HomeMy WebLinkAboutWPO202200022 Plan - VSMP 2022-10-25SHEET INDEX
VICINITY MAP: 1" = 1,000'
- 1 ,2000 MA RC H ANT
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STANDARDS AND SPECIFICATIONS
1. VIRGINIA DEPARTMENT OF TRANSPORTATION (V.D.O.T.) ROAD AND BRIDGE SPECIFICATIONS, DATED 2020.
2. VIRGINIA DEPARTMENT OF TRANSPORTATION (V.D.O.T.) ROAD AND BRIDGE STANDARDS, DATED 2016.
3. VIRGINIA DEPARTMENT OF TRANSPORTATION (V.D.O.T.) WORK AREA PROTECTION MANUAL, DATED 2015.
4. VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION, DIVISION OF SOIL AND WATER CONSERVATION,
VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992.
5. INSTITUTE OF TRANSPORTATION ENGINEERS (ITE MANUAL), TRIP GENERATION, 11TH EDITION.
6. VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) STANDARDS, DATED 2009.
7. ALBEMARLE COUNTY SERVICE AUTHORITY CONSTRUCTION SPECIFICATIONS REGULATING THE
CONSTRUCTION AND EXPANSION OF THE WATER AND SEWER SYSTEMS WITHIN THE COUNTY OF
ALBEMARLE, VIRGINIA, DATED 2018.
8. INTERNATIONAL CODE COUNCIL AMERICAN NATIONAL STANDARD -ACCESSIBLE & USABLE BUILDINGS AND
FACILITIES, DATED 2021.
SURVEYOR'S LEGEND UTILITIES LEGEND
BH
BORE HOLE
GAS LINE
G
BM
BENCH MARK
PHONE LINE
UGT
CO
CLEAN OUT
OVERHEAD ELECTRIC
OHE
DIP
DUCTILE IRON PIPE
SANITARY SEWER
S
E
SANITARY SEWER MANHOLE
UNDERGROUND ELECTRIC-
UGE
IF
IRON FOUND
WATER LINE
W
MF
MONUMENT FOUND
EX. STORM DRAIN LINE
PF
PIPE FOUND
PROP. STORM DRAIN LINE
PKNS
P-K NAIL SET
S
SIGN
WM
WATER METER
WV
WATER VALVE
240AK40 = 24" OAK W/ 40' CANOPY DIA
DEMOLITION LEGEND
TBS
TO BE SAVED
TBR
TO BE REMOVED
EX.
EXISTING
SITE ELEMENT TO BE REMOVED
�X1l
TREE TO BE REMOVED
- x
UTILITY LINE TO BE REMOVED
WPO/VSMP
WP02022-00022
ALBEMARLE COUNTY, VIRGINIA
MAY 19, 2022
EROSION & SEDIMENT CONTROL NOTES
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. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING
ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
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 CALLED
(434-970-3182) IMMEDIATELY AFTER INITIAL MEASURES ARE IN PLACE AND BEFORE THE START OF ANY FURTHER CONSTRUCTION.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN AND NARRATIVE SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS( INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE
CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE
PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL
STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO
MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
10. ALL FILL MATERIAL SHALL BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE
TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
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/1000SF. 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 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE
AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR 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 #
SHEET TITLE
EC100
COVER SHEET
EC101
EROSION CONTROL PLAN NARRATIVE
EC102
EXISTING CONDITIONS
EC103
EROSION CONTROL PLAN -STAGE A
EC104
EROSION CONTROL PLAN -STAGE B
EC105
EROSION CONTROL DETAILS
EC106
EROSION CONTROL DETAILS
SW 100
PRE -DEVELOPMENT D.A. MAP
SW 101
POST -DEVELOPMENT D.A. MAP
SW 102
STORMWATER MODEL (1 YR)
SW103
STORMWATER MODEL (IOYR)
SW 104
STORMWATER QUALITY MAP
SW105
VRRM SPREADSHEETS
SW106
STORMWATER MANAGEMENT DETAILS
SW 107
STORMWATER MANAGEMENT DETAILS
SW108
STORMWATER MANAGEMENT MAINTENANCE
SITE DATA
DEVELOPER:
VIRGINIA PACIFIC INVESTMENTS LLC
CONTACT: ALLAN CADGENE
PROPERTY OWNER:
VIRGINIA PACIFIC INVESTMENTS LLC
2088 UNION STREET - SUITE 1
SAN FRANCISCO, CA 94123
TAX MAP / PARCEL #:
78-21 HO
PROPERTY ADDRESS:
2000 MARCHANT STREET
PROPERTY SIZE:
1.36 ACRES
ZONING:
LI - LIGHT INDUSTRY
ZONING OVERLAY DISTRICTS:
MANAGED STEEP SLOPES OVERLAY DISTRICT
MAGISTERIAL:
SCOTTSVILLE
COMPREHENSIVE PLAN:
NEIGHBORHOOD 4
EXISTING USE:
MULTI -FAMILY RESIDENTIAL
PROPOSED USE:
MANUFACTURING/PROCESSING/ASSEMBLY/FABRICATION/RECYCLING
AND BY -RIGHT ACCESSORY DWELLING UNITS IN ACCORDANCE WITH
LETTER OF DETERMINATION LOD201900003
DRINKING WATER WATERSHED:
NONE
DAM INUNDATION ZONE:
NO
SURVEY SOURCES:
KIRK HUGHES & ASSOCIATES
LAND SURVEYORS & PLANNERS
220 EAST HIGH STREET
CHARLOTTESVILLE, VIRGINIA 22902
(434) 296-6942
JANUARY 7, 2020, UPDATED ON DECEMBER 15, 2021
DATUM:
HORIZONTAL NAD-83 VIRGINIA SOUTH ZONE, VERTICAL NAVD-88.
BENCHMARK:
BENCH MARK #1 - IRON ROD SET W/ CAP - ELEV.=383.94'
BENCH MARK #2 - IRON ROD SET W/ CAP - ELEV.=385.56'
MISS UTILITY TICKET NUMBER: A804500955
APPROVALS:
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 w
0 10-19-2022 .
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS - ADD EC106 & SW 108
revisions
COVER SHEET
sheet title
EC I
sheet number
EROSION & SEDIMENT CONTROL NARRATIVE
PROJECT DESCRIPTION
THIS RE-DEVELOPMONT PROJECT PROPOSES TO ADD EIGHT (8) SMALL "MAKER SPACE" LIVE/WORK COTTAGES, RENOVATE A SMALL EXISTING
PARKING LOT, AND ADD TWO OTHER SMALL PARKING LOTS TO THE 2000/2010 MARCHANT PROPERTY. THE PROJECT SITE IS 2000 MARCHANT STREET
IN CHARLOTTESVILLE, VIRGINIA ACROSS THE STREET FROM THE HISTORIC WOOLEN MILLS SITE. IT IS TAX MAP PARCEL NUMBER 78-21 HO IN
ALBEMARLE COUNTY. THE PROPERTY ACREAGE IS 1.36 ACRES AND THE DEVELOPMENT IMPROVEMENTS WILL ENCROACH ONTO A SMALL,
ADJACENT PIECE OF VACANT LAND THAT LIES BETWEEN THE MARCHANT STREET RIGHT OF WAY AND THE SUBJECT PROPERTY. THERE WILL
BE 1.0 ACRE OF DISTURBANCE ASSOCIATED WITH THIS PROJECT. ALL OF THE DISTURBANCE WILL OCCUR BETWEEN BROADWAY STREET, MARCHANT
STREET, AND THE EXISTING LARGE RESIDENTIAL STRUCTURE ON SITE WHICH IS CURRENTLY A MIX OF TURF, PAVEMENT, AND LARGE SPECIMEN TREES.
THE TOPOGRAPHY STEEPLY RISES FROM THE STREET AND THEN IS RELATIVELY FLAT FOR MOST OF THE DISTURBED AREA. THE PROPOSED GRADING
WILL CLOSELY MATCH THE EXISTING TOPOGRAPHY WHERE POSSIBLE IN ORDER TO PRESERVE SEVERAL OF THESE SPECIMEN TREES.
THERE WILL BE AN INCREASE OF IMPERVIOUS AREA WITHIN THE LIMITS OF DISTURBANCE FROM 10,364 SQUARE FEET TO 19,600 SQUARE FEET.
INCREASED STORM RUNOFF FROM THIS DEVELOPMENT WILL BE MANAGED THROUGH THE USE OF PERMEABLE PAVEMENT IN THE PARKING AREAS, A
RAIN GARDEN, 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 JANUARY OF 2023 AND CONCLUDE BY DECEMBER OF 2023.
EXISTING CONDITIONS
THE PROJECT SITE IS HOME TO A LARGE, HISTORIC, 2-STORY HOUSE AND A SMALL, 2-STORY, HISTORIC COTTAGE. THE STRUCTURES RESIDE ROUGHLY
IN THE MIDDLE OF THE PARCEL, WHICH IS ALSO THE HIGH POINT IN GRADE. THE LAND SLOPES AT APPROXIMATELY 10% AWAY FROM THE HOUSE
TOWARD BROADWAY STREET AND 20%AWAY FROM THE HOUSE TOWARD THE RAILROAD. THERE IS AN EXISTING PAVED PARKING AREA BETWEEN
THE HOUSE AND BROADWAY. THERE REMAINDER OF THAT AREA IS LAWN AND SOME LARGE TREES. THE LAND BETWEEN THE HOUSE AND THE
RAILROAD IS LAWN WITH SOME LARGE TREES. THE SITE USE IS RESIDENTIAL BUT IT IS ZONED LIGHT INDUSTRIAL.
ADJACENT AREAS
THE ADJACENT LAND IS DEVELOPED LIGHT INDUSTRIAL/OFFICE.
OFF -SITE AREAS
AREAS WITHIN THE BROADWAY STREET AND MARCHANT STREET RIGHT-OF-WAY ARE SHOWN TO BE DISTURBED AND PROTECTED FROM EROSION AS
PART OF THIS PLAN. ALL EARTHEN MATERIALS WILL BE GENERATED OR WASTED ON -SITE, OR WILL COME FROM OR BE TAKEN TO A SITE WITH AN
APPROVED GRADING PERMIT.
SOILS
PER THE USDA WEB SITE, SOILS ON -SITE ARE IDENTIFIED AS CATOCTIN SILT LOAM -15 TO 25%SLOPES (SOILS GROUPI2D), YADKIN CLAY LOAM - 7 TO
15%SLOPES (SOILS GROUP 23C), RABUN CLAY LOAM - 2 TO 7%SLOPES (SOILS GROUP 71 B). AL L SOILS ARE IN HSG B.
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. 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 CULVERT INLET PROTECTION ON EXISTING PIPE 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
PLAN.
4. ESTABLISH STAGING AREA AND STOCKPILE AREA AS SHOWN ON PLAN.
5. RE-ROUTE GAS LINE AS SHOWN ON THE PLANS. MAINTAIN EROSION CONTROL AT DOWNHILL PERIMETER OF UTILITY TRENCH.
6. ONCE GAS UTILITIES ARE RE-ROUTED, INSTALL TEMPORARY SEDIMENT TRAP AND ASSOCIATED DIVERSION DIKES.
7. ESTABLISH ROUGH GRADES SHOWN ON STAGE A PLAN AND INSTALL TEMPORARY SEEDING ON ALL DISTURBED AREAS.
8. CONSTRUCT BUILDING PADS AND CONTINUE BUILDING CONSTRUCTION WHILE MAINTAINING SEDIMENT TRAP.
9. MOVE TO STAGE B ESC PLAN.
10. WHILE CONTINUING TO MAINTAIN SEDIMENT TRAP, BEGIN INSTALLATION OF PARKING LOT SUB -BASE, CURBING, AND TRENCH DRAINS.
11. MAINTAIN SEDIMENT TRAP AS LONG AS POSSIBLE DURING PARKING LOT CONSTRUCTION.
12. 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.
13. IDENTIFY A LIKELY PERIOD OF DRY WEATHER AND DECOMMISSION THE SEDIMENT TRAP ACCORDINGLY.
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 ALL DISTURBED AREAS
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.
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.
PERMANENT STABILIZATION
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 CREATES AN INCREASE OF IMPERVIOUS COVER AND SUBSEQUENTLY AN INCREASE IN RUNOFF VOLUME AND PEAK
FLOW FROM THE DEVELOPMENT SITE TO THREE EXISTING OUTFALLS (1, 2,& 3). AT OUTFALLS 1 AND 3, THE RUNOFF/VOLUME INCREASE IS MINOR AND
IS ADDRESSED BY MAINTAINING THE RUNOFF AS 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). TO ADDRESS THE INCREASED RUNOFF VOLUME AND PEAK FLOW AT OUTFALL 2, THE TWO PARKING LOTS WILL
BE CONSTRUCTED OF PERMEABLE PAVERS, A RAIN GARDEN WILL BE CONSTRUCTED TO HELP ATTENUATE RUNOFF FROM BUILDING ROOFS, AND AN
UNDERGROUND STORMWATER DETENTION SYSTEM ARE PROPOSED. A MAJORITY OF THE PROPOSED DEVELOPMENT STORMWATER WILL BE ROUTED
TO THE UNDERGROUND DETENTION SYSTEM AND RELEASED TO AN EXISTING 12" CMP UNDER MARCHANT STREET (OUTFALL 2) AS REQUIRED BY
9VAC25-870-66(B) & (C).
IN ORDER TO SATISFY THE TP LOAD REDUCTION REQUIREMENTS FOR THIS RE -DEVELOPMENT ACTIVITY, THE TWO ON -SITE PARKING BAYS WILL BE
CONSTRUCTED OF PERMEABLE CONCRETE INTERLOCKING PAVEMENT (PERMEABLE PAVEMENT - LEVEL 1) AND A RAIN GARDEN (RAIN GARDEN #1)
WILL ALSO BE CONSTRUCTED. 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.
In. 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; (II) DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED RAINFALL RESULTING
FROM THE ONE YEAR, 24-HOUR STORM; AND (III) 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 9VAC25-87048 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 (II) 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
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS - ADD EC106 & SW 108
revisions
EROSION CONTROL
PLAN NARRATIVE
sheet title
EC101
sheet number
I I
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TOPOGRAPHY NOTES
1.) TITLE SOURCE
TMP 78-21 H
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VIRGINIA PACIFIC INVESTMENTS, LLC
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DB 5040-20, 23 PLAT
PARCEL "C"
I
1.361 ACRES
SURVEYOR'S CERTIFICATION
2.) DATUM: HORIZONTAL NAD-83 VIRGINIA SOUTH ZONE, VERTICAL NAVD-88 ESTABLISHED BY GPS.
THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF,
N
rFHA450
1
3.) NO UNDERGROUND INVESTIGATION OF UTILITIES WAS PERFORMED. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION
KIRK HUGHES, L.S. FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION; THAT THE
I RAILROAD NOTE
(x2,521 GPMN
OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL
ORIGINAL DATA WAS OBTAINED STARTING ON FEBRUARY 2018 THRU JANUARY 7, 2020, UPDATED
LOADING DOCK 80' RIGHT OF WAY FOR RAILROAD IS PER DB 274-70 AND THE RIGHT OF WAY
I
DAMAGES WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL
AND TRACK MAP FOR THE CHESAPEAKE AND OHIO RAILWAY COMPANY
N
UNDERGROUND UTILITIES.
ON DECEMBER 15, 2021; AND THAT THIS PLAT, MAP OR DIGITAL GEOSPATIAL DATA INCLUDING
— — — J DATED JUNE 30, 1916, AND LAST REVISED JULY 17, 1978. THIS CONFLICTS
METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED.
F
WITH FIELD MONUMENTATION AND PLATS OF RECORD FOR THE SUBJECT
:E
MISS UTILITY TICKET A804500955 Taken: 02/14/1810:51 AM
AND ADJACENT PROPERTIES.
MISS UTILITY CONTACT INFORMATION: TELEPHONE: 1-800-552-7001.
I
TMP 77-40E
i
ANTEC PARTNERSHIP
41820 BROADWAY STREET
4.) PROPERTY LIES WITHIN FLOOD ZONE 'X", NOT A F. ..DEFINED 100 YEAR FLOOD U41 .
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landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
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EUGENE RYANG
project manager
ALAN FRANKLIN
project team
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TOP=376.26' ON� Dg R�—DGEPAV3. MAI project number
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PIPLINE —370 issue dateINV. OUT=362.9' IGH OFWAYNV.IN=3723
TMP 78 21 Q Iw 426
/ m GARAGE-1 STORY (Qzo = 2,178 GPM) _ _ _ _ _ _ _ - ----
�YU�� w-- I aG / SYLVESTER LAWRENCE, JR. & o o I� / /
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— DB 621 507 N to --
BROADWAY ST. (END) ` r ` _ S� S —{ F _ _ PARCEL 'E° 1 ° Iw
MARCHANT ST. (BEGIN) IRF TMP 78-21 P DB 542-568 PLAT /
_� \ i � � � _ 1 I
ALFRED B.SADTLER (LI ZONING) _ _ /I
SANITARY SEWER & WATERLINE SSMH \ RF / \ c�9GF \ DB 4278-469 SSMHEASEMENTS
L7
DB 342-197, 202 PLAT OP IN7372.4' (10" TCP) \ FyT% B 338-3 8 PLAT NOV. IN8385.7' (8" TCP) N.W. BENCH MARK #NCH MARKS — /
(PUBLIC) V. IN=37 (4" CIP) F INV. IN=386.2' (8" IRON ROD SET W/ CAP
TCP) NORTH /
DB 91 PLAT =383.94' / � IN . T=371.2' (10"TCP) ALBEMARLE -WATER &SEWER (LLIl ZONING) CHARLOTTESVILLECITY-SEWER INV. OUT=384.5' (8"TCP) ELEV
FIELD CONTACT: SCOTT KREBELDER (434)531-0714 EXT 146 FIELD CONTACT: BENCHMARK (804)550-7740 (MANHOLE DRY) BENCH MARK #2 /
COMCAST DOM ELEC DISTRIBUTION IRON ROD SET W/ CAP
ELEV=385.56'
800)441-6917 FIELD CONTACT: S & N (804)608-5640 /
I CENTURYLINK RIVANNA - WATER & SEWER /
FIELD CONTACT: S & N (804)608-5640 FIELD CONTACT. TRAVIS GOODE (434)977-2970 EXT 204 /
CHARLOTTESVILLE CITY- GAS TING FIBER
FIELD CONTACT: DERECK PERRY (540)836-7686
CHARLOTTESVILLECITY-WATER
1. 12.03.2021 - ELIMINATE OFF -SITE IMPROVEMENTS
revisions
EXISTING
CONDITIONS
sheet title
EC102
sheet number
0 10' 20' 40'
CONSTRUCTION SEQUENCE
MAINTENANCE NOTES
1. CLEARLY MARK LIMITS OF WORK.
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.
2. ESTABLISH CONSTRUCTION ENTRANCE AND INSTALL CULVERT INLET PROTECTION ON EXISTING PIPE INLET ADJACENT TO
CONSTRUCTION ENTRANCE AS SHOWN ON THE PLAN. UTILIZE NEARBY FIRE HYDRANT FOR TIRE WASHING.
1. THE INLET PROTECTION WILL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT.
3. INSTALL PERIMETER SILT FENCING, INLET PROTECTION, TREE PROTECTION, AND ALL OTHER PERIMETER MEASURES AS
2. THE GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP WHICH WOULD PREVENT DRAINAGE.
SHOWN ON THE PLAN.
IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED.
4. ESTABLISH STAGING AREA AND STOCKPILE AREA AS SHOWN ON PLAN.
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
5. RE-ROUTE GAS LINE AS SHOWN ON THE PLANS. MAINTAIN EROSION CONTROL AT DOWNHILL PERIMETER OF UTILITY
THE BARRIER.
TRENCH.
4. THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE
6. ONCE GAS UTILITIES ARE RE-ROUTED, INSTALL TEMPORARY SEDIMENT TRAP AND ASSOCIATED DIVERSION DIKES.
FERTILIZED AND RE -SEEDED AS DETERMINED NECESSARY BY THE COUNTY INSPECTOR IN ACCORDANCE WITH THE VIRGINIA
EROSION & SEDIMENT CONTROL HANDBOOK, THIRD EDITION (1992).
7. ESTABLISH ROUGH GRADES SHOWN ON STAGE A PLAN AND INSTALL TEMPORARY SEEDING ON ALL DISTURBED AREAS.
5. ADDITIONAL MEASURES MAY BE REQUIRED AT THE REQUEST OF THE COUNTY INSPECTOR.
8. CONSTRUCT BUILDING PADS AND CONTINUE BUILDING CONSTRUCTION WHILE MAINTAINING SEDIMENT TRAP.
9. MOVE TO STAGE B ESC PLAN PLAN
E&SC MEASURES
CE CONSTRUCTION ENTRANCE E&SC STD. 3.02 TS TEMPORARY SEEDING E&SC STD. 3.31
SF SILT FENCE
E&SC STD. 3.06 SF
P$
PERMANENT SEEDING
E&SC STD. 3.32
IP INLET PROTECTION
E&SC STD. 3.07 ®
SO
SODDING
E&SC STD. 3.33
CIP CULVERT INLET PROTECTION
E&SC STD. 3.08
MULCHING
E&SC STD. 3.35
DD DIVERSION DIKE
E&SC STD. 3.09 -DDDD-
B/
STABILIZATION MATTING
ES&C STD. 3.36
ST TEMP. SEDIMENT TRAP
E&SC STD. 3.13
TP
TREE PROTECTION
E&SC STD. 338 Tp
OP OUTLET PROTECTION
E&SC STD. 3.18
DC
DUST CONTROL
E&SC STD. 3.39
TO TOPSOILING
E&SC STD. 3.30
SOILS INFO:
SOILS GROUP12D
- CATOCTIN SILT LOAM, 15 TO 25%SLOPES
SOILS GROUP 23C
-YADKIN CLAY LOAM, 7 TO 15%SLOPES
SOILS GROUP 71 B
- RABUN CLAY LOAM, 2 TO 7%SLOPES
I c I cur+uuvv uv�n
N I TEMP. DIVERSION DD J
DIKE #1 RAILROAD NOTE
:2; TEMP. SEDIMENT TRAP $T TP TMP 780' RIGHT OF WAY FOR RAILROAD IS PER DB 274-70 AND THE
TREE PROTECTION
N I D.A. = 0.60 ACT. ANTEC PARTNERSHIP RIGHT OF WAY AND TRACK MAP FOR THE THESAPEAKE AND
_ 4' WIDE EMBANK. (TOP ELEV. 382.00) 1 STORYMETAL WAREHOUSE FENCING AT DB 854-1 16 OHIO RAILWAY COMPANY DATED DUNE 3J, 1916, AND LAST
END OF STATE BOTTOM OF TRAP ELEV. 378.00 #1822BROA EET PARCEL A REVISED JULY 17, 1978. THIS CONFLICTS H FIELD
PROJECT LIMITS #1820BROADWAYSTREET
N MAINTENANCE SIGN WE STONE WEIR 5 ELEV. 37 1:1 SLOPE IN DB 693-352 PLAT 1 STORYMfTAL WAREHOUSE AND ADJACENT
N AND PUTS OF REC FOR THE SUBJECT
S IL 23C WET VOLUME = 45 CY PREPARATION FOR MANAGED STEEP - J AND ADJACENT PROPER T�
DRY VOLUME = 58 CY SLOPES, TYP. (LI ZONING)
RETAINING WALL
TMP 77-40A _ SOI B
BROADWAY CENTER LLC I o - _ J J = _ J ELFOBox 3as = -
DB 4436-471 _ _ - -_ _ _ _ - - - _
(LI ZONING) 6HAIN£ V{fF - - - \ 385 (8(4"TO 6"ARBORVITAE -
-_ -b"-ASH
10 E
I
LIMITS OF
R -ROUTE GASP IOR TO
DISTURBANCE, TYP. 28" HICKOR
TA�L
(1.0 ACRE) - I I _ \N LING RAP F NEED D\
/ / O56"MAPLE
4 A�cE
Q 30 POPLAR
G
G�
1 J II II I\ a IIyIII I I/I/1I \ lI I II I I ,\ I I I Q
SILT FESE BLDG PAD O28"HICKORY I1
//I I II II
i ASH
I HVACs
FI I LIMIT TYP. IJ LAWN
HVAC® 4-F T EESAPUIl
cMs
TEE ROUGHI
/ I
373� PkqTECTITP % /� I III I �I 1:1 SL P� GRADE SITE I� I I I I I 03�^SPRUCE / 8p
�� I I I v o I w
I
C LV I T If�LET I I //// \ I I I Nm I I I I I O/ a /Po H II l I 21'MAGNOLIA
�PR TECTI IN // I ssco I I I /
T I ---- I I III I 0 I I / 'M BkRY/ �/ I
/ , I I 111 t / 39 _ CSw_ 1 J \ F _ 30' MULB /
CIP I N /BRICKWALEJ-- -- -- �
l 1
48"POPLAR
- - - - - - - 4 / oM 2-sir.W/ �-
_ - - _ I I J 1 1 1 v B M'r. l l l l l l l-_-_ 20' VEPCO ESMT.
\ II I I
- - m I I \�_ - - -// I \ 1 J 311 'F ;.a' l \ - f r - I DB 564-50 (PRIVATE) /
I 1 FEE38 [resMr.+ // / 8R%C SWi1LEt - - - - L �/ �)
iNasse 20' CENTRAL TELEPHONE
\ I(� V I (TEMP. DIVER ON I \ I __-� I 1 I I I / / / / / COMPANY OF VA. ESMT /
- - W W �� l O i I PIKE # - - - CSW I I I I12" MAGNOLI I / - ( I
1
DS 628 485 PRIVATE
\ \ DD \ \CO wA[[ II"CHER
IATERIAL I /IM TS OF o 2:1 SLOPE/10 ISUIJC/ STOCKPILE ui DRBANC RP
w
CE MAINTAIN
EXISTING \ 5" HICK (1. ACRE) WN O /
SSMH IGH -WAY
\ i /� /�(
\_ lRF
TOP=372.9' \S C STRUCTION \ \ TYL (VERSION TAGING A \� / / i , GINESLINf I I / O/ l / 001
/ l 111 I °
J NTRANCE \\ Q AIR S C E l Q l / // l 50'R.O.W.
S \ \ \ \ \ I I I / / �j I / BO WOOD / / / SI TT FEN E / / V /I
� � � DB342/93PLAT
SSMH SCJr S \ \ N M I � �_ _�O \ co / BENCH RK#2 / SF / I . y„HK /// / / / DB� 007- 08PLAT
¢�5i «. 7. AGNO A All
TMP 78-21B TOP376.36' J I I o \ / / I / / / D9335-136PLAT
WOOLEN MILLS, LLC INV. IN364.2'(8"DROP10"PVC' I I I 1 I D.A. TO O/ I y / /
NV. IN
TFtAI9Z I MANAGE6 STEEP
DB 5000-249 IV
INV.IN364.2' J >> \ G I / SLOP ,TY j
DB 841-429 PLAT OUT364A'(10"PVC) 1 375 \ IIII ST 8°C R / °
ILI ZONING) IP DROP INLET \ WI. Kl7HI
P OTECTION V 1
2'x3' GRATE INLET vL E\] OM -
TOP=375.8' \ OX I I 0
INV=374.8' SSMH
INV. IN 364.9' T
INV. OUT 364.4'
SDMH \ I I I I I 11 \ T E
TOP 374.31' NT \ OTECTIO
INV. IN 372.3' r �� ' 1 I l VqA
TWA -W8 �
INV. OUT362.9' -� J \-�-B
-R W S.A. 660" EORCEMA/N (APPROX JW 3 \ \ 3 ARK#> - ONV
MANAGED STEEP \\�
SLOPES TYP l \\� F/
/ / / �_ Z
"HIMNEY - - G3� - y/y -
O V!tllA J T CHU
H� 6d`I4- ✓ � �\ F
wM SF j - F / SF// / /� /
IT
T' ti� o Ssco
C
I V O)) SSWEDGEPAVi. J J l l l �R EMAINPPRQX/ /
N� \-W�-WB� 8""
\ - H P
4 M LESNACI c - ) STREETCLOSED
8" MAPLE O I I �G VEL / 3.
\ wvwV
(SILT FENCEF
GO SSMH l R/GH7IOF YUNE I c LRE -370
. CA 4, \ ��� w \ / S GRAVEL P RK/NG iOP 389.73' 1 FH
\ �C INV. IN 385.7(8" iCP) N.W. I S
SILT FEN E \ /1SE �P S/ / INV. IN386.2'(8"iCP) NORTH TMP 78-21Q
INV. OUT 384.5'(8"iCP) SYLVESTER LAWRENCE, JR. &
�,�WATERL _ / q (MANHOLE DRY)
E�tN 8"OF S ACSp S. S�� EOGEGRq�[ - - o WARREN L. HERRING
w GARAGE -I STORY DB 621 507 W N I°
BROADWAYSi. (END) 1 Ci
MARCHANT Si (BEGIN) S - - _ _ SOILS LIMITS, TYP. PARCEL "E"
SOILS LIMITS, TYP. DB 542 568 PLAT ( 1
ELF SOIL 71 B - _ I'LI ZONING) /1 I
�j LIMITS OF
TMP 78-21 P DISTURBANCE, TYP.
28'SANITARYSEWER & 1 �c'� ALFRED B. SADTLER (1.0ACRE) SOIL 12D /
WATERLINE EASEMENTS DB 4278-469
DS 342-197, 202 PLAT SOIL 23C LOT 6, BLOCK A
TOP (PUBLIC) SSMH DB 338-308 PLAT /
INV..42' DB 1579-591 PLAT // 0 10' 20' 4C
INV. IN 371.4' (10" iCPJ /
INV. IN 372.4' (4"CIP) (LI ZONING)
INV. OUT 371.2'(10"TCP) 1
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
�PLTH OF
°� vf�cr
c� y
Alan G. Franklin
Lic. No. 35326 w
.0 10-12-2022 W.
��IONAL ti���
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 12.03.2021 - ELIMINATE OFF -SITE IMPROVEMENTS
revisions
EROSION CONTROL
PLAN - STAGE A
sheet title
, u3
sheet number
CONSTRUCTION SEQUENCE
MAINTENANCE NOTES
1. WHILE CONTINUING TO MAINTAIN SEDIMENT TRAP, BEGIN INSTALLATION OF PARKING LOT SUB -BASE, CURBING, AND TRENCH
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT
DRAINS.
RAINFALL. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR.
2. MAINTAIN SEDIMENT TRAP AS LONG AS POSSIBLE DURING PARKING LOT CONSTRUCTION.
1. THE INLET PROTECTION WILL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT.
3. AS THE TIME NEARS TO REMOVE THE SEDIMENT TRAP, STABILIZE ALL UPSTREAM DISTURBED AREAS WITH TURF OR GRAVEL,
2. THE GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP WHICH WOULD PREVENT DRAINAGE.
AND CONTACT THE COUNTY EROSION CONTROL OFFICER FOR APPROVAL.
IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED.
4. IDENTIFY A LIKELY PERIOD OF DRY WEATHER AND DECOMMISSION THE SEDIMENT TRAP ACCORDINGLY.
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
5. INSTALL THE UNDERGROUND DETENTION SYSTEM AND INCOMING/OUTGOING STORM STRUCTURES WITH INLET AND OUTLET
THE BARRIER.
PROTECTION.
4. THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE
6. INSTALL ALL OTHER SITE PLAN UTILITIES, SIDEWALKS, PARKING LOTS, AND DRIVES WHILE MAINTAINING ADEQUATE
FERTILIZED AND RE -SEEDED AS DETERMINED NECESSARY BY THE COUNTY INSPECTOR IN ACCORDANCE WITH THE VIRGINIA
DOWNSTREAM SEDIMENT TRAPPING MEASURES.
EROSION & SEDIMENT CONTROL HANDBOOK, THIRD EDITION (1992).
7. ONCE ALL FINAL GRADES ARE REACHED ON NON -PAVED AREAS BEGIN ESTABLISHMENT OF VEGETATION ON WITH
5. ADDITIONAL MEASURES MAY BE REQUIRED AT THE REQUEST OF THE COUNTY INSPECTOR.
PERMANENT SEEDING OR SODDING, MULCHING, FERTILIZATION, AND LIMING. AMEND SOILS WHERE NEEDED. CONSULT WITH
LANDSCAPE ARCHITECT BEFORE ESTABLISHING VEGETATION.
8. 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.
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 Sl
PERMANENT SEEDING
E&SC STD. 3.32
IP INLET PROTECTION
E&SC STD. 3.07 ®
$O
SODDING
E&SC STD. 3.33
CIP CULVERT INLET PROTECTION
E&SC STD. 3.08
MULCHING
E&SC STD. 3.35
DD DIVERSION DIKE
E&SC STD. 3.09 -DDDD-
STABILIZATION MATTING
ES&C STD. 3.36
ST TEMP. SEDIMENT TRAP
E&SC STD. 3.13
TP
TREE PROTECTION
E&SC STD. 338 Tp
OP OUTLET PROTECTION
E&SC STD. 3.18
DC
DUST CONTROL
E&SC STD. 3.39
TO TOPSOILING
E&SC STD. 3.30
SOILS INFO:
SOILS GROUP12D
- CATOCTIN SILT LOAM, 15 TO 25%SLOPES
SOILS GROUP 23C
-YADKIN CLAY LOAM, 7 TO 15%SLOPES
SOILS GROUP 71 B
- RABUN CLAY LOAM, 2 TO 7%SLOPES
I i cur+uuvv uv�n
I J
RAILROAD NOTE
TP TMP 780' RIGHT OF WAY FOR RAILROAD IS PER DB 274-70 AND THE
N I ANTEC PARTNERSHIP TREE PROTECTION RIGHT OF WAY AND TRACK MAP FOR THE THESAPEAKE AND
STORYMETAL WAREHOUSE FENCING AT DB 854-1 16 OHIO RAILWAY COMPANY DATED DUNE 3 , 1916, AND LAST
1
END OF STATE STORY ROA EUS PARCEL A REVISED JULY 17, 1978. THIS CONFLICTS H FIELD
MAINTENANCE SIGN PROJECT LIMITS #1820BROADWAYSTREET MONUMENTATION AND P&6TS OF RECQFID FOR THE SUBJECT
MANAGED STEEP DB 693-352 PLAT 1 STORYMfTAL WAREHOUSE - -J AND ADJACENT PROPERT
CONIC. WALL MAX. HT. SLOPES, TYP. (LI ZONING)
Cp
TMP 77-40A ,, I 84.00TW 84.00TW 86.001 87.50TW 89.00TW
BROADWAY CENTER LLC I I 81.50BW 81.SOBW 83.00Bw 84.00BW - $6 2SBw- = _ _ _ ELFG�DX- - - _ -
DB 4436-471 I IP I / q/NNN{fF \ 385 814"i06"ARBORVITAE -0
(LI ZONING) I j - _ x _ - -
10" HCE off /S I
LIMITS OF \ G TTER UDDY
DISTURBANCE, TYP. � O INL T PR TECTI 28"HI KOR
(1.0 ACRE) - I I L _ w IF, 05(�MAPLE
4"MA9ie l III I
-G' G ! �I' POPLAR / 7- III I
SILT FEN E _-_ WHICKORY g HI CS L /7'ASH I lI I
SF I �I I - -1 =- - _-- �r I I IIJ \ I I I I I II
\ LAWN /4-F T EEAPLI GS I l
GI HVAC ® /
v I I I S
373� \PRgTEC TE N IDROP
I LE I P 89.00 I n I I I I I I I J 03�°SPRUCEI I I 8
\ TP �/ )III\V \III I I 11 DC I v 85. I I I I w / a
\ I �G-SWM I II
SYSTEM / I I I I 21'MAGNOLIA
T I -- -oSSCO PORCH I I I 11 I I 0 I I I I I I l O 30' MULB RY
-csw_ 1 J \ / r- /
/ I �`o / 86. I I III I o II �\\ l _ / BR/CK WALE
I 48"P�JPLAR zll X'
-- I O 1 1 �IIIIIII I�-/---�---I I /
- _ _ _ - _ - - �Lz6 I I ? ST GING AREA I I to M 2 B M'W/ J-_ 7-_ - _ 20' VEPCO ESMT.
J ER%C�"SWAZEE -� - f r -I I D6 564-50 (PRIVATE) /
- - - - - - - - - -
\ 311 - -
I \ \I I / 1 FFE38 1TBSMT.+ L
\ \ I I yl TO $O I I 1 (/\ 20'CENiRALiELEPHONE
- W W W i \ - - - - J RAINasse I / / / COMPANY OF VA. ESMT. / r
_J o I \ 1 Y/ /I
19„C�D d
PAVED CONSTRUCTION 35" HICK \
SSMH S ENTRANCE
DB 628-485 (PRIVATE) / y
w \CO�WA[L I I I2"MAGNOLI I / / / o II"CHER / Q �.1•IP
0 2:1 SLOPE / LRill J �xssr �/ LIM TS OF / `�
/ DIS/rURBANC4, / / O_
/ �, �/S )// / / (1.ACRE) WN I / /\ / \ / R
/I /
\ I S _ I -\\ - / // O 11
TOP=372.9' \ N I I Q \, \ / I / [07HESLLNE O $ /
�S 1 /WOOD \L / SI FEN E /�1 / / ///
SSMH P I �91,/ u3 \ v i / DB342- R3PLAT
\ I GU ER B DD 1 a �\ SF /
i0P376.36' S \ - IN TPROT C I / 391 / V CID/ V / ENCH RK#2 _/� I 9 HK / / DB54256BPLAT
INV. IN 364.2' (10" PVC) \ T / / / 2" AGNO A / c� ��
INV. IN368.7 8 DROP O 3 .561 7 / DB1007-508PLAT
TMP 78-21B INV. IN3642 ( ) \ I �o h / / / / i D9335-136PZAT
WOOLEN MILLS, LLC INV.OUT364.0'110"PvcJ \S I ,, % I I I / / / -L \*
DB 5000-249 J I I / / MANAGXu STEEP / O y���
COMCASTBOXTOBE 375 - /SLOP TYP.
DB 841-429 PLAT LOCATED ' 31 I \ / / % / / / / 5"P \ 8"C R / / / �,ON / O� �P
(LI ZONING) CUL RT INLETS LTI H 0 L 90 / <c l
CIP a� O% 'Or - CHIMNEY 'O' ww7 F T \ G3� /° -7-
PROTECTION t �U / Sy /
INV. 374.8' I \ a s o --- F SF SF% / �� cG��
TOP 316.26' � \ �'� o ssco �� �-9 �rE' /
INV. IN 364.9'
INV. OUT364.4' N \\� \ \ p\ 6 \ip'VC�6 ti ssco / l l EPPR9Xl / arc /
INV.
i P 0' / (P ATE) EDGE PA // _ - R MAIN - v,
SDMHTOP 374.31' / N I I TR TION \ yl -VJB z 8 T P B lP A WA l R - - - -
P fUSST \ / -
INV. IN 372.3' /
INV. OUT 362.9' -� \ \ -y� '�w3 wJ -WBUTLET 5 W 1 �4"M�PLESNACI �) STREETCLOSED /
RWS,A, p�FORCEMA/-VqJN(APPROXJWB� - \ B \ \ \� pOROTECTION ° �s\ \ 5 M I 8" MAPLE 0 )11 VE`' I 3
B CHMARA-# (SILT FENCE F
MANAGED STEEP s� �\ \ - /� \ �_ 1 I ° L _ _ _ l/
SLOPES, TYP. %A\`� - F W �/ S �C cor R/GHI�OFWAYZINE ) c /RF J -370
��� / GRAVEL P RK/NG \ TOP 389.73'
2'x3' GRATE INLET \ \ FH
�iY INV. IN 385.T (8" TCP) N. W. J S
TOP=375.8' SILT FEN E \ �SE- _S� � / '
� �_ O�Q S / INV. IN 386.2' (8" iCPJ NORTH TMP 78-210-
INV.=374.8' $F ` �� INV. OUT 384.5'(8"TCP) SYLVESTER LAWRENCE, JR. &
�"U\ �,�WATERL i _ l (MANHOLE DRY) / O O
E�tN 8"OIPAOZ/ S� ACSAS• S�� EOGEGRq�t - - I g WARREN L. HERRING
BROADWAYST. (END) x- 1 'i� 1 w GARAGE-9STORY DB 621 507 W I°
MARCHANT ST (BEGIN) g� ' - _ PARCEL "E" IW
DB 542-568 PLAT
(LI ZONING)- /1
/LIMITS OF
\ �2TQ9 TMP 78-21 P DISTURBANCE, TYP.
28'SANITARYSEWER & I �c'� ALFRED B. SADTLER (1.OACRE) /
WATERLINE EASEMENTS DB 4278-469
(P BLIC) 7, M PLAT I LOT 6, BLOCK A
(PUBLIC) TOPS DB 338-308 PLAT /
roPIN371' DB 1579-591 PLAT 0 10, 20' 4C
INV. IN 371.4' (10" TCP) /
INV. IN 372.4' (4"CIP) (LI ZONING)
INV. OUT 371.2'(10" TCP) I
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
�PLTH OF
°� vf�cr
c� y
Alan G. Franklin
Lic. No. 35326 w
.0 10-12-2022 W.
��IONAL ti�G�
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 12.03.2021 - ELIMINATE OFF -SITE IMPROVEMENTS
revisions
EROSION CONTROL
PLAN - STAGE B
sheet title
EC104
sheet number
DRAINAGE SWALE DIRECTS FLOW
TO SEDIMENT BASIN
70' MIN.
3" SM-2A ASPHALT TOP COURSE
DIVERSION DITCH J /
SIDE ELEVATION
EXISTING GROUND
70' MIN.
ASPHALT PAVED WASHRACK
12%
12' MIN.
DIVERSION DITCH MIN. J POSITIVE DRAINAGE
WIDTH AT DESIGN WATER TO SEDIMENT
ELEVATION IS 4.0' 1 TRAPPING DEVICE
PLAN VIEW
MUST EXTEND FULL WIDTH
OF INGRESS AND EGRESS
OPERATION
EXISTING
PAVEMENT
6" VDOT#21A
AGGREGATE BASE
MIN.
EXISTING
PAVEMENT
r ,N.
• ' • •
• ' •
� A A
'A • • '�
SET IrV2" WATER HYDRANT WITH
FROST PROOF HYDRANT 3'
ABOVE GRADE AND 4' OFF
EDGE OF PAVEMENT
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
2"
..\..\..\0-ARCHIVE\Region Ten\CAM04 Details\Pages from Chapter 3 - 3.32.jpg
,r
2"
PERMANENT SEEDING
RUNOFF
WATER
WITH
SEDIMEr
S
DRIP
SNOV
BOAR
SPECIFIC APPLICATION
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
SOURCE: VA. DSWC
18" min.
PLATE 3.09-1
acted Soil
Flow
h4.5' min.
TEMPORARY DIVERSION DIKE
i
ANCHOR SLOT NOTES
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
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 Ile
I I I III I
EDGE AND END JOINTS
TO BE SNUGLY ABUTTED
JUNCTION SLOT
(JUTE MESH WILL HAVE
CHECK SLOT* STAPLED LAP JOINT IN
LIEU OF EDGE JOINT)
TERMINAL FOLD
�I
LAP JOINT 2" MIN. 5' MAX. 4:1 OR FLATTER
I
(JUTE MESH ONLY) 3' MAX. STEEPER THAN 4:1
��I
—TAMP FIRMLY
I
ANCHOR SLOT
I I
I I II I I
I II
0O *CHECK SLOT
q
,,, T^ ^„
TAMP 7lu lu�'v L I I I I II I I I I
FIRMLY CHECK SLOT z VAR.
Co = PLAN VIEW
m o STAPLING DIAGRAM
JUNCTION SLOT
12"
To
*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
6" STAPLE MIN. LENGTH FOR OTHER SOIL. "COMBINATION" BLANKETS
TAMP TERMINAL FOLD
FIRMLY
4" TAMP FIRMLY
�T O 2„
SOIL STABILIZATION BLANKET
TYPICAL TREATMENT - 1 INSTALLATION CRITERIA
TREE PROTECTION
T
see plan
see plan
CLASS Al RIP RAP
(BROWN RIVERSTONE OR
LUCK CHALET)
A
PLAN VIEW
:• ����• .III � •iJ�•:� .�� �K�i
plan
PIPE OUTLET TO FLAT
AREA WITH NO DEFINED
CHANNEL
SECTION A -A
FILTER CLOTH
KEY IN 6%9'; RECOMMENDED
FOR ENTIRE PERIMETER
OUTLET PROTECTION
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 W'A41" 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.
CONSTRUCTION OF A SILT FENCE
Drainage Area (acres) (<3)
0.6 Ac.
Trap Volumes:
CREST OF STONE WEIR ,yy,gF•
Elevation (ft)
Area (s0
Volume (cy)
378
626
0
379
806
27
DRY STORAGE
H VMVBLE
380
992
60N
381
1358
103
382
1753
161
WET STORAGE
(E%GMRD)
CLOTN
CMGNµ
c�No
`I4TFP
CLN
•g[ pV,TE 11}t CMIiSE •.GGREWTE—
CI ss I RiCMP
Wet Storage
Wet Storage Required (cy) (67*DA)
40.2
Bottom of stone weir (ft)
379.5
Wet Storage Provided at this Eelevation (cy)
45.0
Slope of Wet Storage Sides
1:1
Weir Length (it) (6xDA)
Dry Storage:
Bottom of Trap Elevation (ft)
Dry Storage Required (cy) (67*DA)
40.2
Bottom Trap Dimensions:
Crest of Stone Weir
381.0
Top of Dam Elevation (it)
Dry Storage Provided at this Elevation (cy)
58.0
Top Width of Dam (ft)
Slope of Dry Storage Sides
2:1
Top Trap Dimensions
SEDIMENT TRAP
175
150
125
r
S2 100
W
i
0 75
50
25
0
3.6
378
irregular
382
4
377 378 379 380 381 382 383
ELEVATION (FT)
ORIGINAL
GROUND
ELEV. 4'
"DRY" ELEV. 381.00
2.5'
67 C.YI AC. N
"DRY STORAGE
58 CUBIC YARDS ORIGINAL
"WET" ELEV. 379.50
GROUND
67 C.Y./ AC. ELEV.
"WET"STORAGE
45 CUBIC YARDS (EXCAVATED) CLASS=RIPRAP
BOTTOM ELEV. 378.00 FILTER CLOTH
SEE PLATE 3.13-1 COARSE
AGGREGATE
CROSS SECTION OF OUTLET
CLASS I RIPRAP
E WEIR
INV. EU
INV. ELEV.379.50
CREST ELEV. 381.00
\\— 4' WIDE DIVERSION
\� BERM ELEV. 382.00
1��C�OARSrAGGREGATE
R\\` EXCAVATED AREA /FILTER CLOTH
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
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS - ADD EC106 & SW 108
revisions
EROSION CONTROL
DETAILS
sheet title
(WITH WIRE SUPPORT)
EC105
sheet number
SITE WALLS GENERAL
STRUCTURAL NOTES
GENERAUBUILDING CODE
ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE 2018
VIRGINIA CONSTRUCTION CODE, PART 1 OF THE VIRGINIA UNIFORM
STATEWIDE BUILDING CODE (VUSBC), EFFECTIVE JULY 1, 2021.
DESIGN LOADS
WALL DESIGN EARTH PRESSURES (EQUIVALENT FLUID PRESSURES)
ARE AS FOLLOWS:
CRUSHED STONE BACKFILL ACTIVE PRESSURE 32 PCF
PASSIVE 250 PCF
FRICTION COEFFICIENT FOR SLIDING 0.35
FOUNDATIONS
FOUNDATIONS FOR RETAINING WALLS ARE SPREAD FOOTINGS
BEARING ON EITHER NATURAL SOIL OR ENGINEERED COMPACTED
FILL WITH AN ASSUMED SOIL BEARING CAPACITY OF 2,000 PSF.
CONCRETE
ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF
ACI 301-08 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI
318-05 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE".
f'c=3,000 PSI (FOOTINGS)
ASTM A615 GRADE 60 (TYPICAL REINFORCING STEEL)
3/4" X 3/4" VEE GROOVE
JOINT EACH FACE
CUT ALTERNATE HORIZ
BARS AT JOINT
EARTH FACE
PLACE CONTROL JOINTS AT 20'-0" MAX OC
WALL CONTROL JOINT
NO SCALE
CONCRETE SITE WALL SCHEDULE
DIMENSIONS
REINFORCING
Hw
"W"
"U BARS
"0"BARS
0'-0" - 4'-0"
2'4"
(2) - #5
#5 @ 18"
4'-0" - 6'-0"
3'4"
(3) - #5
#5 @ 18"
4" DIA PERFORATED
DRAIN ENCASED IN #5
CRUSHED STONE
WRAPPED IN FILTER
FABRIC. DRAIN TO
SUITABLE OUTLET
3/4" CHAMFER, TYP
-
\ "O" BARS
-I #57 STON
7 BACKFILL
Y
2 \ I
1 \\ 11
"L" BARS CONT
RAILING BY
OTHERS
II
a..; #4 AT 12"
(HORIZ)
(LAP 1'-10")
PAVINGSITE
BYOTHERS
LU
a • ' 1. cc
8" 1 8-
0 IN C
11w.
o Stephen D. Barber -�
Lic. No. 025731
��p08—Igo-22�cy�,
s`SI�NAL E�G`�
TYPICAL CONCRETE SITE WALL SECTION
3/4" = V-0"
I U�
N
O
rn
N
N
Q
Z
(.D
w j
z
I— LU
LU J
LU J
O
= J
F- M
o TQ
T y
r U
T
LO
c%)
rn
N
v
MARCHANT
PAVILION
RETAINING WALL
PROJECT No.:
2204-15
ISSUE DATE:
8/16/2022
CONCRETE
RETAINING WALLS
SK=1
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
W PO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS - ADD EC106 & SW 108
revisions
EROSION CONTROL
DETAILS
sheet title
EC106
sheet number
ANTEC PARTNERSHIP I #1820 BROADWAY STREET I v I I
g DB 854-116 1 STORY METAL WAREHOUSE
w� a
1 STORY METAL WAREHOUSE PARCEL A
H w o #1822 BROADWAY STREET DB 693 352 PLAT Q '
= O 'd m END OF STATE MAINTENANCE SIGN ILI ZONING) o
o Q o ml S O�
j m N o yl P 11') -y-uHtlNtiNK 385 sl a° TO 6 ARBORVITAE
- -�X X ski cX X_
_..
PRE-DEV. WATERSHED TO OUTFALL 1 "CKBR F
/ � 28"HICKOR
(SHEET FLOW TO WOOLEN MILLS) II�� \ / /
D.A. = 3,534 SF l ENE 0s MnPLe I CN = 95 �!
4" MAPLE
U/C
\ r
g TY GAS `AP R�X.) \ / / I
Tc = 5 Min. C �S-�j C \ O 30'POPLAR {{
Tc PATH G G� U/C /
EDGE PA 7. J h
OUTFALL 2'(A2'ECMP) TO O 29°HICKw HVACs
f ' I / LAWN/ / 4-F TITEE$APLIryG$oD.A. = 38,546 SF HvnccM'soCN=69 LAWNOUTFALL 1 D g
I
I
(SHEET FLOW TO WOOLEN MILLS) z Tc = 5.4 Min. / 03�°SPRUCE
�
m / ,_ ffF395 °9a
Q1(PRE) 0.33 CFS
RV1(PRE) = 697 CIF //// z I / .rve39s.w I I 2�'MAGNOLI I / IIRS
Q2(PRE) = 0.40 CFS I, //// �n _ / CswCo?o PORCH .a9t>groecx I 0
I I I I I---- 11 I I 30" MULBERRY
Q10(PRE) = 0.63 CFS / i/ I 1 3� -- _ -T #2 / - I Ficl
I 2-$TY. BSM'T. �\ -BRIC ALE - - - _ - - -7
i \ ( Tc PA H I d _ - 20' VEPCO ESM'T.
\ 148" P�JPLAR 394.83•P0 0 - - �- - r - I DB 564-50
a # \ I (SHEEfi FLOW) O l I m IIIIIII -� - wcl
- - - - - - - - - cG-6 O �_ M FE393W' 20' CENTRAL TELEPHONE COMPANY 0
ESMT
BRIC SWALE / - �r - g I VA.28-48
W V� R?AAVE I I of s I , - - _ x / I I DB 628 485
_ ].R BSML♦ M RAIN=335,81 /t�•
1 PRIVATE
LL _ 9Tp�R„ PPRE-D V. W TE SH D /� ' (PRIVATE)
\ � � I � 'I I PA��3 csw CHERR f
CC 6 - �i \ / F - - - % rEe fee s I I / / / / m / I1" ERRPy�-
wv d J
---------- 7"DOGWOOD I i / _ w / /
Mr VACS�jw 901 (S OT FALL 2°MRR)
E j // / (D.A.ET 5,063 SF
O RR)
SSMH 35"HICK \ \ \ \ \ \ I / / / \ / // / / - / CN = f%b
TOP=372.9' �S ` I \ IV,Tc =� 5 LI E Z / / � o ?
� tdGTHES LINE / � IRF � �. P•`\
Bo WOOD /C
I ,P V.=376.6' / y Tc PATk�i
�AVED PART A _
Tc PATH )) / II rl
S c S \ NIA I I I I (SF ALLO`}N CONCC.I)\ \ PORCH ' // 6„G\ \ II / / / /� -9 HK I c / / po\b'Wr1 i b�
\� / ,i..
T' AGNO A "S
TMP 78 216 1 I
WOOLEN MILLS, LLC TOPSSMH376.36' \ S I rnll I I I I I I I \\ / . 0, �I // _ / I / / & WAATERLINE/ / / OOP n,'
DB 5000-249 ) 2, - #2010 G I l EME Fl_ ONo/ f
INV.IN 364.2 (10"PVC S
DB 841-429 PLAT 3T J \ - - / 2-STORY I I D 42- T /
INV. IN 368.7 18 DROP) \ I �6xwo D- / / 5" PE
(LI ZONING) INV. IN 364.2 7 1 \ -
NV.OUT=364.0 (10" PVC) y
O \ GIN IAP LI ERy�E-
`DBL.1 "MUNY. -• \ �\ CHIMNEY wM 27 „u iPUBNC -
COMCASTBOX R a �( aUFi \./ MAILBOX /
` " �': co of
_ - -� _ �� 7 { --E --- - V 4f q cF
[ 2" a tbC ` Nv: .z / - - \ - ON IMARC ANT ST EET y. / 7 I
� lBF�s`!
\. UL 7 # W 9"/1 "MULBRY. 7. 12'CM /
N v MULB �P a.r EDGEPAv'-h�4� oSsco? 50' WIDTH (PRt ATE) I l I �PMq�lFlF /
SSMH CO O Q�sscoz _
TOP=376.26' \ \ \ vEe A\� 6 I / DB 4 3 592 LAT
2'x3 G T 1 O XT D\PRN Pj�� - 1- --EDGEaAv�. _ -� Al
NV. IN=364.9 J TOP 315 \ 8" T P? _ I ,� R.. CROS - -
INV. OUT=364.4' Y 1 N� U DIP
s \ INV 3748 -W U PIREUS fMAPUE
-WH R.WS AW�O" FORE AIN (P'PP� OX.) \ WU 10,
-^: OS / / \ S'A WTE E \ \ 1\ I vE 24 M 3 STREET CLOSED
$DMH i 0 ONV GRAVEL ARKING S W V
TOP=374.31' �$� \ \ ` s-.`i
INV.IN=372.3' ��WM
� O // \
INV. OUT=362.9' SPIGOT * RIGHT�OFWAY LINE I / IRF J i
OUTFALL 2 \ ED
(�
I
/ 42
TMP 78-21 Q12 CMP) GARAGE-1 STORY (Qo �2,1768GPM)SYLVESTER LAWRENCE, JR. & �I
Q 1(PRE)= 0.69 CFS Q
---DGRAI00 2WARREN L. HERRING
IC)RV1(PRE)=1,623 CIF PARCEL ° W
BROADWAYST.[ENDto
Q2(PRE) 1. 19 CFS MARCHANTST. (BEGIN) F MP 78 21 P -PLAT
Q10(PRE) 3.10 CFS LI ZONING) /
/
/
/I
IRF �/ \ c�
SSMH 9G Summary for Subcatchment 14S: Pre-Dev 2 (to 12" CMP Outfall)
SANITARY SEWER & WATERLINE F -
EASEMENTS TOP=377.42' c4Tp9 [49] Hint: Tc<2dt may require smaller dt Summary for Subcatchment 2S: Pre-Dev 3 (sheet to RR)
DB 342-197, 202 PLAT INV. IN=371.4' (19' TCP) ��F
(PUBLIC) INV. IN=372.4' (4" CIP) Runoff = 0.69 cfs @ 11.99 hrs, Volume= 1,623 cf, Depth> 0.51" [49] Hint: Tc<2dt may require smaller dt
INV. OUT=371.2' (10" TCP)
Summary for Subcatchment 1OS: Pre-Dev 1 (sheet to Woolen Mills) Runoff by SCS TR-20 method, UH=SCS, Time Span= 8.00-24.00 hrs, dt= 0.05 hrs . Runoff = 0.21 cis @ 11.96 hrs, Volume= 428 cf, Depth> 1.01"
Type II 24-hr 1-Year Rainfall=3.00"
[49] Hint: Tc<2dt may require smaller dt Runoff by SCS TR-20 method, UH=SCS, Time Span= 8.00-24.00 hrs, dt= 0.05 hrs
Area (sf) CN Description Type II 24-hr 1-Year Rainfall=3.00"
Runoff = 0.33 cis @ 11.95 hrs, Volume= 697 cf, Depth> 2.37" 8,331 98 Unconnected pavement, HSG B
30,215 61 >75% Grass cover, Good, HSG B Area (sf) CN Description
Runoff by SCS TR-20 method, UH=SCS, Time Span= 8.00-24.00 hrs, dt= 0.05 hrs 38,546 69 Weighted Average, UI Adjusted CN = 65 2,116 98 Unconnected pavement, HSG B
Type II 24-hr 1-Year Rainfall=3.00" 30,215 78.39% Pervious Area 2,947 61 >75% Grass cover, Good, HSG B
8,331 21.61 % Impervious Area
Areas 8,331 100.00% Unconnected 5,063 76 Weighted Average
(fl CN Descri plion 2,947 58.21 /o Pervious Area
3,281 98 Unconnected pavement, HSG B To Length Slope Velocity Capacity Description 2,116 41.79% Impervious Area
253 61 >75% Grass cover, Good, HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 2,116 100.00% Unconnected
3,534 95 Weighted Average 4.9 100 0.0500 0.34 Sheet How, Sheet Row-turf/pavement
253 7.16% Pervious Area n= 0.110 P2= 3.67" Tc Length Slope Velocity Capacity Description
3,281 92.84% Impervious Area 0.5 127 0.0787 4.52 Shallow Concentrated Row, Shallow Concentrated (min) (feet) (ftlft) (ft/sec) (cfs)
3,281 100.00% Unconnected Unpaved Kv=16.1 fps 5.0 Direct Entry, Mininum
5.4 227 Total
Te Length Slope Velocity Capacity Description Summary for Subcatchment 14S: Pre-Dev 2 (to 12" CMP Outfall)
(min) (feet) (ft/ft) (ft/sec) (cfs) Summary for Subcatchment 14S: Pre-Dev2 (to 12" CMP Outfall)
5.0 Direct Entry, Mininum [49] Hint: Tc<2dt may require smaller dt
[49] Hint: Tc<2dt may require smaller dt
Summary for Subcatchment 10S: Pre-Dev 1 (sheet to Woolen Mills) Runoff = 3.10 cfs @ 11.97 hrs, Volume= 6,399 cf, Depth> 1.99"
Runoff = 3.10 cis @ 11.97 hrs, Volume= 6,399 cf, Depth> 1.99"
[49] Hint: Tc<2dt may require smaller dt Runoff by SCS TR-20 method, UH=SCS, Time Span= 8.00-24.00 hrs, dt= 0.05 hrs
Runoff by SCS TR-20 method, UH=SCS, Time Span= 8.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.50"
Runoff = 0.63 cis @ 11.95 hrs, Volume= 1,366 cf, Depth> 4.64" Type II 24-hr 10-Year Rainfall=5.50"
Area (sf) CN Description
Runoff by SCS TR-20 method, UH=SCS, Time Span= 8.00-24.00 hrs, dt= 0.05 hrs Area (sf) CN Description 8,331 98 Unconnected pavement, HSG B
Type II 24-hr 10-Year Rainfall=5.50" 8,331 98 Unconnected pavement, HSG B 30,215 61 >75% Grass cover, Good, HSG B
30,215 61 >75% Grass cover, Good, HSG B 38,546 69 Weighted Average, UI Adjusted CN =65
Area (sf) CN Description 38,546 69 Weighted Average, UI Adjusted CN = 65 30,215 78.39% Pervious Area
3,281 98 Unconnected pavement, HSG B 30,215 78.39% Pervious Area 8,331 21.61 % Impervious Area
253 61 >75% Grass cover, Good, HSG B 8,331 21.61 /o Impervious Area 8,331 100.00% Unconnected
8,331 100.00% Unconnected
3,534 95 Weighted Average8,331
253 7.16% Pervious Area To Length Slope Velocity Capacity Description
Tc Length Slope Velocity Capacity Description
3,281 92.84% Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (fVft) (ft/sec) (cfs)
3,281 100.00% Unconnected 4.9 100 0.0500 0.34 Sheet Flow, Sheet Row-turf/pavement 4.9 100 0.0500 0.34 Sheet Flow, Sheet Flow-turf/pavement
n= 0.110 P2= 3.67" n= 0.110 P2= 3.67"
Te Length Slope Velocity Capacity Description 0.5 127 0.0787 4.52 Shallow Concentrated Row, Shallow Concentrated 0.5 127 0.0787 4.52 Shallow Concentrated Row, Shallow Concentrated
(min) (feet) (ft/ft) (ft/sec) (cfs) Unpaved Kv=16.1 fps Unpaved Kw 16.1 fps
5.0 Direct Entry, Mininum 5.4 227 Total 5.4 227 Total
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
0 77" N0 H OF v/?
Cf
v"
Alan G. Franklin
Lie. No. 35326 w
0 10-12-2022 .
.o
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
OUTFALL 3
11-1
SHEET FLOW TO RR)
Q1(PRE) = 0.21 CFS
RV1(PRE) = 428 CIF
2000 MARCHANT
Q2(PRE) = 0.30 CFS
QIO(PRE) = 0.61 CFS
project name
VA PACIFIC INVESTMENTS LLC
Z 0 10' 20'
40' client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
W PO/VSMP
project phase
MAY 19, 2022
issue date
1. 12.03.2021 - ELIMINATE OFF -SITE IMPROVEMENTS
revisions
PRE -DEVELOPMENT
D.A. MAP
sheet title
SW100
sheet number
RAILROAD NOTE
FHA 11450 POST-DEV. WATERSHED 2 TO S W M TMP 77-40E 80' RIGHT OF WAY FOR RAILROAD IS PER DB 274-70 AND THE RIGHT OF WAY AND
N (Q. = 2,521 GPM) (18" STO RMTAN K) ANTEC PARTNERSHIP TRACK MAP FOR THE CHESAPEAKE AND OHIO RAILWAY OMPANY DATED JUNE
END OF STATE D.A. = 27,809 SF / STORYMETAL WAREHOUSE DB 854-116 30, 1916, AND LAST REVISED JULY 17, 1978. THIS CONFLI S WITH FIELD
MAINTENANCE SIGN 82 ROADWAYSTR PARCEL A MONUMENTATION AND PLATS OF RECORD FOR THE $U JECTAND ADJACENT
RVi(Posr) = 2,479 CF #1820BROADWAYSTREET
DB 693-352 PLAT 1 STORYMETAL WAREHOUSE PROPERTIES. x
I — CN = 78 (1-YR) STORM/BMP ( )
LIZONING e
CN = 79 (10-YR) EASEMENT, TYP.
TMP 77-40A
BROADWAY CENTER LLC N eo
DB4436-471 I _— _ -- ---- -- — ---_ -- —� 385
—
(LIZONING) I lP Eo_ --- -- -- — ---- -_ -- -CHA — — — — — — — X - — u- - - — eo
_ TNCiN,CE /
o TRS
POST-DEV. WATERSHED TO OUTFALL 1
a a o e oIo
(SHEET FLOW TO WOOLEN MILLS) � /
�� S RMWATER/ MP ` / / UC=AREA(}I(1DER O
D.A. = 3,534 SF
CN = 95 M NIT NA, w �ORMWATER/BM C NSTRu TIONFORINSTAL oN /
Tc = 5 Min. \ I� EA LAMENT A MAINTENANCE EA E ENT `o ARrsLULPTURE,TYP.
N W ��� AROUND PERLMETE OF S ATERSHE�D.A. I . / / C
L — / J CN MBEABLE PPAVEMEN 1)
Tc PATH � PERMEABLE PAVE E T �
�r PARKING AREAS /
I VACS VR M DJU�TED CN - 77
VRRM A STORM/BMP Hvnc� A JU TED CN =L�t'i 0-YR)/
�- I
OUTFALL 1 I"� I E_ ME T,TYP.
F1ER ABLE PAVEMENT SUB-WAT SHE D.A. I 0 /
(SHEET FLOW TO WOOLEN MILIL.S) 7 �AINGf DEN I ) /
Q1(Posr) = 0.70 CFS I� v7 I I I I 18'I �TORt�TA K Tc� PATH � �AIIN 75ARPEN 1)I / I
RV1(POST) = 1,440 CF
Qlo(Posr) - 1 .54 CFS I I I I/ I I I I l _ _ °ssco PORCH I VRRM ADJ ST CN - 72 (y-YR) O /lR�
/ I� I ( - - {_ -- - J 3 _...csw VRRM -Y
I / AD ST/ CN 73 (10 R) /� I1
I _ o BRICK WALE
PERMEAB PAVEMENT I 2-STY. /BSMT /L
a BRIG SWAGE
1111 Id
w � s I BW SH
�PMB EP EI,EDM.A. NCT 1)w w7V CSW (
CO WACCN\D ��D C� —
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m GSA L%WN
/ b
.I OTHESCINf I I O�
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^�,, 50'RO.W.
\ I I I T PATH / / / / / PST-U AT ED / / � / c, i DB342-193PLAT
�s \ 3q1 / y a / Tc AT�1 TOO FA L 3 / / ��/ / / OB542-56BPLAT
s \ (SAL CONC.) M �/ /BE 5 #2 / /� Fr�rFlb TO R) Al/
DB1007-SOBPLAT
\ I w I W o �l / � \ l OB3WIZ -7UPLAT
OUTFALL 2
12 CMP
QT(POST) = 0.33 CFS 1 )
RV=2479+148CF=2627CF \
o / / = �.0 Min
0 9 / / z / — — IRS/
!(POST) — —
Q1o(Pa$r) = 2.91 CFS , \\ r dl ��HU O j O OHU
TMP 78-216 off H� /
\ O / � .. I AGED TEEP
�P \ BF ✓L
WOOLEN MILLS, LLC \ I o r i
08 V 666 o m �p4 9,p�FF
DB 5000 249 _ l P / / ES, P� \
DB 841-429 PLAT � - I — Oo� \ I EDGE PAVT.
(LI ZONING) I I I I �N CRO G Q
I 1� — —w w� — \ \ ` /
- / /WB —W� W W WA —WJ —W� — \ P EUS � I r Ox \ c ` / �� SNEETCLOSED /
—W� _NJ —WJ —NJ W� — STORMWATER/BMP H s I / \
\ � MAINTENANCE o — � Tc A H
EASEM_ S RTGH7�OfWAYLINE
GRA PEC P MING
SUB -WATERSHED D.A. D
� /� (DIRECT TO STORMTANK)
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA 22902
�PLTH OF
°� vf�cr
Alan G. Franklin
Lic. No. 35326 w
0 10-12-2022 .
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
\ / 2,789 SF @ CN = 98 TMP7821Q V W OUTFALL 3
573SF@CN=61 SYLVESTERLAWRENCE,JR.& / �1')Q I / SHEET FLOW TO RR)2000 MARCHANT
s / WARREN L. HERRING O o I� FHA 10426 ( project name
EZN g �S �EnGECRAV — j h )� I / (Qm = 2,178 GPM) Q !(POST) = 0.41 CFS
�J GARAGE -!STORY DB621-507 �N I� RV1(POST) = 856 CF
PARCEL T" a o
�\ - - — - DB 542-568 PLAT j / Qlo(POST) = 0.87 CFS VA PACIFIC INVESTMENTS LLC
BROADWAYST. (END) \ e — — / client
\\ v �� POST DEV. WATERSHED 2 — — _ (LIZONINGJ 11
MARCHANTST(BEGIN) I 2088 UNION STREET, SUITE 1
/
TMP 78-21P D.A. = 4,861 SF SAN FRANCISCO, CA 9413project address
�C ALFRED B. SADTLER RVi(PRE) = 148 CF / 0 10' 20' 40'
I DB 4278-469 CN = 61 /
LOT6, BLOCKA Tc = 5.0 Min.
- - W P02022-00022
STORMWATER MANAGEMENT QUANTITY CALCULATIONS project number
VSMP CHANNEL PROTECTION CRITERIA & FLOOD PROTECTION NARRATIVE VSMP CHANNEL PROTECTION CRITERIA WPO/VSMP
This re -development project creates an increase of impervious cover and subsequently an increase in project phase
runoff volume and peak flow from the development site to three existing outfalls (1, 2,& 3). At Outfalls OUTFACE 1 & OUTFACE 3
land 3, the runoff/volume increase is minor and is addressed b maintaining the runoff as sheet flow that The proposed development conditions will create increased volumes o sheet flown easeOuffall 1 and
y g Outfall 2 as identified on the plan. It is the opinion of the Engineer of Record that this increased volume MAY 19, 2022
in opinion of the Engineer of Record will not cause or contribute to erosion, sedimentation, or flooding of issue date
down gradient properties or resources and that no further water quantity controls are required per of sheet flow will not cause or contribute to erosion, sedimentation, or flooding of down gradient
9VAC25-870-66(D). To address the increased runoff volume and peak flow at Outfall 2, the two parking properties or resources and that no further water quantity controls are required per 9VAC25-870-66(D).
lots will be constructed of permeable pavers, a rain garden will be constructed to help attenuate runoff OUTFALL2
from building roofs, and an underground stormwater detention system are proposed. A majority of the per 9VAC25-870-66(B)(3)
proposed development stormwater will be routed to the underground detention system and released to
an existing 12" CMP under Marchant Street (Outfall 2) as required by 9VAC25-870-66(B) & (C). Qt(Ailowabie) = [I.F. x (Q1(Pre)X RW(Pre))/RV1(Post)]
s than 1 Acre)
(Less In order to satisfy the TP Load Reduction requirements for this re -development activity, the two on -site I.F. = 0.9 (Qt(PrL0.69 cfs
parking bays will be constructed of permeable concrete interlocking pavement (Permeable Pavement - RV1(Pre) = 1,623 cf
Level 1) and a rain garden (Rain Garden #1) will also be constructed. Additionally, nutrient credits RV1(Post) = 2,627 cf
purchased from an approved Nutrient Bank will also be required because the proposed WQ BMPs do Q1(Allowable) = [0.9 x (0.69 x 1,623/2,627)] = 0.38 cfs
not remove the entire required TP load reduction. Q1(Post) = 0.33 cfs < Q(1)Allowable = 0.38 cfs
(CRITERIA MET)
FLOOD PROTECTION CRITERIA
OUTFALL 1 & OUTFALL 3
Satisfied per 9VAC25-870-66(D)
OUTFALL 2
per 9VAC25-870-66(C)(2)
Q1o(Post) = 2.91 cfs < Q1o(Pre) =3.10 cfs
(CRITERIA MET)
1. 12.03.2021 - ELIMINATE OFF -SITE IMPROVEMENTS
revisions
POST -DEVELOPMENT
D.A. MAP
sheet title
SW101
sheet number
Roofs
ci)
2AS
Po Dev 1 (sheet to Po -Dev 2 to SWM
Woolen)
2P 3S
1L
" StormTrap Post-Dev 3 (sh t to
Outfall 3 (Sheet Flow to RR)
RR) 3L
2L � 2BS Outfall 3 (Sheet Flow to
Outfall 2 (12" CMP) RR)
Post-Dev 2 (no SWM)
Drainage Diagram for Marchant-Post
Subcat Reach Aon Link Prepared by {enter your company name here}, Printed 5/4/2022
HydroCAD® 9.10 sln 06424 @ 2010 HydroCAD Software Solutions LLC
Summaryfor Subcatchment 3S: Post-Dev 3 (sheet to RR)
[49] Hint: Tc<2dt mayrequire smallerdt
Runoff = 0.41 cfs @ 11.95 hrs, Volume= 856 cf, Depth> 1.98"
Runoff bySCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (sf) CN Description
4,094
1,087
98 Unconnected pavement, HSG B
61 >75% Grass cover, Good, HSG B
5,181
90 Weighted Average
1,087
20.98%Pervious Area
4,094
79.02% Impervious Area
4,094
100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f /sec) (cfs)
5.0 Direct Entry,
Summary for Link 1 L: Outfall 3 (Sheet Row to RR)
Inflow Area =
9,515 sf,
73.70% Impervious,
Inflow Depth> 1.82" for 1-Year event
Inflow =
0.70 cfs @
11.96 hrs, Volume=
1,440 cf
Primary =
0.70 cfs @
11.96 hrs, Volume=
1,440 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Inflow Area =
Inflow =
Outflow =
Primary =
Summary for Subcatchment 2AS: Post-Dev2 to SWM
[49] Hint: Tc<2dt may require smallerdt
Runoff = 1.22 cfs @ 11.96 hrs, Volume= 2,479 cf, Depth> 1.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (so CN Description
8,958
78
DA-A(Adjusted CN from VRRM)
8,944
72
DXB (Adjusted CN from VRRM)
6,545
81
DA-C (Adjusted CN from VRRM)
2,789
98
DXD (Unconnected pavement, HSG B)
573
61
DXD (>75% Grass cover, Good, HSG B)
27,809
78
Weighted Average, UI Adjusted CN = 77
25,020
89.97% Pervious Area
2,789
10.03% Impervious Area
2,789
100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft1ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Pond 2P:18" StormTrap
27,809 sf, 10.03% Impervious, Inflow Depth > 1.07" for 1-Year event
1.22 cfs @ 11.96 hrs, Volume= 2,479 cf
0.30 cfs @ 12.12 hrs, Volume= 2,386 cf, Atten= 75%, Lag= 9.2 min
0.30 cfs @ 12.12 hrs, Volume= 2,386 cf
Routing byStor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 376.68' @ 12.12 hrs Surf.Area= 1,350 sf Storage= 802 cf
Plug -Flow detention time= 54.1 min calculated for 2,380 cf (96% of inflow)
Center -of -Mass det. time= 33.3 min (884.5 - 851.1 )
Volume Invert Avail.Storage Storage Description
#1 376.00' 661 cf #57 Gravel + 12" on all sides (Irregular) Listed below (Recalc)
3,375 cf Overall -1,722 cf Embedded =1,653 cf x 40.0% Voids
#2 376.00' 1,645 cf 18" StormTank (Irregular) Listed below (Recalc) Inside #1
1,722 cf Overall x 95.5% Voids
2,306 cf Total Available Storage
Elevation
Surf.Area Perim. Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft) (feet) (cubic -feet) (cubic -feet)
(sq-ft)
376.00
1,350 206.0 0 0
1,350
378.50
1,350 206.0 3,375 3,375
1,865
Elevation
Surf.Area Perim. Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft) (feet) (cubic -feet) (cubic -feet)
(sq-ft)
376.00
1,148 198.0 0 0
1,148
377.50
1,148 198.0 1,722 1,722
1,445
Device Routing
Invert Outlet Devices
#1 Primary
376.00' 12.0" Round 12" HDPE
L= 100.0' CPP, square edge headwall,
Ke= 0.500
Inlet / Outlet Invert-- 376.00' / 375.00' S=
0.0100 'f Cc= 0.900
n= 0.012
#2 Device 1
376.00' 4.0" Vert. 4" PVC C= 0.600
#3 Device 1
376.70' 8.0" Vert. (2) - 8" PVC X 2.00 C= 0.600
PrimaryOutRow Max--0.30 cfs @ 12.12 hrs HV\1=376.68' (Free Discharge)
L1=12" HDPE (Passes 0.30 cfs of 1.59 cfs potential flow)
12=4" PVC (Orifice Controls 0.30 cis @ 3.44 fps)
3=(2) - 8" PVC ( Controls 0.00 cfs)
Summaryfor Subcatchment 3S: Post-Dev3 (sheet to RR)
[49] Hint: Tc<2dt mayrequire smaller dt
Runoff = 0.41 cfs @ 11.95 hrs, Volume= 856 cf, Depth> 1.98"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (sf) CN Descriotion
4,094
1,087
98 Unconnected pavement, HSG B
61 >75% Grass cover, Good, HSG B
5,181
90 Weighted Average
1,087
20.98% Pervious Area
4,094
79.02% Impervious Area
4,094
100.00% Unconnected
Tc Length Slope
Description
5.0 Direct Entry,
Summaryfor Link 3L: Outfall 3 (Sheet Row to RR)
Inflow Area =
5,181 sf,
79.02% Impervious,
Inflow Depth > 1.98" for 1-Year event
Inflow =
0.41 cfs @
11.95 hrs, Volume=
856 cf
Primary =
0.41 cfs @
11.95 hrs, Volume=
856 cf, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Summary for Subcatchment 2BS: Post-Dev 2 (no SWM)
[49] Hint: Tc<2dt may require smallerdt
Runoff = 0.05 cfs @ 11.99 hrs, Volume= 148 cf, Depth> 0.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Summaryfor Link 2L: Outfall 2 (12" CMP) Area (sf)
Inflow Area = 32,670 sf, 8.54% Impervious, Inflow Depth > 0.93" for 1-Year event 0
Inflow = 0.33 cfs @ 12.05 hrs,4,861 Volume= 2,534 cf 4,861
Primary = 0.33 cfs @ 12.05 hrs, Volume= 2,534 cf, Atten= 0%, Lag= 0.0 min 4,861
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
CN DescriDtion
98 Unconnected pavement, HSG B
61 >75% Grass cover, Good, HSG B
61 Weighted Average
100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fr/sec) (cfs)
5.0 Direct Entry,
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434 295 8177 Charlottesville, VA 22902
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
W PO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS - ADD EC106 & SW 108
revisions
STORMWATER
MODEL (1 YR)
sheet title
swi
sheet number
02
Roofs
Summary for Subcatchment 14S: Post-Dev 2 to SWM (10yr)
1S
Po Dev 1 (sheet to
2AS
Pev 2 to SWM
Woolen)
2P
9
" StormTrap
Outfall 3 (Sheet Flow to
RR)
2L
Outfall 2 (12" CMP)
3S
Post-Dev 3 (sh t to
RR)
3L
Post-Dev 2 (no SWM)
Outfall 3 (Sheet Flow to
RR)
Drainage Diagram for Marchant-Post
Subcat Reach Aon Link Prepared by {enter your company name here), Printed 5/4/2022
HydroCAD® 9.10 sln 06424 @ 2010 HydroCAD Software Solutions LLC
Summary for Subcatchment 1 S: Post-Dev 1 (sheet to Woolen)
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.54 cfs @ 11.95 hrs, Volume= 3,282 cf, Depth> 4.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (sfl CN Descriotion
7,013
2,502
98 Unconnected pavement, HSG B
61 >75% Grass cover, Good, HSG B
9,515
88 Weighted Average
2,502
26.30% Pervious Area
7,013
73.70% Impervious Area
7,013
100.00% Unconnected
Te Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Link 1 L: Outfall 3 (Sheet Row to RR)
Inflow Area =
9,515 sf,
73.70% Impervious,
Inflow Depth > 4.14" for 10-Year event
Inflow =
1.54 cfs @
11.95 hrs, Volume=
3,282 cf
Primary =
1.54 cfs @
11.95 hrs, Volume=
3,282 cf, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Inflow Area =
Inflow =
Outflow =
Primary =
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.57 cfs @ 11.96 hrs, Volume= 7,271 cf, Depth> 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (sf) CN Description
8,958
79
DXA (Adjusted CN from VRRM)
8,944
73
DXB (Adjusted CN from VRRM)
6,545
82
DXC (Adjusted CN from VRRM)
2,782
98
Unconnected pavement, HSG B
573
61
>75% Grass cover, Good, HSG B
27,802
79
Weighted Average, UI Adjusted CN = 78
25,020
89.99% Pervious Area
2,782
10.01 % Impervious Area
2.782
100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlit) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Pond 2P:18" StormTrap
27,802 sf, 10.01 % Impervious, Inflow Depth > 3.14" for 10-Year event
3.57 cfs @ 11.96 hrs, Volume= 7,271 cf
2.63 cfs @ 12.02 hrs, Volume= 7,127 cf, Atten= 26%, Lag= 3.7 min
2.63 cfs @ 12.02 hrs, Volume= 7,127 cf
Routing byStor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 377.44' @ 12.02 hrs Surf.Area=1,350 sf Storage= 1,700 cf
Plug -Flow detention time= 35.1 min calculated for 7,108 cf (98% of inflow)
Center -of -Mass det. time= 23.4 min ( 841.7 - 818.3 )
Volume Invert Avail.Storage Storage Description
#1 376.00' 661 cf #57 Gravel + 12" on all sides (Irregular) Listed below (Recalc)
3,375 cf Overall - 1,722 cf Embedded = 1,653 cf x 40.0% Voids
#2 376.00' 1,645 cf 18" StormTank (Irregular) Listed below (Recalc) Inside #1
1,722 cf Overall x95.5%Voids
2,306 cf Total Available Storage
Elevation
Surf.Area Perim. Inc.Store Cum.Store
VVet.Area
(feet)
(sq-ft) (feet) (cubic -feet) (cubic -feet)
(sq-ft)
376.00
1,350 206.0 0 0
1,350
378.50
1,350 206.0 3,375 3,375
1,865
Elevation
Surf.Area Perim. Inc.Store Cum.Store
VVet.Area
(feet)
(sq-ft) (feet) (cubic -feet) (cubic -feet)
(sq-ft)
376.00
1,148 198.0 0 0
1,148
377.50
1,148 198.0 1,722 1,722
1,445
Device Routing
Invert Ouflet Devices
#1 Primary
376.00' 12.0" Round 12" HDPE
L= 100.0' CPP, square edge headwall,
Ke= 0.500
Inlet/ Outlet Invert-- 376.00' / 375.00' S=
0.0100'f Cc= 0.900
n= 0.012
#2 Device 1
376.00' 4.0" Vert. 4" PVC C= 0.600
#3 Device 1
376.70' 8.0" Vert. (2) - 8" PVC X 2.00 C= 0.600
PrimaryOutRow Max=2.57 cfs @ 12.02 hrs HVV=377.42' (Free Discharge)
t1=12" HDPE (Passes 2.57 cfs of3.64 cfs potential flow)
12=4" PVC (Orifice Controls 0.47 cfs @5.40 fps)
3=(2) -8" PVC (Orifice Controls 2.10 cfs @3.01 fps)
Summary for Link 2L: Outfall 2 (12" CMP)
Inflow Area =
32,663 sf,
8.52% Impervious,
Inflow Depth > 2.87" for 10-Year event
Inflow =
2.91 cfs @
12.01 hrs, Volume=
7,806 cf
Primary =
2.91 cfs @
12.01 hrs, Volume=
7,806 cf, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Summaryfor Subcatchment 3S: Post-Dev3 (sheet to RR)
[49] Hint: Tc<2dtmayrequire smaller dt
Runoff = 0.87 cfs @ 11.95 hrs, Volume= 1,876 cf, Depth> 4.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
Area (sfl CN Descriotion
4,094
1,087
98 Unconnected pavement, HSG B
61 >75% Grass cover, Good, HSG B
5,181
90 Weighted Average
1,087
20.98% Pervious Area
4,094
79.02% Impervious Area
4,094
100.00% Unconnected
Te Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Link 3L: Outfall 3 (Sheet Row to RR)
Inflow Area =
5,181 sf,
79.02% Impervious,
Inflow Depth > 4.35" for 10-Year event
Inflow =
0.87 cfs @
11.95 hrs, Volume=
1,876 cf
Primary =
0.87 cfs @
11.95 hrs, Volume=
1,876 cf, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Summary for Subcatchment 2BS: Post-Dev 2 (no SWM)
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.33 cfs @ 11.97 hrs, Volume= 679 cf, Depth> 1.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.50"
0 98 Unconnected pavement, HSG B
4,861 61 >75% Grass cover, Good, HSG B
4,861 61 Mighted Average
4,861 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
2000 MARCHANT
W P02022-00022
W PO/VSMP
MAY 19, 2022
STORMWATER
MODEL (1 OYR)
Xref ..\..\..\1-Proiects\0-PROJECT FOLDER\CAD\02 Xrefs\Title Blocks\WSS-TB-ARCH D XREF.dwa
SWI03
I
SOIL 23C1
I
SOIL 23C
PRE -DEVELOPMENT MAP
POST -DEVELOPMENT MAP
0
15'
30'
60'
1-
VRRM LAND USE KEY (PRE-D
ILIMITS OF DISTURBANCE 1.00 ACRES
MANAGED TURF, HSG B 0.68 ACRES
},r IMPERVIOUS COVER, HSG B 0.32 ACRES
0
15'
30'
60'
Z
VRRM LAND USE KEY (POST-DEV)
ILIMITS OF DISTURBANCE 1.00 ACRES
MANAGED TURF, HSG B 0.42 ACRES
Y IMPERVIOUS COVER, HSG B 0.58 ACRES
CALCULATIONS
WATER QUALITY CONTROL
In order to satisfy the TP Load Reduction requirements for this re -development activity, the two on -site parking bays will be constructed of
permeable concrete interlocking pavement (Permeable Pavement - Level 1) and a rain garden (Rain Garden #1) will also be
constructed. 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 = 0.63 Ibs/yr
The WQ plan is comprised of 3 sub -watersheds, DA A, DA B, and DA C on the VRRM spreadsheet (shown on subsequent sheet).
Permeable Pavement - Level 1 for DA A
Rain Garden #1 for DA B
Permeable Pavement - Level 1 for DA C
DA A Water Quality Volume
Tv= 368 cf (from D.A. "A" on the VRMM spreadsheet)
Permeable Pavement A (Level 1)
3,347 sf of permeable paver on 12" stone reservoir layer w/ underdrain
Volume available in stone reservoir = 3,347 cf x 0.40 = 1,339 cf
TP Load Reduction Provided = 0.10 Ibs/yr
DA B Water Quality Volume
TV = 370 cf (from D.A. "B" on the VRMM spreadsheet)
Micro-Bioretention Rain Garden (Leve 1)
Surface Area Required
CDA = 8,944 sf
SARequired = 3% of contributing drainage area (CDA) = 0.03 x 8,944 = 268 sf
SAProvided=268 sf
TP Load Reduction Provided =0.10 Ibs/yr
DA C Water Quality Volume
Tv = 312 cf (from D.A. "C" on the VRMM spreadsheet)
Permeable Pavement C (Level 1)
2,543 sf of permeable paver on 12" stone reservoir layer w/ underdrain
Volume available in stone reservoir = 2,543 cf x 0.40 = 1,017 cf
TP Load Reduction Provided = 0.08 Ibs/yr
Total TP Load Reduction Provided = 0.10 + 0.10 + 0.08 = 0.28 Ibs/yr
Nutrient Credit Purchase Required = 0.63 - 0.28 = 0.36 Ibs/yr (as shown on VRRM spreadsheet)
ECOSYSTEM SERVICES, LLC
1739 Allied Street, Suite A
Charlottesville, VA 22903
540.578.4296
www.ecosystemservices.us
ionAecosystemservices.us
May 18, 2022
Alan Franklin, PE
waterstreet studio
418 East Main Street
Charlottesville, VA 22902
RE: Nutrient Offset Credit —Credit Availability Letter
Project: 2000 Marchant Drive
Project Address: 2000 Marchant Drive, Charlottesville, VA 22902
ILI
Project HUC: 02080204
P Bank HUC: 02080204
Bank Address: 1705 Lambs Road, Charlottesville, VA 22901
Y
�I Dear Mr. Franklin,
I We appreciate the opportunity to provide a credit availability letter for 0.50 pounds of phosphorus for tiI5 9
pp pp tY p Y p P p
JI the above referenced project. This letter is to certify that as of today, May 18, 2022, Ivy Creek Nutrient F
Bank has 171.08 pounds of phosphorus(TP),263.26 pounds of nitrogen(TN),and 53 946.89 pounds ofIIIJ
TSS available for transfer to those entities requiring offsets in accordance with the Chesapeake Bay tPo
Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are also+ Ilsr
transferable in accordance with the Virginia stormwater offset program (VA Code § 62.1-44.15:35) and
the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater Nonpoint Nutrient "
Offsets approved on July 23, 2009, to those regulated entities qualifying for nutrient credits.I, 1 ,,� ;[; I �� �t
We can certainly accommodate your needs and could offer to fulfil the order of 0.50 pounds of
r' a phosphorus.
i1
Please feel free to contact us with any questions. I hope we have the opportunity to work together on this II'I'� tl
project. r
JI
Sincerely, 0 I 'I Itq '1
Ecosystem Services LLC r" °lI N p ' r
` L 1 �'i a t' f' r, 1 R 1 'rs ��'"... �� v,F II it ^"�i III �V �ir'1I .I II I. i �° +tl d ���
�' ly By: -1" j
��
� — 1
7�}j
I� du P b ,A 1� Y
� �.� �1 � 41�i�r i`I � l " � i� r � � �� °ti a) {i✓ a v � � ! a� � I
sr F i�J IPs,; F �1 1
Jonathan R. Roller, AOSE PSS CNMPtj If
Manager Authorized RepresentativeIt'j
(II 11
t3 'I I L cl I 'I f i, IT ji h��, °i I� a°° �i ��r' I
w a t e r s t r e e t s t u d i o
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 w
0 10-12-2022 Fv.
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 12.03.2021 - ELIMINATE OFF -SITE IMPROVEMENTS
revisions
STORMWATER
QUALITY MAP
sheet title
swi
sheet number
04
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: Marchant
Date: 44663
Site Land Cover Summary
Pre-ReDevelopment Land Cover (acres)
Total Rainfall (in): 43
Total Disturbed Acreage: 1.00
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
0.68
0.00
0.00
0.68
68
Impervious Cover (acres)
0.00
0.32
0.00
0.00
0.32
32
1.00
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
0.42
0.00
0.00
0.42
42
Impervious Cover (acres)
0.00
0.58
0.00
0.00
0.58
58
1.00
100
Site Tv and Land Cover Nutrient Loads
Final Post -Development
Post-
Post-
Adjusted Pre-
(Post-ReDevelopment
Development
& New Impervious)
ReDevelopment
(New Impervious)
ReDevelopment
Site Rv
0.64
0.52
0.95
0.52
Treatment Volume (ft3)
2,305
1,408
897
1,408
TP Load (lb/yr)
1 1.45
1 0.88
1 0.56 1
0.88
Total TP Load Reduction Required (lb/yr) 0.63 0.18 4:6:::]
Final Post -Development Load
(Post-ReDevelopment & New Impervious)
Pre-
ReDevelopment
TN Load (lb/yr)
10.36
7.18
Site Compliance Summary
Maximum % Reduction Required Below
Pre-ReDevelopment Load 20%
Total Runoff Volume Reduction (ft)
328
Total TP Load Reduction Achieved (lb/yr)
0.27
Total TN Load Reduction Achieved (lb/yr)
2.07
Remaining Post Development TP Load
(lb/yr)
1.18
Remaining TP Load Reduction (lb/yr)
Required
0.36
Runoff Volume and CN Calculations
1-year storm
2-year storm
10-year storm
Target Rainfall Event (in)
1 3.00
3.60
5.50
Pre -
ReDevelopment
Final Post -Development
Post-ReDevelopment TP
TP Load per acre
TP Load per acre
Load per acre
(lb/acre/yr)
(Ib/acre/yr)
(Ib/acre/yr)
1.20
1.45
1.20
Drainage Areas
RV & CN
Drainage Area A
Drainage Area B
Drainage Area C
Drainage Area D
Drainage Area E
CN
81
75
84
0
0
RR (ft3)
124
110
93
0
0
1-year return period
RV wo RR (ws-in)
1.31
0.96
1.52
0.00
0.00
RV w RR (ws-in)
1.11
0.82
1.32
0.00
0.00
CN adjusted
78
72
81
0
0
2-year return period
RV wo RR (ws-in)
1.79
1.37
2.02
0.00
0.00
RV w RR (ws-in)
1.59
1.23
1.83
0.00
0.00
CN adjusted
78
73
81
0
0
10-year return period
RV wo RR (ws-in)
3.43
2.86
3.73
0.00
0.00
RV w RR (ws-in)
1 3.23
2.72
3.53
0.00
0.00
CN adjusted
79
73
82
1 0
0
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)
0.08
0.13
0.05
0.00
0.00
0.26
Impervious Cover (acres)
0.09
0.08
0.08
0.00
0.00
0.25
Total Area (acres)
0.17
0.21
0.13
0.00
0.00
0.51
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)
0.10
0.10
0.08
0.00
0.00
0.27
TN Load Reduced (lb/yr)
0.73
0.79
0.55
0.00
0.00
2.07
Drainage Area A Summary
Land Cover Summary
A Soils
B Soils
C Soils
D Soils
Total
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
0.08
0.00
0.00
0.08
47
Impervious Cover (acres)
0.00
0.09
0.00
0.00
0.09
53
0.17
BMP Selections
Managed Turf
Impervious
BMP Treatment
TP Load from
Untreated TP Load
TP Removed
TP Remaining
Downstream Treatment
Practice
Credit Area
Cover Credit
s
Volume (ft)
Upstream
to Practice (Ibs)
(Ib/yr)
(Ib/yr)
to be Employed
(acres)
Area (acres)
Practices (Ibs)
3.a. Permeable Pavement #1 (Spec #7)
0.08
275.88
0.00
0.17
0.10
0.07
Total Impervious Cover Treated (acres)
0.08
Total Turf Area Treated (acres)
0.00
Total TP Load Reduction Achieved in D.A.
0.10
(lb/yr)
Total TN Load Reduction Achieved in D.A.
0.73
(lb/yr)
1
Drainage Area B Summary
Land Cover Summary
A Soils
B Soils
C Soils
D Soils
Total
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
0.13
0.00
0.00
0.13
62
Impervious Cover (acres)
0.00
0.08
0.00
0.00
0.08
38
0.21
BMP Selections
Managed Turf
Impervious
BMP Treatment
TP Load from
Untreated TP Load
TP Removed
TP Remaining
Downstream Treatment
Practice
Credit Area
Cover Credit
a
Volume (ft)
Upstream
to Practice (Ibs)
(Ib/yr)
(Ib/yr)
to be Employed
(acres)
Area (acres)
Practices (Ibs)
2.f. To Rain Garden #1,
Micro-Bioretention #1 (Spec #9)
0.08
275.88
0.00
0.17
0.10
0.08
Total Impervious Cover Treated (acres)
0.08
Total Turf Area Treated (acres)
0.00
Total TP Load Reduction Achieved in D.A.
(lb/yr)
0.10
Total TN Load Reduction Achieved in D.A.
(Ib/yr)
0.79
Drainage Area C Summary
Land Cover Summary
A Soils
B Soils
C Soils
D Soils
Total
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
0.05
0.00
0.00
0.05
38
Impervious Cover (acres)
0.00
0.08
0.00
0.00
0.08
62
0.13
BMP Selections
Managed Turf
Impervious
BMP Treatment
TP Load from
Untreated TP Load
TP Removed
TP Remaining
Downstream Treatment
Practice
Credit Area
Cover Credit
a
Volume (ft)
Upstream
to Practice (Ibs)
(Ib/yr)
(Ib/yr)
to be Employed
(acres)
Area (acres)
Practices (Ibs)
3.a. Permeable Pavement #1 (Spec #7)
0.06
206.91
0.00
0.13
0.08
0.05
Total Impervious Cover Treated (acres)
0.06
Total Turf Area Treated (acres)
0.00
Total TP Load Reduction Achieved in D.A.
(lb/yr)
0.08
Total TN Load Reduction Achieved in D.A.
(Ib/yr)
0.55
waterstreetstudio
landscape architecture I civil engineering
418 E Main Street 434 295 8177 Charlottesville, VA 22902
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
W PO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS - ADD EC106 & SW 108
revisions
VRRM SPREADSHEETS
sheet title
SWI05
sheet number
3'-0" (914 mm)
p00000017 a000000�
® o000 000a 0o000 000a
o�oo_0 0Co_�o_a�o_�o_a�
1'-6"
O
(457mm)
°DOOODOOOOaDOOap
a000000o a000000d
E
v ECD
T
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 D
on Eon Loa Loa Loa pm
Toa ooa ooa oov vov volt
ma Dma Dma Dill Dma Do
aDIDIDaDID
18" (457 mm)
SIDE PANEL
1 \ STORMTRAP MODULE
1 '-6"
(457 mm)
o
_I rn
�LO
v
t
24" (610 mm)
SIDE PANEL
1 '-6"
(457 mm)
ma Dma Dma Dma D®a D®
ma Dma Dma Dma Dma Dm
aDaDaDaDaD
®� 94° °o° °m° °®°a°� ®
a� a� a� va
ma Dma Dma Dma Dma Dm
`V ; IDIDaDIDaD
OA D®a D®a Loa Loa Do
ma Dma Dma M Dma Dm
11
ma IDIDDma D MD
30" (762 mm)
SIDE PANEL
E
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
1106 1 SCALE: NTS
CONCRETE RING PORT KIT
(DESIGNED BY OTHERS) BOX WITH LID
RISER PIPE
BRENTWOOD OBSERVATION
PORT FLEXIBLE
COUPLING
4 OBSERVATION PORT
SW 106 SCALE : NTS
1'-611
(457 ml
aDIDaDaDaD
®a D®a D®a Dma D®a D®
a Von o a o a o a
ma Da Dma Dma Dma Dm
ma Dma Dma Dma D®a D®
a p 4Na a?4D
®a pma p®a o®
a� ao a� ao a�
®a®a o®a 7®a 7®a �®
ma Dma Dma Dma D® Dm
®a D®a D®a Dma D®a D®
On D®a Dma Dma DEon a D®
ma Dma Dma Dma Doa Do
lt
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�OO11D[O "D>�mw
�aDO�Oa°
1' 6" ° o 000o7Mi�
O o 00<> a °
000 000a
(457 mm) oD000aODOOao
1 aD 0 0 O O O O aD
O D4D� '
a o 0 0 0 0 0o 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 ml
8" (203 mm)
9" (229 mm)
8" (203 ml
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."
\117n`CTATCf AOCA %A/IT" Ar 17/'1IIATC
JIVI\IVII/"\I V1�
MODULES
2 ) STORMTRAP TYPICAL SECTION
SW 106 1 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
CTPP 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
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS -ADD EC106 & SW 108
revisions
STORMWATER
MANAGEMENT
DETAILS
sheet title
PLAN VIEW - PORT PLATE IN POSITION
OBSERVATION PORT INSTALLATION
SEAL FABRIC TO OBSERVATION PORT
SWI06
sheet number
L�ilmse
CTCC) '�•
LOCATE AND MARK OPENING
TR� . w
OR PIPES TO BE
INSTALLED
C-= A
INSTALL PIPE (SLIP FIT)
REMOVE SIDE PANELS FROM MODULES
AND CUT OPENING
OPENING FOR PIPE
INSTALLATION
SIDE PANEL
18 �
0a D0a DO D0a D0a D°
a DO D°a,D®a D®a D®
a� ao PER PLAN
1J�NI _0 wi—an mil
0a p0a p0a p0a p0a p0
0 o a 70707
o 0 0
aida
0 OF PIPE F
PLAN
PER PLAN
31DE PANEL
INLET PIPE
(BY OTHERS)
REINSTALL SIDE PANELS
STEP 5:
WRAP AND SECURE GEOTEXTILE
STORMRAP: INLET/OUTLET PIPE INSTALLATION
SCALE : NTS
STORMTANK® 18" MODULES INSTALLED IN STRICT ADHERANCE TO
STORMTANK® 18" MODULES INSTALLED IN STRICT ADHERANCE TO
3 STORMTANK: INLET PIPE FROM TRENCH DRAINS
STORMTANK® 18" MODULES INSTALLED IN STRICT ADHERANCE TO
5 1 STORMTANK: OUTLET DETAIL
SW 107 1 SCALE: NITS
N GEOTEXTILE FABRIC (PROPEX
1 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
VEGETATED
SLOPE
3'
�OP O�
EMBANKMENT
FI FV sstl nn
OVERFLOW STRUCTURE -
NYLOPLAST 24" DROP -IN
DOME GRATE
RIM = 380.50
TRANSITION TO 10"
STANDPIPE TO TO TOP OF
STORMTANK
6
STORMTANK®/ 18" MODULES INSTALLED IN STRICT
ADHERANCE TO INSTALLATION SPECIFICATIONS
TANK INV.376.00
BRENTWOOD 10" OBSERVATION PORT
RAIN GARDEN SECTION
VDOT CG-2 CURB
NO. 9 AGGREGAT
IN OPENINGS
AQUA -BRIO TYPE 4L
CONCRETE PAVERS
3 8" MIN. THICK
2" VDOT #8 AGGREGATE
4" VDOT #57 STONE
8" VDOT #2 STONE
NEEDLED, NON -WOVEN, FILTER FABRIC —
WITH A FLOW RATE GREATER THAN 125
GPM/SF AND AN APPARENT OPENING SIZE
EQUIVALENT TO US #70 OR #80 SIEVE
UNCOMPACTED SUBGRADE UNLESS
COMPACTION IS REQUIRED FOR
STRUCTURAL SUPPORT ON LOW
STRENGTH SOILS
RAMP SOIL LAYER UP TO
LIP OF STRUCTURE OR
PROVIDE STONE PROTECTION
AROUND STRUCTURE, TYP.
RAIN GARDEN SURFACE
ELEV.380.25
3" MULCH LAYER ON
SURFACE OF FILTER BED
12"
18" BIO-MEDIA MIX*
(ALLOW FOR SETTLING)
— 3" VDOT #8 STONE
FILTER LAYER
12" VDOT #57 STONE
j (DOUBLE WASHED)
*BIO-MIEDIA MIX SPECIFICATION
• 85%-88%SAND
• 8%- 12%SOIL FINES
• 3%-5%ORGANIC MATTER IN THE FORM OF
LEAF COMPOST
• THE VOLUME OF FILTER MEDIA BASED ON
110% OF THE PLAN VOLUME, TO ACCOUNT
FOR SETTLING OR COMPACTION
`VDOT #21A
GRAVEL BASE
1. 4" PERFORATED PVC/HDPE PIPE
ALONG DOWNHILL PERIMETER AND
AT 20' O.C. ACROSS SECTION
2. EXTEND CLEANOUT PIPES TO THE
SURFACE WITH VENTED CAPS
3. CONNECT TO DRAINAGE SYSTEM
WITH NON -PERFORATED PIPE
PERMEABLE PAVEMENT SECTION
cr�i in no�o ��i �rw�o
STRICT
(IONS
waterstreetstudIo
landscape architecture I civil engineering
418 E Main Street 434 295 8177 Charlottesville, VA 22902
professional seal
EUGENE RYANG
project manager
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS - ADD EC106 & SW 108
revisions
STORMWATER
MANAGEMENT
DETAILS
sheet title
SWI
sheet number
07
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
a flow rate of > 110 gal./min./sq..
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:
MAINTENANCE OF PERMEABLE PAVEMENT IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF w a t e r s t r e e t s t u d i o
Bio-Retention and Dry Swale Maintenance Inspections THE PRACTICE. landscape architecture I civil engineering
418 E Main Street 434.295.8177 Charlottesville, VA zz9oz
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
I
• 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
I
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
flows, take
BUCKET TO ENSURE THEY WORK.
concentrated and 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.
professional seal
characteristics.
NOTE IF ANY SEDIMENT NEEDS TO BE REMOVED.
• INSPECT THE CONDITION OF THE OBSERVATION WELL AND MAKE SURE IT IS STILL CAPPED.
EUGENE RYANG
Suggested Annual Maintenance Activities for Bioretention and Dry Swale
project manager
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
• 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
COUNTY OF ALBEMARLE
sl"
Department of Community Development
�IACINN
Construction Record Drawings (As -built) for VSMP
The following is a list of information required on construction record drawings for
stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the
construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
A. A signed and dated professional seal of the preparing engineer or surveyor.
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:
1. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
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
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
must be within platted easements. Provide copies of recorded documents.
11. Guardrail, fences or other safety provisions - Display the constructed location of all safety
provisions; fences, guardrail, including the type, length and applied end treatments, compared to
design.
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
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.
ALAN FRANKLIN
project team
2000 MARCHANT
project name
VA PACIFIC INVESTMENTS LLC
client
2088 UNION STREET, SUITE 1
SAN FRANCISCO, CA 9413
project address
W P02022-00022
project number
WPO/VSMP
project phase
MAY 19, 2022
issue date
1. 10.19.22 - CO. COMMENTS - ADD EC106 & SW 108
revisions
STORMWATER
MANAGEMENT
MAINTENANCE
sheet title
SWI08
sheet number