HomeMy WebLinkAboutWPO201900042 Plan - VSMP 2020-05-04GENERAL NOTES
OWNER:
SPRING HILL LAND DEVELOPMENT LLC
2635 S. BENNINGTON ROAD
CHAROTTESVILLE, VA 22901
DEVELOPER:
STANLEY MARTIN HOMES
404 PEOPLE PLACE, SUITE 303
CHARLOTTESVILLE, VA 22911
ENGINEER:
COLLINS ENGINEERING
200 GARRETT ST, SUITE K
CHARLOTTESVILLE, VA 22902
(434)293-3719
TAX MAP NO.:
09000-00-00-02800 (DB 4571, PG.421)
1776 SCOTTSVILLE ROAD
CHARLOTTESVILLE, VA 22903
TOTAL AREA:
13.00 ACRES
ZONING:
NMD - NEIGHBORHOOD MODEL DISTRICT
(ZMA 2013-00017 WITH ENTRANCE CORRIDOR OVERLAY (EC) & STEEP SLOPE OVERLAY)
PROPOSED USE:
RESIDENTIAL DEVELOPMENT - TOTAL 100 RESIDENTIAL LOTS
100 SINGLE FAMILY ATTACHED RESIDENTIAL UNITS (TH AND VILLA UNITS)
FUTURE COMMERCIAL BUILDING (NOT PART OF THIS PLAN)
DENS/ TY:
ALLOWABLE DENSITY PER ZMA APPLICATION PLAN:
TOTAL ALLOWABLE MINIMUM RESIDENTIAL DWELLING UNITS: 80 UNI TS
TOTAL ALLOWABLE MAXIMUM RESIDENTIAL DWELLING UNITS 100 UNITS
MINIMUM NON-RESIDENTIAL GROSS FLOOR AREA = 10,000 SF
MAXIMUM NON-RESIDENTIAL GROSS FLOOR AREA = 60,000 SF
OPEN SPACE-•
PARKS: MINIMUM AREA REQUIRED FOR PARKS WITHIN DEVELOPMENT = 3.28 ACRES (25.21-.)
PARKS AND ACTIVE/PASSIVE RECREATIONAL AREAS PROVIDED:
COMMUNITY PARK: 1.00 ACRES POCKET PARK #4: 0.14 ACRES
POCKET PARK #1: 0.68 ACRES OPEN SPACE A (BUFFER): 0.57 ACRES
POCKET PARK #2: 0.85 ACRES OPEN SPACE B (BUFFER): 0.22 ACRES
POCKET PARK #3: 0.19 ACRES
TOTAL PARK AREA PROVIDED: 3.65 ACRES (28.1q OPEN SPACE)
OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIATION. ALL
OPEN SPACE SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS IN
THE SUBDIVISION AND NO OPEN SPACE IS PROPOSED TO BE DEDICATED PUBLIC SPACE.
BUILDING RESIDENTIAL
HEIGHTS(MAX.): BLOCK A: MAXIMUM HEIGHT 50 FEET (1-4 STORIES)
BLOCK B: MAXIMUM HEIGHT 50 FEET (1-4 STORIES)
BLOCK C: MAXIMUM HEIGHT 40 FEET (1-3 STORIES)
BLOCK D: MAXIMUM HEIGHT 40 FEET (1-3 STORIES)
BLOCK E. MAXIMUM HEIGHT 50 FEET (1-4 STORIES)
BLOCK F.- MAXIMUM HEIGHT 40 FEET (1-3 STORIES)
BLOCK G: MAXIMUM HEIGHT 40 FEET (1-3 STORIES)
SETBACKS:
RESIDENTIAL:
FRONT: 5' MINIMUM (18' MINIMUM FROM R/W OR EDGE OF SIDEWALK TO GARAGE)
SIDE: 5' SETBACK (MIN. 10' BUILDING SEPARATION) & 8' CORNER LOT SETBACK
REAR: 10' MINIMUM
NON-RESIDENTIAL:
FRONT 10' MINIMUM (25' FRONT SETBACK FROM ROUTE 20)
SIDE.- MIN. 10' BUILDING SEPARATION & 8' CORNER LOT SETBACK
REAR: 10' MINIMUM
SUBDIVISION STREETS:
CURB & GUTTER
WATERSHED:
RIVANNA RIVER DRAINAGE DISTRICT - NOTE.- THIS SITE IS NOT LOCATED WITHIN A PUBLIC
WATER SUPPLY RESERVOIR WATERSHED.
AGRICULTURAL/ FORESTAL DISTRICT: NONE
TOPO & SURVEY:
THE BOUNDARY LINE AND PARCEL INFORMATION WAS PROVIDED BY ROUDABUSH, GALE AND
ASSOCIATES IN MAY OF 2018. THE TOPOGRAPHY INFORMATION IS BASED ON FIELD SURVEY
COLLECTED IN JUNE OF 2012 BY LINCOLN SURVEYING. THE PROPERTY IS CURRENTLY BEING
SURVEYED FOR UPDA TED TOPOGRAPHY FOR THE FINAL SI TE PLAN. INFORMA TION HAS BEEN
FIELD VERIFIED BY COLLINS ENGINEERING IN JANUARY OF 2020.
DA TUM:
NAD 83
EXISTING VEGETATION:
PARTIALLY WOODED WITH (1) RESIDENCE ON THE PROPERTY AND EXISTING
GRAVEL DRIVEWAYS.
LIGHTING:
NO STREET LIGHTING IS PROPOSED WITH THE DEVELOPMENT.
PARKING:
PARKING REQUIRED: 2 SPACES PER UNIT + (1 SPACE PER 4 SFA UNITS)
100 SFA UNITS = 200 OFF-STREET PARKING SPACES
25 ON-STREET/SURFACE PARKING SPACES
TOTAL PARKING SPACES REQUIRED: 225 SPACES
PARKING SPACES PROVIDED (MINIMUM (1) DRIVEWAY SPACE + (1) GARAGE SPACE):
OFF-STREET PARKING SPACES: (2) SPACES PER LOT = 200 SPACES
ON-STREET/SURFACE PARKING SPACES PROVIDED FOR GUEST PARKING = 33 SPACES
+ (9) ADDITIONAL SPACES FOR THE FUTURE COMMERCIAL AREA.
TOTAL PARKING SPACES PROVIDED: 233 TOTAL PARKING SPACES FOR RESIDENTIAL UNITS
PHASING:
THIS PROPERTY SHALL BE DEVELOPED WITHIN A MINIMUM OF 2 PHASES. THE RESIDENTIAL
PROPERTY SHALL BE DEVELOPED IN 1 OR 2 PHASES AND THE COMMERCIAL DEVELOPMENT
SHALL BE DEVELOPED IN A SEPARATE PHASE.
BUILDING SITES:
PARCELS 1 100 EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS
OF SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
BURIAL SITES:
NO KNOWN CEMETERIES EXISTS ON THE PROPERTY,
STREAM BUFFERS:
THERE ARE NO WPO 100' STREAM BUFFERS ON THIS PROPERTY, ANY STREAM BUFFER
SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION
ORDINANCE.
WETLANDS/STREAMS:
THERE ARE NO WETLANDS OR STREAMS LOCATED ON THE PROPERTY.
FLOODPLAIN:
THE PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X AS SHOWN ON THE FLOOD
INSURANCE RATE MAP COMMUNITY PANEL NO: 51003C0407D, DATED FEBRUAR Y 4, 2005.
CRITICAL SLOPES:
THERE ARE NO PRESERVED SLOPES ON THE PROPERTY. MANAGED SLOPES ARE SHOWN ON
THE PROPERTY BASED ON THE ALBEMARLE COUNTY GIS MAPPING FOR THIS PARCEL. THESE
MANAGED SLOPES ARE SHOWN ON SHEET 2 AND SHEET 4 AND SHALL BE MANAGED IN
ACCORDANCE WITH THE ALBEMARLE COUNTY ZONING REQUIREMENTS.
RETAINING WALLS:
RETAINING WALLS ARE PROPOSED WITH THE DEVELOPMENT AS SHOWN ON THE SITE PLAN.
LANDSCAPING:
STREET TREES ARE PROPOSED ALONG THE NEIGHBORHOOD STREETS IN ACCORDANCE WITH
ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS WITHIN SECTION 32.7.9 OF THE COUNTY
CODE & THE APPROVED CODE OF DEVELOPMENT & APPLICATION PLAN.
IN ADDITIONAL, LANDSCAPING BUFFERS SHALL BE PROVIDED ALONG THE BOUNDARY OF THE
PROPERTY IN ACCORDANCE WITH THE APPROVED APPLICATION PLAN. SEE THIS SHEET AND
SHEET 3 FOR ADDITIONAL INFORMATION ON THE REQUIRED AND PROPOSED LANDSCAPING
BUFFERS.
FRONT--
EACH LOT SHALL HAVE AN INDIVIDUAL TRASH CONTAINER TO BE STORED WITHIN THE
GARAGE.
STORM WA TER MANAGEMENT-• AN UNDERGROUND DETENTION FACILITY IS PROPOSED WITH THE DEVELOPMENT TO
ACCOMMODATE THE WATER QUANTITY REQUIREMENTS FOR THE PROJECT. WATER QUALITY
SHALL ACCOMPLISHED WITH THE PURCHASE OF NUTRIENT CREDITS. ADDITIONAL MEASURES
MA Y BE INSTALLED A T THE OUTFALL OF THE STORMWA TER MANAGEMENT FACILI TIES TO
DISSIPATE THE RUN-OFF FROM THE FACILI TY.
SPRING HILL VILLAGE
VSMP AMENDMENT TO WP0201900042
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RECREATION AREA: SEE OPEN SPACE INFORMATION ABOVE.
IMPERVIOUS AREAS:
ROADS
2.03 cc.
SIDEWALKS
0.86 cc.
BUILDINGS
2.66 cc.
DRI VEWA YS
0. 75 cc.
TOTAL
6.30 AC (50% IMPERVIOUS AREA)
PROPOSED USES.-
LOTS: 2.84 cc.22.5%
ROADS (R/W): 3.21 cc. -25.
4%
OPEN SPACE: 3.65 cc. -28.
9%
RECREA TION AREA: 2.93 cc. -23.2%
(127, 625
sf)
OFFS/ TE EASEMENT,-
ALL PROPOSED GRADING SHALL BE CONSTRUCTED ON SITE OR WITHIN
EXISTING RIGHT-OF-WAY- NO
OFFSITE EASEMENTS ARE PROPOSED
WITH THIS DEVELOPMENT.
AFFORDABLE HOUSING:
AFFORDABLE HOUSING SHALL
BE PROVIDED IN ACCORDANCE W/ THE
PROFFERS. THE SPECIFIC AFFORDABLE UNITS SHALL BE IDENTIFIED
W/ THE FINAL SITE PLAN.
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DUANE E AND ROWENA
M. SNOW
D.B. 702 P. 792
D.B. 657 P. 234 PLAT
BENCH MARK IS
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STATION 105 I
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E 11482M4.883
I ELEVATION 527.7a
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RONAYNE LLC
D.B. 4719 P. 402
D.B. 4473 P. 48 PLAT
D.B.440 P.198 PLAT
NOTE: A VDOT ACCESS MANAGEMENT EXCEPTION HAS BEEN
APPROVED FOR THE ROUTE 20 ENTRANCE WITH ITS PROXIMITY
TO THE COMMERCIAL ENTRANCE ON THE ADJACENT PROPERTY.
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PROJECT
SITE
VICINITY MAP
SCALE: 1" = 2000'
Sheet List Table
Sheet Number
Sheet Title
1
COVER SHEET
3
EROSION & SEDIMENT CONTROL NOTES & NARRATIVE
6
PHASE II EROSION & SEDIMENT CONTROL PLAN
7
PHASE III EROSION & SEDIMENT CONTROL PLAN
8
EROSION & SEDIMENT CONTROL PLAN DETAILS & CALCS
PrrrN;FI@ l 9*6;FEM PrTnn S o PRGRI Eg
12
SWALE DETAILS PROFILESn
I&
^n`/DRY
I
14
OVERLOT GRADING PLAN
15
OVERLOT GRADING PLAN
0
TOTAL NUMBER OF SHEETS
ROADS LEGEND
EXISTING CULVERT ,,,.... EARTH DITCH
CULVERT DRIVEWAY CULVERT
Q DROP INLET &STRUCTURE NO. BENCH MARK
CURB
CURB &GUTTER - - - - - CLEARING LIMITS
PROPOSED PAVEMENT T
EC-3A DITCH
6.. DEPTH OF EC-3A DITCH
EC-2 DITCH
g" DEPTH OF EC-2 DITCH
200 EXISTING CONTOUR
200 PROPOSED CONTOUR
240.55 VDOT STANDARD STOP SIGN
PROPOSED SPOT ELEVATION
APPROVALS
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNER/ZONING
ENGINEER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARMENT OF TRANSPORTATION
HEALTH DEPARTMENT
DATE
COLLINS ENGINEERING IS NOT RESPONSIBLE OR LIABLE FOR ANY CONSTRUCTION
OR DAMAGES TO THIS PROJECT PRIOR TO ALL FINAL PLAN APPROVALS.
VH 0�
SCOTT R. COLLINS�Z
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SHEET NO.
1
EROSION & SEDIMENT CONTROL MEASURES:
STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT
CONTROL HANDBOOK. STRUCTURAL PRACTICES USED IN THIS SECTION CONSIST OF THE FOLLOWING:
3.01 SAFETY FENCE:
A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE. TO PROHIBIT THE UNDESIRABLE USE OF AN
EROSION CONTROL MEASURE BY THE PUBLIC. APPLICABLE TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED
UNSAFE BY VIRTUE OF POTENTIAL ACCESS BY THE PUBLIC.
3.02 CONSTRUCTION ENTRANCE.•
A STABILIZED PAVED CONSTRUCTION ENTRANCE WITH A WASH RACK LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS ON A
CONSTRUCTION SITE. TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
CONSTRUCTION ENTRANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE THE AMOUNT SEDIMENT TRANSPORTED ONTO PUBLIC
ROAD WA YS.
3. 05 SILT FENCE:
A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND
ENTRENCHED, TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION OPERATIONS IN ORDER
TO PREVENT SEDIMENT FROM LEAVING THE SITE, AND TO DECREASE THE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE LEVEL CHANNEL
FLOWS. THE SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT LADEN RUNOFF
FROM SHEET FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND MAINTAINED IN ACCORDANCE WITH THE
VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK (VESCH).
3.07 STORM DRAIN INLET PROTECTION:
A SEDIMENT FILTER OR AN EXCA VA TED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET. TO PREVENT SEDIMENT FROM
ENTERING STORM DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. INLET PROTECT/ON APPLIES WHERE
STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF THE CORRESPONDING DISTURBED DRAINAGE AREA.
3.08 CULVERT INLET PROTECTION:
A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM CULVERT. TO PREVENT SEDIMENT FROM ENTERING STORM
CULVERTS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. INLET PROTECTION APPLIES WHERE STORM CULVERTS ARE EXISTING
OR TO BE MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF THE CORRESPONDING DRAINAGE AREA.
3.09 TEMPORARY DIVERSION DIKE:
A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA. TO DIVERT STORM RUNOFF
FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS AND SLOPES TO A STABILIZED OUTLET. TO DIVERT
SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT -TRAPPING FACILITY SUCH AS A SEDIMENT TRAP OR SEDIMENT BASIN. USE
WHEREVER STORMWATER RUNOFF MUST BE TEMPORARILY DIVERTED TO PROTECT DISTURBED AREAS AND SLOPES OR RETAIN SEDIMENT ON SITE
DURING CONSTRUCTION. THESE STRUCTURES GENERALLY HAVE A LIFE EXPECTANCY OF 18 MONTHS OR LESS, WHICH CAN BE PROLONGED WITH
PROPER MAINTENANCE.
3.12 DIVERSION:
A CHANNEL CONSTRUCTED ACROSS A SLOPE WITH A SUPPORTING EARTHEN RIDGE ON THE LOWER SIDE. TO REDUCE SLOPE LENGTH AND TO
INTERCEPT AND DIVERT STORMWATER RUNOFF TO STABILIZED OUTLETS AT NON -EROSIVE VELOCITIES. APPLIES WHERE RUNOFF FROM AREAS OF
HIGHER ELEVATION MAY DAMAGE PROPERTY, CAUSE EROSION, OR INTERFERE WITH THE ESTABLISHMENT OF VEGETATION ON LOWER AREAS,
WHERE SURFACE AND/OR SHALLOW SUBSURFACE FLOW IS DAMAGING SLOPING UPLAND, AND WHERE THE SLOPE LENGTH NEEDS TO BE REDUCED
TO MINIMIZE SOIL LOSS.
3.13 TEMPORARY SEDIMENT TRAP:
A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET. TO DETAIN SEDIMENT -LADEN
RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. USE BELOW DISTURBED
AREAS WHERE THE TOTAL CONTRIBUTING DRAINAGE AREA IS LESS THAN 3 ACRES, WHERE THE SEDIMENT TRAP WILL BE USED NO LONGER THAN
18 MONTHS, AND IT MAY BE CONSTRUCTED EITHER INDEPENDENTLY OR IN CONJUNCTION WITH A TEMPORARY DIVERSION DIKE.
3.14 TEMPORARY SEDIMENT BASIN:
A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE STRUCTURE FORMED BY CONSTRUCTING AN EMBANKMENT OF
COMPACTED SOIL ACROSS A DRAINAGEWAY. TO DETAIL SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND `DRY" STORAGE
LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. APPLIES BELOW DISTURBED AREAS WHERE THE TOTAL CONTRIBUTING
DRAINAGE AREA IS EQUAL TO OR GREATER THAN THREE ACRES. THERE MUST BE SUFFICIENT SPACE AND APPROPRIATE TOPOGRAPHY FOR THE
CONSTRUCTION OF A TEMPORARY IMPOUNDMENT.
3.18 OUTLET PROTECTION:
STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL
SECTIONS. TO PREVENT SCOUR AT STORMWATER OUTLETS, TO PROTECT THE OUTLET STRUCTURE, AND TO MINIMIZE THE POTENTIAL FOR
DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED STORMWATER FLOWS. APPLICABLE TO THE OUTLETS OF
ALL PIPES AND ENGINEERED CHANNEL SECTIONS.
3.19 RIPRAP:
A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH FILTER FABRIC OR GRANULAR UNDERLINING. TO
PROTECT THE SOIL FROM THE EROSIVE FORCES OF CONCENTRATED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE ENHANCING
THE POTENTIAL FOR INFILTRATION, AND TO STABILIZE SLOPES WITH SEEPAGE PROBLEMS, AND/OR NON -COHESIVE SOILS. USE WHEREVER SOIL
AND WATER INTERFACE AND THE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETATIVE COVER, ETC., ARE SUCH THAT
THE SOIL MAY ERODE UNDER THE DESIGN FLOW CONDITIONS.
3.20 ROCK CHECK DAMS:
SMALL TEMPORARY STONE DAMS CONSTRUCTED ACROSS A SWALE OR DRAINAGE DITCH. TO REDUCE THE VELOCITY OF CONCENTRATED
STORMWATER FLOWS, THEREBY REDUCING EROSION OF THE SWALE OR DITCH. THIS PRACTICE ALSO TRAPS SEDIMENT GENERATED FROM
ADJACENT AREAS OR THE DITCH ITSELF, MAINLY BY PONDING OF THE STORMWATER RUNOFF. THIS PRACTICE, UTILIZING A COMBINATION OF
STONE SIZES, IS LIMITED TO USE IN SMALL OPEN CHANNELS WHICH DRAIN 10 ACRES OR LESS.
3.31 TEMPORARY SEEDING:
THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL
PLANTS. TO REDUCE EROSION AND SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A
PERIOD OF MORE THAN 30 DAYS. TO REDUCE DAMAGE FROM SEDIMENT AND RUNOFF TO DOWNSTREAM OR OFF -SITE AREAS, AND TO PROVIDE
PROTECTION TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE
ESTABLISHED.
3.32 PERMANENT STABILIZATION:
THE ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED. TO REDUCE EROSION AND DECREASE
SEDIMENT YIELD FROM DISTURBED AREAS. TO PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO
SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. TO IMPROVE WILDLIFE HABITAT. TO ENHANCE
NATURAL BEAUTY. UPON COMPLETION OF CONSTRUCTION ACTIVITIES, ALL AREAS WILL RECEIVE A PERMANENT VEGETATIVE COVER.
3.35 MULCHING.
APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. TO PREVENT EROSION BY PROTECTING THE SOIL
SURFACE FROM RAINDROP IMPACT AND REDUCING THE VELOCITY OF OVERLAND FLOW. TO FOSTER THE GROWTH OF VEGETATION BY INCREASING
AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD. AREAS WHICH HAVE BEEN PERMANENTLY SEEDED
SHOULD BE MULCHED IMMEDIATELY FOLLOWING SEEDING. AREAS WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED
USING ORGANIC MULCH. MULCH MAY BE USED TOGETHER WITH PLANTINGS OF TREES, SHRUBS, OR CERTAIN GROUND COVERS WHICH DO NOT
PROVIDE ADEQUATE SOIL STABILIZATION BY THEMSELVES, CAN BE USED IN CONJUNCTION WITH TEMPORARY SEEDING.
3.37 TREES, SHRUBS. VINES & GROUND COVERS:
STABILIZING DISTURBED AREAS BY ESTABLISHING VEGETATIVE COVER WITH TREES SHRUBS VINES OR GROUND COVERS. TO AID /N STABILIZING
SOIL IN AREAS WHERE VEGETATION OVER THAN TURF IS PREFERRED, TO PROVIDE FOOD AND SHELTER FOR WILDLIFE WHERE WILDLIFE HABITAT IS
DESIRABLE. APPLIES IN AREAS WHERE TURF ESTABLISHMENT IS DIFFICULT, ON STEEP OR ROCKY SLOPES WHERE MOWING IS NOT FEASIBLE,
WHERE ORNAMENTALS ARE DESIRABLE FOR LANDSCAPING PURPOSES, AND WHERE WOODY PLANTS ARE DESIRABLE FOR SOIL CONSERVATION, OR
TO ESTABLISH WILDLIFE HABITAT.
3.36 BLANKET MATTING:
INSTALLATION OF A PROTECTIVE COVERING OR A SOIL STABILIZATION MAT ON A PREPARED PLANTING AREA OF A STEEP SLOPE OR CHANNEL TO
AID IN THE CONTROLLING EROSION ON CRITICAL AREAS.
3.38 TREE PRESERVATION AND PROTECTION:
PROTECTION OF DESIRABLE TREES FROM MECHANICAL OR OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. TO ENSURE
THE SURVIVAL OF DESIRABLE TREES WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED PROTECTION,
LANDSCAPE BEAUTIFICATION,
DUST AND POLLUTION CONTROL NOISE REDUCTION SHADE AND OTHER ENVIRONMENTAL BENEFITS WHILE THE LAND
IS BEING CONVERTED FROM FOREST TO URBAN -TYPE USES. APPLIES IN TREE -INHABITED AREAS SUBJECT TO LAND DISTURBING ACTIVITIES.
3.39 DUST CONTROL:
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES. TO PREVENT
SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. DUST CONTROL MEASURES SHALL BE EMPLOYED TO
PREVENT SURFACE AND AIR MOVEMENT OF DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE VESCH.
EROSION CONTROL LEGEND
e
I11 . SAFETY FENCE
CE = CONSTRUCTION ENTRANCE
e
CONSTRUCTION ROAD
STAB/L/ZA TION
SF -X X X- SILT FENCE
lP 0 INLET PROTECTION
* 1992
3.01 r
3.02 I
3.03
3.05
3.07
ClP CULVERT INLET PROTECTION 3.08
DD
00 -
TEMPORARY DIVERSION DIKE
3.09
RW
E�
�P
TEMPORARY RIGHT-OF-WAY
3.11
ST
�
DIVERSION
TEMPORARY SEDIMENT TRAP
3.13
SB
(=M)
SEDIMENT BASIN
3.14
OP
PIPE OUTLET PROTECTION
3.18
CD
'
CHECK DAM
3.20
TS--&-
TS
TEMPORARY SEEDING
3.31
PS
PS
--&-
PERMANENT SEEDING
3.32
BM
=
SOIL STABILIZATION BLANKET
3.36
TP0
0
TREE PROTECTION FENCING
3.38
DC
DC
--&-
DUST CONTROL
3.39
* VIRGINIA EROSION & SEDIMENT CONTROL
HANDBOOK
SPECIFICATION NUMBER
TABLE 3.32-D
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
Total Lbs.
Per Acre
Minimum Care Lawn
- Commercial or Residential
175-200 lbs.
- Kentucky 31 or Turf -Type Tall Fescue
95-100%
- Improved Perennial Ryegrass
0-5%o
- Kentucky Bluegrass
0-5%
Nigh -Maintenance Lawn
200-250 Ibs.
- Kentucky 31 or Turf -Type Tall Fescue
100%
General Slope (3:1 or less)
- Kentucky 31 Fescue
128 Ibs.
- Red Top Grass
2 Ibs.
- Seasonal Nurse Crop '
20 Ibs. .
150 lbs.
Law -Maintenance Slope (Steeper than 11)
Kentucky 31 Fescue 108 lbs.
- Red Top Grass 2 lbs.
- Seasonal Nurse Crop - 20 lbs.
- Crownvetch * * 20 lbs.
150 lbs.
. Use seasonal nurse crop in accordance with seeding dates as stated below:
February 16th through April Annual Rye
May 1st through August 15th ............. - ...... Foxtail Millet
August 16th through October . . . . . . . . . ............. Annual Rye
November through February 15th ................... Winter 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 Ibs./acre. All legume
seed must be properly inoculated. Weeping Lovegrass may be added to any slope
or low -maintenance mix during warmer seeding periods; add 10-20 lbs./acre in
mixes.
3.32
EROSION CONTROL NOTES
ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETA TI VE AND STRUCTURAL EROSION
AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED
ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA
EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR
625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
ES-2: 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.
ES-3-ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR
TO OR AS THE FIRST STEP IN CLEARING.
ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE
MAINTAINED ON THE SI TE A T ALL TIMES.
ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN
INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED TO, OFF -SITE
BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A
SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND
APPROVAL BY THE PLAN APPROVING AUTHORITY.
ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL
EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
ES-7.-ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL
MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING
SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
ES-8: DURING DEWA TERING OPERATIONS, WATER WILL BE PUMPED INTO AN
APPROVED WATER FILTERING DEVICE.
ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES
PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY
NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE
EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
General construction notes for Erosion and Sediment Control plans
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-
t4. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to
the hours of 7:00am to 9:00pm.
15. Borrow, fill or waste activity shall be conducted in a safe manner than 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 o 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 50150 mix of Annual
P Y
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 80lbs/100sf.
Alternatives are subject to 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 901bs/1000sf, incorporated into the top 4-6
inches of soil. Fertilizer shall be applied at 1000lbs/acre and consist of a 10-20-10 nutrient
mix. Permanent seeding shall be applied at 180lbs/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 SOlbs/100sf. Alternative are subject to approved b the Count erosion control
pp J pp y y
inspector.
19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage
or clogging to structural measures is to be repair immediately. Silt traps are to be cleaned
when 50% of the wet storage volume is filled with sediment. All seeded areas are to be
reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes
which are collecting sediment to half their height must be cleaned and repaired
immediately.
20. All temporary erosion and sediment control measures are to be removed within 30 days of
final site stabilization, when measures are no longer needed, subject to approval by the
County erosion control inspector.
21. This plan shall be void if the owner does not obtain a permit within 1 year of the date of
approval. (Water Protection Ordinance section 17-204G.)
22. Permanent vegetation shall be installed on all denuded areas within nine (9) months after
the date the land disturbing activity commenced- (Water Protection Ordinance section 17-
207B)
STORMWATER RUN-OFF CONSIDERATIONS.•
STORM WA TER MANAGEMENT. THE STORM WATER
RUNOFF FROM THIS PROJECT DRAINS TEMPORARILY
TO THE SEDIMENT BASIN & TRAP. THE SEDIMENT
BASIN WILL BE CONVERTED TO PERMANENT
STORMWATER MANAGEMENT FACILITIES AND THE
SEDIMENT TRAP WILL BE REMOVED AFTER THE
DEVELOPMENT OF THE SPRING HILL PROJECT.
GENERAL SLOPE (3:1 OR LESS
KENTUCKY 31 FESCUE
RED TOP GRASS
SEASONAL NURSE CROP
SEASONAL NURSE CROP
FEBRUARY 16 THROUGH APRIL
MAY 1 THROUGH AUGUST 15
AUGUST 16 THROUGH OCTOBER
NOVEMBER THROUGH FEBRUARY 15
TOTAL LBS PER ACRE
128 LBS
2 LBS
20 LBS
150 LBS
ANNUAL RYE
FOXTAIL MILLET
ANNUAL RYE
WINTER RYE
NOTES:
1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOL
TESTS AND APPLIED IN ACCORDANCE WITH VESCH ST 3.32.
2, SEEDINGS TO BE MULCHED IMMEDIATELY UPON COMPLETION
OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35.
PERMANENT SEEDING SCHEDULE npS
NO SCALE
(STD. & SPEC. 3.32 OF VIRGINIA EROSION &
SEDIMENT CONTROL HANDBOOK, 3RD ED.)
TABLE 3.31-A
LIMING REQUIREMENTS
FOR TEMPORARY SITES
Recommended Application
AH Test of Agricultural Limestone
below 4.2 3 tons per acre
4.2 to 5.2 2 tons per acre
52 to 6 1 ton per acre
Source: Ara. DSWC
TABLE 331-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
-QUICK REFERENCE FOR ALL REGIONS"
Rate
Planting Dates Species
Ibs. acre
Sept. 1 - Feb. 15 50150 Mix of
Annual Ryegrass
(Lolium multi-florum)
&
50 - 100
Cereal (Winter) Rye
(Secale cereale)
Feb. 16 - Apr. 30 Annual Ryegrass
60 - 100
(Lolium multi-florum)
May I - Aug 31 German Millet
50
(Setaria italics)
Source: Va. DSWC
DESCRIPTION OF EROSION & SEDIMENT
EROSION CONTROL NOTES & NARRATIVE
CONTROL MEASURES:PURPOSE:
- THE PURPOSE OF THIS LAND DISTURBING ACTIVITY lS TO GRADE THE SPRING HILL VILLAGE SITE FOR���
���
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EROSION AND SEDIMENT CONTROL MEASURES:
FUTURE DEVELOPMENT. THE TOTAL AREA TO BE DISTURBED WITH THIS PHASE OF DEVELOPMENT IS
��
IT IS ANTICIPATED TO USE CONSTRUCTION ENTRANCES, DIVERSION DIKES, EXISTING SEDIMENT
15.22 ACRES
9SCOTT
BASINS, AND SILT FENCES WILL BE INSTALLED TO CONTROL SURFACE DRAINAGE. TEMPORARY
EXISTING SITE CONDITIONS.
R.
COLLINS-
SEEDING WILL BE USED IMMEDIATELY FOLLOWING ALL LAND DISTURBANCE ACTIVITIES.
THIS SITE IS CURRENTLY WOODED AND SLOPES TO THE SOUTH-EAST. THE SITE IS LOCATED TO THE
0 No. 35791
�
TEMPORARY STOCKPILE AREAS WILL BE MAINTAINED FROM TOPSOIL THAT WILL BE STRIPPED
EAST OF AVON STREET EXTENDED AND TO THE WEST OF SCOTTSVILLE RD. THE SITE DRAINS TO THE
FROM AREAS TO BE GRADED AND STORED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL
EXISTING MOORES CREEK TO THE NORTH-EAST AND EXISTING ROADSIDE DITCHES. CURRENTLY, THERE
�1°p
IS (1) EXISTING HOUSE ON THE PROPERTY THAT WILL BE REMOVED.
��'�
BE ON SITE AND SHALL BE STABILIZED WITH A TEMPORARY VEGETATIVE COVER. PERMANENT
s'�ICNAL
ADJACENT AREAS:
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SEEDING WILL BE PERFORMED FOR ALL AREAS WHICH WILL NO LONGER BE EXCAVATED AND
THIS SITE IS BORDERED TO THE EAST BY SCOTTSVILLE ROAD AND TO THE WEST BY AVON STREET
WHERE CONSTRUCTION ACTIVITIES HAVE CEASED. PERMANENT SEEDING SHALL ALSO BE
EXTENDED. RESIDENTIAL DWELLINGS EXIST TO THE SOUTH AND COMMERCIAL BUILDINGS TO THE
PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR A YEAR OR MORE.
NORTH.
SELECTION OF SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR APPLIED.
OFFSITE LAND DISTURBANCE:
TEMPORARY SEEDING WILL BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT
IMPROVEMENTS TO BE MADE WITHIN THE VDOT RIGHT-OF-WAY ALONG SCOTTSVILLE ROAD AND AVON
DORMANT FOR MORE THAN SEVEN DAYS. THESE AREAS SHALL BE SEEDED WITH FAST
STREET EXTENDED. OFF -SITE EASEMENTS HAVE BEEN OBTAINED FOR GRADING AND SANITARY
GERMINATING VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF
SEWER INSTALLATION ON ADJACENT PROPERTIES.
SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR APPLIED.
CRITICAL AREAS:
CONSTRUCTION ENTRANCE.
TREE PROTECTION FENCING, SILT FENCE, AND DIVERSION BERMS SHALL BE MAINTAINED ALONG THE
PROPERTY LINES TO THE NORTH AND SOUTH OF THE SITE TO PROTECT THE ADJACENT PROPERTIES.
A STABILIZED PAVED CONSTRUCTION ENTRANCE WITH A WASH RACK LOCATED AT POINTS OF
CONTRACTOR SHALL ENSURE THAT ALL SEDIMENT MAINTENANCE CONTROLS ARE ALONG SCOTTSVILLE
VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE. TO REDUCE THE AMOUNT OF MUD
RD (ROUTE 20) TO ENSURE THAT NO SEDIMENT LEAVES THE SITE AND DRAINS ONTO ROUTE 20.
TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
SOILS:
CONSTRUCTION ENTRANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE THE
SOILS MAP IS INCORPORATED INTO THE EROSION CONTROL PLANS WITH SOILS DATA INCLUDED WITH
AMOUNT SEDIMENT TRANSPORTED ONTO PUBLIC ROADWAYS.
THIS NARRATIVE.
Q
SILT FENCE.
SEQUENCE OF CONSTRUCTION:
r_
A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED
PHASE I:
U)
2:
ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED. TO INTERCEPT AND DETAIN
1. NOTIFY ALBEMARLE COUNTY TO SCHEDULE A PRE -CONSTRUCTION MEETING AS REQUIRED.
CIO
M
SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION OPERATIONS IN
2. PRIOR TO DISTURBANCES THE LIMITS OF DISTURBANCE SHALL BE FLAGGED AND THE TREE
Z
O
�
ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE. TO DECREASE THE VELOCITY OF SHEET
PROTECTION FENCING SHALL BE INSTALLED.
a
J. NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONSTRUCTION PROCESS
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FLOWS AND LOW -TO -MODERATE LEVEL CHANNEL FLOWS. THE SILT FENCE BARRIERS SHALL BE
WITHOUT THE APPROVAL FROM THE INSPECTOR ON THE PROJECT.
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INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT LADEN RUNOFF
4. THE PROPOSED CONSTRUCTION ENTRANCE WITH WASH AREAS SHALL BE INSTALLED AS SHOWN ON
1
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FROM SHEET FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY AFTER EACH
THE PLANS. THE CONSTRUCTION ENTRANCE TO BE INSTALLED WHERE CONSTRUCTION VEHICLE
(n
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RAINFALL AND MAINTAINED IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL
ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE
FBI
o
(-
HANDBOOK (VESCH).
TRANSPORT OF SEDIMENT BY (VEHICULAR) TRACKING ONTO THE PAVED SURFACE. WHERE
PERMANENT STABILIZATION:
SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED
w
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THE ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING
THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY
W
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SEED. TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO
SHOVELING OR SWEEPING AND TRANSPORTING TO A SEDIMENT CONTROL DISPOSAL AREA. STREET
~
PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO
WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.
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SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. TO
5. INSTALL THE INITIAL CONSTRUCTION MEASURES AS SHOWN ON THE PHASE I EROSION CONTROL
IMPROVE WILDLIFE HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPLETION OF
SHEET THIS INCLUDES (1) SEDIMENT BASIN, (1) SEDIMENT TRAP, SILT FENCE, WIRE SILT FENCE,
AND DIVERSION DIKES MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A
CONSTRUCTION ACTIVITIES, ALL AREAS WILL RECEIVE A PERMANENT VEGETATIVE COVER.
FIRST STEP WITH ANY LAND DISTURBANCE ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE
TEMPORARY SEEDING.
UPSLOPE LAND DISTURBANCE TAKES PLACE.
THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING
6. IN ADDITION TO ENSURING THAT THE PAVED CONSTRUCTION ENTRANCE ARE INSTALLED, INSTALL
WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TO REDUCE EROSION AND
SOIL STABILIZATION BLANKETS AND MATTING TO THE TEMPORARY SEDIMENT BASIN SLOPES AS
SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE
SHOWN ON THE PHASE / EROSION CONTROL PLAN.
FOR A PERIOD OF MORE THAN 30 DAYS. TO REDUCE DAMAGE FROM SEDIMENT AND RUNOFF TO
PHASE ll:
DOWNSTREAM OR OFF -SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS EXPOSED
7. ONCE ALL THE PHASE / EROSION CONTROL ITEMS HAVE BEEN INSTALLED AS SHOWN ON THE
DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES
EROSION CONTROL PHASE l PLAN AND THE INSPECTOR HAS APPROVED THE EROSION CONTROL
CAN BE ESTABLISHED.
MEASURES, THE CONTRACTOR CAN BEGIN GRADING OPERATIONS. STABILIZATION MEASURES SHALL
DUST CONTROL:
BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS IMMEDIA TEL Y
AFTER INSTALLATION.
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLITION AND
8. ROUGH GRADE THE SITE TO THE CONTOURS SHOWN ON THE EROSION CONTROL PHASE ll PLAN,
o
CONSTRUCTION ACTIVITIES.
AND INSTALL WALLS AS PROPOSED WITH THE FINAL ROAD PLAN. WALLS SHALL REQUIRE A
LL,
Q
TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND
BUILDING PERMIT BEFORE CONSTRUCTING.
In
REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEALTH HAZARDS,
9. THE SEDIMENT BASIN AND SEDIMENT TRAP MUST REMAIN IN PLACE & SHALL OUTFALL INTO THE
TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE.
EXISTING ROADSIDE DITCH ALONG ROUTE 20 FOR THE DURATION OF PHASE // GRADING
DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF
OPERA TIONS.
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE VESCH.
10. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN
TEMPORARY DIVERSION DIKE:
SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL
0
A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED
STABILIZA TION SHALL BE APPLIED WITHIN SEVEN DA YS TO DENUDED AREAS THA T MA Y NOT BE A T
AREA WHICH DIVERTS OFF -SITE RUNOFF AWAY FROM UNPROTECTED SLOPES AND TO A
FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS.
STABILIZED OUTLET, OR TO DIVERT SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING
PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR
MORE THAN ONE YEAR.
z
STRUCTURE. MAXIMUM EFFECTIVE LIVE IS 18 MONTHS.
PHASE Ill:
ROCK CHECK DAMS:
11. ONCE ALL THE PHASE ll EROSION CONTROL ITEMS HAVE BEEN INSTALLED AS SHOWN ON THE
SMALL, TEMPORARY STONE DAMS CONSTRUCTED ACROSS A DRAINAGE DITCH TO REDUCE THE
EROSION CONTROL PHASE ll PLAN AND THE INSPECTOR HAS APPROVED THE EROSION CONTROL
VELOCITY OF CONCENTRATED FLOWS REDUCING EROSION OF THE SWALE OR DITCH. LIMITED TO
r
MEASURES, THE CONTRACTOR CAN INSTALL THE ROADWAYS, UTILITIES &DRAINAGE STRUCTURES
USE IN SMALL OPEN CHANNELS WHICH DRAIN 10 ACRES OR LESS; SHOULD NOT BE USED IN
R THE l PLAN. PROTECTION IN AS PROPOSED ON E FINAL ROAD LA INLET ROTEC ON SHALL BE STALLED AS SHOWN ON
LIVE STREAMS.
THE PLAN. THE DRAINAGE SYSTEM WITHIN THE SITE SHALL REMAIN NON -OPERATIONAL UNTIL ALL
STORM DRAIN INLET PROTECTION:
UPLAND AREAS ARE STABILIZED, THE SEDIMENT BASIN IS REMOVED, AND THE UNDERGROUND
01
THE INSTALLATION OF VARIOUS KINDS OF SEDIMENT TRAPPING MEASURES AROUND DROP INLETS
DETENTION CENTER IS IN PLACE.
OR CURB INLET STRUCTURES PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA;
11. ONCE THE SITE IS STABILIZED AFTER THE GRADING AND ROAD CONSTRUCTION OF THIS PROJECT
AND THE INSPECTOR HAS GIVEN APPROVAL, THE CONTRACTOR CAN REMOVE THE EROSION
LIMITED TO DRAINAGE AREAS NOT EXCEEDING ONE ACRE, AND NOT INTENDED TO CONTROL
CONTROL MEASURES. NO ITEM SHALL BE REMOVED UNLESS THE UPSTREAM AREAS ARE
LARGE CONCENTRATED STORMWATER FLOWS.
STABILIZED AND THE INSPECTOR GIVES PERMISSION. THE PROPOSED SEDIMENT BASIN SHALL BE
TEMPORARY SEDIMENT TRAP:
CONVERTED TO PERMANENT SWM FACILITIES AS SHOWN ON THE SWM PLAN. AT THE TIME OF
A SMALL PONDING AREA, FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE
TEMPORARY SEDIMENT BASIN #1'S REMOVAL AND THE INSTALLATION OF THE PERMANENT
OUTLET ACROSS A DRAINAGE SWALE, TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL
UNDERGROUND DETENTION SYSTEM, THE CONTRACTOR SHALL REMOVE THE INLET PROTECTION AND
DISTURBED AREAS FOR ENOUGH TIME TO ALLOW MOST TO THE SUSPENDED SOLIDS TO SETTLE
PERMIT FLOW THROUGH THE PROPOSED DRAINAGE SYSTEM TO THE PROPOSED SWM FACILITIES.
OUT. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS.
12. MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND
TEMPORARY SEDIMENT BASIN:
SEDIMENT CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE LOCAL PROGRAM
A TEMPORARY BARRIER OR DAM WITH CONTROLLED STORMWATER RELEASE STRUCTURES WHICH IS
ADMINISTRATOR IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK.
FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGEWAY. IT
13. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30
IS USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DRAINAGE AREAS 3 ACRES OR GREATER
DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER
NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED
FOR ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OUT. IT CAN BE
SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY
CONSTRUCTED ONLY WHERE THERE IS SUFFICIENT SPACE AND APPROPRIATE TOPOGRAPHY
MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND
MAXIMUM EFFECTIVE LIFE IS 18 MONTHS UNLESS DESIGNED AS A PERMANENT POND BY A
SEDIMENTATION.
0
QUALIFIED PROFESSIONAL.
OUTLET PROTECTION:
SOIL DESCRIPTION
THE INSTALLATION OF RIPRAP CHANNEL SECTIONS AND/OR STILLING BASINS BELOW STORM
DRAIN OUTLETS TO REDUCE EROSION AND UNDER-CUTTNG FROM SCOURING AT OUTLETS AND TO
58C -MYERSVILLE SILT LOAM-79 TO 15% SLOPES. THESE DEEP, WELL DRAINED SOILS ARE FOUND ON
REDUCE FLOW VELOCITIES BEFORE STORMWATER ENTERS RECEIVING CHANNELS BELOW THESE
GENTLY SLOPING TO STEEP RIDGES AND MOUNTAIN SLOPES. MODERATE TO RAPID RUNOFF, WITH
OUTLETS.
MODERA TE PERMEABILITY.
CULVERT INLET PROTECTION:
58D -MYERSVILLE SILT LOAM-159 TO 257. SLOPES. THESE DEEP, WELL DRAINED SOILS ARE FOUND
W
A SEDIMENT FILTER LOCATED AT THE INLET TO STORM SEWER CULVERTS WHICH PREVENTS
ON GENTLY SLOPING TO STEEP RIDGES AND MOUNTAIN SLOPES. RAPID RUNOFF, WITH
SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY THE CULVERT IT
MODERA TE PERMEABILITY.
ALSO PROVIDES EROSION CONTROL AT CULVERTS DURING THE PHASE OF A PROJECT WHERE
72C3 - RABUN CLAY LOAM-79 TO 157' SLOPES. THESE DEEP, WELL DRAINED SOILS ARE FOUND ON
ELEVATIONS AND DRAINAGE PATTERNS ARE CHANGING, CAUSING ORIGINAL CONTROL MEASURES
GENTLY SLOPING TO STEEP RIDGES AND MOUNTAIN SLOPES. MODERATE TO RAPID RUNOFF,
TO BE INEFFECTIVE.
WITH MODERATE PERMEABILITY.
Ul
SAFETY FENCE
TEMPORARY SEEDING:
A PROTECTIVE BARRIER INSTALLED TO PROHIBIT UNDESIRABLE USE OF AN EROSION CONTROL
ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF TIME SHALL BE SEEDED
MEASURE.
WITH FAST GERMINA TING TEMPORARY VEGETA TION IMMEDIA TEL Y FOLLOWING GRADING. SELECTION OF THE
PERMANEN T STABILIZA TION.
SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR AND WILL BE APPLIED TO DISTURBED ARES THAT
WILL NOT BE BROUGHT TO FINAL GRADE WITHIN 30 DAYS.
PERMANENT SEEDING WILL BE APPLIED TO ALL DISTURBED AREAS AS PER THE PERMANENT
STABILIZATION OF THIS EROSION & SEDIMENT CONTROL NARRATIVE.
PLANTS SHOULD BE SELECTED APPROPRIATE TO THE SEASON AND SITE CONDITIONS FROM TABLES 3.31E
AND 3.31C. NOTE THAT TABLE 3.31E PRESENTS PLANTS WHICH CAN BE USED WITHOUT EXTENSIVE
AFTER CONSTRUCTION IS COMPLETED, ALL DISTURBED AREAS OF THE SITE WILL BE LIMED,
EVALUATION OF SITE CONDITIONS; TABLE 3.31 C PRESENTS MORE IN-DEPTH INFORMATION ON THE PLANT
FERTILIZED, AND SEEDED AS PER CURRENT VDOT STANDARDS. THIS SHALL CONSIST OF
MATERIALS
THE FOLLOWING:
TO CONTROL EROSION ON BARE SOIL SURFACES, PLANTS MUST BE ABLE TO GERMINATE AND GROW.
==i
TOP SOIL - 2" DEPTH
SEEDBED PREPARA TION IS ESSENTIAL.
LIME - 2 TONS/ACRE
FERTILIZER - 600 LBS/ACRE OF 15-30-15
AN EVALUATION SHOULD BE CONDUCTED TO DETERMINE IF LIME IS NECESSARY FOR TEMPORARY SEEDING.
SEED - ERNST 5311 CONSERVATION SEED MIX - ERNMX-114 (45 LBS/ACRE PENNLA WN
TABLE 3.31A MAY BE USED TO DETERMINE THE ACTUAL NEED ALONG WITH SUGGESTED APPLICATION
==i
RA TES:
CREEPING RED FESCUE, 37.5 LBS/ACRE ARGILS KENTUCKY BLUEGRASS, 37.5 LBS/ACRE
PARK KENTUCKY BLUEGRASS, 15 LBS/ACRE ANNUAL RYEGRASS & 15 LBS/ACRE PLEASURE
FERTILIZER SHALL BE APPLIED AS 600 LBS/ACRE OF 10-20-10 (14 LBS/1,000 SQ. FT.) OR EQUIVALENT
0
PERENNIAL AFTER THESE AREAS ARE STABILIZED THEY WILL BE MOWED AND MAINTAINED
NUTRIENTS. LIME AND FERTILIZER SHALL BE INCORPORATED INTO THE TOP 2 TO 4 INCHES OF THE SOIL
ON A REGULAR BASIS.
IF POSSIBLE.
MAINTENANCE.
IF THE AREA HAS BEEN RECENTLY LOOSENED OR DISTURBED, NO FURTHER ROUGHENING IS REQUIRED.
WHEN THE AREA IS COMPACTED, CRUSTED, OR HARDENED, THE SOIL SHALL BE LOOSENED BY DISCING,
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY
RAKING, HARROWING, OR OTHER ACCEPTABLE MEANS. TRACKING WITH BULLDOZER CLEATS IS MOST
AND AFTER EACH SIGNIFICANT RAINFALL. SPECIFIC ATTENTION WILL BE GIVEN TO THE
EFFECTIVE ON SANDY SOILS. THIS PRACTICE OFTEN CAUSES UNDUE COMPACTION OF THE SOIL SURFACE,
FOLLOWING ITEMS:
ESPECIALLY IN CLAYEY SOILS, AND DOES NOT AID PLANT GROWTH AS EFFECTI VEL Y AS OTHER METHODS
A. SEDIMENT BASINS AND/OR TRAPS WILL BE CLEANED AND MAINTAINED IN
OF SURFACE ROUGHENING.
ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK.
B. ALL GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP THAT
SEED SHALL BE EVENLY APPLIED WITH A BROADCAST SEEDER, DRILL, CUL TIPACKER SEEDER OR
WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL IS CLOGGED BY SEDIMENT, THE
HYDROSEEDER. SMALL GRAINS SHALL BE PLANTED NO MORE THAN 1j INCHES DEEP. SMALL SEEDS, SUCH
GRAVEL WILL BE REMOVED AND CLEANED, OR IT WILL BE REPLACED.
AS KENTUCKY BLUEGRASS, SHOULD BE PLANTED NO MORE THAN 4 INCH DEEP. OTHER GRASSES AND
C. ALL SILT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING OR
LEGUMES SHOULD BE PLANTED FROM 4 INCH TO j DEEP.
DETERIORATION OF THE FABRIC AND REPAIRED AS REQUIRED. SEDIMENT SHALL BE
REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHED HALF WAY TO THE
SEEDINGS MADE IN FALL FOR WINTER COVER AND DURING HOT AND DRY SUMMER MONTHS SHALL BE
TOP OF THE BARRIER.
MULCHED ACCORDING TO MULCHING, STD. & SPEC. 3.35, EXCEPT THAT HYDROMULCHES (FIBER MULCH)
D. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS
WILL NOT BE CONSIDERED ADEQUATE. STRAW MULCH SHOULD BE USED DURING THESE PERIODS.
MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED.
AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TO PREVENT RILL EROSION WILL BE
RE -SEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED.
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TREE PROTECTION SHALL BE INSTALLED ON THE BACKSIDE OF THE SILT FENCE.
-584 GRAVEL o oy ) - % MON.
/ / / s8o NOTE: CONTRACTOR TO ENS RE POSITIVE \ DRIVE 42ELM45
/ 558.65 48ELM5
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/ / J oa5� \ DID WITH INSTALLATION OF THE RETAINING WALLS. o o v
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/ y ST C. IOHNSON / AS SHOWN ON THIS SHEETAND THE GRADING SHEETS, / / 56� // / ss8 DRAINAGE AREA J
i D./B 1026 8- 715 °t5 REPLACE THE DIVERSION DIKE FROM PHASE - / / / \ o I� V A A
/ D,B. 629 P. 616 P T I \ 66 / �o / - - / �\ h NOTE: CONTRACTOR SHALL INSTALL SILT FENCE TO BE INSTALLED \ \ \ Q Q
85� / % / 1' OFF PROPERTY LINE AND OUTSIDE OF THE LIMITS OF GRADING. \ \ \
/ �o S62 oti5 - - / / TS ��TREE PROTECTION SHALL BE INSTALLED ON THE BACKSIDE OF THE SILT FENCE.
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540 \ Ln NOTE: DURING PHASE I CONSTRUCTION ACTIVITIES, \ U
1 / DID CONTRACTOR INSTALLED A JUTE -LINED CLEAN ( IN FEET ) �.
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DC \'� / CHANNEL FLOW ABOVE THE PROPERTY TO THE Uj z
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DC WITH FUELING TANK, DUMPSTER, I Ln
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LIFE 1 NOTE: SEE SHEET 8 FOR------- _� ` /
I D.B.37 8 .453 1 0 � / � I 55 �—o9s_ � � � ,i
1 32 P 264 CD PROPOSED SAFETY FENCE- 055�� DESIGN INFORMATION �� / J 0
P AT I TM 90-27 / AROUND SEDIMENT BASIN
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D 629 P. PLAT \ I \ oss-PROPOSED 4' HIGH AND - �� h WD
0 THE ONSTRUCTION ENTRANCE.
\ B 45 LONG WOODEN BAFFLES , PROPOSED SAFETY FENCE 3 I D.B. 530 P. 16�PLAT \ 544 � _ �
A \ A ROUND SEDIMENT TRAP 12'x]o MIN.
1 \ \ w/W I R E I , / NOTE: THIS CONSTRUCTION E�I TRAN SHALL BE
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SF , , b I CE INSTALLED, OPERATED, AND MAINTAINED BY THE
SUPPORT I rr 536 ' �� M CONTRACTOR. ALL CONSTRUCTION TRAFFIC IN THIS /
3 CONCRETE WASH 536 AREA,SHALL UTILIZE THIS CONSTRUCTION ENTRANCE. I i �\I
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VDH. 0 * x * " N, ,
MON. \ \ " OPi / SB1 _ o I ) L , �- NOTE: CONTRACTOR SHALL INSTALL INLET PROTECTION AND SILT FENCE / \
2 -a ^ 0 9♦ / / -s27- - I \ WITHIN THE RIGHT OF WAY AS SHOWN PRIOR TO WORKING WITHIN THIS / \
ASPHA w WI RE m Apro�ll4 to S3 ST1 �c I AREA. CONTRACTOR SHALL COMPLETE THIS WORK WTIHIN A TIMELY
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TH oF�
SCOTT R. COLLINS'Z
No. 35791 �
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ANTI- VORTEX DEVICE DESIGN
PRESSURE RELIEF
HOLES 1/2' DIA.
A O %I O
PLAN VIEW
TACKWELD
ALL AROU
#6X 12'
SPACER E
(TYPICAL)
RISER DIAMETER
SECTION A -A
N.
ZT BAR SIZE
BAR MIN.)
TOP STIFFENER (IF REQUIRED)
IS-X-X-ANGLE WELDED
�r / n TO TOP AND ORIENTED PER-
PENDICULAR TO CORRUGATIONS
I
I
ISOMETRIC
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.
OUTLET PROTECTION SIZING
OPZ
OP2
OP3
TYPE
VDOT CLASS 1A
VDOT CLASS 1A
VDOT CLASS 1A
LENGTH
WIDTH
DEPTH
14'
3'
2'
2'
16'
20'
3'
4.5'
2'
OP4
VDOT CLASS ZA
6'
3'
2'
OP5 VDOT CLASS 3.A 6' 3' 2'
SEDIMENT BASIN #1 DETAIL
SCALE: 1"=20'
Sediment Trap Design #1
drainage area (acres) (<3)
1.12
1VARABLE'
trap volumes:
elevation (ft) area (sf) volume(cf)
volume(cy)
CREST OF STONE WEIR VARIABLE*-
GRND
GROUND
527.00 852.0 0
0.0
ELEV.
528.00 1330.0 1,082
40.1
529.00 1885.0 2,682
99.3
DRY STORAGE -
ry
!
VARILE,
530.00 2503.0 4,868
180.3
531.00 3192.0 7,709
285.5
WET STORAGE
a• Max.
(EXCAVATED)
FILTER CLOTH
ORIGINAL
1
GROUND
ELEV.
wet storage:
•�
wet storage required (cy) (67*DA)
75.0
•SEE PLATE 3.13-1 COARSE AGGREGATE
CLASS I RIPRAP
bottom of stone weir (ft)
528.67
wet storage provided at this elevation (cy)
75.0
slope of wet storage sides
3:1
weir length (ft) (6xDA)
6.7
dry storage:
bottom of trap elevation (ft)
527
dry storage required (cy) (67*DA)
75.0
bottom trap dimensions:
16'x62'
crest of stone weir
530.0
top of dam elevation (ft)
531
dry storage provided at this elevation (cy)
105.3
top width of dam (ft)
6
slope of dry storage sides
3:1
top trap dimensions
40'x92'
Sediment Basin #1 Design
MIN. 1'WI SPILLWAY
2' WITHOUT
CREST OF EMERGENCY
SPILLWAY
drainage area (acres)
13.41
basin volumes: (using 2' contour intervals)
DESIGN HIGH WATER
(25-YR. STORM EL,.)
elevation (ft) contour area (sf)
volume (cy)
D.S
532.00 3895.0
0
--------
MIN. 1.0'
---------
534.00 7357.0
410.0
RISER CREST
536.00 11058.0
1087.4
DRY ' STORAGE 'I'.'.'.
OEWATERING
DEVICE
538.00 14981.0
2048.1
• wEr • STORAGE
540.00 19135.0
3308.E
SEDIMENT CLEANOUT POINT
(' WET " STORAGE REDUCED
TO 34 C.Y./ ACRE)
wet storage:
wet storage required (cy) (67*DA)
898.5
design high water (ft)
538.50
dewatering orifice elevation (ft)
535.49
top of dam (ft)
540.00
wet storage provided at this elevation (cy)
898.5
top width of dam (ft)
10.0
available volume before cleanout (cy) (34*DA)
455.9
bottom of basin (ft)
532.00
cleanout elevation (ft)
534.20
approx. bottom dimensions:
21'x270'
distance from cleanout to orifice (ft) (> 1')
1.3
upstream face slope:
3:1
downstream face slope:
3:1
dry storage:
dry storage required (cy) (67*DA)
898.5
baffles:
YES
principle spillway crest (ft)
537.50
length of flow, L (ft)
88
dry storage provided at this elevation (cy)
911.4
effective width, We (ft)
159
diameter of dewatering orifice (in)
6.0
L / We (baffles not required if > 2)
0.6
diameter of flexible tubing (in) (orifice+2")
8.0
collars:
YES
runoff:
depth of water at spillway crest (ft)
5.50
C (use 0.45 for bare earth)
0.4
slope of upstream face (Z:1)
3:1
tc (min)
10
slope of barrel (Sb)
0.98 %
12yr 4.10 Q 2yr
21.99
length of barrel in saturated zone (Ls)
40
1 25yr 6.00 Q 25yr
32.18
number of permanent collars required
2
dimension of permanent collars
4.O'x4.0'
principle spillway:
available head (ft)
1.00
emergency spillway:
YES
diameter riser (in)
48
required capacity (Q25-Qp) (cfs)
0.00
spillway capacity, Qp (cfs)
39.00
bottom width (ft)
10
diameter trash rack (in)
72
slope of exist channel (ft/ft)
8 %
barrel length (ft)
101.75
minimun length of exit channel (ft)
6
head on barrel through embankment (ft)
6.00
crest of spillway (ft)
538.50
diameter of barrel (in)
18
Lill__
OAD (55 MPH) j
SEDIMENT TRAP #1 DETAIL
SCALE: 1"=20'
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch - 20 ft.
JTZ PROPOSED SA--- PROPOSED TEMPORARY 048" CMP RISER RIM ELEV.=537.5o'. RISER TO INCLUDE A 06"
FETY FENCE, DEWATERING ORIFICE (INV. ELEV-535-49) & A TEMPORARY TRASH RACK. RISER SHALL
INSTALL SIGNS "WARNING BE FIRMLY ANCHORED TO PREVENT FLOATING. RISER TO BESET IN A MINIMUM OF 30"
QUICK SAND, KEEP OUT" OF COMPACTED SOIL OR AGGREGATE BASE OVER A 8'x8'x4" THICK GALVANIZED STEEL
T BASE PLATE, OR SET 6" INTO AN 8'x8'x18" THICK REINFORCED CONCRETE
PROPOSED FOUNDATION. NOTE, IF THE STEEL BASE IS USED SPECIAL ATTENTION SHALL BE
T DITCH GIVEN TO COMPACTION SO THAT 9S% COMPACTION IS ACHIEVED OVER THE PLATE.
542
540
- 538 --- --
01- 536 PROPOSED BAFFLES _
k k IJ=51
- L=45'T
k x ` 534 - - �l
x k X X k k C_ � O P 1 2 --� -
X
k 53
k k k X
x k
k k k k k x o
k k x k k k k k k >(n �70' --
k k x
x o I
k k )< x k
x k k k k k S32 21
k k k x k
k >(k k k k k k x 534
X >(>(k k k k x k
k k k k k )< x k k k 536 �- ----536
k x k k k k >(k 538 .J 538-
Tv, , >(k k x x 538.50
k k
x k k x Soo SPILLWAY
k x x x
K k k k k x k k k x k k k k542. k -
x x
k k k k k x x - - - - 10
x k k x k x
k k k k k k k k k k k k k k - - -
2h o n e k k kk k k k k x k x k k k k k k k k k k x " === III- ------
=�--1�-III-III-III=11 I I I
Pole k k k k k x k k k k 11- - = ---- ---
k " a I Ivir-
III-III _
SILT FENCE WITH �(�� 5 PROPOSED 1o' WIDE
WIRE BACKING, TYP. /�//� 38 00 TOP OF DAM
.� , SPILLWAY 38
---- - %�-� � ` /� - - ELEV.=540.00
536.7 _EX.
- /.-
� - PROPOSED WIDE GRASS -LINED EMERGENCY DITCH C L
3o
SPILLWAY CREST ELEVATION=538.50'. SPILLWAY
- - - - - - - TO HAVE 4:1 SIDE SLOPES AND SHALL OUTFALL
INTO THE EXISTING ROADSIDE DITCH, AS SHOWN.
NOTE, THE EMERGENCY SPILLWAY IS NOT EXISTING RO DSIDE�
ACTIVATED DURING THE 25-YR. DESIGN STORM. DITCH TO R�v1AIN
PROPOSED TEMPORARY 018" CMP BARREL. THE
CONNECTION BETWEEN THE RISER AND THE BARREL
SHALL BE WATERTIGHT. LENGTH=101.75', INVERT
IN=533.5, INVERT OUT=532'50, SLOPE=o.98%.
- 532
OP2
540
540--_-
-P 53$ P-h-o-n e
Pole
PROPOSED
DIVERSION
I
I /
I
/ x
k k
k k
l k x
- / k
i I PRO OSED S34
DIVERSION
CROWN OF 018 TEMP. CMP BARREL=534.00'
INVERT OF 018 TEMP. CMP BARREL=532.50'
------- -- - O P 3 530 - --------
THE TOE OF SEDIMENT BASIN #1's EMBANKMENT SHALL TERMINATE AT
THE EXISTING ELECTRIC &TELEPHONE POLES, AS SHOWN, SO THAT THEY
MAY REMAIN FUNCTIONAL DURING CONSTRUCTION.
--------------
LB X ----
- _ -----
�TH O!A,
SCOTT R. COLLINSI]Z
No. 35791�INSI�
ZONAL E'�
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JOB NO.
112066
SCALE
111=20'
SHEET NO.
8
LEVEL II DRY SWALE #1 DETAIL: SCALE 1"=20'
PROPOSED 6" TALL DRY SWALE CHECK
DAM. CHECK DAM SHALL INCLUDE A 5'
WIDE x 6"DEEP NOTCHED WEIR
CENTERED ON THE CHECK DAM. CHECK
DAM TO EXTEND TO DRY SWALE SIDE
SLOPES. SEE SHEET 13 FOR DETAILS.
ONE (i) PROPOSED 6" TALL WEIR TO CREATE A MAXIMUM DRY SWALE
PONDING DEPTH OF 6" BEFORE SPILLOVER. WEIR TO BE CONSTRUCTED
OF CONCRETE, GABION BASKETS FILLED WITH STONE OR PRESSURE
TREATED STACKED LUMBER. WEIR TO BE FASTENED WITH REBAR. REBAR
SHALL BE #4 EPDXY COATED AND EXTEND A MINIMUM OF 18" BELOW THE
TOP SURFACE LAYER FOR ANCHORING. WEIR TO BE BURIED & EXTENDED
A MINIMUM OF 2' HORIZONTALLY INTO THE SIDES OF THE TRAPEZOIDAL
SWALE. WEIR TO ALSO BE BURIED & EXTENDED VERTICALLY A MINIMUM
OF 6" BELOW THE TRAPEZOIDAL SWALE's TOP SURFACE ELEVATION.
PROPOSED YARD DRAIN INLET,
DOWNSTREAM FROM THE CHECK
DAM, TO BE FLUSH WITH THE TOP
SURFACE ELEVATION TO ENSURE A
MAXIMUM PONDING DEPTH OF 6".
604.42 CHNL
604.92 RIM
620
620
615
615
EXISTING
610
GR
DE
610
10yr
ESIGN
HGL,
TYP.
PROP
PVC
SEE
SHE
605
605
- %
PRO
MAXIM
A5'WI
--
WITH S
PROP SED
600
GRADE
600
OSED 4" SCHEDULE 40
SOLID PIPE CLEANOUT.
1GURE 9-B.1 ON
F 13 FOR DETAIL.
OSED DRY SWALE TO HAVE
JM SIDE SLOPES OF 3:1, WITH
DE UPLAND PERVIOUS STRIP
LOPES < S%, AS SHOWN. TYP.
SEE SHEET 13 FOR DRY SWALE SUBSURFACE PROPOSED 2' WIDE BY " DEEP STONE SPLASH APRON TO BE
COMPOSITION/ TYPICAL SECTION INSTALLED IMMEDIATELY DOWNSTREAM FROM WEIR. STONE TO BE
1"-3" DIAMETER AND BE UNDERLAIN BY NON -WOVEN FILTER FABRIC.
PROPOSED 6" SCHEDULE 40
PVC PERFORATED UNDERDRAIN. 10-yr PEAK
ACKWATER
595 EPTH=0.12' 595
Ld J J . O O
W Ld O O
CD Q0o QoO
LLJ L� O
0+50 1 +00
DRY SWALE NO. 1
PROPOSED DRY SWALE T(
MAXIMUM SIDE SLOPES OF
A 5' WIDE UPLAND PERVIOL
WITH SLOPES < 5%, AS SHO'
PROPOSED GRAVEL FLOW SF
PRE-TREATMENT. SEE FIGURI
SHEET 13 FOR DETAIL
SEE SHEET 13 FOR DRY SWALE SUBS
COMPOSITION/ TYPICAL
PROPOSED 2' WIDE BY 6" DEEP
SPLASH APRON TO BE INSTA
IMMEDIATELY DOWNSTREAM FR
STONE TO BE 1"-3" DIAMETER
UNDERLAIN BY NON -WOVEN FILTI
PROPOSED 12" TALL DRY SWALE CHECK DAM.
CHECK DAM SHALL INCLUDE A 3' WIDE x 6"DEEP
NOTCHED WEIR CENTERED ON THE CHECK DAM.
CHECK DAM TO EXTEND TO DRY SWALE SIDE
565 SLOPES. SEE SHEET 13 FOR DETAILS. 5 5
EXISTIN
GRADE
560
PROPOSED
560
GRADE
10yr DE IGN
HGL, TYP.
HAVE-
;:i, WITH
555
y
555
S STRIP
'VN. TYP.
READER-
: io.6 ON
JRFACE
-)ECTION
550
rjrj6
10- r
EAK
STONE
BACKWATER
_LED
PROPOSED
4"
SCHEDULE
40
DEPTH=
.30'
)M WEIR.
PVC SOLID
PIPE
CLEANOUT.
PROPOSED
6" SCHEDULE
,ND BE
SEE
FIGURE
9-13.1 ON
40 PVC
PERFORATED
:R FABRI
SHE
T 13 F
R DETA
L.
UNDERDRAIN.
545
545
M
O
O Ln
O
O
J J
SaLno
��
cLn
o QDwLd
�
LO
LL
Lw
LOL0
PROPOSED 12" TALL DRY SWALE CHECK
CHECK DAM SHALL INCLUDE A io' WIDE x
NOTCHED WEIR CENTERED ON THE CHEC
CHECK DAM TO EXTEND TO DRY SWALE
SLOPES. SEE SHEET 13 FOR DETAIL-c
10yr DESIGN --
PROPOSED DRY SWALE TO HAVE MAXIMI
SLOPES OF 3:1, WITH A 5' WIDE UPLAND PI
STRIP WITH SLOPES < 5%, AS SHOWN.
SEE SHEET 13 FOR DRY SWALE SUBS
COMPOSITION/ TYPICAL
PROPOSED 4" SCHED
PVC SOLID PIPE CLE
SEE FIGURE 9-13.1
SHEET 13 FOR DE
PROFILE SCALES
1"=5' (VERTICAL)
1"=5o' (HORIZONTAL)
0+50 1 +00 1 +50 2+00
DRY SWALE NO. z
560
560
DRY SWALE #1 LANDSCAPING SCHEDULE
SYM
BOTANICAL
COMMON NAME
SIZE
SWM FACILITY
QUANTITY
ICOVERAGE (sfl
SHRUBS
HV
HAMAMELIA VIRGINIANA
WITCH HAZEL
2 GAL.
5
-
IG
ILEX GLABRA
INKBERRY
2 GAL.
4
VD
VIBURNUM DENTATUM
SOUTHERN ARROWWOOD
2 GAL.
3
-
TREES
BN
BETULA NIGRA
RIVER BIRCH
2-1/2" CAL.
1
-
NS
NYSSA SYLVATICA
BLACK GUM
1-1/2" CAL.
1
-
LEVEL II DRY SWALE #1 DESIGN & REQUIREMENTS:
Treatment Volume (PerVRRMCalculations) 419 cf
Minimum Treatment Volume Required 461 cf
* Minimum Surface Area Required (Tv/Storage De 278 sf
Surface Area Provided 1,036 sf
* Area based off 3' Mix at 25% porosity, 3" pea gravel at 2% porosity,
12" stone at 40% porosity & 6" of ponding at 100% porosity
STORMWATER MANAGEMENT FACILITY GRADING
Elevatio
n
(ft)
Area of Dry
Swale
Footprint
Volume
(cf)
600.75
1,036
0
601
1,036
259
Excavation
602
1,036
1,295
Zone
603
1,036
2,331
604
1,036
3,367
605
1,036
4,403
Ponding Zone
606
1,848
5,826
DRY SWALE #2 LANDSCAPING SCHEDULE
SYM
BOTANICAL
COMMON NAME
SIZE
SWM FACILITY
QUANTITY
COVERAGE (sf)
SHRUBS
HV HAMAMELIS VIRGINIANA
IG ILEX GLABRA
VD VIBURNUM DENTATUM
TREES
BN BETULA NIGRA
JV JUNIPERUS VIRGINIANA
-ONE (i) PROPOSED 12" TALL WEIR TO CREATE A MAXIMUM DRY
SWALE PONDING DEPTH OF 12" BEFORE SPILLOVER. WEIR TO BE
CONSTRUCTED OF CONCRETE, GABION BASKETS FILLED WITH
STONE OR PRESSURE TREATED STACKED LUMBER. WEIR TO BE
FASTENED WITH REBAR. REBAR SHALL BE #4 EPDXY COATED AND
EXTEND A MINIMUM OF 18" BELOW THE TOP SURFACE LAYER FOR
ANCHORING. WEIR TO BE BURIED & EXTENDED A MINIMUM OF 2'
HORIZONTALLY INTO THE SIDES OF THE TRAPEZOIDAL SWALE.
NEIR TO ALSO BE BURIED & EXTENDED VERTICALLY A MINIMUM OF
6" BELOW THE TRAPEZOIDAL SWALE's TOP SURFACE ELEVATION.
554.67 CHNL
555.67 RIM
- PROPOSED YARD DRAIN INLET, DOWNSTREAM
FROM THE CHECK DAM, TO BE FLUSH WITH THE
TOP SURFACE ELEVATION TO ENSURE A
MAXIMUM PONDING DEPTH OF 12".
EXISTI
G
GRADE
ONE (i) PR
SWALE POr
555
555
CONSTRUCTE
OR PRESSUR
WITH REBAF
DAM.
/10-,/r
MINIMUM OF
')"DEEP
WEIR TO BE E
DAM.
PEAK
INTO THE SI
BACKWATER
SIDE
BURIED & E
.
DEP
H=0.18'
TRAI
550
550
GL, TYP
1M SIDE
PROPOSED
:RVIOUS
GRADE
1
TYP.
JRFACE
45
ECTION
546.33 CHI
547.33 RIM
------
- -
JLE 40
PROPOSE[
>NOUT.
SPLASH,
ON
IMMEDIATEL
AIL.
540
PROPOSED
6" SCHEDULE
540
STONE TO
40 PVC
PERFORATED
UNDERLAIN B
UNDERDRAIN,
J J
O 110
O
ww
r
d
N
L
W LL_
0+50 1 +00
DRY SWALE NO.3
WITCH HAZEL
2 GAL.
4
INKBERRY
2 GAL.
4
SOUTHERN ARROWWOOD
2 GAL.
4
RIVER BIRCH
2" CAL.
2
EASTERN RED CEDAR
1-1/2" CAL.1
2
LEVEL II DRY SWALE #2 DESIGN & REQUIREMENTS:
Treatment Volume (Per VRRM Calculations) 4,601 cf
Minimum Treatment Volume Required 5,061 cf
* Minimum Surface Area Required (Tv/Storage Depth) 2,349 sf
Surface Area Provided 3,528 sf
* Area based off 3' Mix at 25% porosity, 3" pea gravel at 2% porosity, 12"
stone at 40% porosity & 12" of ponding at 100% porosity
STORMWATER MANAGEMENT FACILITY GRADING
Elevation
(ft)
Area of Dry
Swale
Footprint (sf)
Volume
(cf)
552.75
3,528
0
553
3,528
882
554
3,528
4,410
Excavation Zone
555
3,528
7,938
556
3,528
11,466
557
3,528
14,994
1 Ponding Zone
558
1 4,728
1 19,107
DRY SWALE #3 LANDSCAPING SCHEDULE
SYM
BOTANICAL
COMMON NAME
SIZE
SWM FACILITY
QUANTITY
COVERAGE (sfl
SHRUBS
HV
HAMAMELISVIRGINIANA
WITCH HAZEL
2GAL.
3
-
IG
ILEX GLABRA
INKBERRY
2GAL.
3
VD
VIBURNUM DENTATUM
SOUTHERN ARROWWOOD
2 GAL.
3
-
TREES
BN
BETULA NIGRA
RIVER BIRCH
2" CAL.
1
-
NS
NYSSA SYLVATICA
BLACK GUM
2-1/2" CAL.
1
-
)POSED 12" TALL WEIR TO CREATE A MAXIMUM DRY
IDING DEPTH OF 12" BEFORE SPILLOVER. WEIR TO BE
) OF CONCRETE, GABION BASKETS FILLED WITH STONE
E TREATED STACKED LUMBER. WEIR TO BE FASTENED
. REBAR SHALL BE #4 EPDXY COATED AND EXTEND A
L8" BELOW THE TOP SURFACE LAYER FOR ANCHORING.
URIED & EXTENDED A MINIMUM OF 2' HORIZONTALLY
DES OF THE TRAPEZOIDAL SWALE. WEIR TO ALSO BE
(TENDED VERTICALLY A MINIMUM OF 6" BELOW THE
'EZOIDAL SWALE's TOP SURFACE ELEVATION.
PROPOSED YARD DRAIN INLET, DOWNSTREAM
FROM THE CHECK DAM, TO BE FLUSH WITH
THE TOP SURFACE ELEVATION TO ENSURE A
MAXIMUM PONDING DEPTH OF 12".
L
2' WIDE BY 6" DEEP STONE
\PRON TO BE INSTALLED
I DOWNSTREAM FROM WEIR.
BE 1"-3" DIAMETER AND BE
NON -WOVEN FILTER FABRIC.
LEVEL II DRY SWALE #3 DESIGN & REQUIREMENTS:
Treatment Volume (Per VRRM Calculations) 2,684 cf
Minimum Treatment Volume Required 2,952 cf
* Minimum Surface Area Required (Tv/Storage De 1,370 sf
Surface Area Provided 1,477 sf
* Area based off 3' Mix at 25% porosity, 3" pea gravel at 2% porosity,
12" stone at 40% porosity & 12" of ponding at 100% porosity
STORMWATER MANAGEMENT FACILITY GRADING
Elevatio
n
(ft)
Area of Dry
Swale
Footprint
(sf)
Volume
(cf)
542.75
1,477
0
543
1,477
369
544
1,477
1,846
Excavation
545
1,477
3,323
Zone
546
1,477
4,800
547
1,477
6,277
548
2,062
8,039
�PonclingZone
549
2,669
10,398
550
1 3,329
1 13,391
NOTE: ALL PROPOSED LANDSCAPING WITHIN THE SWM
SWALES CAN WITHSTAND A MAXIMUM OF 12" PONDING.
Impervious Area Summary- Dry Swale #1
Proposed Buildings 2,200 sf
DRY SWALE #i R NOFF ENTERS VIA
SHEET FLOW. SEE FIGURE 10.4b ON
n9a3
SHEET 13 FOR PRETREATMENT.
PROPOSED VARIABLE WIDTH SWM
EASEMENT. EASEMENT COINCIDES
WITH PROPERTY LINES AT PLACES.___-
PROPERTY
LINE TYP.
3 1
PROPO ED DRY SWALE HAVE /
MAXIMUM SIDE SLOPES OF :1, WITH
3
A 5' WIDE UPLAND PERVIOUS STRIP
ONE (i) PROPOSED 6" TALL WEIR TO CREATE MAXIMUM DRY
SWALE PONDING DEPTH OF 6" BEFORE SPILLOVER. WEIR TO
N.
WITH SLOPES < =GRASSOR
\ \
BE CONSTRUCTED OF CONCRETE, GABION BASKETS FILLED
PROPOSED LCH
WITH STONE OR PRESSURE TREATED STACKED LUMBER.
GROUNDCOVER IN VARIABLE
WEIR TO BE FASTENED WITH REBAR. REBAR SHALL BE #4
WIDTH TRAPEZOIDAL DRY SWALE-
EPDXY COATED AND EXTEND A MINIMUM OF 18" BELOW THE
11
TOP SURFACE LAYER FOR ANCHORING. WEIR TO BE BURIED & --
0 V
EXTENDED A MINIMUM OF 2' HORIZONTALLY INTO THE SIDES
6o8
PRO OSED 4" SCHEDULE 40 PVC
OF THE TRAPEZOIDAL SWALE. WEIR TO ALSO BE BURIED &
NS (1)
SOLID PIPE CLEANOUT. SEE FIGURE /
EXTENDED VERTICALLY A MINIMUM OF 6" BELOW THE
IG (4)
9-B.i ON SHEET 13 FOR DETAIL.
TRAPEZOIDAL SWALE's TOP SURFACE ELEVATION.
6o6
605.0
PROPOSED 2' WIDE BY 6" DEEP I
-60
-
STONE SPLASH APRON TO BE
INSTALLED IMMEDIATELY
- - - --
+82 --
DOWNSTREAM FROM WEIR.
STONE TO BE 1"-3" DIAMETER JV (1)
AND BE UNDERLAIN BY 1
PROPOSED RETAINING WALL - -
NON -WOVEN FILTER FABRIC.('p6
HV 5)
t� 6, 6 6
PROPOSED YARD DRAIN INLET,
_
PROPOSED G AIDED SIDEWALK
�k0
EXTENDING TO PUBLIC R/W TO SERVE
DOWNSTREAM FROM THE CHECK
V� (3)
AS ACCESS TO THE S� FACILITY
DAM, TO BE FLUSH WITH THE TOP
SURFACE ELEVATION TO ENSURE A
MAXIMUM PONDING DEPTH OF 6". I
PROPOSED 6" ALL DRY SVT/ALE CHECK DA . CHECK DAM
I
604.I RIM
PROPOSED 6" SCHEDULE 40 VC
SHALL INCLUDE A 5' WIDE x 6"DEEP NOTCHED WEIR
0 10 20 40
PERFORATED UN ERDRAIN.
CENTERED ON THE CHECK DAM. CHECK DAM TO EXTEND
TO DRY SWALE SIDE SLOPES. SEE SHEET 13 FOR DETAILS.
LEVEL II DRY SWALE #2 DETAIL: SCALE 1"=20'
0 0 20 40 \
\
UBLIC ROAD & SIDEWALK
I
PROPOSED GRASS OR MULCH TO SERVE AS ACCESS TO
ONE (1) PROPOS D 12' TALL WEIR TO CREATE A MAXIM
` UM
\\ DRY SWALE PONDING DEPTH OF 12" BEFORE SPILLOVER. WEIR
IN VARIABLE SWM FACILITY i
GTH TRAPEZOIDAL
WIDTH TRAPEZOIDAL DRY SWA=YARD
TO BE CONSTRUCTED OF CONCRETE, GABION BASKETS FILLED \
DRAIN INLET, /
WITH STONE OR PRESSURE TREATED STACKED LUMBER. WEIR
PROPOSED DOWNSTREAM FROM THE
T / TO BE FASTENED WITH REBAR. REBAR SHALL BE #4 EPDXY
CHECK DAM, TO BE FLUSH WITH
RETAINING
/ XX COATED AND EXTEND A MINIMUM OF 18" BELOW THE TOP
THE TOP SURFACE ELEVATION °
WALLTO
/ SURFACE LAYER FOR ANCHORING. WEIR TO BE BURIED &
\]
ENSURE A MAXIMUM
EXTENDED A MINIMUM OF 2' HORIZONTALLY INTO THE SIDES
_PONDING DEPTH OF 12".-
�' OF THE TRAPEZOIDAL SWALE. WEIR TO ALSO BE BURIED &
J
/ EXTENDED VERTICALLY A MINIMUM OF 6" BELOW THE
PROPOSED DRY SWA E TO HAVE TRAPEZOIDAL SWALE's-TO PSU R FACE ELEVATION.
MAXIMUM SIDE SLOPES OF 3:1
,-
i/
JV (2 PROPOSED OVERF LOW
\
558 __ - - YARD DRAIN INLET
j
DRY SWALE #2 RUNOFF NTERS
- -557- r°- t„ ,555.75 RIM
6' - e
VIA CONCENTRATED FLOW. SEE96
1 t-
I
FIGURE io.6 ON SHEET 13 FOR
6=. �= •���
DETAILS OF PRETREATMENT.
N
�.%
.
55
,� t t-,
5
IG (4) /
55.67 RIM /
HV (4)
6-
/ ` PROPOSED 2' WM BY 6" DEEP STONE SPLASH APRON
e t '
31,PROPO5ED
TO BE INSTALLED IMMEDIATELY DOWNSTREAM FROM
i 6" SCHEDULE
WEIR. STONE TO BE 1"-3" DIAMETER AND BE
y 40 PVC PERFORATED UNDERLAIN BY NON -WOVEN FILTER FABRIq.
UNDERDRAIN.
/
PROPOSED 12" TALL DRY SWALE CHECK DAM.
- PROPOSED 4" SCHEDULE 40 PVC
CHECK DAM SHALL INCLUDE A 3' WIDE x 6"DEEP i
/ SOLID PIPE CLEANOUT. SEE FIGURE
,,
NOTCHED WEIR CENTERED ON THE CHECK DAM.
CHECK DAM TO EXTEND TO DRY SWALE SIDE
558 556J / /,.-x 9 B.1 ON SHEET 13 FOR DETAIL.
SLOPES. SEE SHEET 13 FOR DETAILS.
PROPOSED GRAVEL FLO {SPREADER °
/, Impervious Area Summary- Dry Swale #2
PRE-TREATMENT. SEE FIGURE io.6 ON
°
SHEET 13 FOR DETAIL. °
P R Proposed Buildings 31,075 sf
S$2�/
Proposed Roadway 5,275 sf
2,400
\ PROPOSED VAR. WIDTH SWM EASEMENT.
Proposed Sidewalk sf
EASEMENT COINCIDES WITH THE PROPERTY - --„-„-„-„_„_
_ _ _„- _„-„_,_„-„_.-„ Proposed Driveways 5,100 sf
LINE AND PUBLIC R/W AT PLACES.
/ 43,850 sf
SCOTT R. COLLINS'Z
,L> No. 35791 �
�O��ss
jONAL EA
J
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112066
SCALE
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= FFE= -1 82.16 581.49 580.83 580.16 1 n �' S 4 33 sb� \
- .�593.50 \ I (BSMT=j+ll. 582.83 I 5 8i.83.11 58i.i611 `I�l; g II.II 3.. I. �-
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579. 3 // �' ��.I-� _� A I NO. 35�91
W582 FFE= �v BSMT= BSMT= v I 58 52.50 __
3 50 ill- 8
- - -�I 581. 5ao.2 59150 vv S vv583.67�15 4 I Sa3.��lll �c I � I -1 �- � _ 8_��/ -• 'I, � FFE= / �3 I I �
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BSMT=
\566.00BW
\ FFE=\ 590.83 `� 81.6 /\ 5 )i - -_ - 16A / f " I 580 ooTW \ I ZONAL
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LL $w - - � �579.00 \OgS� ° ,� � _ - s • - � .. 9 � >' / I I \
B� _ t l 1 I /y - 5 8 F r FFE= 578.67 \ \ 581.68
- PROPOSED WALLS (MAX. HEIGHT 6) , , oo � ��\,,- o 39-
- - - - - 577 a \ '15 s o \ f I 17
PROPOSED 10 PRIVATE i �o. - 15+p0 \ o - i -T
\ 0 \ - �_ 4 PROPOSED WALLS (MAX. HEIGHT=6')
DRAINAGE EASEMENT / 790 16B �4 ®
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w w - w w- PROPOSED STORM
FFE= �� _ _ YD13 \ \� / y / � � ��-_ � - _ - � ,6+5o � 3 SEWER SYSTEM
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DRAIN SYSTEM FFE= 5�73.67 5.00BW
01
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�X /j / / -- it \ \ I PROPOSED 20' PUBLIC, 570 o / �.3 I o U)
5 / /� Sao / jl r 570 1 562.00TW - I-
/ DRAINAGE EASEMENT 6 \ // fo/ \ GE EASEMENT L
o i � DRAINAGE / � I" 557.00BW
6.6/ , / w `l i / FFE= 569.6 5�0 \ w
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/ Ai _ / \ \ /
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YD12A __ � \ 570•75 O 67 � / \ \ I -. I . / I 0.00 I.2% I 570.00TW
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/ / I FFE= 57 5 - I / 567.67 566.91 J \ /
\\ j / / f / / _. BSMT= 572.16 / / I 68.o0 J I\ \ \ \ / / / H o a
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7.44 SIC, _ YD15D X I / - - W L Q
PROPOSED WALL (MAX. HEIGHT=6) I I I FFE= 565.67 I I1564.51
66.o0 < I \ / / / / ce z
---- ----- l/ 1 I I 5 �3 \ // / / - -
�. -xy � YD15C --�- `' i � � I � { I \ � � -,,� � VER�GDE�SE�GEGETAJ.IC�N 550 -
/ 567.67 3. - / ,_---
� FFE= i�: --= x . / ° ;• o � i PROPOSED 18' PRIVATE ��� _ - --------I - ------- --
/ ^' - - 68.op ��4 • " 3 % ^ s72.33 YD15A ) l - -570 \ _ _ _ - 5C8 /- I / 564---
5 , \ / � � �� DRAINAGE EASEMENT _ - - - - - -
� FFE= � � -- - i I E I o° �/ '//
575.33 / /' \ / x 5666 566.00T 564.00 / / /
6oBW 6o.00BW 562.00Bw i j i --- - _ _ �.. I
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AND ENA'�M. SNOW
6./ I 560.67 560.33 0 D.B. �02 P. 792
I / ��. �. - • 55. =�-. .� / I. .. 561.o :. vo 552.00TW
/ NOTE: CONTRACTOR TO INSTALL PRIVATE 8 - 6 6 y/ FFE- 572.67 -
I 5 5 7 �: ,
/ - � � � j ;' / r `/' . • `, I IL II/ '9� 551.00BW D.B. '657 P/23,4 PLAT ;
3
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/ l� � � � 6o.goB �: ,7 I 6o.00TW i
5 �• . �4� _
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o / ��'' ` ` • !; �:' S58 - - - - - 10 f : 5� 55 • DRAIN LINE FOR ROOF & FOUNDATION DRAINS
STEVEN W. AND BETTY C. JOHNSON \I /� I" o / \ YD15E 6� / r.` y: ' • ..` • YD4 I L 559.00L .6%
D.B. 1026 P. 715
/ D.B. 629 P. 616 PLAT Y 6ti /i 56o.g66Wt4 ,'; • : ; , - - - 1oB FFE= 6.67 556.25
I I l� II,I - - � . t • ../ • . , .` • .f, , . PROPOSED 16 PRIVATE S�
_ 563.00 / 6i.of5 . PROPOSED 20 PUBLIC - - 7 - / �.`,' • . ,` • . , •' :3% \ -� ,, \
FFE= \ I ° \ \\ , • 4 >: DRAINAGE EASEMENT � 1 I ,_ ° � _
/ 6 a.r; ' I DRAINAGE. EASEMENT II S62 ( •=_•� •`._' '/ I { d \ \ / / / L o
/ I i 5 3 33 \ II bL�7 _ l 556.00TW _ /
,
/ \ 60 I FFE= 550-ooBW - _
5. �/ PROPOSED DRY SWALE �i rl �54.67x 1554.02 u� - OS / / / U i
'N - F I �-- - 558- - - - /.,.,.,. j / / '" .i 555.o 3% � \ s\ ��
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/ DRAINAGE EASEMENT /' -I -_---- -_ -\-1 - Ss�TW ¢51-------------------------------------------
YD16F 83. / I I N 0 / J/ iI _ \ II ooTw
/ - -_---= --- I 5 = J/ X I FFE 52. 55i.69 552
- - - - - o FFE= 61.00 5$2 I 6 bit-OBW /
5 553.00 4��
I I ` 558.83 56o.6T BSMT= 551.17 YD1oA
I L 559�4�6. % 557i. 3 `\FFE= 82 I _J II I (I ISWM ACCESS &
55947 FACILITY EASEMENT
550 SSo
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81 I1.72W---- 6o 1I 548.00TW
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t `o57.7559.33 FFE= 559.67 FFE=
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FF=�9S 558.47 NOTE: CONTRACTOR TO INSTALL PRIVATE 8"
DRAIN LINE FOR ROOF &FOUNDATION DRAIN558.80 S ° I /
o% PROPOSED 10PRIVATE 540W, .o
.3DO DRAINAGE EASEMENT /
fy
\
FFE= 558+ �` PROPOSED ' PRIVATE PROPOSED 20' PUIFFE= BLIC- - - 59
/ I .33 rn 20\ I I+ - - BSMT= 548.50
_Ig I I i� I PROPOSE\D -
20 PRIDRAINAGE EASEMENT \DRAINAGE EASEMENT \1
4s4.5.33 1 171.�I /40
3
557.14 S. .9
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\
, 3:1
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ko
80 DRAINAGE EASEMENT FFE= 542.4 �
-
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o
- 540
544 5
5_556.67 FFE= 557.00 L
+ \ISMT=
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--� RWY LANE
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ROGER SCHICKEDANTZ
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D.B. 1214 P. 461 ° • ,T - • e o _ p ,. • ° _ : - _ ;aao< - - - � �
-
1 1 o .1 2. o s.
I 555 5 / 555.78 55 53 554 9 � 554 . 55 9 _ 5 33, 5 49 3 547 9 46.87 . 544.37 543.37 54 47, 541• 1 54 9 ° 540•z -_- h I A I \
D.B. 629 P. 616 PLAT
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D.B. 530 P' 164 PLAT �, �, I W o � � o ; �, a l is ^' i l
I \ / ooXX o v ° \
\ : 6.z / 5 5 555.59 52.84.. 7 8.1 I 44.75 4 75 541.42 °,° % °• I • ° °- � \
55 5 d 556.25 5 6.z 54.g2 1.50 49.50 4 6.0 44.09 -09 e
I I I I I � 5 I 4 \
4 :. I
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I DRAINAGE EASEMENT L J - L J L L L -1 / / I - 56B 1
-FFE= FIFE 5386w
\i S40 Ln
FFE= FFE= FFE= FFE= FFE= FFE= FFE= FFE= FFE= FFE= FFE= T FFE= FFE= - FFE= o o ''
6. 8\ 8. o o8 544.42 543.08 FFE= 1 I o
2 .1 O. 0 545 55 5 556.58 556.58 556 58 555 9 555 25 553 7 1.8 55 5 8 54 5 546.42 2. 2_ 54 75 / - \
\ 55 3 549 3 - - - - 54 4 - o i
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7 6.0 2 2.67 0:00 548.00 2 is " 4 1
55 X 6.0 555 4 55 X 55 X 544.5 X 54 5 54 5 k
\ 556.o8x 55 -- 556.o X 554.75X --- 551.33 �C / 1-549.33X o 545.92X 43.92 X 541_92 ! 536BW �Q --�
554_ - - �= 54a•50 - 547.5 - - - L- - -= S41.o8 ---- -- --- - - -
\ S 71 1 49:17 548.83 47•a3 - - 54z.o8 41. 539.92 53 .z5 53AW� �
552-551.42 551.42 551.42` 51.4z 5 •33 50.67 549• 548 542.g2 53 BW ° i Off' w / -
-- a "-. 2.0 0 _ - - i Is -
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'� 1 551.z8X S5�.3o�� ° 51.16 X• . X. � . o ° � .542.51° . 0541.06 540•44--•-539.5 ° 5 8.a . / / / � I I I
t\�nf\I ��j X ' ¢ 48.81" X X_. X 546.5 - - X ° X X: X, k o
PROPOSED WALL (MAX. HEIGHT=3') I I - 543 sa - - - - - YD1 ! / - I J
------ - - - -� - - - Q 4.0 L� / w / \ BENCH MARK IS
II 548 o Iw�� / �: I
Aproximdte v"', i - r-. - --�r� NOTE: CONTRACTOR TO INSTALL PRIVATE 8" 1 < ,� I o / CHARLOTTESVILLE GI I
I
Va Publlc Servi e Esmt. 00
554 : , `•`.`,` ` `•\•`:4 `t 1`.` i SWM ACCESS & p DRAIN LINE FOR R & FOUNDATION DRAINS - - o _
t •`.` YD16 ROOF Fou _ / ROUSE SIRINE
iBWI •). , I FACILITY EASEMENT - - -----------------------------\------ --- - I
o �� �// I
D.B.221 P 305 I FAC Y E S MENT SWM ACCESS& - N / - - - / �= ATION 105
_ _
Pole i I•` `. , .`. ` • :. • �\ i - - - - - - - - - _ - FACILITY EASEMENT - -- 106 2 N 882993.340
`. I
• ;; _- FACI
547=�====�`�- ,' j -$ - -- -------------- - I F-� 11� IE82384.683
DRY SWAL __ - ,
HE OHTV / E / ------ PROPOSED, \
-------- Rio ei -� YD16A
- - - - / �1. - ---550 -- ---- - ---------- - ---- --- --- ---- -- ----------------- -- - ELEC------- -- --- - - - I- - -- - / __Elec.&Phone / --- \\ ----- u' I ELEV I'S<527.7±
- - `rsa 55° - 548 --- 54 Pole ols ------CID
...... Pol
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10 I \
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112066
SCALE
111 = 301
SHEET NO.
14
TH 0�
SCOTT R. COLLINS'Z
No. 35791 �
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SIGNAL E�
I OA9
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42 � i', t --' S16°40'02"W \ \
/ /GRAPHLC-SCALP\ / /' / /, -O5g o%,�(Q , Y ��'Qg / / - - 119 3d'(tie line) 1\
- _ //
- / 30 0 15 / / 30 69 / 120 i g 1
t
_ 1I
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- -t inch = 30 ft.
/ / 30.` +
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IDRAINAGE EASEMENT 6I I I Q
624
/ G / - -:
PROPOSED WALL (MAX. HEIGHT=6')' 622e I z
2C 4TW
6���� YD8A - �� _ ° - YD8C i86w / I - z
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TMR 90� / / / / / .�/o � �_ ----Ir FFE= FFE= .� / / 1 I I >
PROPOSED YARD DRAIN SYSTEM i I \ FFE= FFE= b22.84 1� 1 \` I I Lu > >
JEANNETTE D. S ITH / / // _ - / : , \ rll 621.51 622.17 I e 6z6Tw \ - _ - - - -
/
/ / / / / i - Av 621.51 r�SMT= ISMT-' 1I v ° b �Bw V I I I Q
- - - - - - - - - - D.B. 4254-P�.118 / / / - 620.84 BSMT= , I I
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- - / -- / �\ BSMT= BSMT= - 613.0o I / / � y9' / i1 611.6 ' 612.33 _ 111 ve .� \ I I A 1 Ye z
I - 6 / 7 1 I I I
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611.67 II
1 612.00 612.6
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620 i - 7 _621. O 6zz.33 / - \
PROPOSED 10' PRIVATE YD B = a i FE= \ SMT- 6 _ b��.33 --1 _
L
- - , _ / / S DRAINAGE EASEMENT
r - _ 7
- � 6ti 620 84 611 1 \V A II
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w N -m o FE=
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I
BSMT= - S - A \ ANd HOLDINGS, LL I I
= 11 FFE= 'I FFE= � 610. -0�- 09• / \ \ \ \ \ \D.6. 1026 P. 715 I I
PROPOSED 20 PUBLIC 1 FFE= FFE= � 33 � �•° / _ - -\ \ 1 I \
v / / DRAINAGE EASEMENT633.84i11 631.17 �625.84 6io.00 s_ / M/� - p \ \ \ \ \CD
628. o o ° \ V 657 P. 234 PLAT \ 1 I V A \
_, _ 1 5 . ! ✓ / �, t A \ \ \\ \\
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624.0o I� 3 II 618.67 ; I - � , _ �` t� r ° _ II \ \ \ \ \ \\ \
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4PROPOSED 20 PRIVATE i E7- PDRAINAGE EASEMENT 6o5=•33 1 I \ \ \ \ \ \\\
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SEWER SYS
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r i` NOTE: CONTRACTOR TO INSTALL PRIVATE 8-1
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- _ � b18.43 1 . \� �
/ FFE- r --- -- 57 -
t 9 / _ � � DRAIN. LINE FOR ROOF &FOUNDATION DRAINS-
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- � i N - FFE- � -
i i S . / 601:00 8 \ \ \ \ \
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r � l a - - \. � _ �� ., ., . ° ° 6 I 599 -
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601.33 / \ \ \ \\ \ 1 II - - -
/ 515° ILu
592.007W\ \ \ \ -
- 21. r w z ,`e L I /o o.00BW ( N
6 5o FFE= - 1 � _. .`/` � \ 5
f - e >r 6i5.59 \ oB h \ - ale`. `i
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/ 6 0.6 r i 61 y _ ° / i 600.00Tw
i 3 7 ✓r / bzo.z 7.59 / �; / -
- - g = 3 /. PROPOSED io PRIVATE \ - - FFE= .00 \ \\\
UG9 \� i SMT -c �� % ` \ / 599 597.47 I O
i ` DRAINAGE EASEMENT \ i°`/ r % I{ \ \ \\ \\\ \ \ \\ / 1 /i� / / - - - - - %
° , e e 620.83 it FFE= \ I �� 599.33 \\\ \ \\\\ \ = _ / - -
_ - - - - O`� / it _ - 624 FFE= / --- --- ` i --- - -- \ \ \ \\ \ \� \�� _ - - / i - - - w
NOTE. CONTRACTOR TO INSTALL PRIVATE 8 -. \ fr / BSMT- / 62 2 / FFE= _ FFE= \ \ - - -/ \ \ \ \\\ \ \\ \�� /
/ / 1 \ \ \ \ \ \ ---- \/ rn / // -_- --- J w Q
59 FFE- / \ �v ---
DRAIN LINE FOR ROOF &IFOUNDATION DRAINS \ 619•50 i w i BSMT= 623.25 617.gz ° °-------- _ J
_ BSMT= 620.58 1 60� \ e % ' r` ;/ -, \ \ \ \\ \ \� � \ _ - _ � / - -
SV1/M FACILITY & i i = l BSMT= .S` 6 1 \ \ \ \ I /
✓ PROPOSED 10' PRIVATE - -- - . e k\� BSMT �. / / \ \ \ \ \ \
ACCESS EASEMENT - I�° , - 613.41 ,I 608.08 Y. / FFE= 594.00 593.64 \ _ - - - - - ' - _
DRAINAGE EASEMENT 6Z PROPOSED 16' PRIVATE 61o. PROPOSED 10' PRIVATE ` > ii 1 \ 3 \ \ \ \ \ \� � -
- - - - -
- - - 8 \ DRAINAGE EASEMENT i1 1 boo 594 33 I \:� \ \ \ �\ �� \\ / / ' - `J
I. I .�I i I 74 1
PROPOSED DRY SWALE 1 = v I / PROPOSED WALLH - - DRAINAGE EASEMENT /� /" \ v / / _
i (MAX.( _ �� / \ \ _ - L - �\
( EIGHT 6') ° e /
0 _ og YD14 N �` '� I -; L
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02 °` _ i 59 9o.00TW
r: 6p2�PROPOSED zo PRIVATE \ - YD13F YD13G a DRAINAGE EASEMENT %o �° 58 .00Bw
590•33
- DRAINAGE EASEMENT- - p - - YD1 D - YD13E ---- 59 =-- 1g /I 5 4 \ \ \ \ 1� i
--- - e e - 598 k ° ° 3 596 - ---- -590 20 /FFE= \ 586:gz I \ \ \ \ \ \ \
606;� - - YD13J � a oo v v
- _ _ , ., _ I , � I I W O
PROPOSED YARD DRAIN SYSTEM - +� - I - 18 \� / 588.33 5 : I� I \ \ \ \ \ I J
YD13P 6o6 --- _
_ /11 3 - 578.o6TW \ \ \ \ \
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/ � 6
MATH"L'1 14 � _ \I 11 - 5 I° , �574.00BW \ \ \ \ � � -
-�. YD130 - � -- - - FIFE \
592 - - C / 586. 586.00TW \ \
� -- � \ oo 584.7 I I w
YD13B - - - // i ,,i a I 586. / j o ° j 580.00Bw\ \ \ \
-
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50 - 3 \
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FFE= / \ \ \ \ \ 1 -
5 8 -PROPOSED 16' PRIVATE- 59a1 - / �'I FFE- FFE= JI O
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/ - 1� _ � -ul
I 59 33 0.6 59 • � �
8 -1 / 592.00� 1. 59 7 o.00 I /_
DRAINAGE EASEMENT FEE- _ I 'BSMT- i I / 584.00 5 o V A \
PROPOSED 20- PRIVATE- = - _ YD1 C i 59z.67 �v BSMT= - FFE- a�.
_ BSMT= I , /` p l v \ W
/ -- DRAINAGE EASEMENT \ S8� 5 3 / FEE- BSMT-_il BSMT- III I - so.16 / /584.33 8% : A \ \
86 �� FFE--593.50 S ti BSMT-�� 5 81.49 580.83 5 , �� I �"� �7 �' / v V A
82.16 5
- -% I 582.83 81. II 81.16 t LLJ \
5 2.s 5 3 5 80. 0 79.83 I ° � W
82 i - S8 59 3 /BSMT= 8 0 5 5 15 / /
W 58z FFE= BSMT- /vvII i4 5 -3 5 58z.5o 11 X I -I y
v �y583.67 5 s 1 I � I--- � -1 _ I � - 8_��/ �,I °" FFE= 581. 3 L 590.23 � � v \ v
0 4i�` 591.50 v � vv v it 5 3. 7 II I o -?'( 57 Yp � 4 � � $ � � FR' v � (�
c� , - - vv FFE= �� 583.00 58333 „ ' I / X --- 581.6 57 .00 W �.
- BSMT= -1 5 581.67 boy : o \ 66.00BW v H�
�� /58z.67.A / I --- /I 5 \
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�` I • - FEE= �v Sgo.83 - v 81.6 JI - - - _ -- 16A I 580.00TW
5 r � _v� - 5 7 / ��\ 80. -= - b , =S7 •87 ° 578.45 /o $0 .00BW I A t \ 88.8 BSMT \ 81. i� 5 47 79 5 z -- 574
I • E ° YD13A `� � � 5 3 �\ 5 33- ,° �'- � -= - _5 I �------- O ---- \ �
PROPOSED 10 PRIVATE - - - -
BSMT
° • ° , � i r _- -- - � � � - vA 581.00 �, � � / \ ��-. /I� _ -s 581:z4 � W
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DRAINAGE EASEMENT Tw a - \
✓ 5 4 i - � - " \� \ \ � \\579.00 \\\�6`ti 580.67� � I � � _ 5 s� 173 - -� ° . � I . � \ �� j � �\ 7fi.5oTC N \ � \
% -BW 5 8 F. \ \ 79 57a.67.\ , \ r- �s1. 8' i - ®
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75 .39- PROPOSED WALLS (MAX. HEIGHT-6577.00 17
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PROPOSED 10 PRIVATE / / / / // / - / // / . I ��: �6 II : I.I� 1_I 1 . 0 -• r -°t J` l- �/ , % -5`7\1.6` � `` � _�\-i / js/r \/\ �y
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PROPOSED
ROPO
SE
D WALLS (MAX. HEIGHT=6')069 DRAINAGE EASEMENTROPOSED STORM
FFE= 13 SEWER SYSTEM
Tw51 I \ \ \
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574 33 7 / 64 jN� CL
BW 580
5/ Ilk'/ 6o.00
BW 57812 r
PROPOSED8 YAR_---� -- 574.00TW
DRAIN SYSTE� . 7314 : \ooBW
o 9 573.7
YD12 FFE= � o_ 574•00 /
I 79.7 L
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573.55z- / - - \
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I \ e I / /F 571.67 � 1571001 I \ p w
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68.67- \° ° \ �\ � // e % / � 579.40; \ \ I Ir--- I� \ � � I 6; '€ , I 2.00 I I � I I \ \ oC =
PROPOSED 10 PRIVATE ��,_E \/j / / \ PROPOSED z ' P BLIC 570 /, 57 / �3�0 \ \ a cn
DRAINAGE EASEMENT 6 --�=' \` // • o ° . / \ / 1 I 56z.00TW \
\ 5 9 ° y a/ �a l \ \ DRAINAGE EASEMENT I L 570 S6, \ \ �06 No.
- I FFE- \ _ 557.00BW
-----°✓y - 56g.6 5 9`0 112066
YD12A \ 57oa5 0 / PROPOSED STORM 6 579.67 /' / / 570.0o tz 57o.00TW _ - - - - -
/ : �FFE= 580.00 I 564.00BW \ \
SEWER SYSTEM - - - - - - - - - -
o `/ / /. 1 574.. i � Iii FFE= 581.33 ill BSMT= 570.17 IiI1 FFE= 579.33 II � � - 60 SCALE
574�0 6 / / / FFE- 82.00
/ \;, sn• 7� / 5 BSMT= 1. o I,.. BSMT= 569.5011 FFE= �567.67 1is66:g1 J Il ` A \ \ // /1�� = 30'
FFE= -- �� / / % v BSMT= 2.16 1 57 5 -II I _
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SHEET NO.FFE=580.o0 569
.67 5570.17 PROPOSED YARD DRAINSYSTEM YD1 570.00 5
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