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WPO: ESC/VSMP
ALBEMARLE COUNTY, VIRGINIA
DECEMBER 19, 2022
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STANDARDS AND SPECIFICATIONS
EROSION & SEDIMENT CONTROL NOTES
1.
VIRGINIA DEPARTMENT OF TRANSPORTATION (V.D.O.T.) ROAD AND BRIDGE SPECIFICATIONS, DATED 2020.
1.
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, THIRD EDITION (1992) AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
2.
VIRGINIA DEPARTMENT OF TRANSPORTATION (V.D.O.T.) ROAD AND BRIDGE STANDARDS, DATED 2016.
2.
THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND
3.
VIRGINIA DEPARTMENT OF TRANSPORTATION (V.D.O.T.) WORK AREA PROTECTION MANUAL, DATED 2015.
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
4.
VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION, DIVISION OF SOIL AND WATER CONSERVATION, VIRGINIA
3,
ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. THE CITY OF CHARLOTTESVILLE E&S INSPECTOR MUST BE
EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992.
CALLED (434-970-3182) IMMEDIATELY AFTER INITIAL MEASURES ARE IN PLACE AND BEFORE THE START OF ANY FURTHER CONSTRUCTION.
5.
INSTITUTE OF TRANSPORTATION ENGINEERS (ITE MANUAL), TRIP GENERATION, 11TH EDITION.
4.
A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN AND NARRATIVE SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
6.
VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) STANDARDS, DATED 2009.
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
7.
ALBEMARLE COUNTY SERVICE AUTHORITY CONSTRUCTION SPECIFICATIONS REGULATING THE CONSTRUCTION AND
AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
EXPANSION OF THE WATER AND SEWER SYSTEMS WITHIN THE COUNTY OF ALBEMARLE, VIRGINIA, DATED 2018.
6.
THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS
8.
INTERNATIONAL CODE COUNCIL AMERICAN NATIONAL STANDARD- ACCESSIBLE & USABLE BUILDINGS AND FACILITIES,
DETERMINED BY THE PLAN APPROVING AUTHORITY.
DATED 2021.
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.
SURVEYOR'S
LEGEND UTILITIES LEGEND DEMOLITION LEGEND
8,
DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
BH
BORE HOLE GAS LINE G TBS TO BE SAVED
BM
BENCH MARK PHONE LINE UGT TER TO BE REMOVED
9.
THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR
CO
CLEAN OUT OVERHEAD ELECTRIC OHE EX' EXISTING
CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
DIP
DUCTILE IRON PIPE SANITARY SEWER g
E
SANITARY SEWER MANHOLE UNDERGROUND ELECTRIC- UGE
SITE ELEMENT TO BE REMOVED
10.
ALL FILL MATERIAL SHALL BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
IF
MF
IRON FOUND WATER LINE W
MONUMENT FOUND EX. STORM DRAIN LINE \
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
PF
TREE TO BE REMOVED
PIPE FOUND PROP. STORM DRAIN LINE _�
DEBRIS.
PKNS P-K NAIL SET
S
SIGN
12.
BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS,
WM
- x - UTILITY LINE TO BE REMOVED
WATER METER
PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
WV
WATER VALVE
240AK40 = 24" OAK W/ 40' CANOPY DIA.
13.
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 OF 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 MILLE STRAW MULCH IS TO BE APPLIED AT 80LBS/1 OOOSF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE CITY OF CHARLOTTESVILLE E & S INSPECTOR.
14.
PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF,
INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT I OOOLBS/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 TURF TYPE TALL FESCUE. STRAW MULCH IS TO BE APPLIED
AT 80LBS/1000SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE CITY OF CHARLOTTESVILLE E & S INSPECTOR.
15.
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 DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND
REPAIRED IMMEDIATELY.
16.
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 CITY OF CHARLOTTESVILLE E & S INSPECTOR.
17.
CONTRACTOR SHALL ADD ADDITIONAL MEASURES, NOT SHOWN ON THE PLANS, AS REQUIRED BY THE COUNTY EROSION CONTROL INSPECTOR.
MAINTENANCE NOTES
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL. THE FOLLOWING
ITEMS WILL BE CHECKED IN PARTICULAR.
1. THE INLET PROTECTION WILL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT.
2. THE GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP WHICH WOULD PREVENT DRAINAGE. IF THE GRAVEL IS CLOGGED BY
SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED.
3. THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED
WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF THE BARRIER.
4. THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE FERTILIZED AND
RESEEDED AS DETERMINED NECESSARY BY VIRGINIA TECH SITE DEVELOPMENT DEPARTMENT.
SHEET INDEX
waterstreetstudio
SHEET# SHEET TITLE
landscape architecture I civil engineering
EC100 COVER SHEET 418 E Main Street 434.295.8177 Charlottesville, VA 22902
EC101 EROSION & SEDIMENT CONTROL NARRATIVE
EC102 EXISTING CONDITIONS
EC103 EROSION & SEDIMENT CONTROL PLAN -STAGE A
EC104 EROSION & SEDIMENT CONTROL PLAN -STAGE B
EC105 EROSION & SEDIMENT CONTROL PLAN -STAGE C � �N`TH OF
EC106 EROSION CONTROL DETAILS r
SW 100 PRE -DEVELOPMENT D.A. MAP
Alan G. Franklin
SW101 POST -DEVELOPMENT D.A. MAP Lic.No. 35326 w
0 12-19-2022 W
SW102 POST-DEV. STORMWATER MODEL (1-YR) Ile,
SW 103 POST-DEV. STORMWATER MADEL (10-YR) sst ��ts
SW104 SWM DETAILS ONAL
SW105 SWM DETAILS
SW 106 STORMWATER QUALITY - VRRM MAPS professional seal
SW 107 STORMWATER QUALITY - VRRM SPREADSHEET
SW 108 STORMWATER MANAGEMENT MAINTENANCE ALAN FRANKLIN, PE
project manager
project team
SITE DATA
DEVELOPER:
CENTER CHURCH CHARLOTTESVILLE
CONTACT: JUSTIN LEITCH
PROPERTY OWNER:
CENTER CHURCH CHARLOTTESVILLE
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
TAX MAP / PARCEL #:
61 WO-O I -OA-00200
PROPERTY ADDRESS:
475 WESTFIELD ROAD
PROPERTY SIZE:
1.652 ACRES
ZONING:
Cl COMMERICAL
ZONING OVERLAY DISTRICTS:
ENTRANCE CORRIDOR
AIRPORT IMPACT AREA
STEEP SLOPES - MANAGED
MAGISTERIAL:
RIO
COMPREHENSIVE PLAN:
NEIGHBORHOOD 1 - PLACES 29
SURVEY SOURCES:
COMMONWEALTH LAND SURVEYING, LLC
GREENS IER PLACE
CHARLOTTESVILLE,
CHARLOTTESVILLE, VIRGINIA 22901
CENTER CHURCH
(434) 973-0513
SEPTEMBER 6, 2022
PARKING LOT
DATUM:
HORIZONTAL NAD-83 VIRGINIA SOUTH ZONE, VERTICAL NAVD-88.
ADDITION
BENCHMARK:
CENTER OF WESTFIELD ROAD CURB INLET LID - ELEVATION = 470.15
project name
MISS UTILITY TICKET NUMBER:
NOT PROVIDED
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
APPROVALS:
revisions
COVER SHEET
sheet title
EC100
sheet number
EROSION & SEDIMENT CONTROL NARRATIVE
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PROJECT DESCRIPTION
THIS RE-DEVELOPMONT PROJECT PROPOSES THE CONSTRUCTION OF A 40 SPACE PARKING LOT AND FENCED, CHILD PLAY AREA IN THE VACANT
LOT BEHIND THE EXISTING BUILDING AND SOME MINOR MODIFICATIONS TO THE EXISTING PARKING LOT IN THE FRONT OF THE BUILDING TO ADD A
FEW MORE PARKING SPACES AND AN ADA RAMP INTO THE SECONDARY ENTRANCE TO THE BUILDING.
THE PROJECT SITE IS 475 WESTFIELD ROAD IN CHARLOTTESVILLE, VIRGINIA JUST WEST OF ROUTE 29 NORTH IN ALBEMARLE COUNTY,
VIRGINIA. THE SITE WAS FORMERLY FREESTYLE SPORTS. IT IS TAX MAP PARCEL NUMBER 61 WO-01-OA-00200. IT IS ZONED C1 COMMERCIAL.
THE PROPERTY ACREAGE IS 1.65 ACRES.
THERE WILL BE SLIGHTLY LESS THAN 1.0 ACRE OF DISTURBANCE ASSOCIATED WITH THIS PROJECT AND AN AN INCREASE OF IMPERVIOUS AREA FROM
0.68 ACRES TO 1.00 ACRES. INCREASED STORM RUNOFF FROM THE NEWLY DEVELOPED AREAS WILL BE MANAGED THROUGH THE USE OF
PERMEABLE PAVEMENT IN THE REAR PARKING AREAS AND AN UNDERGROUND STORMWATER DETENTION TANK WHICH WILL ALLOW FOR RELEASE
OF STORMWATER BACK INTO THE EXISTING DOWNSTREAM STORM SYSTEM AT ACCEPTABLE RATE.
CONSTRUCTION SCHEDULE
SITE CONSTRUCTION WILL BEGIN JUNE OF 2023 AND CONCLUDE BY DECEMBER OF 2023.
EXISTING CONDITIONS
THE PROJECT SITE WAS FORMERLY FREESTYLE SPORTS, A OUTDOOR SPORTING EQUIPMENT RETAILER. THERE IS AN EXISTING BUILDING WHICH HAS
BEEN CONVERTED TO RELIGIOUS ASSEMBLY WITH A 40±SPACE PARKING LOT IN THE FRONT AND A VACANT YARD BEHIND THE BUILDING. THE
VACANT YARD BEHIND THE BUILDING SLOPES FROM WESTFIELD ROAD TO AN EXISTING, BROAD STORM CHANNEL AT THE SOUTHERN PROPERTY
BOUNDARY. THE FIRST 75% OF THE VACANT YARD IS FLAT AND TURFED BEFORE TURNING TO VOLUNTEER WOODS THAT SLOPE STEEPLY TO THE STORM
CHANNEL.
ADJACENT AREAS
THE ADJACENT LAND IS DEVELOPED COMMERCIAL OFFICE AND RETAIL BUILDINGS.
OFF -SITE AREAS
NO OFF -SITE AREAS ARE PROPOSED TO BE DISTURBED WITH THE EXCEPTION OF A SMALL AREA OF VDOT R.O.W. NEEDED TO INSTALL AN ENTRANCE
FROM THE NEW PARKING LOT TO WESTFIELD ROAD.
SOILS
PER THE USDA WEB SITE, SOILS ON -SITE ARE IDENTIFIED AS GLENELG LOAM, 7 TO 15%SLOPES (SOILS GROUP 34C), UDORTHENTS, 2 TO 25%SLOPES
(SOILS GROUP 88), AND URBAN LAND (SOILS GROUP 91). SOILS GROUP 34C ARE HSG B, WHILE THE OTHER TWO SOILS ARE UN -RATED FOR HSG AND
HAVE BEEN ASSUMED TO BE HSG D.
CRITICAL AREAS
THE PROJECT AREA IS SMALL AND THE DISTURBED AREAS WILL BE QUICKLY STABILIZED WITH GRAVEL BASE. THE REMAINING AREAS ARE SMALL AND
EASILY STABILIZED WITH VEGETATION THAT EROSION PROBLEMS ARE NOT ANTICIPATED AND EROSION PROTECTION SHOULD BE EASILY
ACCOMPLISHED.
EROSION AND SEDIMENT CONTROL MEASURES
UNLESS OTHERWISE INDICATED, ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO
MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION (1992).
1. TEMPORARY CONSTRUCTION ENTRANCE - E&S STD. & SPEC. 3.02
A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE INSTALLED WHERE INDICATED. THE CONSTRUCTION ENTRANCE SHALL BE PAVED WITH A
WASH RACK.
2. SILT FENCE - E&S STD. & SPEC. 3.05
SILT FENCE SHALL BE INSTALLED IN A SEQUENCED MANNER AS SHOWN ON THE PLAN.
3. INLET PROTECTION - E&S STD. & SPEC. 3.07
INLET PROTECTION SHALL BE INSTALLED AROUND STORM DRAIN DROP OR CURB INLETS TO PREVENT SEDIMENT FROM ENTERING STORM
DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA.
4. TEMPORARY DIVERSION DIKE - E&S STD. & SPEC. 3.09
A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA..
3. TEMPORARY SEDIMENT TRAP - E&S STD. & SPEC. 3.13
A TEMPORARY SEDIMENT TRAP SHALL BE INSTALLED WHERE INDICATED ON THE PLANS. SEE ATTACHED CALCULATIONS FOR SIZING AND THE
TABLE ON THE PLANS FOR DIMENSION SPECIFICATIONS.
4. TOPSOILING - E&S STD. & SPEC. 3.30
TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILE LOCATIONS SHALL BE LOCATED ON -SITE
AND ARE TO BE STABILIZED WITH TEMPORARY VEGETATION. SELECTION OF THE SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR IT IS APPLIED.
PRIOR TO LAND -DISTURBING ACTIVITIES, THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY E & S PLAN TO THE OWNER COVERING THE OFF -SITE
STOCKPILE AREA WHICH WOULD HAVE TO BE APPROVED BY THE PLAN APPROVING AUTHORITY BEFORE ANY OFF -SITE ACTIVITY COMMENCES.
5. TEMPORARY SEEDING: E&S STD. & SPEC. 3.31
ALL AREAS DISTURBED BY CONSTRUCTION THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 30 DAYS WILL BE
STABILIZED WITH TEMPORARY SEEDING. UNLESS OTHERWISE SPECIFIED, TEMPORARY SEEDING WILL BE DONE WITH A SEED MIX APPROVED BY THE
OWNER PRIOR TO APPLICATION IN ACCORDANCE TO E&S STD. AND SPEC. 3.31 OF THE 1992 VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK, THIRD EDITION (1992).
6. PERMANENT SEEDING: E&S STD. & SPEC. 3.32
ALL AREAS DISTURBED BY CONSTRUCTION WILL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING THE CONCLUSION OF
CLEARING OPERATIONS. UNLESS OTHERWISE SPECIFIED, PERMANENT SEEDING WILL BE DONE WITH A SEED MIX APPROVED BY THE OWNER PRIOR
TO APPLICATION IN ACCORDANCE TO E&S STD. AND SPEC. 3.32 OF THE 1992 VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD
EDITION (1992).
7. MULCHING: E&S STD. & SPEC. 3.35
AREAS WHICH HAVE BEEN PERMANENTLY SEEDED SHOULD BE MULCHED IMMEDIATELY FOLLOWING SEEDING
8. .SOIL STABILIZATION BLANKETS AND MATTING: E&S STD. & SPEC. 3.36
THE INSTALLATION OF A PROTECTIVE COVERING (BLANKET) OR A SOIL STABILIZATION MAT ON A PREPAREDPLANTING AREA OF A STEEP SLOPE,
CHANNEL OR SHORELINE.
9. TREE PROTECTION: E&S STD. & SPEC. 3.38
PROTECTION OF DESIRABLE TREES FROM MECHANICAL AND OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY.
10. DUST CONTROL - E&S STD. & SPEC. 3.39
DUST CONTROL PRACTICES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND
REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY BE HARMFUL OR INJURIOUS TO HUMAN HEALTH, WELFARE, OR SAFETY, OR TO
ANIMAL OR PLANT LIFE.
MANAGEMENT STRATEGIES
1. CONSTRUCTION SHOULD BE SEQUENCED SO THAT GRADING OPERATIONS CAN BEGIN AND END AS QUICKLY AS POSSIBLE.
2. THE SITE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL
PRACTICES.
3. SEDIMENT TRAPPING MEASURES SHALL BE INSTALLED AS A FIRST STEP IN GRADING AND SHALL BE SEEDED AND MULCHED IMMEDIATELY
FOLLOWING INSTALLATION.
4. AREAS WHICH ARE NOT TO BE DISTURBED SHALL BE CLEARLY MARKED BY FLAGS, SIGNS, ETC.
5. TEMPORARY SEEDING OR OTHER STABILIZATION WILL FOLLOW IMMEDIATELY AFTER GRADING.
6. AFTER ACHIEVING ADEQUATE STABILIZATION, THE TEMPORARY E&S CONTROLS WILL BE CLEANED UP AND REMOVED, AND THE SEDIMENT BASINS
WILL BE CLEANED OUT AND CONVERTED TO PERMANENT STORMWATER MANAGEMENT BASINS IF APPLICABLE.
SOIL STOCKPILES AND BORROW AREAS
TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILE LOCATIONS SHALL BE LOCATED ON -SITE AND
ARE TO BE STABILIZED WITH TEMPORARY VEGETATION. SELECTION OF THE SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR IT IS APPLIED. NO
OFF -SITE AREAS WILL BE DISTURBED AS PART OF THIS PROJECT.
1. CLEARLY MARK LIMITS OF WORK.
2. ESTABLISH CONSTRUCTION ENTRANCE AND INSTALL INLET PROTECTION ON EXISTING CURB INLET ADJACENT TO CONSTRUCTION
ENTRANCE AS SHOWN ON THE PLAN. UTILIZE NEARBY FIRE HYDRANT FOR TIRE WASHING.
3. INSTALL PERIMETER SILT FENCING, INLET PROTECTION, TREE PROTECTION, AND ALL OTHER PERIMETER MEASURES AS SHOWN ON THE
STAGE W PLAN.
4. INSTALL TEMPORARY SEDIMENT TRAP.
5. ESTABLISH STAGING AREA AND STOCKPILE AREA AS SHOWN ON PLAN.
6. ESTABLISH ROUGH GRADES SHOWN ON STAGE A PLAN AND INSTALL TEMPORARY SEEDING ON ALL DISTURBED AREAS THAT ARE TO
REMAIN TURF.
7. MOVE TO STAGE B ESC PLAN PLAN.
8. WHILE CONTINUING TO MAINTAIN SEDIMENT TRAP, ESTABLISH ROUGH GRADES SHOWN ON STAGE B PLAN.
9. ONCE THE REAR PARKING LOT GRADES ARE ESTABLISHED, BEGIN INSTALLATION OF PARKING LOT SUB -BASE, CURBING, AND RETAINING
WALLS.
10. MAINTAIN SEDIMENT TRAP AS LONG AS POSSIBLE DURING THE REAR PARKING LOT CONSTRUCTION.
11. AS THE TIME NEARS TO REMOVE THE SEDIMENT TRAP, STABILIZE ALL UPSTREAM DISTURBED AREAS WITH TURF OR GRAVEL, AND
CONTACT THE COUNTY EROSION CONTROL OFFICER FOR APPROVAL.
12. MOVE TO STAGE C ESC PLAN.
13. IDENTIFY A LIKELY PERIOD OF DRY WEATHER AND DECOMMISSION THE SEDIMENT TRAP ACCORDINGLY IN ORDER TO COMPLETE THE
CONSTRUCTION OF THE REAR PARKING LOT.
14. INSTALL THE UNDERGROUND DETENTION SYSTEM AND INCOMING/OUTGOING STORM STRUCTURES WITH INLET AND OUTLET
PROTECTION.
15. INSTALL ALL OTHER SITE PLAN UTILITIES, SIDEWALKS, PARKING LOTS, AND DRIVES WHILE MAINTAINING ADEQUATE DOWNSTREAM
SEDIMENT TRAPPING MEASURES.
16. ONCE ALL FINAL GRADES ARE REACHED ON NON -PAVED AREAS BEGIN ESTABLISHMENT OF VEGETATION ON WITH PERMANENT
SEEDING OR SODDING, MULCHING, FERTILIZATION, AND LIMING. AMEND SOILS WHERE NEEDED. CONSULT WITH LANDSCAPE ARCHITECT
BEFORE ESTABLISHING VEGETATION.
17. ONCE REMAINDER OF SITE HAS BEEN DEEMED STABILIZED BY THE COUNTY INSPECTOR AND ALL CONSTRUCTION ACTIVITIES ARE
COMPLETED, RESTORE STAGING AND ACCESS AREAS TO ACCEPTABLE (PRE -CONSTRUCTION) CONDITIONS, INSTALL LANDSCAPE PLAN
PLANTINGS, AND REMOVE ALL OTHER EROSION CONTROL MEASURES.
MAINTENANCE
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH RUNOFF PRODUCING RAINFALL EVENT.
THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR:
1. THE GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED
AND CLEANED OR REPLACED.
2. THE INLET PROTECTION WILL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT.
3. THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED
WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF THE BARRIER.
4. THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE FERTILIZED AND RE -SEEDED
AS DETERMINED NECESSARY BY THE COUNTY INSPECTOR IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK,
THIRD EDITION (1992).
5. ADDITIONAL MEASURES MAY BE REQUIRED AT THE REQUEST OF THE COUNTY INSPECTOR.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION, MAINTENANCE, AND REMOVAL OF ALL EROSION AND SEDIMENT CONTROL
PRACTICES AND RESTORATION OF ANY DAMAGED AREAS DURING CONSTRUCTION AND FOR ANY WARRANTY PERIOD.
VEGETATIVE PRACTICES
AFTER THE MAJORITY OF THE GRADING PROGRAM HAS BEEN EXECUTED THEY SHOULD BE REDRESSED WITH AN AMPLE DEPTH OF TOPSOIL FROM THE
STOCKPILE AND SURFACE ROUGHENED. THEREAFTER, PERMANENT SEEDING AND MULCH SHOULD BE APPLIED. IF FOR SOME REASON,
CONSTRUCTION IS HALTED OR DELAYED, EXPOSED AREAS ARE TO BE TREATED WITH TEMPORARY SEEDING AND MULCH UNTIL SUCH TIME AS
CONSTRUCTION BEGINS.
AS MENTIONED ABOVE, PERMANENT SEEDING, LIME, FERTILIZATION, AND MULCHING IS TO BE APPLIED TO ALL AREAS NOT PROPOSED FOR
HARDSCAPE OR BUILDING IMPROVEMENTS AS SOON AS POSSIBLE UNLESS OTHERWISE SPECIFIED ON THE LANDSCAPE PLAN. SEEDING SHALL BE
DONE WITH KENTUCKY 31 TALL FESCUE ACCORDING TO STD. & SPEC. 3.32, PERMANENT SEEDING OF THE HANDBOOK. EROSION CONTROL
BLANKETS WILL BE INSTALLED OVER FILL SLOPES WHICH HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THE SLOPES
FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPERLY. MULCH (STRAW OR FIBER) WILL BE USED ON RELATIVELY FLAT
AREAS. IN ALL SEEDING OPERATIONS, SEED FERTILIZER AND LIME WILL BE APPLIED PRIOR TO MULCHING.
STORMWATER RUNOFF CONSIDERATIONS
THIS RE -DEVELOPMENT PROJECT CONTRIBUTES STORMWATER TO THREE EXISTING OUTFALLS (A, B, & C) FROM ITS WORK LIMITS. OUTFALL A IS THE
PROJECT SIDE CURB OF WESTFIELD ROAD BEHIND THE EXISTING BUILDING. IN THE PRE -DEVELOPMENT CONDITIONS, THERE IS ONLY A SMALL
WATERSHED DRAINING TO OUTFALL A VIA SHEET FLOW. OUTFALL B IS AN EXISTING SHALLOW CHANNEL AT THE SOUTHERN BOUNDARY OF THE
PARCEL, BEHIND THE EXISTING BUILDING. OUTFALL C IS THE SOUTHERN EDGE OF THE EXISTING PARKING LOT IN THE FRONT OF THE EXISTING BUILDING.
IN THE PRE -DEVELOPMENT CONDITIONS, THERE IS ONLY A SMALL WATERSHED DRAINING TO OUTFALL C VIA SHEET FLOW.
AT OUTFALLS A AND C THERE IS NO RUNOFF/VOLUME INCREASE IN THE POST -DEVELOPMENT CONDITION AND THE RUNOFF CONTINUES TO BE IN THE
FORM OF SHEET FLOW THAT IN OPINION OF THE ENGINEER OF RECORD WILL NOT CAUSE OR CONTRIBUTE TO EROSION, SEDIMENTATION, OR
FLOODING OF DOWN GRADIENT PROPERTIES OR RESOURCES AND THAT NO FURTHER WATER QUANTITY CONTROLS ARE REQUIRED PER
9VAC25-870-66(D).
THE MAJORITY OF PROPOSED DEVELOPMENT, A PARKING LOT, WILL OCCUR WITHIN THE WATERSHED TO OUTFALL B SO STORMWATER
MANAGEMENT INTERVENTION IS REQUIRED AND PROPOSED TO ADDRESS THE INCREASED RUNOFF VOLUME AND PEAK FLOW AT OUTFALL B. A
COMBINATION OF PERMEABLE PAVER AND AN UNDERGROUND STORMWATER DETENTION SYSTEM ARE PROPOSED AS PART OF THE PROPOSED
PARKING LOT TO STORE AND RELEASE STORMWATER TO THE EXISTING CHANNEL AT PRE -DEVELOPMENT RATES AS REQUIRED BY 9VAC25-870-66(B) &
(C).
IN ORDER TO SATISFY THE TP LOAD REDUCTION REQUIREMENTS FOR THIS RE -DEVELOPMENT ACTIVITY, A PORTION OF THE PROPOSED PARKING LOT
WILL BE CONSTRUCTED OF PERMEABLE CONCRETE INTERLOCKING PAVEMENT (PERMEABLE PAVEMENT - LEVEL 1). ADDITIONALLY, NUTRIENT CREDITS
PURCHASED FROM AN APPROVED NUTRIENT BANK WILL ALSO BE REQUIRED BECAUSE THE PROPOSED WQ BMPS DO NOT REMOVE THE ENTIRE
REQUIRED TP LOAD REDUCTION.
MINIMUM STANDARDS
INSTALLATION OF ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL CONFORM TO THE 1992 VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK, THIRD EDITION (1992). CRITICAL MEASURES REQUIRED ON THIS PROJECT ARE SUMMARIZED BELOW:
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.
2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES 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.
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.
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.
5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER
INSTALLATION.
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.
a. 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.
b. 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.
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.
9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED.
10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT
ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION
AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING
CHANNEL.
12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT
TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE
USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY
NONERODIBLE COVER MATERIALS.
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 NONERODIBLE MATERIAL SHALL BE PROVIDED.
14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET.
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:
a. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
b. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
c. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR
BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY.
d. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE
STABILIZATION.
e. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THIS CHAPTER.
f. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH.
17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE
TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC
ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE
ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED
ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER
LAND -DISTURBING ACTIVITIES.
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.
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:
a. 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.
b. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER:
(1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS 100
TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR
(2) (a) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT
OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS;
(b) ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY THAT
STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO-YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL
NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND
(c) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY THAT STORMWATER WILL BE
CONTAINED WITHIN THE PIPE OR SYSTEM.
c. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE
APPLICANT SHALL:
(1) IMPROVE THE CHANNELS TO A CONDITION WHERE A 10-YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO-YEAR STORM
WILL NOT CAUSE EROSION TO THE CHANNEL, THE BED, OR THE BANKS;
(2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE 10-YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES;
(3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TWO-YEAR STORM TO
INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE
FROM A 10-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN-MADE CHANNEL; OR
(4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS
SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION.
d. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS.
e. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT
CONDITION OF THE SUBJECT PROJECT.
f. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A
PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY
AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE.
g. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED
AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE
RECEIVING CHANNEL.
h. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE.
i. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO
A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY.
j. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR
INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A
WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE
DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS.
k. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE
PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE.
I. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE
CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND
VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO (1) DETAIN THE WATER QUALITY
VOLUME AND TO RELEASE IT OVER 48 HOURS; (11) DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED RAINFALL RESULTING
FROM THE ONE YEAR, 24-HOUR STORM; AND (111) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10-YEAR,
24-HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD
FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS
EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM
THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR
NATURAL OR MAN-MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO
§ 62.1-44.15:54 OR 62.1-44.15:65 OF THE ACT.
m. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF
THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER
MANAGEMENT ACT (§ 62.1-44.15:24 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH
LAND -DISTURBING ACTIVITIES (1) ARE IN ACCORDANCE WITH PROVISIONS FOR TIME LIMITS ON APPLICABILITY OF APPROVED DESIGN
CRITERIA IN 9VAC25-870-47 OR GRANDFATHERING IN 9VAC25-870-48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP)
REGULATION, IN WHICH CASE THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF THE ACT SHALL APPLY,
OR (11) ARE EXEMPT PURSUANT TO § 62.1-44.15:34 C 7 OF THE ACT.
n. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25-870-66 OF THE VIRGINIA STORMWATER
MANAGEMENT PROGRAM (VSMP) REGULATION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS OF THIS SUBDIVISION 19.
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
�NLTH OF
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Alan G. Franklin
Lic. No. 35326
0 12-19-2022 Fv.
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professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
EROSION &
SEDIMENT CONTROL
NARRATIVE
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STEEP SLOPES
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waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
�PLTH OF
� v
Alan G. Franklin
Lic. No. 35326
0 12-19-2022 .
SstDNAL
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
<7/ EXISTING
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44 / sheet title
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E&SC MEASURES
CE CONSTRUCTION ENTRANCE E&SC STD.3.02 T$ TEMPORARY SEEDING E&SC STD. 3.31
$F SILT FENCE E&SC STD. 3.06 SF P$ PERMANENT SEEDING E&SC STD. 3.32
IP INLET PROTECTION E&SC STD. 3.07 ® �4 MULCHING E&SC STD. 3.35
$T TEMP. SEDIMENT TRAP E&SC STD. 3.13
g/M STABILIZATION MATTING ES&C STD. 3.36
RR RIP RAP E&SC STD. 3.19
TP TREE PROTECTION E&SC STD. 338 TP
T� TOPSOILING E&SC STD. 3.30
DC DUST CONTROL E&SC STD. 3.39
SOILS INFO:
SOILS GROUP 34C - GLENELG LOAM, 7 TO 15%SLOPES
SOILS GROUP 88 - UDORTHENTS, 2 TO 25%SLOPES
SOILS GROUP 91 - URBAN LAND
CONSTRUCTION SEQUENCE
1. CLEARLY MARK LIMITS OF WORK.
2. ESTABLISH CONSTRUCTION ENTRANCE AND INSTALL INLET PROTECTION ON EXISTING CURB INLET ADJACENT TO
CONSTRUCTION ENTRANCE AS SHOWN ON THE PLAN. UTILIZE NEARBY FIRE HYDRANT FOR TIRE WASHING.
3. INSTALL PERIMETER SILT FENCING, INLET PROTECTION, TREE PROTECTION, AND ALL OTHER PERIMETER MEASURES AS
SHOWN ON THE STAGE W PLAN.
4. INSTALL TEMPORARY SEDIMENT TRAP.
5. ESTABLISH STAGING AREA AND STOCKPILE AREA AS SHOWN ON PLAN.
6. ESTABLISH ROUGH GRADES SHOWN ON STAGE A PLAN AND INSTALL TEMPORARY SEEDING ON ALL DISTURBED AREAS THAT
ARE TO REMAIN TURF.
7. MOVE TO STAGE B ESC PLAN PLAN.
MAINTENANCE NOTES
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT
RAINFALL. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR.
1. THE INLET PROTECTION WILL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT.
2. THE GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP WHICH WOULD PREVENT DRAINAGE.
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\1 DB 721 PG 617
/ / / / / / ♦ DB 679 PG 639
kb ,b, �b/�� / /// // / /// ♦♦ 1 /mow
40'UTILITY (NATURAL GAS EASEMENT / / / / �bp�/0 / b (/ / 1 1 ♦♦� ` _ SOIPLS DIVIDE,
/ 472.T
DB417PG347 / ///�q'b�b �b� by/11/// / ♦ ♦ \ 472.0' IL34COUP S�ROUP
DB 290 PG 441 ✓ // / / /�5// i� /pbb �bq/ �\ ♦ ♦ Z76- _ 471.9' 1_ 88 472.5'
3q4/ / / ,// /p1 DI V ♦♦ 472.
@? IS,RC6 RIM: 469.87 \ \ ♦ SSMH
S6 10: 465.17 LIMITS OF \ ♦ _ I LL1 - - 1
♦ 472. ` RIM: 471.5-
DISTURBANCE,P. .90 ♦ \ 10:467.39
4g.
/ '//// // 42,000SF) !\ 1S,4,0♦♦ 4�7.7 477.9' TP A\ 11:467.19
/l TP \ \ @I TREE O /
4b07' TREE 820 ♦♦ PROTECTION
PRO ECTIO , ♦♦ /
4 3.2' I♦I// ♦♦ \ � TV
/ \ \ \ \ \ E OF PA V�MENT NEA ♦ WM
\ O \ 35 2' TH PROP ER INE ® IF (POB HELOJ 47'
1 1.62' - 15" RCP @ / / / // ♦ TP - TP - TP - - - - -
3.01% NEGATIVE / / / // n S / / �{ p \ -
FLOW / / / // s / / \ 1/I //// / _ - y - I / WV
PID 061 WO-01-OA-005AO /
CVILLE HOSPITALITY LLC / / / % /// \ / / d� baba /// 1 / P ♦ / BENCHMARK
PARCEL B-1 61.6' / / // /! a / / b - 4/ / $T 36 OAF 36 O 2 // I 470.15 y
INST202200003515 / / / //' / / b TEMP. SEDIMENT TRAP OCKPILE /
/ D.A. = 0.60 AC. / W/ SILT FENCE g �JS / 32 OAK/ Q / SDMH Blv� ♦ CURB INLET IP
( ) J /PROTECTION /
BENCHMARK / / i // / / 5' WIDE EMBANK. TOiP,�L 463.00 / O --- �� / I R 1 : 470.15
PS / BOTTOM OF TRAP ELf�V. 9.00 F
!O 454.64 / / \ t�, 10: 46 .
460.54 �// 4.0' STONE WEIR @ L . 460.50 � \ / /y �`( / II: 463.7 SILT FENCE $F/
SDMH BM / / / / \ cj /I
L _ 6 TO / / / / / / / / / 1 WET VOLUME �4�C � _,r I
RIM: 460.54 / // ` _ / / / / / / DRY VOLUN�E/-- 66 Y \ y S F� J / / / AF
ONSTRUCTION /
10: 454.29 / (� / MU / / / / / / / �.. A10 NTRANCSF460. / / / // / 1 / / CE/
OSILT FENCE c / .r ,
IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED. � / // °` / / / / / / / / I \ C, ,
3. THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. TREE / // / // / / / ,/� / / / / / \\ E - - - - - - -7
PROTECTION / /� / i 7 `
SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF / q / r -/ / / / // /0j / / / / \ I / I I/
THE BARRIER. TP /j �/ �5/ /S /// / / / / / DC T$ \ I i STAGING AREA I/q / % /S /
4. THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE //yb/ //// /
/'� /
FERTILIZED AND RE SEEDED AS DETERMINED NECESSARY BY THE COUNTY INSPECTOR IN ACCORDANCE WITH THE VIRGINIA 460.1 /� FdP%b / / /d / / / L_J /
EROSION & SEDIMENT CONTROL HANDBOOK, THIRD EDITION (1992). / / / / C
460.2' / �/ / 51 I / / / �p // SILT FENCE /
5. ADDITIONAL MEASURES MAY BE REQUIRED AT THE REQUEST OF THE COUNTY INSPECTOR. / `/ / / b5 , / / J I / // / / / > �Q /
ry' 4712
PROPERTY CORNER
IN THE GAS
REGULATOR /
BUILDING
/
/
/
/
/ / I` �N
b19tl`� / // a � / D.AbfO
Ab/3/Abby / TCjAP SOILS GROUP ��
b/y f �� / 88 / \ OP
Nb/ w \ FOP -
/1 S35032S7'W264.00' \ / OP TVq
STEEP SLOPESBA
(>25%) / / // // LOCATION 10"PVC Y/
SOILS GROUP / \ TRAV610
P / 91 _ /_ _ P.L
1011
/ 0
LSUMPST,RPAD LIMITS OF
PID 061WO-01-OA-00400 / bOP - - DISTURBANCE, TYP. 1 75„T
SHEOU-JONG AND LI YUN CHIANG / y�/ / / 7 (� (42,000 SF) \ /p7 /
C/O DANIELLE STARK / 4- BOL I / yo'
5 1 STORY STUCCO / ��y 471.7�h /
PARCEL B-2 / ° .�GNI NP \ \ o 0O o FFE472.56 #475
DB 1548 PG 37 1 o 472.2Al
DPI
OILS GROUP/ / RAMP 466.9' \
/ 34C / 4 9.5 I 10" // p O
�\ v v I 0001 /
12" LP I / /0J4 ��
� �z Q
N TREE /
GMP // / SOILS GROUP \ l 467. Lp l i / /l PROTECTIO Q �h V eQ ee0
91 \\ 2"TRE / 18\T
� 0J
/ h
\ SOILS DIVIDE, I
/ } 1"i / �S TYP. i \K/ // P 9G1�1H 3_ S NIHC
W Vbi \ l
J8"OAK
467.2'
SILT FENCE
-
I 467.9' \
I I \ \
l I \ \
PID 061 WO-01-OA-00300
AUTOZONE DEVELOPMENT LLC
LOT
(INST 202000006187)
470.7' 470.8' 4.70.7' 4'
SGW
471.3 SSMH
SPA S / RIM:471.17
10.
465
II: 465.82
\ / 470.5' 11:465.81
o�
/
I /S
GPS PT l
470.20 TBX 469.6' /
PTRA
T
Pr
4693'
469.6x l
/ o
lbti 20 / 0 10' 20' 40'
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
TH OF'
CO ff7
Alan G. Franklin
Lic. No. 35326
0 12-19-2022 .
SSIONAL �,���
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
EROSION &
SEDIMENT CONTROL
PLAN -STAGE A
sheet title
EC103
sheet number
E&SC MEASURES
CE CONSTRUCTION ENTRANCE E&SC STD.3.02 T$ TEMPORARY SEEDING E&SC STD. 3.31
$F SILT FENCE E&SC STD. 3.06 SF P$ PERMANENT SEEDING E&SC STD. 3.32
IP INLET PROTECTION E&SC STD. 3.07 ® MULCHING E&SC STD. 3.35 4 .6 /// IF(POC)
$T TEMP. SEDIMENT TRAP E&SC STD. 3.13 g/M STABILIZATION MATTING ES&C STD. 3.36
RR RIP RAP E&SC STD. 3.19 Tp TREE PROTECTION E&SC STD. 338 TP 1
- 471.
T� TOPSOILING E&SC STD.3.30 DC DUST CONTROL E&SC STD. 3.39 / II l PID 061 WO-01-OA-OOICObbFREEDMAN PROPERTIES LLC Rb10'
/
LOT 15A-6 /
DB 1742PG200
15'DRAINAGEEASEMENT
SOILS INFO:
>25%j LOPES / / / /�E AS -BUILT
�// / /_// /// \ 71.6 LOCATION OF THE CENTERED ON HS STRUCTURES
SOILS GROUP 88SOILS GROUP C UDORTHENT0SA2 TO 25%S SLOPES
/ ////TL V 1D6 721 PG 617
b,R, b� i/ /// // / ♦♦ DB679PG639
SOILS GROUP 91 URBAN LAND 40' UTILITY EASEMENT / //b�bbb� Db / 1/ (1�(1//(/ ♦♦♦� \ COILS
SOILS DIVIDE, 4727 �Wo
(NATURAL GAS) // //,. �b�j �/�b/bn�/y 1) 1 1 ♦ \ SOILS GROUPTYP. /ter
DB 417 PG 347 \ ROUP
CONSTRUCTION SEQUENCE DB290PG441 / // j%p5q /Db1/b� b pb�/q / �\ ♦♦ 472.0' 34C
/ / / / / p b pb/ ♦ ZL6- - 471.9' _ 88 472.5 ��
1. WHILE CONTINUING TO MAINTAIN SEDIMENT TRAP, ESTABLISH ROUGH GRADES SHOWN ON STAGE B PLAN. / 65./71111 / / / / /�� /tby 1� \ ♦ � 472. k /�1
DI \ ♦ ' / 1
2. ONCE THE REAR PARKING LOT GRADES ARE ESTABLISHED, BEGIN INSTALLATION OF PARKING LOT SUB -BASE, CURBING, / /// // / l @ IS'RCb RIM: 469.87 \ \ ♦ SSMH
AND RETAINING WALLS. / /lCn' S 1 ,6 _
/ / / / ?I•S 10: 465.17 LIMITS OF \ ♦♦ 472. - -LL1'- - 1 RIM: 471.5-
/ 4 DISTURBANCE,\TYP. .40 ♦ \ / 10: 467.39
3. MAINTAIN SEDIMENT TRAP AS LONG AS POSSIBLE DURING THE REAR PARKING LOT CONSTRUCTION. 42,000 SF) i 461 / , ♦
\ II: 467.19
A// SROp ♦ 4�7.T 477.9' \
4. AS THE TIME NEARS TO REMOVE THE SEDIMENT TRAP, STABILIZE ALL UPSTREAM DISTURBED AREAS WITH TURF OR / -A65 / / TP \ \ @ 4g? o ♦, ♦ /
GRAVEL, AND CONTACT THE COUNTY EROSION CONTROL OFFICER FOR APPROVAL. bbtii / / / 4b07' THE O , p
( I I \\ PR TECTI N ♦♦♦ / /
5. MOVE TO STAGE C ESC PLAN. 4 /2 /j jbASq \ I I I II I 1 I\ \ \ d0 I I� I'I♦♦ \ ET TV
/ / / \ } 11 111\ \ \\ \ EEEOFPAVEMENTNEAt♦ O WMIF/POBHELOJ
MAINTENANCE NOTES / / / rHEP oPER 1NE - ® 47'
1 1.62' - 15" RCP @ / / / // ♦ TP TP TP k
-3.01� NEGATIVE / / / // n S / 0'
/
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT PID 061WO 01-OA-005AO FLOW
/)A - ♦ I /BENCHMARK
RAINFALL. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR. CVILLE HOSPITALITY LLC / / / // // \ / / / d p' /
PARCEL B-1 61.6' / / // // a / / b bbb�bb^ - _ 1' I 470.15
1. THE INLET PROTECTION WILL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT. INST202200003515 / / / // /' / P bb bib O{
P b 11 US / 3 OA Q / ♦ CURB INLET IP
IL STOCKP y / p SDMH Blv�
2. THE GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP WHICH WOULD PREVENT DRAINAGE. i \& R : 470.15 /PROTECTION
BENCHMARK / /i i / / l l �� W/ SILT FEN E /
IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED. 460.54 l6 454.64' �� P$ / / / / / / / G ING IN \ / 1 471 (, 10.403. SILT FENCE $F
SDMH BM PR RA ION FOR � SF \ b' / /1I: 463.77 O
3. THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. - 6 l u / / / / / / / / / / ET ING LL \ s'R� i� /
SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF RIM: 460.54 / // ` _ / / / / / / / �p - / / / / /
F J / 0 CONSTRUCTION
10:454.29 ( / / / -
THE BARRIER. / / i MU / / b / �� ENTRANC CE
$ FSILT FENCE .r 460. /
/ // a / / /
4. THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE U�T
FERTILIZED AND RE -SEEDED AS DETERMINED NECESSARY BY THE COUNTY INSPECTOR IN ACCORDANCE WITH THE VIRGINIA
EROSION & SEDIMENT CONTROL HANDBOOK, THIRD EDITION (1992).
PROTECTION TREE // / /// / / / / / % / / / / / \ E - - - - - - -)7
// - /// / I I AT /
5. ADDITIONAL MEASURES MAY BE REQUIRED AT THE REQUEST OF THE COUNTY INSPECTOR. O I
TP / �/ �h/ /S / /// / / / / / IN DC T I STAGING ARE
EPARATI N FOR
�ETAININ WALL / L - /
460.2' / / �/ / y / / / / ���� /
/ / / SILT FENCE /
A / / / ry' 471.2 /
SOILS GROUP
D.A.
.A. TO
y�� r `0 a /TRAP 88
Ab/ ^ j 69 / / / / FOR,
O 47
471 /
STEEP SLOPES APPROXIMATE
M W /
(>25%) LOCATION 10"PVC VT
Y/
SOILS GROUP / TRAV NO
91 1 0
LSUMPST�RPAD LIMITS OF
PID 061WO-0l-OA-00400 / bOP / %� - - DISTURBANCE, TYP. 75"T
SHEOU-JONG AND LI YUN CHIANG / y�/ / / (� (42,000 SF) �r /
C/O DANIELLE STARK / 4- BOL 11 477.7kyo' /
5 1 STORY STUCCO
PARCEL B-2 / o ,9GNNP \ \ o 0 0 o FFE472.56 #475 li DP
DB 1548 PG 37 / 0 472.2
Al
OILS GROUP/ / RAMP 466.9' \- v l 4?l
/ 34C / 4 9.5 \ �70"
/ v v /2" 01
LP / �O
N TREE /
�GMP // / SOILS GROUP \ l 467. Lp l i / /l PROTECTIO 110
Q ee
91 \\ 2"TRE 18`T TP `' �\ �
I \ J 2J O Q� /
SOILS DIVIDE,
+�Y TYP.
Vb"kJAK/78"OAK/� P SG1*6 S MHC
470.T 4? /
467.2' \ - _ - l
v v 4 / SG/�
SILT FENCE 4 8.9' / SSMH /
I v \ V � 471.3 �
RIM:471.17
SPA S o (/ \ 10.465.47
11:465.8, /
467.9' \ \ \, \ 470.5' II: 465.81
/ x I
9 SP CES I l TRA V I \ 2 SPA S ( l
\ Pl \ / \ /
_ IS"T E 75" 5"TR /
/ - - SGNI NP _SGNI NTP - - - - - - - - l S O \ l l
PROPERTY CORNER / / S35 80OR, GPSPT
IN THE GAS / / < 470.20 469.6' /
REGULATOR TRA / / PID 061 WO-01-OA-00300 PT
\ /
BUILDING
/ AUTOZONE DEVELOPMENT LLC
x / / LOT 1 469.3'
/ (INST 202000006187) 469.6 k l
/ lbV Z / 0 10' 20' 40'
waterstreetstudio
landscape architecture I civil engineering
418E Main Street 434.295.8177 Charlottesville, VA 22902
TH OF'
CO ff7
Alan G. Franklin
Lic. No. 35326
0 12-19-2022 .
SSIONAL �,���
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
EROSION &
SEDIMENT CONTROL
PLAN -STAGE B
sheet title
EC104
sheet number
E&SC MEASURES
CE CONSTRUCTION ENTRANCE E&SC STD.3.02 T$ TEMPORARY SEEDING E&SC STD. 3.31
$F SILT FENCE E&SC STD. 3.06 SF P$ PERMANENT SEEDING E&SC STD. 3.32 _
IP INLET PROTECTION E&SC STD. 3.07 ® MULCHING E&SC STD. 3.35 4 .6 69n IF(POC)
$T TEMP. SEDIMENT TRAP E&SC STD. 3.13 g/M STABILIZATION MATTING ES&C STD. 3.36
RR RIP RAP E&SC STD. 3.19 TP TREE PROTECTION E&SC STD. 338 TP /// / / /1// 1 1 471.4 67' 1
TOPSOILING E&SC STD. 3.30 �b1 b5/ h I b /a /? PID 061 WO-01-OA-001 CO
TQ OC DUST CONTROL E&SC STD. 3.39 / ,
p/pb0j /p, P/ % blol 472.0' l
FREEDMAN PROPERTIES LLC
SOILS INFO:
SOILS GROUP 34C - GLENELG LOAM, 7 TO 15%SLOPES
SOILS GROUP 88 - UDORTHENTS, 2 TO 25%SLOPES
SOILS GROUP 91 - URBAN LAND
i
LOT 15A-6 /
4 .6' / / / / / / / // / DB 1742 PG 200
/// b / / / /
15'DRAINAGEEASEMENT
CENTERED ON THE AS -BUILT
STEEP SLOPES / / /��/l LOCATION OF THE S STRUCTURE
(>25%) / / / / v /
/// �� 1 DB 721 PG 617
/// / ♦♦ DB 679 PG 639
40'UTILITYEASEMENT / /tkb b� Db /)//I �( //(/ ♦♦♦� v SOILS DIVIDE, 4727 OWo
(NATURAL GAS)/fib/ n� /,I TYP. /4
b 0 I ♦ \ SOILS GROUP
DB 417 PG 347
b
`ti / Db /1 / / / K\ ♦ 472.0' 34C
DB 290 PG 441 // / / /0.5// ,fi/bb� bb bb �b°y \\ ♦ ♦ \ �7d- - 471.9' SOILS GBROUP 472.5'
65.7dj
DI V ♦♦ 472.
s-4Cb RIM: 469.87 \ ♦ SSMH
@27.S' 10- 465.17 LIMITS OF \ ♦ 472 _ZLl - - 1
CONSTRUCTION SEQUENCE / / / / /411d• 5.11 ,y�� ( A, 048 RIM: :47. 9
/ // /4 � DISTURBANCE,�TYP. ,g ♦ � 10: 467.39
42,000 SF) ! 7 ♦ V II: 467.19
/ / / l I S' ♦ 4 7.T 477.9'
1. IDENTIFY A LIKELY PERIOD OF DRY WEATHER AND DECOMMISSION THE SEDIMENT TRAP ACCORDINGLY IN ORDER TO / � / / I l/ / � \ RCp \
COMPLETE THE CONSTRUCTION OF THE REAR PARKING LOT. Db'h, / j / l l // \ \ °O I l
14,V0.7' THE TP 820 ♦♦ / p
2. INSTALL THE UNDERGROUND DETENTION SYSTEM AND INCOMING/OUTGOING STORM STRUCTURES WITH INLET AND OUTLET // �b�i / / I I \ PR TECTI N , ♦♦ /
PROTECTION. // / 0.bOq 9 \ \
412' // / / tk5i \ I I I I I 1 \ \ \ i I�I i'♦ ET TV WM
\ \ \ \ (` E O� PA VEMENT NEA�♦
3. INSTALL ALL OTHER SITE PLAN UTILITIES, SIDEWALKS, PARKING LOTS, AND DRIVES WHILE MAINTAINING ADEQUATE / / j j p5� \ I \III \ \ 35 2' THE PROPERTY INE ® IF (FOB HELDJ 471 1'
DOWNSTREAM SEDIMENT TRAPPING MEASURES. /
1 1.62' - 15" RCP @ / / / // T P TP - - - - - I k
-3.01 % NEGATIVE / / / // ^ S 470 / \ - -
4. ONCE ALL FINAL GRADES ARE REACHED ON NON -PAVED AREAS BEGIN ESTABLISHMENT OF VEGETATION ON WITH FLOW / / / / - - - / WV
PERMANENT SEEDING OR SODDING, MULCHING, FERTILIZATION, AND LIMING. AMEND SOILS WHERE NEEDED. CONSULT WITH PID 061 WO-OI-OA-OOSAO BENCHMARK/
/ / / // - -
LANDSCAPE ARCHITECT BEFORE ESTABLISHING VEGETATION. CVILLE HOSPITALITY LLC / / j ///// \ / / / /� T , / T P ♦ /
PARCEL B-1 67.6' / / // /! a b b - 470.75 y
5. ONCE REMAINDER OF SITE HAS BEEN DEEMED STABILIZED BY THE COUNTY INSPECTOR AND ALL CONSTRUCTION ACTIVITIES INST202200003515 / / / // / b O `
ARE COMPLETED, RESTORE STAGING AND ACCESS AREAS TO ACCEPTABLE PRE -CONSTRUCTION CONDITIONS, INSTALL ' // / B/M O / b 11 \ / OA / ♦ /CURB INLET IP/
( ) \ 4629i / b P SDMH Blv�
LANDSCAPE PLAN PLANTINGS, AND REMOVE ALL OTHER EROSION CONTROL MEASURES. BENCHMARK / l l \ \ / / R : 470.15, PROTECTION
MAINTENANCE NOTES
/ !(J 454.64' 1� PS / / \ / / 10: 46 .
460.54 / // - 471 q II: SILT FENCE$F 463.77 /
SDMH BM TQ / / / / ` / b
/ OP INLET IP
RIM: 460.54 / // ` _ / F / /CONSTRUCTION /
O 10: 454.29 / C / MU / / / ROTECTION b� / / A%0 ENTRANC
SF SILT FENCE a i CE/
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT 460. / / j / // //
RAINFALL. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR.
RIP RAP • \ O.
1. THE INLET PROTECTION WILL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT. RR
2. THE GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP WHICH WOULD PREVENT DRAINAGE.
IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED. PROTECTION TP
TREE // `7� / �/ / /// / /
/hb
3. THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. 460.1' FOP
SEDIMENT HALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF 4602' /
THE BARRIER.
SILT FENCE
/ 471.2
4. THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE O
/ / / / / / / /
FERTILIZED AND RE -SEEDED AS DETERMINED NECESSARY BY THE COUNTY INSPECTOR IN ACCORDANCE WITH THE VIRGINIA90bbp / / � / / U MU ^
EROSION & SEDIMENT CONTROL HANDBOOK, THIRD EDITION (1992)./b�. A/g tigv� / 1
Ab P / SOILS GROUP
5. ADDITIONAL MEASURES MAY BE REQUIRED AT THE REQUEST OF THE COUNTY INSPECTOR. / / / / / / / // / bb 1h f °� h / 88
PROPERTY CORNER
IN THE GAS
REGULATOR /
BUILDING
/
/
/
/
�1,69/ / 4
/ A(�
STEEP SLOPES / / / / // APPROXIMATE -
/ /
(>25%) / / // // LOCATION 10"PVC ® GM ❑ ET WVTSOILS GROUP EBT/ ` TRAV
91
LfUMPSTERPAD LIMITS OF // ~O/ /
PID 061WO-01-OA-00400 / bOP / %� - - DISTURBANCE, TYP. 75"T r
SHEOU-JONG AND LI YUN CHIANG / ya� / / (� (42,000 SF)N� O
C/O DANIELLE STARK / °
5 4- BOL 1 STORY STUCCO 477
PARCELS-2 / _t,'.�GNINP 11 0 0 o FFE472.56 #475
DB 1548 PG 37 V 4 O %o 472.2 /
Al
OILS GROUP / RAMP 46 :9' \ v l / `V T l
/ 34C / 49.5 2/0 // y`'O� /
LP / OJT000,
a �
I / / s TREE �O Q O
/ 41,
MP, l l /
/ G SOILS GROUP PROTECTI0
91 � P MU 18 T �� �J � �1 /
I I \ I C eJ /
SOILS D�Vlck' " h
TYP. I / P
/ t Cry,/� S NIHC
470.7' 470.8' 470.7' /
1 48.9' �v 4 / S / l
°' v A 471.3 ® SSMH
SILT FENCE \ \\ 1 SPA S / V RIM:471.17
10.
465
Cc, 11:465.8, /
467.9' \ \ \, \ / 470.5' II: 465.81
�
I \
9SP CESII AV \\\ 2SPA S \ (l l
15"T E IS" 5"TR
SGNI NP _SGNI NTP _ _ _ _ _
S 35 80.09' GPS PT T8X C1 /
470.20
TRA
PID 061 WO-01-OA-00300 PT /
AUTOZONE DEVELOPMENT LLC /
LOT 1 46.93' y
(INST 202000006187) 469.6/ /
/ o
�V 20 / 0 10' 20' 40'
waterstreetstudIo
landscape architecture I civil engineering
418 E Main Street 434 295 8177 Charlottesville, VA 22902
TH OF'
CO ff7
Alan G. Franklin
Lic. No. 35326
0 12-19-2022 .
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
EROSION &
SEDIMENT CONTROL
PLAN -STAGE C
sheet title
EC105
sheet number
DRAINAGE SWALE DIRECTS FLOW
TO SEDIMENT BASIN
70' MIN.
3" SM-2A ASPHALT TOP COURSE
A�
2% 2%
7 DIVERSION DITCH
SIDE ELEVATION
EXISTING GROUND
EXISTING
PAVEMENT
6" VDOT #21A
AGGREGATE BASE
70 MIN.
"ilal ul u l l
ASPHALT PAVED WASHRACK 10' MIN.
IE } 2%
1�R
12' MIN. EXISTING
PAVEMENT
2% 2%
DIVERSION DITCH MIN. POSITIVE DRAINAGE
WIDTH AT DESIGN WATER TO SEDIMENT 10' MIN.
ELEVATION IS 4.0' TRAPPING DEVICE
PLAN VIEW
MUST EXTEND FULL WIDTH
OF INGRESS AND EGRESS
OPERATION
SET 1%2' WATER HYDRANT WITH
FROST PROOF HYDRANT 3'
ABOVE GRADE AND 4' OFF
EDGE OF PAVEMENT
NOTE: A MINIMUM WATER TRAP OF 1" IS REQUIRED
WITH A MINIMUM WASH HOSE DIA. OF 1.5"
SECTION A -A
PAVED CONSTRUCTION ENTRANCE
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
QUICK REFERENCE FOR ALL REGIONS
RATE
PLANTING DATES SPECIES (LBS/ACRE)
SEPT. 1- FEB. 15 50/50 MIX OF ANNUAL
RYEGRASS & CEREAL
WINTER RYE 50-100
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
MAY 1 -AUG. 31 GERMAN MILLET 50
TEMPORARY SEEDING
TABLE 3.32•D
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
Total Lbs.
Per Acre
Minimum Care Lawn
- Commercial or Residential
175-200 lbs.
-mWowmmkpdloom Turf -Type Tall Fescue
95-100%
o-s%
0-5%
Hiph-Maintenance Lawn
200-250 lbs.
�i.•�iurf-Type Tall Fescue
100%
General Slope (3:1 or less)
e
128 lbs.
- Red Top Grass
2 lbs.
- Seasonal Nurse Crop *
20 lbs.
150 lbs.
Low -Maintenance Slope (Steeper than 3:1)
- e
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 lbs./acre. All legume
seed must be properly inoculated. Weeping Lovegrass may be added to any slope
or low -maintenance mix during warmer seeding periods; add 10-20 lbs./acre in
mixes.
PERMANENT SEEDING
2"
2"
WIRE
RUNOFF -
WATER
WITH
SEDIMENT
f FILTER
OVERFLOW
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE
HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW
CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING
AROUND THE STRUCTURE.
` GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE.
DROP INLET PROTECTION
T
see plan
see plan
CLASS Al RIP RAP
(BROWN RIVERSTONE OR
LUCK CHALET)
A
PLAN VIEW
i0.
P4 Y� •
r
INLET
GATE
SECTION A -A
FILTER CLOTH
KEY IN 6"-9"; RECOMMENDED
FOR ENTIRE PERIMETER
OUTLET PROTECTION
S
DRIP
SNOV
BOAR
plan
PIPE OUTLET TO FLAT
AREA WITH NO DEFINED
CHANNEL
4CE
**USE PLASTIC FENCING FOR TREE PROTECTION
PLASTIC FENCING SHALL BE 40 INCH HIGH "INTERNATIONAL ORANGE" PLASTIC (POLYETHYLENE) WEB FENCING
SECURED TO CONVENTIONAL 60-INCH TALL METAL "T" OR "U" POSTS DRIVEN TO A MINIMUM DEPTH OF 18 INCHES
ON 6-FOOT MINIMUM CENTERS. THE FENCING SHALL BE INSTALLED AT THE LIMITS OF CLEARING. THE FENCE
SHOULD HAVE THE FOLLOWING MINIMUM PHYSICAL QUALITIES:
• TENSILE YIELD: AVERAGE 2,000 LEIS PER 4-FOOT WIDTH (ASTM D638)
• ULTIMATE TENSILE YIELD: AVERAGE 2,900 LEIS PER 4-FOOT WIDTH (ASTM D638)
• ELONGATION AT BREAK (%): GREATER THAN 1000% (ASTM D638)
• CHEMICAL RESISTANCE: INERT TO MOST CHEMICAL AND ACIDS
NOTES
ANCHOR SLOT
APPROXIMATELY 200 STAPLES REQUIRED
PER 100 SQ. YDS. OF MATERIAL ROLL.
ANCHOR SLOTS, JUNCTION SLOTS &
CHECK SLOTS TO BE BURIED 6" TO 12".
12" MAX. 4:1 OR FLATTER
6" MAX. STEEPER THAN 4:1 le
EDGE AND END JOINT:
4fk
TO BE SNUGLY ABUTT
JUNCTION SLOT
(JUTE MESH WILL HAV
CHECK SLOT*
STAPLED LAP JOINT IN
LIEU OF EDGE JOINT)
TERMINAL FOLD
LAP JOINT 2" MIN.
5' MAX. 4:1 OR FLAT
(JUTE MESH ONLY)
3' MAX. STEEPER TI
TAMP FIRMLY
ANCHOR SLOT
OI.- *CHECK SLOT—
(O
f
-TAMP
FIRMLY CHECK SLOT Z
aD
PLAN VIEW
o STAPLING DIAGRAM
II IIEI CIr E I �IIEIII
*CHECK SLOTS AT MIN.
STAPLE FORMED FROM NO. 11 STEEL WIRE. 50' C-C INTERVALS;
8" STAPLE MIN. LENGTH FOR SANDY SOIL. NOT REQ.'D WITH ALL
JUNCTION SLOT 6" STAPLE MIN. LENGTH FOR OTHER SOIL. "COMBINATION" BLANKETS
12" TAMP TERMINAL FOLD
FIRMLY
4" TAMP FIRMLY
o -IT
200
175
150
i 125
0
I too
7
J
0 75
50
25
0
VAR.
VAR.
TREE PROTECTION
SEDIMENT TRAP
458 459 460 461 462
ELEVATION (FT)
463
SOURCE: VA. DSWC PLATE 3.07-6
---
�.���ir�1 �.�I�, _rI'�'Yt•, . il�nl/
r
GRAVEL FILTER F12•
RUNOFF WATER WIRE MESH
FILTERED WATER
II
SEDIMENT Ile
CONCRETE GUTTER 12"
CURB INLET
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS
WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED
AREAS.
GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.
GRAVEL CURB INLET SEDIMENT FILTER
SEDIMENT TRAP
Drainage Area (acres) (<3) 0.6 Ac.
Trap Volumes:
Elevation (it) Area (sf) Volume (cy)
459 646 0
460 870 28
461 1119 65
462 1394 ill
463 1963 174
Wet Storage:
Wet Storage Required (cy) (67*DA)
464 Bottom of stone weir (it)
Wet Storage Provided at this Eelevation (cy)
Slope of Wet Storage Sides
Dry Storage:
Dry Storage Required (cy) (67*DA)
Crest of Stone Weir
Dry Storage Provided at this Elevation (cy)
Slope of Dry Storage Sides
SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,
Sherwood & Wyant PLATE. 3.05-1
1. SET POSTS AND EXCAVATE A WX4" 2. STAPLE WIRE FENCING TO THE POSTS.
TRENCH UPSLOPE ALONG THE LINE
OF POSTS.
(
FLOW
3. ATTACH THE FILTER FABRIC TO THE WIRE
FENCE AND EXTEND IT INTO THE TRENCH.
FLOW
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
- III' r�llli..
CONSTRUCTION OF A SILT FENCE
GROUND
ELEV.
402
460.5
45.0
2:1
40.2
462.0
66.0
2:1
Wet Storage:
Wet Storage Required (cy) (67*DA)
464 Bottom of stone weir (it)
Wet Storage Provided at this Eelevation (cy)
Slope of Wet Storage Sides
Dry Storage:
Dry Storage Required (cy) (67*DA)
Crest of Stone Weir
Dry Storage Provided at this Elevation (cy)
Slope of Dry Storage Sides
SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,
Sherwood & Wyant PLATE. 3.05-1
1. SET POSTS AND EXCAVATE A WX4" 2. STAPLE WIRE FENCING TO THE POSTS.
TRENCH UPSLOPE ALONG THE LINE
OF POSTS.
(
FLOW
3. ATTACH THE FILTER FABRIC TO THE WIRE
FENCE AND EXTEND IT INTO THE TRENCH.
FLOW
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
- III' r�llli..
CONSTRUCTION OF A SILT FENCE
GROUND
ELEV.
402
460.5
45.0
2:1
40.2
462.0
66.0
2:1
1 YA wX
ORI°IN4
COlND
CREST OF STONE WEIR
bJR•6tE•
ttN.
\-1
10
DRY STORAGE
4
,+ YMLeHIE
WETSTORAGE
IXGMIEO)
FLIER CLOTN
ORNYILIL
aRwNo
uN.
-SEE RUTE 3A3-1
COARSE AGRO"TE"
CUSS I RPRAR
Weir Length (ft) (6xDA)
Bottom of Trap Elevation (it)
Bottom Trap Dimensions:
Top of Dam Elevation (it)
Top Width of Dam (it)
TOD Trap Dimensions
3.6
459
irregular
463
5
"DRY" ELEV. 462.00
67 C.Y./ AC. N SEE PLAN
"DRY"STORAGE
66 CUBIC YARDS ORIGINAL
"WET" ELEV. 460.50
GROUND
67 C.Y./ AC. ELEV.
"WET" STORAGE
45 CUBIC YARDS (EXCAVATED) CLASSIRIPRAP
BOTTOM ELEV. 459.00 FILTER CLOTH
SEE PLATE 3.13-1 COARSE
AGGREGATE
CROSS SECTION OF OUTLET
CLASS I RIPRAP
N EUE WEIR
g� IN ELEV. 460.50
CREST ELEV. 462.00
5' WIDE DIVERSION
BERM ELEV. 463.00
COARSE AGGREGATE
fell
EXCAVATED FILTER CLOTH�����
AREA
**COARSE AGGREGATE SHALL BE VDOT #3.. #357 OR #5
OUTLET (PERSPECTIVE VIEW)
TEMPORARY SEDIMENT TRAP
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
�NLTH OF
°� vf4cr
V 9
Alan G. Franklin
Lic. No. 35326 U,
0 12-19-2022 Fv.
LT ON A L
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
EROSION CONTROL
DETAILS
sheet title
EC106
sheet number
TYPICAL TREATMENT - 1 INSTALLATION CRITERIA
(WITH WIRE SUPPORT)
Summary for Subcatchment 5S: Pre-Dev. A I Summary for Subcatchment 1S: Pre-Dev B I Summary for Subcatchment 6S: Pre-Dev. C
[49] Hint: Tc<2dt may require smallerdt Runoff = 0.71 cfs @ 12.01 hrs, Volume= 1,498 cf, Depth> 0.68" [49] Hint: Tc<2dt may require smallerdt
Runoff = 0.28 cfs @ 11.96 hrs, Volume= 518 cf, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Runoff = 0.88 cfs @ 11.95 hrs, Vol ume= 1,779 cf, Depth> 2.20"
Type II 24-hr 1-Year Rainfall=3.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Runoff by SCS TR-20 method, UH=SCS, Ti me Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00" Area (ac) CN Description Type II 24-hr 1-Year Rainfall=3.00"
0.280 61 >75% Grass cover, Good, HSG B
Area (sf) CN Description 0.330 80 >75% Grass cover, Good, HSG D Area (so CN Description
5,440 80 >75% Grass cover, Good, HSG D 0.610 71 Weighted Average 7,380 98 Paved parking, HSG D
5,440 100.00% Pervious Area 0.610 100.00% Pervious Area 2,306 80 >75% Grass cover, Good, HSG D
Tc Length Slope Velocity Capacity Description
Tc
Length
Slope
Velocity
Capacity Description
(min) (feet) (fVft) (ft/sec) (cfs)
(min)
(feet)
(fVft)
(ft/sec)
(cfs)
5.0 Direct Entry, Direct (assumed)
6.9
60
0.0150
0.15
Sheet Flow, Sheet Row
Grass: Short n= 0.150 P2= 3.60"
1.0
124
0.0160
2.04
Shallow Concentrated Row, S.C. #1
PRE -DEVELOPMENT 1-Y
R
(H Y D R O C A D)
Unpaved Kv=16.1 fps
0.1
46
0.2500
8.05
Shallow Concentrated Row, S.C. #2
Summary for Subcatchment 5S: Pre-Dev. A
[49] Hint: Tc<2dt may requi re smaller dt
Runoff = 0.74 cfs @ 11.96 hrs, Vol ume= 1,404 cf, Depth> 3.10"
Runoff by SCS TR-20 method, UH=SCS, Ti me Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (so CN Description
5,440 80 >75% Grass cover, Good, HSG D
5,440 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (Wit) (ft/sec) (cfs)
5.0 Direct Entry, Direct (assumed)
Summaryfor Subcatchment 1 S: Pre-Dev B
Runoff = 2.47 cfs @ 12.00 hrs, Volume= 5,072 cf, Depth> 2.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (ac) CN Description
0.280 61 >75% Grass cover, Good, HSG B
0.330 80 >75% Grass cover, Good, HSG D
0.610 71 Weighted Average
0.610 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.9 60 0.0150 0.15 Sheet Flow, Sheet Row
Grass: Short n= 0.150 P2= 3.60"
1.0 124 0.0160 2.04 Shallow Concentrated Row, S.C. #1
Unpaved Kw 16.1 fps
0.1 46 0.2500 8.05 Shallow Concentrated Row, S.C. #2
Unpaved Kw 16.1 fps
0.3 42 0.0200 2.28 Shallow Concentrated Row, S.C. #3
Unpaved Ku= 16.1 fps
8.3 272 Total
Summary for Subcatchment 6S: Pre-Dev. C
[49] Hint: Tc<2dt may require smallerdt
Runoff = 1.71 cfs @ 11.95 hrs, Volume= 3,620 cf, Depth> 4.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (so CN Description
7,380 98 Paved parking, HSG D
2,306 80 >75% Grass cover, Good, HSG D
9,686 94 Weighted Average
2,306 23.81 % Pervious Area
7,380 76.19% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct (Assumed)
PRE -DEVELOPMENT 10-YR (HYDROCAD
OUTFALL C
(SHEET
FLOW TO EX.CHANNEL)
Q1(PRE)
= 0.88 CFS
RV1(PRE)
= 1,779 CIF
Q10(PRE)
= 1.71 CFS
PROPERTY CORNER
IN THE GAS
REGULATOR
BUILDING /
/
9,686 94 Weighted Average
2,306 23.81% Pervious Area
7,380 76.19% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs) PID061WO-01-OA-OOICO
5.0 Direct Entry, Direct (Assumed) ,FREEDMAN PROPERTIES LLC
LOT 15A-6
Unpaved K\r- 16.1 fps 4 .6' /// // b / / / / / / DB 1742 PG 200
0.3 42 0.0200 2.28 Shallow Concentrated Row, S.C. #3/* 44rr/ H15' DRAINAGE EASEMENT
CENTERED ON THE AS -BUILT
Unpaved Kw 16.1 fps / / / ///�l l / /_//// \ 7J'6 LOCATION OF E STRUCTURES
8.3 272 Total / / / // //rL \ 1DB 721 PG 617
�bb,�b�� /////// /�//��/ ♦♦♦ I DB679PG639
40'UTILITY (NAT (NATURAL GAS)
NT / ///fb p �b�b p D�% b9 / 1 I 1 I 1 ♦♦� \
DB 417 PG 347 / // / j 7 g pb/ ry R / b�/ / / ♦ I
DB 290 PG 441 Jj/bb� bb bbq//\\ ♦♦ ♦ �l� 472.0' 477 9'
PRE-DEV. WATERSHED T
OUTFALL A
D.A. = 5,440 SF
CN = 80 472T
Tc = 5.0 Min.
/ 65.7✓/ / / / 1 / / / tk /fib , U
13o48/1 // . /p1 DI \ ♦♦ ' 472.
1S RIM: 469.87 \ \
21.569 10: 465.17 \ ♦♦ 472 . -i'Lb- - 1
004
/ //// / /// I / //�//////'/ 1r ��' i\ 8 1 ♦♦ 4/1.T 477.
b477.9' \\\
Ae / \ / / // / / / �- � \ C'a
// abp ,\ \ I I I I I I I \ \ \ � ♦♦
I/'♦♦ ET
472.5
k
/F
43.2' // / III 1\ \ \ i WM
E[E OF PA \� I MEN1 NEAR♦
THE PRO RTY N \ ® lF (POB HELDf 47J
1 1.62' - 15" RCP @
-3. 0 1 % NEGATIVE / / / // 5 ,/ // I \ \\ 1 \ 1\>\, /�71.0'
PID 061 WO-01-OA-005A0 FLOW / / / // ph yq \
CVILLE HOSPITALITY LLC "�/ l / / / / / / / ♦♦♦ i /
PARCEL B-1 61.6' j%///// \ ////////�'babVbh/b/ // ///// - - 471- 360 2 I
INST 202200003515 q 36 /�� ii/ // / / // / / ayb1�♦ / �\ /32OAK
4�i� /j / / / / / / / / / / / / ? \_ / / SDMH BM
/ / / //// / / ////// / /// / HSC B SOIL �1ry / D SOIL \\\ / \ % - RO 463.0515 K7�454.64' / / / / / / / / / /
SDMH BM / p / / / / / / / / / / / / I ` / � \ 1 _ I: 463.77
OUTFACE B RIM:460.54 //` -=�� ���/�i //// / / �i /// / / / 1 SOILS // /J \
(EX. CHANNEL) 10:454.29 /l� �' �/ / /j`/./ / / / / / // /// \ DIVIDE, TYP. / � per. l /j C ago
Q1(PRE) = 0.71 CFS 460. //// // ///y Sul/l i I/ / / / \ I -�0000 �\ �� Tc PATH
RV1(PRE) = 1,498 CF /
/
Q10(PRE) = 2.47 CFS // \--/ / / /// / /// / / ////✓ �j��L..._. I \ Tc PATH / I
(SHALLOW CONC. #1)
/S I 1
460.7'/�fdbb
460.2' / �/ / / / / / / \ 1
A55, / / / /
A/
Tc PATH 4772
(SHALLOW CONC. #2) N
0 / q" kbx�l % / / i / l I 1 \ \ SGNI NIP
i o J Tc PATH
bb>b co a / / \ �
(SHALLOW CONC. #3) FOP, / /
A�////ice
Tc PATH
STEEP SLOPES-
/ 0GM El (SHEET FLOW) j Wvr \
(>25%) / / // // / /( LOCATION 10" PVC �a
PRE-DEV. WATERSHED
TO OUTFACE B / CG � /
14.
� L5UMPS75RPAD D.A. = 0.61 Ac.
PID 061 WO-01-OA-00400 / / #475
i j
CN = 94 15"
SHEOU-JONG AND LI YUN CHIANG
1 STORY STUCCO
C/O DANIELLE STARK / + / / 1 4- BOL Tc = 5.0 Min. 471,7� �b \
PARCEL B-2 / /.SGNI NP \ \ . ° Do \ h
DB 1548 PG 37 4 o
4?/
/ R 466.9' 4 9.5 \ \ 10"T l/ \ �ryO
00,
467. �\ 12 LPG ) /N �\O�\GO
/ G111P / / i / \ b e"'
2"TRE 181T � JmvOm �
b O
"OAK/18"OAK/ 5G111H _ ySGN1HC \
470.7470.8' 470.,7' � 4?
I /I
\ \ / Tc PATH 467.2' 4 8.9' \� \ 4 /\Qn�/
I / I I /
a 471.3ySMH
IM: 471.17
1 SPA s \ II /� \ 0465.47 OUTFALL A
11:465.82 \ (SHEET FLOW TO STREET)
470.5 II: 465.87
a I� \\ 467.9' \ 6 _ / Q1(PRE) = 0.28 CFS
PRE-DEV. WATERSHED vV / / RV1(PRE) = 518 CF
TO OUTFALL A \
\ \ D.A. = 9686 SF Q10(PRE) = 0.74 CFS
I \ v
I V v IN 94
Min \ \) / � .n' 4?/
\\
/ 9 SP CES I \ 2 SPA
/ IS"T E 15" 5"TR I / I PD \\
0
SGNINPT � SGN NTH _ _ _ _
\ /
/ TBXX 469.6' Cc� /
PID 061 WO-01-OA-00300 \ \
AUTOZONE DEVELOPMENT LLC \ 0 10' 20' 40'
LOT 1 469.3' -\ y
(INST 202000006187)
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
P,0 H OF 7
?
�, Gf
�y 9
Alan G. Franklin
Lie. No. 35326 w
0 12-19-2022 v.
�S�ONAL ��O`v
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
PRE -DEVELOPMENT
D.A. MAP
sheet title
swi
sheet number
00
15'DRAINAGEEASEMENT STORMWATER MANAGEMENT CALCULATIONS
STEEP SLOPES - - / / // /� 11I l/ / / 71.6' CENTERED ON THE AS -BUILT
(>25%) LOCATION OF THE STRUCTURES
1 DB 721 PG 617 /
bh% ////// /// ♦ D6679PG639 POST-DEV. WATERSHED STORMWATER MANAGEMENT NARRATIVE
POST-DEV. WATERSHED B bb°� b`5 / / / / // ♦ /4
bjbD/D /b�/ // /j /j / ♦♦ TO OUTFALL A o
(NO SWM) // b�. a, /�) (�l /� ♦ ow This re -development project contributes stormwater to three existing outfalls (A, B, & C) from its work
/ / /o / b 1 1 1 1 ♦+ D.A. = 1,898 SF 4727' w
D.A. = 0.12 Ac // �'/ pb/0 D/bb/y 1 1 ♦ limits. Outfall A is the project side curb of Westfield Road behind the existing building. In the
/ //fibI/ ♦ 4720' CN - 82 �° pre -development conditions, there is only a small watershed draining to Outfall A via sheet flow. Outfall B
RViiPosrl = 136 CF / / /b5// b /� ,b pb/bq/ ♦}r zw_ 472.5' �` p p Y g
\, Tc = 5.0 Min.
CN = 61 657dj / / / / 1 // / / pb/abb,� \ ♦ - 477.9' is an existing shallow channel at the southern boundary of the parcel, behind the existing building.
♦ SOS 47 . ' w
Tc = 5.0 Min. / /i // r / / 130481 , // /p1 DI \ ♦ / '� Outfall C is the southern edge of the existing parking lot in the front of the existing building. In the
/'g)' l ( RIM: 469.87 \ \ ♦ D YP.
@?l.S6Rcb \ ♦ zLy_ _ 1 pre -development conditions, there is only a small watershed draining to Outfall C via sheet flow.
9 ♦ '
10:465.17 472. -
sD VDOT STD DI-1 / // / /i / // / / I a- At Outfalls A and C there is no runoff/volume increase in the post -development condition and the runoff
� \ Y� `a'OQ ♦ \
C1 RIM 462.20 / // / / / /� / / / / / 10 1 " BRENTWOOD J IS- ♦♦ 4�1.T 471.9' \ p p
INV. OUT 458.50 (2 - 12") / b� // / / I I / / / �° NDER ROUND STORM�WATE �R0p� \ continues to be in the form of sheet flow that in opinion of the Engineer of Record will not cause or
DETEN ON SY EM (SEE I HSC B SOIL 4:' ♦ / contribute to erosion, sedimentation, or floodingof down gradient properties or resources and that no
sD)VDOT STD DI-1 pbb� /// ((I 1 I l /4�07' (416 ITS) ♦♦ HSC D SOIL / p p
B1 RIM 462.10 // �bo "Zi \ I�I I I I I I \ \ ♦♦♦ further water quantity controls are required per 9VAC25-870-66(D).
INV. OUT 458.50 (2 - 12") 4�2, // / �b� \ I I I 1 I 1 \ \ \ \ \� I/ I **♦ ET TV
/ / I I 1 \ \ \\ \ E OF' PAW MENT NEAt♦ - \ WM The majority of proposed development, a parking lot, will occur within the watershed to Outfall B so
/ / 1 IF /POB HELD
THE PRO ERN NE I ® ) stormwater management intervention is required and proposed to address the increased runoff volume
so SWM CONTROL STRUCTURE 1 1.62' - 15" RCP @ / / - - V - - - -
A2 VDOT STD MH-1 -3.01%NEGATIVE 470 - - - - - F ) and peak flow at Outfall B. A combination of permeable paver and an underground stormwater
RIM 462.50 FLOW / // �0q yq wv detention system are proposed as part of the proposed parking lot to store and release stormwater to
INV. IN 458.75 (2 - 6")PID Ob 1 WO-OI-OA-OOSAO / / / _ b �b b\,� /
INV. IN 458.00 (4") CVILLE HOSPITALITY LLC / / / // \ / / �% pry � � o/ - _ / ♦♦ /BENCHMARK the existing channel at pre -development rates as required by 9VAC25-870-66(B) & (C).
PARCEL B-1 61.6' 765 1 I
INV. OUT 457.50 (12") �470.15
INST 202200003515
SDMH BM �/ In order to satisfy the TP Load Reduction requirements for this re -development activity, a portion of the
BENCHMARK / i - / / / \ / / RIM: 470.15
1 / proposed parking lot will be constructed of permeable concrete interlocking pavement (Permeable
/ IU4. / / t . / h1 10: 463.51
460.54 /// / / / 471 � Pavement - Level 1 Additionally, nutrient credits purchased from an approved Nutrient Bank will also be
/ q 11: 463.77 ) Y pp
SDMH BM
_ 6 // / / \ required because the proposed WQ BMPs do not remove the entire required TP load reduction.
RIM: 460.54
SD 12"FES 10:454.29 //C / / / / bh / •.\ / A10
Al INV.456.00 460. / / / // / _ - -
/ ' \ \ o VSMP CHANNEL PROTECTION CRITERIA
CLASS Al RIP RAP / \
2' DEPTH OVER FILTER
FABRIC / q/ // _ / / T P TH J OUTFACE A &OUTFACE C
The proposed development conditions do not create increased volumes of sheet flow at Outfall A and
/ // // / / / / / Outfall B as identified on the plan. It is the opinion of the Engineer of Record that by maintaining, or
b pheven decreasing, the post -development runoff volumes and by continuing sheet flow there will be no
OUTFALL B 460.7' �d / / 20 ON1 °i / / / / / P / contribution to erosion, sedimentation, or flooding of down gradient properties or resources and that no
460.2' /A
-870- 66(D).(EX.CHANNEL) further water quantity controls are requ're at these outfalls per 9VAC25
477.2�
Q1(POST) 0.32 CFS / y
/ /�/ /'' / 1 Rh�'i -. // bb J / / �° OUTFALL B
Q10(POST 1.92 CFS / / PERMEABLE ASPHALT / 1
per 9VAC25-870-66 B 3
b5ib\ tiq p - /� �� PAVERS i - \ PAVING p ( ) ( )
/bb5 bq a Nbq Q1(Allowable ) = [I.F. x (Ql(Pre) x RV1 (Pre))/RV1 (Post)]
47
/ 471-=7 �ti TVA / I.F. = 0.9 (Less than 1 Acre of Disturbance)
- - -
STEEP SLOPES / � / � / � Q1(Pre) = 0.71 cfs
/ - w ` I V § RVt(Pre) = 1,498 cf
/ / / // / APPROXIMATE @ GM ❑ TRAWVT �o RV1(Post) = 2,752 + 136 = 2,888 cf
p25%) / / // // LOCATION to"PVC Q1(Allowable) _ [0.9 x (0.71 x 1,498/2,888)] = 0.33 cfs
//
Q1(Post) = 0.32 cfs < Q(1)Allowable = 0.33 cfs
LSFLR UMPSPAD POST-DEV. WATERSHED B ` � / (CRITERIA MET)
PID 061 WO-01-OA-00400 TO SWM (18" STORMTANK) ls'r /wb �" i l
SHEOU-JONG AND LI YUN CHIANG D.A. = 0.57 Ac o0'Cb
C/O DANIELLE STARK / / 4- BOL 471.7 `0'
PARCEL B-2 / I STORY STUCCO RVi1POST) = 2,752 CF Ca / FLOOD PROTECTION CRITERIA
DB 1548 PG 37b /GN�NP 4 ° OO #475
° 0 4722 CN = 83
/ R Tc = 5.0 Min. / / /
� OUTFACE A &OUTFACE C
l / , Satisfied per 9VAC25-870-66(D)
01
46 i' LP y OUTFACE B
/ N �0 �0�2C9
/ Gw1P / I \. _ - / / ^q / per 9VAC25-870-66(C)(2)
1.92 cfs < Q1o(Pre) - 2.47 cfs
QJ O Qm / (CRITERIA MET)
6,' h� /
l- --- --.._L..01
�... P OUTFALL A
} �rybj �b� T 5 II I \ S�GN(AH _ SGN\HC \ (SHEET FL TO STREET)
x
/ G P �1 // / _Tc PATHI $ \` - I 470.T 470.8' 470.T \ Q1(POST= 0.1 CFS
4 8.9' \� \ 4 / S - I Q10(POST) = 6.27 CFS
477.3 ®SSMH /
v RIM:471.17
SPA S o h 1 II \ \ 110465.827
467.9' \. \ 470.5' II. 465.87 /
POST-DEV.
WATERSHED TOE \ h
x \ f \\ \\ OUTFALL A
� I I
) I
I I
9 SP CES I
/ 1
GNI N)6' - SGN NTP
OUTFALL C
(SHEET FLOW TO EX.CHANNEL)
Q 1(POST) = 0.88 CFS
RVl(POST) = 1,779 CF
Q10(POST) = 1.71 CFS
\ \ D.A. = 9686 SF \
\
Min
1 AV \\ 2SP
PID 061 WO-01-OA-00300
AUTOZONE DEVELOPMENT LLC
LOT
(INST 202000006187)
GPS PT
470.20
TRA
PT
469.3'
14
\\ / /
469.6' �y
_1 0 10' 20' 40'
J�e / ?
469.6/ l
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
TH OF'
CO ff7
Alan G. Franklin
Lic. No. 35326
.O 11-07-2022 W.
SSIONAL �,���
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
POST -DEVELOPMENT
D.A. MAP
sheet title
SW101
sheet number
0
3
0
2S
/ost-Dev B (1-YR)
2P
::4L
18" StormTrap
Outfall B
3S
Post-Dev B (No SWM)
[:9L 8S
Outfall C Post-Dev. C
Summary for Link 4L: Outfall B
Post- ev. A
.0I7<[iF11IG1
Inflow Area = 30,056 sf, 0.00% Impervious, Inflow Depth > 1.08" for 1-Year event
Inflow = 0.32 cfs @ 12.04 hrs, Volume= 2,712 cf
Primary = 0.32 cfs @ 12.04 hrs, Volume= 2,712 cf, ASten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 9L: Outfall C
Inflow Area =
9,686 sf,
79.85% Impervious,
Inflow Depth > 2.20" for 1-Year event
Inflow =
0.88 cfs @
11.95 hrs, Volume=
1,779 cf
Primary =
0.88 cfs @
11.95 hrs, Volume=
1,779 cf, Men= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Pond 2P: 18" Storm Trap
Inflow Area =
24,829 sf,
0.00% Impervious,
Inflow Depth > 1.33" for 1-Year event
Inflow =
1.47 cfs @
11.96 hrs, Volume=
2,752 cf
Outflow =
0.29 cfs @
12.14 hrs, Volume=
2,577 cf, Men= 80%, Lag=10.8 min
Primary =
0.29 cfs @
12.14 hrs, Volume=
2,577 cf
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 458.63' @ 12.14 hrs Surf.Area= 2,070 sf Storage=1,164 cf
Plug -Flow detention time= 72.2 min calculated for 2,568 cf (93% of inflow)
Center-of-N}ass det. time=49.4 min (838.6 - 789.2 )
Volume Invert Avail.Storage Storage Description
#1 458.00' 949 cf #57 Gravel + 12" on all sides (Irregular) Listed below (Recalc)
5,175 cf Overall - 2,802 cf Embedded = 2,373 cf x40.O% Voids
#2 458.00' 2,634 cf 18" StormTank (Irregular) Listed below (Recalc) Inside #1
2,802 cf Overal I x 94.0% Voids
3,583 cf Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
V\L-t.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
458.00
2,070
206.0
0
0
2,070
460.50
2,070
206.0
5,175
5,175
2,585
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wat.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
458.00
1,868
198.0
0
0
1,868
459.50
1,868
198.0
2,802
2,802
2,165
Device
Routing
Invert
Outlet Devices
#1
Primary
457.50'
12.0" Round 12" HDPE
L= 20.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert-- 457.50' / 456.00' S= 0.0750 'f Cc= 0.900
n= 0.012
#2
Device 1
458.00'
4.0" Vert.4" PVC C=0.600
#3
Device 1
458.75'
6.0" Vert. (2) - 6 PVC X 2.00 C= 0.600
PrimaryOutRow IVlax=0.29 cfs @ 12.14 hrs HVV=458.63' (Free Discharge)
t1=12" HDPE (Passes 0.29 cfs of3.01 cfs potential flow)
N=4" PVC (Orifice Controls 0.29 cfs @ 3.29 fps)
2
=(2) -6 PVC ( Controls 0.00 cfs)
Summary for Subcatchment 3S: Post-Dev B (No SWNQ
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.06 cfs @ 11.99 hrs, Volume= 136 cf, Depth> 0.31"
Runoff bySCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
0.120 61 >75% Grass cover, Good, HSG B
0.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 50 0.0300 0.18 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
0.7 163 0.0400 4.06 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
5.2 213 Total
Summary for Subcatchment 8S: Post-Dev. C
[49] Hint: Tc<2dt mayrequire smaller dt
Runoff =
0.88 cfs @ 11.95 hrs, Volume= 1,779 cf, Depth> 2.20"
Runoff bySCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (sf)
CN Description
7,734
98 Paved parking, HSG D
1,952
80 >75% Grass cover, Good, HSG D
9,686
94 Weighted Average
1,952
20.15% Pervious Area
7,734
79.85% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry, Direct (Assumed)
Summary for Subcatchment 2S: Post-Dev B (1-YR)
[49] Hint: Tc<2dt mayrequire smaller dt
Runoff = 1.47 cfs @ 11.96 hrs, Volume= 2,752 cf, Depth> 1.33"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
0.570 83 VRRMAdiusted CN
0.570 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 50 0.0300 0.18 Sheet Row,
Grass: Short n= 0.150 P2= 3.60"
0.7 163 0.0400 4.06 Shallow Concentrated Row,
Paved Kv= 20.3 fps
5.2 213 Total
Summary for Subcatchment 7S: Post-Dev. A
[49] Hint: Tc<2dt may require smaller dt
Runoff =
0.11 cfs @ 11.96 hrs, Volume= 200 cf, Depth> 1.27"
Runoff bySCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (so
CN Description
1,638
80 >75% Grass cover, Good, HSG D
260
98 Paved parking, HSG D
1,898
82 V\6ighted Average
1,638
86.30% Pervious Area
260
13.70% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry, Direct (assumed)
Summaryfor Link 10L: Outfall A
Inflow Area =
1,898 sf,
13.70% Impervious,
Inflow Depth > 1.27" for 1-Yearevent
Inflow =
0.11 cfs @
11.96 hrs, Volume=
200 cf
Primary =
0.11 cfs @
11.96 hrs, Volume=
200 cf, Men= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
waterstreetstudio
landscape architecture I civil engineering
418E Main Street 434 295 8177 Charlottesville, VA 22902
TH OF v�?
�7
Alan G. Franklin
Lie. No. 35326 w
0 12-19-2022 .
.o
ONAL
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
POST-DEV.
STORMWATER
MODEL (1-YR)
sheet title
SW 102
sheet number
2S
P/St-[Dev B (10-YR)
2P
4L 7S
18" StormTrap
Outfall B
3S Post- ev. A
Post-Dev B (No SWM)
9L � 8S
10L
Outfall C Post-Dev. C
Outfall A
Summary for Link 4L: Outfall B
Inflow Area = 30,056 sf, 0.00% Impervious, Inflow Depth> 3.04" for 10-Year event
Inflow = 1.92 cfs @ 12.03 hrs, Volume= 7,608 cf
Primary = 1.92 cfs @ 12.03 hrs, Volume= 7,608 cf, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 9L: Outfall C
Inflow Area = 9,686 sf, 79.85% Impervious, Inflow Depth> 4.49" for 10-Year event
Inflow = 1.71 cfs @ 11.95 hrs, Volume= 3,620 cf
Primary = 1.71 cfs @ 11.95 hrs, Volume= 3,620 cf, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Pond 2P:18" StormTrap
24,829 sf, 0.00% Impervious, Inflow Depth > 3.48" for 10-Year event
3.67 cfs @ 11.96 hrs, Volume= 7,207 cf
1.71 cfs @ 12.06 hrs, Volume= 6,950 cf, Men= 53%, Lag= 6.3 min
1.71 cfs @ 12.06 hrs, Volume= 6,950 cf
Routing byStor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 459.43' @ 12.06 hrs Surf.Area= 2,070 sf Storage= 2,629 cf
Plug-Flowdetention time= 55.4 min calculated for 6,950 cf(96%of inflow)
Center -of -Mass det. time= 41.4 min (807.6 - 766.2 )
Volume Invert Avail.Storage Storage Description
#1 458.00' 949 cf #57 travel + 12" on all sides (Irregular) Listed below (Recalc)
5,175 cf Overall - 2,802 cf Embedded = 2,373 cf x40.0%Voids
#2 458.00' 2,634 cf 18" StormTank (Irregular) Listed below (Recalc) Inside #1
2,802 cf Overall x 94.0% Voids
3,583 cf Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
458.00
2,070
206.0
0
0
2,070
460.50
2,070
206.0
5,175
5,175
2,585
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
458.00
1,868
198.0
0
0
1,868
459.50
1,868
198.0
2,802
2,802
2,165
Device
Routing
Invert
Outlet Devices
#1
Primary
457.50'
12.0" Round 12" HDPE
L= 20.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert-- 457.50' / 456.00' S= 0.0750 '/' Cc= 0.900
n= 0.012
#2
Device 1
458.00'
4.0" Vert. 4" PVC C= 0.600
#3
Device 1
458.75'
6.0" Vert. (2) - 6 PVC X 2.00 C= 0.600
Primary OutRow Ntax=1.70 cfs @ 12.06 hrs HV\P:459.42' (Free Discharge)
t1=12" HDPE (Passes 1.70 cfs of4.51 cfs potential flow)
12=4" PVC (Orifice Controls 0.47 cfs @5.39 fps)
3=(2) - 6 PVC (Orifice Controls 1.23 cfs @ 3.12 fps)
Summary for Subcatchment 3S: Post-Dev B (No SW R
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.35 cfs @ 11.97 hrs, Volume= 658 cf, Depth> 1.51"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (ac) CN Description
0.120 61 >75% Grass cover, Good, HSG B
0.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 50 0.0300 0.18 Sheet Row,
Grass: Short n= 0.150 P2= 3.60"
0.7 163 0.0400 4.06 Shallow Concentrated Row,
Paved Kv= 20.3 fps
5.2 213 Total
Summary for Subcatchment 8S: Post-Dev. C
[49] Hint: Tc<2dt may require smaller dt
Runoff =
1.71 cfs @ 11.95 hrs, Volume= 3,620 cf, Depth> 4.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (sf)
CN Description
7,734
98 Paved parking, HSG D
1,952
80 >75% Grass cover, Good, HSG D
9,686
94 Mighted Average
1,952
20.15% Pervious Area
7,734
79.85% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry, Direct (Assumed)
Summary for Subcatchment 2S: Post-Dev B (10-M
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.67 cfs @ 11.96 hrs, Volume= 7,207 cf, Depth> 3.48"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (ac) CN Description
0.570 84 VRRM Adjusted CN
0.570 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 50 0.0300 0.18 Sheet Row,
Grass: Short n= 0.150 P2= 3.60"
0.7 163 0.0400 4.06 Shallow Concentrated Row,
Paved Kv= 20.3 fps
5.2 213 Total
Summary for Subcatchment 7S: Post-Dev. A
[49] Hint: Tc<2dt may require smaller dt
Runoff =
0.27 cfs @ 11.95 hrs, Volume= 520 cf, Depth> 3.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (sf)
CN Description
1,638
80 >75% Grass cover, Good, HSG D
260
98 Paved parking, HSG D
1,898
82 Weighted Average
1,638
86.30% Pervious Area
260
13.70% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry, Direct (assumed)
Summary for Link 10L: Outfall A
Inflow Area = 1,898 sf, 13.70% Impervious, Inflow Depth > 3.29" for 10-Year event
Inflow = 0.27 cfs @ 11.95 hrs, Volume= 520 cf
Primary = 0.27 cfs @ 11.95 hrs, Volume= 520 cf, Men= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434 295 8177 Charlottesville, VA 22902
T H OF v�?
�7,
Alan G. Franklin
Lie. No. 35326 w
0 12-19-2022 .
ONAL
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
POST-DEV.
STORMWATER
MADEL (10-YR)
sheet title
SWI03
sheet number
3'-0" (914 mm)
p00000017 a000000�
® o000 000a 0o000 000a
o�oo_0Po�o_ o_�o_a�o_�o_a�
1'-6"
O
(457mm)
°DOOODOOOOaDOOap
DODpO0aD00��O0aD�O�aD'
a000000o a000000d
TOP
T
w
J
m
Q
w
w
U
I
FRONT
ISOMETRIC VIEW
SIDE
STORMTANK MODULES
DESCRIPTION
HEIGHT
in. (mm)
CAPACITY
cf (cu. m.)
NOMINAL
VOID RATIO
WEIGHT
Ibs. (kg)
ST-18
18 (457)
6.436 (0.18)
95.5%
22.7 (10)
ST-24
24 (610)
8.656 (0.25)
96.0%
26.3 (12)
ST-30
30 (762)
10.876 (0.31)
96.5%
29.5 (13)
ST-36
36 (914)
13.096 (0.37)
97.0%
33.1 (15)
V-6"
(457 mm)
ma Dma Dma Dma Dma Dm
ma Dma Dma Dma Dma Dm
on Eon Loa Loa Loa ao
Toa ooa ooa oov vov volt
®a DaVDma D®aVaaVa
Da Da D®
a
18" (457 mm)
SIDE PANEL
1 \ STORMTRAP MODULE
1 '-6"
(457 mm)
o E
_I rn
�LO
v
24" (610 mm)
SIDE PANEL
1 '-6"
(457 mm)
ma Dma Dma Dma D®a D
Da ®
ma mDma Dma Dma Dm
aDaDaDaDaD
p®a p®a pma o®a o®
E®� 94° °o° °m° °� ®° °, ® va
a� a� aa
ma Dma Dma Dma D®a D®
`V ; aDaDaDaDaD
OA D®a D®a Loa Loa Do
on Dma Dma D®a Dma Dm
11
ma Dma Dma D®a D®a D®
30" (762 mm)
SIDE PANEL
o E
N �
00
NOTES:
1. SIDE PANELS TO BE INSTALLED ALONG SYSTEM PERIMETER, UNLESS OTHERWISE
SPECIFIED.
2. ALL HEIGHTS TO BE CUT FROM A 36" (914 ml SIDE PANEL AT PRE -SCRIBED
LOCATIONS.
3 1 STORMTRAP SIDE PANELS
✓104 SCALE : NTS
CONCRETE RING PORT KIT
(DESIGNED BY OTHERS) BOX WITH LID
RISER PIPE
BRENTWOOD OBSERVATION
PORT FLEXIBLE
COUPLING
4 OBSERVATION PORT
SW 104 SCALE : NTS
1'-611
(457 mm)
aDIDIDaDaD
®a D®a D®a Dma D®a D®
a o a o a o a o a
ma Dma Dma Dma Dma DO
aDaDaDaDaD
®a p®a pma pma p®a o®
a7 7,
a7 7,
aU
®a �®a o®a �®a �®a ,®
ma Dma Dma Dma D®a Dm
®a D®a D®a Dma D®a D®
On D®a Dma Dma DEon a D®
ma Dma Dma Dma Dma Dm
ll
ma Dma Dma Dma D®a D®
36" (914 mm)
SIDE PANEL
FINISHED IMPERVIOUS SURFACE
(SEE PAVING SECTION DETAIL)
SUITABLE COMPACTED FILL
PROPEX GEOTEX 601
NON -WOVEN GEOTEXTILE
(OR EQUAL) AND STONE/SOIL
INTERFACE
IMPERMEABLE LINER
SURROUNDING MODULES
VDOT #57 STONE
CONTRACTOR RESPONSIBLE FOR
ENSURING SUBGRADE SOILS MEET
BEARING AND SETTLING
REQUIREMENTS
STEP 1:
3'-0" (914 mm)
V-6"
(457 mm)
p000000� a000000q
0000 000a o000 0000
°DO�011DO) "D �OaDO�Oa°
1' 6" ° o 000o7Mi�
O o 00<> a °
000 000a
(457 mm) oD000aOOD000o
1 aD 0 0 O O O O aD
°° O �4
® o000®�o�o
a o 0 0 0 0 0 0 0 o d
9"
(229 mm)
SEE TABLE A FOR
OPENING SIZE
TABLE A: OBSERVATION PORT DIMENSION
PORT SIZE
OPEN SIZE
RISER PIPE DIA.
6" (152 mm)
7" (178 mm)
6" (152 mm)
8" (203 mm)
9" (229 mm)
8" (203 mm)
10" (254 mm)
11" (279 mm)
10" (254 ml
LAYOUT & CUT OPENING INTO THE CENTER OF THE TOP
PLATEN FOR BRENTWOOD OBSERVATION PORT.
CTl A -
0
A"
ru
FLANGE PLATE
ZKMARK & CUT FLANGE PLATE FLUSH WITH
MODULE SIDE'WHEN MODULE IS ON THE
PERIMETER OF THE SYSTEM."
\/C/-`CTATCfI AOCA %A/IT" ArIC/'1IIATC
JIVI\IVII/"\I V1�
MODULES
2 ) STORMTRAP TYPICAL SECTION
SW1041 SCALE: NITS
STACKING PIN
(2 PLACES)
STEP 2:
PLACES)
TION PORT
_NT HOLES (2
-EN
ALIGN PORT PLATE WITH TOP PANEL:
INSERT TWO STORMTANK MODULE STACKING PINS INTO THE CIRCULAR
RECESSES IN THE TOP PLATEN OF THE STORMTANK MODULE. INSERT THE
SHORT SIDE OF THE PORT PIPE STUB INTO THE PLATEN ALIGNING THE
PORT PLATE ALIGNMENT HOLES WITH THE STACKING PINS.
CTPP R-
NON-WOVEN
GEOTEXTILE FABRIC
(PROPEX GEOTEX
601 OR APPROVED
EQUAL)
INSTALL GEOTEXTILE:
WRAP SPECIFIED GEOTEXTILE FABRIC AROUND ENTIRE INSTALLATION OF
STORMTANK MODULES. CUT "X" PATTERN INTO GEOTEXTILE FABRIC AT
OBSERVATION PORT AND PEEL EDGES OUT.
STEP 3:
INSTALL OBSERVATION PORT
CTFP F-
"� ATION
PORT WITH SS BANDING,
WATER RESISTANT TAPE OR
NYLON ZIP -TIE
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
�PLTH OF
°� vf�cr
� v
Alan G. Franklin
Lic. No. 35326
0 12-19-2022 Fv.
.n
LT ON A L
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
SWM DETAILS
sheet title
PLAN VIEW - PORT PLATE IN POSITION
OBSERVATION PORT INSTALLATION
SEAL FABRIC TO OBSERVATION PORT
SWI04
sheet number
STEP 1:
LOCATE AND MARK OPENING
rR . ....
OR PIPES TO BE
INSTALLED
STEP 4:
INSTALL PIPE (SLIP FIT)
REMOVE SIDE PANELS FROM MODULES REINSTALL SIDE PANELS
AND CUT OPENING
OPENING FOR PIPE
INSTALLATION
r- 18
aDaMMMD
®a D®a Da;D®a D®a D®
o p®a p®a p®a p®a p PER PLAN
WRAP AND SECURE GEOTEXTILE
STORMRAP: INLET/OUTLET PIPE INSTALLATION
SCALE : NTS
2 PERMEABLE PAVER
SW105 SCALE: F'= 1'
NON -WOVEN GEOTEXTILE FABRIC (PROPEX
GEOTEX 601 OR APPROVED EQUAL)
SEAL FABRIC TO INLET PIPE WITH
SS BANDING, WATER RESISTANT TAPE
OR NYLON ZIP TIE (BY OTHERS)
PVC OUTLET
(SEE PLAN FOR LOCATION(S) AND SIZE
STORMTANK@ - SECTION @ SD-Cl
SD-Bl
VDOT STD DI-1
RIM 462.10
INV. OUT 458.50 (12" X 2)
PERMEABLE PAVER
UNDERDRAIN, TYP.
(95% STANDARD PROCTOR)
U,
(OR EQUAL) SURROUNDING MODULES AND
STONEISOIL INTERFACE
VUU I *Z)f tJKAVCL tUUUMLt VVAancu ANU r-K= Ur NNr_0)
STORMTANO 18" MODULES INSTALLED IN STRICT ADHERANCE TO
INSTALLATION SPECIFICATIONS PROVIDE ON SHEET 8
PROPEX GEOTEX 601 NON -WOVEN GEOTEXTILE
4 STORMTANK@- SECTION @ SD-Bl SOTONE/SOILSIN ERFACENGMODULESAND
SW 105 k1 SCALE: 1" = 2'
TO
waterstreetstudIo
landscape architecture I civil engineering
418 E Main Street 434 295 8177 Charlottesville, VA 22902
TH OF .v
CO ff7
Alan G. Franklin
Lic. No. 35326
.O 11-07-2022 W.
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
SWM DETAILS
sheet title
5
S W 105
(95% STANDARD PROCTOR) STONE/SOIL INTERFACE
STORMTANK@ - SECTION @ SD-A2
SCALE : F = 2'
SWI05
sheet number
STORMWATER QUALITY CALCULATIONS
WATER QUALITY CONTROL
In order to satisfy the TP Load Reduction requirements for this re-developmenf activity, a portion of the proposed parking lot will be
constructed of permeable concrete interlocking pavement (Permeable Pavement - Level 1). Additionally, nutrient credits purchased from an
approved Nutrient Bank will also be required because the proposed WQ BMPs do not remove the entire required TP load reduction.
TP Load Reduction Required = 0.74 lbs/yr
The WQ plan is comprised of I sub -watershed, DA A, on the VRRM spreadsheet (shown on subsequenf sheef).
PRE -DEVELOPMENT MAP
I jj
Permeable Pavement - Level I for DA A
DA A Water Quality Volume
Tv = 1,263 cf (from D.A. "A" on f he VRMM spreadsheet)
Permeable Pavement A (Level 1)
7,428 sf of permeable paver on 12" stone reservoir layer w/ underdrain
Volume available in stone reservoir = 7,429 cf x 0.40 = 2,971 cf
Total BMP Treatment Volume = 1,035 cf
TP Load Reduction Provided = 0.38 lbs/yr
Nutrient Credit Purchase Required = 074 - 0.38 = 0.36 lbs/yr (as shown on VRRM spreadsheet)
ECOSYSTEM SERVICES, LLC
1102 Carlton Avenue
Charlottesville, VA 22902
540.578.4296
www.ecosystemservices.us
ion@ecosystemservices.us
December 13, 2022
Alan Franklin, PE
waterstreet studio
802 East Jefferson Street, Suite 3
Charlottesville, VA 22902
RE: Nutrient Offset Credit — Credit Availability Letter
Project: Center Church Parking Lot Addition
Project TMP: 61WG-01-OA-00200
Project Address: 47S Westfield Road, Charlottesville, VIA 22901
Project HLIC: 020802G4
Bank HLIC: 02080204
Bank Address: 170S Lambs Road, Charlottesville, VA 22901
Dear Alan,
We appreciate the opportunity to provide a credit availability letter for 0.36 pounds of phosphorus for
the above referenced project. This letter is to certify that as the clateofthis letter, Ivy Creek Nutrient Bank
has 159.56 pounds of phosphorus (TP), 245.54 pounds of nitrogen ITN), and 50,314.27 pounds of TSS
available for transfer to those entities requiring offsets in accordance with the Chesapeake Bay Watershed
r� �p,
Nutrient Credit Exchange Program IVA Code § 62.1-44.19:14 et seq.). Those offsets are also transferable
in accordance with the Virginia stormwater offset program IVA Code § 62.1-44.15:35) and the Virginia Soil
and Water Conservation Board's Guidance Documenton Stormwater Nonpoint Nutrient Offsets approved
on July 23, 2009, to those regulated entities qualifying for nutrient credits. V
We can certainly accommodate your needs and could offer to fulfil the order of 0.36 pounds of
phosphorus.
Please feel free to contact us with any questions. I hope we have the opportunity to work together on this
project.
71 1 1
Sincerely,
L11
Ecosystem Services, LLC
I I r
By:
4' P3, r; I
fll L II
Q,
I J
Jonathan R. Roller, AOSE PSS CNMI jug
Manager —Authorized Representative
I T
I r
w a t e r s t r le le t s t u d i o
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VIA 22902
TH OF
Alan G. Franklin
Lic. No. 35326
12-19-2022 411?
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
WP02022-OOOXX
project number
WPO: ESC/VSMF`
project phase
DECEMBER 19, 2022
issue date
revisions
STORMWATER
QUALITY
MAPS
sheet title
- VRRM
POST -DEVELOPMENT MAP
SWI06
sheet number
Virginia Runoff Reduction Method Worksheet
DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0
BMP Design Specifications List: 2011 Stds & Specs
Site Summary
Project Title: Center Church 475 Westfield Rd Parking Lot
Date: NA Total Rainfall (in): 43
Total Disturbed Acreage: 0.75
Site Land Cover Summary
Pre-ReDevelopment Land Cover (acres)
A soils
B Soils
C Soils
D Soils
Totals
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
0.32
0.00
0.65
0.97
59
Impervious Cover (acres)
0.00
0.00
0.00
0.68
0.68
41
1.65
100
Post-ReDevelopment Land Cover (acres)
A soils
B Soils
C Soils
D Soils
Totals
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
0.23
0.00
0.42
0.65
39
Impervious Cover (acres)
0.00
0.09
0.00
0.91
1.00
61
1.65
100
Site Tv and Land Cover Nutrient Loads
Final Post -Development
Post-
Post-
Adjusted Pre-
(Post-ReDevelopment
Development
& New Im
Impervious)
p 1
ReDevelopment
(New Impervious)
ReDevelopment
Site Rv
0.67
0.60
0.95
0.60
Treatment Volume (ft)
3,997
2,893
1,104
2,893
TP Load (lb/yr)
2.51
1.82
0.69
1.82
Total TP Load Reduction Required (lb/yr) 0.74 0.18 0.56
Final Post -Development Load
(Post-ReDevelopment & New Impervious)
Pre-
ReDevelopment
TN Load (lb/yr)
17.96
14.24
Site Compliance Summary
Maximum % Reduction Required Below
Pre-ReDevelopment Load 10%
Total Runoff Volume Reduction (ft)
466
Total TP Load Reduction Achieved (lb/yr)
0.38
Total TN Load Reduction Achieved (lb/yr)
2.73
Remaining Post Development TP Load
2.13
(lb/yr)
Remaining TP Load Reduction (lb/yr)
Required
0.36
Virginia Runoff Reduction Method Worksheet
Summary Print
Pre-
Final Post -Development
Post-ReDevelopment TP
ReDevelopment
TP Load per acre
Load per acre
TP Load per acre
(lb/acre/yr)
(lb/acre/yr)
(lb/acre/yr)
1.37
1.52
1.37
Virginia Runoff Reduction Method Worksheet
Drainage Area Summary
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0.00
Managed Turf (acres)
0.27
0.00
0.00
0.00
0.00
0.27
Impervious Cover (acres)
0.30
0.00
0.00
0.00
0.00
0.30
Total Area (acres)
0.57
0.00
0.00
0.00
0.00
0.57
Drainage Area Compliance Summary
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
Total
TP Load Reduced (lb/yr)
0.38
0.00
0.00
0.00
0.00
0.38
TN Load Reduced (lb/yr)
2.73
0.00
0.00
0.00
0.00
2.73
Virginia Runoff Reduction Method Worksheet
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434 295 8177 Charlottesville, VA 22902
�'O H OF v�?
9
Alan G. Franklin
Lie. No. 35326 w
0 12-19-2022 v.
�s�ONAL
professional seal
ALAN FRANKLIN, PE
project manager
project team
------------------------------------------------------------------------------------------------------------------------------------------------CENTER -CHURCH
Runoff Volume and CN Calculations
1-yearstorm
2-yearstorm
10-yearstorm
Target Rainfall Event (in)
13.00
3.60
5.50
Drainage Areas
RV & CN
Drainage Area A
Drainage Area B
Drainage Area C
Drainage Area D
Drainage Area E
CN
86
0
0
0
0
RR (ft3)
466
0
0
0
0
1-year return period
RV wo RR (ws-in)
1.66
0.00
0.00
0.00
0.00
RV w RR (ws-in)
1.44
0.00
0.00
0.00
0.00
CN adjusted
83
0
0
0
0
2-year return period
RV wo RR (ws-in)
2.19
0.00
0.00
0.00
0.00
RV w RR (ws-in)
1.96
0.00
0.00
0.00
0.00
CN adjusted
83
0
0
0
0
30-year return period
RV wo RR (ws-in)
3.94
0.00
Mmary FJr
nt 0.00
0.00
RV w RR (ws-in)
3.71
0.00
0.00
0.00
0.00
CN adjusted
84
0
0
0
0
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
475 WESTFIELD ROAD
CHARLOTTESVILLE, VA 22901
project address
W P02022-000XX
project number
WPO: ESC/VSMP
project phase
DECEMBER 19, 2022
issue date
revisions
STORMWATER
QUALITY - VRRM
SPREADSHEET
sheet title
SWI07
sheet number
RAINGARDEN MATERIAL SPECIFICATIONS
Table 9.6. Bioretention Material Specifications
Material
Specific tion
Notes
Filter Media to contain:
Filter Media
• 85%-88% sand
The volume of filter media based on 110%
Composition
• 8%-12% soil fines
of the plan volume, to account for settling
0 3%-5% organic matter in the form
or compaction.
of leaf compost
P-Index range = 10-30, OR
Filter Media
Between 7 and 21 mg/kg of P in the
The media must be procured from
Testing
soil media.
approved filter media vendors.
CECs greater than 10
Mulch Layer
Use aged, shredded hardwood bark
Lay a 2 to 3 inch layer on the surface of the
mulch
filter bed.
Alternative
Use river stone or pea gravel, coir and
Lay a 2 to 3 inch layer of to suppress weed
Surface Cover
jute matting, or turf cover.
growth.
Loamy sand or sandy loam texture,
Top Soil
with less than 5% clay content, pH
3 inch surface depth.
For Turf Cover
corrected to between 6 and 7, and an
organic matter content of at least 2%.
Use a non -woven geotextile fabric with
Apply only to the sides and above the
Geotextile/Liner
in./sq.
a flow rate of > 110 gal./mft.
underdrain. For hotspots and certain karst
(e.g., Geotex 351 or equivalent)
sites only, use an appropriate liner on
bottom.
Choking Layer
Lay a 2 to 4 inch layer of sand over a 2 inch layer of choker stone (typically #8 or
#89 washed gravel), which is laid over the underdrain stone.
Stone Jacket for
Underdrain
1 inch stone should be double -washed
12 inches for the underdrain;
and/or Storage
and clean and free of all fines (e.g.,
12 to 18 inches for the stone storage layer,
Layer
VDOT #57 stone).
if needed
Use 6 inch rigid schedule 40 PVC pipe
Lay the perforated pipe under the length of
Underdrains,
(or equivalent corrugated HDPE for
the bioretention cell, and install non-
Cleanouts, and
micro-bioretention), with 3/8-inch
perforated pipe as needed to connect with
Observation
perforations at 6 inches on center;
the storm drain system. Install T's and Y's
Wells
position each underdrain on a 1% or
as needed, depending on the underdrain
2% slope located nor more than 20
configuration. Extend cleanout pipes to the
feet from the next pipe.
surface with vented caps at the Ts and Ys.
Establish plant materials as specified in the
Plant one tree per 250 square feet (15
landscaping plan and the recommended
feet on -center, minimum 1 inch
plant list.
caliper).
In general, plant spacing must be sufficient
Shrubs a minimum of 30 inches high
to ensure the plant material achieves 80%
planted a minimum of 10 feet on-
cover in the proposed planting areas within
Plant Materials
center.
a 3-year period.
Plant ground cover plugs at 12 to 18
If seed mixes are used, they should be
inches on -center; Plant container-
from a qualified supplier, should be
grown plants at 18 to 24 inches on-
appropriate for stormwater basin
center, depending on the initial plant
applications, and should consist of native
size and how large it will grow.
species (unless the seeding is to establish
maintained to .
RAINGARDEN INSPECTION AND MAINTENANCE PERMEABLE PAVEMENT INSPECTION AND MAINTENANCE GUIDELINES:
Bio-Retention and Dry Swale Maintenance Inspections MAINTENANCE OF PERMEABLE PAVEMENT IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF
THE PRACTICE.
It is highly recommended that a spring maintenance inspection and cleanup be conducted at each IT IS HIGHLY RECOMMENDED THAT A SPRING MAINTENANCE INSPECTION AND CLEANUP BE CONDUCTED AT EACH PERMEABLE PAVEMENT
bioretention area. The following is a list of some of the key maintenance problems to look for: SITE.
• Check to see if 75% to 90% cover (mulch plus vegetative cover) has been achieved in the
THE FOLLOWING ARE SUGGESTED ANNUAL MAINTENANCE INSPECTION POINTS FOR PERMEABLE PAVEMENTS:
bed, and measure the depth of the remaining mulch.
• Check for sediment buildup at curb cuts, gravel diaphragms or pavement edges that prevents
• THE DRAWDOWN RATE SHOULD BE MEASURED AT THE OBSERVATION WELL FOR THREE (3) DAYS FOLLOWING A STORM EVENT IN
flow from getting into the bed, and check for other signs of bypassing.
EXCESS OF 1 /2 INCH IN DEPTH. IF STANDING WATER IS STILL OBSERVED IN THE WELL AFTER THREE DAYS, THIS IS A CLEAR SIGN THAT
• Check for any winter- or salt -killed vegetation, and replace it with hardier species.
CLOGGING IS A PROBLEM.
• Note presence of accumulated sand, sediment and trash in the pre-treatment cell or filter
beds, and remove it.
• INSPECT THE SURFACE OF THE PERMEABLE PAVEMENT FOR EVIDENCE OF SEDIMENT DEPOSITION, ORGANIC DEBRIS, STAINING OR
• Inspect bioretention side slopes and grass filter strips for evidence of any rill or gully erosion,
PONDING THAT MAY INDICATE SURFACE CLOGGING. IF ANY SIGNS OF CLOGGING ARE NOTED, SCHEDULE A VACUUM SWEEPER (NO
and repair it.
BROOMS OR WATER SPRAY) TO REMOVE DEPOSITED MATERIAL. THEN, TEST SECTIONS BY POURING WATER FROM A FIVE GALLON
• Check the bioretention bed for evidence of mulch flotation, excessive ponding, dead plants or
BUCKET TO ENSURE THEY WORK.
concentrated flows, and take appropriate remedial action.
• Check inflow points for clogging, and remove any sediment.
• Look for any bare soil or sediment sources in the contributing drainage area, and stabilize
• INSPECT THE STRUCTURAL INTEGRITY OF THE PAVEMENT SURFACE, LOOKING FOR SIGNS OF SURFACE DETERIORATION, SUCH AS
them immediately.
SLUMPING, CRACKING, SPALLING OR BROKEN PAVERS. REPLACE OR REPAIR AFFECTED AREAS, AS NECESSARY.
• Check for clogged or slow -draining soil media, a crust formed on the top layer, inappropriate
soil media, or other causes of insufficient filtering time, and restore proper filtration
• CHECK INLETS, PRETREATMENT CELLS AND ANY FLOW DIVERSION STRUCTURES FOR SEDIMENT BUILDUP AND STRUCTURAL DAMAGE.
characteristics.
NOTE IF ANY SEDIMENT NEEDS TO BE REMOVED.
Suggested Annual Maintenance Activities for Bioretention and Dry Swale
Maintenance Tasks
Frequency
•
Mowing of grass filter strips and bioretention turf cover
< 4 times a year
•
Sot weeding, erosion repair, trash removal, and mulch raking
Twice during growing season
•
Add reinforcement planting to maintain desired the vegetation
density
As needed
•
Remove invasive plants using recommended control methods
•
Stabilize the contributing drainage area to prevent erosion
•
Spring inspection and cleanup
•
Supplement mulch to maintain a 3 inch layer
Annually
•
Prune trees and shrubs
•
Remove sediment in re -treatment cells and inflow points
Once every 2 to 3 years
•
Replace the mulch layer
Every 3 years
STORMTANK INSPECTION AND MAINTENANCE
• INSPECT THE CONDITION OF THE OBSERVATION WELL AND MAKE SURE IT IS STILL CAPPED.
• GENERALLY INSPECT ANY CONTRIBUTING DRAINAGE AREA FOR ANY CONTROLLABLE SOURCES OF SEDIMENT OR EROSION.
Description
Proper inspection and maintenance of a subsurface stormwater storage system are vital to ensuring proper product functioning
and system longevity. It is recommended that during construction the contractor takes the necessary steps to prevent sediment
from entering the subsurface system. This may include the installation of a bypass pipe around the system until the site is
stabilized. The contractor should install and maintain all site erosion and sediment per Best Management Practices (BMP) and
local, state, and federal regulations.
Once the site is stabilized, the contractor should remove and properly dispose of erosion and sediment per BMP and all local,
state, and federal regulations. Care should be taken during removal to prevent collected sediment or debris from entering the
stormwater system. Once the controls are removed, the system should be flushed to remove any sediment or construction
debris by following the maintenance procedure outlined below.
During the first service year, a visual inspection should be completed during and after each major rainfall event, in addition
to semi-annual inspections, to establish a pattern of sediment and debris buildup. Each stormwater system is unique, and
multiple criteria can affect maintenance frequency. For example, whether or not a system design includes inlet protection or a
pretreatment device has a substantial effect on the system's need for maintenance. Other factors include where the runoff is
coming from (hardscape, gravel, soil, etc.) and seasonal changes like autumn leaves and winter salt.
During and after the second year of service, an established annual inspection frequency, based on the information collected
during the first year, should be followed. At a minimum, an inspection should be performed semi-annually. Additional inspections
may be required at the change of seasons for regions that experience adverse conditions (leaves, cinders, salt, sand, etc).
Maintenance Procedures
Inspection:
1. Inspect all observation ports, inflow and outflow connections, and the discharge area.
2. Identify and log any sediment and debris accumulation, system backup, or discharge rate changes.
3. If there is a sufficient need for cleanout, contact a local cleaning company for assistance.
Cleaning:
1. If a pretreatment device is installed, follow manufacturer recommendations.
2. Using a vacuum pump truck, evacuate debris from the inflow and outflow points.
3. Flush the system with clean water, forcing debris from the system.
4. Repeat steps 2 and 3 until no debris is evident.
12
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
TH OF .v
CO ff7
Alan G. Franklin
Lic. No. 35326
0 12-19-2022 Fv.
professional seal
ALAN FRANKLIN, PE
project manager
project team
CENTER CHURCH
PARKING LOT
ADDITION
project name
CENTER CHURCH
CHARLOTTESVILLE
client
COUNTY OF ALBEMARLE
Department of Community Development 475 WESTFIELD ROAD
a CHARLOTTESVILLE, VA 22901
Construction Record Drawings (As -built) for VSMP project address
The following is a list of information required on construction record drawings for W P02022-000XX
stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the project number
construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
WPO: ESC/VSMP
A. A signed and dated professional seal of the preparing engineer or surveyor. project phase
B. The name and address of the firm and individual preparing the drawings on the title sheet.
C. The constructed location of all items associated with each facility, and the inspection records to verify
proper dimensions, materials and installation. The items include, but are not limited to the following: D E C E M B E R 19, 2022
1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. issue date
2. Video Pipe Inspection for any pipes which are not accessible or viewable.
3. Updated Location with geo-coordinates of all facilities.
4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities.
5. Current physical and topographic survey for all earthen structures. Ponds should include a survey
of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required
for alterations from the design.
6. Plants, location and type.
7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the
installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s),
inlet and outlet protection, alignment and invert elevations compared to design.
8. Computations: For significant deviations from design, provide sealed computations verifying that revisions
the as -built condition is equivalent or better than design.
9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical
sections and linings.
10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage S T O R M W A T E R
must be within platted easements. Provide copies of recorded documents.
11. Guardrail, fences or other safety provisions - Display the constructed location of all safety MANAGEMENT
provisions; fences, guardrail, including the type, length and applied end treatments, compared to
design. MAINTENANCE
12. Material layers — biofilter media, stone layers, sand layers, keyways and cores must be verified as to
material types and depths. Include inspection reports, boring or test pit reports and materials sheet title
certifications. Biofilter media must be an approved state mix.
13. Access roads — show location of access roads, surface treatment, drainage, etc, as applicable.
14. Compaction reports are required to verify fill compaction in dams.
15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. SWI08
sheet number