HomeMy WebLinkAboutWPO200500005 Plan - Stormwater Stormwater Management Plan 2005-01-07LC ED
ROADS
F -71 A
as
- 200 -
EXISTING CULVERT
CUL VERT
DROP INLET & STRUCTURE NO.
CURB
CURB & GUTTER
PROPOSED PA VEMEN T
EC-3A DI TCH
DEPTH OF EC-3A DITCH
EC-2 DITCH
DEPTH OF EC-2 DITCH
EARTH DITCH
DRI VEWA Y CUL VER T
BENCH MARK
CLEARING LIMITS
VDOT STANDARD STOP SIGN
EXISTING CONTOUR
PROPOSED CONTOUR
240.55 PROPOSED SPOT ELEVATION
- TBC DENOTES TOP/BACK OF CURB
TAB DENOTES TOP OF BOX
EROSION CON TROL
SYMBOL
HANDBOOK SPECIFICATION NUMBER
TB
I
VIRGINIA EROSION & SEDIMENT CONTROL
STRA W BAIL BARRIER 3.04
CDD(BP,
TEMPORARY DIVERSION DIKE
3.09
(ST
M 0 mR°°�mm
TEMPORARY SEDIMENT TRAP
3.13
(SB
QRD
SEDIMENT BASIN
3.14
O/P
yzaDSF
INLET PROTECTION
3.07
-X xx
SILT FENCE
5.05
f CE
cg)
0
CONSTRUCTION ENTRANCE
3.02
CD
'
CHECK DAM
3.20
OD
TEMPORARY FILL DIVERSION
3.10
D V
DIVERSION
J. 12
PS
PS
PERMANENT SEEDING
3.32
TO
TO
TOPSOILING
3.30
ClP
CULVERT INLET PROTECTION
3.08
DC
DC
DUST CONTROL
3.39
TSD
TEMPORARY SLOPE DRAIN
3.15
SAF
SAFETY FENCE
3.01
RW
TEMPORARY RIGHT -OF WAY
3.11
DI VERSION
APPROXIMATE
11 _�r_
QUANTITIES AS SHOWN ARE APPROXIMATE ONLY. CONTRACTOR
IS RESPONSIBLE FOR MAKING HIS OWN
TAKEOFF.
EROSION CONTROL
CONSTRUCTION ENTRANCE
2
EA
SIL T FENCE
3,230
LF
INLET PROTECTION
22
EA
TEMP. SEDIMENT TRAP
2,244
CY
ROCK CHECK DAMS
9
EA
PERMANENT SEEDING
25.5
AC
DUST CONTROL ALL SECTION
DI VERSION DIKE
4,055
LF
RIP -RAP
25
CY
GENERAL NOTES
1. OWNER\DEVELOPER. OLD TRAIL CREEKSIDE, L.L.C.
BEIGHTS DEVELOPMENT CORPORATION
800 E. JEFFERSON STREET
CHARLOTTESVILLE, VIRGINIA 22902
TELEPHONE.- (434) 245-0100
FAX. (434) 245-03D0
CONTACT- MR. GA YLON BEIGHTS
2. ENGINEER: TIMMONS GROUP
800 E. JEFFERSON STREET
CHARLOTTESVILLE, VIRGINIA 22902
TELEPHONE. • (434) 295-5624
E-MAIL: Scott. Collins®Tlmmons.com
CONTACT- MR. SCOTT COLLINS, P.E.
J. TAX MAP NO'S :
05500-00-00-07500 05500-00-00-074BO
TAX MAP 55, PARCEL 75 TAX MAP 55, PARCEL 74B
OLD TRAIL CREEKSIDE, L.L.C. JARMAN GAP VILLAGE LLC
800 E. JEFFERSON STREET 300 PRESTON A VE SUITE 500
CHARLOTTESVILLE, VIRGINIA 22902 CHARLOTTESWLLE, VIRGINIA 22902
GPIN NO.: 420823911756 GPIN NO.: 420975912357
ZONING. R-1 RESIDEN77AL ZONING. R-1 RESIDENTIAL
D.B. 2764, PG. 271 D.B. 2732, PG. 504
05500-00-00-074AO 05500-00-00-074CO 05500-00-00-07400
TAX MAP 55, PARCEL 74A TAX MAP 55, PARCEL 74C TAX MAP 55, PARCEL 74
JARMAN GAP VILLAGE LLC MACFARLANE, W. DUNCAN WARD, KENNETH P OR
300 PRESTON AVE SU17E 500 & MEREDITH M. HOWARD L WINGFIELD
CHARLOTTESVILLE, VIRGINIA 22902 608J JARMANS GAP RD 6083 JARMANS GAP RD
GPIN )NO.: 420470912234 GPIN NO. GPIN NO.
ZONING: R-1 RESIDENTIAL ZONING. Rl RESIDENTIAL ZONING. Rl RESIDENTIAL
D.B. 2732, PG. 504 D.B. 251 J , PG. 244 D.B. 2421 , PG. 95
4. ZONING. • R-1 RESIDENTIAL, BONUS LEVEL (CLUSTER DEVELOPMENT)
5. USE. LOW -DENSITY RESIDENTIAL
6. NUMBER OF LOTS/UNITS: 35
7. ZONING. R-1 BONUS LEVEL, CLUSTER DEVELOPMENT AS FOLLOWED:
* CLUSTER DEVELOPMENT IS BEING ACHIEVED BY 257o OPEN SPACE
WITHIN THE PROJECT LIMITS.
* A 59 DENSITY INCREASE IS BEING ACHIEVED BY PLANTING STREET TREES
* A 107. DENSITY INCREASE IS BEING ACHIEVED BY SERVING ALL LOTS
WITH AN INTERNAL ROAD SYSTEM.
* A 15% DENSITY INCREASE IS BEING ACHIEVED BY DEDICATING OVER 25%
OF THE PROPERTY FOR PUBLIC USE.
GROSS DENSITY ALLOWED: 0.97 D.U./AREA.
GROSS DENSITY ALLOWED FROM BONUS FACTORS AND CLUSTERS.
30% INCREASE IN DENSITY (O. 30xO. 97).
TOTAL GROSS DENSITY ALLOWED: 1.26 D A (0.97+0.29).
GROSS TOTAL DWELLING UNITS ALLOWED: 36.9 OR 36 UNITS.
TOTAL DWELLING UNITS PROVIDED: 35 UNITS
8. ACREAGE (TOTAL): f29.37 AC
ROADS. • 3.57 AC
LOTS. 17.20 AC (INCLUDES STREAM BUFFER AND PRESERVATION AREA WITHIN LOTS)
COMMON AREA: 7.34 C A 25q INCLUDING ST
REAM BUFFERS
AREA RESERVED FOR FUTURE DEVELOPMENT 0.78 AC* )
*(AREA NOT INCLUDED IN COMMON AREA COMPUTATIONS)
STREAM BUFFER AREA: 11.59 AC (INCLUDED 1N LOTS AND OPEN SPACE AREA)
STRUCTURESETBACKS & HEIGHTS.
MINIMUM FRONT YARD DEPTH. • 25'
MINIMUM SIDE YARD: 15'
MINIMUM REAR YARD: 20'
MAXIMUM STRUCTURE HEIGHT 35'
9. UTILITIES: SEWER - ALBEMARLE COUNTY - AVAILABLE ON THE SITE
WATER*: ALBEMARLE COUNTY - AVAILABLE ON THE SITE
* WATER ���{MODEL AND CALCULATIONS PROVIDED WITH THE SUBMITTAL OF THE PRELIMINARY.
PLAT. i� i'E MODEL IS BASED ON FLOWS AND INFORMATION PROVIDED FROM ALBEMARLE.
COUNTY ERVICE AUTHORITY.
10. SUBIDIVISION STREETS. CURB & GUTTER (PUBLIC ROADS)
11. DRAINAGE ")/STRICT.• LICKINGHOLE DRAINAGE BASIN
12. WATERSHED: S. R1 VANNA RESERVOIR
13. DRAINAGE: THIS SITE WILL CONTRIBUTE TO A REGIONAL STORMWATER BASIN. COMPLIANCE
WILL BE ACHIEVED THROUGH A PRO-RATA SHARE CONTRIBUTION BASED ON THE INCREASE
IN VOLUME AND VELOCITY OF THE STORMWATER. B/O-RETENTION AREAS MAY BE UTILIZED
ONSI TE TO HELP ACHIEVE WATER QUALITY COMPLIANCE.
14. TOPO & SURVEY- TOPOGRAPHY PROVIDED TIMMONS GROUP, SEPT 2004.
15. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES
SHOWN ON THE IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT
ENGINEER IMMEDIA TEL Y IF L OCA TION OR ELEVA TION /S DIFFERENT FROM THA T SHOWN ON
PLANTS, IF THERE APPEARS TO BE A CONFLICT AND UPON DISCOVERY OF ANY UTILITY
NOT SHOWN ON THE PLANS
16. TIMMONS GROUP SHALL NOT HAVE AUTHORITY OVER CONTRACTOR'S WORK, SAFETY
PRECAUTIONS, SCHEDULES, OR COMPLIANCE WITH LAWS AND REGULATIONS. TIMMONS
SHALIL NOT ASSUME RESPONSIBILITY FOR ANY CONSTRUCTION BEGUN PRIOR TO PLAN
APPROVAL.
EROSION & SEDIMENTATION CONTROL MEASURES
STRUCTURAIL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN ACCORDANCE WITH THE VIRGINIA
EROSION AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL PRACTICES USED IN THIS SECTION CONSIST OF
THE FOLLOWING.•
1. CONSTRUCTION ENTRANCE, ALBEMARLE COUNTY DETAIL - ENTRANCE TO BE LOCATED TO PREVENT
TRACKING OF MUD ONTO EXISTING OLD TRAIL DRIVE AND WELBOURNE LANE.
2. SILT FENCE, STANDARD AND SPECIFICATIONS 3.05 - SILT FENCE TO BE PLACED WHERE SHOWN ON THE
PLANS FOR AS FIELD CONDITIONS WARRANT.
3. TEMPORARY DIVERSION DIKE, STANDARD AND SPECIFICATION 3.09 - TEMPORARY DIVERSION DITCHES TO
BE CONSTRUCTED WHERE SHOWN ON PLANS.
4. INLET PROTECTION STANDARD AND SPECIFICATIONS 3.07 - INLET PROTECTION TO BE PLACED WHERE
SHOWN ON THE PLANS OR AS FIELD CONDITIONS WARRANT.
5. CULVERT INLET PROTECTION STANDARD AND SPECIFICATIONS 3.08 - CULVERT INLET PROTECTION TO
BE PLACCED WHERE SHOWN ON THE PLANS OR AS FIELD CONDITIONS WARRANT.
6. TEMPORARY SEDIMENT TRAP, STANDARD AND SPECIFICATION 3.13 - TEMPORARY SEDIMENT TRAPS ARE TO
BE LOCATED AS SHOWN ON THE PLANS (4 TRAPS TOTAL).
7. OUTLET PROTECTION STANDARD AND SPECIFICATION 3.18 - OUTLET PROTECTION TO BE PLACED AS
SHOWN ON THE PLANS.
8. ROCK CHECK DAMS, STANDARD AND SPECIFICATION 3.20 - ROCK CHECK DAMS ARE TO BE PLACED IN
OUTFALLL DITCHES AS SHOWN ON THE PLANS.
ALBEMARLE COUNTY NOTES FOR EROSION CONTROL
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
VT 625-02-00 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 ALIL TIMES.
ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTI VI TIES 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.
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 DEWA TER/NG 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 IMMEDIA TEL Y.
EROSION CONTROL NOTES & NARRATIVE
PURPOSE
THE PURPOSE OF THE LAND DISTURBING ACTIVITY IS TO CREATE A SINGLE-FAMILY SUBDIVISION WITH ONE
ACCESS ROAD FROM OLD TRAIL DRIVE WINDING THROUGH THE DEVELOPMENT. THE AVERAGE SIZE FOR EACH
LOT IN THE SUBDIVISION IS 1/2-ACRE. THESE LOTS ARE ACCESSED FROM PUBLIC ROADS. STORM SEWER
WILL DIVERT RUN-OFF TO 3 BIO-RETENTION AREAS LOCATED WITHIN THE LIMITS OF THE PROJECT THIS
PROJECT WILL CONTAIN APPROXIMA TEL Y 21.93 ACRES OF LAND DISTURBANCE
EXISTING SITE COND1710NS.
CURRENTLY, THE MAJORITY OF THE SITE IS WOODED WITH EXISTING WOODS ALONG THE BOUNDARY THERE IS
A CREEK WITHIN THE PROJECT LIMITS AND THE SITE DRAINS TO LICKINGHOLE CREEK FROM OVERLAND FLOW
AND THE ONSITE CREEK. LICKINGHOLE CREEK SERVES AS AN OUTFALL FOR THE DRAINAGE FROM THE
PROPERTY. THE LICKINGHOLE CREEK, 100- YR FLOOD PLAIN EXTENDS THROUGH THE LOW LYING LAND AREAS
ON THE SITE. THE TOPOGRAPHIC ELEVATION DIFFERENCE ACROSS THE PROPERTY IS APPDX/MA TEL Y 60' OF
GRADE DIFFERENTIAL.
ADJACENT AREAS.
THIS SITE IS BORDERED BY RESIDENTIAL PROPERTY TO THE NORTH, LICKINGHOLE CREEK TO THE SOUTH, THE
PROPOSED BALLARD FIELD PROJECT TO THE EAST, AND UNDEVELOPED RESIDENTIAL PROPERTY TO THE WEST.
THE UNDEVELOPED AND DEVELOPED RESIDENTIAL TRACTS TO THE NORTH AND WEST ARE UPSTREAM OF THIS
PROJECT; THEREFORE, DEVELOPMENT OF THIS SITE WILL HAVE NO EFFECT ON THESE TRACTS. LAND
DISTURBANCE FROM THE THIS SITE WILL BE SELF-CONTAINED AND WILL NOT HAVE ANY AFFECT ON
SURROUNDING PROPERTIES. LICKINGHOLE CREEK MAY BE AFFECTED THE MOST BY THE DEVELOPMENT.
EROSION CONTROL MEASURES SUCH AS SEDIMENT TRAPS, SILT FENCE WITH ROCK WIERS, AND DIVERSION DIKES
SHALL BE UTILIZED TO CONTAIN THE LAND DISTURBANCE ACTIVITY AND PROTECT LICKINGHOLE CREEK.
OFFSI7E LAND DISTURBANCE.•
THERE WILL BE NO OFFSITE LAND DISTURBANCE ASSOCIATED WITH THIS PROJECT.
CRI ;TICAL AREAS.•
THE MAJORITY OF LAND DISTURBANCE ACTI VI TIES WITHIN THIS PROJECT ARE ASSOCIATED WITH ROAD
CONSTRUCTION AND LOT GRADING FOR THE SUBDIVISION. MINIMAL DISTURBANCE OF CRITICAL SLOPES IS
PROPOSED WITHIN THE PROJECT LIMITS, CONSIDERING THE MAJORITY OF CRITICAL SLOPES ARE LOCATED ALONG
LICKINGHOLE CREEK WITHIN THE 100-FT STREAM BUFFER. CUT AND FILL SECTIONS ARE CREATED ALONG
SOME OF THE LOTS AND BACK OF LOTS. SPECIAL ATTENTION SHALL BE GIVEN TO THESE AREAS EROSION
CONTROL MATS MAY NEED TO BE INSTALLED IN CERTAIN AREAS TO REDUCE EROSION OF STEEP SLOPES WHILE
VEGETATION IS BEING ESTABLISHED. IN ADDITION, SPECIAL ATTENTION SHALL BE GIVEN TO THE FLOOD PLAIN
AREA AND STREAM BUFFERS WITHIN THE PROJECT LIMITS. NO CONSTRUCTION ACTIVITY SHALL OCCUR WITHIN
THESE AREAS, WITH THE EXCEPTION OF UTILITY INSTALLATION. EROSION CONTROL MEASURES SHALL BE USED
DURING UTILITY INSTALLATION TO PROTECT SURROUNDING AREAS EXISTING TREES WITHIN THE PROPOSED
PRESERVATION AREAS SHALL BE PROTECTED AS SPECIFIED IN THE CONSTRUCTION PLANS SPECIAL ATTENTION
SHALL BE GIVEN TO PREVENT DISTURBANCE TO THE AREAS PROPOSED TO BE PRESERVED.
SEQUENCE OF CONSTRUCTION:
1. CONTRACTOR SHALL NOTIFY ALBEMARLE COUNTY ENGINEERING AND PUBLIC WORKS DEPARTMENT TO
SCHEDULE A PRE -CONSTRUCTION MEETING AS REQUIRED.
2. FLAG THE CLEARING LIMITS AND WOODEO AREA THAT IS TO REMAIN.
J. EROSION CONTROL MEASURES SHALL NOT BE REMOVED DURING THE CONSTRUCTION PROCESS WITHOUT THE
APPROVAL FROM THE INSPECTOR ON THE PROJECT.
4. INSTALL THE CONSTRUCTION ENTRANCE AS SHOWN ON THE PLANS. WHERE CONSTRUCTION VEHICLE
ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE TRANSPORT OF
SEDIMENT BY (VEHICULAR) TRACKING ONTO PAVED SURFACES. WHERE SEDIMENT IS TRANSPORTED ONTO A
PUBLIC ROAD SLjRFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT
SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT
CONITROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS
MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL. SUBDIVISION LOTS AS WELL AS TO LARGER LAND
DIS7TURBING ACTI VI TIES. STANDARD AND SECTION 3.02 IS ADEQUATE DUE TO THE LACK OF AVAILABLE WATER
TO 'THE SITE. SHOULD THE TEMPORARY CONSTRUCTION ENTRANCE NOT BE MAINTAINED PROPERLY OR AN
EXCESSIVE AMOUNT OF SOIL FOUND TRACKED ONTO THE PUBLIC ROADWAY, THEN A PAVED CONSTRUCTION
ENTRANCE, WATER TANKER TRUCK WITH 2 PRESSURE WASHERS AND A SETTLING AREA MAY BE REQUIRED BY
THE EROSION AND SEDIMENT CONTROL PROGRAM ADMINISTRATOR. OTHERWISE, THE EXISTING CONSTRUCTION
ENTRANCE FOR )LD TRAIL DRIVE SHALL SERVE AS A CONSTRUCTION ENTRANCE FOR THIS PROJECT.
5. INSTALL THE INITIAL CONSTRUCTION MEASURES AS SHOWN ON THE PHASE I EROSION CONTROL SHEET.
THIS INCLUDES SEDIMENT TRAPS #1-#4 AND SEDIMENT TRAPS #5-6, OF WHICH ALL SHALL REMAIN IN PLACE
THROUGHOUT TH- CONSTRUCTION ACTIVITY THE DIVERSION DIKES AND SILT FENCE SHOWN ON PHASE I SHALL
BE INSTALLED 1"f THIS POINT AS WELL. THESE MEASURES SHALL BE USED TO FILTER THE RUN-OFF BEFORE
IT LEAVES THE SITE. THE SEDIMENT TRAPS SHALL ALSO BE USED TO FILTER THE RUN-OFF DURING PHASE I
CLEARING PROCESSES THE SILT FENCE AND TEMPORARY DIVERSION DIKES SHALL BE USED TO DIVERT THE
RUN-OFF INTO HE TRAPS, AS WELL AS DIVERT CLEAN WATER AWAY FROM THE CONSTRUCTION ACTIVITY.
SEDIMENT TRAP:; CHECK DAMS, PERIMETER DIVERSION DIKES, SEDIMENT BARRIERS, AND OTHER MEASURES
INTENDED TO 77�4P SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBANCE
ACTI VI TIES AND 3HALL BE MADE FUNCTIONAL BEFORE UP SLOPE LAND DISTURBANCE TAKES PLACE.
CONTRACTOR TO STAY WITHIN THE LIMITS OF LAND DISTURBANCE AT ALL TIMES. ENSURE POSITIVE DRAINAGE
ALONG ANY MEASURES INTENDED TO DIVERT WATER.
6. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES, SUCH AS DIKES, TRAPS AND
DIVERSIONS IMMEDIA TEL Y AFTER INSTALLATION.
7. BEGIN PHASE ll BY ROUGH GRADING THE ROADS, WITH 2: 1 SIDE SLOPES BACK TO NATURAL GROUND
BETWEEN THE ROADWAYS AND SEDIMENT TRAPS TO ALLOW THE PHASE I SEDIMENT TRAPS TO REMAIN ACTIVE
ANL7 FUNCTIONAL.
8. !INSTALL CULVERT CROSSING AS SHOWN ON PHASE //, PER THE STREAM CROSSING NOTES LISTED ON SHEET
4.
9. INNSTALL THE STORM SEWER PIPES SHOWN ON PHASE 1l TO DIVERT THE DRAINAGE AND RUN-OFF INTO THE
SEDNMENT TRAPS AS SHOWN. IT SHOULD BE NOTED THAT NOT ALL OF THE STORM SEWER SHALL BE
INSTALLED AT THIS POINT, ONLY THE STRUCTURES SHOWN ON PHASE Il. STRUCTURE 33 SHALL BE INSTALLED
SHORT OF ITS PERMANENT LENGTH SUCH THAT IT OUTLETS INTO SEDIMENT TRAP #6. ALL EROSION CONTROL
MEASURES FROM PHASE I SHALL REMAIN IN PLACE AND OPERATIONAL FOR PHASE II WHERE APPLICABLE.
INSTALL INLET PROTECTION FOR ALL STRUCTURES INSTALLED DURING PHASE 1l.
10. FINE GRADE, INSTALL THE REMAINING STORM SEWER, INSTALL CURB & GUTTER AND SIDEWALK, SEED, AND
FERTILIZE THE DENUDED AREAS.
11. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN
DAY"S AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION
SHALL BE APPLIED WITHIN SEVEN DA YS TO DENUDED AREAS THA T MA Y NOT BE A T FINAL GRADE BUT WILL
REA4AIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS STABILIZATION SHALL BE APPLIED TO AREAS
THA T ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
12. ONCE THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN APPROVAL, REMOVE THE REMAINING
EROSION CONTROL MEASURES. SEDIMENT TRAPS #1, #2, & #4 SHALL BE CONVERTED TO A B10-RETENTION
AREAS. SEE DETAILS ON THE TRANSFORMATION AND CONSTRUCTION OF THE BIO-RETENTION FEATURE.
13. MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT
CONITROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE COUNTY ENGINEER IN ACCORDANCE WITH THE
VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK.
14. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER
FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE
AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS
RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO
PREVENT FURTHER EROSION AND SEDIMENTATION.
PERMANENT STABILIZA 770N.
AFT1ER CONSTRUCTION IS COMPLETED, ALL DISTURBED AREAS OF THE SITE WILL BE LIMED, FERTILIZED, AND
SEEDED AS PER CURRENT VDOT STANDARDS. THIS SHALL CONSIST OF THE FOLLOWING,
TOPSOIL - 2" DEPTH
LIME - 2 TONS/ACRE
FERTILIZER - 600 LBS/ACRE OF 15-30-15
SEED - ERNST 5311 CONSERVATION SEED MIX - ERNMX-114 (45 LBS/ACRE PENNLAWN CREEPING RED
FESCUE, 375 LBS/ACRE ARGILS KENTUCKY BLUEGRASS, 37.5 LBS/ACRE PARK KENTUCKY BLUEGRASS, 15
LBS,/ACRE ANNUAL RYEGRASS & 15 LBS/ACRE PLEASURE PERENNIAL RYEGRASS) OR ACCEPTABLE ALTERNATE.
AFTER THESE AREAS ARE STABILIZED, THEY WILL BE MOWED AND MAINTAINED ON A REGULAR BASIS.
MAINTENANCE.
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH
SIGNIFICANT RAINFALL. SPECIFIC ATTENTION WILL BE GIVEN TO THE FOLLOWING ITEMS.•
A. SEDIMENT BASINS AND/OR TRAPS WILL BE CLEANED AND MAINTAINED
IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK.
B. ALL GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT
BUILDUP THAT WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL IS
CLOGGED BY SEDIMENT, THE GRAVEL WILL BE REMOVED AND CLEANED,
OR I T WILL BE REPLACED.
C. ALL SUIT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING
OR DETERIORATION OF THE FABRIC AND REPAIRED AS REQUIRED. SEDIMENT
SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHED HALF
WAY TO THE TOP OF THE BARRIER.
D. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND
IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED.
STORMWATER RUN-OFF CONSIDERATIONS•
THE CONSTRUCTION OF THIS PROJECT SHALL HAVE MINIMAL EFFECT IN PEAK RUN-OFF
RATES ON LICKINGHOLE CREEK BECAUSE THE SITE IS SELF-CONTAINED AND IS OUTFALLED
FIRST TO A BID -RETENTION AREA. THE IMPERIOUS AREA IS BEING INCREASED DUE TO THE
CONSTRUCTION OF THE ROAD AND HOUSES, HOWEVER, THE BIO-RETENTION AREA WILL
HELP CONTAIN THE FIRST FLUSH WHICH WILL HELP PREVENT EROSION DOWNSTREAM. THE
STORMWA TER WILL FILTER AND DRAIN FROM THE BID -RETENTION AREA TO LICKINGHOLE
CREEK, A T A REDUCED VEL OCI TY. IN ADDI TION, A CON TRIBU TION TO THE PRO -RA TA
SHARE PROGRAM SHALL BE MADE TO COMPENSATE FOR THE RUN-OFF, SINCE THE RUNOFF
FROM THE PROPERTY DRAINS TO THE REGIONAL POND.
EROSION CONTROL NOTES
1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WILL BE MADE BY THE COUNTY.
THE CONTRACTOR MUST CONTACT THE DEPARTMENT OF ENGINEERING ( 296-5832) 48
HOURS IN ADVANCE OF THE START OF CONSTRUCTION.
2. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED
AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION
OF THE SI TE.
J. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO
DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT
FOR LONGER THAN THIRTY (30) DAYS.
4. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES SHALL BE STABILIZED
OR PROTECTED WITH SEDIMENT TRAPPING MEASURES.
5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS
DAMS, DIKES, AND DIVERSIONS IMMEDIA TEL Y AFTER INSTALLATION.
6. EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CONSTRUCTED AND INSTALLED
AS A FIRST STEP /N ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE
FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
7. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS
NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT
BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER /S ACHIEVED THAT IN THE
OPINION OF THE COUNTY ENGINEER OR HIS DESIGNATED AGENT, IS UNIFORM,
MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
8. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE
FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA:
A) NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
B) EXCA VA TED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
C) EFFLUENT FROM DEWA TER/NG OPERATIONS SHALL BE FILTERED OR PASSED
THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND
DISCHARGED /N A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING
STREAMS OR OFF -SITE PROPERTY.
D) RES TABILIZA TION SHALL BE IN ACCORDANCE WITH THE ABOVE NOTES
9. ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS PERTAINING TO
WORKING /N OR CROSSING A LIVE WA TERCOURSE SHALL BE MET
10. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS,
PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY
TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO
A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE
END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY
SHOVELING OR SWEEPING AND TRANSPORTED TO A DISPOSAL AREA.
11. IT SHALL BE THE OWNER'S RESPONSIBILITY TO INSPECT EROSION CONTROL DEVICES
PERIODICALLY AND AFTER EVERY ERODIBLE RAINFALL. ANY NECESSARY REPAIRS
OR CLEAN UP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL
DEVICES SHALL BE MADE IMMEDIA TEL Y.
12. ADDITIONAL EROSION CONTROL DEVICES MAY BE REQUIRED BY THE COUNTY
ENGINEER OR HIS DES/GNA TED AGENT IF DEEMED NECESSARY.
13. ALL EROSION CONTROL DEVICES SHALL BE IN PLACE AND FUNCTIONAL AT ALL
TIMES AND IF REMOVED FOR CONSTRUCTION PROGRESS, SHALL BE REPLACED BY
THE CLOSE OF EACH WORKDAY.
14. FINAL REMOVA, iOF EROSION CONTROL DEVICES SHALL NOT OCCUR UNTIL THE
COUNTY ENGINEER OR HIS DESIGNATED AGENT DEEMS THE SITE STABILIZED.
15. ALL ENTRANCE S EXCEPT FOR THE APPROVED CONSTRUCTION ENTRANCE SHALL
BE BLOCKED h4 SUCH A MANNER AS TO NOT ALLOW ACCESS TO THE SITE.
16. TEMPORARY CONSTRUCTION ENTRANCE IS REQUIRED FOR THIS SITE. STANDARD
& SPEC. 3. 02 IS ADEQUATE DUE TO THE LACK OF AVAILABLE WATER TO THE SITE.
SHOULD THE TEMPORARY CONSTRUCTION ENTRANCE NOT BE MAINTAINED PROPERLY
OR AN EXCESSIVE AMOUNT OF SOIL FOUND TRACKED ONTO THE PUBLIC ROADWAY,
THEN A PAVED CONSTRUCTION ENTRANCE, WATER TANKER TRUCK WITH 2 PRESSURE
WASHERS ANT) A SETTLING AREA MAY BE REQUIRED BY THE EROSION AND SEDIMENT
CONTROL PROGRAM ADMINISTRATOR.
17. THE DEVELOP.�:R SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE AND/OR
CONVERT TO PERMANENT STRUCTURE ALL EROSION AND SEDIMENT CONTROL
MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT.
18. SHOULD TEMPORARY SEDIMENT STRUCTURES BE CONVERTED TO PERMANENT
STORMWATER MANAGEMENT STRUCTURES THEN THE FOLLOWING SHALL OCCUR.
A) THE DAM SHALL BE DESIGNED AND CONSTRUCTED PER VIRGINIA DAM SAFETY
REQUIREMENTS AND SHALL HAVE A CORE PER COUNTY OF ALBEMARLE
ENGINEERING POLICY.
B) THE RISER AND BARREL PIPES SHALL BE RCP.
C) THE SLOPE OF DAM SHALL BE 2.5. 1 OR FLATTER.
D) THE OUTLET PROTECTION SHALL BE DESIGNED AS EITHER VDOT EC-1 OR
VESCH STD. & SPEC. 3.18 OUTLET PROTECTION TAIL WATER DESIGN.
E) A GEOTECHN/CAL ENGINEERING STUDY SHALL CONSIST OF 1) A SITE
INVESTIGATION, 2) LABORATORY TESTING AND 3) AN ENGINEERING ANALYSIS
SOIL DESCRIPTIONS
7B - BRADDOCK LOAM - 29 TO 77. SLOPES. THIS SOIL IS DEEP, GENTLY SLOPING,
AND WELL DRAINED. IT IS ON NARROW TO BROAD CONVEX RIDGETOPS. AREAS
OF THIS SOIL ARE 100 TO 500 FEET WIDE AND ARE ELONGATED ALONG THE
RIDGE OR ARE HIGH VARIABLE IN SHAPE. THEY RANGE FROM ABOUT 10 TO
25 ACRES. THE SURFACE LAYER OF THIS SOIL IS BROWN LOAM ABOUT 8
INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY ARE MODERATE.
SURFACE RUNOFF IS MEDIUM. THE HAZARD OF EROSION IS MODERATE AND
THE SOIL HAS FAIR TIL TH.
8C3 - BRADDOCK CLAY LOAM - 717, TO 15 Z SLOPES. THIS DEEP, STRONGLY
SLOPING, WELL DRAINED SOIL IS ON NARROW CONVEX RIDGETOPS ANT MEDIUM
TO SHORT SIDE SLOPES AREAS OF THIS SOIL ARE 100 TO 400 FEET WIDE
AND ARE IRREGULARLY ELONGATED ALONG THE RIDGE. THE RANGE FROM
ABOUT 10 TO 20 ACRES. THE SURFACE LAYER OF THIS SOIL IS YELLOWISH
RED CLAY LOAM ABOUT 4 INCHES THICK. PERMEABILITY AND AVAILABLE WATER
CAPACITY ARE MODERATE. SURFACE RUNOFF IS RAPID. THE HAZARD OF
EROSION IS SEVERE AND PAST EROSION HAS REDUCED THE RANGE OF
MOISTURE CONTENT FOR GOOD WORKABILITY.
17 - CRA/GSVILLE LOAM - 07 TO 27 SLOPES, THIS SOIL IS DEEP, NEARLY LEVEL,
WELL DRAINED ON FLOOD PLAINS AND FIRST BOTTOMS. THEY RANGE FROM 5
TO ABOUT 100 ACRES. THE SURFACE LAYER IS BROWN LOAM ABOUT 8 INCHES
THICK. PERMEABILITY IS MODERA TEL Y RAPID OR RAPID, AND A VAILABLE WA TER
CAPACITY /S VERY LOW OR LOW.
36C - HAYESVILLE LOAM - 77 TO 157 SLOPES THIS SOIL IS DEEP, WELL DRAINED,
AND STRONGLY SLOPING. IT IS ON NARROW CONVEX RIDGETOPS AND SIDE
SLOPES SLOPES ARE SMOOTH AND ABOUT 200 TO 600 FEET LONG AREAS OF
THIS SOIL ARE LONG AND WINDING. THEY RANGE FROM 5 TO ABOUT 50 ACRES
THE SURFACE LAYER OF THIS SOIL IS BROWN AND STRONG BROWN LOAM
ABOUT 7 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY ARE
MODERATE. SURFACE RUNOFF IS RAPID. THE HAZARD OF EROSION IS SEVERE.
THE SOIL HAS GOOD TIL TH.
66D - PARKER VERY STONY LOAM - 157. TO 257* SLOPES, THIS SOIL IS DEEP,
MODERA TEL Y STEEP, EXCESSI VEL Y DRAINED AND IS ON SIDE SLOPES OF
MOUNTAINS. STONES, 3 TO 10 FEET APART, COVER 37 TO 159 OF THE
SURFACE. SLOPES ARE SMOOTH AND ABOUT 400 TO 1000 FEET LONG. THEY
RANGE FROM 10 TO ABOUT 60 ACRES. TYPICALLY, THE SURFACE LAYER IS
DARK BROWN TO BROWNISH YELLOW VERY STONY LOAM ABOUT 14 INCHES
THICK. PERMEABILITY IS MODERA TEL Y RAPID, AND AVAILABLE WATER CAPACITY
IS LOW. RUNOFF IS RAPID.
81B - THURMOND LOAM - 27. TO 790 SLOPES. THIS DEEP, GENTLY SLOPING, WELL
DRAINED SOIL IS ON ELONGATED RIDGES SLOPES ARE SMOOTH AND ABOUT 200
TO 400 FEET LONG. AREAS OF THIS SOIL COMMONLY ARE LONG AND WINDING.
THEY RANGE FROM 5 TO ABOUT 50 ACRES PERMEABILITY IS MODERATE, AND
AVAILABLE WATER CAPACITY IS HIGH. SURFACE RUNOFF IS MEDIUM. THE
HAZARD OF EROSION IS MODERATE. THIS SOIL HAS GOOD TIL TH.
O5STT R. COLLINS�
No. 35791
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SOIL LEGEND
1992 -HOME BUILDERS SOU fHERN
r
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
OF-VIRGINIA, IN��.
--,available basin volume at crest of riser �cu, yds. at i CE BRADDOCK LOAM (2-77.) L
------ '2 -P 5-5 7B C:) 0
LJ
685-51 AF�c -Elevation C rve�
oirRS ora$ge 4J,� -G.
(with or without an emergency spillway) elevation] Z C)
------ G; 17 CRAIGS\ALLE LOAM 00
V
SEDIMENT BASIN SB-1 ID B. a 9 PC- 35 PLAT)
---- - - -- -------- ----------
8 PC. 448 --(PLA-T > > (D
'1E-ARC` OF 77VE PIEDMONT INC
Old Trail- Creekside, Phase I & 11 f , , I
5� PCL. 6 7B
36B HAYESVILLE LOAM (7-157.)
Project D
ST J9 )�ES
-- ---------- ------- DURING COM RUCTION) 7
ring ormce 4 IINCH - ----- -5 PG. J08
9 'Diameter of dewate HAYES\ALLE LOAM (15-257.)
S/ 1,&2 36C
-P MINN ERE- - At
Basin 4 NTS
7- D-B-' 41
------- 9/1 PG, 255 (PLA 66D -PARKER VERY STONY LOAM (15-257.)
EXIS77NG GROUND I SA-_K ---MNNEREY'!�% A
10 Diameter offlexible tubing= 10, D IV
1 -PG Total area draining to basin: 4.44 acres. _6,,,INCH -64:0---- ACRE
------ 6" DIA. X 13" HIGH 14 *SU S
TOP OF DAM ELEV== 688. r HEET 2 FOR, SOILS
LAT),
GA. GALV STEEL ACRES� ANn-VORTEX DEMICE
Basin Volume Design 25 YR. STORM 2.0' MIN. INFORMATION
/ / Z
A�- Ce
M ELEV =686.51
gn Elevations
Desi CE CONSTRUCTI
=685.51 1.0' MIN. 42' DIA. CMP RISER 0
11E ) )�P
ISER TOP ELEY 1��EL
Wet Storage:
TRANCE T F
Crest of Riser 685.51 ------------- EN71 T.
DRY VOLUME ELEV. y
INV IN= 79.00 -LAND-
I Minimum required volume 67 cu. yds. x Total Drainage Area (acres). REQUIRED = 667.79 1 2
OF,
'To ofDam= 686.51 4" DIA. DEWA
7ERING INV. OUT= 678.00 GRA VEL DR 0
ry,
s-t-r-e-a-m-T-oe of 679.001 67 cu. yds. )1 4.44 acres 297 cu. yds. DEWCE 5' 2o'
-Up, 4.0 LLl UJ
-------- UPSTTEAM r0E OF STURBANCF:� ENTRA,
2 Available basin volume 297 cu. yds. at elevation 683.16
------ - -- ------ 79.00 i I ,,, 5 /,DL)
i F-.I='
.. F1
(From storage - elevation curve) 1- 1w, --- --- -
UJ
S S, D AIS
MIN. .30" COMPAC7ED -APPR 0 D06' >
--- ----- -------
:57 - 37i 1`5� �2
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5UIL UM A GGREGA 7E OVER ql�N I ------------ ------
3 Excavate 297 cu, yds. to obtain required volume Lr)
�DZ,6 LAI)
D.B. -371 PG
OUMET PR07EC77ON VDOT CLASS L OCA T7 0
BOTTOM OF BASIN BASE PLA 3,03 i uo� ELE 7HICK GALV EC-1 RIPRAP Jd,.=Z5' L=12' 7RA C SHA, LL,,
V 8'x8'x 114 0
Effective Width LU
Elevation corresponding to required volume invert of the clewatering 679.00 < -
- ------ STSEL BASE PLA
'If > 2, baffles are not require�d 'Not Required GE07EX77LE FABRIC UNDERLAYMENT
orifice. 683.16 dewatering device elevation - --- ------ W=14.5' D=2' 9.8 CY W1
EXISTIN-. �5,RAVE
0 >
(2) 4' X 4' GALV STSEL �T
4
Available volume before cleanout required. AN77-SEEP COLLARS
15" CMP 0 1.25X
------ ------ --- - 11VT :Zhfi�qlpEl; TRA
L 80' >
33.5 c.y. x 4.44 acres 149 cu. yds. r
4% DATE
THE EhDrsqnm 0
5 Elevation corresponding to cleanout level 681.51
13 'Q2 6�57 '(Frrom Chapter 5)
117105
(From Storage - Elevation Curve) -------- - ------ 11.53 Icifs i (Fr(om Chapter 5) YANC BAPRY�I`N 0R 4
UARWA DRAWN BY
-70
6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.65
------- - ------- -- --- - -------------- ------
TAX M�4PJ� G�P ROAD
(Min. 1.0 ft.)
Od
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-- -- --- - -----
0550Q,7 00 "T GiCULERi
ipalS�hllway D
------------ - ------ RI/ IS (UN
crs.
ZONING' REq1DEk 7'A,'L
2
DESIGNED BY
i (riser and rrel ------
4.9,317 ACRES,�w
Dry Storage: 15 With emergency spillway, required spillway capacity Qp=Q
TM-- 5 PCL. ,7J'E
7 Minimum required volume 67 cu. yds. x Total Drainage Area (acres). ---------- ----- ------------- ------- ---- --------- D DAV1
ORIS
!Wthout emergency spillway, required s;pillway capacity Q,=Q25 11.53'
TAX MAP # FGM
-00- -07�E
67cu.yds.X 4.44 acres 297 !(riser and barrel) cu. ycls.
05500
0, /b-t /A cres
ED BY
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Assumed available head (h) n/a -ERLY
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7 f� h Crest of Emergency Spillway Elevation Crest of Riser Elevation I'M -- - I— -- - - 1, J
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15E-TEk W
---1ULHK,
Riser diameter (D,) 24 in. Actual head (h) 0.70 ft.
h Design High Water Elevation Crest of Riser Elevation IL
17
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M
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Note: Avoid orifice flow conditions. 0
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(From Plate 3.14
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Head (H) on barrel through embankment 10.51 ft.
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19 Barrel diameter CT >
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Height 13 inches. �.--RAND-OLPI+-M &--DORIS S Z x
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0
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21 Required spillway capacity Qe Q25 N/A cls. 'D
22 Bottom width (b) N/A ft.; the slope of the exit channel (s) ------ ry,
N/A ft./foot; and the minimum length of the exit channel (x) LU
7TMP- 0 RA Rl- �)o P
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23 Depth of water at principal spillway crest (Y) 6.51 ft, WWO (D
Slope of upstream face of embankment (Z)= 2 U)
Z o
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Slope of principal spillway barrel (Sb) 1�00 %
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Length of barrel in saturated zone (L,) 40.7 ft, fl
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24 Number of collars required 2 dimensions
> -17
BALLARD
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LU
Final Design Elevations REAW�IhUF ER FEI?S TRE
FIELD
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686.51
25 Top of Dam
TO P
7
Design High Water 686�51 RO
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Principal Spillway Crest
5 -5 1UN-OF 'A r, 6 LL TP S
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w7H wqOBA cKiNc Dewatering Orifice Invert
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Elevation of Upstream Toe of Dam
E
Cleanout Elevation 681.51 LJ
-BA of Excavated Bottom of "Wet Storage
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CLASS EC
W/GEOTEXTILE FABRIC EC-1 RIPRAP W/ GEOTEXTILE
FABRIC UNDERLA YMENT SHALL BE
UNDERLA YMENT
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FOR DETAIL
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(AFTER CONSTRUCTION)
NTS
STR. 1,
IN OUT= J" OF PEA GRAVEL
684.00 SHALL BE PLACED
BETWEEN THE FILTER CLEAN —OUT W/ TOP OF WEIR ELEV.= 685.00
MEDIA AND THE WATERTIGHT DAM
DISCHARGE APRONS SHALL UNDERDRAIN MEDIA CAP (TYP.) ELEV.
PROVIDE PROPER SCOUR 686.00
WEIR PROTECTION PRIOR TO FIRST FLUSH
ELEV°= RELEASING RUN—OFF ONTO WATER SURFACE OUTLET PROTECTION VDOT
685.00 THE FILTER MEDIA S0� ELEV. = 682.59
CV CLASS I EC-1 RIPRAP W/
OUTLET PROTECTION OUTLET PROTECTION VDOT GEOTEXTILE FABRIC
VDOT CLASS I CLASS ll EC-1 RIPRAP ELEV. = UNDERLA YMENT
EC-1 RIPRAP W/ W/GEOTEXTILE FABRIC 682.00' e 6 0 N
GEOTEXTILE FABRIC UNDERLA YMENT C p
2.0
UNDERLA YM NT fL V = E ELE .
MIN. 66 LF 0 0.769
SHALL BE UTILIZED 682.50
(SHALL
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IN BIO RETENTION BASIN) 1.0
MIN. EXISTING GROUND
EXISTING GROUND BOTTOM OF BIOFIL TER —"'� 15.0MAIN.
ELEV = 679.00
4"-6" PERFORATED SCHEDULE UD INV. ELEV.= OUTLET PROTECTION VDOT CLASS ll
UNDERDRAIN GRAVEL 40 PVC PIPE OR EQUIVALENT 679.25 (TYP.)
(AASHTO M43 MIN. AAA2 1.Oq SLOPE (MIN.) TO DI LUCK B/O—FILTER EC-1 RIPRAP L=2; W=2,' & D=2;
), MIX OR TESTED
1 ABOVE & BELOW OR STORM DRAIN PROVIDE AND APPROVED EQUIVALENT. TOP 0.3 CY W/ GEOTEXTILE FABRIC
UNDERDRAIN PIPE) ACROSS ENTIRE WIDTH 0 UNDERLA YMENT
ELEV.= 68200 (TYP.) DEPTH=
20' 0. C. 2. 0' SLOPE= 0.009
BIO-DETENTION AREA #2
CALCULATION SUMMARY
Volume at Weir Elevation = 5,088 CF
Required Volume = 729 CF
First Flush Elevation = 682.59
Weir Elevation = 685.00
NOTE: 1. Reservoir volumes are
calculated using the Conic Method.
Impervious Area:
Total: 17,505 SF
0.40 AC.
NOTE: EACH CONTRIBUTING LOT IS
ASSUMED TO CONTAIN 4000 SF
OF IMPERVIOUS AREA.
Water Quality Calculations:
1. WQ = 729 CF
0.02 Ac.Ft.
2. Hmax= 0.59 Ft.
GENERAL BIOFILTER CONSTRUCTION NOTES:
1. Biofilters must not be installed until the site is determined to be adequately stabilized by the erosion control and water resources inspectors.
2. The water resources inspector must inspect the under -drain installation and aPlprove the soil mix prior to backfilling the biofiiter, and approve the
completed installation. Therefore the following note will be added to the stormtwaterIBMP plan:
3. Contractor shall contact the water resources inspector 24 hours prior to
backfilling the biofiiter and request an inspection and approval of the
under -drain installation and the soil mix.
!SCT R. COLLINS'Z�
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(ALL DIMENSIONS IN FEET)
fl FILTER I.D.Ac. C.Y. Each C.Y. C.Y. C D E F G H 1 J K Bottom Dim.
FABRIC COMPACTED SOIL ST-1 2.86 151.4 226.1 151.4 $.0 2.0 64 96 12 44 13 10 6 51' x 4'
FENCE O SC TT R. COLLINS
5> a aa: m > w ST-2 0.96 64.3 64.3 177.1 2.5 2.5 51 72 34 56 12 10 1 4 33' x 18'
r r ST-3 2.69 180.2 180.2 304.7 4.5 3.5 72 102 20 51 11 10 2 60' x 10, U No. 35791
UNDISTURBED c DISTURBED
A T pp q► y plZZ AREA AREA ST-4 2.90 194.3 194.3 207.0 7.0 2.0 96 117 25 42 10 10 3 57' x 15' 19 "
��, J2,15-�
c--.• P NON --ERODIBLE _ 10.1 11.4 10.1 2 1.1 AVEtNT Flow LINING S 5 0.15 19 24 10 15 0.9 2 2.1 33 x 6
PITl�''�',�SIp1V - 2 FLOW ST-6 2.51 168.2 174.2 168.2 3 2 63 71 29 37 15.1 2.5 3 26' x 60' �s/ONAL E
21A 2 /\\j\\j\\j\\� TDP OF FILL
AGtyRE6l TE BASE
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FILL SLOPE EMBEDDED 3"
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EDGE OF PAYT
TEMPORARY DIVERSION DIKE 3.09-1 --°
/ > E
# ' 9" _ NO SCALE \ d EARTH t j i
IIII- IIII- -III IU
1\Illli milli11 Ill�lli ll ) ll 10
12' II1N. # 7� (min) A (ac) C S % ITo (in/hr) Quo (cam) V�o (S) ago (ft) U. .
�.. -- F i I - I -III (I\II it ll -IIT�I III I \ffI I (I\fl ll li\illil I III II I 1 16.00 5.54 0.40 6 00) 4.70 10.41 3.96 0.56 MIN. SOD i. /. * ORIGINAL u.--
I I I II GROUND
\ I III111�1 I I \ II \III III I I \1111 �I II \ II
2 16.00 1.70 0.40 6.00 4.70 3.46 2.85 0.31 DOING LEV.CLASS I
3 14.00 3.40 0.40 7.00 4.90 6.64 3.67 0.42 �X� MAITER/AL ELEV. >,F„ 'I -I-- RIPRAP
IA IVEIIM I DITCH
AT TR Ma ( , 4 7.00 .06 0.40 11.00 6.00 0.14 1.91 0.19 "X" DIMENSION TO BE 0��.
WATER
CIRVAIMN �' 4' PLAN VIEW 5 11.00 0.18 0.40 8.00 5.40 0.38 1.48 0.08 �OP OF PIPE
THE
6 13.00 1.77 0.40 11.00 5.10 5.02 GROUND
I ORIGINAL c9 w r�
c j �_ �- z
3.94 0.32 VOL. A c� a �' ELEV. _ a
EXY> FTi! y,� TH pF 7 10.50 0.41 0.40 10.00 5.50 0.90 2.16 0.12 NORMAL EARTH FOUNDATION (6 7 CU. YD. /ACRE DR Y S TORA GE)
14IGRE1yS•;' OPER/1TION SET.1 1/2' WATERii .•TA6iai $ 11.00 0.28 0.40 7.00 5.40 0.60 1.67 0.11 * " " ®
10DRANT' Wft MOST MA Y BE EUM/NA TED UNDER ENTRANCE PIPE \ TN Q ,,, N V
VOL. B FILTER TER CL0
12' IN. PROS HYDRANT 3` 9 13.00 0.29 0.40 5.00 5.10 0.59 1.49 0.12 WHERE DIRECTED BY ENGINEER. (67 CU. YD./ACRE U �• �? ko
ABOVE 'WADE AND 4 10 17.00 1.15 0.40 5.00 4.50 2.07 2.28 0.24 WET S TORA GE) VDO T , 3, 35 7 - s ;`. ; ;
, OFF EDGE OF PAVEI�iEtrT
11 14.00 0.24 0.40 3.00 4.90 0.47 1.16 0.12 PB-1 DETAIL OR115 COARSE
»E„ ¢ Uj �,
A G REGA TE
MIN 12 15.50 0.18 0.40 3.00 4.75 0.35 1.05 0.10
INSTALLATION OF PIPE CULVERTS
13 7.00 0.20 0.40 2.00 6.00 0.48 0.93 0.12 CD U
sCYlal- CONS TRUC TION OF A SILT FENCE AND STORM SEWERS
14 10.00 2.69 0.40 4.00 5.60 6.03 3.35 0.95
NOM A M114N M WATER TRAP OFI- �. RED (WITH WIRE SUPPORT) *Note: A Mannings Coefficient of 0.05 was used due to non-erodable lininje. LU
NO SCALE I- M 0 v
wM A NNIMUM WASH HO$E::IN±1 OF 1 S air%
1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. » SEDIMENT TRAP DIMENSIONS
' PAYM 7BVp C006T WM I TRENCH UPSLOPE ALONG THE LINE 2 x4 WOODEN FRAME
_ (6 X DRAINAGE AREA � O
DROP INLET 1' vi ,..,
scat �tr OF POSTS.
l ACRE
G�
WITH GRATE CLASS I N S) o w
- -.....
RIPRAP � � �
1.5' MAX. -^- FRAME FLOW _
r 7
_• :. I �-
/-'� f -Uj
ui
06: 51 VIM 011ATf M sE i 91434W24035 NO. p02 � � » _
_ '�--' _ 3' ,SIN.-.,.-".-._,.� '�-�-��: �-`"� � �' �'
I=I I I= F" ORVD O T COARSE �
5TA 0ARD CONSTRUCTION DETAIL #13 _ - _=' ##
A G�`REGA TE FILTER TER CL O TH0 > �
Roc1<1=�terauae�s =1 GATHER PLAN VIEW SEDIMENT TRAP Ln �
III 1= � � =1 ! I-1 I I, ExcEss
=III -III- 1=III-III-
FLOW I I) I I=III _, I, I 1-I (I AT CORNERS DATA
a,
1 MIN. = i-iil --�. \-� r 1/7/05
I MIN.
! 3. A TTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE DRAWN BY
>: AAs�o 09 THE WIRE FENCE AND EXTEND EXCA VA TED SOIL. PERSPEC TI VE VIEWS FGM
s" Nw. I T IAV TO THE TRENCH.
R4 ROCK
II g NATURAL GROUND DEszI;Ni=a By
pI�JTLET C�QS�SE:CTION
STAKE RIPRAP HEADWALL FGM
STRAYY GALES DR ✓- 2.5'
\ -
FILTERFABR�:-f'. CNE ED BY
r
WOOD PC STS
; ,.,..,
FABRIC
\ a
PIPE INVERT0 SCALE
AREAS TO BE DISTURBED
-11 I \ \\j\/\/\ \\ D .. ( ) l NO SCALE
CUT, FILLED, ETC. '� N 3'
J' MIN. AASNTa say I I ,- FLOW G� - `\ I // // // / // \\\ / ° FLOW
HeMT OF ROCK FIL - I I 1=1 11= I L O I \\ \\ 1 M/N. o
5/6 HEIGHT of STRAW \/ \ -
OR FALTER FABRM FEN
CLASS T RIPRAP i
UP -SLOPE FACE / ORIGINAL
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. GROUND
sediment must be removed a= mwaticros reach 1t3 the height of the cutlet.
FILTER CLOTH ELEV.
FILTER FABRIC ELEVATION OF STAKE AND VD0T #3, #357 OR #5
FABRIC ORIEN TA TION COARSE AGGREGA TE,,,
MAX. SEDIMENT DEPTH (CLEAN OUT POINT) 0) �
�� - - -- WIRE! A T 1/2 VOLUME OF WET STORAGE AREA U�
l i III -III -I I SIL T FENCE o
DROP INLET PROTECTION o
-1 I I=III i i I_I; I I I-1 11 IP 3.0 7-1 LLB
PLATE. 3.05-1 NO SCALE UP TEMPORARY CUL VER T INLET SILT TRAP �---
3.08-2 � o
NO SCALE
STR. La d C
24
363- 134Ck18 i March 13, 20M 1 Page T35 1 I C.� ' 6 °
9� � O
a�
q 7 79 65
� L '
5 I 24 NOTES ATTACH FILTER FABRIC > °
TO STAKES OR POSTS & ° m
17 22. �' 3O" APRON LINING MAY BE RIPRAP, OR GROUTED RIPRAP. EXTEND lT INTO TRENCH 0
Pa IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING WOODEN STAKE C
41 18 24 PLATES 1.36d AND 1.36e. STEEL POST arrLEf SMALL OR MEDIUM IMS 0 -
57 �. 2 Jr' 511 = 1.5 TIMES THE D50 SIZE. LENGTH = 5' MIN. PV �PEitFt]RATEO RaT 12ft O.C. - 1" CALIPER -
r
PVC PIPE iLl PRORFLAW U
s3 8' 24 » FABRIC-10 ILI
UNDERLINER REQUIRED FOR ALL OUTLET PROTECTION AREAS wAS S SOD TURF after O�,
omm OERt► COVG{D COMER PLUGS ``�•
ift O.C. e. . PERIWINKLE 37 Z °
100 3 i SIDE y { 9 c
,� ., .,
42 1ILOPE (,,�� PACHYSANDRA) CO -Y
"� ; a _ ... . -, - - 3" MINIMUM � CO � -•� °
v v .'; .; ,.;, ,;; ;::. ; :;_^> ;: ` 7. '';:. SHREDED HARDWOOD c�
101 �,, 42 J 7v o v o EXCAVATED SOIL ;; ; �, MULCH
v BACKFILLED AND �; 4--V ERFORMED
A o v o A COMPACTED i� PVC PIP E � Y�50% SAND/30% TOP SOIL/20% LEAF MULCH � � � o
.» ».
OR APPROVED 1 -
v v v v •':..:. it li EQtwVALENT U i
OPTION 1
v RILET ,' MULCH PLANTING BED I3 Z ° E
A A o v v 4 "x4 " TRENCH PRUIECTM/ °
, v o ENERV ,, If 1- D O
S/L T FENCE ST R C„ L L CIS
o v v d 6 OPTIONAL SMALL 0
s>= (Wl THOU T WIRE SUPPOR T 3.05- 2 /�. " �'�`, OR MEDIUM TREES "! n
v o v v v v cLEAw-OVT 20' O.C. 1" CALIPER � j � -� � z°
v v v v v o v v v NO SCALE R} 3.L� O:
0
v o v o o v v StONE PLAN SOD TURF T)
o v v v v o v v v v sTOP E Or VIM RED" NECESSARY UK: SLOPE REORVED COVER �..�.,� � I"� ° ,)
v 7
v v v f
v v t o v o J/ O
"
s 02 o °
O'_K.rq o o0,�O_ �o ° ° - LUCK BMT-FILTER Ni%
PLANv v v v v v v °O ° OOO Oo O°°O o g° C �� o O O o N s AND EOtaVRLENI .. .. .. � Q rn n (yam OR
TESTED APPRME13 : • ...•
`� °0�o O � 0_& alb
0�o Ooo � °o Q $o° o °o o° o O 3' ';W°' C 5AN0{3OX TOP SOIL/20;5 LEEAF MULCH >
PLAN 0�Q)�yoo00 {��°°°o y�ooQ�3 _ O
U 00°0 p0�°o° C� O°0 °o ut,IOERDRAW GRAVEL OPTION 2
�oOOo 0 Qq}{VO O�0) 4ROMAL SILT (AASt O M43, TURF COVER X
`O j O dJ t 17 WWPM
La o °o Oa�°go °o O TRAP sbESLOPE ER ° �°
IN Z FABRIC NATIVE GRASSES/SEDGES•
La ACRMPfWDE PIPES
TIR PLANTED IN PLUGS AND OR SEEDED
(DOWNSTREAM VIEW) AR2O m REID"D sar AND
AT 20 n O.C- STAAM ENT AMR FRA4L OPTIONAL SMALL
srA�uZATroN, REPiRIae WITH HEAVY STRAW MULCH COVERED OR MEDIUM TREES �
PROFILE RINLOAAML OR ORMULM WITH EC-2 EROSION CONTROL MATTING. 20` O.C. 1" CALIPER °
�-- ---
::. V VDOT #1 cL+-our
,_ v,..-::..,.• ..,.. :- o �� \\ \\/\/\\ \��\\\\\�� COARSE ° O°� °$ TOP of w/wATERRGt1T V MAX aqi
°
-�0 ° ° o ST(WE 7 "W' SOD TURI
' AGGREGATE° o ° T
v o �\°�mo00 0 0 _o 3,.R�' �z . �r r _ , ..... COVER v
d v U` FLOW o0° ooN110-,
o0 3 :: -0 71
v v v o v v v d 0°p °o O006
0 0 p0 0° 0 0 0�° �0 0}� `SAND/3O3L TOP SOIL/207 LEAF MULCH .�
o v °� o66 &o
gg o 000 o� ° +-� NON -PERFORATED *EXAMPLES. REDTOP, BLUEJOINT, 2 i
SEC TION A - A o ° 0 SLOPE EARTNfILL N0 T. E,• TUFTED HAIRGRAsS, �RDSF00T-TREEFOIL. >
0 o PYC PIPE O 17G MIN, LL#1R1 OR Gf1ANtA.11it 0 >
fF DRANVNG s FOR SWITCHGRASS. dt WILDFLOWER MIX OPTION In
PIPE ODUTLET TO FLAT AREA WITH NO DEFINED CHANNEL SECTION A -A CD ROCK CHECK DAM 3.20-1 " ° `°FK SLOP vpWrAWE C4VLR OPnDNS. -SUITABLE FOR CONDITIONS. WILDFLOWER MEADOW JOB NO. O o
CROSS SECTION
(2 ACRES OR LESS OF DRAINAGE AREA) RETROFIT TO 810FILTER BI0FILTER VEGETATIVE COVER (OPTIONS �080% � 0)
NO SCALE SILT TRAP
PIPE OUTLET CONDITIONS NO SCALE R-g No SCALE WR.14 SHEET -No.
OP CilD1
NO SCALE 9 OF 1 O Q
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