HomeMy WebLinkAboutWPO202100010 Plan - VSMP 2022-09-20SITE
DATA
OWNER/DEVELOPER :
NEW BELVEDERE INC
610 WEST RIO ROAD
CHARLORESOLLE, VA 22901
PLAN PREPARER:
ROUDABUSH, GALE, & ASSOCIATES
914 MONTICELLO ROAD
CHARLOTTESVILLE, VA. 22902
(434)-977-0205
TAX MAP PARCEL No:
062A3-00-000 0100
PARCEL AREA:
95.753 ACRES GWAY BLA DB 5294-417
( )
ZMA PHASING:
PHASE Ill - BLOCK 10"
BLOCK 10 AREA:
0.048 ACRES LOT 246 DB 5289-658
0.070 ACRES LOT 245 DB 5289-658
0.177 ACRES RESIDUE TMP 61-16OR7 DB 5289-658
31.472 ACRES TMP 62-2C GWAY BLA DB 5294-417
61.843 ACRES POR710N OF 7MP 62AJ-1 GWAY BLA DB 5294-417
9361 ACRES TOTAL BLOCK 10 AREA
ZONING:
NEIGHBORHOOD MODEL DISTRICT PER ZMA-2004-0007
CURRENT USE
VACANT
PROPOSED USE:
RESIDENTIAL
MAGISTERIAL DISMICk
RIO MAGISTERIAL DISTRICT
CRITICAL SLOPES:
PRESERVED & MANAGED SLOPES PER ALBEMARLE COUNTY GIS
CONSERVA77ON & PRESERVATION AREAS PER ZMA
WA7ERSHED:
SOUTH FORK RIVANNA (BELOW RESERVOIR)
BOUNDARY SOURCE
PLAT DIVISION OF DUNLORA" PREPARED BY MY MORRIS FOSTER, LAND SURVEYOR,
DATED NOVEMBER 1, 1965, REVISED DECEMBER 20, 1985, RECORDED AT DB 875 PG
331. ROUDABUSH, GALE & ASSOCIATES 2020, D65294-417, & DB5289-658.
TOPOGRAPHY..,
BARE EARTH OEM FROM LOAR, SOURCE VGIN (2016). POINT CLOUD FIL7ERED BY RGA.
BENCHMARK.
PK NAIL SET IN SIDEWALK AT 7HE CORNER OF BELVEDERE BLVD AND FOKER STREET
ELEV = 476.50
DATUM
HORZ: NAV9 88, WERk NAVD83
FLOODPLA/N:
THIS PROJECT IS PAR 77ALLY LOCATED WITHIN ZONE X" AS SHOWN ON FLOOD
INSURANCE RATE MAP. COMMUNITY PANEL NUMBER 510003C 0279
D. EFFEC77VE DA7F FEBRUARY 4. 2005.
STREAM BUFFER.
THE 100' STREAM BUFFER IS LOCATED ON TMP 62-1C WHICH IS WITHIN THE BLOCK
10" AREA.
THE SUBJECT PROPERTY IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT,
THIS SI7F IS NOT LOCATED WI7HIN
THE WATERSHED OF A PUBLIC WATER SUPPLY RESERVOIR.
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RIO MAGISTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA
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EXISTING INTERMEDIATE CONTOUR
EXISTING INDEX CONTOUR
PROPOSED CONTOUR
EXISTING EDGE OF PAVEMENT
PROPOSED EDGE OF PAVEMENT
EXISTING CURB AND GUTTER
PROPOSED CURB AND GUTTER
VICINITY MAP
SCALE: 1 "=1000 FEET
EX.C&G
CG-6
LEGEND
EX. 15" RCP
EXISTING STORM SEWER o : 1
15" RCP
PROPOSED STORM SEWER -6m- I I
EXISTING SANITARY SEWER —s —S —s —
PROPOSED SANITARY SEWER — S — s — S —
PROPERTY LINE
EASEMENT LINE
CENTERLINE —
LIMITS OF CLEARING AND/OR GRADING ■■■■■■■■■■■■■■■■
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION +12.0
EXISTING TREE DRIP LINE
EXISTING TREE
PROPOSED TREES OAK
u_y
EXISTING WATERLINE
PROPOSED WATERLINE
EXISTING FIRE HYDRANT
PROPOSED FIRE HYDRANT
EXISTING WATER VALVE
PROPOSED WATER VALVE
PROPOSED WATER METER
EXISTING REDUCER
PROPOSED REDUCER
HANDICAP RAMP (CG-12)
DENOTES LOCATION OF STD. VDOT
CG-12 AND/OR JURISDICTIONAL
STANDARD RAMP CONSTRUCTION
PARKING INDICATOR
INDICATES THE NUMBER OF TYPICAL PARKING SPACES
BENCHMARK
SOILS BOUNDARY
PROPOSED STREET NAME SIGN
EXISTING SIGN
PROPOSED SIGN
SANITARY MANHOLE IDENTIFIER
STORM DRAIN STRUCTURE IDENTIFIER 18
c
ASSOCIATED PLANS WITH THIS PARCEL:
1.1. PRELIMINARY SUBDIVISION PLAT (SUB 2 1 (S 020-00 39)
1.2. INITIAL SITE PLAN (SDP-2019-79)
1.3. ROAD & UTILITY PLAN
1.4. STORMWATER MANAGEMENT PLAN (THIS PLAN)
1.5. RETAINING WALL DESIGN PLANS (TO BE SUBMITTED)
CONTRACTOR'S RECORD DRAWING CERTIFICATION STATEMENT:
(REQUIREMENTS) SEE SHEET 2 FOR RECORD DRAWING THIS HAND MARKED SET OF DRAWINGS HAS BEEN REOLINED" TO PROVIDE AN ACCURATE DETAILED RECORD OF
ANY SUBSTANTIVE CHANGES TO THE APPROVED DESIGN DRAWNGS ANY ITEMS NOT REDLINED" ON THIS PLAN
SET OR SUBSEQUENT PAGES SHOULD BE CONSIDERED TO BE CONSTRUCTED IN ACCORDANCE WITH 7HE DESIGN
AS SHOWN".
NAME, 777LE DAIS
FOR.
SHEET INDEX
SHEET 1--------
COVER SHEET
SHEET 2------ ---
EROSION CONTROL NARRATIVE
SHEET 3----------
EXISTING CONDITIONS OVERVIEW
SHEET 4------ ---
EXISTING CONDITIONS, SOILS & DEMOLITION PLAN
SHEET 5--------
EXISTING CONDITIONS, SOILS & DEMOLITION PLAN
SHEET 6------ ---
EXISTING CONDITIONS, SOILS & DEMOLITION PLAN
SHEET 7----------
EROSION CONTROL PHASE 1 OVERVIEW
SHEET 6------ ---
EROSION CONTROL PLAN PHASE 1
SHEET 9--- ----
EROSION CONTROL PLAN PHASE 1
SHEET 10 ------
EROSION CONTROL PLAN PHASE 1
SHEET 11--------
EROSION CONTROL PHASE 2 OVERVIEW
SHEET 12-------
EROSION CONTROL PLAN PHASE 2
SHEET 13-------
EROSION CONTROL PLAN PHASE 2
SHEET 14-------
EROSION CONTROL PLAN PHASE 2
SHEET 15 ---- -
EROSION CONTROL PHASE 3 OVERVIEW
SHEET 16-------
EROSION CONTROL PLAN PHASE 3
SHEET 17-------
EROSION CONTROL PLAN PHASE 3
SHEET 18 ------
EROSION CONTROL PLAN PHASE 3
SHEET 19 ------
EROSION CONTROL PHASE 4 OVERVIEW
SHEET 20 -----
EROSION CONTROL PLAN PHASE 4
SHEET 21-------
EROSION CONTROL PLAN PHASE 4
SHEET 22-------
EROSION CONTROL PLAN PHASE 4
SHEET 23-------
EROSION CONTROL NOTES & DETAILS
SHEET 24 ------
EROSION CONTROL NOTES & DETAILS
SHEET 25 ------
WATER QUALITY COMPLIANCE
SHEET 26 ------
WATER QUANTITY COMPLIANCE
STORMWATER MANAGEMENT COMPLIANCE SUMMARY
THE DEVELOPMENT OF BELVEDERE BLOCK 10, WILL OCCUR IN A SINGLE PHASE OF CONSTRUCTION. THE COMPLETED PROJECT WILL UTILIZE
GRANDFATHERED, DIRECT DISCHARGE TO FACILITATE CHANNEL AND FLOOD PROTECTION. STORMWATER RUNOFF WILL BE COLLECTED AND
CONVEYED IN A PIPED DISCHARGE TO THE RIVANNA RIVER.
GENERAL
IN ACCORDANCE WITH 9VAC25-870-48 SECTION A.1, 2, AND 3 THIS PROJECT WAS APPROVED BY ALBEMARLE COUNTY AS A PROFFERED
CONDITION OF THE BELVEDERE NMD. THE ORIGINAL APPROVAL WAS IN OCTOBER OF 2005 AND LAST AMENDED ON JULY 22, 2014. AS
SUCH THE COUNTY IS REQUIRING LAYOUT WHICH ADHERES AS CLOSELY AS POSSIBLE TO THE PROFFERED PLAN OF DEVELOPMENT.
THEREFORE, THIS MEETS THE REQUIREMENTS OF A 1, 2, AND 3, WHICH CONFIRMS GRANDFATHERING OF THE TECHNICAL CRITERIA PART IIC,
AS WELL AS SECTION C WHICH ALLOWS EXTENSION OF THE PART IIC CONSIDERATION FOR AN ADDITIONAL PERMIT CYCLE. THE NEXT
PERMIT CYCLE BEGAN ON JULY 1, 2019 WHICH IS STILL IN EFFECT THUS CONFIRMING THE GRANDFATHERED STATUS.
REGARDING WATER QUALITY (9VAC25-870-":
GRANDFATHERED: THE APPROVED REZONING PLAN CONTEMPLATED PARTIAL PERIMETER CAPTURE USING BIOFILTERS FOR WATER QUALITY
WHICH WERE SHOWN GRADED INTO (NOW) COUNTY PROTECTED STEEP SLOPES. WATER QUANTITY CONTROLS WERE SHOWN WITH
UN -DETAILED DISCHARGE AT THE TOP OF COUNTY PRESERVED SLOPES. THAT PRACTICE WILL NOT BE ALLOWED DUE TO STEEP SLOPE
REGULATIONS. THEREFORE, WE PROPOSE THAT WATER QUALITY BE ADDRESSED THROUGH NUTRIENT CREDIT PURCHASE USING THE
NUTRIENT POUNDAGE CALCULATED BY THE ORIGINAL METHODOLOGY AT THE TIME OF APPROVAL. (THE COUNTY'S INTERIM STORMWATER
SPREADSHEET).
STORMWATER QUANTITY COMPLIANCE (9VAC25-870-66 PART B SPECIFICALLY
DEALS WITH CHANNEL PROTECTION):
IN ACCORDANCE WITH CHANNEL PROTECTION (SECTION B.) OF 9VAC35-870-66 OF VIRGINIA LAW;
GRANDFATHERED: THE APPROVED REZONING PLAN WAS SILENT ON WATER QUANTITY HANDLING. THE PREVAILING DESIGN METHODOLOGY
OF THE DAY WAS THE "1% RULE". TYPICALLY, DEVELOPMENTS WHICH DISCHARGED AT/INTO A MAJOR RIVER (IN THIS CASE, THE RIVANNA)
WOULD DISCHARGE WHERE THE CONTRIBUTING DRAINAGE AREA UPSTREAM IS GREATER THAN 100 TIMES THE AREA OF THE DEVELOPMENT,
HERE THE RIVANNA SERVES MANY THOUSANDS OF ACRES, AND A DIRECT DISCHARGE TO THE RIVER WILL MEET THAT CRITERION. OUR
PLAN WILL DISCHARGE DIRECTLY AT THE NORMAL POOL ELEVATION OF THE RIVER TO MINIMIZE EROSION IMPACTS AND STREAMBANK
DISTURBANCE.
STORMWATER QUANTITY COMPLIANCE (9VAC25-870-66 PART C SPECIFICALLY
DEALS WITH FLOOD PROTECTION):
GRANDFATHERED: THE APPROVED REZONING PLAN WAS SILENT ON WATER QUANTITY HANDLING. THE PREVAILING DESIGN METHODOLOGY
OF THE DAY WAS THE "1% RULE". TYPICALLY, DEVELOPMENTS WHICH DISCHARGED AT/INTO A MAJOR RIVER (IN THIS CASE, THE RIVANNA)
WOULD DISCHARGE WHERE THE CONTRIBUTING DRAINAGE AREA UPSTREAM IS GREATER THAN 100 TIMES THE AREA OF THE DEVELOPMENT.
HERE THE RIVANNA SERVES MANY THOUSANDS OF ACRES, AND A DIRECT DISCHARGE TO THE RIVER WILL MEET THAT CRITERION. OUR
PLAN WILL DISCHARGE DIRECTLY AT THE NORMAL POOL ELEVATION OF THE RIVER TO MINIMIZE EROSION IMPACTS AND STREAMBANK
DISTURBANCE.
STORMWATER QUANTITY COMPLIANCE (9VAC25-870-66 PART D SPECIFICALLY
DEALS WITH SHEET FLOW):
GRANDFATHERED: N/A
APPROVALS
DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
ENGINEERING
INSPECTIONS
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14
EROSION AND SEDIMENT CONTROL NARRATIVE
PROJECT DESCRIPTION
THE FIRST STAGE OF CONSTRUCTION OF BELVEDERE BLOCK 10 PROPOSES THE CONSTRUCTION OF 40
ATTACHED TOWNHOUSE UNITS AND 27 SINGLE FAMILY DETACHED UNITS (PLUS 2 EXISTING SINGLE FAMILY
ATTACHED UNITS). TOTAL DISTURBED AREA IS 19.56AC.
EARTHWORKS
THERE WILL BE AN ESTIMATED 6,210.01 CU. YD. OF EXCESS MATERIAL AFTER FINE GRADING. EXTRA
MATERIAL WILL BE TAKEN FROM A STOCKPILE IN BELVEDERE FROM PREVIOUS CONSTRUCTION PROJECTS. THIS
VOLUMETRIC CALCULATION IS FOR APPROXIMATION ONLY.
PRIOR TO CONSTRUCTION
1. OWNER SHALL POST SURETY BONDS FOR CONSTRUCTION, EROSION & SEDIMENT CONTROL.
2. CONTRACTOR SHALL OBTAIN PERMITS TO WORK WITHIN STATE RIGHT-OF-WAY (VDOT LAND -USE
PERMIT. BONDING FOR WORK WITHIN THE VDOT RIGHT-OF-WAY MAY BE REQUIRED TO OBTAIN THE
PERMIT.
3. CONTRACTOR SHALL COORDINATE WITH OWNER TO OBTAIN VSMP PERMITS, AS REQUIRED BY THE
STATE DEPARTMENT OF ENVIRONMENTAL QUALITY (DEQ).
4. CONTRACTOR SHALL OBTAIN LAND DISTURBANCE PERMIT FROM THE COUNTY OF ALBEMARLE PRIOR TO
BEGINNING CONSTRUCTION.
5. A PRE -CONSTRUCTION MEETING WITH THE ENGINEER THE CERTIFIED LAND DISTURBER AND THE
ENVIRONMENTAL INSPECTOR MAY ALSO BE REQUIRED. ALLOW 72 HOURS FOR COORDINATION AND
SCHEDULING OF PRE -CONSTRUCTION MEETING.
OFF -SITE AREAS
ALL EXCESS MATERIAL GENERATED AS PART OF THIS PROJECT SHALL BE HAULED TO A LOCATION WITHIN
THE BELVEDERE DEVELOPMENT THAT HAS BEEN APPROVED BY THE COUNTY OF ALBEMARLE COMMUNITY
DEVELOPMENT DEPARTMENT.
SOILS
16 - CODORUS SILT LOAM (0% TO 2% SLOPES):
MODERATELY SLOPING AND OCCASIONALLY FLOODED. STARTING AT SURFACE LAYER TO SUBSTRATUM, SOIL
LAYERS CONSIST OF SILT LOAM SILTY CLAY LOAM SILT LOAM. PERMEABILITY IS MODERATELY HIGH TO
HIGH. AVAILABLE WATER STORAGE IS HIGH.
27B - ELIOAK LOAM (2% TO 7% SLOPES):
MODERATELY SLOPING AND WELL DRAINED. STARTING AT SURFACE LAYER TO SUBSTRATUM, SOIL LAYERS
CONSIST OF LOAM, SILTY CLAY, SILT LOAM. PERMEABILITY IS MODERATELY HIGH TO HIGH, AVAILABLE
WATER STORAGE CAPACITY IS MODERATE. SURFACE RUNOFF IS MEDIUM
27C - ELIOAK LOAM (7% TO 15% SLOPES):
STEEP SLOPES AND WELL DRAINED. STARTING AT SURFACE LAYER TO SUBSTRATUM, SOIL LAYERS
CONSIST OF LOAM, SILTY CLAY, SILT LOAM. PERMEABILITY IS MODERATELY HIGH TO HIGH, AVAILABLE
WATER STORAGE IS MODERATE. SURFACE RUNOFF IS MEDIUM.
39D - HAZEL LOAM (15% TO 25% SLOPES):
SOIL IS DEEP, STRONGLY SLOPING AND EXCESSIVELY DRAINED. STARTING AT SURFACE LAYER TO
SUBSTRATUM, SOIL LAYERS CONSIST OF LOAM UP TO 20 INCHES DEEP, CHANNERY LOAM UP TO 30
INCHES, BEDROCK UP TO 79 INCHES. PERMEABILITY IS MODERATELY HIGH TO HIGH WHILE AVAILABLE WATER
STORAGE IN PROFILE IS LOW.
40E - HAZEL LOAM (25% TO 45% SLOPES):
VERY STONY, EXCESSIVELY SLOPING AND EXCESSIVELY DRAINED. STARTING AT SURFACE TO SUBSTRATUM,
SOIL LAYERS CONSIST OF LOAM, CHANNERY LOAM, BEDROCK. PERMEABILITY IS MODERATELY HIGH TO
HIGH. AVAILABLE WATER STORAGE IS LOW.
95 - HATBORO SILT LOAM (0% TO 27):
OCCASIONALLY FLOODED POORLY DRAINED. STARTING AT SURFACE TO SUBSTRATUM SOIL LAYERS
CONSIST OF SILT LOAM, SILTY CLAY LOAM, SANDY LOAM. PERMEABILITY IS MODERATELY HIGH TO HIGH.
AVAILABLE WATER STORAGE IS HIGH.
CRITICAL AREAS
A. STEEP SLOPES
STEEP SLOPES (PRESERVED) AND STEEP SLOPES (MANAGED) PER ALBEMARLE COUNTY GIS DOES EXIST
ON THE NORTH EAST SIDE OF THE SITE. THE AREAS WHERE CONSTRUCTION ACTIVITIES OCCUR NEAR
PRESERVED STEEP SLOPES, TREE PROTECTION AND SILT FENCE WILL BE INSTALLED AS A PROTECTIVE
BARRIER, AS TO NOT DISTURB THE SLOPES.
STRUCTURAL PRACTICES
1. SAFETY FENCE (3.01) - A TEMPORARY SAFETY FENCE SHALL BE CONSTRUCTED WHERE DEEMED
NECESSARY DURING CONSTRUCTION TO PROTECT THE MANHOLES AND SANITARY LINE FROM
CONSTRUCTION TRAFFIC.
2. TEMPORARY CONSTRUCTION ENTRANCE (3.02) - A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE
INSTALLED AT SITE ENTRANCE ON FOWLER STREET.
3. ROAD STABILIZATION (3.03) - ACCESS ROADS, PARKING AREAS, AND OTHER ON -SITE VEHICLE
TRANSPORTATION ROUTES SHALL BE STABILIZED WITH STONE IMMEDIATELY AFTER GRADING.
4. SILT FENCE BARRIER (3.05) - SILT FENCE BARRIERS WILL BE INSTALLED TO FILTER RUNOFF FROM
SHEET FLOW AS INDICATED ON THE EROSION AND SEDIMENT CONTROL PLAN.
5. SUPER SILT FENCE BARRIER - WIRE -REINFORCED SILT FENCE BARRIER WILL BE INSTALLED TO FILTER
RUNOFF FROM SHEET FLOW IF DEEMED NECESSARY BY THE EROSION CONTROL INSPECTOR.
6. DIVERSION (3.12) - A CHANNEL CONSTRUCTED ACROSS A SLOPE WITH A SUPPORTING EARTHEN RIDGE
ON THE LOWER SIDE.
7. TEMPORARY SEDIMENT TRAP (3.13) - A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN
EARTHEN EMBANKMENT WITH A STONE OUTLET.
8. TEMPORARY SEDIMENT BASIN (3.14) - A TEMPORARY BARRIER OR DAM WITH A CONTROLLED
STORMWATER RELEASE STRUCTURE FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL
ACROSS A DRAINAGEWAY.
VEGETATIVE PRACTICES
1. SURFACE ROUGHENING (3.29) - ALL AREAS WITH A GRADE STEEPER THAN 3:1 SHALL BE STAIR -STEP
GRADED OR GROOVED (PLATE 3,29-4) TO AID IN GRASS ESTABLISHMENT, INCREASE INFILTRATION, AND
TO SLOW RUNOFF VELOCITIES.
2. TOPSOILING & STOCKPILING (3.30) - TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND
STOCKPILED FOR LATER USE. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION OR
TO HAVE SILT FENCE INSTALLED ALONG THE LOWER PERIMETER TO PROTECT DOWNSTREAM AREAS.
3. TEMPORARY SEEDING (3.31) - AREAS NOT BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN
14 DAYS SHALL BE STABILIZED WITH A TEMPORARY SEED MIXTURE ACCEPTABLE FOR THAT TIME OF
YEAR. CRIMPING, PUNCH ROLLER -TYPE ROLLERS, OR TRACK WALKING MAY BE USED TO INCORPORATE
STRAW MULCH INTO THE SOIL ON SLOPES IF STRAW IS TO BE USED.
4. PERMANENT SEEDING (3.32) - AREAS BROUGHT TO FINAL GRADE OR THOSE CONSTRUCTION AREAS
THAT WILL REMAIN DORMANT FOR YEAR OR MORE SHALL BE STABILIZED WITH A PERMANENT SEED
MIXTURE ACCEPTABLE TO THAT TIME OF YEAR. PREPARE SURFACE WITH APPROVED TREATMENT AND
ADDITIVES PRIOR TO APPLYING SEED.
5. MULCH (3.35) - PLANT RESIDUES OR OTHER SUITABLE MATERIALS SHALL BE APPLIED TO DISTURBED
SURFACES TO PREVENT EROSION AND REDUCE OVERLAND FLOW VELOCITIES. THIS PRACTICE SHOULD
BE APPLIED TO ALL SEEDING OPERATIONS, OTHER PLANTER MATERIALS WHICH DO NOT PROVIDE
ADEQUATE SOIL PROTECTION BY THEMSELVES, AND BARE AREAS WHICH CANNOT BE SEEDED DUE TO
THE SEASON BUT WHICH STILL NEED PROTECTION TO PREVENT SOIL LOSS. CRIMPING, PUNCH
ROLLER -TYPE ROLLERS, OR TRACK WALKING MAY BE USED TO INCORPORATE STRAW MULCH INTO THE
SOIL ON SLOPES IF STRAW IS TO BE USED.
6. EROSION CONTROL BLANKETS (3.36) - EROSION CONTROL BLANKETS IN CONJUNCTION WITH
PERMANENT SEEDING WILL BE INSTALLED ON ALL SLOPES STEEPER THAN 3:1 FOLLOWING GRADING.
EROSION CONTROL BLANKETS WILL ALSO BE INSTALLED IN DITCHES WHERE POTENTIAL EROSIVE
VELOCITIES MAY EXIST AS DETERMINED BY ENGINEERING CALCULATIONS. THIS WILL PROTECT FROM
RILL AND GULLY EROSION.
7. TREE PROTECTION (3.38) - THE TREE FENCE BARRIER WILL BE INSTALLED TO PROTECT THE TREES
OUTSIDE OF THE LIMITS OF DISTURBANCE AS INDICATED ON THE EROSION AND SEDIMENT CONTROL
PLAN.
8. DUST CONTROL (3.39) - DUST CONTROL METHODS MUST BE USED TO REDUCE THE AMOUNT OF
AIRBORNE DUST DURING ALL PHASES OF CONSTRUCTION WHERE SOIL IS EXPOSED OR DISTURBED.
MANAGEMENT STRATEGIES
1. CONSTRUCTION WILL BE SEQUENCED SO THAT GRADING OPERATIONS CAN BE SEQUENCED, AND ALSO
BEGIN AND END AS QUICKLY AS POSSIBLE.
2. THE CONSTRUCTION ENTRANCE AND PERIMETER EROSION CONTROL MEASURES SUCH AS TREE
PROTECTION AND SILT FENCE SHALL BE INSTALLED AS THE FIRST STEP OF DISTURBANCE.
3. SEDIMENT TRAPS SHALL BE INSTALLED WITH PERIMETER SILT FENCE PRIOR TO ANY GRADING AND
SHALL BE SEEDED AND MULCHED IMMEDIATELY FOLLOWING INSTALLATION.
4. THE SEDIMENT TRAPS SHALL BE CHECKED FOR SEDIMENT ACCUMULATION AFTER EVERY RUNOFF
PRODUCING STORM EVENT. SEDIMENT SHOULD BE REMOVED WHEN IT REACHES ONE-HALF OF THE
DESIGN VOLUME OF THE WET STORAGE.
5. TEMPORARY SEEDING OR OTHER STABILIZATION METHODS, SUCH AS BASE AGGREGATE WILL FOLLOW
IMMEDIATELY AFTER REACHING FINAL GRADES.
6. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED.
AREAS SHOULD BE FERTILIZED AND RE -SEEDED AS NEEDED TO ESTABLISH GROWTH..
7. THE JOB SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL
EROSION AND SEDIMENT CONTROL PRACTICES.
B. DURING FINE GRADING OPERATIONS, MAINTAIN ALL DIVERSION DITCHES TO THE SEDIMENT TRAPS AND
BASIN. THE SEDIMENT TRAPS AND BASIN SHALL REMAIN FUNCTIONAL THROUGHOUT INSTALLATION OF
THE STORM SEWER INLETS, PIPES, OUTFALLS.
9. INSTALL SILT FENCE INLET PROTECTION TRAPPING MEASURES AT EACH INLET LOCATION WITHIN THE
DITCH WHERE APPLICABLE.
10. WHILE THE SEDIMENT BASIN REMAINS FUNCTIONAL FOR THE DISTURBED AREA INSTALL THE
STORMWATER MANAGEMENT PIPES AND OUTLET PROTECTION MEASURES PER THE SPECIFICATIONS.
11. AFTER BEING NOTIFIED BY THE EROSION AND SEDIMENT CONTROL ADMINISTRATOR, THE TEMPORARY
EROSION AND SEDIMENT CONTROLS CAN BE CLEANED UP OR REMOVED AND THE SEDIMENT BASIN
CAN BE FILLED IN AND SEEDED, THEREBY REDIRECTING DRAINAGE TO THE PERMANENT FACILITIES.
THE STORMWATER MANAGEMENT FACILITIES SHOULD BE CHECKED REGULARLY BY THE HOMEOWNERS
ASSOCIATIONS TO ENSURE THAT THEY ARE STRUCTURALLY SOUND AND HAVE NOT BEEN DAMAGED.
PERMANENT STABILIZATION
ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH STRAW & SEED IMMEDIATELY
FOLLOWING FINISHED GRADE. SEEDING SHALL BE DONE WITH KENTUCKY 31 TALL FESCUE IN ACCORDANCE TO
STANDARD AND SPECIFICATION 3.32 PERMANENT SEEDING OF THE VIRGINIA EROSION AND SEDIMENT
CONTROL HANDBOOK. ANY FERTILIZER AND LIME APPLICATIONS SHALL BE IN ACCORDANCE WITH SOIL TEST
RESULTS. ALL SEEDED AREAS WILL BE STRAW MULCHED TO PROTECT AGAINST RILL EROSION AND TO
PRESERVE SOIL MOISTURE THAT WILL ENHANCE SEED GERMINATION. CRIMPING, PUNCH ROLLER -TYPE
ROLLERS, OR TRACK WALKING MAY BE USED TO INCORPORATE STRAW MULCH INTO THE SOIL ON SLOPES IF
STRAW IS TO BE USED.
EROSION CONTROL MAINTENANCE
1. IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED DAILY AND AFTER
EACH SIGNIFICANT RAINFALL. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR:
2. THE CONSTRUCTION ENTRANCE SHALL BE CHECKED DAILY FOR SOIL BUILDUP. IF THE ENTRANCE
BECOMES CLOGGED WITH SOIL AND FAILS TO PREVENT THE TRANSPORTATION OF SOIL ONTO THE
ROADWAY, ADDITIONAL STONE, REPLACEMENT OF STONE, OR A WASH -RACK MAY BE REQUIRED.
3. SILT FENCE SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. CLOSE ATTENTION SHALL BE PAID TO THE REPAIR OF DAMAGED SILT FENCE
RESULTING FROM END RUNS AND UNDERCUTTING. SHOULD THE FABRIC ON A SILT FENCE DECOMPOSE
OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL
BE NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY. SEDIMENT DEPOSITS SHOULD BE
REMOVED AFTER EACH STORM EVENT. THEY MUST BE REMOVED WHEN DEPOSITS REACH
APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN
PLACE AFTER THE SILT FENCE IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH THE
EXISTING GRADE, PREPARED, AND SEEDED.
4. DIVERSION DIKES SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIKE, FLOW
CHANNEL, OUTLET, OR SEDIMENT TRAPPING FACILITY AS NECESSARY. ONCE EVERY TWO WEEKS,
WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND
REPAIRS MADE IF NEEDED. DAMAGES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY MUST
BE REPAIRED BEFORE THE END OF EACH WORKING DAY.
5. STORMWATER CONVEYANCE CHANNELS (WHERE APPLICABLE):
5.1. GRASS LINED CHANNELS - DURING THE INITIAL ESTABLISHMENT, GRASS LINED CHANNELS
SHOULD BE REPAIRED IMMEDIATELY AND RE-ESTABLISHED IF NECESSARY. AFTER GRASS HAS
BECOME ESTABLISHED, THE CHANNEL SHOULD BE CHECKED PERIODICALLY TO DETERMINE IF
THE GRASS IS WITHSTANDING FLOW VELOCITIES WITHOUT DAMAGE. IF THE CHANNEL IS TO BE
MOWED, IT SHOULD BE DONE IN A MANNER THAT IT WILL NOT DAMAGE THE GRASS.
5.2. RIPRAP-LINED CHANNELS - RIPRAP LINED CHANNELS SHOULD BE CHECKED PERIODICALLY TO
ENSURE THE SCOUR IS NOT OCCURRING BENEATH FABRIC UNDERLINING OF THE RIPRAP LAYER.
THE CHANNEL SHOULD ALSO BE CHECKED TO DETERMINE THE STONES ARE NOT DISLODGED BY
LARGE
FLOWS.
5.3. IF SEDIMENT IS DEPOSITED IN A GRASS -LINED CHANNEL, IT SHOULD BE REMOVED PROMPTLY
TO PREVENT DAMAGE TO THE GRASS. SEDIMENT DEPOSITED IN A RIPRAP CHANNEL SHOULD BE
REMOVED WHEN IT REDUCES THE CAPACITY OF THE CHANNEL.
6. CHECK DAMS SHALL BE CHECKED FOR SEDIMENT ACCUMULATION AFTER EVERY RUNOFF PRODUCING
STORM EVENT. SEDIMENT SHOULD BE REMOVED WHEN IT REACHES ONE-HALF OF THE ORIGINAL
HEIGHT OF THE MEASURE. REGULAR INSPECTIONS SHALL BE MADE TO INSURE THE CENTER OF EACH
DAM IS LOWER THAN THE EDGES. EROSION CAUSED BY HIGH FLOWS AROUND THE EDGES OF THE DAM
SHOULD BE CORRECTED IMMEDIATELY.
7. THE EARTHEN EMBANKMENTS SHALL BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY
SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT.
8. THE BASIN SHOULD BE CHECKED AFTER EACH RUNOFF -PRODUCING RAINFALL FOR SEDIMENT
CLEANOUT. WHEN THE BASIN REACHES CLEAN -OUT LEVEL, IT SHALL BE REMOVED AND PROPERLY
DISPOSED OF.
9. THE STORMWATER MANAGEMENT FACILITIES SHOULD BE CHECKED REGULARLY BY THE HOMEOWNERS
ASSOCIATIONS TO ENSURE THAT THEY ARE STRUCTURALLY SOUND AND HAVE NOT BEEN DAMAGED BY
EROSION.
10. THE EMERGENCY SPILLWAY SHALL BE CHECKED REGULARLY TO ENSURE THAT ITS LINING IS WELL
ESTABLISHED AND EROSION RESISTANT. GRASS SHALL BE KEPT MOWN BELOW A HEIGHT OF 15" AND
THE OUTLET SHOULD BE CHECKED FOR CLOGGING.
11. THE DAM SECTION SHALL BE KEPT FREE OF SAPLINGS OR TREES.(REFER TO THE ADDITIONAL
MAINTENANCE SPECIFICATIONS)
12. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED.
AREAS SHOULD BE FERTILIZED AND RE -SEEDED AS NEEDED. IN THE EVENT THAT THE APPLIED
SEEDING FAILS TO TAKE HOLD, BLANKET MATTING SHALL BE PLACED IN APPROPRIATE AREAS DEEMED
NECESSARY BY THE ENGINEER OR EROSION CONTROL INSPECTOR.
SEQUENCE OF CONSTRUCTION
AFTER OBTAINING ALL REQUIRED PERMITS THE CONTRACTOR SHALL COORDINATE A PRE -CONSTRUCTION
MEETING, ALLOWING 72 HOURS FOR ITS COORDINATION.
1. PHASE 1
1.1. INSTALL THE CONSTRUCTION ENTRANCE AT SITE ENTRANCE OFF OF FOWLER STREET. SHOULD
THE TEMPORARY CONSTRUCTION ENTRANCE NOT BE MAINTAINED PROPERLY OR AN EXCESSIVE
AMOUNTS OF SOIL BE TRACKED ONTO THE PUBLIC ROADWAY, THEN A PAVED CONSTRUCTION
ENTRANCE, WATER TANKER TRUCK WITH TWO (2) PRESSURE WASHERS, AND A SETTLING AREA
MAY BE REQUIRED BY THE EROSION AND SEDIMENT CONTROL PROGRAM ADMINISTRATOR.
1.2. PLACE SILT FENCE, TREE PROTECTION, AND OTHER PERIMETER CONTROLS. CLEARING AND
GRUBBING SHALL FIRST BE LIMITED TO THAT NECESSARY TO INSTALL THE PERIMETER
CONTROLS.
1.3. INSTALL SEDIMENT TRAPS 1 THOUGH 7. PROVIDE STABILIZATION MEASURES TO ALL TRAPS.
1.4. CONTRACTOR TO CONSTRUCT DIVERSION DIKES (DD) TO DIRECT RUNOFF TO THE SEDIMENT
TRAPS. CONTRACTOR TO ENSURE A POSITIVE SLOPE IS MAINTAINED. BERM SHALL BE
STABILIZED AS A FIRST STEP IN DISTURBANCE.
1.5. ONCE ALL OF THE PHASE 1 CONTROLS ARE INSTALLED, AND PRIOR TO ADDITIONAL CLEARING
AND GRUBBING, THE CONTRACTOR SHALL COORDINATE INSPECTIONS, AS REQUIRED BY THE
COUNTY OF ALBEMARLE.
1.6. CLEAR AND GRUB THE REMAINDER OF THE PROJECT AREA. THE LAND DISTURBANCE SHALL
BE RESTRICTED TO THE LIMITS OF DISTURBANCE SHOWN IN THE APPROVED EROSION CONTROL
PLANS.
2. PHASE 2
2.1. STRIP TOPSOIL AND STOCKPILE WITHIN AN AREA ON THE PROPERTY AT A LOCATION APPROVED
BY ALBEMARLE COUNTY COMMUNITY DEVELOPMENT. INSTALL SILT FENCE AT THE PERIMETER
OF THE STOCKPILE(S).
2.2. CONSTRUCTION OF THE WALLS MAY BEGIN. CONSTRUCT SEDIMENT TRAPS 1A, 4A, AND 7A.
REMOVE SEDIMENT TRAP 1, SEDIMENT TRAP 4, AND SEDIMENT TRAP 7. SEDIMENT TRAPS 1A,
4A, AND 7A & DIVERSIONS MUST BE IN PLACE BEFORE REMOVING SEDIMENT TRAPS 1, 4, AND
7 & DIVERSIONS.
2.3. CONTRACTOR TO BRING SITE UP TO GRADE AS SHOWN ON THE PHASE 2 EROSION AND
CONTROL PLAN. CONSTRUCTION ROAD STABILIZATION MAY BE REQUIRED.
2.4 PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN
DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL
STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE
AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT
STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE
THAN ONE YEAR. LIME, FERTILIZE, AND APPLY TEMPORARY OR PERMANENT SEEDING TO ALL
DENUDED AREAS IMMEDIATELY AFTER ACHIEVING FINAL GRADES. ALL PERMANENT SLOPES
STEEPER THAN 3:1 SHALL RECEIVE STABILIZATION WITH LANDSCAPING VEGETATION HARDIER
THAN GRASS, WHICH WALL NOT REQUIRE MOWING.
3. PHASE 3
3.1 CONTRACTOR TO BEGIN CONSTRUCTION ON ALL UTILITIES. ALL INLETS MUST BE PROTECTED BY
INLET PROTECTION (IP) AS SHOWN ON SHEET 14.
3.2 FINE GRADE AND INSTALL CURBING, ROADS, AND LOTS. MUCK OUT, FILL, AND CLOSE TRAPS
ONCE WATER IS FLOWING TO THE INLETS AND THROUGH THE STORMWATER PIPES. SEDIMENT
TRAP 4 TO REMAIN UNTIL PHASE 4.
4. PHASE 4
4.1 SPREAD TOPSOIL AND ADD PERMANENT SEEDING TO ANY DISTURBED AREA..
4.2 AFTER SITE IS STABILIZED AND PERMISSION IS OBTAINED FROM THE EROSION CONTROL
INSPECTOR, REMOVE SILT FENCING AND OTHER REMAINING EROSION CONTROL MEASURES IF
DEEMED APPROPRIATE BY ALBEMARLE COUNTY.
4.3 DEMOBILIZE.
EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS
1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN
SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL
STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT
FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION
SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR
1.1. CONTRACTOR SHALL ESTABLISH A STABILIZED SITE, AND NOT ALLOW ANY SEDIMENT TO EXIT
THE PROJECT LIMITS.
2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE
STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR
THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS
WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
2.1. CONTRACTOR TO PROTECT STOCKPILE AREAS WITH SILT FENCE.
3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE
PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A
GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT
EROSION.
3.1. CONTRACTOR SHALL ESTABLISH A VEGETATIVE COVER ON ALL DENUDED AREAS.
4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES
INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING
ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
4.1. CONTRACTOR SHALL ESTABLISH THE PERIMETER CONTROLS AS THE FIRST STEP OF THE LANDS
DISTURBANCE FOR THIS PROJECT.
5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND
DIVERSIONS IMMEDIATELY AFTER INSTALLATION.
5.1. CONTRACTOR SHALL INSPECT EROSION CONTROL MEASURES AFTER EACH RAINFALL EVENT.
6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE
TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN.
6.1. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER
ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN
THREE ACRES.
6.2. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE
AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT
BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS
PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE
STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION.
RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH
CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED.
7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE
EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT
STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE
PROBLEM IS CORRECTED.THERE ARE NO PROPOSED CUT OR FILL SLOPES. HOWEVER, THE CONTRACTOR
IS TO RESTORE THE PROJECT AREA TO EXISTING GRADE. IF THE AREAS WITH NATURALLY STEEP
SLOPES ARE FOUND TO BE ERODING EXCESSIVELY AFTER ONE YEAR, CONTRACTOR IS TO PROVIDE
ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED.
8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN
ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE.MAXIMIZE
SHEETFLOW AND GROUNDWATER INFILTRATION
9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL
BE PROVIDED.CONTRACTOR TO NOTIFY ENGINEER AND COUNTY EROSION CONTROL INSPECTOR.
10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED
SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING
FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE
OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT
CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL.
12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE
ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST
EXTENT POSSIBLE DURING CONSTRUCTION. NON -ERODIBLE MATERIAL SHALL BE USED FOR THE
CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE
STRUCTURES IF ARMORED BY NON -ERODIBLE COVER MATERIALS.CONTRACTOR SHALL FOLLOW THE
VESCH CHAPTER 3.25 UTILITY STREAM CROSSING REQUIREMENTS FOR THE TWO INTERMITTENT STREAM
CROSSINGS.
13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN
ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF
NON -ERODIBLE MATERIAL SHALL BE PROVIDED.
14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN OR
CROSSING LIVE WATERCOURSES SHALL BE MET.CONTRACTOR SHALL FOLLOW ALL APPLICABLE FEDERAL,
STATE AND LOCAL REQUIREMENTS FOR STREAM CROSSINGS.
15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE
WATERCOURSE IS COMPLETED.
16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS
IN ADDITION TO OTHER APPLICABLE CRITERIA:
16.1. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
16.2. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
16.3. 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.
16.4. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO
MINIMIZE EROSION AND PROMOTE STABILIZATION.
16.5. RE -STABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THIS CHAPTER.
16.6. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH.CONTRACTOR TO ADHERE TO
THE APPLICABLE STANDARD FOR PRIVATE AND PUBLIC UTILITY INSTALLATION.
17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS
SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE
PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR 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 AND TRANSPORTED TO A SEDIMENT
CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED
IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO
LARGER LAND -DISTURBING ACTIVITIES.CONTRACTOR SHALL MAKE PROVISIONS TO KEEP ADJACENT
ROADS CLEAN FROM SOIL BUILD-UP.
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 VESCP AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED
SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.CONTRACTOR SHALL STABILIZE SITE,
AND OBTAIN INSPECTOR APPROVAL PRIOR TO REMOVING EC MEASURES. UPON APPROVAL OF THE
ENVIRONMENTAL INSPECTOR INSTALL INFILTRATION AREAS AND CONNECT ROOF DRAINS.
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 FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND
RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT
MAN-MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY
REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS.
19.1. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED
DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL
, L, PIPE OR STORM
SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE
SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM
SHALL BE PERFORMED.
19.2. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED USING THE VSMP CHANNEL
PROTECTION CRITERIA. STORMWATER DISCHARGES ARE CLASSIFIED INTO ONE OF THREE TYPES
OF CHANNEL.
(1)"MANMADE STORMWATER CONVEYANCE SYSTEM" MEANS A PIPE, DITCH, VEGETATED SWALE, OR
OTHER STORMWATER CONVEYANCE SYSTEM CONSTRUCTED BY MAN EXCEPT FOR RESTORED
STORMWATER CONVEYANCE SYSTEMS OR,
(A) THE MANMADE STORMWATER CONVEYANCE SYSTEM SHALL CONVEY THE
POST -DEVELOPMENT PEAK FLOW RATE FROM THE TWO-YEAR EVENT WITHOUT CAUSING
EROSION OF THE SYSTEM DETENTION OF THE STORMWATER OR DOWNSTREAM
IMPROVEMENTS MAY BE INCORPORATED INTO THE APPROVED LAND -DISTURBING ACTIVITY
TO MEET THIS CRITERIA AT THE DISCRETION OF THE STORMWATER PROGRAM
ADMINISTRATIVE AUTHORITY.
(B) THE PEAK DISCHARGE REQUIREMENTS FOR CONCENTRATED STORMWATER FLOW TO
NATURAL STORMWATER CONVEYANCE SYSTEMS SHALL BE MET.
QDEVELOPED <= I.F. * (QPRE-DEV. * RVPRE-DEV.) / RVDEVELOPED
UNDER NO CONDITION SHALL QDEVELOPED > Q PRE-DEV.
NOR SHALL QDEVELOPED BE REQUIRED TO BE LESS THAN THAT
QFOREST * RVPRE-DEV.)/RVDEVELOPED
OR IN ACCORDANCE WITH ANOTHER METHODOLOGY THAT IS DEMONSTRATED BY THE VSMP
AUTHORITY TO ACHIEVE EQUIVALENT RESULTS AND IS APPROVED BY THE BOARD.
(2) "NATURAL STORMWATER CONVEYANCE SYSTEM" MEANS THE MAIN CHANNEL OF A
NATURAL STREAM AND THE FLOOD -PRONE AREA ADJACENT TO THE MAIN CHANNEL OR,
(3) "RESTORED STORMWATER CONVEYANCE SYSTEM" MEANS A STORMWATER CONVEYANCE
SYSTEM THAT HAS BEEN DESIGNED AND CONSTRUCTED USING NATURAL CHANNEL DESIGN
CONCEPTS. RESTORED STORMWATER CONVEYANCE SYSTEMS INCLUDE THE MAIN CHANNEL AND
THE FLOOD -PRONE AREA ADJACENT TO THE MAIN CHANNEL.
(A) THE DEVELOPMENT SHALL BE CONSISTENT, IN COMBINATION WITH OTHER STORMWATER
RUNOFF WITH THE DESIGN PARAMETERS OF THE RESTORED STORMWATER CONVEYANCE
SYSTEM THAT IS FUNCTIONING IN ACCORDANCE WITH THE DESIGN OBJECTIVES.
(B) THE PEAK DISCHARGE REQUIREMENTS FOR CONCENTRATED STORMWATER FLOW TO
NATURAL STORMWATER CONVEYANCE SYSTEMS SHALL BE MET. SEE 19(B)(1)(B).
GENERAL EROSION AND SEDIMENT CONTROL NOTES
WORK AREA PROTECTION & MAINTENANCE
1. ALL FENCES REQUIRED TO BE REMOVED OR DISTURBED BY CONSTRUCTION SHALL BE SALVAGED, STORED,
PROTECTED AND RE -INSTALLED BY CONTRACTOR AT THE DIRECTION OF AND LOCATION DESIGNATED BY THE
PROJECT MANAGER. IF SUCH FENCE MATERIAL CANNOT BE REUSED DUE TO DAMAGE CAUSED BY CONTRACTOR,
CONTRACTOR SHALL INSTALL NEW FENCE OF THE SAME TYPE OF MATERIAL. TEMPORARY FENCING REQUIRED BY
PRIVATE PROPERTY OWNERS SHALL BE PROVIDED BY CONTRACTOR. CONTRACTOR IS ADVISED TO CONTACT
PROPERTY OWNERS AT LEAST FORTY-EIGHT 48 HOURS IN ADVANCE OF REMOVING ANY FENCE IN ORDER TO
COORDINATE RELOCATION AND/OR PROTECTION OF ANY ANIMALS, AND TO ESTABLISH AND CONFIRM WITH THE
OWNER THE PRE -CONSTRUCTION CONDITION OF ANY FENCE TO BE REMOVED, DISTURBED OR REPLACED.
2. CONTRACTOR IS PERMITTED TO WORK IN THE PUBUC RIGHT-OF-WAY (FOLLOWING ISSUANCE OF VDOT
APPROVAL) AND ANY TEMPORARY OR PERMANENT EASEMENT FOLLOWING VERIFICATION OF EXISTENCE OF
EASEMENT) SHOWN ON THE PLANS. HOWEVER, CONTRACTOR SHALL NOTIFY PROPERTY OWNER(S) FORTY-EIGHT
(48) HOURS PRIOR TO WORKING ON ANY PRIVATE PROPERTY TO GAIN AND COORDINATE ACCESS AND TO
DETERMINE A STORAGE AREA FOR MATERIALS IF NEEDED. COORDINATION OF ACCESS TO PUBLIC RIGHT-OF-WAY
AND STORAGE OF MATERIALS THEREON SHALL BE COORDINATED WITH VDOT AND THE PROJECT MANAGER.
CONTRACTOR'S FAILURE TO SO NOTIFY AND COORDINATE WITH PROPERTY OWNERS AND/OR THE PROJECT
MANAGER MAY RESULT IN DELAYS.
3. CONTRACTOR SHALLAT THEIR EXPENSE MAINTAIN THE WORK SITE IN A CLEAN AND ORDERLY APPEARANCE AT
ALL TIMES. ALL DEBRIS AND SURPLUS MATERIAL COLLECTED SHALL BE DISPOSED OF OFF THE WORK SITE BY
CONTRACTOR, AT THEIR EXPENSE.
4. EXISTING LAWNS, TREES, SHRUBS, FENCES, UTILITIES, CULVERTS, WALLS, WALKS, DRIVEWAYS, POLES, SIGNS,
RIGHT-OF-WAY MONUMENTS, MAILBOXES AND THE LIKE SHALL BE PROTECTED FROM DAMAGE DURING THE
WORK. ANY DAMAGE CAUSED TO SUCH ITEMS SHALL BE REPAIRED OR REPLACED BY CONTRACTOR AT NO
ADDITIONAL COST. PROPERTY PINS DISTURBED BY CONTRACTOR THAT ARE NOT SHOWN ON THE PLANS TO BE
DISTURBED SHALL BE RESTORED BY A LICENSED SURVEYOR AT CONTRACTOR'S EXPENSE.
5. CONTRACTOR SHALL EMPLOY EROSION CONTROL DEVICES AND METHODS AS REQUIRED TO MEET THE
REQUIREMENTS AND INTENT OF THE LOCAL EROSION CONTROL ORDINANCE. CONTRACTOR SHALL PROVIDE THE
NECESSARY DIVERSION DITCHES, DIKES OR TEMPORARY CULVERTS REQUIRED TO PREVENT MUD AND DEBRIS
FROM BEING WASHED ONTO THE STREETS OR PROPERTY. CONTRACTOR'S VEHICLES SHALL BE KEPT CLEAN TO
PREVENT MUD OR DUST FROM BEING DEPOSITED ON STREETS. NO AREA SHALL BE LEFT DENUDED FOR MORE
THAN SEVEN (7) CALENDAR DAYS.
VEGETATION
1. PRIOR TO REMOVING ANY VEGETATION, CONTRACTOR SHALL MEET WITH THE PROPERTY OWNERS AND THE
PROJECT MANAGER TO REVIEW THE LIMITS OF CONSTRUCTION AND OBTAIN PERMISSION TO REMOVE VEGETATION
REQUIRED TO DO THE WORK.
2. TREE AND PLANT ROOTS OR BRANCHES THAT MAY INTERFERE WITH THE WORK SHALL BE TRIMMED OR CUT
ONLY WITH THE APPROVAL OF THE PROJECT MANAGER. ANY TREES OR PLANTS WHICH ARE SHOWN TO REMAIN
THAT DO NOT INTERFERE WITH THE WORK, BUT ARE DAMAGED BY CONTRACTOR OR HIS SUBCONTRACTORS,
SHALL BE REPAIRED OR REPLACED BY CONTRACTOR AT NO ADDITIONAL COST.
3. CONTRACTOR SHALL CLEAN UP, RESTORE, SEED AND MAINTAIN ALL DISTURBED AREAS IMMEDIATELY UPON
COMPLETION OF WORK ON EACH SITE. TOPSOIL, SEED, FERTILIZER AND MULCH SHALL BE PLACED IN
ACCORDANCE WITH ESC AUTHORITY STANDARDS ON ALL DISTURBED AREAS. A PERMANENT STAND OF GRASS
ADEQUATE TO PREVENT EROSION SHALL BE ESTABLISHED PRIOR TO FINAL ACCEPTANCE.
4. THE ACT OF RESEEDING SHALL NOT QUALIFY AS "STABILIZED'. THE CONTRACTOR SHALL BE RESPONSIBLE TO
ESTABLISH VEGETATION, NOT SIMPLY APPLY SEED AND MATERIALS.
GENERAL CONSTRUCTION NOTES
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE
PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED
ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND
SEDIMENT CONTROL REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE
FIRST STEP IN CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED
ON THE SITE AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON
THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS),THE
CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER
FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION
CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED
BY THE PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL
TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL
STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING
DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND
AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP
TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE
IMMEDIATELY.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL
SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER
DEBRIS.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER
ZONING ORDINANCE SECTION 5.1.28.
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF
THE CODE Of ALBEMARLE.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL
BE LIMITED TO THE HOURS OF 7:00 AM TO 9:00 PM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT
MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS,
PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC
STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT
TO PERMANENT STORMWATER MANAGEMENT FACILITIES, WHERE APPLICABLE, ALL EROSION
CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT,
UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO
BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A
50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO
CONSIST OF ANNUAL RYE OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET.
STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO BE
APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND
MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90 LBS/1000SF.
INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000
LEIS/ACRE AND CONSIST OF A 10 20 10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE
APPLIED AT 180 LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND
0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED
AT 80 LBS/10OSF. ALTERNATIVES ARE SUBJECT TO BE APPROVED BY THE COUNTY EROSION
CONTROL INSPECTOR.
CONTRACTOR SHALL KEEP ACCURATE RECORDS OF ANY CHANGES SUBSTITUTIONS, ALTERATIONS, VARIATIONS OR
UNUSUAL CONDITIONS ENCOUNTERED OR IMPLEMENTED WHILE ENGAGED ON THIS PROJECT. THESE RECORDS SHALL
BE IN THE FORM OF REDLINES". 'REDLINES" SHALL REFER TO THE CONTRACTOR'S HAND ANNOTATIONS USING RED
COLORED PEN/PENCIL TO DEPICT ACTUAL CHANGE, SUBSTITUTION, OR CONDITION.
PRIOR TO CONTRACTOR REQUESTING PARTIAL OR FULL PAYMENT, CONTRACTOR SHALL PROVIDE THE OWNER WITH
AN UP-TO-DATE CONTRACTOR'S RECORD DRAWING. SPECIFICALLY, THIS SET OF PLANS, ISSUED TO THE
CONTRACTOR AS FINAL CONSTRUCTION DRAWINGS, SHALL BEAR THE REDLINE" MARKINGS LISTED BELOW AS WELL
AS THE CONTRACTOR (AGENT OR SUPERINTENDENT) SIGNATURE AND CERTIFICATION BELOW:
1. REDLINES SHOULD ALWAYS BE ACCURATE NEAT, LEGIBLE, DATED AND REASONABLY SCALED.
2. ADD LARGE RED LETTERS TO TITLE SHEET WITH 'CONTRACTOR'S RECORD DRAWING' INCLUDING CONTRACTOR'S
NAME, DATE, AND OTHER RELEVANT INFORMATION
3. CONTRACTOR'S REPRESENTATIVE OR SUPERINTENDENT SHALL IN111AL EACH SHEET. IF A SHEET HAS NOT
BEEN CHANGED AT ALL OR NO MARK HAS BEEN ADDED LABEL THE SHEET ONLY 'NO CHANGES'
4. IF A SHEET HAS BEEN CHANGED OR MODIFICATIONS HAVE BEEN ADDED, LABEL IT 'REVISED'
5. USE WRITTEN EXPLANATION TO DESCRIBE CHANGES. REFER TO SPECIFIC ACTIONS INSTEAD OF REFERENCING
CHANGE ORDER NUMBERS OR RELATED DOCUMENTS
6. USE CLEAR LETTERING
7. NEVER REMOVE OLD VALUES OR DETAILS JUST REDLINE OR "X" THROUGH THEM. IF THERE IS NO ROOM FOR
THE NEW VALUE, YOU CAN GO TO THE SIDE AND REDLINE THE REPLACEMENT VALUE.
8. PROVIDE THE REDLINE DETAILS OF CHANGES OR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO
FABRICATION, ERECTION, INSTALLATION, LOCATION, SIZING, MATERIAL, DIMENSION, ADDITIONS, RELOCATIONS,
SUBSTITUTIONS, ETC
9. BE SPECIFIC WHEN MAKING NOTES TO UNDERGROUND UTILITIES, SHOWING EXACT LOCATION, DEPTH, AND
MATERIAL USED EXAMPLE: SEWER LATERALS
10. PROVIDE ALL NECESSARY INFORMATION OF CONTRACTOR'S DESIGNED SYSTEMS OR SUBSTITUTIONS
11. CROSS OUT ANY PLAN REFERENCE TO "APPROVED EQUAL" AND REPLACE WITH ANY SPECIFIC INFORMATION
OF VARIANCE USED DURING THE CONSTRUCTION PROCESS
12. ANY CHANGES IN INVERT ELEVATIONS, GRADE MODIFICATIONS, SLOPES, AND RELATED INFORMATION ON PIPING
UTILITIES, EARTHWORK, ETC. SHALL BE REDLINED.
13. RECORD ALL UNEXPECTED OBSTRUCTIONS, COMPLICATING FACTORS, UNSUITABLE CONDITIONS FOUND IN THE
PROJECT AREA INCLUDING ROCK, UNUSUAL TOPSOIL CONDITIONS, BURIED DEBRIS, ETC.
14. ATTACH OR INCLUDE ANY SHOW DRAWINGS OR SUPPLEMENTAL INFORMATION TO THE CONTRACTOR'S RECORD
DRAWING
15. CHANGES MADE AS A RESULT OF ANY REGULATORY OR OWNER INSPECTION PROCESS
CERTIFICATION STATEMENT:
THIS HAND -MARKED SET OF DRAWINGS HAS BEEN REDLINED" TO PROVIDE ACCURATE DETAILED RECORD OF
ANY SUBSTANTIVE CHANGES TO THE APPROVED DESIGN DRAWINGS. ANY ITEM NOT 'REDLINED" ON THIS PLAN
SET OR SUBSEQUENT PAGES SHOULD BE CONSIDERED TO BE "CONSTRUCTED IN ACCORDANCE WITH THE
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NAME, TITLE, & DATE
FOR:
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2 09-19-22 COUNTYCOMMENTS
SERVING VIRGINIA SINCE 1956
PHYSICAL MAILING
999 SECOND ST. SE. 435 MERCHANT WALK SQ., SUITE 300-159
CHARLOTTESVILLE,VA 22902 CHARLOTTESVILLE,VA 22902
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EROSION CONTROL MEASURES LEGEND
3.02
CONSTRUCTION
ENTRANCE
CE
3.05
SILT FENCE
3.05
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SF
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3.07
❑
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3.09
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3.13 SEDIMENT TRAP ST
3.14 SEDIMEBASNT SB
3.18
OUTLET
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OP
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❑
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M
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❑TEMPORARY
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DATE:
02-17-2021
SCALE:
AS SHOWN
JOB:
8438
SHEET:
21-oF26
SEDIMENT TRAP CALCULATIONS
SEDIMENT TRAP 1 (PHASE 1) SEDIMENT TRAP 6
Drainage Area (ac):
2.02
Wet Storage Req:
135.34
cy
Dry Storage Req:
135.34
cy
Total Storage Req:
270.68
cy
Elev
Side 1
Side 2 Area
Vol (CO
Vol (cy)
Low Point:
418.0
1802.2
1:1 Side Slope
wet
wet
Botom of Weir:
420.0
2189.2
3991.4
147.8
2:1 Side Slope
dry
dry
Top of Weir
422.0
3045.4
5234.6
193.9
Weir Length (ft)
12.1
Weir Height (ft)
2.0
Top of Berm
423.00
Top of Weir
422.00
Bottom of Weir
4200.
0.0 0.0
Low Point
418.0
0.0 0.0
Berm Width (ft)
2.5
:DIMENT TRAP 2
Drainage Area (ac)
1.48
Wet Storage Req:
99.16
cy
Dry Storage Req:
99.16
cy
Total Storage Req:
198.32
cy
Elev
Side 1
Side 2 Area
Vol (CO
Vol (cy)
Low Point:
413.0
1263.2
1:1 Side Slope
wet
wet
Botom of Weir:
415.0
1568.2
2831.4
104_9
3:1 Side Slope
dry
dry
Top of Weir
417.0
2657.2
4225.3
156.5
Weir Length (ft)
8.9
Weir Height (ft)
2.0
Top of Berm
418.00
Top of Weir
417.00
Bottom of Weir
415.0
&0 0.0
Low Point
413.0
0.0 0.0
Berm Width (ft)
2.5
:DIMENT TRAP 3
Drainage Area (ac):
1.78
Wet Storage Req:
119.26
cy
Dry Storage Req:
119.26
cy
Total Storage Req:
238.52
cy
Elev
Side 1 Side 2 Area
Vol (CO Vol (cy)
Low Point:
4100
2410.0
1:1 Side Slope
wet wet
Botom of Weir:
4120
2856.0 5266.0 195.0
3:1 Side Slope
dry dry
Top of Weir
414.0
3830.0 6686.0 247.6
Weir Length (ft)
10.7
Weir Height (ft)
2.0
Top of Berm
415.00
Top of Weir
414.00
Bottom of Weir
412.0
0.0 0.0
Low Point
410.0
0.0 0.0
Berm Width (ft)
2.5
SEDIMENT TRAP 4
Drainage Area (ac):
1.92
Wet Storage Req:
128.64
cy
Dry Storage Req:
128.64
cy
Total Storage Req:
257.28
cy
Elev
Side 1 Side 2 Area
Vol (Cf)
Vol (cy)
Low Point:
398.0
1796.5
1:1 Side Slope
wet
wet
Botom of Weir:
400.0
2195.0 3991.5
147.8
3:1 Side Slope
dry
dry
Top of Weir
402.0
3571.9 5766.9
213.6
Weir Length (ft)
11.5
Weir Height (ft)
2.0
Top of Berm
403.00
Top of Weir
402.00
Bottom of Weir
400.0
0.0 0.0
Low Point
398.0
0.0 0.0
Berm Width (ft)
2.5
SEDIMENT TRAP 5
Drainage Area (ac)
1.88
Wet Storage Req:
125.96
cy
Dry Storage Req:
125.96
cy
Total Storage Req:
251.92
cy
Elev
Side 1
Side 2 Area
Vol (CO Vol (cy)
Low Point:
398.0
2003.8
1:1 Side Slope
wet wet
Botom of Weir:
400.0
2482.9
4486.7 166.2
2:1 Side Slope
dry dry
Top of Weir
402.0
3540.3
6023.2 223.1
Weir Length (ft)
11.3
Weir Height (ft)
2.0
Top of Berm
403.00
Top of Weir
402.00
Bottom of Weir
400.0
0.0 0.0
Low Point
398.0
0.0 0.0
Berm Width (ft)
2.5
Drainage Area (ac):
1.58
Wet Storage Req:
105.86
cy
Dry Storage Req:
105.86
cy
Total Storage Req:
211.72
cy
Elev
Side 1
Side 2 Area Vol (00
Vol (cy)
Low Point:
402.0
1393.9
1:1 Side Slope
wet
wet
Botom of Weir:
404.0
1698.8 3092.7
114.5
2:1 Side Slope
dry
dry
Top of Weir
406.0
2787.8 4486.6
166.2
Weir Length (ft)
9.5
Weir Height (it)
2.0
Top of Berm
407.00
Top of Weir
406.00
Bottom of Weir
404.0
0.0 0.0
Low Point
402.0
0.0 0.0
Berm Width (ft)
2.5
SEDIMENT TRAP 7
Drainage Area (ac):
2.75
Wet Storage Req:
184.45
cy
Dry Storage Req:
184.45
cy
Total Storage Req:
368.90
cy
Elev
Side 1 Side 2
Area
Vol (CO Vol (cy)
Low Point:
424.0
1
2526.5
1:1 Side Slope
wet wet
Botom of Weir:
426.0
2962.1
5488.6 203.3
2:1 Side Slope
dry dry
Top of Weir
42&0
4530.0
7492.1 277.5
Weir Length (ft)
16.5
Weir Height (ft)
2.0
Top of Berm
429.00
Top of Weir
428.00
Bottom of Weir
426.0
0.0
0.0
Low Point
424.0
0.0
0.0
Berm Width (ft)
2.5
SEDIMENT TRAP 1A (PHASE 2)
Drainage Area (ac):
1.91
Wet Storage Req:
127.97
cy
Dry Storage Req:
127.97
cy
Total Storage Req:
255.94
cy
_
Elev
Side 1
Side 2 Area
Vol (cf)
Vol (cy)-
Low Point:
434.0
2090.9
1:1 Side Slope
wet
_
wet
Botom of Weir.
436.0
2526.5
4617.4
_
171.0
2:1 Side Slope
dry
dry _
Top of Weir
438.0
3920.4
6446.9
238=8
Weir Length (ft)
11.5
Weir Height (ft)
2.0
Top of Berm
439.00
Top of Weir
438.00
Bottom of Weir
436.0
0.0 0.0
Low Point
434.0
0.0 0.0
Berm Width (ft)
2.5
iEDIMENT TRAP 7A (PHASE 2)
Drainage Area (ac):
2.52
Wet Storage Req:
168.84
cy
Dry Storage Req:
168.84
cy
-
Total Storage Req:
337.68
cy
Elev
Side 1
Side 2 Area Vol (GO Vol (cy)
Low Point:
432.0
2737.0
1:1 Side Slope
wet wet
Botom of Weir:
434.0
3466.0 6203.0 229.7
2:1 Side Slope
dry dry
Top of Weir
436.0
4552.0 8018.0 297.0
Weir Length (ft)
15.1
Weir Height (ft)
2.0
Top of Berm
437.00
Top of Weir
436.00
Bottom of Weir
434.0
0.0 0.0
Low Point
432.0
0.0 0.0
Berm Width (ft)
2.5
SEDIMENT TRAP 4A (PHASE 2 & 3)
Drainage Area (ac):
I 2.91
Wet Storage Req
94.97
cy
Dry Storage Req:
194.97
cy
Total Storage Req:
389.94
cy
Elev
Side 1
Side 2 Area Vol (cf) Vol (Cy)
Low Point:
416.0
2751.2
1:1 Side Slope
wet wet
Botom of Weir:
418.0
3225.6 5976.8 221.4
2:1 Side Slope
dry dry
Top of Weir
420.0
4840.8 8066.4 298.8
Weir Length (ft)
17.5
Weir Height (ft)
2.0
Top of Berm
421.00
Top of Weir
420.00
Bottom of Weir
418.0
0.0 0.0
Low Point
416.0
0.0 0.0
Berm Width (ft)
2.5
sT TEMPORARY SEDIMENT TRAP
, VARIABLE
ORIGINAL VARIABLE
GROUND
ELEV.
1.0'
67 CU. YD./ACRE
N VARIABLE+
N
67 CU. YD./ACRE
(EXCAVATED) 4' MAX.
FILTER CLOTH ORIGINAL
GROUND
ELEV.
-SEE PLATE 3.13-1 COARSE AGGREGATECLASS I RIPRAP
CROSS SECTION OF OUTLET
CUSS I RIPRAP
LENGTH (IN FEET) _
(IX DRAINAGE AREA
_ (IN AC.)
DIVERSION
DIKE
COARSE
COARSE AGGREGATE \ /
EXCAVATED / FILTER CLOTH
1AREA
/ ..COARSE AGGREGATE SHALL BE VDOT ;IN3, #357 OR #5
OUTLET (PERSPECTIVE VIEW)
SOURCE: VA. DSWC PLATE. 3.13-2
sT TEMPORARY SEDIMENT TRAP
MINIMUM TOP WID TH (W)
REQUIRED FOR SEDIMENT
TRAP EMBANKMENTS
ACCORDING TO HEIGHT OF
EMBANKMENT (FEET)
SOURCE: VA. DSWC
UTILITY STREAM CROSSI
4992
SECTION "A -A"
Source: Va. DSWC
FLUME PIPE CROSSING
i
EROSM CONTROL
]"� I ,FASU OM TO An LOCATED BELOW
APPNDAONbI AREAS
I
WRIER f111W
FLUME PIP[ :•�.• Jll
• EKCAVATED TRENCH
IEROSION OL
FIROL
M 1C 10 BE
B I APPMM1CHUCCATOD ARAREAAS
I
PLAN VIEW
CWKl f!�MN1
Y91ffi
SECTION "l
325
Plate 325-3
H HO
W
1.5 0.5
2.0
2.0 1.0
2.0
2.5 1.5
2.5
3.0 2.0
2.5
3.5 2.5
3.0
4.0 3.0
3.0
4.5 3.5
4.0
5.0 4.0
4.5
ORIGINAL
GROUND
ELEV.
OUTLET PROTECTION
Q = 4.74 CFS
Do = 15"
Lo = 14'
W = 17.75'
D50 = 6"
IP INLET PROTECTION
SILT FENCE DROP INLET
PROTECTION
2 X 4' WOOD FRAME
DROP INLET
WITH GRATE
1.5' MAX. FRAME
i
3' MIN.I
�`'
GATHER
�1 EXCESS
UAT CORNERS
PERSPECTIVE VIEWS
STAKE --
FABRIC C
I U� a i, A IIIII 9
ELEVATION OF STAKE AND -_-_--
FABRIC ORIENTATION DETAIL A
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE
INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER
THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT
EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT
APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS
IN STREET OR HIGHWAY MEDIANS.
SOURCE: N.C. Erosion and Sediment Control Planning and Ell Manual. 1988 PLATE 3.07-1
PLATE. 3.13-1
Mu MULCH
IP INLET PROTECTION
BLOCK L7G GRAVEL CURB INLET
SEDIMENT FILTER
CURB INLET
--------
WIRE SCREEN I CONCRETE BLACK
GRAVEL FILTER
7
WATER WITH OVERFLOW FILTERED WATER
SEDIMENT -
b
F
s
SEDIMENT
WIRE SCREEN • +
2• X 4• WOOD STUD �+ CURB INLET
SPECIAL APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY
TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE.
• GRAVEL SHALL BE VDOT //3, #357 OR #5 COARSE AGGREGATE
SOURCE: VA. DSWC PLATE 3.07-8
IP INLET PROTECTION
1992 3.35
Source: Va. DSWC
TABLE 3.35-A
ORGANIC MULCH MATERIALS ANDAPPLICATION RATES
RATES:
MLIL(:ILES.
NOTES:
Per Acre
Per 1000 sq. ft.
Straw or Hay
1$ - 2 tans
70 - 90 lbs.
Free from weeds and coarse
(Minimum 2
matter. Must be anchored.
tons for
Spread with mulch blower
winter cover)
or by hand.
Fiber Mulch
Minimum
35 lbs.
1}o not use as mulch for
15(10 lbs.
winter cover or during but,
dry periods.' Apply as
Slurry.
Corn Stalks
4 - h tons
185 - 275 tbs.
Cut or shredded in 4-6'
lengths. Air-dried. Do not
use in fine turf areas. Apply
with mulch blower or by
hand.
Wood Chips
4 - 6 tans
1$5 - 275 lbs.
Free of coarse matter. Air-
dried. Treat with 12 lbs
nitrogen per ton. Do not
use in fine tT1CF areas. Apply
with mulch blower, chip
handler, or by hand.
Bark Chips
50 - 70 cu.
1-2 cu. yds.
Free of coarse matter. Air -
Or
yds,
dried. Do not use in fide
Shredded
turf areas. Apply with
Bark
mulch blower, chip handler,
Or by hand.
When fiber mulch is the only available mulch during periods when straw
should be used, apply at a minimum rate o4 2()0p lbs./ac. or 45 lbs./10(10 sq. ft.
1 \
\� CIL
3Do ��'
/ Do 36
i 6 J
A
1 �
\
1
o I
OUTLET PROTECTION 2
Q = 28.75 CFS
Do = 36"
La = 33.6,
D50 = 6"
SOURCE: VA. DSWC PLATE. 3.07-3
oP OUTLET PROTECTION
PIPE OUTLET CONDITIONS
A A
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DESIGNED BY: AGF
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CHECKED BY: JLT
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Jimmy LTaggart
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ZONAL
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DATE:
02-17-2021
SCALE:
1"=30'
JOB:
8438
SHEET:
23 OF26
TP TREE PROTECTION
DRIP LINE
PROTECTIVE DEVICE
MAXIMUM LIMITS OF
CLEARING AND GRADING
PROPOSED GRADING,
ww w w
wwW w w
w w
,Iw
WHERE DRIPLINE
IS LESS THAN
5'
w,wr,w
CONSTRUCTION OPERATIONS RELATIVE
TO THE LOCATION OF PROTECTED TREES
DD CLEAN WATER DIVERSION
DIVERSION
10% SrrrL MENT
Off FREE BOARD
Source: Va. DSWC
S� SUPER SILT FENCE
Plate 3.12-1
Source: Adapted from losiallatic"f Straw and Fabric Filter
Barriers for Sediment Control Sherwood and Wyant Plate 3.05-1
SUGGESTED TEMPORARY SEEDING MIXTURE
FERTILIZER: 10-20-10: 1,000 LBS/ACRE
SEPTEMBER-FEBRUARY 15: 50% ANNUAL RYE & 50% WINTER RYE 100 LBS/ACRE FEBRUARY 16-APRIL 30:
ANNUAL RYE 100 LBS/ACRE MAY -AUGUST: GERMAN MILLET 50 LBS/ACRE OTHER OPTIONS EXIST, SEE VA
EROSION AND SEDIMENT CONTROL HANDBOOK.
SUGGESTED PERMANENT SEEDING MIXTURE
LIME: 2 TONS/ACRE FERTILIZER: 10-20-10 1,000 LBS/ACRE
MARCH -MAY 15: KENTUCKY 31 FESCUE 200 LBS/ACRE, ANNUAL RYE 20 LBS/ACRE MAY 16-AUGUST 15:
KENTUCKY 31 FESCUE 200 LBS/ACRE, FOXTAIL MILLET 20 LBS/ACRE AUGUST 16-OCTOBER: KENTUCKY 31
FESCUE 200 LBS/ACRE, ANNUAL RYE 20 LBS/ACRE NOVEMBER-FEBRUARY: KENTUCKY 31 FESCUE 200
LBS/ACRE, WINTER RYE 20 LBS/ACRE
cIP CULVERT INLET PROTECTION
SILT FENCE CULVERT INLET
PROTECTION
T— ENDWA
SILT FENCE
*DISTANCE IS e' MINIMUM IF FLOW
D TOWARD EMBANKMENT
Flow
OPTIONAL STONE COMBINATION
.1Ls•,��i*�,
"VDOT /3, #357, J5, ISE OR #57 COARSE AGGREGATE
To REPIACE SILT FENCE IN ' HORSESHOE - WHEN
HIGH VELOCITY OF FLOW IS EXPECTED
RIPRAP
SOURCE: ADAPTED from VDOT Standard Sheep and Va. DSNC PLATE. 3.08-1
RR RIPRAP
TOE REQUIREMENTS FOR
BANK STABILIZATION
FILTER CLOTH UNDERLINER (PREFERRED)
GRANULAR FILTER
SOURCE: Adapted from VDOT Drainage Manual
PLATE. 3.19-1
Ts TEMPORARY SEEDING MIXTURES FOR THE
PIEDMONT AREA
TABLE 26
TEMPORARY SEEDINGS BY RATES, DEPTHS, AND DATES
Seeding Rate
Planting
depth
Seeding zones and Seeding Date
Species
Per
Lbs/1000
7a and 7b
6b
6a and 5b
acre
Sq. ft
(Inches)
2/1-
5/1-
8/15-
3/1-
5/1-
8/15-
3/15-
6/1-
8/1-
4/30
8/14
11/30
4/30
8/14
11/15
5/31
7131
10/31
Choose one:
BY
BY
BY
Barley
2.5 bu.
2.80
1-2
X
-
10115
X
-
10/15
X
-
1011
Oats
3 bu.
2.21
1-2
X
-
-
X
-
-
X
-
-
Rye (4)
2.5 bu.
3.22
1-2
X
-
X
X
-
X
X
-
X
Barior
Rye lus
10/15
10/15
10/1
150 lbs.
3.45
1
X
X
X
X
X
X
Foxtail
X
X
X
X
X
X
X
X
X
millet 5
Weeping
4lbs.
0.09
114-1/2
-
X
-
-
X
-
-
X
-
lovegrass61
Annual
ryegrasS
50 lbs.
1.15
1/4-1/2
X
-
11/1
X
-
11/1
X
-
8/15
Millet (7)
50 lbs.
1.15
112
-
X
-
-
X
-
-
X
-
(1) Applicable on slopes of 3:1 or flatter
(2) Refer to figure A- Adopted from USDA, ARS Miscellaneous Publication #1475, January 1990
(3) Between fall and spring seeding dates, use mulch only if ground is frozen and reseed when thawed
(4) May be used as a nurse crop for late fall/early winter permanent seedings, add 56 Ibs/ac. to the permanent
seeding mixture
(4) Maryland State Highway Administration Temporary Seed Mix
(5) May be used as a nurse crop for mid -summer permanent seedings. Add 2 Ibs/ac to permanent seed mix.
(6) May be used as a nurse crop for mid -summer permanent seedings. Add 10 Ibs/ac. to the permanent seeding mix.
SILT FENCE
CONSTRUCTION OF A SILT FENCE
(WITHOUT WIRE SUPPORT)
1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH
UPSLOPE ALONG THE LINE OF
3. STAPLE FILTER MATERIAL
TO STAKES AND EXTEND
IT INTO THE TRENCH.
4. RACKFB,L AND COMPACT
THE EXCAVATED SOB..
SHEET FLOW INSTALLATION
(PERSPECTIVE VIER')
SF/STONE NOT REQUIRED AFTER SLOPES ARE STABILIZED DOWNSLOPE OF OUTFALL
POINTS A SHOULD BE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
R Adapted tram Installation of Straw and Fabric Filter Barriers for Sediment ControUL BBIIC —
PERMANENT SEEDING FERTILIZATION
Ps AND MAINTENANCE
TABLE 24
Maintenance Fertilization for Permanent Seedings
Use Soil Test Recommendation or Rates Shown Below
Seeding Mixture
Formulation
LIDS. per
Lbs. per
Time
Mowing
Acre
1000 sf
Tall fescue makes
10-10-10
500
11.5
Yearly, or as
*Not closer than 3" if
up 70% or more
or
400
g.2
needed fall
occasional mowing is
of cover.
30-10-10
desired.
Crownvetch
Spring the year
Do not mow crownvetch
Service lespedeza
0-20-0
400
9.2
followin g
establishment
Birdsfoot trefoil
and every 4-5
years thereafter.
Fairly uniform
Fall the year
Not required. not closer
stand of Tall
following
than 4" if occasional
Tescue & Service
5-10-10
500
11.5
establish- ment
mowing is desired, and
lespedeza, or
and every 4-5
then in fall after seed
Birdsfoot Trefoil.
years thereafter.
has matured.
Weeping
Spring the year
Not required. not closer
Lovegrass &
following
than 4" if occasional
Service lespedeza
5-10-10
500
11.5
establishment
mowing is desired, and
fairly uniform plant
and every 3 4
fall after sericea has
distribution
years thereafter.
matured.
Red & etuck
20-10-10
250
5.8
September, 30
Mow no closer than 2"
for red fescue and Ky
fescue,, Kenntuck y
days later
May
bluegrass; rass; and closer,
g
bluegrass, hard
20-10-10
100
2.3
20-June-30, if
than 3" for fescue.
fescue mixture:
needed.
PERMANENT SEEDING MIXTURES FOR
PS TUJ lnlCr%RA^K1'r AnCA
TABLE 25
TOTAL LBS. PER ACRE
MINIMUM CARE LAWN - COMMERCIAL OR RESIDENTIAL
175-200 LBS.
- KENTUCKY 31 OR TURF -TYPE TALL FESCUE
95-100%
- IMPROVED PERENNIAL RYE GRASS
0-5%
- KENTUCKY BLUEGRASS
0-5%
HIGH MAINTENANCE LAWN
200-250 LBS.
- KENTUCKY 31 OR TURF -TYPE TALL FESCUE
100%
GENERAL SLOPE (3:1 OR LESS)
- KENTUCKY 31 FESCUE
128 LBS.
- RED TOP GRASS
2 LBS.
- SEASONAL NURSE CROP*
20 LBS.
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1)
- KENTUCKY 31 FESCUE 108 LBS.
- RED TOP GRASS 2 LBS.
- SEASONAL NURSE CROP* 20 LBS.
- CROWN VETCH** 20 LBS.
TOTAL 150 LBS.
*USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW:
FEBRUARY 16TH THROUGH APRIL 30TH............ ANNUAL RYE
MAY 1ST THROUGH AUGUST 15TH ................ FOXTAIL MILLET
AUGUST 16TH THROUGH OCTOBER 31ST........... ANNUAL RYE
NOVEMBER 1ST THROUGH FEBRUARY 15TH ........ANNUAL RYE
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 INNOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW
MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10- 20 LBSJACRE IN MIXES.
cE CONSTRUCTION ENTRANCE (PAVED)
STONE CONSTRUCTION
ACCESS
EXISTING GRADE
CONSTRUCTION
ACCESS
EXISTING
2% r3" SM-2A ASPHALT TOP
5)0/
6" MIN. 21A AGGREGATE BASE FILTER CLOTH
r-, rir�rn r
�O
.2% EXISTING /
2% — 1 — 2% PAVEMENT -/
1—POSITIVE DRAINAGE
*MUST EXTEND FULL TO SEDIMENT
WIDTH OF INGRESS TRAPPING DEVICE
AND EGRESS PLAN
OPERATION
POSITIVE DRAINAGE
TO SEDIMENT
TnAnnlnln nl-nnlr
SECTION A -A
NOTE: A minimum water tap of 1" must be installed with a minimum 1" ballcock
shutoff valve supplying a wash hose with a diameter of 1.5" for adequate constant
pressure. Wash waster must be carried away from the paved construction entrance
to an approved settling area to remove sediment. All sediment shall be prevented
from entering storm drains, ditches, or watercourses.
cRs CONSTRUCTION ROAD STABILIZATION
6" SUBBASE (21A)
10' 10'
TRAVEL LANE TRAVEL LANE
J-HOOK
DIRECTION OF
x
SURFACE FLOW
x
NOTE:
x
x UP -GRADIENT
R3' SILT FENCE AND
1
J-HOOK ARE ONE
X
CONTINUOUS LINE
o�
r
x
a
x NOTE: SPACING
I I
I DISTANCE SHALL NOT
EXCEED 50'
X
x
\ X
X
J-HOOKS SHALL BE INSTALLED
AT AN ANGLE OF 30 DEGREES OR
GREATER FROM PARALLEL TO THE
CONTOUR
404 �Jr
402
400
k �X
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DESIGNED BY:
AGF
DRAWN BY:
AGF
CHECKED BY:
JILT
DATE:
02-17-2021
SCALE:
1 "=30'
JOB:
8438
SHEET:
24 OF26
14
I•/
Conceptual Drawing(Approx.)
Drainage Area 1(Total Area in sf.
144860
Category
C
A (sf)
CA
Paved and Roof Areas
0.9
66607
59946
Residential
0.45
97104
43697
Apartments/Townhomes
0.7
4447
3113
Lawns
0.35
0
0
Drainage Area 2 (Total Area in sf. 4)
154536
Category
C
A (sf)
CA
Paved and Roof Areas
0.9
69779
62801
Residential
0.45
101728
45778
Apartments/Townhomes
0.7
4659
3261
Lawns
0.35
33594
11758
Drainage Area 3 (Total Area in sf. 4)
140208
Category
C
A (sf)
CA
Paved and Roof Areas
0.9
63435
57092
Residential
0.45
92480
41616
Apartments/Townhomes
0.7
4235
2965
Lawns
0.35
21647
7576
Oral nage Area 4 (Total Area in sf. ->)
250619
Category
C
A
CA
Paved and Roof Areas
0.9
117355
105619
Residential
0.45
171088
76990
Apartments/Townhomes
0.7
7835
5484
Lawns
0.35
4390
1537
Totals .I.
CA
Paved and Roof Areas
285458
Residential(10k-12kftA2)
208080
Apartments/Townhomes
14823
Lawns
20871
Total CA's
529231
Drainage Area 1(Total Area in sf. -->)
696910
Category
C
I A (sf)
CA
Paved and Roof Areas
0.9
309681
278713
Residential (-10,000ftA2)
0.45
81041
36468
Residential(12,000ftA2)
0.45
132478
59615
TH/Apartment
0.7
84163
58914
Lots 1/2 ac or more
0.4
27009
10804
Lawns
0.351
625381
21888
Total CA's
466402
PERCENT IMPERVIOUS CALCULATIONS
Plan
Impervious Area
Percent Impervious
Approved Re -Zoning Plan (ft2)
317200
23.7%
Current Design (ft)
Total Site Area (ac):
309700
30.7
23.2%
kL
L
STORMWATER MANAGEMENT COMPLIANCE SUMMARY
THE DEVELOPMENT OF BELVEDERE BLOCK 10, WILL OCCUR IN A SINGLE PHASE OF CONSTRUCTION. THE COMPLETED PROJECT WILL UTILIZE
GRANDFATHERED, DIRECT DISCHARGE TO FACILITATE CHANNEL AND FLOOD PROTECTION. STORMWATER RUNOFF WILL BE COLLECTED AND
CONVEYED IN A PIPED DISCHARGE TO THE RIVANNA RIVER.
GENERAL
IN ACCORDANCE WITH OVAC25-870-48 SECTION A.1, 2, AND 3 THIS PROJECT WAS APPROVED BY ALBEMARLE COUNTY AS A PROFFERED CONDITION OF THE
BELVEDERE NMD. THE ORIGINAL APPROVAL WAS IN OCTOBER OF 2005 AND LAST AMENDED ON JULY 22, 2014. AS SUCH THE COUNTY IS REQUIRING LAYOUT WHICH
ADHERES AS CLOSELY AS POSSIBLE TO THE PROFFERED PLAN OF DEVELOPMENT. THEREFORE, THIS MEETS THE REQUIREMENTS OF A 1, 2, AND 3, WHICH
CONFIRMS GRANDFATHERING OF THE TECHNICAL CRITERIA PART IIC, AS WELL AS SECTION C WHICH ALLOWS EXTENSION OF THE PART IIC CONSIDERATION FOR AN
ADDITIONAL PERMIT CYCLE. THE NEXT PERMIT CYCLE BEGAN ON JULY 1, 2019 WHICH IS STILL IN EFFECT THUS CONFIRMING THE GRANDFATHERED STATUS.
REGARDING WATER QUALITY (9VAC25-870-63):
GRANDFATHERED: THE APPROVED REZONING PLAN CONTEMPLATED PARTIAL PERIMETER CAPTURE USING BIOFILTERS FOR WATER QUALITY WHICH WERE SHOWN
GRADED INTO (NOW) COUNTY PROTECTED STEEP SLOPES. WATER QUANTITY CONTROLS WERE SHOWN WITH UN -DETAILED DISCHARGE AT THE TOP OF COUNTY
PRESERVED SLOPES. THAT PRACTICE WILL NOT BE ALLOWED DUE TO STEEP SLOPE REGULATIONS. THEREFORE, WE PROPOSE THAT WATER QUALITY BE
ADDRESSED THROUGH NUTRIENT CREDIT PURCHASE USING THE NUTRIENT POUNDAGE CALCULATED BY THE ORIGINAL METHODOLOGY AT THE TIME OF APPROVAL.
(THE COUNTY'S INTERIM STORMWATER SPREADSHEET).
NARRATIVE OF COMPARATIVE ANALYSIS FOR RUNOFF:
THE RATIONAL METHOD WAS SELECTED SINCE IT IS A RELATIVELY QUICK WAY TO ESTIMATE RUNOFF. ADDITIONALLY, THE PROJECT LIMITS
HAVE NOT SIGNIFICANTLY CHANGED SINCE THE RE -ZONING PLAN, THEREFORE, THE INTENSITY/DURATION OF THE RAINFALL WAS ASSUMED
TO BE IDENTICAL, AND THE COMPARATIVE ANALYSIS WAS BASED UPON LAND USE AND SQUARE FOOTAGE CALCULATIONS. THESE "CA"
FACTORS PROVIDE AN EQUAL BASIS UPON WHICH TO COMPARE BOTH OF THE DRAWINGS. C-FACTORS FOR LAND USAGE WERE TAKEN
DIRECTLY FROM APPENDIX 6E-1 OF THE VDOT DRAINAGE MANUAL (SEE LEFT).
THE APPROVED RE -ZONING PLAN WAS DIVIDED INTO FOUR SEPARATE DRAINAGE AREAS, WHEREAS THE CURRENT DESIGN PLAN HAS ONE
DRAINAGE AREA FOR THE ENTIRE SITE. THE TOTAL "CA" FACTOR FROM THE CONCEPTUAL DRAWING IS 529,231. THE TOTAL "CA" FACTOR
FROM THE CURRENT DESIGN IS 466,402. BECAUSE THE RAINFALL INTENSITY IS CONSIDERED THE SAME OVER THE SITE VICINITY, IT IS
THEREFORE CLEAR THE CONCEPTUAL DESIGN PRODUCED GREATER RUNOFF.
THE PERCENT OF IMPERVIOUS AREA IN THE APPROVED RE -ZONING PLAN WAS CALCULATED TO BE 20%. SIMILARLY, THE CURRENT DESIGN
WAS ALSO CALCULATED TO BE 20% OF THE TOTAL AREA. THEREFORE, THE POLLUTANT REMOVAL REQUIREMENT DID NOT INCREASE FROM
THE APPROVED RE -ZONING PLAN TO THE CURRENT DESIGN. THE POLLUTANT REMOVAL REQUIREMENT OF THE CURRENT DESIGN IS 3.16
LBS/YR.
VA DCR SWPP
Performance Based Water Quality Calculation Procedure
Project: Belvedere Phase 3 Block 10
Locality: Albemarle County
Date: 16Sep-22
Situation Worksheet No. 2
Srunn Lary of Situation 2 criteria: fiom calculation procedure STEP 1 thtu STEP 3, Worksbeet 1:
Area=
30.7
ac.
I post=
23.7%
_
I watershed=
16%
I existing=
0%
Time Iexlsnoy 0% :_ 40ersbed 16% ].
-
and
TNe 1post
23.7%
> lwotershed 16%
Sten 4 Determine the relative pre -development pollutant load
Lryre(xarershea) _ [0.05 + (0.009 x loat<rshed)] x A x 2.28 (Equation 5-16)
wbele: 4.(t<at<ra,ed)relative pre -development total phosphorous load (pounds per year)
lxatershed - °same laad cover condition for specific watershed or locality or the Chesapeake Bay default value of I6%(perceat expressed iu whole numben)
A - applicable area (acres)
I-pre(xatershea) _ [0.05+ (0.009 x 16% x 30.7 x 2.28
pounds per year
_
Steo 5 Determine the relative -development load
post pollutant
Lpo.t = [0.05 + (0.009 x Ip°a)] x A x 2.28 (Equation 5-21)
where: Lport = relative post -development total phosphorous bad (pounds per year)
Ipost = post -development unpervious cover (percent expressed niwhole nunbers)
A = applicable area (acres)
Lp°st = [0.05 + (0.009 x 24% )] x 30.7 x 2.28
= 18.43 ponnxls per year
Sten6 Determine the relative pollutant removal re quireme at(RR).
RR = Iv°a - l-vr<(xatera,ea)
RR = 18.4 - 13.6
RR= 4.85 pounds per year
APPROVED RE -ZONING PLAN POLLUTANT REMOVAL
REQUIREMENT CALCULATIONS
Chapter 6 - Hydrology
Appendix 6E-1 Rational Method Runoff Coefficients
Recommended Coefficient of Runoff Values for Various Selected Land Uses
Description of Area
Runoff Coefficients
Business: Industrial and Commercial
0.80-0.90
Apartments and Townhomes
0.65-0.75
Schools
0.50-0.60
Residential - lots 10,000 ft.
0.40-0.50
- lots 12,000 ft.
0.40-0.45
- lots 17,000 sq. ft.
0.35-0.45
- lots '% acre or more
0.30-0.40
Parks, Cemeteries and Unimproved Areas
0.20-0.35
Paved and Roof Areas
0.90
Cultivated Areas
0.50-0.70
Pasture
0.35-0.45
Lawns
0.25-0.35
Forest
0.20-0.30
Steep Grass 2:1 `
0.40-0.70
Shoulder and Ditch Areas "
0.35-0.50
Comments:
1. The lowest range of runoff coefficients may be used for flat areas (areas where
the majority of the grades and slopes are 2% and less).
2. The average range of runoff coefficients should be used for intermediate areas
(areas where the majority of the grades and slopes are from 2% to 6%).
3. The highest range of runoff coefficients shall be used for steep areas (areas
where the majority of the grades are greater than 6%), for cluster areas, and for
development in clay soil areas_
4. See Appendixes 6E-2, 6E-3, 6E-4 and 6E-5 for runoff coefficients with the Cf
factor applied.
'Lower runoff coefficients should be used for permanent or established conditions (post -
construction), i.e. sizing stormwater management basins.
`Higher runoff coefficients should be used to design roadside ditch linings (construction).
The design considers the ditch lining as not yet established.
Comments: Runoff Coefficients compiled from various sources.
1 of 1 VDOT Drainage Manual
VDOT DRAINAGE MANUAL APPENDIX 6E-1
VA DCR SWPP
Performance Based Water Quality Calculation Procedure
Prgect: Belvedere Phase 3 Block 10
Locality: Albemarle County
Date: 16-Sep-22
Situation Worksheet No. 2
Summary of Situation criteria: fiom calculation procedure STEP 1 dim STEP 3, Worksheet 1:
Area= 30.7 ac.
I post- 23.2%
I watershed= 16°k
I existing 0%
TNe Iexistinp 0% < Ixarers Lea 16%
and
Time Ip°sr > Ixarer.hea 16%
Step 4 Determine the relative pre -development pollutant load (h,ee).
1-pr<(xar<r:loca)= [0.05 + (0.009 x I,,tnsl,,d)] x A x 2.28 (Equation 5-16)
where: Lp,r(xatashea)relative pre -development total phosphorous bad (pounds per year)
lxatershed = average land coca condition for specific watershed or locality or the Chesapeake Bay defann value of I6%(parart exp,essedm whole numbers)
A = applicable area (acres)
Lpre(xatershed) _ [0.05 + (0.009 x 16% x 30.7 x 2.28
potnnds per year
Steps Determine the relative post -development pollutant load(Lp°a).
Lp°a = [0.05 + (0.009 x Ip°a)] x A x 2.28 (Equation 5-21)
Where: I.P°a = relative post -development total plrosplroronus load (ponmcls per year)
Ip°rt = post-developmentimpervious cover (percent expressed nrwlnxle nnrnbens)
A = applicable area (acres)
Lpxst - [0.05 + (0.009 x 23% )] x 30.7 x 2.28
= 18.11 pounds per yea
Step 6 Determine the relative pollutant removal requirement (RR).
RR - Lp°a - Lpr<(xat<ra,<al
RR = 18.1 - 13.6
RR= 4.54 pormds per year
CURRENT DESIGN POLLUTANT REMOVAL
REQUIREMENT CALCULATIONS
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DESIGNED BY:
AGF
DRAWN BY:
AGF
CHECKED BY:
JILT
DATE:
02-17-2021
SCALE:
1 ":1000'
JOB:
8438
SHEET:
25 OF 26
LIMIT OF ANALYSIS
AT NORMAL RIVER
ELEVATION: 321.05'
POINT OF DISCHARGE
100-YR FLOODPLAIN
DRAINAGE AREA TO LIMIT OF
ANALYSIS: 9.87 Ac.
0.
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SCALE 1' = 200'
I \ �Ilil /I1`l1
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\ NARRATIVE:
FROM "LETTER FOR WATER QUANTITY REQUIREMENTS" SENT TO THE COUNTY ON 5-28-21:
q J���I IN ACCORDANCE WITH VIRGINIA ADMINISTRATIVE CODE SECTION 9VAC25-870-55 STORMWATER MANAGEMENT
PLAN, THESE PLANS ARE DESIGNED TO ADHERE TO VIRGINIA CODE. STORMWATER RUNOFF WITHIN THE BLOCK
10 DEVELOPMENT WILL BE COLLECTED AND CONVEYED THROUGH A MANMADE STORMWATER PIPE NETWORK TO
\ 1
I / ONE CONCENTRATED OUTFALL AT THE RIVANNA RIVER. THE NON -EROSIVE PASSAGE OF THE 2-YR EVENT WILL
DISCHARGE AT THE NORMAL RIVER ELEVATION (NRE) OF THE RIVANNA, AND ADEQUATE CHANNEL.
THEREFORE, THIS PROJECT IS IN COMPLIANCE OF CHANNEL PROTECTION, AS MANMADE IMRPOVEMENTS (SECTION
\ \ \ \\ LIMIT OF ANALYSIS 1.A OF 9VAC25-870.B) WILL BE UTILIZED ALL THE WAY TO THE NRE OF THE RIVER. THIS IS THE POINT OF
ANALYIS OF THE SYSTEM AND THE 1% RULEI\ \\ \ \\\\\\ \\\\\\ I\\) DEMONSTRATE
AT NORMAL RIVER CAPACITY OF THE CHANNEL AND NEGATES ANYSON NEEID FORADETENREM�ON OR ENERGYVES ANY NEEDTBA ANCEEFURTHRACCORDING TO
II C FLOOD INSURANCE STUDY NO. 51003CV000C, THE SOUTH FORK RIVANNA RIVER'S DRAINAGE AREA AT THE
ELEVATION: 321.05' PROJECT OUTFALL IS APPROXIMATELY 268 SQUARE MILES AND THE PROJECT DRAINAGE AREA IS 9.87 ACRES -
/ WELL BELOW 1%.
IN REFERENCE TO THE FLOOD PROTECTION, SECTION 9VAC25-870-66-C-2.A, WILL BE UTILIZED TO SATISFY
THE REQUIREMENTS SET IN VIRGINIA CODE. THE PROJECT IS IN COMPLIANCE WITH FLOOD PROTECTION SINCE
THE ENTIRE 10-YEAR PEAK FLOW IS CONFINED WITHIN PIPES AND CONVEYED TO THE DISCHARGE POINT WHICH
7 IS BELOW A FEMA MAPPED FLOODPLAIN. ON 09 FEBRUARY 2021, THE DESIGN ENGINEER VISITED THE
PROPOSED LOCATION OF THE OUTFALL FOR THE STORM SEWER DISCHARGE POINT TO THE RIVANNA RIVER.
THE DESIGN DISCHARGE NECESSITATES THE DETERMINATION OF THE NORMAL RIVER STAGE OF THE RIVANNA AT
THIS POINT. A SURVEY FIELD CREW ACCOMPANIED THE DESIGN ENGINEER AND COLLECTED FIELD TOPOGRAPHY
OF THE AREA OF THE DISCHARGE POINT. THE DESIGNER SELECTED A POINT TO REPRESENT THE NORMAL
\,\ RIVER STAGE, VERIFIED VISUALLY AT THE NATURAL VEGETATION LINE. THE FIELD CREW DETERMINED NRE AT
A,THAT POINT TO BE DRAWINGS TO DEFINETHE RIVER 2(STANDARD
E ELEVATION AND DISCHARGE PROJECT
THIS
ELEVATIONELEVATION WAS USED WITHIN THE DESIGN
INSET NOTE:
ALL UNITS TO HAVE SPLASH BLOCKS AT FOUNDATION DRAIN & ROOF DOWNSPOUTS TO ENSURE SHEET FLOW.
THE YARD AREAS WILL BE GRADED/SEEDED/LANDSCAPED AS NECESSARY TO FULLY STABILIZE THE SITE TO
PREVENT CONCENTRATED FLOW LEAVING THE REAR OF ANY RESIDENTIAL LOT WITHIN THE DUNLORA VILLAGE
DEVELOPMENT.
STORMWATER MANAGEMENT COMPLIANCE SUMMARY
THE DEVELOPMENT OF BELVEDERE BLOCK 10, WILL OCCUR IN A SINGLE PHASE OF CONSTRUCTION. THE COMPLETED PROJECT WILL UTILIZE
GRANDFATHERED, DIRECT DISCHARGE TO FACILITATE CHANNEL AND FLOOD PROTECTION. STORMWATER RUNOFF WILL BE COLLECTED AND
CONVEYED IN A PIPED DISCHARGE TO THE RIVANNA RIVER.
GENERAL
IN ACCORDANCE WITH OVAC25-870-48 SECTION A.1, 2, AND 3 THIS PROJECT WAS APPROVED BY ALBEMARLE COUNTY AS A PROFFERED
CONDITION OF THE BELVEDERE NMD. THE ORIGINAL APPROVAL WAS IN OCTOBER OF 2005 AND LAST AMENDED ON JULY 22, 2014. AS
SUCH THE COUNTY IS REQUIRING LAYOUT WHICH ADHERES AS CLOSELY AS POSSIBLE TO THE PROFFERED PLAN OF DEVELOPMENT.
THEREFORE, THIS MEETS THE REQUIREMENTS OF A 1, 2, AND 3, WHICH CONFIRMS GRANDFATHERING OF THE TECHNICAL CRITERIA PART IIC,
AS WELL AS SECTION C WHICH ALLOWS EXTENSION OF THE PART IIC CONSIDERATION FOR AN ADDITIONAL PERMIT CYCLE. THE NEXT
PERMIT CYCLE BEGAN ON JULY 1, 2019 WHICH IS STILL IN EFFECT THUS CONFIRMING THE GRANDFATHERED STATUS.
STORMWATER QUANTITY COMPLIANCE (9VAC25-870-86 PART B SPECIFICALLY
DEALS WITH CHANNEL PROTECTION):
IN ACCORDANCE WITH CHANNEL PROTECTION (SECTION B.) OF 9VAC35-870-66 OF VIRGINIA LAW;
GRANDFATHERED: THE APPROVED REZONING PLAN WAS SILENT ON WATER QUANTITY HANDLING. THE PREVAILING DESIGN METHODOLOGY
OF THE DAY WAS THE "1% RULE". TYPICALLY, DEVELOPMENTS WHICH DISCHARGED AT/INTO A MAJOR RIVER (IN THIS CASE, THE RIVANNA)
WOULD DISCHARGE WHERE THE CONTRIBUTING DRAINAGE AREA UPSTREAM IS GREATER THAN 100 TIMES THE AREA OF THE DEVELOPMENT.
HERE THE RIVANNA SERVES MANY THOUSANDS OF ACRES, AND A DIRECT DISCHARGE TO THE RIVER WILL MEET THAT CRITERION. OUR
PLAN WILL DISCHARGE DIRECTLY AT THE NORMAL POOL ELEVATION OF THE RIVER TO MINIMIZE EROSION IMPACTS AND STREAMBANK
DISTURBANCE.
STORMWATER QUANTITY COMPLIANCE (9VAC25-870-86 PART C SPECIFICALLY
DEALS WITH FLOOD PROTECTION):
GRANDFATHERED: THE APPROVED REZONING PLAN WAS SILENT ON WATER QUANTITY HANDLING. THE PREVAILING DESIGN METHODOLOGY
OF THE DAY WAS THE "1% RULE". TYPICALLY, DEVELOPMENTS WHICH DISCHARGED AT/INTO A MAJOR RIVER (IN THIS CASE, THE RIVANNA)
WOULD DISCHARGE WHERE THE CONTRIBUTING DRAINAGE AREA UPSTREAM IS GREATER THAN 100 TIMES THE AREA OF THE DEVELOPMENT.
HERE THE RIVANNA SERVES MANY THOUSANDS OF ACRES, AND A DIRECT DISCHARGE TO THE RIVER WILL MEET THAT CRITERION. OUR
PLAN WILL DISCHARGE DIRECTLY AT THE NORMAL POOL ELEVATION OF THE RIVER TO MINIMIZE EROSION IMPACTS AND STREAMBANK
DISTURBANCE.
STORMWATER QUANTITY COMPLIANCE (9VAC25-870-66 PART D SPECIFICALLY
DEALS WITH SHEET FLOW):
GRANDFATHERED: N/A
NOTE REGARDING SHEET FLOW FOR
THE REAR OF THE RESIDENTIAL LOTS:
ALL SFD UNITS TO HAVE SPLASH BLOCKS AT ROOF
DOWNSPOUTS TO ENSURE SHEET FLOW. ALL
DOWNSPOUTS WILL BE DISCHARGE IN THE FRONT YARD
TO NOT HAVE ANY CONCENTRATED FLOW LEAVING THE
BACK YARD. THE YARD AREAS WILL BE
GRADED/SEEDED/LANDSCAPED AS NECESSARY TO FULLY
STABILIZE THE SITE TO PREVENT CONCENTRATED FLOW
LEAVING THE REAR OF ANY RESIDENTIAL LOT WITHIN THE
BELVEDERE PHASE 3 BLOCK 10 DEVELOPMENT.
ALL SLOPES GREATER THAN 3:1 MUST BE STABILIZED
WITH LOW MAINTENANCE VEGETATIVE GROUND COVER
OTHER THAN GRASS AS SOON AS FEASIBLY POSSIBLE.
DRAINAGE AREA COMPARISON
DRAINAGF TO SOUTH FORK
I'HUJtCI VICINITY
DRAINAGE AREA MAKES UP
0.01 % OF THE SOUTH
FORK RIVANNA RIVER
DRAINAGE AREA
20000 0 20000 40000 60000
SCALE: 1" 20,000'
CROSS-SECTION AT POINT OF
ANALYSIS (N.T.S.)
DISCHARGE PIPE FROM STORM
SEWER PIPE NETWORK
DISCHARGE ELEVATION = 321.05'
� NPE = 321.05'
RIVANNA RIVER CROSS-SECTION
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DESIGNED BY:
AGF
DRAWN BY:
AGF
CHECKED BY:
JLT
DATE:
02-17-2021
SCALE:
AS SHOWN
JOB:
8438
SHEET:
26 OF26