HomeMy WebLinkAboutWPO201600021 Plan - VSMP WPO VSMP 2016-09-14R
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-TWA "iPLIV,
COUNTY OF ALBEMARLE, VIRGINIA
SITE DATA:
TAX MAP PARCEL: TM 44-12W (DB 1937 PG 255) AND TM 44-12F (DB 1937 PG 255)
ZONING: RA
MAGISTERIAL DISTRICT: JACK JOUETT
PROJECT AREA: 23.011 ACRES
SOURCE OF BOUNDARY AND TOPOGRAPHY: TIMMONS GROUP.
2815 N AUGUSTA ST
SUITE C
STAUNTON, VA 24401
(540) 885-0920
COMPLETED ON NOVEMBER, 23 2015
DATUM: HORIZONTAL: BASED ON NAD83, VIRGINIA STATE GRID SOUTH ZONE.
VERTICAL: BASED ON NAVD 88, ESTABLISHED THROUGH LEICA SMARTNET.
BUILDING SETBACKS: FRONT: 75 FT FROM EXISTING PUBLIC ROAD
FRONT - LOTS 1, 3, 4, 7 & 8: 25 FT FROM INTERNAL ROADS
FRONT - LOTS 5 & 6: 65 FT FROM INTERNAL ROADS
SIDE: 25 FT
REAR: 35 FT
LOT FRONTAGE: EACH LOT MUST HAVE AT LEAST 150' OF FRONTAGE AILONG THE PROPOSED ROAD
AND/OR 250' OF FRONTAGE ALONG WOODLANDS ROAD.
ALLOWABLE DENSITY: TM 44-12W CONTAINS 3 DEVELOPMENT RIGHTS +
TM 44-12F CONTAINS 5 DEVELOPMENT RIGHTS
TOTAL LOTS ALLOWED: 8 LOTS
DEVELOPMENT RIGHTS REMAINING: LOTS 1, AND 3-8 ARE ASSIGNED 1 DEVELOPMENT RIGHT EACH AND MAY NOT BE
FURTHER DIVIDED. THE RESIDUE OF TAX MAP/PARCEL 44-12W (LOT 2) IS RETAINING 1 DEVELOPMENT RIGHT AND MAY
NOT BE FURTHER DIVIDED.
PROPOSED USES: 8 SINGLE FAMILY UNITS
MAXIMUM GROSS DENSITY ALLOWED: 0.5 D.U. / ACRE.
GROSS DENSITY PROVIDED: 8 LOTS / 23.011 ACRES = 0.348 D.U. / ACRE:.
LOT SIZE: 2.0 ACRE MINIMUM LOT SIZE (BY RIGHT DEVELOPMENT)
PARKING: ALL PARKING SHALL BE LOCATED OFF STREET IN DRIVEWAY'S AND GARAGES.
PHASING: PROJECT SHALL BE BUILT IN ONE PHASE.
BUILDING SITES: LOTS 1-8 MAY NOT BE FURTHER DIVIDED. ONLY 1 DWE=LLING UNIT PER LOT SHALL BE ALLOWED.
BURIAL SITES: NO CEMETERIES FOUND ON SITE.
WATER SUPPLY WATERSHED: THIS SITE LIES WITHIN THE ALBEMARLE: COUNTY SOUTH FORK RIVANNA
RESERVOIR WATER SUPPLY WATERSHED.
WETLAND IMPACTS: NONE
WATER SUPPLY AND UTILITIES: UNDERCURRENT COUNTY POLICY, PUBLIC WATER AND/OR SEWER WILL NOT BE
AVAILABLE TO THIS PROPERTY. ALL LOTS WILL BE SERVED BY INDIVIDUAL DRAIN FIELDS AND WELLS.
STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUA71ON WILL BE ACHIEVED THROUGH AN ONSITE
DETENTION SYSTEM.
AGRICULTURAL/FOREST DISTRICT: NONE
FLOOD PLAIN: BASED ON FEMA FLOOD INSURANCE RATE MAP (FIRM), MAP NUMBER 51003CO260D, EFFECTIVE 4, 2005, THE
PROPERTY SHOWN LIES IN UNSHADED ZONE'X', AREAS DETERMINED Tf0 BE OUTSIDE THE 0.2% ANNUAL CHANCE
FLOODPLAIN.
BUILDING SITE NOTE: EACH PROPOSED LOT CONTAIN A BUILDING SITE THAT COMPLIES WITH SECTION 4.2.1 OF THE
ALBEMARLE COUNTY ZONING ORDINANCE.
ALBEMARLE COUNTY EXCEPTION: ON MARCH 11, 2016 THE SUBDIVISION AGENT GRANTED LOT 2 AN EXCEPTION TO
SECTION 14-404(A) TO CONTINUE UTILIZING THE EXISTING DRIVEWAY ACCESSING WOODLANDS ROAD (SR 676) WITH A
CONDITION THAT ADEQUATE SIGHT DISTANCE FOR THE PRIVATE ENTRANCE SHALL BE DEPICTED ON THE ROAD PLAN.
PARCEL AREA SUMMARY:
PUBLIC R/W: 0.971 AC
PUBLIC R/W DEDICATION FOR WOODLANDS ROAD: 0.425 AC
PROPOSED LOTS: 21.615 AC
TOTAL SITE AREA: 23.011 ACRES
ALL PROPOSED STORMWATER MANAGEMENT FACILITIES ARE TO BE
OWNED AND MAINTAINED BY A HOME OWNERS ASSOCIATION.
TRAFFIC GENERATION
AVERAGE DAILY TRIPS FOR SINGLE FAMILY RESIDENTIAL (ITE 210) = 10 ADT
WOODLAWN ROAD: 80 ADT (8 SINGLE FAMILY RESIDENTIAL UNITS)
PROPO
E
w
03/25/"2016
VICINITY MAP
SCALE: 1" = 21000'
OWNER:
MARJORIE M.. PAUL
2163 BONAVENTUIRA DRIVE
VIENNA, VA 22181
DEVELOPER:
WOODLAWN DEVELOPMENT, LLC
2180 OWENSVI LLE RD.
CHARLOTTESVILLE, VA 22901
CONTACT: JUSTIN BEIGHTS
TELEPHONE: (434) 531-1899
EMAIL: JUSTINBEIGHT;S@C_u .COM
ENGINEER OF RECORD:
TIMMONS GROUP
919 2ND STREET, S.E.
CHARLOTTESVILLE, VA 22902
CONTACT: CRAIG KOTARSKI, PE
TELEPHONE: (434) 327-1688
EMAIL: CRAIG.KOTARSKII@T[MMONS.COM
Sheet Index
Sheet Number
Sheet Title
C0.0
COVER
C1.0
NOTES & DETAILS
C2.0
EXISTING CONDITIONS AND DEMOLITION PLAN
C3.0
OVERALL LAYOUT PLAN
C4.0
EROSION AND SEDIMENT CONTROL NOTES & DETAILS
C4.1
EROSION AND SEDIMENT CONTROL NOTES & DETAILS
C4.2
EROSION AND SEDIMENT CONTROL PLAN
C4.3
EROSION AND SEDIMENT CONTROL PLAN
C5.0
SITE LAYOUT
C5.1
SITE LAYOUT
C6.0
CULVERT PROFILES AND CALCULATIONS
C7.0
PRE -DEVELOPMENT DRAINAGE AREA MAP
C7.1
POST -DEVELOPMENT DRAINAGE AREA MAP
C7.2
STORMWATER MANAGEMENT PLAN DETAILS & CALCULATIONS
TOTAL: 14 SHEETS
APPROVED
by the Albemarle Country
Community Development Department
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14
GENERAL NOTES:
1. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF
TRANSPORTATION'S SPECIFICATIONS AND STANDARDS.
2. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL
OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES.
3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT" OF TRANSPORTATION PRIOR
TO BEGINNING ANY CONSTRUCTION( WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING
ACCESS).
4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION
ACTIVITIES.
5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO
EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION.
6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY
CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL
BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER, BACKFILLED WITH SUITABLE MATERIAL AND
COMPACTED IN ACCORDANCE WITH CURRENT,
7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT I AND I LD -94 (D) 121.13.
8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH
ASTM -C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH
CURRENT VDOT STANDARDS AND SPECIFICATIONS.
9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT
DRAWING DETAILS FOR REVIEW. CEIRTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
10. ALL CONCRETE SHALL BE A3 -AE (AIIR ENTRAINED 3,000 PSI), UNLESS
OTHERWISE NOTED.
11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS.
12. DESIGN CHANGES, SPECIFIED MATEIRIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED
TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION
SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED
AND APPROVED BY THE ENGINEER.
13. CONTRACTOR SHALL VERIFY LOCATI(ON AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN
AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR
ELEVATION IS DIFFERENT FROM THAN SHOWN ON PLAN, IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON
DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT
1-800-552-7001, THE OWNER SHALL. BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING
AND/OR PROPOSED RIGHT-OF-WAY )REQUIRED BY THE DEVELOPMENT.
14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV
SERVICE TRUNK LINES. (N/A)
15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL
BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE.
16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO
REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY .
17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE
REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE
OWNER FOR INSPECTION FOR THE AtGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE
SURFACE COURSE(S).
18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE
RATE OF 0.30 GALLONS PER SQUARE: YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS.
19. THE SCHEDULING OF AGGREGATE BLASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL
ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE
SPECIFICATIONS.
20. THE OWNERS REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH,
TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY
SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS
PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR
ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A)
22. ALL VEGETATION AND ORGANIC MATERIAL MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT
LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE.
23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER FOR ALL MATERIALS AND BE
IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS AND ROAD AND BRIDGE STANDARDS.
24. APPROVAL OF A DETAILED CONSTRUICTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK
ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION
WITHIN VDOT MAINTAINED RIGHT 0)F WAY. (N/A)
25. GRADE LINES ON PROFILES DENOTE (FINISHED GRADE OF CENTER LINE OF ROAD.
26. ALL APPROACH GUTTERS TO SAG INLIETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft.
27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR
CG -7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A)
28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN
ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA
WORK AREA PROTECTION MANUEL FOR REVIEW BY THE ENGINEER, SCHOOL OFFICIALS, AND VDOT PRIOR TO
STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON-SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY
WITH THE 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI
Al 17.1-03.
30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1
STONE WEDGE PLACED AT THE END OF THE DAY
33. SOME LOTS MAY EXPERIENCE WATER, PRESSURE GREATER THAN 80 PSI.
ALBEMARLE COUNTY ENGINEERING 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.
3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE
APPROVED EROSION CONTROL PLANT AND MUST 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, I'.T 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).
BLASTING NOTES:
1. BLASTING SHALL NOT BE PERMITTED 'ON THIS PROJECT.
ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES:
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.
MUTCD STOP SIGN DETAIL
No Scale
9
ROAD CROSS SECTION)
STARLIGHT VIEW LANE (25 MPH DESIGN SPEED)
40' R/W
N STREET PARKING IS NOT PERMITTED
C%L
10'
(TRAVEL LANE)
')
8%20Y
r
COMPACTED SUBGRADE - `�
4'M IN. GRASS 4" UNTREATED AGGREGATE
SHOULDER
NOTE: ROAD CROSS SECTION COMPLIES WITH
VDOT SSAR DESIGN STANDARDS.
ROAD CROSS SECTION
No Scale
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LEGEND
STORM PIPE
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200 PROPOSED CONTOUR
TC 240.5 PROPOSED SPOT ELEVATION
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DRAWN BY
C. SHIFFLETT
DESIGNED BY
C. SHIFFLETT
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EROSION AND SEDIMENT CONTROL NARRATIVE:
PROJECT DESCRIPTION
THIS PROJECT IS A RESIDENTIAL DEVELOPMENT THAT INCLUDES THE ADDITION OF 7 SINGLE FAMILY LOTS AS
WELL AS ONE EXISTING SINGLE FAMILY LOT, ALONG WITH ASSOCIATED ROAD, CULVERTS AND STORMWATER
MANAGEMENT FACILITIES. LIMITS OF CLEARING AND GRADING ARE 7.94 ACRES,
ADJACENT PROPERTY
THESE IMPROVEMENTS ARE BEING MADE WITHIN THE PROPERTY BOUNDARY. THE PROPERTY IS BOUNDED BY
WOODLANDS ROAD ON THE EAST, AND A RESIDENTIAL PROPERTIES TO THE NORTH, SOUTH, AND WEST,
EXISTING SITE CONDITIONS
THE SITE IS CURRENTLY A MOSTLY WOODED RESIDENTIAL PROPERTY WITH ONE HOUSE AND ASSOCUATED
SITE FEATURES.
OFF-SITE AREAS
A NEW ENTRANCE ROAD WILL BE CONNECTED TO WOODLANDS ROAD.
CRITICAL EROSION AREAS
PROPOSED SLOPES STEEPER THAN 3:1 WILL BE STABILIZED WITH BLANKET MATTING.
EROSION AND SEDIMENT CONTROL MEASURES
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE VNAIVED
OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION.
STORMWATER QUALITY CONSIDERATIONS
STORMWATER QUALITY REQUIREMENTS ARE BEING MET BY THE USE OF PROPOSED GRASS CHANNELS AND A
LEVEL 1 EXTENDED DETENTION FACILITY.
STORMWATER RUNOFF CONSIDERATIONS
ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND
THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS.
STRUCTURAL PRACTICES:
1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE
PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE
MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD
TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHALL BE INSTALLED DOWNSLOPE: OF
AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDIICATED.
ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREEVENT
SEDIMENT FROM LEAVING THE SITE.
3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL
DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROPM
ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION.
4, CULVERT INLET PROTECTION - 3.08 A SEDIMENT FILTER LOCATED AT THE INLET TO A CULVERT T(O
PREVENT SEDIMENT FROM ENTERING THE SYSTEM PRIOR TO PERMANENT STABILIZATION.
5, DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN
AREA.
6. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEAISE TO
DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG EINOUGH
FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT.
6.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS
STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES.
ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS
REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSEC) OF,
7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TOS
SURFACE AND AIR MOVEMENT.
VEGETATIVE PRACTICES:
8. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED
AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND
SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION.
9. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE TIHAN 30
DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLCDWING
GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT
IS APPLIED.
10. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE
COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL
BEAUTY.
11. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL
STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT
AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF.
MANAGEMENT STRATEGIES
1, PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH
IMMEDIATELY FOLLOWING INSTALLATION.
2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING.
3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDIER TO
MINIMIZE PERIMETER CONTROLS.
4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER
REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW.
PERMANENT STABILIZATION
ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEMING
IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SP?EC.
3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND
"GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1;, SEED
TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK,. FOR
MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS; SEED,
FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING.
SEQUENCE OF INSTALLATION
1, A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTfRACTOR,
OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COUNTY OFFICE BUILDING.
CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE.
2, INSTALL CONSTRUCTION ENTRANCE.
3. INSTALL PERIMETER SILT FENCE AND TREE PROTECTION FENCING.
4. CLEAR AND GRADE AREA FOR SEDIMENT BASIN 1 AND INSTALL.
5. INSTALL DIVERSION DIKE, AND REMAINING SILT FENCE,
6. ONCE SEDIMENT BASIN 1 AND THE PERIMETER CONTROL MEASURES ARE IN PLACE, CONSTRUCTION ON
WOODLAWN ROAD MAY BEGIN.
7, ROUGH GRADE PROJECT AREA.
8, INSTALL WOODLAWN ROAD, AND CULVERTS A AND B, INSTALL CULVERT INLET AND OUTLET
PROTECTION.
9. ONCE UPSLOPE AREAS ARE PERMANENTLY STABILIZED, AND WITH THE COUNTY INSPECTOR APPROVAL,
REMOVE CULVERT INLET PROTECTION, DEWATER SEDIMENT BASIN 1, REMOVE SATURATED SEDIMIIENT
BASIN MATERIAL, AND CONVERT TO SWM -1, LEVEL 1 EXTENDED DETENTION FACILITY, REMOVE
REMAINING EROSION AND SEDIMENT CONTROL MEASURES.
10. FINALIZE GRASS CHANNEL GRADING AND GROUNDCOVER ONLY AFTER CONTRIBUTING DRAINAGE- AREA
IS STABILIZED.
11. SEED ALL DENUDED AREAS PER VESCH STANDARDS.
MINIMUM STANDARDS:
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL:
AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE
1.
THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION
CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS:
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CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE
MS -1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIIN
SCALE
WEEK PRIOR TO THE FINAL INSPECTION.
SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL
2.
ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED
STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE
ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMEN-T
AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT
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CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL
STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN
REGULATIONS.
ONE YEAR.
3.
ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP
MS -2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE
IN CLEARING,
STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS
4.
A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITIE
RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL
AT ALL TIMES.
STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM
5.
PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE
THE PROJECT SITE.
PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR
MS -3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE
SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND
PERMANENTLY STABILIZED, PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED
APPROVAL BY THE PLAN APPROVING AUTHORITY.
UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND
6.
THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL
WILL INHIBIT EROSION.
MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN
MS -4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES
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APPROVING AUTHORITY.
INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY
7.
ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES
LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND
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DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION
DISTURBANCE TAKES PLACE.
IS ACHIEVED.
MS -5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES
8.
DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION.
9.
THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH
MS -6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON
RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS
THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN.
OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE
10.
ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE
11.
ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT
ACRES.
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MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE
12,
BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING
AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASRN.
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ORDINANCE SECTION 5.1.28.
THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE:
13.
ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF
OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL
ALBEMARLE.
INTEGRITY OF THE BASIN DURING A 25 -YEAR STORM OF 24-HOUR DURATION. RUNOFF
14.
BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE
COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH
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LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM.
CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS
15.
BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS
UTILIZED.
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LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO
MS -7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL
ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF
MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR
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SLIDES, SINKING, OR COLLAPSE,
OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING
16,
THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO
MEASURES UNTIL THE PROBLEM IS CORRECTED.
PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL
MS -8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED
MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER
WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN
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PORTION OF THE PROPERTY.
STRUCTURE.
17,
TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING, SEEDING IS TO BE AT 75
MS -9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION
LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL
SHALL BE PROVIDED.
RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY
MS -10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE
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THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF.
PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM
ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR,
WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
18.
PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH.
MS -11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE
AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP
OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENTF
4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10
CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING
NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95%
CHANNEL.
KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUE -GRASS. STRAW
MS -12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO
MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY
MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO
EROSION CONTROL INSPECTOR.
THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE
19,
MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY
USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED
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DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY, SILT TRAPS
FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS.
SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED
MS -13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE
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AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS, SILT FENCE AND
IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF
DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND
NONERODIBLE MATERIAL SHALL BE PROVIDED.
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REPAIRED IMMEDIATELY.
MS -14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR
20.
ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF
CROSSING LIVE WATERCOURSES SHALL BE MET,
FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE
MS -15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN
COUNTY EROSION CONTROL INSPECTOR.
THE WATERCOURSE IS COMPLETED.
21.
THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF
MS -16, UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING
APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.)
STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA:
22.
PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
SECTION 17-2078)
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED 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. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO
MINIMIZE EROSION AND PROMOTE STABILIZATION.
E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH,
MS -17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS,
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PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR
TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR
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PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF
EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING ANDS
TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWE'ED
ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER, THIS PROVISION SHALL APPLY TO
INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES.
MS -18. 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 AUTHORITY. TRAPPED
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SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARIY
MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND
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SEDIMENTATION.
MS -19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED
FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY
AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF
24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION
19 OF THE VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS.
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
ES -1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL
EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL
REGULATIONS,
ES -2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING
REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN,
ES -3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN
CLEARING, GRADING, OR LAND DISTURBANCE.
ES -4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITIE AT ALL
TIMES.
ES -5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON
THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A
SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING
EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE.
ES -6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE)
ES -7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES
DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT.
ES -8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE.
ES -9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL
EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE
EROSION CONTROL DEVICES IMMEDIATELY.
ww #.
L ic- No. 0-10,20118507
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DESIGNED BY
C. SHIFFLETT
CHECKED BY
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r- X u
c ice u
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vi
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U
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z
z
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w w
rn
rn
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V) DATE
03/25/16
0
D RAW N BY
C. SHIFFLETT
am
N
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JOB NO. o 0
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m U
37545 c2
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SHEET NO. Q o
C4.0
DESIGNED BY
C. SHIFFLETT
CHECKED BY
00
C. KOTARSKI
SCALE
1"=30`
am
N
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.............. .......... ..............
Table 15: Sediment Basin design (spec 3.14)
ti # 's s • � s
..... ........
.._... ..... .._.... ........ ....... ,.....
.....
MIN, I'M SP#LL'. - Y
2",MTHOU'T
CREST OF DAMANcf
SF'tCUS'.kY
drainage area (acres)
11.36
.....
DESIGN H10 WATER �
f
03/25/16
basin volumes (using 2' contour internals)
„ I..i,..,., ,:3" MIN.
(JL5 -YR, MRM FXV,)
(LOLIUM (MULTI-FLORUM)
TEMPORARY SEEDING PLANT MATERIALS
elevation (ft) ..c..._ontour area (s..f.).
.... volume c
--" - -
J. SHOWALTER
CEREAL (WINTER) RYE
2850 .........
530 8930
4363
s _u52.5
_.__
N$s R CREST
__.
......
X32 10660
.. _ ........
725.6
" DRY"' S71C3r2�.GE �-
-.: -.•--
Cit ti.YiEiYI Nt3
NICE
.....
534 12550
859.6
° WET ' STfO Aar
CARE LAWN
}
536 14230
....._ .............. ........ ....... .........
991.9 ..
.....,....
�x
175-200 LBS.
5.1 i 'ON SHALLOW SLOPES, STRIPS NETTING
........ ............... ............_.... ...........- ........ ..............
SE£rtMEtJLE Ck.£AICU?" P014T ✓"J
(" WON! $VAACc RE3UCEu
...
B-B
....... .. .........----.-. ........ ........._. ................. .................
...._......_._ .....
TV ,'-•44 C.Y,aACI{F,)
IMPROVED PERENNIAL RYEGRASS
0-5%
Wet storage
.. .....
.....
.
0-5%
.....
...
Wet storage required (cy) (67*DA) ......... ...._....
761.1
Ides€gn high water
535-0
dewatering orifice elevation (ft)
.........
531.0
Itop of darn (fit)
OVER THE BERM AND ANCHOR IT
BEHIND THE BERM.
536.0
Diet storage provided at this elevation (cy)
798.5"
.... ltop width of dam (ft)
RED TOP GRASS
8.0
available v`o ume before cleanout (cy)
399.3
lbottom of basin (ft)
20 LBS.
529.5
......... ._.....
cleanout elevation (ft)
...
5300
........
+approx. bottom dimensions
.....
140x80'
distance frc�rn cleanout to orifice (ft) (> 1')
1 0::
lupstream face slope'
k6
101
KENTUCKY 31 FESCUE
.............................. ...
.............................................
idgwnstream face slope-
3:1
RED TOP GRASS
*
.... ....
dry storage:
U
LEVEL AREA BEFORE
SEASONAL NURSE CROP
20 LBS.
dry storage required (cy) (67 BA)
761.1
lbaffles
no
........ __ ......... .........
`principle spillway crest (ft)......
......
5332
liength of flow, L (ft)
DITCH`
140.
`dry storage provided at this elevation (Cy)
._
951.0
.......
........ leffective Width, We (ft)
,FLOW
80
..... - .............
diameter of dewateringorifice (€n)
_......._..._..
3.0
.........
IL / We (baffles required if > 2)
STATED BELOW:
1-8:
........ ..............._ ......._..._ _... ..... ..---.... ,.............
diameter of flexible tubing (in) (orifice+2")
.........................
6.0'
.. _....._
ANNUALRYE
.._.......... ......
_ _ .......
_ ...................
+collars:
n€�
AS REQUIRED. AVOID JOINING MATERIAL IN
........
runoff
z
. ........ ....... .
idepth of Water at spillway crest (ft)
...
.............
4.7
C (use 0.45 for bare earth)
0.45
Slope of upstream face (Z 1 }
........................
'3
tc (min) ...
20
.
;slope of barrel (Sb)
2-78 ... .
12yi 2.8 0 2yr
...... . .........
14.3
liength of barrel in saturated zone (Ls)......
......... ...... ...
60
125yt 4 3 0 25yr .
22.0 ...
(number collars required
..... ..............
2
.........
sdirnension of collars
5x5
.
principle spillway
......... ...
......... .. ....... ....: ...... ...... ....... .......
.....
available head (ft)
.. .... ..... ......... ...............
1.8'
+emergency spillway.
......... ....... ....:....
yes
... ........ .......
__
diameter nser (in)
... ... ........
...... ....... 48
(required capacity (Q25-Qp) (cfs);;
N/A
.......................
spillway capacity, Qp (cfs)
75.0
(bottom width (ft)
16
diameter trash racy (in)
72
;slope of exist channel (ft/ft)
0.1
head on barrel through embankment (ft)
5.5
,crest of spillway (ft)
53�_?
diameter of barrel (in)
24';
........
.......
Riser crest elevation and dry storage determined by extended detnetion facility SWM -1 design
SB -1
SEDIMENT BASIN #1
No Scale
SPACING BETWEEN CHECK DAMS
AND B ARE OF EQUAL ELEVATION
0 91 11MR--kikkkil 10
• i' a
� ; ><:Z••ia•._. ...!i An. _.•i.•::� �._..J �L����i���r Vii.
3do
PIPE OUTLET CONDITIONS
A A
SECTION A -A
do
La
0%
FILTER
CLOTH
CREST ELEV. 533.20
DRY STORAGE
DEWATERING DEVICE
6" PERFORATED PVC
3" ORIFICE
WET STORAGEEW-1
PLUG 3" ORIFICE (FOR SWM -1)
SWM -1 BOTTOM 529.50 8' DIIA. X 1.5'
CONC. BASE
6'- 6" PVC, @ 1.7%
IPE OUTLET TO FLAT AREA
/ITH NO DEFINED CHANNEL
KEY IN 6"-9"; RECOMMENDED FOR
ENTIRE PERIMETER
La
0%
3do(MIN.)
IPE OUTLET TO WELL
EFINED CHANNEL
SECTION A -A
FILTER KEY IN 6"-9"; RECOMMENDED FOR
CLOTH ENTIRE PERIMETER
NOTES:
1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR
CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES
3.18-3 AND 3.18-4.
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6
INCHES.
NO SCALE
TREE PROTECTION
TOP OF DAM = 536.00
10'SAFETY 8'
BENCH
48" RCP RISER
W/ ANTI -VORTEX DEVICE
INV IN 529.40 (6" PVC)
INV OUT 529.30 (24" HDPE)
90.00'- 24" HDPE @ 2.78%
16'GRASS SPILLWAY
ELEV. 534.20
IMPERVIOUS CORE
AND CUTOFF TRENCH
NOTES:RIP-RAP OUTLET -
1. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR PROTECTION
INFORMATIONAL PURPOSES ONLY. FINAL DESIGN TO BE PROVIDED
BY GEOTECHNICAL ENGINEER.
2. REFER TO SHEET C7.2 FOR FINAL DESIGN OF SWM -1
2 X 4" WOOD SILT FENCE DROP INLET PROTECTION
FRAME
TABLE 3.31-BMAX.ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
"QUICK REFEREINCE FOR ALL REGIONS"
PLANTING DATES
SPECIES
RATE (LBS./ACRE
DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE
>
SEPT. 1 - FEB. 15
50/150 MIX OF
THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE
TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVINGCONCENTRATED
03/25/16
ANNUAL RYEGRASS
„ I..i,..,., ,:3" MIN.
FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS.
(LOLIUM (MULTI-FLORUM)
TEMPORARY SEEDING PLANT MATERIALS
FILTER CLOTHSECTION A -A
&
50-10
J. SHOWALTER
CEREAL (WINTER) RYE
DESIGNED BY
(SECALE CEREALE)
6'-7"
FEB. 16 - APR. 30
ANNUAL RYEGRASS
60-1
CHECKED BY
(LOLIUM MULTI-FLORUM)
Lu N
N :,_,
MAY 1 - AUG. 31
GERMAN MILLET
(SETARIA ITALICA)
70' MIN.
5:1 EXISTING
3 PAVEMENT
FILTER 6' M MOUNTABLE BERM
A
CLOTH (OPTIONAL)
EXISTING GROUND SIDE ELEVATION I
70' MIN. [
WASHRACK0' MIN. EI(
(OPTIONAL)JIN
B I
EXISTING
12' MIN. i;€II;
" PAVEMENT
E
....._ .,I .
VDOT #1 COARSE AGGREGATE B POSITIVE'MIN.DRAINAGE TFic
€
MUST EXTEND FULL WIDTH OF SEDIMENT I
INGRESS AND EGRESS OPERATION TRAPPING DEVICE
DROP INLET WITH
GRATE
FRAME
STONE CONSTRUCTION ENTRANCE
No Scale
�nanonn-rcn call
0 r�r�Jr«. t s v� vILYYJ I No Scale
STAKM )IN
FABRIC -y li 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE
ALONG THE LINE OF STAKES.7.7
JMIN. 6'
50 ; ;`DETAIL AFLOW '' / r' ELEVATION OF STAKE AND FABRIC ORIENTATION �4SPECIFIC APPLICATION 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET EXTEND IT INTO THE TRENCH. EXCAVATED SOIL.
U0
-._3"
DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE
>
MIN.
THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE
TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVINGCONCENTRATED
03/25/16
„ I..i,..,., ,:3" MIN.
FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS.
ES -1
TEMPORARY SEEDING PLANT MATERIALS
FILTER CLOTHSECTION A -A
INIV 526.80
J. SHOWALTER
No Scale
DESIGNED BY
No Scle
6'-7"
C. KOTARSKI
TYPICAL ORIENTATION OF TREATMENT - 1 SOIL (STABILIZATION BLANKET)
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREASHALLOWTOTAL
CHECKED BY
Lu N
N :,_,
C. KOTARSKI
LBS. PER ACRESLOPEMINIMUM
CARE LAWN
}
-
' (`F,COMMERCIAL
OR RESIDENTIAL
175-200 LBS.
5.1 i 'ON SHALLOW SLOPES, STRIPS NETTING
REINFORCED CONCRETE DRAIN SPACESECTION
''PROTECTIVE COVERINGS MAY BE
B-B
90-100%
DROP INLET WITH
GRATE
FRAME
STONE CONSTRUCTION ENTRANCE
No Scale
�nanonn-rcn call
0 r�r�Jr«. t s v� vILYYJ I No Scale
STAKM )IN
FABRIC -y li 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE
ALONG THE LINE OF STAKES.7.7
JMIN. 6'
50 ; ;`DETAIL AFLOW '' / r' ELEVATION OF STAKE AND FABRIC ORIENTATION �4SPECIFIC APPLICATION 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET EXTEND IT INTO THE TRENCH. EXCAVATED SOIL.
SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF
FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL
OTHER PERIODS, USE UNHULLED SERICEA), IF FLATPEA IS USED IN LIEU
OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE
ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER
SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES.
PERMANENT SEEDING MIX FOR PIEDMONT AREA
OUTLET PROTECTION
No Scale
No Scale
1l � !� 1 I-�STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
GREATER THAN 6'ON CENTER. EVERY NINTH POST SHALL
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
FENCE AS A TREE PROTECTION FENCE.
SOIL STABILIZATION BLANKET (EC - 2)
No Scale
SILT FENCE CULVERT INLET PROTECTIION
LFLOW
DISTANCE IS 6'MINIMUM IF
FLOW IS
TOWARD
EMBANKMENT
"OPTIONAL STONE COMIBINATION
1.0' 1.5'
ni
FEew
_ 2.5'
**VDOT #3, #357, #5, #56 OR #57 CLASS I
COARSE AGGREGATE TO REPLACE SILT RIPRAP
FENCE IN " HORSESHOE " WHEN HIGH
3.38 CSP VELOCITY OF FLOW IS EXPECTEDC3,08-1
CULVERT INLET PROTECTION
No Scale
FLC
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
POINTS A SHOULD BE HIGHER THAN POINT B.
SF DRAINAGEWAY INSTALLATION 3.05-2
(FRONT ELEVATION)
SILT FENCE (W/O WIRE SUPPORT)
No Scale
C
7 /
I I
i
PROFILE
�101N;TPI
i
MSF+, ,
2% 2%
x
IVU {1I I' , P-,
.L= ddI ti I
F lit Irk i, €:+- 21 SS k
PLAN
i
I %' MIN,
i
I
I- II rr iRf Iti .tF
Iii :: II s_•.ir
WYIk IF+IIC",
F Ii_Tr� ca_c-rl l
SECTION A A
A minim m tit atet tai) of 1 ilial iuu'4 be iTi; tr111ed With a TuhliT>ium 1 ilich b0cocic
slrtTtTiiT <at. e ugptyiTa a' inti hose with a diameter oft, ~ inches tiler acteeluate
Constant pre."Ilre. 'txv ilsl, wa(er anus>t be c:aniechTti m! flow the eutx uw.e to an
at�pro�°etl ;~ettliTT�,� at e� to Tema;ie ;�eduueitt. _�E1 secliTuent i,lrall be pret�eriteci ii ck�tl
e>rteiinw' Manu draim, ciitk,iie€; or ��'tlterc+nTTr;eS.
�4 y fi k II� ��� I1 ♦ �
��� iMr ani I` iVf iI�I pNtl i
E
U0
DATE
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 RECEIVINGCONCENTRATED
03/25/16
FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS.
TEMPORARY SEEDING PLANT MATERIALS
N �
STORM DRAIN INLET PROTECTION
J. SHOWALTER
No Scale
DESIGNED BY
No Scle
TABLE 3.32-D
C. KOTARSKI
TYPICAL ORIENTATION OF TREATMENT - 1 SOIL (STABILIZATION BLANKET)
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREASHALLOWTOTAL
CHECKED BY
Lu N
N :,_,
C. KOTARSKI
LBS. PER ACRESLOPEMINIMUM
CARE LAWN
}
-
' (`F,COMMERCIAL
OR RESIDENTIAL
175-200 LBS.
5.1 i 'ON SHALLOW SLOPES, STRIPS NETTING
N
''PROTECTIVE COVERINGS MAY BE
KENTUCKY 31 OR TURF -TYPE TALL FESCUE
90-100%
"""` APPLIED ACROSS THE SLOPE.
IMPROVED PERENNIAL RYEGRASS
0-5%
KENTUCKY BLUEGRASS
0-5%
,L -
WHERE THERE IS A BERM AT THE TPBERM
OF THE SLOPE, BRING THE MATERIALGENERAL
SLOPE (3:1 OR LESSi)
LU 0
STEEP
OVER THE BERM AND ANCHOR IT
BEHIND THE BERM.
KENTUCKY 31 FESCUE
128 LBS.
SLOPE
RED TOP GRASS
2 LBS.
SEASONAL NURSE CROP *
20 LBS.
ON STEEP SLOPES, APPLY PROTECTIVE
O
150 LBS.,`
Y COVERING PARALLEL TO THE DIRECTION
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1)
k6
r :rOF FLOW AND ANCHOR SECURELY.
KENTUCKY 31 FESCUE
108 LBS.
BRING MATERIAL DOWN TO A
RED TOP GRASS
*
2 LBS.
U
LEVEL AREA BEFORE
SEASONAL NURSE CROP
20 LBS.
TERMINATING THE4INSTALLATION.
CROWNVETCH *'`
20 LBS.
TURN THE END 2„
150 LBS.
DITCH`
UNDER 4" AND STAPLE AT 12"
W
,FLOW
USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING
DATESfAS
0
STATED BELOW:
r•' : �;.. IN DITCHES, APPLY PROTECTIVE COVERING
FEBRUARY 16TH THROUGH APRIL ................ ...
...............IFMAY
ANNUALRYE
- ` °t PARALLEL TO THE DIRECTiION OF FLOW. USE CHECK
1ST THROUGH AUGUST 15TH ............................ FOXTAIL
MILLETSLOTS
AS REQUIRED. AVOID JOINING MATERIAL IN
cnxv""
z
THE CENTER OF THE DITCH IF AT ALL POSSIBLE.
AUGUST 16TH THROUGH OCTOBER ...............................
NOVEMBER THROUGH FEBRUARY 15TH
ANNUAL RYE
WINTER RYE
U�
I- N Ln
........................
SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF
FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL
OTHER PERIODS, USE UNHULLED SERICEA), IF FLATPEA IS USED IN LIEU
OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE
ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER
SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES.
PERMANENT SEEDING MIX FOR PIEDMONT AREA
OUTLET PROTECTION
No Scale
No Scale
1l � !� 1 I-�STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
GREATER THAN 6'ON CENTER. EVERY NINTH POST SHALL
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
FENCE AS A TREE PROTECTION FENCE.
SOIL STABILIZATION BLANKET (EC - 2)
No Scale
SILT FENCE CULVERT INLET PROTECTIION
LFLOW
DISTANCE IS 6'MINIMUM IF
FLOW IS
TOWARD
EMBANKMENT
"OPTIONAL STONE COMIBINATION
1.0' 1.5'
ni
FEew
_ 2.5'
**VDOT #3, #357, #5, #56 OR #57 CLASS I
COARSE AGGREGATE TO REPLACE SILT RIPRAP
FENCE IN " HORSESHOE " WHEN HIGH
3.38 CSP VELOCITY OF FLOW IS EXPECTEDC3,08-1
CULVERT INLET PROTECTION
No Scale
FLC
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
POINTS A SHOULD BE HIGHER THAN POINT B.
SF DRAINAGEWAY INSTALLATION 3.05-2
(FRONT ELEVATION)
SILT FENCE (W/O WIRE SUPPORT)
No Scale
C
7 /
I I
i
PROFILE
�101N;TPI
i
MSF+, ,
2% 2%
x
IVU {1I I' , P-,
.L= ddI ti I
F lit Irk i, €:+- 21 SS k
PLAN
i
I %' MIN,
i
I
I- II rr iRf Iti .tF
Iii :: II s_•.ir
WYIk IF+IIC",
F Ii_Tr� ca_c-rl l
SECTION A A
A minim m tit atet tai) of 1 ilial iuu'4 be iTi; tr111ed With a TuhliT>ium 1 ilich b0cocic
slrtTtTiiT <at. e ugptyiTa a' inti hose with a diameter oft, ~ inches tiler acteeluate
Constant pre."Ilre. 'txv ilsl, wa(er anus>t be c:aniechTti m! flow the eutx uw.e to an
at�pro�°etl ;~ettliTT�,� at e� to Tema;ie ;�eduueitt. _�E1 secliTuent i,lrall be pret�eriteci ii ck�tl
e>rteiinw' Manu draim, ciitk,iie€; or ��'tlterc+nTTr;eS.
�4 y fi k II� ��� I1 ♦ �
��� iMr ani I` iVf iI�I pNtl i
E
U0
DATE
>
0
v
03/25/16
N �
J. SHOWALTER
DESIGNED BY
O E
C. KOTARSKI
CHECKED BY
Lu N
N :,_,
C. KOTARSKI
SCALE
}
N
¢ �. v
,L -
LU 0
Q w "
Cc
z
Q >
O
k6
(D LU Ut
U
Lj X
<IY �
W
0
oa r
cnxv""
z
U�
I- N Ln
rn �'
>
w
m
tY
�i-
LU
ww
O
O
Ui
vv
�
O
�
z
z
O
Q)
h -
LU
LU
LU
LLJ
=
Q
o
am
2
_
P q N
3
U
I-
O o
Ca
r),.
06
0
Q
LU �
o
ON
N
Om
Q
Q
0
Uj
N
(Y
LU Q
m
o
IC
LjILL
0o
s
W
�o
z -0[)�
LU E0
U so
» o�
Q
E_
�o
�v
-0
660
z N
O
Q
5�x
o
Q)0 0
o
Q�
Oo�
Q
LU ��
�N
U �
�o
U U
E
EN
o
U
� o
E
o
-a c
JOB NO. 0 o
37545 c N
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SHOULDER ELEVATION = 570.50-----_______U Q
SHOULDER ELEVATION = 548.38 0
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PROPOSED GRADE EX
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___- d-- -:.-_-_-----------------___..._._.____...
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EXISTI jG GRADE
1
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550 550 530 530
9+50 10+00 11+00
CULVERT A
HORIZ SCALE: 1 "=40'
VERT SCALE: 1 "=4
HY-8 Analysis Results
Culvert Summary Table - 18" HDPE
Culvert Crossing: Culvert A
Discha Tota! Culvert Headw Inlet Out{ett Flow
25 -YR FREEBOARD: SHOULDER ELEV. - Hvv -> 570.50 - 566.13 = 4.37'
Grassing - CulvertA, Design Discharge - 4.2 cfs
Calvert - 18" HDPE, Calvert Discharge - 4.2 cfs
Critical ......:........................._ Normal Pr0fi1 Tailwater Headwater Strearnbed
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-20 -10 0 10 20 30 40 0 60 70 o 90
Station (ft)
HY-8 Analysis Results
Normal
Critical
Outlet
Tailwat
Outlet
Tailwat
rge
Discha
Discha
after
Control Control Type
Depth
Depth
Depth
er
Velocity
er
Names
rge
rge
Elevati
(ft)
(ft)
(fit)
Depth
(ftfs)
Velocity
(cfs}
(cfs}
on (ft)
Depth(f Depth(f
f)
{ft)
(ft/s)
10 year
3.53
3.53
566.01
1.01 O.d* 1-S2n
0.36
0.72
0.44
0.34
8.13
3.37
25 year
.23
4.23
566.13
1.13 0.0* 1-S2n
0.39
0.79
0.50
0.38
8.28
3.55
DRAINAGE AREA TO CULVERT A = 2.26 AC
C= 0.39
TC= 20 MIN
I(10) = 4.0 IN/HR Q(10) = 0.39(2.26)(4.0) = 3.53 CFS
1(25) = 4.8 IN/HR Q(25) = 0.39(2.26)(4.8) = 4.23 CFS
CULVERT A CALCULATION
No Scale
9+50 10+00 11+00
CULVERT B
HORIZ SCALE: 1"=40'
VERT SCALE: 1"=4
B
Discha Total Culverrt Headw Inlet outlet Flow Normal Critical Outlet Tailwat Outlet Tailwat
rge Discha Discha ater Control Control Type Depth Depth Depth er Velocity er
Names rge rge Elevati (ft) (ft) (ft) Depth {ft/s} Velocity
(cfs) (cfs) on (ft) Depth(f Depth(f (ft) (ft/s)
t) Ebl5tll
10 year 8.40 8.40 546.47 1.87 n 0.58 1.12 0.74 0.54 9.64 4.30
25 year 10.07 10.07 J546,8512.25 n 0.64 1.22 d.83 10-59
ISTING GRADE
ROPOSED GRADE
Culvert Summary Tante - 18" HDPE
Culvert Crossing: Culvert
25 -YR FREEBOARD: SHOULDER ELEV. - Hw -> 548.38 - 546.85 = 1.53'
_._.
Culvert - 18" BDPa, Calvert Discharge - 10, l e£s
y -
Cdtical Normal Profile T"aiYrater Headwater Stream
548
547
5
0 50
PROFILE SCALE
5ed
543
MR
(ft)
DRAINAGE AREA TO GULVER;T B = 4.770 AC
C= 0.44
TC= 20 MIN
I(10 = 4.0 IN/HR Q(10) = 0.44(4.77)(4.0) = 8.40 CFS
I(25) = 4.8 IN/HR Q(25) = 0.44(4.77)(4.8) = 10.07 CFS
CULVERT !B CALCULATION
_ c,
..Y . 2°.,f
10.49
.52
25 -YR FREEBOARD: SHOULDER ELEV. - Hw -> 548.38 - 546.85 = 1.53'
_._.
Culvert - 18" BDPa, Calvert Discharge - 10, l e£s
y -
Cdtical Normal Profile T"aiYrater Headwater Stream
548
547
5
0 50
PROFILE SCALE
5ed
543
MR
(ft)
DRAINAGE AREA TO GULVER;T B = 4.770 AC
C= 0.44
TC= 20 MIN
I(10 = 4.0 IN/HR Q(10) = 0.44(4.77)(4.0) = 8.40 CFS
I(25) = 4.8 IN/HR Q(25) = 0.44(4.77)(4.8) = 10.07 CFS
CULVERT !B CALCULATION
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24" LONG EPDXY C
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No Scale
WATER QUANTITY ANALYSIS
GENERAL NOTES FOR TRASH RACK
(TYP.)
X 1 1/2" X
TEEL ANGLE
LB PER FT2
NDED STEEL
E BASED ON
FLOW OPENING
HOLES
HOWN
(TYP.)
1/2" X 1/4"
LE (TYP.)
/4" STEEL
_DED TO
OAJL AJ JHOWN
1, STEEL TO CONFORM TO ASTM A-36.
2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION.
3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH
RACK(S) TO BE REMOVABLE.
4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING.
5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE
CONSTRUCTABILITY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY
MCDPS PRIOR TO FABRICATION.
ORIFICE TRASH RACK DETAIL
DETAIL TAKEN FROM MONTGOMERY COIUNTY, MD
WATER RESOURCES SPECIFICATIONS
1.12' FREEBOARD
100 -YR ELEV. 534.88
CREST ELEV. 533.20
TOP OF DAM = 536.00
10' SAFETY 8'
BENCH
16' GRASS SPILLWAY
ELEV. 534.20
IMPERVIOUS CORE
AND CUTOFF TRENCH
1 -YR ELEV =
532.31
2 -YR ELEV =
533.30
10 -YR ELEV
= 533.89
100 -YR ELEV
= 534.88
PLUG 3" ORIFICE N
FROM SB -1
48" RCP RISER
W/ ANTI -VORTEX DEVICE
INV IN 529.40 (6" PVC)
INV OUT 529.30 (24" HDPE) EW -1
f'
3" ORIFICE W/ TRASHRACK 529.50 fir` 90.00'- 24" HDPE @ Z78%
POND BOTTOM 529.50 ,f ;
6'-6"PVC@1.7% 8'DIA.X1.5'
CONC.BASE s
..............
:..........................,.,...............---.._......................�......��.....-7-........................... m.._m.__.�..�...
,
EMBED 6" IN CONCRETE
NOTES:
1. TRASH RACK TO BE INSTALLED ON 3" ORIFICE AS SHOWN ON RIP -RAP OUTLET
DETAIL ON THIS SHEET OR APPROVED EQUAL. PROTECTION
2. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR
INFORMATIONAL PURPOSES ONLY. FINAL DESIGN TO BE PROVIDED
BY GEOTECHNICAL ENGINEER.
QUALITY CALCULATIONS:
Tv = 13,147 CU. FT.
VOLUME PROVIDED AT RISER CREST (533.20) = 17,395 CU. FT.
24 -HR DRAW DOWN ORIFICE SIZING CALCULATION:
SWM -1 - EXTENDED DETENTION FACILITY DETAIL (LEVEL ONE
No Scale
n = 0.20 2'1 7'
Slope = 1.5%
1.33' l•T
f
\"-GRASS CHANNEL
QUALITY CALCULATIONS:
(PER SPECIFICATION NO. 3, VERSION 1.9.)
DRAINAGE AREA TO GRASS CHANNEL A = 2.750 AC
1" RUNOFF CALCULATION PER VSMH 11.5.3 AS REFERENCED
IN SPECIFICATION 3, VERSION 2.0, PAGE 12.:
1. CN CALCULATION: CN = 1000
[10+ 5(1 In) + 10Qa - 10(Qa2+ 1.250a )1.5 ]
Qa = Tv / Drainage Area -> [2582 Cf / (2.75 Ac X 43,560 Sq Ft)] X 12 In. = 0.259 In
CN = 1000
[10+ 5(1 In) + 10(0.259) - 10((0.259) + 1.25(0.259))0.5 ]
CN=88
2. Tc: 24.2 MINUTES (REFER TO CALC BOOK)
3. 1" RAINFALL WATER QUALITY FLOW RATE, gpTv
la= 0.273 (FROM TR -55 TABLE, BASED ON CN = 88)
gpTv = q,, X A X Qa (q,, from Exhibt 4 -IA in TR -55; A in Square Miles)
gpTv = 72 X 0.0043 Mi X 0.259 = 0.08 CFS
CHANNEL DESIGN:
MAXIMUM DEPTH FOR THE Tv PEAK FLOW (1" RAINFALL) = 3"
DEPTH PROVIDED = 0.84"
MINIMUM HYDRAULIC RESIDENCY TIME = 9 MINUTES
HYDRAULIC RESIDENCY TIME PROVIDED = L / V(1") / (60 S/MIN)
125'1 (0.15 FT/S) / 60 = 13.89 MINUTES
GRASS CHANNEL A CALCULATIONS
No Scale
WATER QUANTITY IS ADDRESSED BY THE USE OF A PROPOSED EXTENDED DETENTION SWM
FACILITY. THE FACILITY IS DESIGNED TO DETAIN AND RELEASE STORMWATER AT AN
APPROPRIATE RATE FOR THE 1, 2, AND 10 YEAR DESIGN STORM EVENTS. THE EMERGENCY
SPILLWAY IS DESIGNED SUCH THAT A MINIMUM OF V FREEBOARD IS MAINTAINED.
1 -YEAR STORM EVENT CALCULATIONS:
ENERGY BALANCE EQUATION:
MAX. 01(1YR POST -DEV) = 0.8[Q(1YR PRE
-DEV)X(Rv(lYR PRE -DEV] 1 Rv(1YR POST -DEV)
FROM HYDROGRAPHS WITHIN CALCULATIONS BOOK:
Q(1YRfPRE) = 6.23 CFS; RUNOFF VOLUME (Rv) = 0.974 AC -FTX 43,560 = 42,427 CF
Rv(1YR POST) = POST DEV. #1A + POST DEV. #1 B + POST DEV. #1 + POST DEV. #1 U
= 4,274 CF + 9,428 CF + 11,491 CF + 19,639 CF = 44,832 CF
= 0.8(6.23 CFS X 42,427 CU.FT.) / 44,832 CU.FT
= 4.72 CFS
POST D)EVELOPED Q(1) = 2.80 CFS
2 AND 10 -YEAR STORM EVENT SUMMARY:
Q(2) PR;E-DEV = 14.65 CFS Q(2) POST -DEV = 7.18 CFS
Q(10) PIRE-DEV = 47.46 CFS Q(10) POST -DEV = 46.24 CFS
Qavg = 13,147 CU.FT. / (24hr)(3,600 s/hr) = 0.152 CFS
Qmax = 2(Qavg) = 0.304 CFS
REQUIRED ORIFICE AREA = 0.304 CFS / 0.6 (64.4)(h) = 0.033 SQ.FT. -> DIAMETER = 2.46"
ORIFICE DIAMETER PROVIDED: 3" (MINIMUM RECOMMENDED)
EROSION/ CAPACITY CALCULATIONS:
DRAINAGE AREA TO GRASS CHANNEL A = 2.75 AC
Q(2 -YR) = 1.64 CFS
Q(10 -YR) = 4.83 CFS
MAXIMUM Q(2 -YR) VELOCITY = 5 FT/S
Q(2 -YR) VELOCITY PROVIDED = 0.45 FT/S
Q(10 -YR) CAPACITY:
MINIMUM FREEBOARD = 0.5'
D(10 -YR): 0.76'
CHANNEL DEPTH: 1.33'
FREEBOARD PROVIDED = 0.57'
WATER OUALITY ANALYSIS
SITE DATA
POST DEVELOPED SITE AREA: 23.01 ACRES
IMPERVIOUS = 1.77 ACRES
MANAGED TURF = 18.04 ACRE
WOODS = 3.20 ACRE
TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 2.86 LB/YR
ON SITE TREATMENT PROPOSED
GRASS CHANNELS A 8, B AND EXTENDED DETENTION LEVEL ONE:
TOTAL PHOSPHOROUS LOAD REDUCTION ACHIEVED (LB/YR) = 2.86 LB/YR
n = 0.035 (-2'1
Slope = 1.5%
24' -j
GRASS CHANNEL
QUALITY CALCULATIONS:
(PER SPECIFICATION NO. 3, VERSION 1.9.)
DRAINAGE AREA TO GRASS CHANNEL A = 5.179 AC
1" RUNOFF CALCULATION PER VSMH 11.5.3 AS REFERENCED
IN SPECIFICATION 3, VERSION 2.0, PAGE 12.:
1. CN CALCULATION: CN = 1000
[10+ 5(1 In) + 10Qa - 10(Qa2-+ 1.25Qa)0.5 ]
- Qa = Tv / Drainage Area -> [5984 Cf / (5.1£8 Ac X 43,560 Sq Ft)] X 12 In. = 0.318 In
CN = 1000
[10+ 5(1 In) + 10(0.318) - 10(;(0.318) '+1.25(0.318)) 0.
1.25(0.318))0.5 ]
CN = 90
2. TO: 26.1 MINUTES (REFER TO CALC BOOK)
3. 1" RAINFALL WATER QUALITY FLOW RATE, gpTv
la= 0.222 (FROM TR -55 TABLE, BASED ON CN = 88)
gpTv = qU X A X Qa (qu from Exhibt 4 -IA in TR -55; PN in Square Miles)
gpTv = 95 X 0.008 Mi X 0.318 = 0.242 CFS
CHANNEL DESIGN:
MAXIMUM DEPTH FOR THE Tv PEAK FLOW (1" RAINFAILL) = 3"
DEPTH PROVIDIED = 1.08"
MINIMUM HYDRAULIC RESIDENCY TIME = 9 MINUTES
HYDRAULIC RESIDENCY TIME PROVIDED = L / V(1") / ((60 S/MIN)
115'/ (0.11 FT/S) / 60 = 17.42 MINUTES
GRASS CHANNEL B CALCULATIONS
No Scale
Cel:
EROSION / CAPACITY CALCULATIONS:
ES -1
INV 526.80
DRAINAGE AREA TO GRASS CHANNEL A = 5.179 AC
Q(2 -YR) = 3.50 CFS
Q(1 0 -YR) = 9.57 CFS
MAXIMUM Q(2 -YR) VELOCITY =
5 FT/S
Q(2 -YR) VELOCITY PROVIDED
= 0.29 FT/S
Q(10 -YR) CAPACITY:
MINIMUM FREEBOARD =
0.5'
D(10 -YR): 0.83'
CHANNEL DEPTH: 1.33'
FREEBOARD PROVIDED
= 0.5'
LEVEL SPREADER DETAIL
No Scale
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DATE
03/25/16
DRAWN BY
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DESIGNED BY
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CHECKED BY
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