart ple,..,..
ire. Wash water must be carried away from the entrance to uh
approved settlahg area to remove seduuent. All_s dim ahtishZll be preverited from
entetvlg storm drams, ditches or w•atercotlrnes.
PAVED WASH RACK
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° m
1 // / r ' N
1RVEY NOTES:
/ _ _ _ T�s m
THIS TOPOGRAPHIC MAP WAS PREPARED FOR: I / // °/ hover"b� N
WORRELL LAND AND DEVELOPMENT COMPANY LC
/ �s m
THIS SURVEY WAS PREPARED WITHOUT I I / //°s ''' /' m
THE BENEFIT OF A TITLE REPORT.
SOME EASEMENTS OTHER THAN THOSE SHOWN
HEREON MAY EXIST.
TMP 78-2006 IS ZONED:
PLANNED DEVELOPMENT MIXED COMMERCIAL I / I / �V fV
THIS PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X I / I /
(UNSHADED) (AREAS DETERMINED TO BE OUTSIDE THE
0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON MAPS
BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY.
MAP 51003CO289D DATED: FEBRUARY 4, 2005 / / 00 /
m
THIS TOPOGRAPHIC SURVEY OF A PORTION OF TAX MAP 78
PARCELS 2006 AND 2005, LOCATED ON WORRELL DRIVE
ALBEMARLE COUNTY, VIRGINIA / O N N �01 0)
WAS COMPLETED UNDER THE DIRECT AND / 0O0N
RESPONSIBLE CHARGE OF CHRISTOPHER B. KEAN
FROM AN ACTUAL GROUND SURVEY / ^Cj
MADE UNDER MY SUPERVISION; THAT THE IMAGERY / '54?
AND/OR ORIGINAL DATA WAS OBTAINED ON
OCTOBER 24, 2019; AND THAT THIS PLAT, MAP, OR
DIGITAL GEOSPATIAL DATA INCLUDING METADATA
MEETS MINIMUM ACCURACY STANDARDS UNLESS / l/
OTHERWISE NOTED. LEGEND:
I HEREBY CERTIFY THAT THIS TOPOGRAPHIC SURVEY, TO THE
BEST OF MY PROFESSIONAL KNOWLEDGE AND BELIEF, IS
CORRECT AND COMPLIES WITH THE MINIMUM PROCEDURES
AND STANDARDS ESTABLISHED BY THE VIRGINIA STATE
BOARD OF ARCHITECTS PROFESSIONAL ENGINEERS LAND
SURVEYORS, CERTIFIED LANDSCAPE ARCHITECTS AND
INTERIOR DESIGNERS. I ALSO CERTIFY THAT THE BOUNDARY
SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY.
NOTE: THE LOCATION OF EXISTING UNDERGROUND UTILITIES
IS SHOWN IN AN APPROXIMATE WAY ONLY. UTILITIES ARE
LOCATED USING UTILITY COMPANY LOCATIONS, CITY/COUNTY
UTILITY MAPS, AND FIELD VERIFICATION. THE CONTRACTOR
SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING
UTILITIES BEFORE COMMENCING WORK. THEY AGREE TO BE
FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT
BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
MISS UTILITY TICKET FOR THIS PROJECT:
A928302357-OOA
A928302384-OOA
A928302410-OOA
BP = BRADFORD PEAR TREE
BPP = BLACK PLASTIC PIPE
BIR = BIRCH TREE
CO = CLEAN OUT
CED = CEDAR TREE
COMM = COMMUNICATION
CM = CREPE MYRTLE TREE
CMP = CORRUGATED METAL PIPE
DIP = DUCTILE IRON PIPE
FH = FIRE HYDRANT
GV = GAS VALVE
GNDL = GROUND LIGH
GINKGO = GINKGO TREE
GUM = GUM TREE
HH = HANDHOLD
HEM = HEMLOCK TREE
HOL = HOLLY TREE
ICV = IRRIGATION CONTROL VALVE
IS = IRON SET
IF = IRON FOUND
JM = JAPANESE MAPLE TREE
LP = LIGHT POLE
LOC = LOCUST TREE
MAP = MAPLE TREE
OHC = OVERHEAD COMMUNICATION
OHE = OVERHEAD ELECTRIC
PVC = POLYVINYL CHLORIDE
RCP = REINFORCED CONCRETE PIPE
SP = SIGNAL POLE
SYC = SYCAMORE TREE
S = SIGN
SSMH = SANITARY MANHOLE
SDMH = STORM DRAIN MANHOLE
TP = TELEPHONE PEDESTAL
TVP = TELEVISION PEDESTAL
TW = TOP OF WALL
TREE = UNKNOWN SPECIES
WLO = WILLOW TREE
WM = WATER METER
WV = WATER VALVE
12TREE25 = 12" TREE 25' CROWN SPREAD
+480.50 = SPOT ELEVATION
6 = GAS LINE
E = ELECTRIC LINE
= SEWER LINE
D = STORM DRAINAGE LINE
= OVERHEAD UTILITY
= WATERLINE
C = COMMUNICATION LINE
= TELEPHONE LINE
- - = FIBER OPTIC LINE
SURVEY DATE: OCTOBER 31,2019
NAVD '88 VERTICAL DATUM
SURVEY CONTROL
NAME
T-IB318001
T-18318335
T-18318336
T-18318365
T-18318366
T-18318534
T-18337063
T-18337064
T-18337291
T-18348011
T-19282227
T-19282286
T-19282692
T-19284075
T-19284076
T-19284281
T-19285218
T-19287285
T-19287405
9
NORTH EAST
►I
3896684.28600 11499899.30400
3897031.47800 11500126.57700
3896788.28800 11500218.44700
3896996.42800 11500314.37000
3896907.82000 11500207.34300
3897257.21900 11500299.08400
3897142.01300 11500418.98300
3897378.74900 115OO446.iBBOO
3897308.91500 11500478.27700
3896853.75300 11499727.73700
3896931.20600 11499825.13400
3896829.92600 11500088.15500
3896950.01800 11499620.27700
3897427.78100 11499790.60700
3897122.67000 11499688.36700
3897032.70600 11499584.52700
3897171.28200 11500209.76200
3897578.77400 11499497.20700
3897323.76600 11499574.92900
ELEVATION
529.59
483.06
485.83
470.05
486.34
495.66
494.51
505.92
502.11
530.14
519.22
502.16
533.47
529.60
535.14
538.64
478.13
527.27
536.53
20'
i
v0
LINC LN
SURVEYING
Innovation. Intearitv. Vision.
632 BERKMAR CIRCLE
CHARLOTTESVILLE, VIRGINIA 22901
OFFICE: 434-974-1417
FAX: 434-974-1776
www.lincoinsurveying.com
0 20'
SCALE 1"=20'
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I ' LEGEND: //
- SIIRVFV Cf1NTRflI
PLAN SHEET KEY BP = BRADFORD PEAR TREE PV
BPP - BLACK PLASTIC PIPE nn
Scale: 1" = 500'
BIR = BIRCH TREE
CO = CLEAN OUT
CED = CEDAR TREE
COMM = COMMUNICATION
CM = CREPE MYRTLE TREE
CMP = CORRUGATED METAL PIPE
DIP = DUCTILE IRON PIPE
FH = FIRE HYDRANT
GV = GAS VALVE
GNDL = GROUND LIGH
GINKGO = GINKGO TREE
GUM = GUM TREE
HH = HANDHOLD
HEM = HEMLOCK TREE
HOL = HOLLY TREE
ICV = IRRIGATION CONTROL VALVE
IS = IRON SET
IF = IRON FOUND
JM = JAPANESE MAPLE TREE
LP = LIGHT POLE
LOC = LOCUST TREE
MAP = MAPLE TREE
OHC = OVERHEAD COMMUNICATION
OHE = OVERHEAD ELECTRIC
C = POLYVINYL CHLORIDE
P = REINFORCED CONCRETE PIPE
NAME
NORTH
EAST
ELEVATION
= SIGNAL POLE
C = SYCAMORE TREE
T-18318001
3896684.28600
11499899.30400
529.59
:SIGN
T-18318335
3897031.47800
11500126.57700
483.06
MH = SANITARY MANHOLE
T-18318336
3896788.28800
11500218.44700
485.83
MH = STORM DRAIN MANHOLE
= TELEPHONE PEDESTAL
T-18318365
3896996.42600
11500314.37000
470.05
=
P TELEVISION PEDESTAL
T-18318366
3896907.82000
11500207.34300
486.34
1= TOP OF WALL
T-18318534
3897257.21900
11500299.08400
495.66
EE =UNKNOWN SPECIES
T-18337063
3897142.01300
11500418.98300
494.51
.0 = WILLOW TREE
T-18337064
3897378.74900
11500446.18800
505.92
4= WATER METER
T-18337291
3897308.91500
11500478.27700
502.11
1= WATER VALVE
T-18348011
3896853.75300
11499727.73700
530.14
"REE25=12" TREE 25' CROWN SPREAD
T-19282227
3896931.20600
11499825.13400
519.22
W.50 = SPOT ELEVATION
T-19282286
3896829.92600
11500088.15500
502.16
G =GAS LINE
T-19282692
3896950.01B00
11499620.27700
533.47
E = ELECTRIC LINE
T-19284075
3897427.78100
11499790.60700
529.60
T- =SEWER LINE
DR
p =STORM DRAINAGE LINE
T-19284076
3897122.67000
11499688.36700
535.14
= OVERHEAD UTILITY
T-19284281
3897032.70600
11499584.52700
538.64
w = WATERLINE
T-19285218
3897171.28200
11500209.76200
478.13
C = COMMUNICATION LINE
T-19287285
3897578.77400
11499497.20700
527.27
= TELEPHONE LINE
T-19287405
3897323.76600
11499574.92900
536.53
- = FIBER OPTIC LINE
LINC
LN
SURVEYING
Innnvrvfinn Infe'A+" \/icinn
632 BERKMAR CIRCLE
CHARLOTTESVILLE, VIRGINIA 22901
OFFICE, 434-974-1417
FAX: 434-974-1776
h0
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LEGEND: suRVEv CONTROL Via' a�s�aq O. as 4, \ � m I f_ . .
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PLAN SHEET KEY g
BP = BRADFORD PEAR TREE PVC =POLYVINYL CHLORIDE 6 �° oaf �'
:.:. /:::: :: :::: .r...
BPP = BLACK PLASTIC PIPE RCP = REINFORCED CONCRETE PIPE NAME NORTH EAST ELEVATION *_ `'::° 'O - '' ' '' �
:.'.m.
BIR = BIRCH TREE SP =SIGNAL POLE ,..`:: ' ', 2'; \ I �'........\
-� CO =CLEAN OUT SYC =SYCAMORE TREE T-18318001 3896684. 28600 11499899. 30400 529.59 °°°a'v a I I ;U
�'� CED = CEDAR TREE S = SIGN°`�amca
T-18318335 3897031.47800 11500126.57700 483.06 [._
COMM = COMMUNICATION SSMH = SANITARY MANHOLE T-18318336 3896788.28800 11500218.44700 485.83 . /
CM = CREPE MYRTLE TREE SDMH = STORM DRAIN MANHOLE T-18318365 3896998.42800 11500314.37000 485.83
i^ CMP = CORRUGATED METAL PIPE TP = TELEPHONE PEDESTAL
05
DIP =DUCTILE IRON PIPE TVP =TELEVISION PEDESTAL T-18318366 3896907.82000 11500207.34300 486.34 INSET'A' tiyo
FH = FIRE HYDRANT TW = TOP OF WALL T-18318534 3897257.21900 11500299.08400 495.66 SCALE = VAO'
GV = GAS VALVE TREE =UNKNOWN SPECIES T-18337063 3897142.01300 11500418.98300 494.51 ,'�
GNDL = GROUND LIGH WLO = WILLOW TREE �' n'� n' T-18337064 3897378.74900 11500446. 18800 505.92
a. GINKGO = GINKGO TREE WM = WATER METER , �I , �I T-18337291 3897308.91500 11500478.27700 502. 11
GUM = GUM TREE WV = WATER VALVE T-18348011 3896853.75300 11499727.73700 530.14
HH = HANDHOLD 12TREE25 = 12" TREE 25' CROWN SPREAD SURVEYING
T-19282227 3896931.20600 11499825. 13400 519. 22
i HEM = HEMLOCK TREE +480.50 = SPOT ELEVATION T-19282286 3896829.92600 11500088.15500 502.16
ICV = HOLLY TREE -G=GAS LINE T-19282692 3896950.01800 11499620.27700 533.47
., .I.529.60 �= SEWER LINE -
IF = IRON FOUND D = STORM DRAINAGE LINE 632 BERKMAR CIRCLE T-19284076 3897122.67000 11499688.36700 535. 14
JM = JAPANESE MAPLE TREE = OVERHEAD UTILITY T-19284281 3897032.70600 11499584.52700 538.64
CHARLOFFICE. 434 74-1417 22901
a LP =LIGHT POLE �= WATERLINE T-19285218 3897171.28200 11500209.76200 478.13
LOC = LOCUST TREE C = COMMUNICATION LINE OFFICE: 434-974-1417 T-19287285 3897578.77400 11499497.20700 527.27 40' 0 40'
MAP = MAPLE TREE - = TELEPHONE LINE FAX: 434-974-1776 T-19287405 3897323.76600 11499574.92900 536.53
Scale: 1 " = 5001 � L OHC = OVERHEAD COMMUNICATION � - = FIBER OPTIC LINE www.lincolnsurveying.com SCALE 1 "=40'
OHE = OVERHEAD ELECTRIC
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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. 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.
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.
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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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 T0, 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
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL
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STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES MAY
BE REQUIRED DURING CONSTRUCTION AT THE DIRECTION OF
THE COUNTY CIVIL INSPECTOR
FOR CONSTRUCTION DETAILS AND SPECIFICATIONS REFER TO THE "VIRGINIA EROSION AND
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DEMO EXISTING INLET AND PROTECT SANITARY �� �� scGy ♦ ♦ ♦ _♦ �' - 4', ♦_ p1 1 \ \ \\ \ \\ \ 1\
ABANDON IN PLACE 12" CMP SEWER MANHOLE p \ \
WITH FLOWABLE FILL '' ': ♦� �\ \ \ \ \ \
411
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I �. • 2O / �° ;.I. / / �'�s �=i -ate — — kohl •
/ SAW CUT AND DEMO / /� \ \ oI I \ \ \ \ \
SAW CUT AND DEMO / • fis° \.:::::'; I . ASPHALT PAVEMENT /'Or%I'--;'
ASPHALT PAVEMENT__
REMOVE, PROTECT AND
RELOCATE EXISTING
BOLLARDS (TYP OF 19)
�v
s
I \
00
s Q \ I I DEMO GRAVEL
po \. \"I I s I I PAVEMENT
AND REPLACE
IN KIND
I /s Z
1 L YI N355
WORRELL
SAW CUT AND DEMO DRIVE
ASPHALT PAVEMENT
I /
POND
WSEL=±468.08
\
GENERAL NOTES:
ti �9ti I I 9°
19 G
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II ly I 3 196 151,
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I I I I I pass l
Y li / II I
1. SEE SHEETS C12.00 THROUGH C12.02 FOR MAINTENANCE OF TRAFFIC AND
CONSTRUCTION SEQUENCING TO MAINTAIN ACCESS ALONG WORRELL DRIVE.
2. DEMOLISHED ASPHALT PAVEMENT SHALL BE DISPOSED OF TO NEAREST LANDFILL.
20' 0 20'
SCALE 1"=20'
40'
N
O
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N W
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DEMO EXISTING TREE
Do
— — — — — — — DEMO EXISTING > I A
61
ASPHALT PAVEMENT / —
SAW CUT AND DEMO
ASPHALT PAVEMENT
\ -- 4
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3__ �O \------- ___--- —mac= 54.00'
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= — 4, HYDRANT AT ALL TIMES sJ3# — —�---------------- — —_—__ --- mJ /,� / J /7/ / �� — ',.o...::_.._ .._..
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_
PROTECT EXISTING TREES �2 — — — — — — _ — — — — — — —
AT ALL TIMES (TYP) //'/ i _-------52E
2 7
DEMO ASPHALT _ _ 0 �2
PAVEMENT / /// -------------- \\ \ `----------- /----- 2 5—
// _/---523-
/ / --522-- -S24-- ,
p----------- —/
— — — — — — — — — — — I
/ 3
/
\ _ — —9
I / /
----------
I A /
0�
PLAN SHEET KEY
Scale: 1" = 500'
SFF SyfFCs. 00
GENERAL NOTES:
1. SEE SHEETS C12.00 THROUGH C12.02 FOR MAINTENANCE OF TRAFFIC AND
CONSTRUCTION SEQUENCING TO MAINTAIN ACCESS ALONG WORRELL DRIVE.
2. DEMOLISHED ASPHALT PAVEMENT SHALL BE DISPOSED OF TO NEAREST LANDFILL.
/--------`
/
/
/
/
/
/
/
/
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SCALE 1"=20'
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Scale: 1 " = 500'
0+32.31
MARTH J
D.B. 3799JPF734SON HOSPITAL
D.E. 4077 P. 311 PLAT
D,B, 2792 P, 204 PLAT
B. 2126 P. 393 PLAT
D.
\ CONNECT TO EXISTING
\ ASPHALT PAVEMENT
\
\CONNECT TO EXISTING
ASPHALT PAVEMENT
`�o
\ 4'>
\ s o
ti
\
\
PC: 30+26.61
MAINTAIN ACCESS TO
\ PRIVATE DRIVEWAY AT
ALL TIMES
PT: 1 +26.66 \
o`" \ END CURB WITH
45' BEVEL
N
22+03
UNIVERS TY OF:
VI6 INIA
D.B. 71 FOUNDATION Fps \
2 P. 325
D.B. 1674 P. 482 PLAT
PT: 21 +98.82
PC: 11+
MAINTAIN ACCESS TO \
PRIVATE DRIVEWAY AT
ALL TIMES
\
PC: 2/1+31.54
R10�'
0+030
y
O v
v
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PC: 20+56.32 PC: 10+54.
20'[WIDE iI • --- �.¢•'•:.
END CURB WITH • ��
I
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o SHEEN C6�00000
N � SEE
1
h• Q-
FUTURE
ENTRANCE
V
(BY
OTHERS)
00
�O
1
45° BEVEL / I
STOP BAR AND
STOP SIGN (TYP)
REVISED 50' PRIVATE
I STREET EASEMENT
N M
_ a
PC: 2+84.78
'
e
I
CG-6
N
20+00 PI: 2+43.59 p
3+0
(c8p.26'
R=150 0 —
5' 2+0
— —�
--772
L=7.72
m
PC: 1+55.61
SPEED LIMIT SIGN
(25 MPH)
— —
—
PT: 2+35.88
_ 100'5
S46'00'50"W
-- ASPHALT PAVEMENT
— —
I
o
CG-12
(TYP) J
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2" SM-9.5A ASPHALT �^ o
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2" IM-19.OA ASPHALT U(D
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8" 21—B STONE �w
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SCALE
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I.`• wSO •STONE
I BON�f.`�I�f�I�f�I�fl
•
LIGHTu l
(PEDESTRIAN•
V• SCALE
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.
_
� L=1231 R\
8
R=23/
Q
R22g R a
RI-1 Stop Sign �10' 7'
2' wiinimum wban, 6 rural areas
RI-1 STOP SIGN DETAIL
Curb Line
WORRELL LAND AND DEVELOPMENT
COMPANY LC
TMP 78-2OC6
25.24=
1
PARCEL B
3.9t ACRES
PROTECT EXISTING TREES
ALONG WORRELL DRIVE AT
ALL TIMES (TYP) SPEED
LIMIT SIGN
(25 MPH)
MILL AND OVERLAY 7'
FROM CENTERLINE ALONG
EXISTING ASPHALT
PAVEMENT (TYP)
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'
SCALE 1"=20'
I
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R328, 0
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� 407 ZT
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PROTECT EXISTING TREES
ALONG WORRELL DRIVE AT
ALL TIMES (TYP)
I
I
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I
PLAN SHEET KEY
i
Scale: 1" = 500'
6' ASPHALT
PAVED SIDEWALK
WORRELL LAND AND DEVELOPMENT COMPANY LC
TMP 78_2006
z5,2 ACRES
-PARCEL B -
3.9f ACRES
PRC: 7+11
MILL AND OVERLAY 7' FROM
CENTERLINE ALONG EXISTING
ASPHALT PAVEMENT (TYP)
PCC: 6+57.7E
PCC: 7+57
LI\V VVI\U 111111
45° BEVEL
ASPHALT PAVEMENT
SHALL BE FLUSH WITH
SANITARY SEWER RIM
MAINTAIN ACCESS TO
DRIVEWAY AT ALL TIMES
AND REPAIR GRAVEL
DRIVEWAY DUE TO
CONSTRUCTION
'ARCEL "w,,
1, 0_ 0=
TMP 78-2005
PAVILION INSTPROPERTIES FOUR LLC
;202000001661
DEL 05276 P. 0427-00431
/
/
/
/
/
/
NEW PARCEL LIMITS
(TYP) /
/
PCC: /8+87.32
I 472
I
1
I
I
I
I
1
POND
WSEL=±473.47
EXISTING PARCEL LIMITS
(TYP)
POND
WSEL=±468.08
v I_nls l III
ASPHALT PAVEMENT
v \
10+11.54
-PARCEL A
2.0t ACRE<,
— WIDEN EXISTING ASPHALT yo2'
PAVEMENT AS NECESSARY 0 0 20
TO OBTAIN 24' WIDTH a syF I
ALONG WORRELL DRIVE 2�4 o9Sc�L
F s,
S90 F` c
PROTECT EXISTING r I
SPEED LIMIT SIGN
FUTURE
ENTRANCE
10+48.04 (BY OTHERS) I
MAINTAIN ACCESS TO
CROSSOVER ROAD \
AND WORRELL DRIVE
AT ALL TIMES
20' 0 20'
SCALE 1"=20'
40'
O
N
O
N
O W
N W
m
W
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CG-12 (TYP)
6' ASPHALT��
PAVED SIDEWALK
(TYP)
/
/ PC: 11 1.:
�T 6.00
PLAN SHEET KEY
Scale: 1 " = 500'
MAINTAIN ACCESS TO
WORRELL OFFICE
BUILDING AT ALL
TIMES
CONNECT TO EXISTING
ASPHALT PAVEMENT
i
6' ASPHALT PATH
(TYP)
-PARCEL B -
3.9t ACRES
NEW PARCEL LIMITS
WORRELL LAND AND DEV
TMP 7g-2006 T COMPANY LC
25243 ES
INSET 'A'
SCALE = 1":40'
SCALE 1 "=2p'
40'
ti
0 40'
SCALE 1"=40'
80'
N
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20' 0 20'
SCALE 1"=20'
PLAN SHEET KEY
Scale: 1 " = 500'
40'
1
I
/
/
STORM SEWER STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
RIM = 517.45
12"
INV OUT=513.62 (NW)
DI-3B, L=8'
H = 3.82
1-2
DI-31B, L=8'
RIM = 517.38
H = 4.97
12"
INV IN=512.51 (SE)
15"
INV OUT=512.41 (W)
2-1
ES-1 (12")
RIM = 526.59
H = 2.01
12"
INV IN=524.57 (NE)
2-2
RIM = 528.00
12"
INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
RIM = 520.98
15"
INV IN=519.05 (SW)
ES-1 (15")
H = 1.94
3-2
RIM = 523.28
15"
INV IN=519.33 (SW)
15"
INV OUT=519.23 (NE)
DI-3C, L=6'
H = 4.05
3-3
DI-3C,
RIM = 523.31
15"
INV OUT=519.68 (NE)
L=10'
H = 3.63
4-1
ES-1 (15")
RIM = 497.46
H = 1.94
15"
INV IN=495.52 (NW)
4-2
DI-31B, L=6'
RIM = 503.56
H = 7.45
15"
INV IN=499.26 (NW)
15"
INV OUT=496.11 (SE)
4-3
RIM = 504.20
15"
INV OUT=499.95 (SE)
DI-313, L=6'
H = 4.25
5-1
RIM = 477.68
12°'
INV IN=476.02 (SW)
ES-1 (12")
H = 1.67
5-2
RIM = 489.38
12"
INV OUT=478.76 (NE)
DI-313, L=8'
H = 10.62
6-1
ES-1 (18")
RIM = 476.55
H = 3.01
18"
INV IN=473.55 (SE)
6-2
DI-3C,
RIM = 478.23
15"
INV IN=475.03 (SE)
18"
INV OUT=473.63 (NW)
L=14'
H = 4.60
6-3
RIM = 478.26
15"
INV OUT=475.26 (NW)
3.00
PIPE TABLE
FROM
STRUCTURE
TO
STRUCTURE
SIZE
LENGTH
SLOPE
MATERIAL
1-1
1-2
12"
27.82'
4.0%
RCP CLIII
2-2
2-1
12"
44.23'
0.6%
RCP CLIII
3-1
3-2
15"
15.84'
1.1%
RCP CLIII
3-2
3-3
15"
28.00'
1.2%
RCP CLIII
4-1
4-2
15"
40.58'
1.5%
RCP CLIII
4-3
4-2
15"
33.52'
2.1%
RCP CLIII
5-1
5-2
12"
96.14'
2.8%
RCP CLIII
6-2
6-1
18"
8.45'
0.9%
RCP CLIII
6-3
6-2
15"
32.71'
0.7%
RCP CLIV
EX -DI
1-2
15"
38.12'
1.2%
RCP CLIII
- COMPACTED SUBGRADE
HEAVY PAVEMENT
(MAIN ACCESS DRIVES)
NOT TO SCALE
2" SM-9.5A ASPHALT
-19.OA ASPHALT 2" IM
8" 21-B STONE
GENERAL NOTE:
TO BE INSTALLED IN TS
ACCORDANCE WITH
THE VA. EROSION AND PS'
SEDIMENT CONTROL
HANDBOOK (TYP.) TO
TO BE INSTALLED IN TS ACCORDANCE WITH
THE VA. EROSION AND
SEDIMENT (TYP.)
HANDBOOKK TYP.P.TO
TIE TO
EXISTING)
GROUND
1. DESIGN SPEED USED FOR PROPOSED ROAD = 25 MPH.
TIE TOJ
EXISTING
GROUND
VDOT STD CG-6
2% MAX
12' LANE
1 /
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1• �' I I I I I I
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3.9t ACRES
TC526.00 I I
FL525.50
12' LANE
2.0%
2.0%
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�
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VDOT STD CG-6
HEAVY PAVEMENT (SEE o a
DETAIL, THIS SHEET) m
TYPICAL CROSS SECTION ALONG WORRELL DRIVE
NOT TO SCALE
2 4.0'
0.5'�
► 10' LANE
2.0,
10' LANE
I rn
s'
Y.•!. ..• I -I I-
-1
Z m VDOT STD CG-6 J
HEAVY PAVEMENT (SEE o a
VDOT STD CG-6 DETAIL, THIS SHEET) U m
TYPICAL CROSS SECTION ALONG PRIVATE DRIVEWAYS
(REFER TO SHEETS C6.00 TO C6.02 FOR DIMENSIONS ALONG DRIVEWAYS AND CG-6 LOCATIONS)
NOT TO SCALE
0
)TIE TO
EXISTING
GROUND
i
R 340'2
TS TO BE INSTALLED IN
ACCORDANCE WITH
pg THE VA. EROSION AND
SEDIMENT CONTROL
TO HANDBOOK (TYP.)
-TIE TO
EXISTING
GROUND
TO BE INSTALLED IN
ACCORDANCE WITH
THE VA. EROSION AND
SEDIMENT CONTROL
HANDBOOK (TYP.)
2
W
CL
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LAND AND DE/LOpMENr
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rMP 7$'_2006
PARCEL B
/
3.9t ACRE<,
1
II
I
I
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CORE DRILL 6" PVC
n�
'ref
SANITARY SEWER
s
LATERAL AND INSTALL
FLEXIBLE BOOT TO
9
EXISTING MANHOLE
se
CONFIRM 8" SANITARY
LATERAL LOCATION.
EXTEND WITH 8" PVC
AND CLEANOUT.
/ I
/ I
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I
/
/
/
1
/
RIP -RAP EC-1 TYPE Al
(L=4.5', W=4.5', D=15)
1.1 CYD OVER FILTER
FABRIC BASE LAYER
/
PCC: /8t87.32 INV.(OUT)4',
/ 6-1
6-2
/ TC478.54
/ FL478.04
PCC: 8+69.99
60_k
POND
WSEL=±473.47
I
BOLLARDS TO NOT BE 1
IN CONFLICT WITH
PROPOSED WATERLINE I �o / l
CG-12 (TYP)
Tc478.71 Tca78.83 \t 9 \ \
FL478.21 FL478.83
• 019
pc \ 1" DOMESTIC
X \ WATERLINE
/V (POLYETHYLENE)
PARCEL A
2.0t ACRE
\C
20' 0 20'
SCALE 1"=20'
I /� \/ • \
PCC: 7t57.29 / 0 N,, • • TC478.20 1.! r _ TC478.90 \ \
FL477.70
e'0 / \or ryas /� TC478.50 ��_ 6-3 FL478.90 PT: 10+11.54
C484,61 • �! _FLU.00 _ .� 0
/ 00 v
\ rc484.17 \
I / / FL483.6\7
PRC: 7+11.98 T/ �A
s0"48 OF 6" PVC SANITARY \"\ " \
\: 10+48.04
SEWER LATERAL AND CAP ssA
I ct
"(SEE/ PROFILE AND INOTE
TC484.3 #2, THIS SHEET)
FLa sro
'o \\
\
/ 17CONNECT WATER
rcaSERVICE LINE WITH
A9 FL486.67 FL48759 5/8" WATER METER
/ 1 / TC486.2/ / / / \ \ \ \ \ \ \\ \ \ \ Iff EX487.94 \ AND YOKE
20 2T i I \ \ ( FL485 CONNECT TO EXISTING / / / \ \ \\ \� \\ \\\\\ \488, \ \
WATER SERVICE LINE / ` \ \ \ \ \ \\ \ \\ \ \\
l8T\(\8\9
1 6.
\
1" COPPER
86 1 LINE AND AIR
\\11'\11 RELEASE VALVEPCC: 6+57.78
TC494.14 cab .36
� FL494.1LF8.36
.15-1 XND CID
4-3 I x
TC503.19
r _ FL502.695-2 S I POND \ /23s�' / �1 \ \ \ \\ \ \� \• ( / / \\ �%
m �; -; '/ I WSEL=±468.08
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4 7 // I \ s, I CP \ \ \ RIP -RAP EC-1 TYPE Al 1\o ss 1 \ I \\\ \\ \\ \ I/
(n �� +65.51 6+00 yl .�' / / ( 9� l \ \ \ \ \ \ / y
/ 0.5 CYD OVER FILTER I \ rO,��. \ \ \ \ \ \ ( ( ,' / b
-\- 9s.11 ) �/ / #355 WORRELL FABRIC BASE LAYER \ s\ \
fmrl - F 96.11 / ` / DRIVE / I rk\ \ \ \ 991 .
7 N / I \ 1\ 1 \ \ I I \ 1 \ Fsl 8s '2
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TC503.25 ARCEL // / m
FL502.75 1 I I (04ACRES
0
ACRES C)4-2vIV
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b s, ?°2o°
ION PROPERrI aO s1 T4 78-2005
f :20200000O
166 DyLLC
PA ` D S0�=3ca 2Z6 "� \ 00431i
11 > / RIPRAP PLUNGE POOL
LEVEL SPREADER (SEE DETAIL, THIS SHEET) / RIPRAP APRON �`►
TIMBERS
w/RIP-RAP EC-1 TYPE Al 4.4 CYD /
/ \�CO�/RETE LIP
OVER FILTER FABRIC BASE LAYER / LENGTH OF LEVEL SPREADER
I / 0.0% LIP TO BE BASED ON DESIGN FLOW
AND ALLOWABLE VELOCITY
TOP OF LEVEL SPREADER
HALL BE FLAT
I
PLAN SHEET KEY UTILITY SERVICE NOTES:
1. 8" WATER MAIN SHALL BE PRESSURE TESTED, DISINFECTED, AND
BACTERIOLOGICAL SAMPLES TO BE COLLECTED BEFORE ANY CONNECTION
IS MADE. 8" GATE VALVE AND BLOW -OFF ASSEMBLY (TYPE "A") TO BE
INSTALLED AT THE END OF EXISTING STUB -OUT.
2. 6" SANITARY SEWER LATERAL TO BE INSTALLED WITH CAP FOR FUTURE
CONNECTION IF EXISTING SEPTIC TANK THAT SERVES RESIDENTIAL
STRUCTURE IN PARCEL 'W' REACHES FAILURE.
#355 WORRELL DR STRUCTURE NOTES:
1. STRUCTURE USE: RESIDENTIAL
2. FIXTURE COUNT;
• 3 SINKS
• 2 TOILETS
3. #355 WORRELL DRIVE STRUCTURE IS CURRENTLY
CONNECTED TO A PRIVATE SEPTIC SYSTEM.
Scale: 1 " = 500'
1-3 IN. COURSE AGGREGATE
OR OTHER LINING AS
DESIGNED FOR STABILITY
PLAN VIEW
DIMENSION BASED ON LINDLSTLIReED E S1 NG GRADE
DESIGN DISCHARGE5%(20.1) OR LESS. IF VEGETATED
Fl= STRIP OR CONSERVED
OPEN SPACE: FIRST 10 FEET LESS
L 3'2' MIN
Tww z%
3' MIN
1 O' MIN
3' MIN
2'
MIN. DEPTH BASED O I
REQUIRED STONE SIZE I I
PROFILE
Figure 2.6: Level Spreader: Pipe or Channel Flow to Filter Strip or Preserved Open Space
LEVEL SPREADER DETAIL
VA DEO STORMWATER DESIGN SPEC. NO. 2 (VERSION 1.9)
PIPE TABLE
FROM TO STRUCTURE STRUCTURE SIZE LENGTH SLOPE MATERIAL
1-1 1-2 12" 27.82' 4.0% RCP CLIII
2-2 2-1 12" 44.23' 0.6% RCP CLIII
3-1 3-2 15" 15.84' 1.1% RCP CLIII
3-2 3-3 15" 28.00' 1.2% RCP CLIII
4-1 4-2 15" 40.58' 1.5% RCP CLIII
4-3 4-2 15" 33.52' 2.1 % RCP CLIII
5-1 5-2 12" 96.14' 2.8% RCP CLIII
6-2 6-1 18" 8.45' 0.9% RCP CLIII
6-3 6-2 15" 32.71' 0.7% RCP CLIV
EX -DI 1-2 15" 38, Trl,2% I RCP CLIII
PROFILE
Figure 2.6: Level Spreader: Pipe or Channel Flow to Filter Strip or Preserved Open Space
LEVEL SPREADER DETAIL
VA DEO STORMWATER DESIGN SPEC. NO. 2 (VERSION 1.9)
PIPE TABLE
FROM TO STRUCTURE STRUCTURE SIZE LENGTH SLOPE MATERIAL
1-1 1-2 12" 27.82' 4.0% RCP CLIII
2-2 2-1 12" 44.23' 0.6% RCP CLIII
3-1 3-2 15" 15.84' 1.1% RCP CLIII
3-2 3-3 15" 28.00' 1.2% RCP CLIII
4-1 4-2 15" 40.58' 1.5% RCP CLIII
4-3 4-2 15" 33.52' 2.1 % RCP CLIII
5-1 5-2 12" 96.14' 2.8% RCP CLIII
6-2 6-1 18" 8.45' 0.9% RCP CLIII
6-3 6-2 15" 32.71' 0.7% RCP CLIV
EX -DI 1-2 15" 38, Trl,2% I 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.B2
1-2
DI-313, L=8'
RIM = 517.38
H = 4.97
12" INV IN
=512.51 (SE)
15"
INV OUT=512.41 (W)
2-1
ES-1 (12")
RIM = 526.59
H = 2.01
12" INV IN
=524.57 (NE)
2-2
RIM = 528.00
12"
INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
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 = 363
.
4-1
RIM = 497.46
15" INV IN
=495.52 (NW)
ES-1 (15")
H = 1.94
4-2
DI-38, 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-31), L=6'
H = 4.25
5-1
ES-1 (12")
RIM = 477.68
H = 1.67
12" INV IN
=476.02 (SW)
5-2
RIM = 489.38
12"
INV OUT=478.76 (NE)
DI-313, L=8'
H = 10.62
6-1
ES-1 (18")
RIM = 476.55
=
H 3.01
18" INV IN
=473.55 (SE)
6-2
DI-3C,
8.
RIM = 478.23
15" INV IN
=475.03 (SE)
18"
INV OUT=473.63 (NW)
L=14'
H = 4.60
6-3
RIM = 478.26
15"
INV OUT=475.26 (NW)
DI-3C, L=6'
H = 3.00
49
48
48
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47(
40'
s2
9
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st0�`�Ls
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INSTALL 8" GATE VALVE AND
BLOW -OFF ASSEMBLY (TYPE "A")
\ I
REMOVE CAP, EXTEND 8"
WATER MAIN, INSTALL 1"
CORP. STOP
(SEE NOTE #1,
THIS SHEET) '
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FLOWABLE FIL
STA: 0+33.3E
INV: 475.72
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41
RE DRILL 6" PVC
4N. LATERAL AND CAP END OF 6" PVC
INSTALL FLEXIBLE SANITARY LATERAL
300T TO EX. MH. STA: 0+56.67
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(SEE DETAIL, THIS SHEET)
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FL530.41 S3�'-7--4 - _J_`�`•/ -r\-\ 1- !/ /// / / ,/� ��/ /% / •>'- 1 �//y`
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527 P527.80 -- _- ----------- P528.54 \
\�-526 /- N -- W -- - acs
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2DD=W�
0 \I527 6' ASPHALT PATH _ - �� _ _ - 25� _ _ W \ �� -L _ _ _\ =o-'
(SEE DETAIL, THIS SHEET)
/ \ / CC
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0�52 PT: 12+99.37 ������� \\\\\ \ \ \ �``-------------- _25-
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-524
wORRELL Lq
AND DEVELOPMENT NAD g3
/ PARCEL B
3.9t ACRE"
i
Mq /
LsCy tN " 3-2 LEVEL SPREADER (SEE DETAIL, SHEET C7.01)
(L=10 , W=8', D=1.5') w/RIP-RAP EC-1
TYPE Al 4.4 CYD OVER FILTER FABRIC BASE LAYER
C) 003-1
_f / i
PLAN SHEET KEY
Scale: 1" = 500'
TO BE INSTALLED IN TS
ACCORDANCE WITH
THE VA. EROSION AND pS
SEDIMENT CONTROL
HANDBOOK (TYP.) TO
TIE TO
EXISTING
GROUND
PIPE TABLE
FROM
STRUCTURE
TO
STRUCTURE
SIZE
LENGTH
SLOPE
MATERIAL
1-1
1-2
12"
27.82'
4.0%
RCP CLIII
2-2
2-1
12"
44.23'
0.6%
RCP CLIII
3-1
3-2
15"
15.84'
1.1%
RCP CLIII
3-2
3-3
15"
28.00'
1.2%
RCP CLIII
4-1
4-2
15"
40.58'
1.5%
RCP CLIII
4-3
4-2
15"
33.52'
2.1 %
RCP CLIII
5-1
5-2
12"
96.14'
2.8%
RCP CLIII
6-2
6-1
18"
8.45'
0.9%
RCP CLIII
6-3
6-2
15"
32.71'
0.7%
RCP CLIV
EX -DI
1-2
15'$
1 38.12'
1 1.2%
1 RCP CLIII
1' 6'TO BE
1'
2% 2% 1 ��►P/ TS ACCORDANCELLED WITHIN
P MAX. 1.5% Ag PS THE VA.
X EROSION AND
;�� =III= _ `�J•/ SEDIMENT CONTROL
-III-III- - - -III=I TO HANDBOOK (TYP.)
-TIE TO
EXISTING
LIGHT PAVEMENT (SEE GROUND 2" SM-9.5A ASPHALT
DETAIL, THIS SHEET) �4" 21-B STONE
TYPICAL CROSS SECTION ASPHALT PATH COMPACTED SUBGRADEJ
LIGHT PAVEMENT
(SEE PLANS FOR CROSS SLOPE DIRECTION) (PEDESTRIAN PAVED SIDEWALKS/PATHS)
NOT TO SCALE NO SCALE
TMP 78_2OC6 COMPANY LC
25.243 ACRES
/ ------------
STORM SEWER STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
RIM = 517.45
12"
INV OUT=513.62 (NW)
DI-3B, L=8'
H = 3.82
1-2
RIM = 5.9.
12^
INV IN=512.51 (SE)
15"
INV OUT=512.41 (W)
2-1
RIM = 526'59
121.
INV IN=524.57 (NE)
ES-1 (12")
H = 2.01
2-2
RIM = 528.00
12"
INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
ES-1 (15")
RIM = 520'98
H = 1.94
15"
INV IN=519.05 (SW)
3-2
RIM = 523.28
15"
INV IN=519.33 (SW)
15"
INV OUT=519.23 (NE)
DI-3C9 L=6'
H = 4.05
3-3
DI-3C,
RIM = 523.31
15"
INV OUT=519.68 (NE)
L=10'
H = 3.63
4-1
RIM = 497.46
15"
INV IN=495.52 (NW)
ES-1 (15")
H = 1.94
4-2
DI-3B, L=6'
RIM = 503.56
H = 7.45
15"
INV IN=499.26 (NW)
15"
INV OUT=496.11 (SE)
4-3
RIM = 504.20
15"
INV OUT=499.95 (SE)
DI-3B, L=6'
H = 4.25
5-1
ES-1 (12")
RIM = 477.68
H = 1.67
12"
INV IN=476.02 (SW)
5-2
RIM = 489.38
12"
INV OUT=478.76 (NE)
DI-3B, L=8'
H = 10.62
6-1
ES-1 (18")
RIM = 476.55
H = 3.01
18"
INV IN=473.55 (SE)
6-2
DI-3C,
RIM = 478.23
15"
INV IN=475.03 (SE)
18"
INV OUT=473.63 (NW)
L=14'
6-3
RIM = 478.26
15"
INV OUT=475.26 (NW)
DI-3C9 L=6'
H = 3.00
20' 0 0' - 40'-
SCALE 1 "=*'
W I 6' ASPHALT PATH \
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PROPOSED GRADE
EXISTING GRADE
----------------- H G L
FILL SECTIONS
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HORIZONTAL SCALE: 1 "=20'
5' 0 5' 10'
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0 100, 200'
PRE LAND COVER AREAS
IMPERVIOUS COVER: 0.62 AC (28%)
MANAGED TURF: 1.55 AC (72%)
TOTAL: 2.17 AC
LEGEND:
IMPERVIOUS COVER
W W W
MANAGED TURF AREA
J W W
-
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IMPERVIOUS COVER: 1.07 AC (49%)
MANAGED TURF: 1.10 AC (51 %)
TOTAL: 2.17 AC
IMPERVIOUS % INCREASE:
+72%
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'��`,��•`^ _ _ , / J �`�\ DRAINAGE TO POND 1 AS SHOWN 1
SEE MASTER PLAN DRAINAGE MAP
8� „�.- ON SHEET C11.02 FOR MORE INFO "•"`
y .
// , , ,----------- I000'/ ''------- ---- -- - 1
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0.04 Ac R` '�f �i I 11 I I I i\I / , i11 0.28 Ac ..if ,`` �S
=0.90 r I I i I I I i! l r I TTT / =0.5 -.�,�° VI,-
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0.17 Ac
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POND
PRE DRAINAGE AREA MAP
PRE -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 -INS
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
EX-INBA
0.45
0.06
0.51
0.46
EX-IN88
0.00
0.04
0.04
0.90
EX-IN9
0.00
0.17
0.17
0.90
EX -IN 10
0.05
0.10
0.15
0.73
EX-IN11
3.21
0.31
3.52
0.44
POND 1
3.81
0.00
3.81
0.40
POND2
8.73
0.06
8.79
0.40
POND3
0.18
0.10
0.28
0.58
POND4
0.04
0.20
0.24
0.82
PRE -DEVELOPMENT - Drainage Area to STM#1(Pond #2)
Drainage
Area
Turf Area (ac) III
Impervious Area (ac) III
Total Area (ac) -
C Value*
EX-IN4
0.19
0.20
0.39
0.66
EX-IN5
0.10
0.21
0.31
0.74
POND2
8.65
0.14
8.79
0.41
TOTAL
8.94
0.55
9.491
0.43
\--_-_-- +-_ -_- _-- 1
/
I/
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1
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1.61 Ac
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POST -DEVELOPMENT
Drainage
Area -
Turf Area (ac)
Impervious Area (ac) •
Total Area (ac)
C Value*
EX-IN3
1.41
0.20
1.61
0.46
EX-IN4
0.19
0.20
0.39
0.66
EX-IN5
0.10
0.21
0.31
0.74
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
0.80
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
POND2
6.69
0.15
6.84
0.41
POND3
0.09
0.01
0.10
0.45
POND4
0.131
0.021
0.151
0.47
I
Ac
POND3 OND
/ / \\ i 0.10 \I �
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0.45
0.05 Ac i
' 0.90
OND
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1.47
POND
\ �Wl I/1 % II
IS I
POST -DEVELOPMENT -Drainage Area to STM#1 Pond #2
Drainage
Area
TurfArea (ac) III
Impervious Area (ac) •
Total Area (ac)
C Value*
EX-IN4
0.19
0.20
0.39
0.66
EX-IN5
0.10
0.21
0.31
0.74
3-2
0.00
0.13
0.13
0.90
3-3
1.141
0.39
1.53
0.53
6-2
0.13
0.14
0.27
0.66
6-3
0.00
0.15
0.15
0.90
POND2
6.69
0.15
6.84
0.41
TOTAL
8.25
1.37
9.62
0.47
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sknanly CONTROL / BMP DEUELOPA/£NT SEOUENC/1V�
A?A x
-DEVELOPMENT AREA D, E, PAO ACC/M✓H, P/0 WORRELL ARE SERVED BY
EXISTING WET POND SYSTEM. EACH DEVELOPMENT WILL HAVE SEPARATE EROSION
CONTROL TRAPS PROVIDED DURING LAND OISTUR&ANCE ACTNIRES
-DEVELOPMENT AREA N WILL BE SERVED BY PROPOSED B10-FILTERS CONVERTED
FROM S/LT TRAP/84S/NS ONCE LAND 01STUR84NCE ACRKDES ARE F7MSHED.
AREA )'
-DEVELOPMENT AREA PAO ACC/MJH, P/O WORRELL. B, O WLL 8E SERVE.D BY
POND ,/2. DEVELOPMENT OF B, O WILL REQUIRE POND JF2 70 BE INSTALLED FOR
SEMMENF CONTROL IA1154LLY. POND )f2 SHALL BE CONVERTED TO FINAL BMP
POND WITH COMPLEDON OF SITE DEVELOPMENT 7NAT EXCEEDS 25 AC. OF
A/PERWOUS SURFACE WITHIN CONTRIBURNG DRAINAGE AREA TO PONO /2
-DEVELOPMENT AREA P/O l WILL BE SERVED BY PROPOSED 870-nL7ERS
CONVERTED FROM SILT TRAP/BASINS ONCE LAND D157UR84NCE ACT7V7774S ARE
f71VISHEO
APEI Z•
-DEVELOPMENT AREA P/0 ACC/MJH, K, P/0 I WILL BE SERVED BY PROPOSED
POND j3, 14 AND/OR BLO-FILTER p CONVER7ED FROM SILT TRAP/BASINS ONq
LAND DISTURB4NCE ACTA477ES ARE FINISHED.
��gggg
INDIVIDUAL DEVELOPMENTS WITHIN DRAINAGE AREAS
DETERMINED ABOVE MAY INSTALL INTERIM SED/MEAT
CONTROL MEASURES AND HM.P. MEASURES TO MEET THE
INOMOUAL DEVELOPMENT REQUIREMENTS FOR E & S AND
W.P.O. CR/TER/A PRIOR TO 7HE INSTALLATION OF THE FINAL
SEDIMENT CONTROL ME45URE5 AND B.M.P. MEASURES
SHOWN ON THIS PLAN.
P. MEASURES SHOWN
ENGINEERING DEPARTA
7E PLAN OR SUBDMS
(CHAP7ER 17 OF INE
OVERALL W.P.O/ B,M.P COMPLIANCE PLAN, DATED 7/24/06
(NOT TO SCALE)
SITE STORMWATER COMPLIANCE NOTES:
1
2.
A0. 1
1
1
y, AI110.
1
1
1
®� 1
o
o
a
POULTANr LQIOSY
P011.f1mw umas
PLYU/Tw Lam,
PRE -DEVELOP-
= 1.41 (83.6)= 117.9 /bs/yr
PRE -DEVELOP.=
= 1.41 (65.49)= 92.3 lbs/Y,
PRE DEVELOP.=
- 1.41 (62.93)= 88.7 /bs/yr
POST -DEVELOP.-
= 6.14[0.05+((0.009)35))BT.6=
POST DEVELOP.=
A 6.14j0.05+((0.009)47))65. 49=
POST -DEVELOP.=
= 5, 14(0.05+((0009)29),76293=
= 187.4 /bs/yr
RIE
= 190.2 /bs/yr
mil'
1222 /bs/yr .
0AL REWARB49 P
RR= 69.5 Ibs/yr
RaVM
RR= 97.9 /bs/yr
ASWO C MVP
RR= 31.5 Ibs/yr
RRX= J7 X
RRV 151 X
RRX= 26 X
AVOPQSM 04
PRa-05m BM?
PA'Vp0sm Aw.
PRE-EX7S ARZ S/TES
OFF-S/TE AREA 76 16 AC
PRE-EXISTING S/TES' 49.2 AC
PRE EX15T/NG 9'TES 31.85 AC
>(ORAINS
PROPOSED SITES (ORA/NS TO SUP
PROPp6ED 5/TES
(ORA/NS 70 BMP✓
PROPOSED SDES TO BMP)
6.14[0.05t((0.009)35)J76.16= 170.7 Ibs/yr
6.141C05+((0.009)47)J49.2= 142.9 /bs/yr
6.f4(b.05+((0.009)29)%3L85= 60.8 Ibs/yr
EXIST. POND / FOREMY SYSTEM X
FUTURE B/O-F7ITER
ppNOSS /BIO-FILLER AREA fZ4, hf28
PONDS/B/O-F 17ER ARFS /'1, /3, 14
O 65X / 50x EFFICIENCY
PROPOSED O 50Z EFflCJENCY
PROPOSED O 5OX EFFICIENCY
170.7 (0.60)= 1024 /bs/yr REMOVAL
142.9 (0.50).= 71.4 Ibs/yr REMOVAL
60.8 (0.50)= 30.4 Ibs/yr REMOVAL
OW;ML FAUECT REWOML REVlAffnENT.•
RR= X+Y+Z= 69.5 + 9Z9 + 31.5 = f98.9 lbs/yr
R= X+Y+2= 102.4 + 71.4 + 30.4 = 204.2 lbs/yr
LOAD REMOVED = 2042 > REMOVAL REQUIREMENT = 1989.THEREFORE COMPLIANT
)3,
r44
BMPS S7RA7ECICALLY PLACED TO TREAT MAXIMUM
AMOUNT OF ALL IMPERVIOUS AREAS ORNN/NG FROM
EACH DEVELOPMENT.
53 LBS OF 724A7AfENT CRE7NT 15 AVAILABLE FOR
DEVELOPMENT IN UP S77?E4M OFF-517F AREAS
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THE PROJECT IS GRANDFATHERED TO CRITERIA IIC PER 9VAC25-870-48. PER DISCUSSION WITH THE COUNTY FOLLOWING THE PRE -APPLICATION MEETING, THE
PROJECT CAN REMAIN GRANDFATHERED IF NO ADDITIONAL QUALITY OR QUANTITY LEAVES THE SITE. THE PLAN SHOWING THE GRANDFATHERED ALLOWANCES IS
INCLUDED ON THIS SHEET AND IS KNOWN AS THE TOPEKA'S STEAKHOUSE AT PETER JEFFERSON PLACE. AS SHOWN ON THIS SHEET, THE IMPERVIOUS COVER ON
THE PROJECT INCREASED BY 0.45-ACRES. THIS 0.45-ACRE INCREASE IS BELOW THE THRESHOLD OF THE 41.5-ACRE REMAINING ALLOWANCE FROM THE
GRANDFATHERED PLAN. THIS ALLOWANCE COMES FROM A BANKED QUALITY PROVIDED BY A SERIES OF PONDS ON THE SITE THAT WERE CONSTRUCTED WITH
ADDITIONAL CAPACITY FOR FUTURE DEVELOPMENT, SUCH AS THIS PROJECT. THEREFORE, THE WATER QUALITY REQUIREMENTS ARE MET ON -SITE BY THE EXISTING
PONDS. THE WATER QUALITY REQUIREMENTS ARE ALSO MET ON -SITE BY THE EXISTING PONDS. THE VOLUME OF WATER ADDED INTO THE PONDS IS CONSIDERED
TO BE NEGLIGIBLE AS DEMONSTRATED BY THE WATER LEVEL REMAINING CONSISTENT IN THE PRE- AND POST -DEVELOPMENT CONDITIONS REPRESENTED BY
CALCULATIONS SHOWN ON SHEET C11.04.
THIS PROJECT (WORRELL DRIVE IMPROVEMENTS ROAD PLAN) AND 'TOPEKA'S STEAKHOUSE' PLANS ARE VERY SIMILAR IN NATURE, BUT HAVE SLIGHT VARIATIONS
IN ELEVATION DUE TO THE AGE DIFFERENCE. THE PLANS ARE WITHIN 3' OF TOLERANCE, AS SHOWN BY THE 473.47 WATER SURFACE ELEVATION (POND 2) ON
THIS PLAN SET AND THE APPROXIMATELY 475f WATER SURFACE ELEVATION ON THE 'TOPEKA'S STEAKHOUSE' PLANS.
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°D a
v
L
POND WATER SURFACE ELEVATIONS
IDENTIFIER
TOPEKA'S STEAKHOUSE PLAN
(2006)
WORRELL ROAD IMPROVEMENTS
(2021)
POND 2
+475.00
+473.47
POND 3
+470.00
+468.08
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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: 1/25/22
Responsive People I Creative Solutions Location: Albemarle County Computed by: OJG
Pull down for City Proj. No: 19352.00 Checked by: ABS
Pull down for Yr. Stm Sheet 1 of
Albemarle
AREA
RUN-
OFF
COEF.
CA
INLETTIME
RAIN
FALL
RUN-OFF
INVERT
ELEVATIONS
PIPE
LNGTH
SLOPE
DIA
CAPA-
CITY
IVEL.
FLOW
TIME
INLET
/RIM
ELEV
Structure
Type
.5forCB
0for DI
THROAT
LENGTH
REMARKS
Return Yr:
2
INCRE-
MENT
ACCUM-
ULATED
INCRE-
MENT
ACCUM-
ULATED
INCRE-
MENT
ACCUM-
ULATED
B
46.43
D
10.50
ACRES
C
INCRE-
MENT
ACCUM-
ULATED
MIN-
UTES
MIN-
UTES
INAHR
INAHR
CFS
CFS
UPPER I LOWER
END END
FT.
FT./FT.
IN.
C.F.S.
F.P.S.
MIN.
orYl
E
0.81
From Point
To Point
1-1
1-2
0.10
0.90
0.09
0.09
5.00
5.00
5.04
5.04
0.45
5.131
513.62
512.51
28
0.0399
12
7.11
9.79
0.05
517.45
DI-313
0.00
L=8'
1-2
EX SDMH(#3)
0.10
0.80
0.08
0.17
5.00
5.05
5.04
10.08
0.40
5.54
512.41
511.93
38
0.0126
15
7.26
6.51
0.10
517.38
DI-3B
0.00
L=4'
EX SDMH(#3)
EX SDMH(#4)
0.04
0.90
0.04
0.86
5.00
5.29
5.04
25.21
0.18
8.99
511.83
510.26
44
0.0357
15
12.20
10.83
0.07
515.93
DI-3B
0.00
L=4'
2-2
2-1
0.22
0.47
0.10
0.10
5.00
5.00
5.04
5.04
0.52
0.52
524.84
524.57
44
0.0061
12
2.79
2.69
0.27
528.00
DI-1
0.00
3-3
3-2
1.53
0.53
0.81
0.81
5.00
5.00
5.04
5.04
4.09
4.09
519.68
519.33
28
0.0125
15
7.22
6.00
0.08
524.86
DI-3C
0.00
L=10'
3-2
3-1
0.13
0.90
0.12
0.93
5.00
5.08
5.04
10.08
0.59
4.68
519.23
519.05
15
0.0120
15
7.07
6.17
0.04
524.83
DI-3C
0.00
L=6'
4-3
4-2
0.08
0.90
0.07
0.07
5.00
5.00
5.04
5.04
0.36
0.36
499.95
499.26
34
0.0203
15
9.20
3.22
0.18
504.20
DI-3B
0.00
L=6'
4-2
4-1
0.09
0.90
0.08
0.15
5.00
5.18
5.04
10.08
0.41
0.77
496.11
495.52
41
0.0144
15
7.75
4.04
0.17
503.66
DI-3B
0.00
L=6'
5-2
5-1
0.05
0.90
0.05
0.05
5.00
5.00
5.04
5.04
0.23
0.23
478.76
476.02
96
0.0285
12
6.02
3.30
0.49
489.48
DI-3B
0.00
L=6'
6-3
6-2
0.15
0.90
0.14
0.14
5.00
5.00
5.04
5.04
0.68
0.68
475.26
475.03
33
0.0070
15
5.39
2.93
0.19
478.33
DI-3C
0.00
L=6'
6-2
6-1
0.27
0.66
0.18
0.31
5.00
5.19
5.04
10.08
0.90
1.58
474.08
474.00
13
0.0062
18
8.24
3.55
0.06
478.23
DI-3C
0.00
L=6'
EX STM#1
(Pond 2)
(Pre Condition)
EX STM#2
(Pond 3)
(Pre Condition)
9.49
0.43
4.08
4.08
5.00
5.00
5.04
5.04
20.58
20.58
469.87
467.82
69
0.0297
36
114.91
11.87
0.10
528.00
C. Riser Grate
0.00
EX STM#1
(Pond 2)
(Post Condition)
EX STM#2
(Pond 3)
(Post Condition)
9.62
0.47
4.52
4.52
5.00
5.00
5.04
5.04
22.80
22.80
469.87
467.82
69
0.0297
36
114.91
12.49
0.09
528.00
C. Riser GratE
0.00
DI(#1)
EX-SDMH(#2)1
0.68
0.61
0.41
0.41
5.00
5.00
5.041
5.041
2.091
2.091
513.461
512.751
131
0.05461
151
15.091
8.36
0.031
516.16
DI-5
0.00
EX SDMH(#2)
EX SDMH(#3)
0.51
0.46
0.23
0.65
5.00
5.03
5.041
10.081
1.181
3.271
512.651
512.131
731
0.00711
151
5.451
4.62
0.261
516.76
DI-3B
0.00
L=4'
P:804.782.1903
2100 East Cary Street, Suite 309 Richmond, VA 23223
Engineers I Construction Managers I Planners I Scientists
www.rkk.com Project Name: Drive and Waterline Ex Date: 1/25/22
Responsive People I Creative Solutions Location: Albemarle County Computed by. OJG
Pull down for City Proj. No: 19352.00 Checked by. ABS
Pull down for Yr. Stm Sheet 1 of
Albemarle
AREA
RUN-
OFF
COEF.
INLETTIME RAIN FALL
INCRE- ACCUM- INCRE- ACCUM-
CA MENT ULATED MENT ULATED
RUN-OFF
INVERT
LEVATIONS
PIPE
LNGTH
SLOPE
DIA
CAPA-
CITY
VEL.
FLOW
TIME
INLET
/RIM
ELEV
Structure
Type
.5forCB
0for DI
THROAT
LENGTH
REMARKS
Return Yr:
10
INCRE-
MENT
ACCUM-
ULATED
B
49.49
D
9.85
ACRES
C
INCRE-
MENT
ACCUM-
ULATED
MIN-
UTES
MIN-
UTES
INAHR
INAHR
CFS
CFS
UPPER LOWER
END END
FT.
FT./FT.
IN.
C.F.S.
F.P.S.
MIN.
or Yl
E
0.75
From Point
To Point
1-1
1-2
0.10
0.90
0.09
0.09
5.00
5.00
6.54
6.54
0.59
6.63
513.62
512.51
281
0.0399
12
7.11
10.24
0.05
517.45
DI-313
0.00
L=8'
1-2
EX SDMH(#3)
0.10
0.80
0.08
0.17
5.00
5.05
6.54
13.08
0.521
7.16
512.41
511.93
38
0.0126
15
7.26
6.74
0.09
517.38
DI-313
0.00
L=4'
EX SDMH(#3)
EX SDMH(#4)
0.04
0.90
0.04
0.86
5.00
5.27
6.54
32.71
0.24
11.64
511.83
510.26
44
0.0357
15
12.20
11.33
0.06
515.93
DI-3B
0.00
L=4'
2-2
2-1
0.22
0.47
0.10
0.10
5.00
5.00
6.54
6.54
0.68
0.68
524.84
524.57
44
0.0061
12
2.79
2.92
0.25
528.00
DI-1
0.00
3-3
3-2
1.53
0.53
0.81
0.81
5.00
5.00
6.54
6.54
5.31
5.31
519.68
519.33
28
0.0125
15
7.22
6.41
0.07
524.86
DI-3C
0.00
L=10'
3-2
3-1
0.13
0.90
0.12
0.93
5.00
5.07
6.54
13.08
0.77
6.07
519.23
519.05
15
0.0120
15
7.07
6.46
0.04
524.83
DI-3C
0.00
L=6'
4-3
4-2
0.08
0.90
0.07
0.07
5.00
5.001
6.54
6.54
0.47
0.47
499.95
49926
34
0.0203
15
9.20
3.67
0.15
504.20
DI-313
0.00
L=6'
4-2
4-1
0.09
0.90
0.08
0.15
5.00
5.15
6.54
13.08
0.53
1.00
496.11
495.52
41
0.0144
15
7.75
4.22
0.16
503.66
DI-313
0.00
L=6'
5-2
5-1
0.05
0.90
0.05
0.05
5.00
5.00
6.54
6.54
0.29
0.29
478.76
476.02
96
0.0285
12
6.02
3.76
0.43
489.38
DI-313
0.00
L=6'
6-3
6-2
0.15
0.90
0.14
0.14
5.00
5.00
6.54
6.54
0.88
0.88
475.26
475.03
33
0.0070
15
5.39
3.18
0.17
478.33
DI-3C
0.00
L=6'
6-2
6-1
0.27
0.66
0.18
0.31
5.00
5.17
6.54
13.08
1.17
2.05
474.08
474.00
8
0.0100
18
10.50
4.55
0.03
478.23
DI-3C
0.00
L=6'
EX STM#1
(Pond 2)
(Pre Condition)
EX STM#2
(Pond 3)
(Pre Condition)
9.49
0.43
4.08
4.08
5.00
5.00
6.54
6.54
26.70
26.70
469.87
467.82
69
0.0297
36
114.91
13.00
0.09
528.00
C. Riser Grate
0.00
EX STM#1
(Pond 2)
(Post
Condition)
EX STM#2
(Pond 3)
(Post Condition)
9.62
0.47
4.52
4.52
5.00
5.00
6.54
6.54
29.58
29.58
469.87
467.82
69
0.02971
36
114.91
13.61
0.08
528.00
C. Riser Grate
0.00
DI(#1)
EXSDMH(#2)
0.68
0.61
0.41
0.41
5.00
5.00
6.54
6.54
2.71
2.71
513.46
512.75
13
0.0546
15
15.09
8.98
0.02
516.16
DI-5
0.00
-
EXSDMH(#2)
EXSDMH(#3)
0.51
0.46
0.23
0.65
5.00
5.02
6.54
13.08
1.53
4.25
512.65
512.13
73
0.0071
15
5.45
4.89
0.25
516.76
DI-313
0.00
L=4'
Computations
P:804.782.1903
2100 East Cary Street, Suite 309 Richmond, VA 23223 Project Name: Dove and Waterline Ex Date 1/25/2022
Engineers I Construction Managers I Planners I Scientists Location: Albemarle County Computed by OJG
www.rkk.com Proj. No: 19352 Checked by ABS
Responsive People I Creative Solutions Sheet 2 of 2
INLET
OUTLET WATER
JUNCTION LOSS Ho+Hi+ Inlet Shaping Final
INLET WATER
BASIN
SURFACE
Do
Qo
PIPE
Sfo
Elf
Vo
Ho
Hi
BEND
PIPE
Q in
BEND
Bend Loss
" Ht
Shaping
LOSS
.8D
SURFACE
RIM
RIM TO
MANN.
NO
ELEVATION
Pipe Dia
CFS
LENGTH
VEL-IN
ANGLE
IN
CFS
LOSS
Ht
x 1. or 1.3
.5 or 1
SUM H
Down Inv
Down Pipe
ELEVATION
F-LINE
HGL
In
6-2
475.20
18
2.05
8
0.0004
4.55
474.00
475.20
0.013
0.00
0.08
0.05
0
15
0.88
0.00
0.14
0.18
0.18
0.18
475.38
478.23
2.85
6-3
476.03
151
0.88
331
0.0002
3.18
475.03
476.03
0.013
0.01
0.04
0.00
0
0
0.00
0.00
0.04
0.04
0.04
0.05
476.08
478.33
2.25
5-2
476.82
12
0.29
96
0.0001
3.76
476.02
476.82
0.013
0.01
0.05
0.00
0
0
0.00
0.00
0.05
0.07
0.07
0.08
476.90
489.38
12.48
4-2
496.52
15
1.00
41
0.0002
4.22
495.52
496.52
0.013
0.01
0.07
0.07
0
15
1.00
0.00
0.14
0.19
0.19
0.20
496.72
503.66
6.94
4-3
500.26
15
0.47
34
0.0001
3.67
499.26
500.26
0.013
0.00
0.05
0.00
0
0
0.47
0.00
0.05
0.05
0.05
0.05
500.31
504.20
3.89
3-2
520.05
15
6.07
15
0.0088
6.46
519.05
520.05
0.013
0.13
0.16
0.22
0
15
6.07
0.00
0.39
0.50
0.50
0.63
520.68
524.83
4.15
3-3
520.68
15
5.31
28
0.0068
6.41
519.33
520.33
0.013
0.19
0.16
0.00
0
0
5.31
0.00
0.16
0.16
0.16
0.35
521.03
524.86
3.83
2-2
525.37
12
0.68
44
0.0004
2.92
524.57
525.37
0.013
0.02
0.03
0.00
0
0
0.68
0.00
0.03
0.04
0.04
0.06
525.43
528.00
2.57
1-2
512.93
15
7.16
38
0.0123
6.74
511.93
512.93
0.013
0.47
0.18
0.57
0
12
7.16
0.00
0.75
0.97
0.97
1.44
514.37
517.38
3.01
1-1
514.371
12
6.63
28
0.0347
10.24
512.51
513.31
0.013
0.96
1 0.41
0.00
0
0
6.63
0.00
0.41
0.41
0.41
1.371
1 515.741
517.45
1.71
ROUTE
STORM SEWER STRUCTURE TABLE
STRUCTURE
DETAILS
PIPES IN
PIPES OUT
1-1
DI-3B, L=8'
RIM = 517.45
H = 3.82
12" INV OUT=513.62 (NW)
1-2
DI-3B, L=8'
RIM = 517.38
H = 4.97
12" INV IN=512.51 (SE)
15" INV OUT=512.41 (W)
2-1
ES-1 (12")
RIM = 526.59
H = 2.01
12" INV IN=524.57 (NE)
2-2
RIM = 528.00
12" INV OUT=524.84 (SW)
DI-1
H = 3.16
3-1
RIM = 520.98
15" INV IN=519.05 (SW)
ES-1 (15")
H = 1.94
3-2
RIM = 523.28
15" INV IN=519.33 (SW)
15" INV OUT=519.23 (NE)
DI-3C, L=6'
H = 4.05
3-3
DI-3C,
RIM = 523.31
15" INV OUT=519.68 (NE)
L=10'
H = 363
.
4-1
ES-1 (15")
RIM = 497.46
H = 1.94
15" INV IN=495.52 (NW)
4-2
DI-3B, L=6'
RIM = 503.56
H = 7.45
15" INV IN=499.26 (NW)
15" INV OUT=496.11 (SE)
4-3
RIM = 504.20
15" INV OUT=499.95 (SE)
DI-3B, L=6'
H = 4.25
5-1
ES-1 (12")
RIM = 477.68
=
H 1.67
12" INV IN=476.02 (SW)
5-2
RIM = 489.38
12" INV OUT=478.76 (NE)
DI-3B, L=8'
H = 10.62
6-1
RIM = 476.55
18" INV IN=473.55 (SE)
ES-1 (18")
H = 3.01
6-2
DI-3C,
RIM = 478.23
15" INV IN=475.03 (SE)
18" INV OUT=473.63 (NW)
L=14'
H = 4.60
6-3
RIM = 478.26
15" INV OUT=475.26 (NW)
DI-3C, L=6'
H = 3.00
PROJECT Worrell Drive
PIPE TABLE
FROM
STRUCTURE
TO
STRUCTURE
SIZE
LENGTH
SLOPE
MATERIAL
1-1
1-2
12"
27.82'
4.0%
RCP CLIII
2-2
2-1
12"
44.23'
0.6%
RCP CLIII
3-1
3-2
15"
15.84'
1.1%
RCP CLIII
3-2
3-3
15"
28.00'
1.2%
RCP CLIII
4-1
4-2
15"
40.58'
1.5%
RCP CLIII
4-3
4-2
15"
33.52'
2.1%
RCP CLIII
5-1
5-2
12"
96.14'
2.8%
RCP CLIII
6-2
6-1
18"
8.45'
0.9%
RCP CLIII
6-3
6-2
15"
32.71'
0.7%
RCP CLIV
EX -DI
1-2
15"
38.12'
1.2%
RCP CLIII
DESIGNER: OJG
CHECKED:
INLET
Zo
a
W
F
O
Q
C7
3
(a7 W
v3i
M
Q 'x
y
�i��] O
6
m A
1-1
DI-3B
6.000
0.100
0.90
0.09
0.000RIGHT
0.09
4
0.36
0
0.360
Q0490
0.0208
1.387
2.000
1.44196
0.0833
4.00481
1.000
3.50
0.1458
0.1666
6.272
6.000
0.957
0.996
0.359
0001
L387
1-2
DI-3B
6.000
0.080
0.90
0.072
MGHT
0,020
0.40
0.008
0.08
4
0.32
0
0.320
0.0490
0.0208
1.327
2.000
1.50716
0.0833
4.00481
1.000
3.50
0.1458
0.1666
5.970
6.000
L005
L000
0.320
0000
L327
2-2
DI-1
2.000
0.030
0.90
0.027
MUGHT
0.190
0.40
0.076
0,103
4
0,412
0
0.412
00050
Q0208
2.926
2.000
Q68353
Q0833
4.00481
0.991
3.50
0,1458
0,1653
3.364
2.000
0.595
0.992
0.409
0.003
2.230
3-2
DI-3C
6,000
0.130
0.90
0.117
0.000TiCHT
0.117
4
0.468
0
0.468
0.0200
0.0208
1.910
2.000
1.04712
0.0833
4.00481
1.000
3.50
0.1458
0.1666
4.912
6.000
1.221
1.000
0.468
0.000
1.909
3-3
DI-3C
10.000
0.390
0.90
0.351
0.000TU
1.140
0.30
0.342
0.693
4
2,772
0
2.772
Q0150
Q0208
8.139
2.000
0.24573
0.0833
4.00481
0.674
3.50
0.1458
0.1191
11.632
10.000
0.860
0.971
2.691
0.081
3.531
4-2
DI-3B
6.000
0,090
0.90
0,081
O'RIGHT
0.081
4
0.324
0
0.324
0.1190
0.0208
1.129
2.000
1.77148
0.0833
4.00481
1.000
3.50
0.1458
0.1666
7.831
6.000
0.766
0.927
0.300
0.024
1.129
4-3
DI-3B
6.000
0.080
0.90
0.072
URIGHT
0.072
4
0.288
0
0.288
0.1190
0.0208
1.081
2.000
1.85014
0.0833
4.00481
1.000
3.50
0.1458
0.1666
7.453
6.000
0.805
0.947
0.273
0.015
1.080
5-2
DI-3B
1 6.000
0,050
0.90
0,045
URIGHT
0.045
4
0.18
0.024
0.204
OA190
0.0208
0.950
2.000
2.10526
0.0833
4.00481
1.000
3.50
0.1458
0.1666
6.448
6.000
Q931
Q992
Q202
0002
Q949
6-2
DI-3B
6.000
0.140
0.90
0.126
ORIGHT
0.130
0.40
0.052
0.178
4
0.712
0.015
0.727
Q0100
Q0208
3.631
2.000
Q55081
Q0833
4,00481
0.966
3.50
0,1458
0,1617
5.326
6.000
1.127
1.000
0.727
0.000
2.406
6-3
DI-3B
6.000
0.150
0.90
0.135
URIGHT
4
0.54
0.002
0.542
0.0100
0.0208
2.699
2.000
0.74102
0.0833
4.00481
0.995
3.50
0.1458
0.1659
4.635
6.000
1.294
1 1.000
1 0.542
1 0.000
1 2.174
' INLET 3-3 IS RECEIVING FLOW FROM THE HILLSIDE OVER THE CURB. DUE TO THE NATURE OF THE OFFICE BUILDING, ONLY ONE LANE NEEDS TO
REMAIN PASSABLE, WHICH IS MET WITH THE COMBINATION OF INLETS 3-3 AND 3-2.
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OVERALL DRAINAGE
AREAS - LIMITS OF
DISTURBANCE
Pre DA
Pond 2 - Pre
Pond 2
Subcat Reach Aon Link
Post DA
Pond 2 - Post
Pond 2
1-YEAR CALCULATI❑NS
WorrellQuantity NOAA 24-hrD 1-YearRainfal1=3.40"
Prepared by (enter your company name here) Printed 1/13/2022
HvdroCAD010.00-21 s/n 10322 02018 HvdmCAD Software Solutions LLC Facie 2
Summary for Subcatchment Post DA: Pond 2 - Post
Runoff = 258.14 cfs @ 12.12 hrs, Volume= 780,002 cf, Depth> 2.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 1-Year Rainfall=3.40"
Area (ac) CN Description
66.650 79 <50% Grass cover, Poor, HSG B
• Alr 7Clr (10
107.000 86 Weighted Average
66.650 62.29% Pervious Area
40.350 37.71 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (tt(sec) (ds)
5.0 Direct Entry,
2eo-
26o-
27tr
22U
20o-
Teo-
1eo-
14o-
LL 1�
10o-
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4o-
20
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Subcatchment Post DA: Pond 2 - Post
Hydrograph
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Time (hours)
WorrellQuantity NOAA 24-hrD 1-YearRBinfall=3.40"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD010.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Peas 4
Summary for Pond Post -Pond: Pond 2
Inflow Area = 4,660,920 sf, 37.71% Impervious, Inflow Depth > 2.01" for 1-Year event
Inflow = 258.14 cfs @ 12.12 hrs, Volume= 780,002 of
Outflow = 258.14 cis @ 12.12 hrs, Volume= 780,001 cf, Aften= 0%, Lag= 0.0 min
Primary = 258.14 cfs @ 12.12 hrs, Volume= 780,001 of
Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.01' @ 12.12 hrs Surf.Area= 944 sf Storage= 12 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 827.3 - 827.3 )
Volume
Invert Avail.Storage Storage Description
#1
484.00'
9,352 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ff)
(cubic -feet) (cubic -feet)
484.00
938
0 0
485.00
1,418
1,178 1,178
486.00
1,830
1,624 2,802
487.00
2,316
2,073 4,875
488.75
2,800
4,477 9,352
■ RuaoR Device Routinq Invert Outlet Devices
#1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
nmary OutFlow Max=922.55 cfs @ 12.12 hrs HW=484.01' (Free Discharge)
=Broad -Crested Rectangular Weir (Weir Controls 801.53 cfs @ 10.34 fps)
LLL2=Orffice/Grate (Orifice Controls 121.02 cfs @ 17.12 fps)
Pond Post -Pond: Pond 2
WorrellQuantity NOAA 24-hr D 1-Year Rainfall=3.40"
Prepared by {enter your company name here) Printed 1/13/2022
HvdroCAD010.00-21 s/n 10322 02018 HvdroCAD Software Solutions LLC Peas 3
Summary for Subcatchment Pre DA: Pond 2 - Pre
Runoff = 239.06 cfs @ 12.12 hrs, Volume= 718,292 cf, Depth> 1.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 1-Year Rainfall=3.40"
Area (ac) CN Description
77.650 79 <50% Grass cover, Poor, HSG B
• "n ncn n"
107.000 84 Weighted Average
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
To Length Slope Velocity Capacity Description
(min) (feet) (f (ft) (ftlsec) (cfs)
5.0 Direct Entry,
Subcatchment Pre DA: Pond 2 - Pre
Time (hours)
■ Runoe
■ meow
■ Pnmary
mms (hours)
WorrellQuantity NOAA 24-hrD 1-YearRainfa11=3.40"
Prepared by (enter your company name here) Printed 1/13/2022
HydroCAD010.00-21 s/n 10322 02018 HvdroCAD Software Solutions LLC Pace 6
Summary for Pond Pre -Pond: Pond 2
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth> 1.85" for 1-Year event
Inflow = 239.06 cfs @ 12.12 hrs, Volume= 718,292 of
Outflow = 239.06 cfs @ 12.12 hrs, Volume= 718,291 cf, Atten= 0%, Lag= 0.0 min
Primary = 239.06 cfs @ 12.12 hrs, Volume= 718,291 of
Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.01' @ 12.12 hrs Surf.Area= 944 sf Storage= 12 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 834.8 - 834.8 )
Volume Invert
Avail.Storage Storage Description
#1 484.00'
9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ff)
(cubic -feet) (cubic -feet)
484.00
938
0 0
485.00
1,418
1,178 1,178
486.00
1,830
1,624 2,802
487.00
2,316
2,073 4,875
488.75
2,800
4,477 9,352
Device Routing
Invert
Outlet Devices
#1 Primary
474.32'
8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary
469.87'
36.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=922.43 cfs @ 12.12 hrs HW=484.01' (Free Discharge)
,L1=Broad-Crested Rectangular Weir (Weir Controls 801.41 cfs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.01 cfs @ 17.12 fps)
Pond Pre -Pond: Pond 2
■ Inflow
❑ P�mary
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2-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hr D 2-Year Rainfall=4.10"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD010.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Pace 8
Summary for Subcatchment Post DA: Pond 2 - Post
Runoff = 335.46 cfs @ 12.12 hrs, Volume= 1,023,346 cf, Depth> 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spare: 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 2-Year Rainfall=4.10"
Area (ac) CN Description
66.650 79 <50% Grass cover, Poor, HSG B
• An 7Cn sea
107.000 86 Weighted Average
66.650 62.29% Pervious Area
40.350 37.71 % Impervious Area
Tic Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment Post DA: Pond 2 - Post
■ Runo6
Time (hours)
WorrellQuantity NOAA 24-hr D 2-Year Rainfall=4.10"
Prepared by {enter your company name here) Printed 1/13/2022
HvdroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 9
Summary for Subcatchment Pre DA: Pond 2 - Pre
Runoff = 315.42 cfs @ 12.12 hrs, Volume= 954,374 cf, Depth> 2.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spare: 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 2-Year Rainfall=4.10"
Area (ac) CN Description
77.650 79 <50% Grass cover, Poor, HSG B
e nn seen no
107.000 84 Weighted Average
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
Tic Length Slope Velocity Capacity Description
(min) (feet) (ft/ff) (ft(sec) (cfs)
5.0 Direct Entry,
Subcatchment Pre DA: Pond 2 - Pre
V.
Time (hours)
■ Runofi
WorrellQuantity NOAA 24-hr D 2-Year Rainfall=4.10"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Pace 10
Summary for Pond Post -Pond: Pond 2
Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth> 2.63" for 2-Year event
Inflow = 335.46 cfs @ 12.12 hrs, Volume= 1,023,346 cf
Outflow = 335.46 afs @ 12.12 hrs, Volume= 1,023,345 cf, Atten= 0%, Lag= 0.0 min
Primary = 335.46 cfs @ 12.12 hrs, Volume= 1,023,345 cf
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.02' @ 12.12 hrs Surf.Area= 946 sf Storage= 16 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 818.7 - 818.7 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
Device Routing Invert Outlet Devices
#1 Primary 474.32' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
rimary OutFlow Max=923.05 cfs @ 12.12 hrs HW=484.02' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 802.01 afs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.04 afs @ 17.12 fps)
Pond Post -Pond: Pond 2
■ Inflow
■ P mery
Time (house)
NOAA 24-hr D 2-Year Rainf611=4.10"
your company name here) Printed 1/13/2022
Summary for Pond Pre -Pond: Pond 2
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 2.46" for 2-Year event
Inflow = 315.42 cfs @ 12.12 hrs, Volume= 954,374 cf
Outflow = 315.42 cfs @ 12.12 his, Volume= 954,374 cf, Atten= 0%, Lag= 0.0 min
Primary = 315.42 cfs @ 12.12 hrs, Volume= 954,374 of
Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.02' @ 12.12 hrs Surf.Area= 946 sf Storage= 15 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 825.8 - 825.8 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Ine.Store Cum.Store
(feet) (so-ft) (cubic -feet) (cubic -feet)
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
Device Routing Invert Outlet Devices
#1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=922.92 afs @ 12.12 hrs HW=484.02' (Free Discharge)
-1=Broad-Crested Rectangular Weir (Weir Controls 801.89 cfs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.03 afs @ 17.12 fps)
Pond Pre -Pond: Pond 2
Time (hours)
■ Inflow
■ Pnmary
10-YEAR CALCULATIONS
WorrellQuantity NOAA 24-hr D 10-Year Rainfall=6.20"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 14
Summary for Subcatchment Post DA: Pond 2 - Post
Runoff = 569.08 cfs @ 12.12 hrs, Volume= 1,785,140 cf, Depth> 4.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spare: 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 10-Year Rainfall=6.20"
Area (ac) CN DescrDtion
66.650 79 <50% Grass cover, Poor, HSG B
A An T.. rra
107.000 86 Weighted Average
66.650 62.29% Pervious Area
40.350 37.71 % Impervious Area
Tic Length Slope Velocity Capacity Description
(min) (feet) (ft/ff) (f fsec) (cfs)
5.0 Direct Entry,
Subcatchment Post DA: Pond 2 - Post
V.
Time (hours)
■ Runofl
WorrellQuantity NOAA 24-hr D 10-Year Rainfall=6.20"
Prepared by (enter your company name here) Printed 1/13/2022
HvdroCAD010.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Paae 15
Summary for Subcatchment Pre DA: Pond 2 - Pre
Runoff = 548.59 cfs @ 12.12 hrs, Volume= 1,701,369 cf, Depth> 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
NOAA 24-hr D 10-Year Rainfall=6.20"
Area (ac) CN Description
77.650 79 <50% Grass cover, Poor, HSG B
29.350 98
i vl.vw o+ evaiyineu nveiaye
77.650 72.57% Pervious Area
29.350 27.43% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/cnrl (rfcl
600-
550.
500•
450-
406-
350-
30P
LL 250-
20o-
150-
100-
so-
o-
Direct Entry,
Subcatchment Pre DA: Pond 2 - Pre
Hydrograph
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Tlm. (hours)
■ Runofl
WorreliQuantity NOAA 24-hr D 10-Year Rainfall=6.20"
Prepared by {enter your company name here) Printed 1/13/2022
HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 16
Summary for Pond Post -Pond: Pond 2
Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth> 4.60" for 10-Year event
Inflow = 569.08 afs @ 12.12 hrs, Volume= 1,785,140 cf
Outflow = 569.08 cfs @ 12.12 hrs, Volume= 1,785,139 cf, Atten= 0%, Lag= 0.0 min
Primary = 569.08 cfs @ 12.12 hrs, Volume= 1,785,139 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs
Peak Elev= 484.03' @ 12.12 hrs Surf.Area= 952 sf Storage= 28 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 801.3 - 801.3 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubio-feet) (cubic -feet)
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
Device Routing Invert Outlet Devices
#1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
rimary OutFlow Max=924.56 afs @ 12.12 hrs HW=484.03' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 803.47 cfs @ 10.34 fps)
2=Orifice/Grate (Orifice Controls 121.09 cfs @ 17.13 fps)
L
V.
Pond Post -Pond: Pond 2
Time (hours)
■ Inflow
■ Pnmary
WorrellQuantity NOAA24-hrD 10-Year Rainfall=6.20"
Prepared by (enter your company name here) Printed 1/13/2022
HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 18
Summary for Pond Pre -Pond: Pond 2
Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 4.38" for 1 D-Year event
Inflow = 548.59 cfs @ 12.12 hrs, Volume= 1,701,369 of
Outflow = 548.59 cfs @ 12.12 hrs, Volume= 1,701,368 cf, Atten= 0%, Lag= 0.0 min
Primary = 548.59 cfs @ 12.12 hrs, Volume= 1,701,368 of
Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 his
Peak Elev= 484.03' @ 12.12 hrs Surf.Area= 951 sf Storage= 27 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 807.6 - 807.6 )
Volume Invert Avail.Storage Storage Description
#1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Ine.Store Cum.Store
(feet) (so-ft) (cubic -feet) (cubic:f
484.00 938 0 0
485.00 1,418 1,178 1,178
486.00 1,830 1,624 2,802
487.00 2,316 2,073 4,875
488.75 2,800 4,477 9,352
#1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Ccef. (English) 2.80 2.92 3.08 3.30 3.32
#2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600
rimary OutFlow Max=924.43 cfs @ 12.12 hrs HW=484.03' (Free Discharge)
=Broad -Crested Rectangular Weir (Weir Controls 803.35 cfs @ 10.34 fps)
LLL2=Orifice/Grate (Orifice Controls 121.09 cfs @ 17.13 fps)
Pond Pre -Pond: Pond 2
Hydrograph
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