HomeMy WebLinkAboutWPO200400004 Plan - Stormwater Stormwater Management Plan 2004-01-28■14:11111�L1
TITLE
SHEET
COVER SHEET
1
NOTES, LEGEND & QUANTITIES
2
PHASE I EROSION CONTROL PLAN & SOILS MAP
3
PHASE II EROSION CONTROL PLAN
4
PHASE III EROSION CONTROL PLAN
5
DRAINAGE PLAN
6
STORMWATER MANAGEMENT PLAN
7
EROSION CONTROL NOTES & DETAILS
8
REVISIONS
DATE SHEET NUMBERS DATE SHEET NUMBERS
4/1/04 ALL
5/27/04 ALL
TO WA %NESBORO
To AFToN
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APPROVED
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APPROVALS
TIMMONS GROUP IS NOT
RESPONSIBLE OR LIABLE FOR ANY
CONSTRUCTION OR DAMAGES TO THIS
PROJECT PRIOR TO ALL FINAL PLAN
APPROVALS
ZONED: R-1 RESIDENTIAL
TAX MAP #: 05500MOO-00-07100
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DROP INLET & STRUCTURE NO.
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MATERIAL QUANTITIES
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TEMPORARY DIVERSION DIKE
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TEMPORARY SEDIMENT TRAP
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MATERIAL QUANTITIES
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MATERIAL QUANTITIES
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QUANTITIES AS SHOWN ARE APPROXIMATE ONLY. CONTRACTOR
IS RESPONSIBLE FOR MAKING HIS
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EROSION CONTROL
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CONSTRUCTION ENTRANCE 1 EA
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GENERAL NOTES
1. OWNER \DEVELOPER. MARCH MOUNTAIN PROPERTIES L.L.C.
BEIGHTS DEVELOPMENT CORPORATION
MR. GA YL ON BEIGHTS
8800 E. JEFFERSON STREET
CHARLOTTESVILLE, VIRGINIA 22902
TELEPHONE: 434) 245-0100
FAX. (434) 45- 0300
2. ENGINEER. TIMMONS GROUP
711 N. COURTHOUSE ROAD
RICHMOND VA 23236
TELE. • (804) 379-6133
E-MAIL: Scott, Collins®R7mmons.com
CONTACT: MR. SCOTT COLLINS
J. TAX MAP NO.: 05500-00-00-07100
D. B. 2035, PG. 728
MARCH MOUNTAIN PROPER77ES LLC
800 E. JEFFERSON STREET
CHARLOTTESVILLE, VIRGINIA 22902
4. GPIN NO.: 421617910600
5. ZONING :R-1 RESIDENTIAL, BONUS LEVEL (CLUSTER DEVELOPMENT)
6, USE :LOW DENSITY RESIDENTIAL DEVELOPMENT
7 ACREAGE (TOTAL): 42.25 -f-/- AC.
ROADS. 2.0 AC
LOTS. 23.7 AC.
OPEN SPA CE. 15.65 AC. (379 OF OPEN SPACE)
CONC. RIBBON: 0.1 AC.
SIDEWALKS: 0.8 AC
STRUCTURE SETBACKS & HEIGHTS:
MINIMUM FRONT YARD DEPTH: 25'
MINIMUM NIDE YARD: 15'
MINIMUM REAR YARD: 20'
MAXIMUM STRUCTURE HEIGHT 35'
8. NUMBER OF LOTS 43
9. UTILITIES• SEWER: COUNTY SEWER - AVAILABLE ON THE SITE
*WA TER: COUNTY WATER - AVAILABLE ON THE SI7E
* WA 7ER MODEL AND CAL CULA TIONS PROVIDED WITH THE SUBMITTAL.
THE MODEL IS BASED ON FLOWS AND INFORMA77ON
PROVIDED FROM ALBEMARLE COUNTY SERVICE AUTHORITY
10. SUBDIVISION STREETS. ° CURB & GUTTER
11. DRAINAGE DISTRICT- LICKINGHOLE DRAINAGE BASIN
12. WATERSHED: S R/VANNA RESERVOIR - WATER SUPPLY PR0TEC 77ON AREA
13. DRAINAGE. THIS SITE WILL CONTRIBUTE TO A REGIONAL STORMWA7ER BASIN.
COMPLIANCE .WILL BE ACHIEVED THROUGH A PRO -RATA SHARE CONTRIBUTION
BASED ON THE INCREASE IN VOLUME AND VELOCITY OF THE STORMWATER. A
BIO -RETENTION AREA SHALL BE U77LIZED ONSITE TO HELP ACHIEVE WATER
QUALITY COMPLIANCE. A STORM SEWER SYSTEM WILL DIVERT THE RUNOFF TO THE
BIO -RETENTION AREA.
14. TOPO & SURVEY- TOPOGRf PHY PROVIDED BY LICENSED LAND SURVEYOR
G. V "KIRK' HUGHES IN FEBRUARY OF 2001.
15. CONTRACTOR SHALL VERIFY LOCATION AND ELEVA77ON OF ALL UNDERGROUND
UTIL177ES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STAR77NG
WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT
FROM THAT SHOWN ON PLANS, IF THERE APPEARS TO BE A CONFLICT AND UPON
DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLANS
16. BONUS LEVEL FOR CLUSTER DEVELOPMENT ACHIEVED BY MAINTAINING AND
PRESERVING(107.-199) OF THE EXIS77NG TREES WITHIN THE LIMITS OF THIS
PROJECT.
TOTAL ACREAGE. 42.25 AC.
TOTAL ACREAGE OF EXISTING WOODS TO BE PRESERVED= 4.75 AC.
9 OF EXISTING WOODS BEING MAINTAINED WITHIN PROJECT LIMITS= 117
0.97 D.U./AC. X 42.25 AC.=40.98 D.U.
INCREASE IN DENSITY (59) FOR MAINTAINING 109-199 OF EXISTING WOODS.
40.98 D.O. X 57 INCREASE = 43.03 D.U.
TOTAL UNITS PRO WDED = 43 UNITS
NOTE: TIMMONS GROUP SHALL NOT HAVE AUTHORITY OVER CONTRACTOR'S WORK, SAFETY
PRECAUTIONS, SCHEDULES, OR COMPLIANCE WITH LAWS AND REGULATIONS WE SHALL
NOT ASSUME RESPONSIIT/LITY FOR ANY CONSTRUCTION BEGUN PRIOR TO PLAN
APPROVAL.
EROSION & SEDIMENT
CONTROL MEASURES:
STRUCTURAL 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. CONSTRUC77ON ENTRANCE, ALBEMARLE COUNTYDETAIL - ENTRANCE TO BE LOCA7ED TO PREVENT
TRACKING OF MUD ONTO EXISTING OLD TRAIL DRIVE.
2. SILT FENCE, STANDARD AND SPECIFICA77ONS 3.05 - SILT FENCE TO BE PLACED WHERE SHOWN ON THE
PLANS OR AS FIELD CONDITIONS WARRANT.
J. 7EMPORARY DIVERSION DIKE, STANDARD AND SPECIFICA 77ON 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 SPECIFICA77ONS 3.08 - CULVERT INLET PR07FCTION TO BE PLACED
WHERE SHOWN ON THE PLANS OR AS FIELD CONDITIONS WARRANT.
6. TEMPORARY SEDIMENT TRAP, STANDARD AND SPECIFICA77ON 3.13 - TEMPORARY SEDIMENT TRAPS ARE TO
BE LOCATED AS SHOWN ON THE PLANS (4) TRAPS TOTAL.
Z 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
OUTFALL DITCHES AS SHOWN ON THE PLANS.
9. TEMPORARY SEDIMENT BASINS, STANDARD AND SPECIFICA 77ON 3.14 - (1) SEDIMENT BASIN IS TO BE
CONSTRUCTED AS SHOWN ON THE PLANS. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
PLACED AS THE FIRST PHASE OF ANY LAND DISTURBING ACTIVITIES. 7HEY SHALL BE CHECKED DAILY AND
AFTER EACH SIGNIFICANT RAINFALL EVENT. THEY SHALL BE CLEANED, REPAIRED OR REPLACED AS
NECESSARY THROUGHOUT THE CONSTRUCTION PHASE OF THIS PROJECT. THE FOLLOWING ITEMS REQUIRE
PAR77CULAR CHECKING:
1. SILT FENCE SHALL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF 7HE
FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF THE SEDIMENT DEPOSITION
REACHES HALFWAY TO THE TOP OF THE BARRIERS
2. ROCK CHECK DAMS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. WHEN SEDIMENT
HAS REACHED HALFWAY UP THE UPSTREAM SIDE, IT SHALL BE CLEANED OUT.
J. TEMPORARY SEDIMENT TRAPS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. WHEN
THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE
IT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL VOLUME.
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
VR 625-02-00 EROSION AND SEDIMENT CON7ROL REGULATIONS
ES -2.77-1E PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE- CONSTRUCTION
CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACT7V77Y, 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 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 SEDIMENTA 77ON 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 ACTI VI TIES AND DURING S17F DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
ES -8: DURING DEWATERING OPERA 7TONS, WATER WILL BE PUMPED INTO AN APPROVED WATER 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
`UKYVJt
IE PURPOSE OF THE LAND DISTURBING ACTIVITY IS TO CREATE A SINGLE FAMILY SUBDIVISION WITH ONE
CCESS ROAD FROM OLD TRAIL DRIVE WINDING THROUGH THE DEVELOPMENT. THE AVERAGE SIZE FOR EACH
1`7 THE LOTS IN THE SUBDIVISION IS 1/2 ACRE THESE LOTS ARE ACCESSED FROM PUBLIC ROADS. SOME
"7 THE LOTS HAVE A SECOND POINT OF ACCESS THROUGH A PRIVATE ALLEY. STORM SEWER WILL DIVERT
UN -OFF TO A BIO -RETENTION BASIN LOCATED WITHIN THE LIMITS OF THE PROJECT. THIS PROJECT WILL
ONTAIN 23.02 ACRES OF LAND DISTURBANCE.
T PRESENT, THE MAJORITY OF THE SITE IS AN OPEN GRASS FIELD WITH EXISTING WOODS ALONG THE
DUNDAR' Y. THERE IS A CREEK AND FARM POND WITHIN THE PROJECT LIMITS. THE SITE DRAINS TO EITHER
CKINGHOLE CREEK OR THE FARM POND WHICH EVENTUALLY DRAINS TO LICKINGHOLE CREEK. LICKINGHOLE
?EEK SERVES AS AN OUTFALL FOR THE DRAINAGE FROM THE PROPERTY. THE FLOOD PLAIN FROM
CKINGHOLE CREEK EXTENDS THROUGH MOST OF THE LOW LYING LAND AREA ON THE SIDE.
'lS SITE lS BORDERED BETWEEN A GOLF COURSE THAT lS UNDER CONSTRUCTION, LICKINGHOLE CREEK, AND
IRGE ACRE UNDEVELOPED RESIDENTIAL PROPERTY. THE UNDEVELOPED RESIDENTIAL TRACTS ARE
'STREAM OF THIS PROPERTY; THEREFORE, DEVELOPMENT OF THIS SITE WILL HAVE NO EFFECT ON THESE
ACTS. THE GOLF COURSE, AS WELL, IS UPSTREAM FROM THIS DEVELOPMENT THE LAND DISTURBANCE
'OM THE GOLF COURSE AND THIS SITE ARE BOTH SELF-CONTAINED AND WILL NOT HAVE ANY AFFECT ON
ICH OTHER. THE TWO SITES WILL SHARE A SEDIMENT BASIN. LICKINGHOLE CREEK MAY BE AFFECTED THE
QST BY THE DEVELOPMENT. EROSION CONTROL MEASURES SUCH AS SEDIMENT ]RAPS, BASINS, SILT FENCE
TH ROCK W/ERS, AND DIVERSION DIKES SHALL BE UTILIZED TO CONTAIN THE LAND DISTURBANCE ACTIVITY
VD PROTECT LICKINGHOLE CREEK.
DISTURBANCE ASSOCIATED WITH THIS ACTI W TY PROJECT.
CRI TICAL AREAS:
THE MAJORITY OF THE LAND DISTURBANCE ACTIVITIES ASSOCIATED WITH THIS PROJECT ARE THE ROAD
CONSTRUCTION AND LOT GRADING FOR THE SUBDIVISION. THE CRITICAL SLOPES WITHIN THE LIMITS OF THE
PROJECT SHALL NOT BE DISTURBED WITH 774E GRADING AND DEVELOPMENT. FILL SECTIONS ARE CREATED
ALONG SOME OF THE L 0 TS AND BACK OF L 0 TS. SPECIAL A ]TEN TION NEEDS TO BE GIVEN TO THESE AREAS
EROSION CONTROL MATS MAY NEED TO BE INSTALLED IN CERTAIN AREAS TO REDUCE EROSION OF THE
STEEP SLOPES WHILE VEGETATION IS BEING ESTABLISHED. IN ADDITION, SPECIAL A TTFNTION NEEDS TO BE
GIVEN TO THE FLOOD PLAIN AREA AND STREAM BUFFERS WITHIN THE PROJECT LIMITS NO CONSTRUCTION
ACTIVITY /S TO OCCUR WITHIN THESE AREAS, WITH THE EXCEPTION OF UTILITY INSTALLATION. EROSION
CON7ROL MEASURES SHALL BE USED DURING THE INSTALLA77ON TO PROTECT THE SURROUNDING AREAS 7HE
EXISTING TREES WITHIN THE PROJECT ARE TO BE PRESERVED AS SPECIFIED /N THE CONSTRUCTION PLANS
SPECIAL ATTENTION NEEDS TO BE GIVEN TO PRESERVING THE EXIS77NG WOODED AREA.
SEQUENCE OF CONSTRUCTION:
1! NOTIFY ALBEMARLE COUNTY ENGINEERING AND PUBLIC WORKS DEPARTMENT TO SCHEDULE A
PRE- CONS 7RUCTION MEE77NG AS REQUIRED.
2 FLAG 7/HE CLEARING LIMITS AND WOODED AREA THAT IS TO REMAIN.
J. NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONSTRUC77ON PROCESS WITHOUT THE
APPROVAL FROM THE INSPECTOR ON THE PROJECT.
�. IF OLD TRAIL DRIVE HAS BEEN CONSTRUCTED AND PAVED PRIOR TO THE COMPLE77ON OF THIS PROJECT,
INSTALL 7THE CONS7RUC710N ENTRANCE AS SHOWN ON THE PLANS. WHERE CONSTRUCTION VEHICLE ACCESS
,ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF
SEDIMENT' BY (VEHICULAR) 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 WASHING CONTROL DISPOSAL AREA. STREET 7RAFFIC SHALL BE
'ALLOWED ONLY AFTER SEDIMENT IS REMOVED /N THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL
SUBDIVISION LOTS AS WELL AS TO LARGER LAND DISTURBING AC770TIES STANDARD AND SPEC, 3.02 IS
ADEQUATE DUE TO THE LACK OF AVAILABLE WATER TO THE SITE, SHOULD THE TEMPORARY CONSTRUC77ON
EN7RANCE 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 SET77-ING AREA MAY BE REQUIRED BY THE EROSION AND SEDIMENT CONTROL PROGRAM
ADMINISTRATOR. OTHERWISE, THE EXISTING CONSTRUCTION ENTRANCE FOR OLD TRAIL DRIVE SHALL SERVE AS
A CONSTRUCTION ENTRANCE FOR THIS PROJECT
5. INSTALL THE IN177AL CONSTRUC77ON MEASURES AS SHOWN ON THE PHASE l EROSIONCONTROL SHEET.
THIS INCLUDES THE SEDIMENT BASIN #1, TEMPORARY THE EXISTING #4. - DIVERSION DIKES, SILT FENCE,
AND SEDIMENT TRAPS #1 FARM POND AND THE PROPOSED SEDIMENT BASIN #1 SHALL BE USED TO FILTER
THE RUN-OFF BEFORE /T LEAVES THE SITE. THE SEDIMENT TRAPS SHALL ALSO USED TO FILTER THE
RUN-OFF' DURING PHASE I CLEARING PROCESSES THE BE SILT FENCE AND 7FMPORARY DIVERSION DIKES
SHALL BE USED TO DIVERT THE RUN-OFF INTO THE TRAPS AND BASINS SEDIMENT BASINS AND TRAPS,
CHECK DAMS, PERIMETER DIVERSION DIKES, SEDIMENT BARRIERS, AND OTHER MEASURES INTENDED TO ]RAP
SEDIMENT SHALL BE CONS7RUC7FD AS A FIRST STEP IN ANY LAND DISTURBANCE ACTI W 77ES AND SHALL BE
MADE FUNC77ONAL BEFORE UP SLOPE LAND DISTURBANCE TAKES PLACE. CON7RACTOR TO STAY WITHIN THE
LIMITS OF LAND DISTURBANCE AS ALL TIMES. ENSURE POSITIVE DRAINAGE ALONG ANY MEASURES INTENDED
TO DIVERT WA TER. INSTALL SIL T FENCE TO FACILI TA TE INSTALLA 77ON OF OFF -S1 TF WA TERLINE AS SHOWN
6. CLEAR AND GRUB THE ROAD, AFTER THE PROPER EROSION CONTROL MEASURES HA VE BEEN INSTALLED.
STABILIZA TION MEASURES SHALL BE APPLIED TO EAR77-IEN STRUCTURES SUCH AS DAMS, DIKES, AND
DIVERSIONS IMMEDIA TEL Y AFTER INSTALLATION. INSTALL CHECK DAMS ALONG 7HE DITCH FOR OLD TRAIL DRIVE
AND SILT FENCE ALONG THE UTILITY EASEMENTS AND ALIGNMENTS. INSTALL SAFETY FENCE AROUND THE
SEDIMENT' BASIN AS SHOWN.
7. BEGIN PHASE 11 BY ROUGH GRADING THE ROADS, W TH 2: 1 SIDE SLOPES BACK TO NATURAL GROUND
BETWEEN THE ROADWAYS AND SEDIMENT TRAPS TO ALLOW THE PHASE I SEDIMENT TRAPS TO REMAIN ACTIVE
AND FUNCTIONAL. INSTALL THE STORM SEWER PIPES TO DIVERT THE DRAINAGE AND RUN --OFF INTO THE
SEDIMENT' BASIN #1. ALL EROSION CONTROL MEASURES FROM PHASE I SHALL REMAIN IN PLACE AND
OPERATIONAL FOR PHASE //. INSTALL 774E INLET PROTECTION FOR STRUCTURES 72, 74, 76, &-78 SINCE THESE
STRUCTURES DO NOT OU7FALL TO THE SEDIMENT BASIN.
8. UPON' AUTHORIZATION FROM THE COUNTY ENGINEER, BEGIN PHASE III BY REMOVING SEDIMENT TRAPS #1
- 4 AND REPLACE THEM AND THE DI VERSION DIKES WI TH PERIMETER SIL T FENCE WI TH WIRE BACKING AND
ROCK WIERS TO FILTER RUNOFF FROM UPSTREAM LOTS AND INSTALL DIVERSION DIKES WITH SLOPE DRAINS TO
SEDIMENT' BASIN #I AS SHOWN.
9. FINE GRADE, INSTALL CURB & GUTTER AND SIDEWALK, SEED, AND FERTILIZED THE DENUDED AREAS.
10. PERMANENT OR TEMPORARY SOIL STABILIZA T70N SHALL BE APPLIED TO DENUDED AREAS W1774IN SEVEN
DAYS AF7TER FINAL GRADE IS REACHED ON ANY PORTION OF 774E SITE. TEMPORARY SOIL STABILIZATION
SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS 774AT MAY NOT BE AT FINAL GRADE BUT WILL
REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS STABILIZATION SHALL BE APPLIED TO AREAS
THAT ARE, TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
11. ONCE THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN APPROVAL, REMOVE THE REMAINING
EROSION CONTROL MEASURES SEDIMENT BASIN #1 SHALL BE CONVERTED TO A BIO-RE77=NTION AREA. SEE
DETAILS CDN THE 7RANSFORMA77ON AND CONSTRUCTION OF THE BIO- RE7E'NTION FEATURE. REMOVE THE
BUILT-UP' SEDIMENT FROM SEDIMENT BASIN #2, THE FARM POND, WHICH WILL REMAIN AS A PERMANENT
STRUCTURE FOR THE SITE.
12 MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION ,AND SEDIMENT
CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE COUNTY ENGINEER IN ACCORDANCE WITH THE
VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK.
13. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS
AF7ER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS
OTHERWISEE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED
SOIL AREAS RESULTING FROM THE DISPOS177ON OF TEMPORARY MEASURES SHALL BE PERMANENTLY
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
PERMAMEN T STABIL IZA770N•
AFTER CONSTRUC77ON 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 - ERNUX-114 (45 LBS./ACRE PENNLAWN CREEPING RED
FESCUE, .37.5 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
ALTERNA71-E. AFTER THESE AREAS ARE STABILIZED, THEY WILL BE MOWED AND MAINTAINED ON A REGULAR
BASIS
M__AINTENANCE:
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AF7ER 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' IT WILL BE REPLACED.
C. ALL SUIT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING
OR DETERIORA77ON OF THE FABRIC AND. REPAIRED AS REQUIRED. SEDIMENT
SMALL BE REMOVED WHEN 774E LEVEL OF SEDIMENT DEPOSITION REACHED HALF
WAY TO THE TOP OF THE BARRIER.
D. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THA T A GOOD STAND
IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED.
STOW WA TER RUN-OFF CONSIDERA TIONS
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 BIO -RETENTION AREA. THE IMPERIOUS AREA IS BEING INCREASED DUE TO THE
CONSTRUCTION OF THE ROAD AND HOUSES; HOWEVER, THE 810-RETEN77ON AREA WILL
HELP CONTAIN THE FIRST FLUSH WHICH WILL HELP PREVENT EROSION DOWNSTREAM. THE
STORMWATER WILL FILTER AND DRAIN FROM THE BIO -RETENTION AREA TO LICKINGHOLE
CREEK, AT A REDUCED VELOCITY. IN ADDITION, A CONTRIBUTION TO THE PRO -RA TA
SHARE PROGRAM SHALL BE MADE TO COMPENSATE FOR THE RUN-OFF 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 STABILIZA TION 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. STABILIZA 77ON MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS
DAMS, DIKES, AND DIVERSIONS IMMEDIA TEL Y AF7ER INSTALLATION.
6. EROSION AND SEDIMENT CONTROL. DEVICES SHALL BE CONSTRUC7FD AND INSTALLED
AS A FIRST S7FP IN ANY LAND -DISTURBING AC770TY AND SHALL BE MADE
FUNC77ONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
7 A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS
NOT OTHERWISE PERMANENTL Y STABILIZED. PERMANENT VEGETA TION SHALL NOT
BE CONSIDERED ESTABLISHED UN77L A GROUND COVER IS ACHIEVED THAT, IN THE
OPINION OF THE COUNTY ENGINEER OR HIS DESIGNATED AGENT, IS UNIFORM,
MATURE ENOUGH TO SURW VE AND WILL INHIBIT EROSION
8. UNDERGROUND U77LITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE
FOLLOWING STANDARDS IN ADDITION TO 07HER APPLICABLE CR17ERIA:
A) NO MORE THAN 500 LINEAR FEET OF 7RENCH MAY BE OPENED AT ONE TIME.
C) EXCA VA 7ED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES
CJ EFFLUENT FROM DE WA TERING OPERA TIONS SHALL BE FIL 7ERED I OR PASSED
THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND
DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING
STREAMS OR OFF-SITE PROPERTY.
D) RESTABILIZA77ON SHALL BE IN ACCORDANCE WITH THE ABOVE NOTES,
9. ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULA 77ONS PERTAINING TO
WORKING IN OR CROSSING A LIVE WATERCOURSE SHALL BE MET.
10. WHERE CONSTRUC77ON 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 A T 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 EFFEC77VENESS 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 DESIGNATED AGENT IF DEEMED NECESSARY.
13. ALL EROSION CONTROL DEVICES SHALL BE IN PLACE AND FUNCTIONAL AT ALL
77MES AND IF REMOVED FOR CONSTRUCTION PROGRESS, SHALL BE REPLACED BY
THE CLOSE OF EACH WORKDAY.
14., FINAL REMOVAL OF EROSION CONTROL DEVICES SHALL NOT OCCUR UN77L THE
COUNTY ENGINEER* OR HIS DESIGNATED AGENT DEEMS THE SI7F STABILIZED.
15., ALL ENTRANCES EXCEPT FOR THE APPROVED CONSTRUCTION ENTRANCE SHALL
BE BLOCKED IN S!":H 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 774E LACK OF AVAILABLE WA 7FR 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 CON3IRUC770N ENTRANCE, WATER TANKER TRUCK WITH 2 PRESSURE
WASHERS AND A SET7LING AREA MAY BE REQUIRED BY THE EROSION AND SEDIMENT
CON7ROL PROGRAM ADMINISTRATOR.
17 THE DEVELOPER 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 S7RUCTURES 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) �SHPPG31HABT ROEC77OTI� EDG1 ORESID.EC8OUT DESIGNED
NL WRESIN.
E) A GEOTECHNICAL ENGINEERING STUDY SHALL CONSIST OF 1 A SITE
INVESTIGATION, 2) LABORATORY TES77NG AND 3) AN ENGINEERING ANALYSIS.
S; OIL DESCRIPTION
17 - CRAIGSV/LLE-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 AVAILABLE
WATER CAPACITY IS VERY LOW OR LOW.
613E - PARKER -VERY STONY LOAM -257 TO 459 SLOPES, THIS SOIL IS
DEEP, 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 YELLOWW, VERY STONY LOAM ABOUT 14 INCHES
THICK. PERMEABILI TY IS MODERA TEL Y RAPID, AND AVAILABLE
WATER CAPACITY IS LOW. RUNOFF IS VERY RAPID.
7B - BRADDOCK-LOAM-27 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.
37D3 - HA YES WLLE-CLA Y LOAM -157 TO 259 SLOPES, SEVERL Y
ERODED. THIS SOIL IS DEEP, WELL DRAINED AND
MODERA TEL Y STEEP. I T IS ON SIDE SLOPES THAT BORDER
SMALL DRAINAGEWAYS. SLOPES ARE SMOOTH AND ABOUT
200 TO 400 FEET LONG. AREAS OF THIS SOIL ARE LONG AND
WINDING. THEY RANGE FROM 3 TO ABOUT 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 1S RAPID.
THE HAZARD OF EROSION IS SEVERE.
26C3 - DYKE -CLAY LOAM -77 TO 157 SLOPES, SEVERELY ERODED..
THIS DEEP, STRONGLY SLOPING, WELL DRAINED SOIL IS ON
CONVEX SIDE SLOPES OF COLLUVIAL FANS. SLOPES ARE
SMOOTH AND ABOUT 200 TO 400 FEET LUNG. AREAS OF THIS
SOIL ARE LONG AND NARROW. THEY RANGE FROM 5 TO ABOUT
30 ACRES. THE SURFACE OF THIS SOIL IS DARK RED CLAY
LOAM ABOUT 4 INCHES THICK. PERMEABILITY AND AVAILABLE
WATER CAPACITY ARE MODERATE. SURFACE RUNOFF IS RAPID.
.THE HAZARD OF EROSION IS SEVERE. THE SURFACE LAYER IS
FIRM, AND TIL TH IS FAIR
Ap'.-
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SM&L Qfl MED111M Ma
CALIPER
SHEW
SOD TURF 8ft O.C.
COVER
GROUNQ COVER PLM
(e.g. P•
ERIWINKLE
3" MINIMUM
SHREDED HARDWOOD
MULCH
50% SAND/30% TOP SOIL/20% LEAF MULCH
OPTION 1
MULCH PLANTING BED
OPTIONAL SMALL
OR MEDIUM TREES
20* O.C. 1 " CALIPER
) TURF
!ER
50% SAND/30% TOP SOIL/20% LEAF MULCH
OPTION 2
TURF COVER
NATIVE GRASSES/SEDGES*
PLANTED IN PLUGS AND OR SEEDED OPTIONAL SMALL
WITH HEAVY STRAW MULCH COVERED OR MEDIUM TREES
WITH EC -2 EROSION CONTROL MATTING. 20* O.C. 1" CALIPER
It
SOD TURF
COVER
JUA 'a'AND/30% TOP SOIL/20% LEAF MULCH
*EXAMPLES: REDTOP, BLUEJOINT.
TUFTED HAIRGRASS. BIRDSFOOT-TREEFOILs
SWITCHGRASS, & WILDFLOWER MIX OPTION 3
-SUITABLE FOR CONDITIONS.
WILDFLOWER MWOW
B10FILTER VEGETATIVE COVER OPTIONS
NO SCALE
PLANT SCHEDULE
QTY.
SYM.
scientific Name
Common Name
Installed Size
3
BN!
Betula nigra "Heritage'
River Birch
5'hgt
4
QRU
Quercus rubra
Red Oak
1 112" cal.
5
KPN
j Koelereuteric paniculato
Goldenraintree
4' hgt
10
PHON
Physocarpus opulifolius
Ninebark
1 gal.
4
COSK
Cornus stolonifera 'Kelsey's'
Dogwood
1 gol.:i i
7
HVI
Harnamaelis virginiana
1 Witchhazel
I gal.'
50
PV
Pdnicurn virgatum
Switchgross
4" pot
50
AN
Andropogon gerardi
Bluestem
4" pot.
11, 000 s. f. AA Agrostis alba Agrostis alba 1 .5 Ibs11000 --* I '
6,125 s.f. Wildflower Mix Wildflower Mix I Manf. Relc
Volume at Weir Elevation= 46,238 CF.
Required Volume = 23,033 CF.
First Flush Elevation = 666.52
Riser Elevation = 667.00
NOTES: 1. Volumes area calculated using the Conic Method for
calculating reservoir volumes.
2. 2YR. storm is detained.
3. 10YR. storm releases 0.31 CFS. via the spillway.
4. 100YR. storm overtops dam.
Impervious Area:
Road and Sidewalk 134,400 SF.
Roofs and Driveways 130,000 SF.
264.400 SF.
Wo = 11,017 CF.
Water Quality Calculations:
1. 2xWQ = 22,033 ft -3
0.51 Ac.ft
2. Hmax= 666.52-665.00 =1.52 ft
w
Limas OF
x`100 YEARF
FLOOD.
PLAIN 100 YEAR
FLOOD PL
I
N
• a". -67&J0
r- WP 'ki i o-676iD, 06L0
A
ti
•
•
7 a, R1
~Dr
UTA MCHARD M BRAN U/A',,
MCE r RRANDr
7403 R1*WDaL LANE
'0.55�TAX
ZONING RA
21,291ACRES....
f ,MARCH $
ST TAIN -EFTVM0N_s�r_7_ . .........
TAX MAP t: 05500�00-00_0a5bo
ZONINQA
9258 Ae
J,
.............. ... .........
...............
...........
.............. ...............
ti
f......... 7,
_7'
2 .........
.
...................... .....
......................
...... Le
SCALE: 1 "= 200'
t
1.
I A I
VAR.
WIDTH
DRAINAGE
ES T.
Us" Erosion Control
Blanket in Wildflower
Seeding, Area
4-COSK WE
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
TOP OF 36"
TOP OF
LIM17S OF
jaw 0 OL/
Runoff
00
OOAR
FL AIN
WMETT JACKED
rar0 7AXP
0' O,
Basin # I
RESIDETIITiALl, -)
13. Q2 6.88 cfs (From Chapter 5)
AVENUE
TAI11f1250
Mo,o._._,o
.
/
Total area draining to basin: 20.44 acres.
ZONING Rf
46-091
ACRES
4
1
(From Plate 3.14-7).
Slope of upstream face of embankment (Z)--
OUTLET PROTECTION
7. Minimum required volume = 67 cu. yds.:x Total Drainage Area (acres).
Principal Spillway Design
19. Barrel diameter = 30 in.
Slope of principal spillway barrel (Sb) = 0.50 %
zi
OR STROM DRAIN PROVIDE
EW- 1EC-
I
ACROSS ENTIRE WIDTH 0
1 RIPRAP
it
15. With emergency spillway, required spillway capacity Qp=Q2 6.88 cfs.
• •
Length of barrel in saturated zone (Ls) = 7.14 ft.
Wet Storage:
8. Total available basin volume -at crest of riiser 2739 cu. yds. at
(riser and barrel)
24. Number of collars required = 2 dimensions = 3.4 X 3.4
1. Minimum required volume = 67 cu. yds. x Total Drainage Area
elevation 666.00 . (From Storage - Elevatiion Curve)
Without emergency spillway, required spillway capacity Qp=Q25 12.13 cfs.
20. Trash rack . and anti -vortex device
(From Plate 3.14-12)
(acres).
9. Diameter of dewatering orifice = 9 INCH
(riser and barrel)
Diameter= 54 inches.
Final Design Elevations
67 cu. yds. x 20.44 acres =1369 cu. yds.
10, Diameter of flexible, tubing= 11INCH
16. With emergency spillway:
Thickness gage 14
Height= 17 inches.
w
Limas OF
x`100 YEARF
FLOOD.
PLAIN 100 YEAR
FLOOD PL
I
N
• a". -67&J0
r- WP 'ki i o-676iD, 06L0
A
ti
•
•
7 a, R1
~Dr
UTA MCHARD M BRAN U/A',,
MCE r RRANDr
7403 R1*WDaL LANE
'0.55�TAX
ZONING RA
21,291ACRES....
f ,MARCH $
ST TAIN -EFTVM0N_s�r_7_ . .........
TAX MAP t: 05500�00-00_0a5bo
ZONINQA
9258 Ae
J,
.............. ... .........
...............
...........
.............. ...............
ti
f......... 7,
_7'
2 .........
.
...................... .....
......................
...... Le
SCALE: 1 "= 200'
t
1.
I A I
VAR.
WIDTH
DRAINAGE
ES T.
Us" Erosion Control
Blanket in Wildflower
Seeding, Area
4-COSK WE
BIOFIL TER NO TES:
(1) THE BIOFIL TER IS NOT TO BE INSTALLED UNTIL THE SITE /S ADEQUA TEL Y STABILIZED ACCORDING TO
COUNTY PERSONNEL (434) 296-5861.
(2) THE BIOFIL TER SOIL MIX MUST BE LUCK BIOFIL TER MIX OR TESTED AND APPROVED EQUIVALENT FOR
MORE INFORMATION PLEASE CALL WATER RESOURCES PERSONNEL AT (434) 296-5861.
(J) THE BIOFIL TER SOIL MIX MUST BE STABILIZED WITH EC -2 MATTING AND SEED MIXTURE OF NATIVE
GRASSES ALONG WITH THE TREES ANDIOR SHRUBS LISTED ON THE PLAN.
SEDIMENT BASIN
(DURING CONSTRUCTION)
NTS
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
TOP OF 36"
TOP OF
Project: Ballard Field (Upper), Initial Pond
6. Distance from invert of the dewatering orifice to cleanout level (ft)= 1.44
Runoff
18. Barrel Length (1) 75 ft.
Anti -Seep Collar Design
Basin # I
(Min. 11.0 ft
13. Q2 6.88 cfs (From Chapter 5)
Head (H) on barrel through embankment 6.54 ft.
23. Depth of water at principal spillway crest (Y) = 1.00 ft.
Total area draining to basin: 20.44 acres.
Dry Storage:
14. Q25 12.13 cfs (From Chapter 5)
(From Plate 3.14-7).
Slope of upstream face of embankment (Z)--
OUTLET PROTECTION
7. Minimum required volume = 67 cu. yds.:x Total Drainage Area (acres).
Principal Spillway Design
19. Barrel diameter = 30 in.
Slope of principal spillway barrel (Sb) = 0.50 %
Basin Volume Design
OR STROM DRAIN PROVIDE
EW- 1EC-
I
ACROSS ENTIRE WIDTH 0
1 RIPRAP
67cu.yds.X 20.44 acres = 1369 cu. yds.
15. With emergency spillway, required spillway capacity Qp=Q2 6.88 cfs.
(From Plate 3.14-13 [concrete pipe] or Plate 3.14-A [corrugated pipe]).
Length of barrel in saturated zone (Ls) = 7.14 ft.
Wet Storage:
8. Total available basin volume -at crest of riiser 2739 cu. yds. at
(riser and barrel)
24. Number of collars required = 2 dimensions = 3.4 X 3.4
1. Minimum required volume = 67 cu. yds. x Total Drainage Area
elevation 666.00 . (From Storage - Elevatiion Curve)
Without emergency spillway, required spillway capacity Qp=Q25 12.13 cfs.
20. Trash rack . and anti -vortex device
(From Plate 3.14-12)
(acres).
9. Diameter of dewatering orifice = 9 INCH
(riser and barrel)
Diameter= 54 inches.
Final Design Elevations
67 cu. yds. x 20.44 acres =1369 cu. yds.
10, Diameter of flexible, tubing= 11INCH
16. With emergency spillway:
Thickness gage 14
Height= 17 inches.
25. Top of Dam = 669.00
2. Available basin volume = 1369 cu. yds. at elevation 665.23,
(From storage - elevation curve)
plus 2 inches).
Assumed available head (h) = 3.00 ft. (Using Q2)
(From Table 3.14-D) USE: #6 Rebar or 1-1/2 x 1-1/2 x 3/16 angle
Design High Water = 667.00
3. Excavate 1369 cu, yds, to obtain required volume
Preliminary Design Elevations
h =Crest of Emergency Spillway Elevation -Crest of Riser Elevation
Emergency Spillway Crest = N/A
Elevation corresponding to required volume = invert of the
11. Crest of Riser = 666.00
Without emergency spillway:
Emergency Spillway Design
Principal Spillway Crest = 666.00
dewatering
orifice. 665.23 dewatering device elevation
Top of Dam =, 669.00
Assumed available head (h) = 1.00 ft. (Using Q25)
21. Required spillway capacity Qe Q25 - Qp N/A cfs.
Dewatering Orifice Invert = 665.23
4. Available volume before cleanout required.
Upstream Toe of Dam = 665-00
h = Design . High Water Elevation - Crest of Riser Elevation
22. Bottom width (b) = N/A ft.; the slope of the exit channel (s) =
Cleanout Elevation = 663.79
662.00
ELEV
N/A ft./foot; and the minimum length of the exit channel (x) =
33.5 c.y. x 20.44 acres = 685 cu. yds.
17. Riser diameter (Dr) = 36 in. Actual head (h) 0.55 ft.
N/A ft.
Elevation of Upstream Toe of Dam
Basin
(From Plate 3.14-8.)
(From Table 3.14-C).
of Excavated Bottom of "Wet Storage
5. Elevation corresponding to cleanout level 663.79
Area" (if excavation was performed) N/A
12. Length of Flow/Effective Width L[We = 0.63
Note: Avoid orifice flow conditions.
(From Storage - Elevation Curve)
If > 2, baffles are not required
If < 2, baffles are required Required
BIOFIL TER NO TES:
(1) THE BIOFIL TER IS NOT TO BE INSTALLED UNTIL THE SITE /S ADEQUA TEL Y STABILIZED ACCORDING TO
COUNTY PERSONNEL (434) 296-5861.
(2) THE BIOFIL TER SOIL MIX MUST BE LUCK BIOFIL TER MIX OR TESTED AND APPROVED EQUIVALENT FOR
MORE INFORMATION PLEASE CALL WATER RESOURCES PERSONNEL AT (434) 296-5861.
(J) THE BIOFIL TER SOIL MIX MUST BE STABILIZED WITH EC -2 MATTING AND SEED MIXTURE OF NATIVE
GRASSES ALONG WITH THE TREES ANDIOR SHRUBS LISTED ON THE PLAN.
SEDIMENT BASIN
(DURING CONSTRUCTION)
NTS
B10FILTER
(AFTER CONSTRUCTION)
NTS
STR. 1 & 17 3" OF PEA GRAVEL
OUTFALLS SHALL BE PLACED
BETWEEN THE RL TER CLEAN-OUT W1 Top OF
DISCHARGE APRONS SHALL MEDIA AND THE WA TER 77GH T DAM
PROVIDE PROPER SCOUR PROTECTION UNDERORAIN MEDIA CAP (TYR) ELEV.=
PRIOR TO RELEASING RUN-OFFT TU 669.00
ONTO THE FILTER MEDIA -1 FIRST FLUSH
WATER SURFACE
ELEV= 666.52
OUTLET PROTECTION
VDOT CLASS # -I_1,t4
Alf-KAV
STR. I & 17
TOP OF 36"
TOP OF
OU7FALLSDAM
CMP RISER
ELEV=
BOTTOM OF BIORL7E
15.0' MIN.
661.INV75 (TYP.)
ELEV 666.00
669.00
2' DEPTH W1 FIL TER
2. 0'
4'"-6" PERFORATED SCHEDULE
MIX OR 7ES TED
UNDERDRA IN GRAVEL
OUTLET PROTECTION
AND APPROVED
VDOT STD.
GEOTEX77LE FABRIC
EQUIVALENT
VDOT CLASS 11
OR STROM DRAIN PROVIDE
EW- 1EC-
I
ACROSS ENTIRE WIDTH 0
1 RIPRAP
OUTLET PR07EC77ON
HmAx ELEV
66ZOO MIN. MIN.
INV
L=JO' W=10' D=2'
4 5 C Y @ 6. 6',-. W1
VDOT CLASS 11
OUT=
EC- 1 RIPRAP
662.46
GE07EX77LE FABRIC
UNDERL A YMEN T W1
L=5' W=15', 4 CY
Q3
VDOT STD. EW -1
2DEPTH W1 RL TER
INV
(SHALL BE UTILIZED
GEOTEX77LE FABRIC
IN=
662.8J
IN BIORENRON BASIN)
UNDERLA YMENT
BO TromL30'
CUP 0.501wo
ELEV=
OF BASIN
662.00
ELEV
662.00
B10FILTER
(AFTER CONSTRUCTION)
NTS
STR. 1 & 17 3" OF PEA GRAVEL
OUTFALLS SHALL BE PLACED
BETWEEN THE RL TER CLEAN-OUT W1 Top OF
DISCHARGE APRONS SHALL MEDIA AND THE WA TER 77GH T DAM
PROVIDE PROPER SCOUR PROTECTION UNDERORAIN MEDIA CAP (TYR) ELEV.=
PRIOR TO RELEASING RUN-OFFT TU 669.00
ONTO THE FILTER MEDIA -1 FIRST FLUSH
WATER SURFACE
ELEV= 666.52
OUTLET PROTECTION
VDOT CLASS # -I_1,t4
Alf-KAV
MIN.
L=5' W=15' 4 CY
UD ELEV=
BOTTOM OF BIORL7E
15.0' MIN.
661.INV75 (TYP.)
ELEV = 661.50'
2' DEPTH W1 FIL TER
2. 0'
4'"-6" PERFORATED SCHEDULE
MIX OR 7ES TED
UNDERDRA IN GRAVEL
40 PVC PIPE OR EQUIVALENT
AND APPROVED
(AASHTO M43 MIN.
GEOTEX77LE FABRIC
EQUIVALENT
1 ABOVE & BELOW
OR STROM DRAIN PROVIDE
TOP ELEV=
665.00 (TYP.)
UNDERDRAIN PIPE)
ACROSS ENTIRE WIDTH 0
DEPTH= 2. 0'
UNDERLA YUEN T
20' 0. C.
SLOPE= 0.007.
2 YEAR STROM DETAINED
10 YEAR STORM RELEASES
0.31 CFS
OUTLET PR07EC770M
MOT CLASS 11
EC -1 RIPRAP
W=10' & D=2' W1
GE07EX77LE FABRIC
UNDERLA YMEN T W1
VDOT S70. EW -1
ELEV=
662.00
ELEV =
660.00
ELEV=
661.26'
0
T7
R. C01-d-diliT
No. 35791
ed
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0 :20.
(31 yJ CM
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thZ; C, Do
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> -q uJ
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0 0
U U
0 U
(D LIU) LQU
D V
0LO
Ce
LU W
F_
•uJ
11.1
M CL
0 LIJ
Z
Cl >
>
Cy DATE
0
1128104
DRAWN BY
SRC
DESIGNED BY
SRC
CHE KED BY
SCALE
AS SHOWN
Z
0CL c UJ L� ::)
-00
a) ry
V)
Z
0
-r- 0
U)
0 Z
0
Wav
Z
66 (D
tz 0
0)
>
U Z
U.J UJ
Z 0 UJ
U
0 ui (Do
U')
57 Z
UJ
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0 0
0 E
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U) Do
cr� 0
V) C:
-7
0
LU w
F_
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Q)
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(D
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LUoX
LL
0fl2 4�
0
Q)
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6
<
0 >
0
JOB NO.
C
66365 En
0
CL
SHEET NO.
7 OF 8 va
MIN.
UD ELEV=
BOTTOM OF BIORL7E
15.0' MIN.
661.INV75 (TYP.)
ELEV = 661.50'
LUCK 810 -FILTER
4'"-6" PERFORATED SCHEDULE
MIX OR 7ES TED
UNDERDRA IN GRAVEL
40 PVC PIPE OR EQUIVALENT
AND APPROVED
(AASHTO M43 MIN.
'AAA2 1.09 SLOPE (141N.) TO DI
EQUIVALENT
1 ABOVE & BELOW
OR STROM DRAIN PROVIDE
TOP ELEV=
665.00 (TYP.)
UNDERDRAIN PIPE)
ACROSS ENTIRE WIDTH 0
DEPTH= 2. 0'
20' 0. C.
SLOPE= 0.007.
2 YEAR STROM DETAINED
10 YEAR STORM RELEASES
0.31 CFS
OUTLET PR07EC770M
MOT CLASS 11
EC -1 RIPRAP
W=10' & D=2' W1
GE07EX77LE FABRIC
UNDERLA YMEN T W1
VDOT S70. EW -1
ELEV=
662.00
ELEV =
660.00
ELEV=
661.26'
0
T7
R. C01-d-diliT
No. 35791
ed
0
E
0 :20.
(31 yJ CM
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<( mr,
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thZ; C, Do
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> -q uJ
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0 0
U U
0 U
(D LIU) LQU
D V
0LO
Ce
LU W
F_
•uJ
11.1
M CL
0 LIJ
Z
Cl >
>
Cy DATE
0
1128104
DRAWN BY
SRC
DESIGNED BY
SRC
CHE KED BY
SCALE
AS SHOWN
Z
0CL c UJ L� ::)
-00
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V)
Z
0
-r- 0
U)
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0
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Z
66 (D
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U.J UJ
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7 OF 8 va
2' (LP 2) 5' ')• 4 " J. G = l.� !IMCJ /fit ul?u JIGt. vuvt fl 0 /� w a
L COARSE NOTE: SEDIMENT MAY BE CONTROLLED AT OUTLET IF 0
4. FABRIC UNDERLINER REQUIRED FOR ALL OUTLET PROTECI70N AREAS AGGREGA7F— `� 1' 4 �
oP3 (j , ' 24 " o0'p° o UPLAND PONDING WILL CREATE PROBLEMS. �[ L
3
FLON _ FLOW o °� o 00 °og� 3' 1--4 W � ,c
N o EARTHEN DIKE > co j o
o oo °
(COMPACTED)D H
o p ° m a o
A A _ �— D+6" �-- E U
k3, #35l, OR #5 STONE :�:- '::'•'::_-=:_-:.-- -'_ :;_• „ u
GLASS !i RIP RAP CD ROCK CHECK DAM 3.20-1 '8"'
ST�N� INE I R DATA { L
A 2 ACRES OR LESS OF DRAINAGE ARE H
( NOSCALE A) / / //////// o
NO TE: \�\\�\\�\\�\\�\\�\\�\ ,�\\�\\�\\�\\�\\�\\\\
DIAMETER OF TEMP, SECTION A—A Its! ¢ 7p Z
SLOPE DRAIN PIPE= 15 _ 0 o
� w _
rsD TEMPORARY SL OPE DRAIN 3 15 C = W
�, �. O
NO SCALE Z) 0 o
whRE s,lpeog - PLAN tLiji Q U
ATTACH FILTER FABRIC /j7 rz
b rz
slLi 1=>=NG PLAN E� END IT IOR
OPTORSENCH 1.�.rL PO)U�RY FIZZ � 0 o
WOODEN STAKE
IVEW, x
x
La H
S EEL POST
0
LO LENG7H = 5' MIN.
FILL SLOPE 0
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