HomeMy WebLinkAboutWPO201600021 Plan - VSMP WPO VSMP 2016-03-25COUNTY OF ALBEMARLE, VIRGINIA
SITE DATA:
TAX MAP PARCEL: TM 44-12W (D13 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 ALONG 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 DRIVEWAYS AND GARAGES.
PHASING: PROJECT SHALL BE BUILT IN ONE PHASE.
BUILDING SITES: LOTS 1-8 MAY NOT BE FURTHER DIVIDED. ONLY 1 DWELLING 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: UNDER CURRENT 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 ATTENUATION 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 TO 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)
03/25/2016
VICINITY MAP
SCALE: 1" = 21000'
OWNER:
MARJORIE M. PAUL
2163 BONAVENTUIRA DRIVE
VIENNA, VA 22181
DEVELOPER:
WOODLAWN DEVELOPMENT, LLC
2180 OWENSVIILLE RD.
CHARLOTTESVILLE„ VA 22901
CONTACT: JUSTIN BEIGHTS
TELEPHONE: (434) 531-1899
EMAIL: JUSTINBEIGHTS@GMAIL.COM
ENGINEER OF RECORD:
TIMMONS GROUP
919 2ND STREET, S.E.
CHARLOTTESVILLE, VA 22902
CONTACT: CRAIG KOTARSKI, PE
TELEPHONE: (434) 327-1688
EMAIL: CRAIG.KOTARSKI@TIMMONS.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 County
Community Development Department
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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. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
10. ALL CONCRETE SHALL BE A3-AE (AIR 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 MATERIALS 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 LOCATION 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 THAT 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 AGGREGATE 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 BASE 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 OEr 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 CONSTRUCTION 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 RIGIHT OF WAY. (N/A)
25. GRADE LINES ON PROFILES DEMOTE FINISHED GRADE OF CENTER LINE OF ROAD.
26. ALL APPROACH GUTTERS TO SAG INLETS 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 ACCESSIBLIE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY
WITH THE 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI
A117,1-03.
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 PERIMIT 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 (PLAN 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 0 THE
COUNTY ENGINEER, OR DESIGNIEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE
CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC
CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED ALL- CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR
THE CONSTRUCTION INDUSTRY (29 CFR PART 1926).
BLASTING NOTES:
1. BLASTING SHALL NOT BE PERMITTfED 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 FAICILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS
STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR.
i
MUTCD STOP SIGN DETAIL
No Scale
2'
ROAD CROSS SECTION
STARLIGHT VIEW LANE (25 MPH DESIGN SPEED)
40' R/W
STREET PARKING IS NOT PERMITTED
C%L
10'
(TRAVEL LANE)
2$
COMPACTED SUBGRADE
4' MIN. GRASS 4" UNTREATED AGGREGATE
SHOULDER
NOTE: ROAD CROSS SECTION COMPLIES WITH
VDOT SSAR DESIGN STANDARDS.
ROAD CROSS SECTION
No Scale
alt
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1" SM-9.OA
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SHOULDER
4'FORESLOPE
STORM PIPE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED SPOT ELEVATION
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CHECKED BY
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JOB NO.
37545
SHEET NO.
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EROSION AND SEDIMENT CONTROL NARRATIVE:
MINIMUM STANDARDS:
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL:
PROJECT DESCRIPTION
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
THIS PROJECT IS A RESIDENTIAL DEVELOPMENT THAT INCLUDES THE ADDITION OF 7 SINGLE FAIMILY LOTS AS
CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS:
CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE
WELL AS ONE EXISTING SINGLE FAMILY LOT, ALONG WITH ASSOCIATED ROAD, CULVERTS AND STORMWATER
MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN
WEEK PRIOR TO THE FINAL INSPECTION.
MANAGEMENT FACILITIES. LIMITS OF CLEARING AND GRADING ARE 7.94 ACRES.
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 SEDIMENT
ADJACENT PROPERTY
AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT
CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL
THESE IMPROVEMENTS ARE BEING MADE WITHIN THE PROPERTY BOUNDARY. THE PROPERTY IS (BOUNDED BY
STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN
REGULATIONS.
WOODLANDS ROAD ON THE EAST, AND A RESIDENTIAL PROPERTIES TO THE NORTH, SOUTH, AND WEST.
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.
EXISTING SITE CONDITIONS
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 SITE
THE SITE IS CURRENTLY A MOSTLY WOODED RESIDENTIAL PROPERTY WITH ONE HOUSE AND ASSOCIATED
RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL
AT ALL TIMES.
SITE FEATURES.
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
OFF -SITE AREAS
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
A NEW ENTRANCE ROAD WILL BE CONNECTED TO WOODLANDS ROAD.
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
CRITICAL EROSION AREAS
WILL INHIBIT EROSION.
MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN
PROPOSED SLOPES STEEPER THAN 3:1 WILL BE STABILIZED WITH BLANKET MATTING.
MS-4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES
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
EROSION AND SEDIMENT CONTROL MEASURES
LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND
DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
DISTURBANCE TAKES PLACE.
IS ACHIEVED.
PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
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.
SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION.
9.
THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH
HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED
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
OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION.
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.
STORMWATER QUALITY CONSIDERATIONS
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
STORMWATER QUALITY REQUIREMENTS ARE BEING MET BY THE USE OF PROPOSED GRASS CHANNELS AND A
ACRES.
MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
LEVEL 1 EXTENDED DETENTION FACILITY.
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 BASIN.
ORDINANCE SECTION 5.1.28.
STORMWATER RUNOFF CONSIDERATIONS
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
ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND
OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL
ALBEMARLE.
THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS,
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
LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM.
STRUCTURAL PRACTICES:
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
1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE
UTILIZED.
LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO
PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE
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
MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD
MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR
SLIDES, SINKING, OR COLLAPSE.
TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING
16.
THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO
2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHALL BE INSTALLED DOWNSILOPE OF
MEASURES UNTIL THE PROBLEM IS CORRECTED.
PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL
AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED.
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
ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT
WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN
PORTION OF THE PROPERTY.
SEDIMENT FROM LEAVING THE SITE.
STRUCTURE.
17.
TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75
3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL
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
DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM
SHALL BE PROVIDED.
RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY
ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION.
MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE
THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/1100SF.
4. CULVERT INLET PROTECTION - 3.08 A SEDIMENT FILTER LOCATED AT THE INLET TO A CULVEIRT TO
PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM
ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
PREVENT SEDIMENT FROM ENTERING THE SYSTEM PRIOR TO PERMANENT STABILIZATION.
WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
18.
PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH.
5. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN
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
AREA.
OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT
4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10
6. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO
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%
DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET' AND "DRY" STORAGE LONG ENOUGH
CHANNEL.
KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAIW
FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT.
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
6.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS
MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO
EROSION CONTROL INSPECTOR.
STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES.
THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE
19.
MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY
ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS
USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE (USED
DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS
REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF,
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
7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO
MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE
AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS, SILT FENCE AND
SURFACE AND AIR MOVEMENT.
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.
REPAIRED IMMEDIATELY.
VEGETATIVE PRACTICES:
MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN 0 R
20.
ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF
8. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED
CROSSING LIVE WATERCOURSES SHALL BE MET,
FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE
AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSI7E AND
MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORIK IN
COUNTY EROSION CONTROL INSPECTOR.
SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION.
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
9. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MOIRE THAN 30
MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING
APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.)
DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING
STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA:
22.
PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS
GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT
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
IS APPLIED.
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
SECTION 17-207B)
10. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN
COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL
APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAN
BEAUTY.
DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY,
11, SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SO?IL
D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO
STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT
MINIMIZE EROSION AND PROMOTE STABILIZATION.
AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF,
E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH.
MANAGEMENT STRATEGIES
MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS,
1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH
PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR
IMMEDIATELY FOLLOWING INSTALLATION.
TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR
2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING.
PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF
3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO
EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND
MINIMIZE PERIMETER CONTROLS.
TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALL.OWED
4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE I \IO LONGER
ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO
REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW.
INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES.
MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHINI 30
PERMANENT STABILIZATION
DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER
ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING
NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED
IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC.
SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPOIRARY
3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND
MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND
"GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED
SEDIMENTATION.
TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR
MS-19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED
MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED,
FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY
FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING.
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 SECT -ION
SEQUENCE OF INSTALLATION
19 OF THE VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS.
1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR,
OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COUNTY OFFICE BUILDINIG.
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, CONSTRUICTION 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 AIPPROVAL,
REMOVE CULVERT INLET PROTECTION, DEWATER SEDIMENT BASIN 1, REMOVE SATURATED SEDIMENT
BASIN MATERIAL, AND CONVERT TO SWM-1, LEVEL 1 EXTENDED DETENTION FACILITY. REMOIVE
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.
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GENERAL EROSION AND SEDIMENT CONTROL NOTES:
ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND S-TRUCTURAL
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 CONITINUING
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: 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, OFFSITE BORROW OR WASTE AREA)„ SUBMIT A
SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONNTROLLING
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 Air 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.
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Table 15: Sediment Basin design (spec 3.14)
10' SAFETY 8'
BENCH
16' GRASS SPILLWAY
-......,�
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EXISTING GROUND SIDE ELEVATION
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Sediment Basin design
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drainage area acres
g. (acres)
basin Volumes: (using 2' Contour Intervals)
.....__...
11.36
DESIGN
MIN. t'YV25PtELLtAY
7 ntSPILL
HIGH WATER
(25-YR, STORM ELEV.)
.y _.
CREST OF EmrkoEv,cr
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% CREST ELEV.
533.20 /._.. --
IMPERVIOUS CORE
AND CUTOFF TRENCH
- ........ t
---
70' MIN.
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B - �
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elevation (ft) contour area (so
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-
- DRY STORAGE
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52530 8930
436.3 ORY STORAGE
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532 10660
-
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INV IN 529.40 6" PVC
6" PERFORATED PVC ( )
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SEDIMENT
534 12550
859.6 ' WET' " STORAce -- ' --
INV OUT 529.30 (24" HDPE)
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INGRESS AND EGRESS OPERATION TRAPPING DEVICE
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EGNt6ENT CLEANCUT P°iNT
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3" MIN.
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PLUG 3" ORIFICE (FOR
SWM-1) 90.00' -
1 24' HDPE
@ 2.78%
3"MIN.
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Wet storagere Aired C 67*DA
q- (y) ( )
761.1
design high water
g 9
535.0
;
ES-1
FILTER CLOTH
SECTION A -A
U.
o �-
dewatering orifice elevation (ft)
531.0
top of dam (ft)
536.0 SWM-1 BOTTOM 529.50
8' DIA. X 1.5'
INV 526.80
6'a°
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wet storage provided at this elevation (cy)
798.5
top width of dam (ft)
8.0
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available plume before cleanout (cy)
399.3
bottom of basin (ft)
529.5
-
-_
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i
cleanout elevation (ft}
530-0
approx. bottom dimensions:
140'x80'
6' - 6" PVC @ 1.7% EMBED 6" IN CONCRETE
c.. -
z H
distance from cleanout to orifice (ft) (> 1')
1.0
upstream face slope:
3-01
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downstream face slope:
3:1
NOTES: RIP -RAP OUTLET
1. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR PROTECTION
REINFORCED CONCRETE DRAIN SPACE
CE 3.02
¢
cn 1 _
W
dry storage:
SECTION B-B
o a
= cn N
z
dry storage required (cy) (67*DA)
761.1
baffles:
no
INFORMATIONAL PURPOSES ONLY. FINAL DESIGN TO BE PROVIDED
v v °
O
CONSTRUCTION ENTRANCE
*principle s spillway crest fit 533-2 length of flow, L ft 140,BY GEOTECHNICAL ENGINEER.
v () g �)���NE
r, Ln
"dry storage provided at this elevation (cy)
951-0
effective width, We (ft)
80
2. REFER TO SHEET C7.2 FOR
FINAL DESIGN OF SWM-1
N
>
LLl
diameter of dewatering orifice (in)
3.0
L / We (baffles required if > 2)
1 8
diameter of flexible tubing (in) (orifice+2")
-
6.0
-
2 X 4" WOOD DROP INLET WITH
SILT FENCE DROP INLET PROTECTION
COMPACTED SOIL
w
i-
ti
ti
collars:
no
FRAME GRATE
W
W
runoff:
depth of water at spillway crest (ft)
4.7
- _
18" MIN.
C (use 0,45 for bare earth) 0.45 slope of upstream face (ZA) 3 1 5, _ _FRAME
-- FLOW
O
O
tc (min)
12yr 2.8 Q 2yr
20
14.3
slope of barrel (Sb)
length of barrel in saturated zone (Ls)
2.78
60
TABLE 3.31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
"QUICK REFERENCE FOR ALL REGIONS"
MAX. `
- J �_
�
o
U
U
125yr 4.3 Q 25yr
22.0'
number collars required
2
--- ���
(D
principle spillway:
head
1-8
dimension of collars
5x5
PLANTING DATES SPECIES RATE LBS./ACRE
( )
3'
�v MIN.
-��, GATHER
4.5' MIN.
DD CWD 3.09
o
O
OO
available (ft)
diameter riser in
()
48
emergency spillway:
re aired ca acit Q25-Q )
p y( p) (cfs
yes
NIA
SEPT. 1 - FEB. 15 50/50 MIX OF
ANNUAL RYEGRASS
�- EXCESS
�` �'-�'
I I I I AT
o
w
>
0
0
spillway capacity,Q
v p�fs}
75.0
bottom width (ft)
16
v `l CORNERs
TEMPORARY DIVERSION DIKE
W
w
F-
diameter trash rack (in) 72 slope of exist channel (ft/ft)
head on Barrel through embankment (ft) 5.5 crest of spillway (ft)
diameter of barrel (in) 24
" Riser crest elevation and dry storage determined by extended detnetioni facility SWM-1 design.
0.1
534.2
(LOLIUM MULTI-FLORUM)
& 50-100
CEREAL (WINTER) RYE
(SIECALE CEREALE)
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
PERSPECTIVE VIEWS
STAKE II
FABRIC
=
¢
z
o
>
Q
o
o
•-t
0
No Scale
1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE
ALONG THE LINE OF STAKES.
DATE
(LOLIIUM MULTI
III III _ MIN.
III- I
6'
I% l =, ,
=o
03/25/16
DRAWN BY
MAY 1 -AUG. 31 GERMAN MILLET 50
- '^-�
/JIIII
J. SHOWALTER
(SETARIA ITALICA)
�1
DETAI L A
DESIGNED BY
ELEVATION OF STAKE AND FABRIC ORIENTATION
FLOW /�4„
p� I I
SPECIFIC APPLICATION
3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE
C. KOTARSKI
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET
EXTEND IT INTO THE TRENCH. EXCAVATED SOIL.
CHECKED BY
DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE
SB-1
3.14
TS 3.31
THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.,) ARE
TYPICAL. THE METHOD
IP CONCENTRATED FLOWS, SHALL SUCH AOSTIN STREET REETLY O ORLETS HIGHWAY EIVINGMEDIANIS. 3.07-1
j _ j
IU! IPA
�j" FLOW
®
®
C. KOTARSKI
SCALE
AS
SEDIMENT BASIN #1
TEMPORARY SEEDING PLANT MATERIALS
STORM DRAIN INLET PROTECTION
/
®
SHOWN
No Scale
No Scale
No Scale
-_ I •
SHEET FLOW INSTALLATION
_ --------- ---- - - - _ _ _-------------- - _ .__ _----- --------- -
TABLE 3.32-D
TYPICAL ORIENTATION OF TREATMENT - 1 SOIL (STABILIZATION BLANKET)
(PERSPECTIVE VIEW)
SPACING BETWEEN CHECK DAMS
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
3'
TOTAL LBS. PER ACRE
MINIMUM CARE LAWN
SHALLOW
SLOPE f,--``
FLOW I MAX.
A B A \\\
COMMERCIAL OR
rjON SHALLOW SLOPES, STRIPS NETTING
- ��
A L B
RESIDENTIAL 175-200 LBS.
KENTUCKY 31 OR TU1RF-TYPE TALL FESCUE 90-100%
'' 3i'"' PROTECTIVE COVERINGS MAY BE
'' APPLIED ACROSS THE SLOPE.
/ -
-'-
PIPE OUTLET CONDITIONS
IMPROVED PERENNIAL RYEGRASS 0-5%
BERM
�) \
A
A
KENTUCKY BLUEGRASS 0-5%
WHERE THERE IS A BERM AT THE TOP
OF THE SLOPE, BRING THE MATERIAL
OVER THE BERM AND ANCHOR IT
POINTS A SHOULD BE HIGHER THAN POINT B.
Q
, n
v 1
GENERAL SLOPE (3:1 OR LESS)
J
L THE DISTANCE SUCH THAT POINTS A
AND B ARE OF EQUAL ELEVATION
-_
KENTUCKY 31 FESCUE 128 LBS.
RED TOP GRASS 2 LBS.
*
STEEP
SLOPE BEHIND THE BERM.
SF DRAINAGEWAY INSTALLATION 3.05-2
(FRONT ELEVATION)
1J..
3do
SEASONAL NURSE CROP 20 LBS.
: ON STEEP SLOPES, APPLY PROTECTIVE
SILT FENCE (W/O WIRE SUPPORT)
do
150 LBS.
COVERING PARALLEL TO THE DIRECTION
OF FLOW AND ANCHOR SECURELY.
�
Uj
No Scale
f PIPE OUTLET TO FLAT AREA
WITH NO DEFINED CHANNEL
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1)
KENTUCKY 31 FESCUE 108 LBS.
RED TOP GRASS 2 LBS.
BRING MATERIAL DOWN TO A
LEVEL AREA BEFORE
Q
06
2 ACRES OR LESS OF DRAINAGE AREA: 2-10 ACRES OF DRAINAGE AREA:
PLAN VIEW
`
SEASONAL NURSE DROP * 20 LBS.
CROWNVETCH ** 20 LBS.
TERMINATING THE 4---�.
INSTALLATION. TURN THE END
�
r �
v /
„
61* 6
3
S'*
La
150 LBS.
* USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES
DITCH FLOW UNDER 4" AND STAPLE AT 12" 2
INTERVALS.
Paved construction entrance for erosion control plans
FILTER
FILTERAS
0 %
--
STATED BELOW:
;'- IN DITCHES, APPLY PROTECTIVE COVERING
" ' hl W -
z
CLOTH
cQl ,T�t� noi4
Q
CLOTH
OPTIONAL (OPTIONAL) DOWNSTREAM VIEW
(OPTIONAL) DOWNSTREAM VIEW ( )
;
t `::.--. ff d
FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE
MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET
PARALLEL To THE DIRECTION OF FLOW. USE CHECK
SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN
A, ._ , 3 v-�a A :>I IALr ��,
cor'rV
� rYl 'Iwr;
j
--�
(
)
SECTION A -A FILTER
KEY IN 6"-9"; RECOMMENDED FOR
AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE
NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE
THE CENTER OF THE DITCH IF AT ALL POSSIBLE.
gM 3.36-1
;;� ,� -�
r L z - r s r'A1/FK1FNT
; ;� f� V`� -- - 1
1
_j
�
_
O
VDOT #1 COARSE
VDOT #1 COARSE
CLOTH
ENTIRE PERIMETER
"* SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF
T, Tom,>,�r,��, �
"f �'' "' 2'''' 'r "R`f'' i - N1'
> LLI
AGGREGATE-------
AGGREGATE
FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL
SOIL STABILIZATION BLANKET (EC - 2)
PRQFILE
m
~� Q
OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU
OF CROWNVETCH, INCREASE LBS./ACRE.
LL
�"�
No Scale
FLOW
2 y 3�* FLOW
2 7 ;3'*
RATE TO 30 ALL LEGUME SEED
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE
sro E::
{};,1:-,Rai {I`�^;
O
SILT FENCE CULVERT INLET PROTECTION
ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER
SEEDING PERIODS; ADD 110-20 LBS./ACRE IN MIXES.
ENDWALL
-A::PrlALF PAVF__)
c c:r_s " ` 'Wl HPA, >K
z
z
-CLASS
v - -
1,
W
CD
* OR 3/4 OF DITCH HEIGHT
I RIPRAIP
3.20
A
ado MIN.)
PS 3.32
TOE OF�Y
FILL CULVERT
L c" �, r
a ,'� ..�_ .6 c
d0,�r} ,.r, _
C c .� r F ��I r Nc
� r�R �1�� 7'� 1
j �� 2% 2 • h: N
O
U
do
A (
'
PIPE OUTLET TO WELL
PERMANENT SEEDING MIX FOR PIEDMONT AREAS
�-
, r`"rn73 tic' - - - f
?
«M I SEX I Pl Fl. L ,^t i u Th l L/, 0 J I `J. F `J f
Gr Itl ItF S A"•ID f t_RES' Ir,�-'NING +AC:F
t��Ft_r<�,Tlo�i c
0
W
L t
0 i
ROCK CHECK DAM
No Scale
-__... _...._...__ . _....-.-----------_. _______.._._.......-.__. ___ ....-._.._-------________...........__... -... - ------ _...____.._._.__
No Scale
DEFINED CHANNEL
* TOE OF FILL
PLAN
I
PLAN VIEW
e
t__J lU U l-I l
O
La
� �� I I � � �
J-1
SILT FENCE o �
FLOW **OPTIONAL STONE (COMBINATION
DISTANCE IS 612p.'�tlff54,%�'
___. ___"___._-1?' vl�t. i'C ;If 'I f)f1r11N�1:
( TO SFI"+ �1
-y ��;,>� ,�, '[ -
x r , { i ._
Un
0 % --
T-r €
d
STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,TOWARD
MINIMUM IF 1.0' 1.5'F�<<r
FLOW IS
rliTr, ,.I .,-11
LL.I
SECTION A -A FILTER
CLOTH
-I
KEY IN 6%9"; RECOMMENDED FOR
ENTIRE PERIMETER
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
GREATER THAN U ON CENTER. EVERY NINTH POST SHALL
EMBANKMENT
C
SECTION_ A A
A uunur>um water tap of 1 inch 11 ust be jn,stallecl witlr a mitt un m i vieli Wilcock
NOTES:
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
�W-- 2.5'
shutoff valve stipplyut; a ��•aA hose with a diameter of 1,S niclies foi- adequate
1. APRON LINING MAY BE RIPRAP,
GROUTED RIPRAP, GABION BASKET, OR
FENCE AS A TREE PROTECTION FENCE.
constant pressure. Nash water mint be c,-mied away fi�ow the entrance to all
approved settliirg area to remove sedunent. All be from
CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES
rse&uent ;:hall prevented
eateriRRrry storm drains, ditches cot- watercourses.
3.18-3 AND 3.18-4.
**VDOT #3, #357, #5, #56 OR #57 CLASS 1
3. INCHES TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6
REPLACE RIPRAP
PAVED WASH RACK
OP
O
3•18
O
TP 3.38
NO SCALE O
FENCECOARSE NAGGREGATEHTOE
WHEN HSIL
CIP VELOCITY OF FLOW IS EXPECTED
CE)
C Nlr 111`�'' r
JOB No.
37545
OUTLET PROTECTION
TREE PROTECTION
CULVERT INLET PROTECTION
No Scale
No Scale
No Scale
SHEET NO.
C4,1
a�
a�
0
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to
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Lic. No. 040204850
71I 91 16
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DATE
03125116
DRAWN BY
C. SHIFFLETT
DESIGNED BY
C. SHIFFLETT'
CHECKED BY
C. KOTARSKI
SCALE
1 °=40f
JOB NO,
37545
SHEET NO.
C4 . 2
5 CL
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70
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DATE
03125116
DRAWN BY
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DESIGNED BY
C.
SHIFFLETT
CHECKED BY
C. KOTARSKI
SCALE
1 "=40'
z
Q
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ry
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ui
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3:
30B NO.
37545
SHEET NO.
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U
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In O
(6 U
C
i
(6 C
c O
U
Q O
N U
to N
N
N
DRAINAGE AREA TO CULVERT B / DITCH A = 4.770 AC
C= 0.44
TC= 20 MIN
1(2)= 2.8 IN/HR Q(2) = 0.44(4.77)(2.8) = 5.88 CFS
1(10) = 4.0 IN/HR Q(10) = 0.44(4.77)(4.0) = 8.40 CFS
V(2) = 4.41 FT/S (ALLOWABLE VELOCITY = 5 FT/S)
D(10) = 0.76'
Q C11-A,i llAr.1. K,YEARSK1
Lie. I o. 0402041'0?507
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DATE
03125116
DRAWN BY
C. SHIFFLETT
DESIGNED BY
C. SHIFFLETT
CHECKED BY
C. KOTARSKI
SCALE
1 "=40'
0
®Q
u� W
H Q
> LLLI O
'..�� m
L.L W
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( ^
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V O l
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JOB NO.
37545
SHEET NO.
C5.1
i ? ,'&,
laa
W Y
w w W r �? CRKIG �7 J. as O TARS Kf
> > d Lics No. 04020418507
> > _j J
CDCD M. 119 fG ar
Op O p C)C) pit.
580 " r� 0 560 0 4 N 56000 Lb
o z
z
wcn_ o ci)tQ-O> cn�Z w r a0
Of wcnl-z wcn_ Z �� Z
w w :cn _ E
Z Z U p
575 -� 575 555 555 _.. _ -------.._.._______. .�.._......_-,..........___..............__.....__---..............._...............Q..__-_._._........_ ......�..._..._.-_.-`----...-._ N O
Uj
O z Z M
O w N
SHOULDER ELEVATION = 570.50 U v >
SHOULDER ELEVATION = 548.38 p
O o U. -
w O
570--............_570 550 _.......- -- ...._.._550 ¢ w
_..._..... __..... _ .. _._ _............ _. _._......... ,J LU
M Z
00
J0
PROPOSED GRADE EXISTING GRADE
(D W (j M
PROPOSED GRADE z - U
� j Ui W
565 dl 565 545 545 0
- .._.... _...__._..... _...-....... , _.......__.._........ - .............-._.... ... .._.. - -- ... - ... x cn z
U
69
a o, 8� RTLu
ro
560_.......... _....._560 540@......... 'O540 w
----------- ......._......--.........- -....... -- -._........ to v�
EXISTING GRADE O UO
ZD >
O
555 555 535 ---------------- __.535 (D j
O OO OU
0 0
w
w w rn rn
550 550 530 530 o
o 0
z
O
H
Ln DATE
5 03125116
O
9+50 10+00 11+00 9+50 10+00 11+00
} DRAWN BY
CULVERT A CULVERT B C. SHIFFLETT
HORIZ SCALE: 1 "=40' HORIZ SCALE: 1 "=40' DESIGNED BY
VERT SCALE: 1 "=4 VERT SCALE: 1 "=4 0
0 50 C. SHIFFLETT
PROFILE SCALE
CHECKED BY
C. KOTARSKI
SCALE
HY-8 Analysis Results HY-8 Analysis Results ® AS SHOWN
•
Culvert Summary Table - 18" HDPE Culvert Summary Table - 18" HDPE •
Culvert Crossing: Culvert A Culvert Crossing: Culvert B
Discha
Total
Culvert
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;)
10 year
13.53
13.53
1566.01
1.01
10,W
11-S2n
0.36
0.72
10.44
10.34
18.13
13.37
25 year
L.23
14.23
1566.13
1.13
0.0* 11-S2n
0.39
0.79
10.50
0.38
8.28
3.55
Discha
Total
Culvert
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)
10 year
18.40
8.40
1546.47
1.87
0.0*
5-S2n
10.58 11.12
10.74 10.54
9.64
.30
25 year
10.07
10.07
546.85
2.25
0.0*
5-S2n
0.64
1.22
0.83
0.59
10.09 14,52
U.
25-YR FREEBOARD: SHOULDER EiLEV. - Hw -> 570.50 - 566.13 = 4.37' 25-YR FREEBOARD: SHOULDER ELEV. - Hw -> 548.38 - 546.85 = 1.53'
0
Crossing - Culvert A, Design Discharge - 4.2 cfs Crossing m Culvert B, Design Discharge _ 10.1 cfs
Culvert - 18" HDPE, Culvert Discharge - 4.2 cfs Culvert - 18" HDP.1:, Culvert Discharge - 1 efs
_ O
Critical Normal _._._Profile Tailwater Headwater Streambed Critical Normal Profile Tailwater Headwater Streambed
__..._.__.___.__._ _...._.......... _. _.______......._....... ....... ......... ......... _ - .............. ........... _ __.____._..._ __ __.__ __.._...__. ................_ .. _............. ......_..
570 t'
548 x> U
t J
i
J Q
= 569 d. , V J
F--ll a U
a 547 '` > LU 66
l m
568
J V .
1 /
LIJ
M - �{it-
567' 546
N s
s 4
m z
q 566 � ,t �rly
> > 545 1 U
i
w 565 `. W
h
F 564 .544 ...�
563_.j..�.- U `
116
543
562 '
a
561 -_. _ 542
f I
:
Y
:.. � <{?::.:,,....lz;'{:7.cf�.., .:..,.i�;�"'�lilJ.,...u...:M:�i.i.ii.a$c....iiai.,M.L:...;..:3uF.�uL..lu.:x.....uU/.:F":::,::::7!"'7Yi7YS%u...'sa4ys�:✓%✓''',Gc.'y%c uw.9&rco'xwl"�.«...::i:;.� /,a .,.,,,,.� ..�.,,... ,�,,,..".' ".,.":...
-20 -10 0 10 20 30 40 50 60 70 80 90 -10 0 10 20 30 40 50 60
� Station (f$) Station (ft)
Q
3
I
DRAINAGE AREA TO CULVERT A = 2.26 AC DRAINAGE AREA TO CULVERT B = 4.770 AC
C= 0.39 C= 0.44
TC= 20 MIN TC= 20 MIN
0 1(10) = 4.0 IN/HR Q(10) = 0.39(2.26)(4.0) = 3.53 CFS 1(10 = 4.0 IN/HR Q(10) = 0.44(4.77)(4.0) = 8.40 CFS JOB NO.
1(25) = 4.8 IN/HR Q(25) = 0.39(2.26)(4.8) = 4.23 CFS 1(25) = 4.8 IN/HR Q(25) = 0.44(4.77)(4.8) = 10.07 CFS 37545
d
h
M
_ CULVERT A CALCULATION CULVERT B CALCULATION SHEET NO.
M
O
No Scale C6, 0
7
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Lic. No. 0412048507
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SCALE 1 "=60'
0 60' 120'
DATE
03125116
DRAWN BY
C. SHIFFLETT
DESIGNED BY
C. SHIFFLETT
CHECKED BY
C. KOTARSKI
SCALE
1 "=60'
JOB NO.
37545
SHEET NO.
C7.0
5
SCALE V=60'
0 60' 120'
Nr -
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DATE
03125116
DRAWN BY
C. SHIFFLETT
DESIGNED BY
C. SHIFFLETT
CHECKED BY
C. KOTARSKI
SCALE
1 "=60'
z
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IOB NO.
37545
SHEET NO.
C7.1
iu
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TOP OF DAM = 536.00
T
�1� 1 p'
10' SAFETY 8'-`�
16' GRASS SPILLWAY 1-YR ELEV = 532.31
Ex anded BENCH
P"
Steel Grate (T�p.) ... __ WELD (TYP.) ELEV. 534.20 2-YR ELEV = 533.30
12„
1.12' FREEBOARD 10-YR ELEV = 533.89
,,)
o 20(0
100-YR ELEV. 534.88 100-YR ELEV = 534.88
CR_ifs Iff j. K (YFARSKI "
1/4" STEEL ANGLE
Lwo IMPERVIOUS CORE
L ic. o. 0- �is2i��f&��07
(TYP.)
j .gym CREST ELEV. 533.20 AND CUTOFF TRENCH
71191 16
Expanded Steel Grate Opening Detail 21-3 LB PER FT2 1�
yr3,�^�AAj ti
EEL " / �y 3.7
Not To Scale EXPANDEGRATE DON PLUG 3 ORIFICE
-a`,et' AL
Low Flow OPENING
Z.s 2.Ze 1.03" Zo3' FROM SB-1
v'
3.0 1 3.44 1.940" .264'
/
„ 48" RCP RISER S
W/ ANTI -VORTEX DEVICE
E
INV IN 529.40 (6" PVC) i
"-
INV OUT 529.30 (24" HDPE) EW-1En
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/tb" HOLES r
2 E
AS SHOWN
LU N !_
WELD (TYP.) 3" ORIFICE W/ TRASHRACK 529.50 r`� 90.00 - 24" ��
HDPE @ 2 78a/0
w a
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11 2°X11 2"X1 4" ES-1
/ / / POND BOTTOM 529.50 i
3
¢ H
STEEL ANGLE (TYP.) ti
o 6'- 6" PVC @ 1.7% 8' DIA. X 1.5' l" ,� INV 526.80
LU LU 0 :� -
1 1/2" X 1/4" STEEL
„STOCK WELDED TO CONIC. BASE f !
3 3
W aJ M
........... . .................................................................
BASE AS SHOWN......................
4-1
w .� o
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GENERAL NOTES FOR TRASH RACKru
EMBED 6" IN CONCRETE ,
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0
a
.
1. STEEL TO CONFORM TO ASTM A-36. NOTES:
� co
(.9(. W U
z
U
2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION. 1. TRASH RACK TO BE INSTALLED ON 3" ORIFICE AS SHOWN ON RIP -RAP OUTLET
x
3:0 U.1
DETAIL ON THIS SHEET OR APPROVED EQUAL. PROTECTION
><
Qa
LLo
3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH 2. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR
RACK(S) TO BE REMOVABLE.
_ Cn t'v
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INFORMATIONAL PURPOSES ONLY. FINAL DESIGN TO BE PROVIDED
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4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OIPENING. BY GEOTECHNICAL ENGINEER.
L9
-
5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRANAE TO IMPROVE
(V
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CONSTRUCTABILITY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY
M
�
MCDPS PRIOR TO FABRICATION.
It
QUALITY CALCULATIONS:
LU
ORIFICE TRASH RACK DETAIL
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DETAIL TAKEN FROM MONTGOMEIRY COUNTY, MD Tv = 13,147 CU. FT.
ILL!
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WATER RESOURCES SPECIFICATIONS
VOLUME PROVIDED AT RISER CREST (533.20) = 17,395 CU. FT.
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24-HR DRAW DOWN ORIFICE SIZING CALCULATION:
_
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Qavg = 13,147 CU.FT. / (24hr)(3,600 s/hr) = 0.152 CFS
0
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U
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Qmax = 2(Qavg) = 0.304 CFS
=
REQUIRED ORIFICE AREA = 0.304 CFS / 0.6 (64.4)(h) = 0.033 SQ.FT. -> DIAMETER = 2.46"
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ORIFICE DIAMETER PROVIDED: 3" (MINIMUM RECOMMENDED)
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SWM-1 - EXTENDED DETENTION FACILITY DETAIL LEVEL ONE
DATE
No Scale
03125116
n = 0.20 �2'1 7'
Slope = 1.5% I
n = 0.035 r2'j 24'
Slope = 1.5%
>_
DRAWN BY
-.7 �`^
��
C. SHIFFLETT
1.33'
1.33'
DESIGNED BY
C. SHIFFLETT
0
GRASS CHANNEL
GRASS CHANNEL
CHECKED BY
®
®
C. KOTARSKI
QUALITY CALCULATIONS: EROSION / CAPACITY CALCULATIONS:
QUALITY CALCULATIONS: EROSION / CAPACITY CALCULATIONS:
®
SCALE
(PER SPECIFICATION NO. 3, VERSION 1.9.)
(PER SPECIFICATION NO. 3, VERSION 1.9.)
DRAINAGE AREA TO GRASS CHANNEL A = 2.75 AC
DRAINAGE AREA TO GRASS CHANNEL A = 5.179 AC
®
1 "=40'
DRAINAGE AREA TO GRASS CHANNEL A = 2.750 AC
DRAINAGE AREA TO GRASS CHANNEL A = 5.179 AC
Q(2-YR) = 3.50 CFS
Q(2-YR) = 1.64 CFS
24„
1" RUNOFF CALCULATION PER VSMH 11.5.3 AS REFERENCED Q(10-YR) = 4.83 CFS
IN SPECIFICATION 3, VERSION 2.0, PAGE 12.:
1" RUNOFF CALCULATION PER VSMH 11.5.3 AS REFERENCED Q(10-YR) = 9.57 CFS
IN SPECIFICATION 3, VERSION 2.0, PAGE 12.:
TW ELEV. 531.00
MAXIMUM
MAXIMUM Q(2-YR) VELOCITY = 5 FT/S
Q(2-YR) VELOCITY = 5 FT/S
1. CN CALCULATION: CN = 1000 Q(2-YR) VELOCITY PROVIDED = 0.45 FT/S
1. CN CALCULATION: CN = 1000 Q(2-YR) VELOCITY PROVIDED = 0.29 FT/S
[10+ 5(1 In) + 100a - 10(Qa2+ 1.25Qa)05]
[10+ 5(1 In) + 10Qa - 10(Qa2+ 1.25Qa)0.5]
Q(10-YR) CAPACITY:
Q(10-YR) CAPACITY:
BASKET EDGE
- Qa = Tv / Drainage Area -> [2582 Cf / (2.75 Ac X 43,560 Sq Ft)] X 12 In. = 0.2159 In MINIMUM FREEBOARD = 0.5'
- Qa = Tv /Drainage Area -> [5984 Cf / (5.18 Ac X 43,560 Sq Ft)] X 12 In. = 0.318 In MINIMUM FREEBOARD = 0.5'
D(10-YR):
Z
12"
D(10-YR): 0.76'
0.83'
24 LONG EPDXY COATED #4 REBAR
CN - 1000 CHANNEL DEPTH: 1.33'
CN - 1000 CHANNEL DEPTH: 1.33'
Q
O
[10+ 5(1 In) + 10(0.259) - 10((0.259) + 1.25(0.259))0.5 ] FREEBOARD PROVIDED = 0.57'
[10+ 5(1 In) + 10(0.31 8) - 10((0.318) + 1.25(0.318))0.5 ] FREEBOARD PROVIDED = 0.5'
r--�
f
BW ELEV. 530.00
CN 88
CN=90
2. Tc: 24.2 MINUTES (REFER TO CALC BOOK)
2. Tc: 26.1 MINUTES (REFER TO CALC BOOK)
:D
EMBED 8"
3. 1" RAINFALL WATER QUALITY FLOW RATE, q Tv
3. 1" RAINFALL WATER QUALITY FLOW RATE, qPT,
Q
P
U
la= 0.273 (FROM TR-55 TABLE, BASED ON CN = 88)
la= 0.222 (FROM TR-55 TABLE, BASED ON CN = 88)
06
STONE FILL
qp,v = q0 X A X Qa (% from Exhibit 4-IA in TR-55; A in Square Miles)
gpTv = % X A X Qa (q,, from Exhibt 4-IA in T'R-55; A in Square Miles)
Al
q = 72 X 0.0043 Mi X 0.259 = 0.08 CFS
PT�
gPTv = 95 X 0.008 Mi X 0.318 = 0.242 CFS
z
CHANNEL DESIGN:
CHANNEL DESIGN:
0
MAXIMUM DEPTH FOR THE Tv PEAK FLOW (1" RAINFALL) = 3"
MAXIMUM DEPTH FOR THE Tv PEAK FLOW (1" RAINFALL) = 3"
+
LLJ
DEPTH PROVIDED = 0.84"
DEPTH PROVIDED = 1.08"
(�"� L
v~�
Q
MINIMUM HYDRAULIC RESIDENCY TIME = 9 MINUTES
MINIMUM HYDRAULIC RESIDENCY TIME = 9 MINUTES
Q
w
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HYDRAULIC RESIDENCY TIME PROVIDED = L / V(1") / (60 S/MIN)
HYDRAULIC RESIDENCY TIME PROVIDED = L / V(1") / (60 S/MIN)
�� m
125' / (0.15 FT/S) / 60 = 13.89 MINUTES
1151 (0.11 FT/S) / 60 = 17.42 MINUTES
Q
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41
ED
GABION BASKET FOREBAY WALL
ASS CHANNEL A CALCULATIONS
LNcale
GRASS CHANNEL B CALCULATIONS
LLLI
D Z
No Scale
No Scale
f n U
v J
W
WATER QUANTITY ANALYSIS WATER QUAILITY ANALYSIS
WATER QUANTITY IS ADDRESSED BY THE USE OF A PROPOSED EXTENDED DETENTION SWM SITE DATA
Q
FACILITY. THE FACILITY IS DESIGNED TO DETAIN AND RELEASE STORMWATER AT AN POST DEVELOPED SITE AREA: 23.01 ACRES
APPROPRIATE RATE FOR THE 1, 2, AND 10 YEAR DESIGN STORM EVENTS. THE EMERGENCY IMPERVIOUS = 1.77 ACRES
6' 3'
SPILLWAY IS DESIGNED SUCH THAT A MINIMUM OF V FREEBOARD IS MAINTAINED. MANAGED 'TURF = 18.04 ACRE
0
Uj
WOODS = 3.20 ACRE
(---
1-YEAR STORM EVENT CALCULATIONS:
<
TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 2.86 LB/YR
ENERGY BALANCE EQUATION:
0
MAX. Q(1YR POST-DEV) = 0.8[Q(1YR PRE-DEV)X(Rv(1YR PRE-DEV] / Rv(1YR POST-DEV) ON SITE TREATMENT PROPOSED
GRASS CHANNEL - W /
'
GRASS CHANNELS A & B AND EXTENDED DETENTION LEVEL ONE:
HYDROGRAPHS WITHIN CALCULATIONS BOOK: TOTAL PHOSPHOROUS LOAD REDUCTION ACHIEVED (LB/YR) = 2.86 LB/YR;Q((1YR
6 >r
OFROM
PRE) = 6.23 CFS; RUNOFF VOLUME (Rv) = 0.974 AC -FT X 43,560 = 42,427 CFS
Rw(1YR POST) = POST DEV. #1A + POST DEV. #1B + POST DEV.
12"
J, C
LO
#1 + POST DEV. #1U
= 4,274 CF + 9,428 CF + 11,491 CF + 19,639 CF = 44,832 CF
(2) 6"X6" WOOD TIMBER^. �.
r <
= 0.8(6.23 CFS X 42,427 CU.FT.) / 44,832 CU.FT
= 4.72 CFS
18" LONG #4 EPDXY
POST DEVELOPED Q(1) = 2.80 CFS
COATED REBAR
VDOT STD. CLASS Al
2 AND 1(0-YEAR STORM EVENT SUMMARY:
RIPRAP,
JOB NO.
Q(;2) PRE-DEV = 14.65 CFS Q(2) POST-DEV = 7.18 CFS
37545
Q(10) PRE-DEV = 47.46 CFS Q(10) POST-DEV = 46.24 CFS
SHEET NO.
LEVEL SPREADER DETAIL
C7,2
No Scale
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