HomeMy WebLinkAboutWPO202000034 Plan - VSMP 2020-11-04n
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SITE DATA
OWNER:
BELVEDERE LAND HOLDINGS LLC
PO BOX 7505
CHARLOTTESVILLE, VA 22906
DEVELOPER:
NEW BELVEDERE, Inc.
610 WEST RIO RD
CHARLOTTESVILLE, VA 22901
PLAN PREPARER:
ROUDABUSH, GALE, & ASSOCIATES
914 MON77CELLO ROAD
CHARLOTTESVILLE, VA. 22902
(4J4)-977-0205
TAX MAP PARCEL No:
06200-00-00-016DO
PARCEL AREA:
15.00 ACRES
ZONING. R4 RESIDENTIAL (THIS PARCEL 1S NOT PART OF THE BELVEDERE ZMA-2004-0007)
STEEP SLOPES - MANAGED
STEEP SLOPES - PRESERVED
CURRENT USE: VACANT
PROPOSED USE.- RESIDENTIAL DEVELOPMENT
MAGISTERIAL DISTRICT.• RIO MAGISTERIAL DISTRICT
WATERSHED: UPPER RIVANNA RIVER
BOUNDARY SOURCE.- PLAT "DIVISION OF DUNLORA" PREPARED BY WM. MORRIS FOSTER, LAND SURVEYOR, DATED NOVEMBER 1,
1985, REVISED DECEMBER 20, 1985, RECORDED AT DB 875 PG JJI.
TOPOGRAPHY- AERIAL TOPOGRAPHY FLOWN IN 2016 BY BELL LAND SURVEYS LLC. TOPOGRAPHY S7/LL UNCHANGED BASED
ON A SITE VISIT AND DESIGN PROFESSIONAL'S OPINION, THE SURVEY IS STILL ACCURATE TO THE EFFECT
THAT THERE ARE NO EVIDENT VARIATIONS.
BENCHMARK: FIRE HYDRANT 455.10, RIGHT FRONT BONNET BOLT, AT CORNER OF FOWLER STREET AND FARROW DRIVE
DATUNM: HORZ: NAVD 88; VERT: NAD8J
FLOODPLAIN: THIS PROJECT IS LOCATED WITHIN ZONE X" AS SHOWN ON FLOOD INSURANCE RATE MAP. COMMUNITY
PANEL NUMBER 51000JC 0279 D. EFFECTIVE DATE. FEBRUARY 4. 2005.
NO EVIDENCE OF A BURIAL SITE WAS FOUND ON SUBJECT PARCEL.
NO STREAM BUFFER(S) ARE PRESENT ON THE SUBJECT PARCEL.
THE SUBJECT PROPERTY IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT
THIS SITE /S NOT LOCATED WITHIN THE WATERSHED OF A PUBLIC WATER SUPPLY RESERVOIR.
STORMWATER MANAGEMENT COMPLIANCE SUMMARY
THE DEVELOPMENT OF BELVEDERE PHASE 5, TMP 62-16D, WILL OCCUR IN TWO SEPARATE STAGES OF CONSTRUCTION. THE COMPLETED SUBDIVISION WILL
UTILIZE AN EXTENDED DETENTION FACILITY TO FACILITATE CHANNEL AND FLOOD PROTECTION. STORMWATER RUNOFF WILL BE COLLECTED AND CONVEYED
THROUGH A STORMWATER PIPE NETWORK TO THE FACILITY, NUTRIENT OFFSET CREDIT PURCHASE ROUNDS OFF THE STORMWATER APPROACH.
REGARDING WATER QUALITY ANALYSIS:
9VAC25-870-63. WATER QUALITY DESIGN CRITERIA REQUIREMENTS.
1. NEW DEVELOPMENT, THE TOTAL PHOSPHORUS LOAD OF NEW DEVELOPMENT PROJECTS SHALL NOT EXCEED 0.41 POUNDS PER ACRE PER YEAR, AS
CALCULATED PURSUANT TO 9VAC25-870-65.
CALCULATIONS SHOWN ON THIS PLAN WERE DETERMINED FROM ACCEPTABLE METHODOLOGY "DEQ VRRM FROM NEW DEVELOPMENT COMPLIANCE
SPREADSHEET -VERSION 3.0."
CONCLUSION:
BASED ON NEW DEVELOPMENT OF BELVEDERE PHASE 5 (A AND B), TMP 62-16D, SHOWN HEREON THESE PLANS, THE WATER QUALITY PORTIONS OF THIS
PLAN WILL BE SATISFIED WITH PURCHASING 9.68 IB/YR OF OFFSITE NUTRIENT CREDITS IN THE SAME OF ADJACENT HYDROLOGIC UNIT CODE (02080204).
COMPLIANCE OF 9VAC25-870-65.F: OFFSITE ALTERNATIVE IAW 9VAC25-870-69 PURCHASE OF NUTRIENT OFFSET CREDITS IS PROPOSED AND AFFIRMED.
REGARDING WATER QUANTY ANALYSIS FOR POINT OF DISCHARGE #1:
COMPLIANCE OF 9VAC25-870. 13.13 (CHANNEL PROTECTION):
IN ACCORDANCE WITH CHANNEL PROTECTION SECTION B.3.A) OF 9VAC25-870-66 OF VIRGINIA LAW; THE MAXIMUM PEAK FLOW RATE FROM THE ONE-YEAR
24-HOUR STORM FOLLOWING THE LAND- DISTURBING ACTIVITY APPEARS TO BE IN ACCORDANCE WITH THE ENERGY BALANCE METHODOLOGY:
QDEVELOPED 5 I.F.*(QPRE-DEVELOPED* RVPRE-DEVELOPED)/RVDEVELOPED
POINT OF ANALYSIS 1:
1YR QDEVELOPED S I.F.* (1YR QPRE-DEVELOPED * RVPRE-DEVELOPED)/RVDEVELOPED
0,064 S 0.80*(0.611 * 0.38) /1.27
0.064 (1" ORIFICE) S 0.144
0,497 (3" ORIFICE)
EROSION CONTROL PLAN FO
BELVEDERE PHASE 51
RIO MAGISTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA
L
C
VICINITY MAP
SCALE: 1 "=1000 FEET
EXISTING INTERMEDIATE CONTOUR
EXISTING INDEX CONTOUR — 300--
LEGEND
PROPOSED CONTOUR 20
POINT OF ANALYSIS 2: Ex. EP
1 YR QDEVELOPED S I.F.* (1 YR QPRE-DEVELOPED * RVPRE- DEVELOPED) /RVDEVELOPED EXISTING EDGE OF PAVEMENT - — — — — — — — -
0.772 S 0.80* (1.597 * 0.515) / 0.680 PROPOSED EDGE OF PAVEMENT EP
EXISTING CURB AND GUTTER — o Ex. = — —
0.772 S 0.97 cfs
PROPOSED CURB AND GUTTER CG-6
COMPLIANCE OF 9VAC25-870.0 (FLOOD PROTECTION: TRANSITION FROM CG 6 ROLL-TOP cG$ ROLL-TOP
-6
EX. 15" RCP
EXISTING STORM SEWER
IN REFERENCE TO FLOOD PROTECTION SECTION C.1), THE SITE'S POINT OF DISCHARGE RELEASES CAPTURED STORMWATER INTO A CONVEYANCE SYSTEM PROPOSED STORM SEWER 15' RCP
THAT, FOLLOWING LAND DISTURBING ACTIVITY, CONFINES THE POST -DEVELOPMENT PEAK FLOW RATE FROM THE 10-YEAR 24-HOUR STORM EVENT WITHIN
THE STORMWATER CONVEYANCE SYSTEM. Q10PDST- DEVELOPED S Q10PRE-DEVELOPED EXISTING SANITARY SEWER —5 —5 —5 —
POINT OF ANALYSIS 1:
070POST-DEVELOPMENT (1" EB ORIFICE) = 3.496 cfs S Q10PRE-DEVELOPMENT = 4,373 cfs
Q10POST-DEVELOPMENT (3" EB ORIFICE) = 2.743 cfs S Q10PRE-DEVELOPMENT = 4.373 cfs
PROPOSED SANITARY SEWER
PROPERTY LINE
EASEMENT LINE
CENTERLINE
EXISTING WATERLINE
PROPOSED WATERLINE
w w
EXISTING FIRE HYDRANT
�-
PROPOSED FIRE HYDRANT
�-
EXISTING WATER VALVE
A ---
PROPOSED WATER VALVE
ED w w
PROPOSED WATER METER
EXISTING REDUCER
-
PROPOSED REDUCER
w 10
HANDICAP RAMP (D.
DENOTES LOCATION STD. VOOT)�j
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IC L
AND/OR JURISDICTIONAL
STANDARD RAMP CONSTRUCTION
STAN
PARKING INDICATOR
12
INDICATES THE NUMBER OF TYPICAL PARKING SPACES
BENCHMARK
SOILS BOUNDARY
LIMITS OF CLEARING AND/OR GRADING m m m = � m
VEHICLES PER DAY COUNT
1,234 VPD
POINT OF ANALYSIS 2:
EXISTING SPOT ELEVATION -12.0
PROPOSED STREET NAME SIGN
Q10POST-DEVELOPED S QtOPRE-DEVELOPED
PROPOSED SPOT ELEVATION +12.0
5.31 cfs S 7.63 cfs
EXISTING TREE DRIP LINE
EXISTING SIGN
PROPOSED SIGN
T
EXISTING TREE;
EX. 15OAK
1z
SANITARY MANHOLE IDENTIFIER
PROPOSED TREE OAK
STORM DRAIN STRUCTURE IDENTIFIER
18
ASSOCIATED PLANS WITH THIS PARCEL:
1. FINAL SITE PLAN SDP-2020-00036
2. ROAD & UTILITY PLAN SUB-2019-00170
3. EASEMENT PLAT SUB-2020-00123
4. RETAINING WALL DESIGN PLANS
SHEET INDEX
SHEET 1 --
COVER SHEET
SHEET 2
EXISTING CONDITIONS, SOILS & DEMOLITION PLAN
SHEET 3 --
EROSION CONTROL NARRATIVE
SHEET 4
EROSION CONTROL PLAN PHASE 1 - PHASE 5A & TEMPORARY FIRE ROAD
SHEET 5 --
EROSION CONTROL PLAN PHASE 1 - PHASE 5B
SHEET 6
EROSION CONTROL PLAN PHASE 1 - TEMPORARY FIRE ROAD
SHEET 7 ----
EROSION CONTROL PLAN PHASE 2 - PHASE 5A & TEMPORARY FIRE ROAD
SHEET 8 —
EROSION CONTROL PLAN PHASE 2 - PHASE 5B
SHEET 9 —
EROSION CONTROL PLAN PHASE 2 - TEMPORARY FIRE ROAD
SHEET 10 ---
EROSION CONTROL PLAN PHASE 3 - PHASE 5A & TEMPORARY FIRE ROAD
SHEET 11 ----
EROSION CONTROL PLAN PHASE 3 - PHASE 5B
SHEET 12 ---
EROSION CONTROL PLAN PHASE 3 - TEMPORARY FIRE ROAD
SHEET 13 ---
SEDIMENT BASIN-1 DESIGN & DETAILS
SHEET 14 ----
EROSION CONTROL NOTES & DETAILS
SHEET 15 -----
WATER QUALITY CALCULATIONS & COMPLIANCE
SHEET 16 ---
WATER QUANTITY CALCULATIONS & COMPLIANCE
SHEET 17 -----
STORMWATER MANAGEMENT POND CONVERSION
SHEET 18 ---- CULVERT DESIGN
APPROVED
by the Albemarle County
Community Development Department
Date 11/04/20
File WP0202000034
CONTRACTOR'S RECORD DRAWING CERTIFICATION STATEMENT:
(SEE SHEET 3 FOR RECORD DRAWING REQUIREMENTS)
THIS HAND MARKED SET OF DRAWINGS HAS BEEN 'REDLINED" TO PROVIDE AN ACCURATE DETAILED RECORD OF ANY
SUBSTANTIVE CHANGES TO THE APPROVED DESIGN DRAWINGS. ANY ITEMS NOT "REDLINED" ON THIS PLAN SET OR
SUBSEQUENT PAGES SHOULD BE CONSIDERED TO BE "CONSTRUCTED IN ACCORDANCE WITH THE DESIGN AS SHOWN'.
NAME, FITLE
FOR
APPROVALS
DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
ENGINEERING
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DATE:
06-11-2020
SCALE:
1" = 1000'
FILE:
WPO-2020-00034
RGA#:
8438
SHEET:
1 OF 18
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nSTEEP SLOPES (MANAGED)
[A STEEP SLOPES (PRESERVED)
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SOIL LINE TYPE
BOUNDARY LINE INFORMATION
LINE
BEARING
DISTANCE
L 1
N 81'23'05" E
26.04'
L2
S 29`18'35" E
27.36'
L3
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27.84'
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2 OF18
EROSION AND SEDIMENT CONTROL NARRATIVE
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.
PROJECT DESCRIPTION
THE FIRST STAGE OF CONSTRUCTION OF BELVEDERE PHASE 5, KNOWN AS PHASE 5A,
PROPOSES THE CONSTRUCTION OF 38 ATTACHED TOWNHOUSE UNITS AND 5 SINGLE
FAMILY DETACHED UNITS. THE SECOND STAGE OF CONSTRUCTION, KNOWN AS PHASE 5B,
PROPOSES 19 SINGLE FAMILY DETACHED UNITS.
EXISTING SITE CONDITIONS & ADJACENT AREAS
THE CURRENT CONDITIONS OF IMP 62-16D CONSISTS OF MODERATE TREE COVER WITH
VIRGIN SOL TERRAIN. THE PROPERTY IS BOUNDED BY A CREEK TO THE NORTH WHICH
SEPARATES IT FROM BELVEDERE PHASE 3, BELVEDERE PHASE 2B TO THE NORTH WEST,
AND DUNLORA FARM TO THE SOUTH WEST AND SOUTH EAST.
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
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.
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.
LOCATION WITHIN THE DITCH WHERE APPLICABLE.
10. WHILE THE SEDIMENT BASIN REMAINS FUNCTIONAL FOR THE DISTURBED AREA,
INSTALL THE PERMANENT EXTENDED DETENTION PONDS 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 TRAPS CAN BE FILLED IN AND SEEDED, THEREBY
REDIRECTING DRAINAGE TO THE PERMANENT FACILITIES.
12. 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. 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. THE DAM SECTION SHALL
BE KEPT FREE OF SAPLINGS OR TREES.(REFER TO THE ADDITIONAL MAINTENANCE
SPECIFICATIONS)
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.
3.
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 q
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.
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 BASIN MEASURES SHALL BE INSTALLED WITH PERIMETER SILT FENCE
PRIOR TO ANY GRADING AND SHALL BE SEEDED AND MULCHED IMMEDIATELY
FOLLOWING INSTALLATION.
4. THE SEDIMENT BASIN 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.
8. DURING FINE GRADING OPERATIONS, MAINTAIN ALL DIVERSION DITCHES TO THE
SEDIMENT TRAPS. THE SEDIMENT TRAPS SHALL REMAIN FUNCTIONAL THROUGHOUT
INSTALLATION OF THE STORM SEWER INLETS, PIPES, OUTFALLS.
INSTALL SILT FENCE INLET PROTECTION TRAPPING MEASURES AT EACH INLET
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.
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.
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.
& 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.
9. 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.
10. THE DAM SECTION SHALL BE KEPT FREE OF SAPLINGS OR TREES.(REFER TO THE
ADDITIONAL MAINTENANCE SPECIFICATIONS)
11. 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. PRIOR TO ANY LAND DISTURBANCE, CONTRACTOR TO HAVE SURVEYOR FLAG
PHASE 1 CLEARING LIMITS. NO CLEARING OR GRADING IS ALLOWED OUTSIDE
OF PHASE 1 LIMITS UNTIL THE PHASE IS COMPLETE.
1.2. INSTALL CONSTRUCTION ENTRANCE AT SITE ENTRANCE ON FOWLER STREET
AND AT THE FIRE ROAD ENTRANCE ON BELVEDERE BLVD. SHOULD THE
TEMPORARY CONSTRUCTION ENTRANCE NOT BE MAINTAINED PROPERLY OR AN
EXCESSIVE AMOUNT OF SOIL FOUND TRACKED ONTO THE PUBLIC ROADWAY,
THEN A PAVED CONSTRUCTION ENTRANCE WATER TANKER TRUCK WITH TWO
(2) PRESSURE WASHERS AND A SETTLING AREA MAY BE REQUIRED BY THE
EROSION AND SEDIMENT CONTROL PROGRAM ADMINISTRATOR.
1.3. CLEARING AND GRUBBING SHALL FIRST BE LIMITED TO THAT NECESSARY TO
INSTALL SILT FENCE TREE PROTECTION AND OTHER PERIMETER CONTROLS.
SAFTEY FENCE SHALL BE INSTALLED IF DEEMED NECESSARY BY THE EROSION
CONTROL INSPECTOR. PERIMETER CONTROLS MUST BE MADE FUNCTIONAL
PRIOR TO ANY UPSLOPE LAND DISTURBANCE THAT TAKES PLACE.
1.4. INSTALL ORANGE CONSTRUCTION FENCE AS PROTECTION AT THE PERIMETER
OF THE PRESERVED STEEP SLOPES (PER ALBEMARLE COUNTY GIS) TO
PREVENT DISTURBANCE WITHIN THE WOODED AREAS CONSIDERED CRITICAL
SLOPES. SILT FENCE REQUIRE "J-HOOKS" AT LEAST EVERY 100 FEET WHERE
SILT FENCE IS NOT NEAR PARALLEL TO EXISTING SLOPE. CONTRACTOR TO
INSTALL AS NEEDED, ESPECIALLY ALONG THE FILL SLOPES OF THE FIRE
ROAD.
1.5. INSTALL SEDIMENT BASIN 1 & SEDIMENT TRAPS 1 & 2. PROVIDED
STABILIZATION MEASURES TO THE DAM EMBANKMENT AND DOWNSTREAM
SLOPE WITH SILT FENCE PLACED DOWNHILL FROM THE TOE AS SHOWN ON
THE PLAN.
1.6. CONTRACTOR TO CONSTRUCT DIVERSION DIKES (DD) TO DIRECT RUNOFF TO
THE SEDIMENT BASIN AND TRAPS. SILT FENCE SHALL BE INSTALLED ON THE
DOWNHILL SIDE OF THE ACTIVE TRENCHING OPERATIONS.
1.7. 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.
2. PHASE 2
2.1. UPON APPROVAL OF E&S CONTROL MEASURES BY COUNTY INSPECTOR, BEGIN
CLEARING AND GRADING OF THE PROJECT AREA. THE LAND DISTURBANCE
SHALL BE RESTRICTED TO THE LIMITS OF DISTURBANCE SHOWN IN THE
APPROVED EROSION CONTROL PLANS. THESE LIMITS ARE CONFINED TO THE
PROPERTY FOR THE FIRE ROAD AND THE BELVEDERE PHASE 5 DEVELOPMENT
WITHIN THE BELVEDERE SUBDIVISION
2.2. CONTRACTOR TO BRING SITE UP TO GRADE AS SHOWN ON THE PHASE 2
EROSION CONTROL PLAN. CONSTRUCTION ROAD STABILIZATION MAY BE
REQUIRED. REMOVE SEDIMENT TRAP #1. TRAP#2 MAY BE REMOVED IF
DEEMED APPROPRIATE BY THE COUNTY INSPECTOR. DENUDED AREAS SHALL
DRAIN TO AN APPROVED EROSION CONTROL MEASURE AT ALL TIMES DURING
CONSTRUCTION. ALL PERIMETER CONTROLS SHOULD BE MAINTAINED UNTIL
SITE IS UP TO GRADE AND AREA HAS ACHIEVED TEMPORARY STABILIZATION.
2.3. DIVERSION DIKES (DD) SHOULD BE MAINTAINED TO DIVERT WATER TO
SEDIMENT BASIN #1 AS SHOWN ON PHASE 2 PLAN.
2.4. STOCKPILE TOPSOIL WITHIN AN AREA ON THE PROPERTY OWNED BY
BELVEDERE AT A LOCATION APPROVED BY ALBEMARLE COUNTY COMMUNITY
DEVELOPMENT. INSTALL SILT FENCE AT THE PERIMETER OF STOCKPILE(S).
2.5. CONSTRUCT RETAINING WALLS AS SHOWN.
3.6. FOR THE AREA SHOWN AS BELVEDERE CONSTRUCTION PHASE 5B:
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
WILL NOT REQUIRE MOWING.
3.7. PUMP AND DRAIN EXISTING SEDIMENT TRAP ALONG FIRE ROAD. REMOVE
RIPRAP TO BRING SIDE SLOPES TO FINAL GRADE. BLANKETS, MATTING,
MULCHING, TEMPORARY SEEDING, AND ANY ADDITIONAL MEASURES SPECIFIED
BY THE INSPECTOR SHALL BE INSTALLED TO STABILIZE THE SIDE SLOPES OF
THE FIRE ROAD. SILT FENCE SHOULD BE USED PARALLEL WITH THE
PROPOSED SLOPES TO CAPTURE RUNOFF AS THE LIFTS ARE INSTALLED.
ADDITIONAL MEASURES, SUCH AS SEEDING MIGHT BE REQUIRED. MUD -TRAPS
ARE TO BE USED DURING THE INSTALLATION OF THE CULVERT PIPE. INSTALL
CULVERT INLET PROTECTION, AND OUTLET PROTECTION. DIVERSIONS TO BE
USED TO DIVERT WATER TO THE WEST SIDE OF THE FIRE ROAD WERE
POSSIBLE. CONSTRUCTION OF THE FIRE ROAD MUST BE COMPLETED ONCE
DISTURBANCE OCCURS, DURING A TWO WEEK NON -RAIN EVENT.
4. PHASE 3
4.1. REPAIR SILT FENCE WHERE NECESSARY, COMPLETE ANY DREDGING OF
SEDIMENT BASIN #1.
4.2. CONTRACTOR TO PROCEED WITH CONSTRUCTION OF UTILITIES AND SHALL
COORDINATE INSPECTIONS, AS REQUIRED BY THE ABLEMARLE COUNTY
SERVICE AUTHORITY.
4.3. ONCE ROADS HAVE BEEN COMPLETED AND STORM SYSTEM HAS BEEN MADE
FULLY FUNCTIONAL, SILT TRAP #2 MAY BE FILLED AND GRADED. AS STORM
STRUCTURES ARE CONSTRUCTED,INLET PROTECTION AND OUTLET
PROTECTION SHALL BE INSTALLED.
4.4. INSTALL DIVERSION DIKE (DD) AT THE TERMINAL OF FOWLER STREET
(CONSTRUCTION STAGE 1) TO DIVERT WATER TO THE BASIN AS SHOWN. THE
DIVERSION WILL BE MAINTAINED UNTIL BELVEDERE PHASE 5B PLANS HAVE
BEEN APPROVED.
4.5. REVISIT PERIMETER CONTROLS, CHECK AND REINFORCE SILT FENCE DOWN
HILL FROM SEDIMENT BASIN AND ALONG FIRE ACCESS ROAD. ENSURE NO
WASH -AROUND IS OCCURRING NEAR TOPSOIL STOCKPILE.
4.6. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL DENUDED AREAS,
INCLUDING VEGETATION OF ALL SLOPES AND GRASSED 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 WILL NOT REQUIRE
MOWING.
4.7. CLEAN OUT ALL SEDIMENT BUILD UP FROM STORM CULVERT AND BASINS.
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.
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 OF SUPER SILT
FENCE 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.CON TRACTOR 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.THERE ARE NO STORM SEWER INLETS PROPOSED.
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.THERE ARE NO STORMWATER
CONVEYANCE CHANNELS OR PIPES PROPOSED.
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 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
ACTIVI TIES. 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: THIS PROJECT DOES NOT INCLUDE ANY ADDITIONAL IMPERVIOUS
SURFACES AND THE PROJECT AREA WILL BE RESTORED TO ITS EXISTING
CONIDTIONS.THEREFORE WILL NOT PRODUCE ANY ADDITIONAL STORMWATER RUNOFF.
19.1. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL
BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE
RECEIVING CHANNEL, 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
8Y 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 PUBLIC 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 SHALL, AT HIS 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 HIS 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
Iq
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 LBS/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/100SF. ALTERNATIVES ARE SUBJECT
TO BE APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR.
CONTRACTOR'S RECORD DRAWING REQUIREMENTS
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 INITIAL 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 DESIGN AS SHOWN".
NAME, TITLE
FOR:
(CONTRACTOR)
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CAEDPPROTECTIONRESERVA-nON
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ST
3.39
SEDIMENT TRAP
DUST CONTROL
*REFERENCE VIRGINIA EROSION
DETAILS REGARDING INDIVIDUAL
AND SEDIMENT CONTROL HANDBOOK
CONTROL MEASURES.
(VESCH)
FOR
TEMPORARY SEDIMENT TRAP PARAMETERS ST#1
Total Drainage Area= 0.57 acres
Total Storage Req= 76.38 cy
Minimum wet/dry Volume Req'd.
= 67 cy * 0.57 acres =
38.19 cy
Total Storage Provided ® 444
= 149.40 cy
Sediment Trap Design Volumes
for Wet Storage
Available Basin Volume Prov'd.
= 48.7 cy ® 440
Bottom of wet storage: 436
Top of wet storage: 440
Side slope: 1:1
Depth:4 ft
Sediment Trap Design Volumes
for Dry Storage
Available Basin Volume Prov'd.
= 100.7 cy ® 444
Bottom of dry storage/bottom
of stone weir: 440
Top of dry storage:444
Side Slopes:2:1
Depth: 2 ft
Sed Trap Design Elevations:
Top of Berm/Weir = 445
Berm Width = 2.5 feet
H 3 ft
Bottom of Stone Weir (Bottom
of Dry storage) = 440
Ho 2 ft
Weir Length = 6 x area = 4.5
feet
W 2.5 ft
Weir Height = 2 foot
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STEEP SLOPES (MANAGED)
STEEP SLOPES (PRESERVED)
BOUNDARY LINE INFORMATION
LINE
BEARING
DISTANCE
L 1
N 81 "23"05" E
26.04'
L2
S 29'78'35" E
27.36'
L3
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27.84'
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RGA#:
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4 OF 18
I,
EROSION CONTROL PLAN LEGEND
3.02
CE
CONSTRUCT
ENTRANCE N
3.03
ROADTSTABILLIIZATION
CRS
3.05
SILT FENCE
SF
F3. 0 7]STORM
3.07
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TREE PRESERVATION
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TP_
3.39
DUST CONTROL
DC
*REFERENCE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK (VESCH)
FOR DETAILS REGARDING INDIVIDUAL
CONTROL MEASURES.
BOUNDARY LINE INFORMATION
LINE
BEARING
DISTANCE
L I
N 81 °23'05" E
26.04'
L2
S 29'78'35" E
2/.JE'
L3
N 71 °09'25" E
27.84'
• • 30 .• ••
•
STEEP SLOPES (MANAGED)
STEEP SLOPES (PRESERVED)
TEMPORARY SEDIMENT TRAP PARAMETERS ST#2
Total Drainage Area= 1.61 acres
Total Storage Req= 134 * 1.61 = 215.74 cy
Minimum wet/dry Volume Req'd. = 67 cy * 1.61
acres = 107.87 cy
Total Storage Provided @ 432
= 434.30 cy
Sediment Trap Design Volumes
for Wet Storage
Available WET Volume Prov'd. =
124.48 cy ®
430
Bottom of trap: 428
Top of wet storage: 430
Side slope: 2:1
Depth:2 ft
Sediment Trap Design Volumes
for Dry Storage
Available DRY Volume Prov'd. =
171.30 cy @
432
Bottom of dry storage/bottom
of stone weir:
430
Top of dry storage: 432
Side Slopes:2:1
Depth: 2 ft
Sed Trap Design Elevations:
Top of Berm/Weir = 433
Berm Width = 4.5 feet
Bottom of Stone Weir (Bottom
of Dry storage) = 430
Weir Length = 6 x area = 10
feet
Weir Height = 3 foot
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DISTANCE
L 1
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26.04'
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27.36'
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27.84'
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x _ TIE-IN TO THE PRIVATE STORM DRAINAGE PIPES. WHERE APPLICABLE, ALL FOUNDATION
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RGA#:
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SHEET:
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EROSION CONTROL PLAN
LEGEND
3.02
ENTRANCE CONSTRUCTION CE
3.18
OP
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3.03
ROADTSTABILLIIZATION
CRS
3.1CONSRUCTIN 9
RIPRAP
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3.05
SILT FENCE
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3.31
TEMPORARY SEEDING
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3.13 SEDIMENT TRAP ST 3.39 DUST CONTROL DC
*REFERENCE VIRGINIA EROSION AND
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FOR DETAILS REGARDING INDIVIDUAL
,CONTROL MEASURES.
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BOUNDARY LINE INFORMATION
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25.04'
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27.36'
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27.84'
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DATE:
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SCALE:
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FILE:
wPo-2020-00034
RGA#:
8438
SHEET:
9 OF 18
I
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3.02
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CONSTRUCENTRANCETION
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3.38
TREE PRESERVATION
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3.39
DUST CONTROL
DC
*REFERENCE
VIRGINIA EROSION AND
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CONTROL HANDBOOK (VESCH)
FOR DETAILS
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CONTROL
MEASURES.
30
OSTEEP SLOPES (MANAGED)
OSTEEP SLOPES (PRESERVED)
BOUNDARY LINE INFORMATION
LINE
BEARING
DISTANCE
L 1
N 8123'05" E
26.04'
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27.36'
L3
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DATE:
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SCALE:
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FILE:
WPO-2020-00034
RGA#:
8438
SHEET:
10 OF 18
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EROSION CONTROL PLAN LEGEND
3.02
CONSTRUCT
ENTRANCE N
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3
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3.05
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3.13
SEDIMENT TRAP
ST
3.18
OP
PROTETTI N
3.19
RIPRAPTEMPORARY
RR
3.31
TS
---o--
SEEDING
3.32
P S EDWG T
PS
- �-
3.38
TREE PRESERVATION
AND PROTECTION
TP
3.39
DUST CONTROL
DC
*REFERENCE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK (VESCH)
FOR DETAILS REGARDING INDIVIDUAL
CONTROL MEASURES.
BOUNDARY LINE INFORMATION
LINE
BEARING
DISTANCE
L 1
N 81 °23'05 " E
26.04'
L2
S 29"18'35'" E
2/.JE'
L3
N 71'09'25" E
27.84'
/ 1 30 ./ •/
1
k�d STEEP SLOPES (MANAGED)
ElSTEEP SLOPES (PRESERVED)
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LIMITS OF DISTURBANCE 14.46 ACRES
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Lic. No.
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FILE:
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RGA#:
8438
SHEET:
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SCALE: 1"=30'
/ 1
/ AB/MLONG
1 TO BE INSTALLED ON CONSTRUCTED SLOPE
ALONG THIS FIRE ROAD ROUTE, GREATER THAN 10
N / VERTICAL FEET. MATTING TO BE INSTALLED WITHIN
\q J o 48 HOURS OF ACHIEVING FINAL GRADE
sNN�18\°� / \ / / /'. / / I \ \\ \` STEEP SLOPES (MANAGED)
\ PROPOSED PUBLIC
\ DRAINAGE EASEMENT / \
ALBEMARLE COUNTY CIS / I \ \ \ STEEP SLOPES (PRESERVED)
0 \ CRITICAL SLOPES o - - -
x MUD -TRAPS & CROSS SLOPE SILT FENCE MAY BE
\
' \ \ REMOVED WHEN ROADWAY IS AT FINAL GRADE, PROPOSED TEMPORARY GRADING AND
BLANKET AND MATTING IS IN PLACE, AND COUNTY CONSTRUCTION EASEMENT
INSPECTORS AUTHORIZE.
- PROPOSED TEMPORARY GRADING ALL SLOPES GREATER THAN 3:1 MUST BE STABILIZED
WITH LOW MAINTENANCE VEGETATIVE GROUND COVER
AND CONSTRUCTION EASEMENT - OTHER THAN GRASS, SUCH AS KENTUCKY BLUEGRASS _-- low
-- _ -
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BOUNDARY LINE INFORMATION
LINE
BEARING
DISTANCE
L 1
N 81 °23'05" E
26.04'
L2
S 29`18'35" E
27.36'
L3
N 71'09'25" E
27.84'
DTP— X — XTP X —
I'' GRADING AND
�/ !/ v� � PROPOSED TEMPORARY DING A '
CONSTRUCTION EASEMENT /
ALL SLOPES GREATER
THAN 3:1 MUST BE
/ \
\ \ \ \ \ptt�� -' F- � ' �\ ( / STABILIZED WITH LOW
MAINTENANCE
\ G S \ - GROUND COVER OTHERIVE
� mm some
THAN GRASS, SUCH AS
ENTUCKY BLUEGRASS
F OF
E k -� \ ��// PROPOSED SWM EASEMENT
\ \ \,��� ROQ,h4 \ \ \ / �• \ (SEE SHEET 18)
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CONSTRUCTION EASEMENT P`O BM ELEV. 455.10 \ QR� 2 /
\ \ \ \ ALBEMARLE COUNTY CIS
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MANGED SLOPES
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2 NOTE LOT 245 THROUGH 254:-
-c� \ \r ����0 ALL TOWNHOUSE AND VILLA UNIT \ ' \ \ p�\\'
N, r��� i�i/ \ ROOF DRAINS SHALL TIE-IN TO \ OX
\ \ `\ -�4 \ \ \ oy �/ /• "i THE PRIVATE STORM DRAINAGE \\\ / - — , \ ..� \ \ 1 ZG \�\ P \ \ \ —
\ >` \ \ \ \\ \�//�i!' .✓ �0� PIPES. WHERE APPLICABLE. ALL \ CA \ \ \ X. \\ \\��\ \ I'. ..\ \ \\ 0.\\ \\\ \ \\ \
\ \ \ \ `, � / ✓i ,j /. FOUNDATION DRAINS FROM THEATT
/>, // i/�i.: EAPRVATECHED NSTORMITS ADRANA DLL TIE RAINAGE
\ - \, \ \ \ <O�\ \ N
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DATE:
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SCALE:
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FILE:
WPO-2020-00034
RGA#:
8438
SHEET: 12 OF 18
SB-
SEDIMENT BASIN-1
SEDIMENT BASIN S CHEMA TI C
ELE VA TIONS
DESIGN HIGH WATER
.,(25-YR. STORM ELEV.)
67 C.Y./ AC. -
DRY STORAGE
TOP WET STORAGE: 417.7
67 C.Y./ AC. -
WET STORAGE
SEDIMENT CLEANOUT POINT
(" WET " STORAGE REDUCED
TO 34 C.Y./ ACRE)
10' WIDE EMBANKMENT ® 425 -
MIN.
CREST OF EMERGENCY
/ SPILLWAY @ 424
i
RISER CREST: 422
DEWATERING DEVICE
48" RISER (2)
POND BOTTOM: 414
DESIGN ELEVATIONS WITH
EMERGENCY SPILLWAY
4.5'x4.5'
106LF-18" HP
PIPE 04.71%
1.1: 414
LO: 409
I I
SOURCE: VA. DSWC PLATE. 3.14-2
ANTI- VORTEX DEVICE DESIGN
PRESSURE RELIEF
HOLES 1/2" DIA.
A O
L
PLAN VIEW
TACKWELD
ALL AROUND \
#6 X 12-
SPACER BAR
(TYPICAL)
RISER DIAMETER
SECTION A -A
> 8" MIN.
SUPPORT BAR SIZE
(#6 REBAR MIN.)
ISOMETRIC
TOP STIFFENER(IF REQUIRED)
IS-X-X-ANGLE WELDED
TO TOP AND ORIENTED PER-
C) PENDICULAR TO CORRUGATIONS
TOP IS -GAGE CORRUGATED
METAL OR 1/8" STEEL PLATE.
PRESSURE RELIEF HOLES MAY
BE OMMITTED, IF ENDS OF
CORRUGATIONS ARE LEFT FULLY
OPEN WHEN THE TOP IS
ATTACHED.
CYLINDER IS -GAGE CORRUGATED
METAL PIPE OR FABRICATED FROM
1/8"
STEEL PLATE.
NOTES:
1. THE CYLINDER MUST BE
FIRMLY FASTENED TO THE
TOP OF THE RISER.
2. SUPPORT BARS ARE WELDED
TO THE TOP OF THE RISER
OR ATTACHED BY STRAPS
BOLTED TO TOP OF RISER.
S KS TEM FOR SEDIMENT
I _ _
PROVIDE ADEQUATE
STRAPPING
POLYETHYLENE CAP
DEPTH
TACK WELD VARIES AS
PERFORATED POLYETHYLENE} REQUIRED
FOR" DRY
DRAINAGE TUBING, DIAMETER "
VARIES (SEE CALCULATIONS IN STORAGE
APPENDIX 3.14-A)
I
WET
FERNCO-STYLE " COUPLING STORAGE
DEWATERING ORIFICE,
SCHEDULE 40 STEEL STUB 1-FOOT MI IMUM,
DIAMETER VARIES (SEE CALCULATIONS IN
CORRUGATED METAL RISER APPENDIX 3.14-A)
NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB
FOR DEWATERING ORIFICE
DRAINAGE TUBING SHALL COMPLY WITH ASTM F667
AND AASHTO M294
SOURCE: VA. DSWC
PLATE. 3.14-15
1992 3.14
DETAILS OF CORRUGATED METAL
ANTI -SEEP COLLAR
mwnr,.ms kmrri mwn ro eE a s.l[ aMT M uc
WE YIM MM R 6 ILSF➢
mrnnuale; run
,n. • r iIx ras ran
3/j ,aylew
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m"""016 "na SECTION B-B ce ar1E1De�.,„'°
ELEVATION OF UNASSEMBLED COLLAR
3. UNASSEMBLED COLLARS SHALL BE MARKED BY
NOTES FOR COLLARS: PAINTING OR TAGGING TO IDENTIFY MATCHING
PAIRS.
1. ALL MATERIALS TO BE IN ACCORDANCE WITH 4. THE LAP BETWEEN THE TWO HALF SECTIONS
CONSTRUCTION AND CONSTRUCTION MATERIAL AND BETWEEN THE PIPE AND CONNECTING BAND
SPECIFICATIONS. SHALL BE CAULKED WITH ASPHALT MASTIC AT
2. WHEN SPECIFIED ON THE PLANS, COATING OF TIME OF INSTALLATION.
COLLARS SHALL BE IN ACCORDANCE WITH 5. EACH COLLAR SHALL BE FURNISHED WITH TWO
CONSTRUCTION AND CONSTRUCTION MATERIAL 1/2- DIAMETER RODS WITH STANDARD TANK
SPECIFICATIONS. LUGS FOR CONNECTING COLLARS TO PIPE.
DETAIL OF HELICAL PIPE
ANTI -SEEP COLLAR/e• OD , , • , 1. , ,/Y M14E4 TO CLAIM OR BND A 9a
SIZE AND SPACING OF SLOTTED aaC , /e• ra M soon, w ORIYN,a.
OPENINGS SHALL BE THE SAME NOTE FOR BANDS AND COLLARS:
AS SHOWN FOR CM COLLAR. , Ve•
USE RODS AND LUGS TO CLAMP MODIFICATIONS OF THE DETAILS
SHOWN MAY BE USED PROVIDING
BANDS SECURELY TO PIPE. ,re. EQUAL WATERTIGHTNESS IS
MAINTAINED AND DETAILED
,i• wx DRAWINGS ARE SUBMITTED AND
APPROVED BY THE ENGINEER PRIOR
TO DELIVERY.
s,o ar
ISOMETRIC VIEW
SwEt�-r rx call�e sxu� es wr ro M
mnnmAmrs m ter.. ewo,
ma M61 WG N➢Dfn LAM A CWIMIg15 N411).
NOTE: FOR DETAILS OF FABRICATION DIMENSIONS, MINIMUM GAGES,
SLOTTED HOLES, AND NOTES, SEE DETAIL ABOVE.
'AT"� cM 10 rnelr eEo< NOTE: TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE:
room
wx eMo 1. CORRUGATED METAL, SIMILAR TO UPPER, EXCEPT SHOP
WELDED TO A SHORT (4FT.) SECTION OF THE PIPE AND
CONNECTED WITH CONNECTING BANDS TO THE PIPE.
PARTIAL ELEVATION 2. CONCRETE, SIX INCHES THICK FORMED AROUND THE PIPE
,tIT, DIM r u WITH #3 REBAR SPACED 15" HORIZONTALLY AND VERTICALLY.
SOURCE: USDA-SCS
ANTI -SEEP COLLAR
SATURATED ZONE
CONNECTIONS BETWEEN
THE ANTI -SEEP AND
THE BARREL MUST BE
WATERTIGHT
PLATE. 3.14-13
III I I I I L-; I III=I -
-
"�I IMF=11 IIC-�
SOURCE: VA. DSWC PLATE. 3.14-4
RISER PIPE BASE CONDITIONS
I"I
II
6" I 1=1 I F--I u=
I III
iff=�li1=1r
SOURCE: VA. DSWC TYPICAL CONCRETE BASE
SEDIMENT BASIN/DRY POND CONSTRUCTION
NOTES
1. GEOTECHNICAL CONSULTANT TO SPECIFY DAM EMBANKMENT MATERIAL, SEEPAGE
CONTROL DEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING REQUIREMENTS,
AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS.
2. IMPERVIOUS CORE SHALL EXTEND TO THE 10-YR WATER SURFACE ELEVATION
UNLESS OTHERWISE NOTED.
3. FOUNDATION AND ABUTMENT AREA EXTENDING 10' BEYOND DAM FOOTPRINT SHALL
BE CLEARED, GRUBBED AND STRIPPED OF ALL VEGETATION TOPSOIL AND/OR
ORGANIC SOIL AND OTHER UNSUITABLE MATERIALS.
4. AFTER CLEARING, GRUBBING, STRIPPING, AND REMOVING ANY OTHER UNSUITABLE
MATERIALS, THE SUBGRADE SHALL BE PROOF -ROLLED WITH COMPACTION EQUIPMENT
UNDER THE OBSERVATION OF A QUALIFIED ENGINEER. THE COMPACTION EQUIPMENT
SHALL CONSIST OF THE HEAVIEST POSSIBLE EQUIPMENT THAT WILL NOT CAUSE
DISTURBANCE OF SUITABLE SUBGRADE SOILS. EXCESSIVELY SOFT OR UNSUITABLE
MATERIALS SHALL BE REMOVED AND REPLACED WITH COMPACTED FILL. WHERE ROCK
IS EXPOSED AFTER STRIPPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL
SHALL BE REMOVED PRIOR TO PLACING COMPACTED FILL. ROCK SUBGRADES SHALL
BE INSPECTED AND APPROVED BY INSPECTOR OR ENGINEER PRIOR TO PLACEMENT
OF FILL.
5. COMPACTED FILL SHALL NOT BE PLACED PRIOR TO PERFORMING THE REQUIRED
FOUNDATION AND ABUTMENT PREPARATION, OR ON ANY FROZEN SURFACE.
COMPACTED FILL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED
ON THE APPROVED CONSTRUCTION PLAN. COMPACTED FILL MATERIAL SHALL BE OF
THE TYPE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL CONSULTANT,
OR OF A BETTER QUALITY MATERIAL AS DEFINED BY THE UNIFIED SOIL
CLASSIFICATION SYSTEM (USCS). RESTRICTIONS ON LIQUID LIMIT AND PLASTICITY
INDEX OF MATERIAL MAY BE INCLUDED WHERE APPLICABLE. COMPACTED FILL SHALL
CONSIST OF MATERIAL FREE OF ORGANIC MATTER, RUBBISH, FROZEN SOIL, SNOW,
ICE, AND PARTICLES WITH SIZES LARGER THAN 3" OR ANY OTHER DELETERIOUS
MATERIAL.
6. COMPACTED FILL SHALL BE PLACED IN HORIZONTAL LAYER of 10"-12" IN LOOSE
THICKNESS. ACTUAL LIFT THICKNESS SHALL BE SPECIFIED BY THE GEOTECHNICAL
CONSULTANT. THE MOISTURE CONTENT SHALL BE CONTROLLED SUCH THAT
COMPACTION IS ACHIEVED WITHOUT YEILDING OF THE SURFACE. EACH LAYER SHALL
BE UNIFORMLY COMPACTED WITH SUITABLE COMPACTION EQUIPMENT TO AT LEAST
95% OF STANDARD PROCTOR MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-698,
AASHTO T-99, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINED FILL WHICH
BECOMES SMOOTH SHALL BE SACRIFICED TO A DEPTH OF 2" TO ALLOW ADEQUATE
BONDING BETWEEN LAYERS.
7. COMPACTED FILL WITH A MOISTURE CONTENT WHICH WILL NOT PERMIT COMPACTION
TO THE SPECIFIES DENSITY STANDARD SHALL BE SACRIFICED, DRIED, OR WETTED AS
NECESSARY TO PERMIT PROPER COMPACTION.
OP OUTLET PROTECTION SPECIFICATIONS
I RiYRAP "' ` ' I ROUTED Q10=0.935 CFS
MIN. DEPTH LO F18" PIPE
JNDERLYII F.F 4
APRON LENGTH = 10' O P## 1
3DO = 4.5'
LA = 10'
W= DO+LA= 14.5
SEDIMENT BASIN #1:
SEDIMENT BASIN #1 IS DESIGNED FOR 6.76 ACRES OF DRAINAGE.
THE DRAINAGE AREA TAKES INTO ACCOUNT THE REMOVAL OF
SEDIMENT TRAPS THROUGH DIFFERENT PHASES OF THE EROSION
AND SEDIMENT CONTROL PLAN.
TOP DAM = 425.00
BOTTOM = 414.00
BOTTOM WIDTH = 3W
DRAINAGE AREA TO SB #1: 6.76 ACRES
DRY/WET STORAGE REQUIRED: 453 c.y.
TOTAL STORAGE REQURIED: 906 C.Y.
PROVIDED STORAGE: 3309 c.y.
CLEAN OUT ELEVATION: 416.50
SLOPES: 3:1
PRINCIPLE SPILLWAY: 48" RISER
DIAMETER TRASH RACK/ANTI-VORTEX DEVICE DESIGN: 72 INCHES
m
U
o
TEMPORARY SEDIMENT BASIN
s
PROJECT Belvedere Phase 5
PROJ NO. 84387
V
L7 d N
BASIN # SEDIMENT BASIN SB-1
DATE 8/17/2020
Q
p (o
z Y
LOCATION
BY RV
�I
Q 0)
¢ ui
C)
INPUT
�(
d U
¢ W m
DRAINAGE AREA
6.76 ac
Ir z
c 0
TOTAL STORAGE REQUIRED
905.84 cy
w
U Q
0
a
BASIN VOLUME DESIGN
Q Z
WET STORAGE
z
1. MINIMUM REQUIRED VOLUME FOR WET STORAGE
452.92 cy
0 j
2. AVAILABLE BASIN VOLUME
^
U) ao
AVERAGE END AREA- BASIN VOLUME ESTIMATES
Z
LL
N
Ir
0
ELEVATION
AREA
VOLUME
VOLUME
IOTA_
a w
w
N W
ft
sf
Cf
cy
Cy
CO
Q
¢ z
O
414 1,610.00
>
v uj
a
4,420.00
163.70
416
2,810.00
163.70
= U))
1 4,267.50
158.06
Q
a z W
417
5,725.00
321.76
a
4,244.10
157.19
m a
Top of wet storage
417.7 6,401.00
478.95
m
1,965.15
72.78
418 6,700.00
551.73
35,734.00
1,323.48
_
422 I 11,167.00 1
1,875.21
_
38,724.00
1,434.22
425 14,649.00
3,309.44
REQUIRED WET STORAGE VOLUME
452.92 cy
z
PROVIDED AT APPROX. ELEVATION
417.70
F-
K
4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED
223.08 cy
w
O
5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL
416.40
6. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL
1.00
INVERT DEWATERING ORIFICE R'QD
417.40 Min. Elevation Req'
INVERT DEWATERING ORIFICE USED
417.70 at Wet storage elevation
a
APPROX. VOLUME AT INVERT USED
478.95 cy
DISTANCE FROM INVERT TO C/O LEVEL
1.30 ft
DISTANCE ACCEPTABLE
O
z
WET STORAGE VOLUME ACCEPTABLE
DRY STORAGE
7. MINIMUM REQUIRED VOLUME
452.92 cy
z A
8. TOTAL AVAILABLE VOLUME AT CREST OF RISER
z
z z z
Ww W
2 2 2
z
W
2
CREST OF RISER
422.00 Top of dry storage
O
r
2 2 2
2
APPROX. AVAILABLE TOTAL VOLUME
1875.21 cy
0 0 O
O
ADEQUATE DRY STORAGE VOLUME
w
9. DIAMETER OF DEWATERING ORIFICE
Q (From Dewatering Sheet)
1.75 cfs
0 0 0
0
d (From Dewatering Sheet)
6.74 in
USE d
8 in (Never less than 3 inches)
10. DIAMETER OF FLEXIBLE TUBING
10 in (minimum 2 inches larger)
o 0 0
0
STANDARD SIZE
w
H
r
PRELIMINARY DESIGN
o 0
0
11. PRELIMINARY DESIGN ELEVATIONS:
0
N m
a
CREST OF RISER 422.00 ft
z
TOP OF DAM 425.00 ft
DESIGN HIGH WATER 423.00 It
*design of high water
assumes a peak flowrate
DESIGNED BY:
UVN/JLF
UPSTREAM TOE OF DAM 414.00 ft
DRAWN BY:
UVN/JLF
BASIN SHAPE
CHECKED BY:
JILT
12. LENGTH OF FLOW / EFFECTIVE WIDTH:
SURFACE AREA OF NORMAL POOL 6401 sf (wet storgae)
LENGTH OF FLOW PATH 78 ft
TH
Op
EFFECTIVE WIDTH 82 ft
tj
vr�
L/We 0.95 BAFFLES REQUIRED & PROVIDED°
RUNOFF
i
v
„�
97
(RATIONAL METHOD CALCULATION)
USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE
Jimmy L.
Taggart
13. FLOW FROM 2-YEAR STORM (from Hydro software)
Lic. No.
4
C: 0.60
4oF 10/230�2020
Tc: 7.7 I: 3.4 in/hr
�SSlONAL
�eww
Y�O
Q= 15.9 cfs (from Hydraf low software)
14. FLOW FROM 25-YEAR STORM
C: 0.60
Tc: 7.7 I: 6.8 in/hr
z
Q= 21.2 cfs (from Hydraflow software)
Q
PRINCIPAL SPILLWAY DESIGN
z
15. REQUIRED SPILLWAY CAPACITY:
d
EMERGENCY SPILLWAY? (YIN) Y
O
0_
REQUIRED SPILLWAY CAPACITY: 15.9 CFS
W
>
16. ASSUMED AVAILABLE HEAD:
~
-
ELEV. OF CREST OF E.S. IF USED: 424.00
z
J
a
ASSUMED AVAILABLE HEAD= 2.00 ft
O LO
Q
�
17. RISER DIMENSIONS:
z w Q
W
RISER DIAMETER: 48.00 in
(From Plate 3.14-8 or
Calcs)
(C)
U
W
ACTUAL MAX. ELEV.: 422.55 ft
(From Calcs if appropriate)
r
0
Q
ACTUAL HEAD: 1.45 ft
(From Plate 3,14-8 or
Calcs)
Q J
18. BARREL LENGTH:
cr = W
LL
0
Z
BARREL LENGTH: 106.00 ft
W a- Q
}
BARREL INVERT OUT: 409.00 ft
F-
HEAD H ON BARREL: 15.00 ft
(From Plate 3.14-7)
� LI I pa.-
j
A
19. BARREL DIAMETER:
z =
CM
O
r y
BARREL DIAMETER: 18 in
(From Plate 3.14A or
3.14B)
W w
O
I
EMERGENCY SPILLWAY DESIGN
W
Z
21. REQUIRED SPILLWAY CAPACITY:
(J
Q
Q
l
ca
Qe = 0(25)-Qp = 5.2 CFS
>
pa
22. DIMENSIONS:
z
Q -I x
Tn
C)
E
BOTTOM WIDTH (b): 10.00 ft
(Pram Table 3.14 C)
2 w
Z
SLOPE OF EXIT CHANNEL (s): 3.90 fUft
(From Table 3.14-C)
Q
W
MIN. LENGTH EXIT CHANNEL (x): 33.00 ft
(Pram Table 3.14 C)
m
W
Q
ANTI -SEEP COLLAR DESIGN
W
23. DIMENSIONS:
Q
(1)
VW]
DEPTH WATER @ CREST OF P.S. m: 1.00 ft
C7
SLOPE UPSTREAM FACE DAM (Z): 3.00 :1
Q
0
SLOPE P.S. BARREL (Sb): 4.72 %
fr
O
LENGTH BARREL IN SAT. ZONE (Ls): 62.00 ft
(From Plate 3.14-11)
0
�
Number of collars req: 2.00
(From Plate 3.14-12)
Dimensions: 4.50 ft
(From Plate 3.14-12)
FINAL DESIGN ELEVATIONS
DATE:
2020
25. ELEVATIONS:
SCALE:
1":30'
1 :30
TOP OF DAM: 425.00 ft
FILE:
WPO-2020-00034
DESIGN HIGH WATER: 422.55 ft
RGA#:
8438
EMERGENCY SPILLWAY CREST: 424.00 ft
PRINCIPAL SPILLWAY CREST: 422.00 ft
DEWATERING ORIFICE INVERT: 418.00 ft13
CLEANOUT ELEVATION: 416.50 ft
,
SHEET:
OF 18
ciP CULVERT INLET PROTECTION
SILT FENCE CULVERT INLET
PROTECTION
ENDWALL
TOE OF FILL ily CULVERT
o'
SILT FENCE
FLOW
TOE OF FILL
"DISTANCE IS 6' MINIMUM IF FLOW
IS TOWARD EMBANKMENT
OPTIONAL STONE COMBINATION
*VDOT #3, #357, #5, #56 OR #57 COARSE AGGREGATE CLASS I RIPRAP
TO REPLACE SILT FENCE IN " HORSESHOE " WHEN
HIGH VELOCITY OF FLOW IS EXPECTED
SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC
RR RIPRAP
PLATE. 3.08-1
TOE' REQ UIREME'NTS FOR
BANK STABILIZATION
FILTER CLOTH UNDERLINER (PREFERRED)
GRANULAR FILTER
SOURCE: Adapted from VDOT Drainage Manual
PLATE. 3.19-1
CLEAN WATER DIVERSION
Source: Va. DSWC
sT TEMPORARY SEDIMENT TRAP
Plate 3.12-1
MINIMUM TOP WIDTH (W)
REQUIRED FOR SEDIMENT
TRAP EMBANKMENTS
ACCORDING TO HEIGHT OF
EMBANKMENT (FEET)
ST-1 ST-2
W
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
^1 3.5 2.5 3.0
Hp. H 4.0 3.0 3.0
4.5 3.5 4.0
5.0 4.0 4.5
_ ill -III -III- 11
EXCAVATED AREA II l III 0.
MAX. DEPTH 44'
ORIGINAL
GROUND
ELEV.
SOURCE: VA. DSWC
ST-1 ST-2
TEMPORARY SEDIMENT TRAP
1'I VARIABLE"
PLATE. 3.13-1
ORIGINAL VARIABLE
GROUND I
ELEV.
1.0'
,I,,67 CU. YD./ACRE
_ i gN VARIABLE
N
67 (EXCAVATED) CU. YD./ACRE
4' MAX.
FILTER CLOTH ORIGINAL
GROUND
ELEV.
"SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP
CROSS SECTION OF OUTLET
CLASS I RIPRAP LENGTH (IN FEET) _
6 X DRAINAGE AREA
(IN AC.)
/DIVERSION
DIKE
S t I 7
1 COARSE AGGREGATE
EXCAVATED ( / / f/
AREA FILTER CLOTHj//
-\
**COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5
OUTLET (PERSPECTIVE VIEW)
SOURCE: VA. DSWC
PLATE. 3.13-2
sF SILT FENCE
CONSTRUCTION OF A SILT FENCE
(WITHOUT WIRE SUPPORT)
1. SET THE STAKES. 2. EXCAVATE A 4"1 4" TRENCH
UPSLOPE ALONG THE LINE OF
STAKES.
6'MAX.
FLOW �
3. STAPLE FILTER MATERIAL
TO STAKES AND EXTEND
IT INTO THE TRENCH.
V
4
4. BACKFILL AND COMPACT
THE EXCAVATED SOIL.
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
SF/STONE NOT REQUIRED AFTER SLOPES ARE STABILIZED DOWNSLOPE OF OUTFALL
POINTS A SHOULD BE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
E: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment CoI DSWC PIATE. 3.10-2
OPs PERMANENT SEEDING FERTILIZATION
AND MAINTENANCE
TABLE 24
Maintenance Fertilization for Permanent Seedings
Use Soil Test Recommendation or Rates Shown Below
Seeding Mixture
Formulation
Lbs. 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
9.2
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
following
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 & chewings
20-10-10
250
5.8
September, 30
Mow no closer than 2"
for red fescue and Ky
fescue, Kentucky
days later
December, May
bluegrass; and closer
bluegrass, hard
20-10-10
100
2.3
20-June-30, if
than 3" for fescue.
fescue mixture:
needed.
Ts TEMPORARY SEEDING MIXTURES FOR THE
PIEDMONT AREA
TABLE 26
TEMPORARY SEEDINGS BY RATES, DEPTHS, AND DATES
Seeding Rate
Planting
depth (1)
Seeding zones (2)and Seeding Date (3)
Species 1(1)
Per
Lbs/1000
7a and 7b
6b
6a and 5b
acre
Sq. fit
(Inches)
2/1-
5/l-
8/15-
3/1-
5/1-
8/15-
3/15-
6/1-
8/1-
4/30
8/14
11130
4/30
8114
11/15
5/31
7/31
10/31
Choose one:
BY
BY
BY
Barley
2.5 bu.
2.80
1-2
X
-
10/15
X
-
10/15
X
-
10/1
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
are or
Rye lus
150 lbs.
3.45
1
X
X
10/15
X
X
10/15
X
X
1011
Foxtail
X
X
X
X
X
X
X
X
X
millet 5
Weeping
4lbs.
0.09
1/4-1/2
-
X
-
-
X
-
-
X
-
lovegrass
Annual
ryegrasS
50 Ibs.
1.15
1/4-1/2
X
-
11/1
X
-
11/1
X
-
8/15
Millet (7)
Sobs
1.15
112
-
X
(1) Applicable on slopes of 3:1 or flatter
(2) Refer to figure A - Adopted from USDA, AIRS 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 seedlings. Add 10 Ibs/ac. to the permanent seeding
mix.
cE CONSTRUCTION ENTRANCE
ICY/1CI1��/�IYII��ICY/Y:.i/lIY/Y[Il��/al��L/Y: WiTt A
70' MIN. E 'STING
--J PAVEMENT
I b Al
5:1
FILTER CLOTH 6" MIN. Al
SIDE ELEVATION
ING GROUND
70' MIN.
B WASHRACK
(OPTIONAL)
77 UllaTieT `� x� �� • �o.�
10,
12' MIN.
�� i IIIIIIIII
VDOT #1
COURSE AGGREGATE
* MUST EXTEND FULL WIDTH
OF INGRESS AND EGRESS
OPERATION
POSITIVE DRAINAGE
T❑ SEDIMENT B
TRAPPING ➢EVICE
PLAN VIEW
12' MIN.
FILTER CLOTHS SECTION A -A
REIIVr UKI.LL I-IJ IN .RL I L
SECTION B-B
MOUNTABLE BERM
(OPTIONAL)
I I
1 10' MIN•
EXISTING
PAVEMENT
10' MIN•
I I
llKR1N JYRI:t
SOURCE: ADAPTED from 1983 Maryland Standards for Soil erosion and Sediment Control, and Va. DSWC
PERMANENT SEEDING MIXTURES FOR
OPS THE PIEDMONT AREA
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.
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
Plate 3.02-1
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DESIGNED BY: UVN/JLF
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Jimmy L.Taggart
Lic. No.
72841
o10%30/2020
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DATE:
06-11-2020
SCALE:
NA
FILE:
WPO-2020-00034
RGA#:
8438
SHEET: 14 OF 18
c,7c
5
PROTECTIVE FENCING REQUIRED PRIOR T
TO DELINEATE THE
CRITICAL SLOPES.
..
- /-
..
...
/
BELVEDE
5
;
ig
fca
t.1 P°' L TdM9 / sf I 1
IGR I\
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ANTICIPATED STREET &HOUSE LAYOUT (T'YP)
(fBD)
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POST -DEVELOPMENT LAND COVER SUMMARY
LIMITS OF DISTURBANCE: 14.46 acres
TOTAL IMPERVIOUS COVER
5.27 acres
STORMWATER MANAGEMENT COMPLIANCE SUMMARY
THE CONSTRUCTION OF BELVEDERE PHASE 5, TMP 62-16D, WILL OCCUR IN TWO SEPARATE STAGES OF CONSTRUCTION. THE COMPLETED
SUBDIVISION WILL UTILIZE AN EXTENDED DETENTION FACILITY TO FACILITATE CHANNEL AND FLOOD PROTECTION. STORMWATER RUNOFF WILL
BE COLLECTED AND CONVEYED THROUGH A STORMWATER PIPE NETWORK TO THE FACILITY.
REGARDING WATER QUALITY ANALYSIS:
9VAC25-870-63. WATER QUALITY DESIGN CRITERIA REQUIREMENTS.
1. NEW DEVELOPMENT, THE TOTAL PHOSPHORUS LOAD OF NEW DEVELOPMENT PROJECTS SHALL NOT EXCEED 0.41 POUNDS PER ACRE PER
YEAR, AS CALCULATED PURSUANT TO 9VAC25-870-65.
CALCULATIONS SHOWN ON THIS PLAN WERE DETERMINED FROM ACCEPTABLE METHODOLOGY "DEQ VRRM FROM NEW DEVELOPMENT
COMPLIANCE SPREADSHEET -VERSION 3.0.tt
CONCLUSION:
BASED ON NEW DEVELOPMENT OF BELVEDERE PHASE 5 (A AND B), TMP 62-16D, SHOWN HEREON THESE PLANS, THE WATER QUALITY
PORTIONS OF THIS PLAN WILL BE SATISFIED WITH PURCHASING 9.68 IB/YR OF OFFSITE NUTRIENT CREDITS IN THE SAME OF ADJACENT
HYDROLOGIC UNIT CODE (02080204). COMPLIANCE OF 9VAC25-870-65.F: OFFSITE ALTERNATIVE IAW 9VAC25-870-69 PURCHASE OF
NUTRIENT OFFSET CREDITS IS PROPOSED AND AFFIRMED.
Project Name: BELVEDERE PHASE 5
Date: 10/23/2020
BMP Design Specficotims List: 2013 Draft Stds & Specs
Site Information
Post -Development Project (Treatment Volume and Loads)
Impervious Cover (eves)
Annual Rainfall (inches)
43
Target Rainfall Event(inches)
LOU
Total Phosphoms(TP) EMC(mgA)
026
Total Nitrogen(TN) EW(mg(O
1-86
Target TP Load(Ib/acre/yr)
0.41
Pj(unitlesscarrectionfacfor)
0.90
Forest/Open Space Cover (acres)
0.00
Weighted RV (forest)
0.00
%Forest
0%
Managed Turf Cover (acres)
9.19
Wni.Mw( Ru 1A,41
n ]n
Runoff Coefficients (Rv)
A Soils
e5oils
Csofls
DSoils
OpenSpace
0.02
0.03
0.04
0.05
Managed Turf
0.75
0.20
0.22
0.29
Impervious Cover
0.95
0.95
095
095
Treatment Volume
(acre-ft) 0.5704
Treatment Volume (cubic feet) 24,846
TP Load (Ib/yr) 15.61
TN load llb/vrl
Ostrya Conservation
October 23, 2020
Steve Krohn
Belvedere Land Holdings LLC
PO Box 7505
Charlottesville, VA 22906
Re: Slate River Nutrient Bank Nutrient Offset Availability
Project Name: Belvedere Phase 5
Mr. Krohn,
This letter is to confirm the availability of authorized nonpoint nutrient offsets at the Slate River
Nutrient Bank located in Buckingham County. The Slate River Nutrient Bank has received
operational status through the Chesapeake Bay Watershed Nutrient Exchange Program (Virginia
Code § 62.1-44.19:12 et seq.) of the Virginia Department of Environmental Quality. DEQ approved
this project and issued a Nonpoint Nutrient Credit Generation Certification: Certificate No. James-
045 and an initial credit release for this project on January 14, 2019. A further credit release was
released one year later, on January 2, 2020, upon meeting the success criteria as laid out by DEQ.
As of the date of this letter, Ostrya Conservation, Inc. has 91.22 pounds of phosphorus offsets and
305.31 pounds of nitrogen offsets available for transfer in the approved service area in the James
River watershed (including the following HUCs: 02080201/Upper James; 02080202/Maury;
02080203/Middle James -Buffalo; 02080204/Ravenna; 02080205/Middle James -Willis; and
02080207/Appomattox). These offsets were certified pursuant to the Chesapeake Bay Watershed
Nutrient Exchange Program by the Virginia Department of Environmental Quality and the Virginia
Department of Conservation and Recreation to be used as compensation for state or local permit
water quality requirements. These offsets have been generated and are transferable according to §
10.1- 603.8:1 of the Code of Virginia.
Ostrya Conservation confirms, via this letter, that the Slate River Nutrient Bank is reserving 9.68
phosphorus credits (i.e., 9.68 pounds/year) for use on your Belvedere Phase 5 project. Reservation
of these credits is contingent on putting an "Agreement for Purchase and Sale of Nonpoint Nutrient
Offset Credits" in place with Ostrya Conservation, Inc. within one month of the date of this letter.
Please contact me with any questions.
Sincerely,
James M. Eaton I Director
Phone: +1-708-703-2SS2
Email: jamm cat onnostrvaronservat ion cam
Ostrya Conservation, Inc., P.O. Box 153, Scottsville VA 24590
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SCALE:
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FILE:
wpo-2020-00034
RGA#:
8438
SHEET:
15 OF 18
_ REGARDING WATER QUANITY ANALYSIS FOR POINT OF DISCHARGE A11:
...
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PLAN VIEW
OP
LENGHTH PER
OUTLET
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PRE -DEVELOPMENT
DA#2 AREA = 2.59 ACRES -
IMPERVIOUS = 2.59 ACRES
PRE CN = 61
TC=21.8 min .,.
OF
LEVEL SPREADER
SHALL BE FLAT
LENGTH OF LEVEL SPREADER LIP
TO BE BASED ON DESIGN FLOW
AND ALLowaBLE vELocrrY
DR
EXISTING OUTLET PROTECTION
APRON, WHICHEVER IS GREATER
i"x6"
TREATED
TIMBERS
ALLOWABLE DESIGN:
13 LF OF ELS PER i cfs
CALCULATED DESIGN:
ELS LENGTH =
(131 x (2.135 cfs) = 27.8'
00]
INTO EXISTING GRADE 18" CLASS I #4 REBAR TO SECURE
RIP -RAP TIMBERS
SECTION VIEW
FLOW LEAVING STRUCTURE 42:
Q1 1.578 cfs
Q2 = 2.135 cfs
Q10 = 3.844 cfs
OUTLET PROTECTION (min) = 3.75' (31)o) x 8.5' (La) x 9.75' (W)
9VAC25-870-66.B.3: CHANNEL PROTECTION
ENERGY BALANCE CALCULATIONS - 1 YEAR
DA AT POINT OF ANALYSIS
DA AT POINT OF ANALYSIS
DA AT POINT OF ANALYSIS
PRE -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS ROUTED
SITE AREA = 2.59 ACRES
SITE AREA = 7.35 ACRES
SCS METHOD (1" ORIFICE)
CURVE NUMBER (CN) = 61
CURVE NUMBER (CN) = 80
1-YR Q(PEAK) = 0.064 CFS
TIME OF CONCENTRATION = 21.8 MIN
TIME OF CONCENTRATION = 7.7 MIN
TIME TO PEAK = 24.13 HRS
VOLUME = 18,026 CU.FT
SCS METHOD
SCS METHOD
1-YR Q(PEAK) = 0.611 CFS
1-YR Q(PEAK) = 14.75 CFS
TIME TO PEAK = 12.17 HRS
TIME TO PEAK = 12.00 HRS
VOLUME = 3,566 CU.FT
VOLUME = 33,751 CU.FT
9VAC25-870-66C: FLOOD PROTECTION
10 YEAR FOR FLOOD PROTECTION
DA AT POINT OF ANALYSIS
DA AT POINT OF ANALYSIS
DA AT POINT OF ANALYSIS
PRE -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS ROUTED
SCS METHOD
SCS METHOD
(1" EB-ORIFICE)
SITE AREA = 2.59 ACRES
SITE AREA = 7.35 ACRES
10-YR Q(PEAK) = 3.496 CFS
CURVE NUMBER (CN) = 61
CURVE NUMBER (CN) = 80
TIME TO PEAK = 12.53 HRS
TIME OF CONCENTRATION = 21.8 MIN
TIME OF CONCENTRATION = 7.7 MIN
VOLUME = 57,780 CU.FT
10-YR Q(PEAK) = 4.373 CFS
10-YR Q(PEAK) = 38.81 CFS
EB-ORIFICE)
TIME TO PEAK = 12.13 HRS
TIME TO PEAK = 11.97 HRS
10 -YR Q(PEAK) = 2.743 CFS
VOLUME = 16,187 CU.FT
VOLUME = 89,409 CU.FT
TIME TO PEAK = 12.73 HRS
VOLUME = 89,388 CU.FT
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TOP
DATE:
06-11-2020
SCALE:
1':60"
FILE:
wPo-2020-00034
RGA#:
8438
SHEEP:
16 OF 18
►/
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3.0" ENERGY BALANCE
ORIFICE TO BE PLUGGED
DURING CONSTRUCTION
UNPLUG WHEN
CONVERTING TO POND
12" X
TRASH RACK
ORIFICE SIZING NOTE:
TO SATISFY THE ENERGY
BALANCE EQUATION, SEE
SHEET 16, THE 1-YEAR FLOW
LEAVING THE POND CAN NOT
EXCEED 0.143 CFS. TO
SATISFY THE REQUIREMENT,
AN 1"x 1" ORIFICE IS
REQUIRED AT ELEVATION
414.1. DUE TO THE RISK OF
CLOGGING AND
MAINTENANCE ASSOCIATED
WITH SMALL ORIFICES; AND
DISCUSSIONS WITH COUNTY
ENGINEERING DEPARTMENT,
THIS DESIGN FIRM
RECOMMENDS THAT A
MINIMUM ORIFICE OF 3"
SHOULD BE USED. IF A 3'
ORIFICE IS USED, THE 1-YEAR
FLOW LEAVING THE SITE WILL
INCREASE TO, 0.497 CFS.
Stage -Storage Report
Elev(Ft)
Storage(CF)
Total Storage(CF)
Area(SF)
414.000
0.000
0.000
1609
416.000
4417
4417
2808
417.000
3973
8390
5137
418.000
5752
14142
6367
419.000
7050
21191
7732
420.000
8276
29467
8820
422.000
19987
49454
11167
424.000
24908
74362
13741
425.000
14195
88557
14649
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PHASE 5 (A AND B) DEVELOPMENT
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3!1
HIGH DENSITY POLYETHYLENE METAL
N01CS'
1. ALL WED., tOF TSAWE OR GREATEN DUDE-ER
ACE nA AV LARCER OR RNGED LOCKMAEaACCF S 1 COST FURNO,AINGIMD PLAACINGBE EOT,E AMi.�VOPTEx RATE SR TO s
DOOR w,i" A IRAYW 2 x 2'QEY CFEWNG. S IKLUOED N TK ED MW FOR T,E STRUCTUIE.
2. &L W9H EE SUTwD[�YETHH>roENEATTRASS n q'a NUR. N DII"UE� 2 HD LARCUR
OVENNc
REF`[I`REN[[N STORMWATER MANAGEMENT DETAILS TRASH RACK woo-r
FOR SWIM DRAINAGE STRUCTURES R00 A°_'R° .'
b2 REVIyON Cai= _ FLT a 6 5
vWP1XA MVMiI,EM 1F iR.WSFORTATIIXi pl/IE „a [i
Trash Rack for SWM -
Drainage Structures
see sheet for details
10YR WSE = 422.11
DRY POND
1YR-EB WSE = 418.72
timiom Liev rona I = 414
*Trash rack to be installed on orifice
as shown on details sheet.
**Impervious core and cutoff
trench shown for informational
purposes only. Final design to be
provided by geotechnical engineer.
DRY POND #1 DETAIL
(NOT TO SCALE) NOTE: TOP OF DAM TO BE COMPACTED TP 98
COMPACTION. NO SETTLING WILL OCCUR.
Top of Dam Elev = 425
Pond
Embankment10'
100YR WSE = 424.17 _ 10' Wide Emergency Spillway = 424
Orifices for ponds should Ir ace away from the dam VGeotechnical Engineer
to determine
necessity of
impervious Core"
;C !I F
�` •� -F OP#1
O 106'-18" HP
1. ;Inv�414 @ 4.71%
Rip -Rap
Inv = 409
18"0 - 8.0' Thick
Concrete Base
-Embed 6"
in Concrete
3.0" Energy Balance
Orifice ® 414.1
Cutoff Trench"
oP OUTLET PROTECTION SPECIFICATIONS
Un
e
MIN. DEPTH
VDERLYING F.F
APRON LENGTH = 10'
3DO = 4.5'
LA=10'
W= DO+ LA= 14.5
Q10 = 3.220 cfs
F 18" PIPE
STORMWATER POND CONSTRUCTION SEQUENCE:
THE FOLLOWING IS A TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL A DRY ED POND. THE STEPS MAY BE MODIFIED TO
REFLECT DIFFERENT DRY ED POND DESIGNS, SITE CONDITIONS, AND THE SIZE, COMPLEXITY AND CONFIGURATION OF THE PROPOSED
FACILITY.
1. USE OF ED POND AS AN E&S CONTROL. AN ED POND MAY SERVE AS A SEDIMENT BASIN DURING PROJECT CONSTRUCTION. IF THIS
IS DONE, THE VOLUME SHOULD BE BASED ON THE MORE STRINGENT SIZING RULE (EROSION AND SEDIMENT CONTROL REQUIREMENT
VS. WATER QUALITY TREATMENT REQUIREMENT). INSTALLATION OF THE PERMANENT RISER SHOULD BE INITIATED DURING THE
CONSTRUCTION PHASE, AND DESIGN ELEVATIONS SHOULD BE SET WITH FINAL CLEANOUT OF THE SEDIMENT BASIN AND CONVERSION
TO THE POST -CONSTRUCTION ED POND IN MIND. THE BOTTOM ELEVATION OF THE ED POND SHOULD BE LOWER THAN THE BOTTOM
ELEVATION OF THE TEMPORARY SEDIMENT BASIN. THE CONSTRUCTION NOTES SHOULD CLEARLY INDICATE THAT THE FACILITY WILL BE
DEWATERED, DREDGED AND RE -GRADED TO DESIGN DIMENSIONS AFTER THE ORIGINAL SITE CONSTRUCTION IS COMPLETE.
APPROPRIATE PROCEDURES SHOULD BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBID WATERS WHEN THE BASIN IS BEING
CONVERTED INTO AN ED POND.
2. STABILIZE THE DRAINAGE AREA. FINAL GRADING AND CONSTRUCTION OF ED POND COMPONENTS SHOULD ONLY BE CONSTRUCTED
AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS STABILIZED.
3. ASSEMBLE CONSTRUCTION MATERIALS ON -SITE, MAKE SURE THEY MEET DESIGN SPECIFICATIONS, AND PREPARE ANY STAGING AREAS.
4. CLEAR AND STRIP THE PROJECT AREA TO THE DESIRED SUB -GRADE.
5. INSTALL E&S CONTROLS PRIOR TO CONSTRUCTION, INCLUDING TEMPORARY DE -WATERING DEVICES AND STORMWATER DIVERSION
PRACTICES. ALL AREAS SURROUNDING THE POND THAT ARE GRADED OR DENUDED DURING CONSTRUCTION MUST BE PLANTED WITH
TURF GRASS, NATIVE PLANTINGS, OR OTHER APPROVED METHODS OF SOIL STABILIZATION.
6. EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE.
7. INSTALL THE RISER OR OUTFLOW STRUCTURE AND ENSURE THE TOP INVERT OF THE OVERFLOW WEIR IS CONSTRUCTED LEVEL AT
THE DESIGN ELEVATION.
8. CONSTRUCT THE EMBANKMENT AND ANY INTERNAL BERMS IN 8 TO 12-INCH LIFTS, OR AS DIRECTED BY GEOTECHNICAL
RECOMMENDATIONS, AND COMPACT AS REQUIRED WITH APPROPRIATE EQUIPMENT.
9. EXCAVATE/GRADE UNTIL THE APPROPRIATE ELEVATION AND DESIRED CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES
OF THE ED POND.
10. CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS.
11. INSTALL OUTLET PROTECTION, INCLUDING EMERGENCY AND PRIMARY OUTLET APRON PROTECTION.
12. STABILIZE EXPOSED SOILS WITH TEMPORARY SEED MIXTURES APPROPRIATE FOR THE POND BUFFER. ALL AREAS ABOVE THE NORMAL
POOL ELEVATION SHOULD BE PERMANENTLY STABILIZED BY HYDROSEEDING OR SEEDING OVER STRAW.
13. PLANT THE POND BUFFER AREA, FOLLOWING THE PONDSCAPING PLAN.
DAM CONSTRUCTION NOTES:
1. GEOTECHNICAL CONSULTANT TO SPECIFY DAM EMBANKMENT MATERIAL, SEEPAGE CONTROL DEVICES, CUT-OFF TRENCH DESIGN, CULVERT
BEDDING REQUIREMENTS, AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS.
2. IMPERVIOUS CORE SHALL EXTEND TO THE 10-YR WATER SURFACE ELEVATION UNLESS OTHERWISE NOTED.
3. FOUNDATION AND ABUTMENT AREA EXTENDING 10' BEYOND DAM FOOTPRINT SHALL BE CLEARED, GRUBBED AND STRIPPED OF ALL
VEGETATION TOPSOIL AND/OR ORGANIC SOIL AND OTHER UNSUITABLE MATERIALS.
4. AFTER CLEARING, GRUBBING, STRIPPING, AND REMOVING ANY OTHER UNSUITABLE MATERIALS, THE SUBGRADE SHALL BE PROOF -ROLLED
WITH COMPACTION EQUIPMENT UNDER THE OBSERVATION OF A QUALIFIED ENGINEER. THE COMPACTION EQUIPMENT SHALL CONSIST OF
THE HEAVIEST POSSIBLE EQUIPMENT THAT WILL NOT CAUSE DISTURBANCE OF SUITABLE SUBGRADE SOILS. EXCESSIVELY SOFT OR
UNSUITABLE MATERIALS SHALL BE REMOVED AND REPLACED WITH COMPACTED FILL. WHERE ROCK IS EXPOSED AFTER STRIPPING OR
UNDERCUTTING, ALL LOOSE ROCK MATERIAL SHALL BE REMOVED PRIOR TO PLACING COMPACTED FILL. ROCK SUBGRADES SHALL BE
INSPECTED AND APPROVED BY INSPECTOR OR ENGINEER PRIOR TO PLACEMENT OF FILL.
5. COMPACTED FILL SHALL NOT BE PLACED PRIOR TO PERFORMING THE REQUIRED FOUNDATION AND ABUTMENT PREPARATION, OR ON ANY
FROZEN SURFACE. COMPACTED FILL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED ON THE APPROVED CONSTRUCTION
PLAN. COMPACTED FILL MATERIAL SHALL BE OF THE TYPE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL CONSULTANT, OR OF
A BETTER QUALITY MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION SYSTEM (USCS). RESTRICTIONS ON LIQUID LIMIT AND
PLASTICITY INDEX OF MATERIAL MAY BE INCLUDED WHERE APPLICABLE. COMPACTED FILL SHALL CONSIST OF MATERIAL FREE OF ORGANIC
MATTER, RUBBISH, FROZEN SOIL, SNOW, ICE, AND PARTICLES WITH SIZES LARGER THAN 3" OR ANY OTHER DELETERIOUS MATERIAL.
6. COMPACTED FILL SHALL BE PLACED IN HORIZONTAL LAYER OF 8"-12" IN LOOSE THICKNESS. ACTUAL LIFT THICKNESS SHALL BE
SPECIFIED BY THE GEOTECHNICAL CONSULTANT. THE MOISTURE CONTENT SHALL BE CONTROLLED SUCH THAT COMPACTION IS ACHIEVED
WITHOUT YEILDING OF THE SURFACE. EACH LAYER SHALL BE UNIFORMLY COMPACTED WITH SUITABLE COMPACTION EQUIPMENT TO AT
LEAST 95% OF STANDARD PROCTOR MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-698, AASHTO T-99, OR VDOT SPECIFICATIONS. ANY
LAYER OF FINE GRAINED FILL WHICH BECOMES SMOOTH SHALL BE SACRIFICED TO A DEPTH OF 2" TO ALLOW ADEQUATE BONDING
BETWEEN LAYERS.
7. COMPACTED FILL WITH A MOISTURE CONTENT WHICH WILL NOT PERMIT COMPACTION TO THE SPECIFIES DENSITY STANDARD SHALL BE
SACRIFICED, DRIED, OR WETTED AS NECESSARY TO PERMIT PROPER COMPACTION.
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Jimmy L. Taggart
Lic. No.
2841 w�
A�o� 10/230/2020 0'
01o�S'SIONAL 00
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DESIGNED BY:
UVN/JLF
DRAWN BY:
UVN/JLF
'CHECKED BY:
JILT
DATE:
06-11-2020
SCALE:
NA
FILE:
WPO-2020-00034
RGA#:
8438
SHEET:
17 OF18
MODIFIED SEDIMENT TRAP DESIGN
TOTAL REQUIRED BASIN STORAGE =134CY X 2.74 AC = 367 CY
TOTAL AVAILABLE BASIN STORAGE= 3,919 CY
WET STORAGE
REQUIRED HALF OF TOTAL STORAGE
MINIMUM 67 CY X 2.74 AC = 184 CY
SET WET STORAGE AT ELEVATION 432 WHICH CORRESPONDS TO THE TOP
OF THE RISER. 928 CY OF STORAGE IS AVAILABLE AT ELEVATION 432.
SET CLEANOUT ELEVATION ® 429 = 363 CY OF STORAGE AVAILABLE
DRY STORAGE
MINIMUM 67 CY X 2.74 AC = 184 CY
TOTAL DRY STORAGE AVAILABLE BETWEEN 432 - 440 = 2985 CY
EMBANKMENT TOP = 444 (ELEVATION OF FIRE ROAD)
EMBANKMENT WIDTH = 30 FEET (WIDTH OF FIRE ROAD)
STAGE STORAGE TABLE
ELEV
AREA
(sq. ft.)
DEPTH
(ft)
AVG END
INC. VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(cu. ft.)
426.000
2,466.694
N/A
N/A
0.00
428.000
3,541.241
2.000
6007.94
6007.94
430.000
4,749.584
2.000
8290.83
14298.76
432.000
6,082.098
2.000
10831.68
25130.44
434.000
7,662.252
2.000
13744.35
38874.79
436.000
9,668,719
2.000
17330.97
56205.76
438.000
12,252.468
2.000
21921.19
78126.95
440.000
15,371.991
2.000
27624.46
105751.41
WATERSHED SUMMARY TO POA #2
PRE DEVELOPMENT
POST DEVELOPMENT
SITE AREA = 2.68 ACRES
SITE AREA = 2.74 ACRES
CURVE NUMBER (CN) = 65
CURVE NUMBER (CN) = 69
TIME OF CONCENTRATION = 9.9 MIN
TIME OF CONCENTRATION = 9.9 MIN
9VAC25-870-66.B.3: CHANNEL PROTECTION ENERGY BALANCE CALCULATIONS - 1 YEAR
PRE -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS ROUTED
1-YR Q(PEAK) = 1.597 CFS
1-YR Q(PEAK) = 2.42 CFS
1-YR Q(PEAK) = 0.77 CFS
TIME TO PEAK = 12.03 HRS
TIME TO PEAK = 12.03 FIRS
TIME TO PEAK = 12.23 HRS
VOLUME = 5,169 CU.FT
VOLUME = 6,979 CU.FT
VOLUME = 6,959 CU.FT
9VAC25-870-66C: FLOOD PROTECTION - 10 YEAR
PRE -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS ROUTED
10-YR Q(PEAK) = 7.63 CFS
10-YR Q(PEAK) = 9.184 CFS
10-YR Q(PEAK) = 5.31 CFS
TIME TO PEAK = 12.03 HRS
TIME TO PEAK = 12.03 FIRS
TIME TO PEAK = 12.13 FIRS
VOLUME = 20,152 CU.FT
VOLUME = 24,036 CU.FT
VOLUME = 24,016 CU.FT
ENERGY BALANCE EQUATION:
QDEVELOPED 5 I.F.*(QPRE-DEVELOPED* RVPRE-DEVELOPED)/RVDEVELOPED
1YR QDEVELOPED
S
I.F.*
(1YR QPRE-DEVELOPED
* RV PRE-DEVELOPED)/RV DEVELOPED
0.772
S
0.80*
(1.597
* 0.515) / 0.680
0.772
5
0.97
cfs
FLOOD PROTECTION:
Q10POST-DEVELOPED S Q10PRE-DEVELOPED
5.31 cfs
S 7.63 cfs
HP STORM TRENCH INSTALLATION DETAIL
~� c x
r�<�,
MIN. COVER TU
�,'
MN. COVER TO
RIGID PAVEMENT H
FLEXIBLE PAVEMENT. H
1
FINAL
BACKFILL
1
SPRNGLNE 1�
1
4• FOR IT.24• PIPE
INITIAL
BACKFILL
HAUNCH
BEDDING
6•FOR 30'-SO'PIPE MIN TR[NG+IMCTH SUITABLE
I` ISEE TABLE) FOUNDATION
NOTES:
1. ALL PPE SYSTEMS SHALL HE INSTALLED IN ACCORDANCE WITH ASTM D2321, STANDARD PRACTICE FOR UNDERGROUND
INSTALLATION OF THERMOPLASTIC PPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS'. LATEST ADDITION.
WITH THE EXCEPTION THAT THE INITIAL BACKFILL MAY EXTEND TO THE CROWN OF THE PIPE. SOIL CLASSIFICATIONS
ARE PER THE LATEST VERSION OF ASTM D2321. CLASS IVB MATERIALS (MH. CH) AS DEFINED IN PREVIOUS VERSIONS OF
ASTM D2321 ARE NOT APPROPRIATE BACKFILL MATERIALS
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKRILL MATERIAL. WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED
BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND
AT THE DISCRETION OF THE DESIGN ENGINEER. THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
4. BEDDING! SUITABLE MATERIAL SHALL BE CLASS 1. 1, 11, OR N. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR
MATERIAL SPECIFICATION TO ENGINEER COMPACTION $HALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH
TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEUUNG
THICKNESS SHALL BE 4• (100mm) FOR IT-24* (300mm600mm) DIAMETER PIPE: W (150mm) FOR 30'•60' (750m 1500mm)
DIAMETER PIPE. THE MUDDLE V3 BENEATH THE PIPE INVERT SHALL BE LOOSELY PLACED. PLEASE NOTE. CLASS N
MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT! USE ONLY WITH THE APPROVAL OF
A SOIL EXPERT.
5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS L U. ■. OR N IN THE PIPE ZONE EXTENDING TO THE CROWN OF THE
PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER MATERIAL SHALL
BE INSTALLED AS REOUNED IN ASTM D2321. LATEST EDITION. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN
ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. PLEASE NOTE. CLASS IV MATERIAL HAS LIMITED
APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT' USE ONLY WITH THE APPROVAL OF A SOIL EXPERT.
6. MINIMUM COVER: MINIMUM COVER, H. IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS IT (300mm) FROM
THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC
APPLICATIONS: CLASS 1 OR I MATERIAL COMPACTED TO 90% SPD AND CLASS III COMPACTED TO 95% SPD IS REQUIRED.
FOR TRAFFIC APPLICATIONS. MINIMUM COVER H. IS 1T (300mm) UP TO 48• (1200mm) DIAMETER PIPE AND 24' (6DOr m) OF
COVER FOR BP (1500mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT
OR TO TOP OF RIGID PAVEMENT.
7. FOR ADDITIONAL INFORMATION SEE TECHNICAL NOTE 204. IC
TABLE 1, RECOMMENDED MINIMUM TRENCH WIDTHS
P
PIPE DIAM,
MIN. TRENCH
WIDTH
1T
3W
300mm
762mm
I
34'
375mm
864mm
e'
79
4
9Blmm
24"
48
6030" M
1219mm
30
750'
22
M64'
BOOmm
1626mm
47
77
1050mm
1829mm
48'
80-
1200mm
2032mm
60
(1500mm)
2438mm)
TABLE 2, MINIMUM RECOMMENDED COVER
VEHICLE LOADING CONDITIONS
SURFACE LIVE
LOADING CONDITION
HEAVY CONSTRUCTION
PPE DIAM.
MQ5
(75T AXLE LOAD)'
1T-48•
1T
48'
3001nm-1200mm
305n1m
1219mm)
Mr
24
6D'
1500mm
(610mm)
(1524mm)
' VEHICLES N EXCESS
OF 75T MAY REQUIRE
ADDITIONAL COVER
TABLE 3. MAXIMUM COVER FOR ADS HP STORM PPE. 8
CLASS I
CLASS 11
CLASS 11
LASS
N
PPE DIA
COMPACTED
95%
90%
85%
95%
1 90%
95%
12'
41
28
21
16
20
16
16
(300mm)
(12.5m)
(S.Sm)
(6.4m)
(4.9m)
(6.1m)
(4.9m)
(4.9m)
15•
42
29
21
16
21
16
16
(375mm)
(12.8m)
(88m)
(SAM)
(4.9m)
(SAM)
(4.An)
(49m1
18•
M
30
21
16
22
17
16
(450mm)
03.4m)
(90m)
(6.4m)
14.9m)
(6.7m)
(5.2m)
(4.9m)
24'
37
26
16
14
19
14
14
(600mm)
(11.3m)
(79m)
(5.51n)
(4.3m)
(5.8m)
(4.3m)
1 (4.3m)
30•
39
27
19
14
19
15
14
(750mm)
(N.9m) I
(82m)
(S.BM)
(4.3m)
1 (SAM)
(4.81n)
(4.3m)
36'
28
20
14
10
14
11
10
19DDmm)
(8.5m)
(6.1m)
(4,3m)
(3.Om)
p.3m)
(3.4m)
(3.0m)
42'
.30
21
14
10
15
,1
10
(1050mn)
(9.1m)
(64m)
(4.3m)
(10m)
(4.6m)
(14m)
(3.0m)
48'
29
20
M
9
14
10
10
(1200mT,)
(8.8m)
Kim)
(4.3m)
(2.7m)
(4.3R)
(3.0m)
(3.0m)
60'
2B
20
14
9
14
10
9
(1500m )
("M)
(Sim)
(4.3m)
(M. )
(4.3m)
(3.0m)
(2.7m)
FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12. LOAD
RESISTANCE FACTOR DESIGN (LRFO) PROCEDURE WITH THE FOLLOWING
ASSUMPTIONS:
NO HYDROSTATIC PRESSURE
UNIT WEIGHT OF $OIL (VS) - 120 PCF
REV.U&4MVMCWERIEIGHTS RNN 0111.17
WWRIPTKW Pl AIMPD:W f.HWC
,V)vANCED ORAWAOE SYSTEMS-ING TADB1] HAS PRTPARED TMM DETAIL BASED ONINFORNATIDN PROVbEO TOA08. iMS DRAWNG IS
•' JAB
INTEND TO DEPICT iliE COMPONENTSAS REONES7ED. LDS KAS NOT PERFORMED ANV ENGTFEPNO OR OEY(1N 9ERNGE4 FOR THIS
PROJECT. NOR HASADSWOI3 DENTLY VFAFED THE WFORIMRON 011PPDED. TWWSTALLATbNDETNLSFAW EDKERENAREOENEHAL
I TRENCH INSTAUAnON
r,tO TRUEMANBu•D
IMF=HlU'WD.OH04b
Dv2Noe
RECOMNENMmINb AM ARE NOT SPEOFIC FOR THIS PROJECT. THE WSION ENGINEER SHALL REVEW THESE DETMLS PRIOR TO
DIRAIL (HP STORY)
CONSTRUC1mN R ISTIE OESK.YI ENtlNEERS RESPOHSBRHY TO ENSURE TIIE pETALLS PROLIDED KEAEIN MEETS OR E%CEEDS T14:
HTS
aPH1CAHlENAT10NAL STATE.OR LOCAL REOMREMENTSAND TO ENMXIETHATRE DETAILS PROVpED HEREIN ARE ACCEPTABLE FORMS
PROJECT.
DRAANG NOM R: STD-101D
uv wH.x•mm�oc
1 B t
1116
' I �d II I�I'Ilrr)II§' llf'"� \'' r v, - UUII•..:;!:I.. /- /-� i.i
001 OR IN
AKIGE/EASEM T /
REGE138E S dPE/ 6EN H / / / / /
�Sy2A'EASEMENT
\ \ \ WINNOW*
(,
.F���p�-may !r�.` // // pO�T
\ \\ \1\ \ \ \ \ \ \� I s�►`-ma y '■■fie 40' KCCESS/EASEMENT DRAINAGE
/D VIA
4 \ \
\ \ \ \ �� _ - ■`t- �1 �l / / L`���,\ Tc=9.9mInA�CC
PRE -DRAINAGE AREA TO POA#2:2.4B c \ \ \ \\ / ,=c-` `-Y \ %�\ ✓ l IJ 1 / / / /
To: 100 sheet flow w/ ELEV = B' \ \ y, /- _ _iil
& 459' OF CONIC. FLOW W/ ELEV
Tc: 9.9 min \
PRE -Q1year = 1.60cis i \' i' i � x�ITIli0\%\ \ \ \ \ \ \_ _ ___-
PRE -010year =7.63efs ; �J►�•I Ih \ \ \ I \ I -�- l�l\�
��,•••�I ;/ I I. 1'\ \� �,'��' 11 \ I1 I I III �` � � 1 � _ �. �' � _ - \ � _ I� ��
s���+i111 •' I'i II V 11 11.E �+}}}i s \ / T \ jam`. 1 �v
;
FIRE ROAD PLAN VIEW Bo o Bo 160 zoo
NARRATIVE:
THE EXISTING SEDIMENT TRAP (WPO-2016-00071) WILL BE MODIFIED AS SHOWN
HEREON THESE PLANS TO CAPTURES A DRAINAGE AREA OF APPROXIMATELY 2.74
ACRES. A 15" PIPE WITH A 48" RISER AND ANTI -VORTEX DEVICE WILL BE
INSTALLED. THE RISER WILL HAVE A 12" ORIFICE AT ELEVATION 426.10. THE
ORIFICE SATISFIES THE ENERGY BALANCE REQUIREMENTS.
DURING THE EROSION CONTROL PHASES, CONTRACTOR TO INSTALL A HORSESHOE
RING OF AGGREGATE AROUND THE RISER THAT WILL SERVE AS A FILTER FOR
WATER TO PASS THROUGH SIMILAR TO THAT FOUND WITH THE TRADITIONAL
SEDIMENT TRAP DESIGN.
THE STORMWATER QUANTITY REQUIREMENTS AT POINT OF ANALYSIS #2 (POA #2)
MEET THE MINIMUM CHANNEL AND FLOOD PROTECTION REQUIREMENTS SET FORTH
IN 9VAC25-870-66.
HORSESHOE RING OF AGGREGATE
(EROSION CONTROL PHASE
1' 1.5'
COARSE AGGREGATE
ELEV = 429.00
3' HIGH
ELEV = 426.00
xvwffif�bl
455
450
445
440
435
430
425
420
415
410
405
400
395
91
NOTE LOT 245 THROUGH 254: ALL TOWNHOUSE AND VILLANNW
UNIT ROOF DRAINS SHALL TIE-IN TO THE PRIVATE STORM SCALE: 1"--
DRAINAGE PIPES. WHERE APPLICABLE, ALL FOUNDATION
DRAINS FROM THE ATTACHED UNITS SHALL TIE INTO THE
PRIVATE STORM DRAINAGE PIPES AS WELL. (FROM APPROVED
PHASE IIB PLAN WP02016-71 AMENDMENT #2)
FIRE ROAD PIPE PROFILE
HORIZ. SCALE: 1 "=30'
VERTICAL SCALE: 1"=10'/q\J
\-/ A dui F.
K
W
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o
DftM 444-.00
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)SPECIFICATIONS
OUTLET PROTECTION
VDOT EW-1 HEADWALL
15" HP PIPE
48" RISER CREST ELEVATION
AT 432.00
- BASIN BOTTOM & STABILIZED
FINISHED GRADE = 426.00.
RISER TO HAVE 12" LOW FLOW
ORIFICE AT ELEVATION 425.1
WHICH SATISFIES THE ENERGY
BALANCE REQUIREMENTS. TRASH
RACK TO BE INSTALLED OVER
ORIFICE
OUTLET PROTECTION IS SIZE IN ACCORDANCE
WITH PLATE 3.18-3 OF THE VIRGINIA EROSION
CONTROL MANUAL.
Wo = 15" * 3 = 3.75'
Lo = 8.5' MIN
W = Do + La = 1.25 + 8.5 = 9.75' *DESIGN
ENGINEER RECOMMENDS FULL CHANNEL WIDTH
MIN 8.5'
CL I RIPRAP
Q1 = 0.772 cfs EC-1 CLASS I
Q2 = 1.708 cfs " RIPRAP
Q10 = 5.308 cfs 24" MIN. DEPTH
W/UNDERLYING F.F
STANDARD EC-1 CLASS 1
REQUIRED TYPE A INSTALLATION
OUTLET PROTECTION MIN DEPTH OF
RIPRAP = 24"
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Lic. No.
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DATE:
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SCALE:
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FILE:
WPO-2020-00034
RGA#:
8438
SHEET:
1 8 OF18