HomeMy WebLinkAboutWPO201700076 Plan - VSMP WPO VSMP 2018-03-30C
C
DRAWING INDEX
GENERAL
SET NUMBER
T1.01
COVER SHEET
CIVIL
C2.01
GENERAL NOTES
C2.03
SOILS MAP
C3.01
DEMOLITION PLAN
C3.02
DEMOLITION PLAN
C4.01
ROADWAY PLAN - STA. 10+00 TO 16+25
C4.02
ROADWAY PLAN - STA. 16+25 TO 22+00
C7.01
GRADING AND DRAINAGE PLAN
C7.02
GRADING AND DRAINAGE PLAN
C8.01 - C8.02
EROSION AND SEDIMENT CONTROL PLAN - PHASE I
C8.03 - C8.04
EROSION AND SEDIMENT CONTROL PLAN - PHASE II
C8.05
EROSION AND SEDIMENT CONTROL NOTES
C8.06
EROSION AND SEDIMENT CONTROL DETAILS
C9.01
SWM NARRATIVE AND CALCULATIONS
C9.02
PRE AND POST DEVELOPMENT LAND USE MAPS
C9.03
WATER QUALITY NARRATIVE AND CALCULATIONS
C9.04
CHANNEL PROTECTION MAPS &CALCULATIONS
C9.05
CHANNEL PROTECTION ROUTINGS
C9.06
FLOOD PROTECTION MAPS
C9.07
FLOOD PROTECTION CALCULATIONS & ROUTINGS
C9.08
STORMSEWER MAPS AND CALCULATIONS
C9.08A
STORMSEWER PROFILES
C9.09
DITCH MAPS AND CALCULATIONS
C9.10
CULVERT MAPS AND CALCULATIONS
C9.11
DETENTION BASIN DETAILS
C10.01
CONSTRUCTION DETAILS
C11.01
LANDSCAPING
PROJECT ZONING DATA
ALBEMARLE COUNTY ZONING CLASSIFICATION: R-1 RESIDENTIAL
PROPOSED BUILDING MAXIMUM HEIGHT: N/A
PROPOSED BUILDING MAXIMUM FOOTPRINT: N/A
ALBEMARLE COUNTY MAGISTERIAL DISTRICT: SAMUEL MILLER DISTRICT
FEMA FLOOD INSURANCE RATE MAP: ZONE X; NOT WITHIN A FEMA DEFINED
100 YEAR FLOOD PLAIN
PROPERTY NOT WITHIN AN ALBEMARLE COUNTY AND / OR CITY OF
CHARLOTTESVILLE WATER SUPPLY WATERSHED
CODES
VDOT ROAD AND BRIDGE STANDARDS, 2016
VDOT ROAD AND BRIDGE SPECIFICATIONS, 2016
FEDERAL HIGHWAY ADMINISTRATION MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES, 2009
VIRGINIA SUPPLEMENT TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES, 2013
VIRGINIA WORK AREA PROTECTION MANUAL, REV. 1A, 2015
DEPARTMENT OF ENVIRONMENTLA QUALITY VIRGINIA EROSION AND SEDIK4ENT CONTROL
HANDBOOK - 1992
ADA STANDARDS, 2010
CONTACTS
OWNER:
University of Virginia Foundation
OWNER REPRESENTATIVE:
Christopher D. Schooley
Real Estate Project Manager
One Boars Head Pointe
Charlottesville, VA 22903
PH: (434) 982-3777
cds7@eservices.virginia.edu
ENGINEER:
Dewberry Engineers Inc.
ENGINEER REPRESENTATIVE:
Matthew C. Thomas, PE
Project Manager
4805 Lake Brook Drive, Suite 200
Glen Allen, VA 23060
PH: (804) 205-3340
mthomas@dewberry.com
SUBMITTAL
SET NUMBER
PRELIMINARY 0 CONSTRUCTION
APPROVAL 0 REVISION
0 BIDDING 0 RECORD
3 4 5 6
UNIVERSITY OF VIRGINIA FOUNDATION
TEMPORARY GOLF COURSE CONNECTOR ROAD
FROM: GOLF COURSE DRIVE
TO: BERWICK DRIVE
ALBEMARLE COUNTY, VA
LOCATION MAP VSMP PLAN - WP0201700076
tJ/
250 IVY RD
BOARS HEAD
INN
J 1
APPROVED
by the Albemarle County
Community Peveloprnent Depariment
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REVISIONS
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DATE MARCH 2018
TITLE
TITLE
SHEET
PROJECT NO. 591555
T1 mOl
SHEET NO. OF
X
GENERAL NOTES
2 3 4 5
ACSA GENERAL WATER AND SEWER CONDITIONS LEGEND
i. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR
CONTIGUOUS TO THE SITE IS BASED ON INFORMATION AND DATA FURNISHED TO THE ENGINEER BY THE OWNER.
THE OWNER AND ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH
INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR REVIEWING AND CHECKING ALL
SUCH INFORMATION AND DATA, FOR LOCATING ALL UNDERGROUND FACILITIES SHOWN OR INDICATED PRIOR TO
CONSTRUCTION, FOR COORDINATION OF THE WORK WITH THE OWNERS OF SUCH UNDERGROUND FACILITIES DURING
CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF RESULTING FROM THE WORK, ALL OF WHICH WILL BE
AT NO ADDITIONAL COST TO THE OWNER. CONTRACTOR SHALL CONTACT "MISS UTILITY" OF VIRGINIA AT
1-800-552-7001 72 HOURS PRIOR TO THE START OF CONSTRUCTION. WORK SHALL BE SUBJECT TO INSPECTION
BY THF UNIVERSITY OF VIRGINIA FOUNDATION. THE CONTRACTOR WILL BE RESPONSIBLE FOR APPLYING FOR UVA
EXCAVATION PERMIT WITHIN TWO HOURS OF NOTIFYING MISS UTILITY.
2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC., CONTRACTOR SHALL USE WHATEVER METHODS
THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. CONTRACTOR SHALL HAND EXCAVATE WITHIN 5' OF
ALL BUILDINGS AND WALLS. REPLACEMENT OF DAMAGED STRUCTURES SHALL BE AT THE C'ONTRACTOR'S EXPENSE.
3. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT
DOCUMENTS TO THE ENGINEER,
4. THE LOCATION OF ALL EXISTING UTILITIES ACROSS THE LINES OF THE PROPOSED WORK ARE NOT NECESSARILY
SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY APPROXIMATE. -THE CONTRACTOR SHALL_ LOCATE ALL
UNDERGROUND LINES AND STRUCTURES AS NECESSARY PRIOR TO CONSTRUCTION.
5. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CONSTRUCTION DOCUMENTS.
6. EXISTING CONDITIONS MAPPING:
A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY KIRK HUGHES & ASSOCIATES SURVEY
DATED APRIL 2017.
7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES.
COMPACTION SHALL BE ACHIEVED IN ACCORDANCE WITH ASTM -D698, STANDARD PROCTOR DENSITY.
8. ANY ALTERATIONS AND CONNECTIONS TO ANY UTILITY MUST BE COORDINATED THROUGH THE UNIVERSITY
FOUNDATION.
9. CONTRACTOR WORK DAYS AND HOURS SHALL BE FROM 8 AM TO 5PM MONDAY THROUGH FRIDAY. ANY DEVIATION
FROM THIS SCHEDULE SHALL BE APPROVED BY THE UNIVERSITY FOUNDATION. SHUTDOWNS WALL BE PERFORMED AT
NIGHT AND WEEKENDS WITH 10 DAYS WRITTEN NOTICE. CONTRACTOR TO CONFIRM WORK BLACKOUT DAYS WITH
OWNER PRIOR TO CONSTRUCTION.
10. CONTRACTOR SHALL PROTECT THE ACTIVE WORK AREA WITH CONCRETE VEHICULAR BARRIER, CHAIN LINK FENCE
WITH GREEN SCREEN, OR CONSTRUCTION SAFETY FENCE AS SHOWN ON THE DRAWING.
ALL LINES EXISTING AND PROPOSED, SHALL NOT HAVE A DEAD-END IN EXCESS OF 5 FEET LENGTH FROM ANY
CONNECTION, AND SHALL HAVE A THRUST BLOCK ADJACENT TO THE CAPPED PIPE. IF THERE IS A VALVE IN THE
DEAD-END SECTION, IT SHAD- BE RODDED TO THE MAIN AND THRUST BLOCKS PUT AT END CAP.
12. ALL WATERLINE, PIPES, TEES, BENDS, VALVES AND FITTINGS SHAD- HAVE FLEXIBLE RESTRAINED JOINTS,
13. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION
14. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY.
15, CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION
FOR APPROVAL PRIOR TO CONSTRUCTION.
16. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON
THE SITE PLAN.
17. CONTRACTOR SHALL SECURE ALL OPEN EXCAVATIONS AT THE COMPLETION OF EACH WORK DAY WITH FENCING,
BACKFILLING OR OTHER METHOD OF COVERING TO PREVENT VEHICULAR OR PEDESTRIAN ACCESS.
18. THE GENERAL CIVIL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD CONFLICTS
EXIST BETWEEN -THE DRAWINGS, SPECIFICATIONS, AND GENERAL CIVIL NOTES, THE STRICTEST PROVISION SHALL
GOVERN.
19. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH
THE LOCAL FIRE DEPARTMENT.
20. FINAL APPROVAL IS SUBJECT TO THE CONDITIONS LISTED IN THE ZMA200400015 DATED DECEMBER 6, 2004, AND
SUBJECT TO THE ASSOCIATED PROFFERS AND EXHIBITS CONTAINED THEREIN. AS -BUILT PLANIS SHALL BE PROVIDED
FOLLOWING CONSTRUCTION.
21. EXISTING WOODED AREAS ON SITE ARE PRIMARILY COMPOSED OF EVERGREEN.
22. CONTRACTOR TO PROVIDE A DETAILED POLLUTION. PREVENTION PLAN EOR APPROVAL PRIOR TO CONSTRUCTION.
23. CONTRACTOR MAY ONLY COMPLETE TREE CLEARING ACTIVITIES FROM SEPTEMBER 16TH, 2017 TO APRIL 14TH,
2018. IF THE CONTRACTOR WOULD LIKE TO CLEAR OUTSIDE OF THIS WINDOW, THEY SHALL COMPLETE A FIELD
SURVEY TO ENSURE NO NORTHERN LONG-EARED BAT ROOSTS ARE IN THE VICINITY. ANY ROOSTS FOUND MAY NOT
BE DISTURBED THROUGHOUT THE DURATION OF THE PROJECT.
PLANT PROTECTION
1. TREES AND VEGETATION ADJACENT TO THE ACTUAL WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY
FENCING (CHAIN LINK FENCE FOR TREES; CONSTRUCTION SAFETY FENCE FOR VEGETATION) TO PRESERVE EXISTING ITEMS
INDICATED TO REMAIN AND TO PREVENT DAMAGE TO PROPERTY.
2. UNDERGROUND UTILITIES SHAD- BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTROY THE PLANTS TO REMAIN.
UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN 1'-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUM OF 20'-0"
FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE SATISFACTION OF THE UNIVERSITY.
3. THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NO -T OCCUR UNDER THE
DRIP LINE OF TREES TO BE PROTECTED.
GENERAL DEMOLITION NOTES
1.
WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE
UNDERGROUND ELECTRICAL LINE
CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF
EXISTING
WORK.
2
THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN
GAS LINE
ON THE PLANS AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN
EXISTING
INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY.
3.
ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND
STORM LINE
SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY.
4.
DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
5.
THE CONTRACTOR SHALL BE RESPONSIBL E FOR NOTIFYING "MISS UTILITY" ('II -800-552-7001).
6.
ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FT. OF COMER MEASURED FROM THE TOP OF PIPE,
EXISTING
OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATERLINES,
U,3vo
ETC.
7.
ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
8.
VALVES ON DEAD-END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A
FUTURE EXTENSION OF THE LINE.
9.
TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
10.
THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS
EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICIH AMENDS THE SAFE DRINKING WATER ACT).
ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES
1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a
permit shall be obtained from the Virginia Department of "transportation (VDOT). This plan as drawn may not
accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the
permit shall govern.
2. All materials and construction methods shall conform to current specifications and standards of VDOT unless
otherwise noted.
3. Erosion and siltation control measures sholl be provided in accordance with the approved erosion control plan
and shall be installed prior to any clearing, grading or other construction,
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonablly obtainable, lesser slopes of 3:"I or
be't'ter are to be achieved.
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or
designee, it is deemed necessary in order to stabilize a drainage channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe ? Class III.
9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry
(29 CFR Part 1926).
ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES
FOR PRIVATE ROADS
2.
3.
4
5.
6.
7.
8.
1. SAN CUT AND REMOVE ALL ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK. 9.
2. REMOVE VEGETATION, GRASS, & ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEMENTS. 10
3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERATIONS THAI SERVE OTHER ACTIVITIES SHALL BE PROPERLY 11
PRESERVED AND PROTECTED.
4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING 12
DEMOLITION OPERATIONS.
5. CONTRACTORSHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION] FROM DAMAGE DURING 13
CONSTRUCTION.
6. CONTRACTOR SHALT KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND 14
CONSTRUCTION DEBRIS AT ALL TIMES.
7. LIMITS OF DEMOLITION INDICATED ON PLAN ARE MINIMUM. CONTRACTOR SHALL REMOVE ASPHALT PAVEWENT, CONCRETE AND
MISCELLANEOUS H -EMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE_ AND LOCAL REGULATIONS. 15
8. CONTRACTOR SHALL BE RESPONSIBLE FOR PIIE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION.
16
9. CONTRACTOR IS RESPONSIBLE FOR STAGING THE DEMOLITION OF EXISTING UTILITIES WITH INSTALLATION OF NEW. OWNER SHALL
BE GIVEN AMPLE WARNING PRIOR TO ANY DISCONTINUATION OF ANY SERVICE.
Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit
shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may riot accurately
reflect the requirements of the permit. Where any discrepancies occur thce requirements of the permit shall govern.
Construction inspection of all proposed roads within the development will be made by the County. The contractor
must notify the Department of Engineering (296-5861) 48 hours in advance of the start of construction.
All materials and construction methods shall conform to current specifications and standards of VDOT. All excavation
for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part
1926).
Erosion and siltation control measures shall be provided In accordance with the approved erosion control plan and
must be installed prior to any clearing, grading or other construction.
Upon completion of fine grading and preparation of the roadbed subgradie, the contractor shall have CBR tests
performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a
subgrade soil CBR of 10 or greater is not obtainable, a revised pavement design shall be made by the design
engineer and submitted with the test results for approval.
All slopes and disturbed areas are to be fertilized, seeded and mulched. The moximum allowable slope is 2:1
(horizontal:verticol). Where reasonably obtainable, lesser slopes of 4:1 or better are to be achieved.
Surface drainage and pipe discharge must be retained within the public fright -of -way or within easements prior to
acceptance by the County. All drainage outfall easements are to be externded to a boundary line or a natural
watercourse.
Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field determined at
the time of construction. Additional guardrail may be required at locations not strewn when, in the opinion of the
Director of Engineering, or the Director=s designee, it is deemed necessary. When guardrail is required, it shall be
installed four (4) feet offset from the edge of pavement to the face of guardrail, and roadway shoulder widths shall
be increased to seven (7) feet.
Where urban cross sections are installed, all residential drlvewcy entrances shall conforrn to VDOT CG -9(A, B or C).
Where rural cross sections are installed, all residential driveway entrances shall contemn to VDOT standard PE -1.
Paved, rip-rop or stabilization mat lined ditch may be required to stabiliize a drainage channel when, in the opinion
of the Director of Engineering, or the Director=s designee, it is deemed necessary.
A minimum clear zone of eight (8) feet from the edge of pavement shall be maintained on all residential
subdivision streets.
Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical pavement
section detail, shall be strictly adhered to. Exceptions will not be allowed.
Upon completion of the roadway construction, street name signs shall be installed by the developer at all street
intersections. Signs and their installation shall conform to "Albemarle County Street Name Sign Requirements". The
developer shall be responsible for maintenance of signs until roads have been accepted.
Road plan approval is subject to final subdivision plat validation. Should the final plat for this project expire prior
to signing and recordation, then approval of these plans shall be null and void.
Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of
the Director of Engineering, or the Director=s designee, they are deemed necessary in order to provide safe and
convenient access. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic
Control Devices.
---- - --U CF -----
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No. DATE BY Description
:VISIONS
DRAWN BY TYR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 20/8
TITLE
ROADWAY PLAN
STA. 10+00 TO
STA. 16+25
PROJECT NO. 50097555
C4mOl
SHEET NO. OF
D e w b e r r
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
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No, DATE BY Descrlptlon
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DATE MARCH 20/8
TITLE
ROADWAY PLAN
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STA. 22+00
PROJECT NO. 50097555
C4m02
SHEET NO. OF
0
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EROSION & SEDIMENT CONTROL NARRATIVE
PROJECT DESCRIPTION
THIS PROJECT INCLUDES ROADWAY CONSTRUCTION TO CONNECT GOLF COURSE DRIVE TO BERWICK DRIVE 10 PROVIDE ACCESS BETWEEN THE
BIRDWOOD GOLF COURSE AND THE BOAR'S HEAD INN. CONSTRUCTION ACTIVITIES INCLUDE EARTHWORK, PAVEMENT, STROMWATER MANAGEMENT,
AND CULVERT AND STORM SEWER INSTALLATION.
THE PROJECT AREA IS APPROXIMATELY 2.20 ACRES AND WILL DISTURB APPROXIMATELY 2.20 ACRES. 0.22 ACRES OF IMPERVIOUS AREA IS
BEING ADDED.
EXISTING SITE CONDITIONS
THE EXISTING SITE CONSISTS OF BERWICK ROAD, GOLF COURSE DRIVE, GOLF CART PATHS AND THE BIRDWOOD GOLF COURSE THE EXISTING
SITE ALSO CONSISTS OF TREES AND GRASSY AREAS,
SOILS
SEE SHEET C2.03 FOR SOILS MAP. CONTRACTOR SHALL BE RESPONSIBLE FOR TESTING, EROSION AND SEDIMENT CONTROL, MAINTENANCE, AND
STABILIZATION OF SOILS DURING CONSTRUCTION.
ADJACENT PROPERTY
THE EXISTING SITE IS SOUTH OF ROUTE 250, EAST OF EDNAM VILLAGE ST, AND NORTH OF THE UVA SQUASH FACILITY. NO WORK WILL BE
DONE ON ADJACENT PROPERTIES.
OFFSITE ACTIVITIES
ALL OFFSITE ACTIVITIES NEED TO BE ADDRESSED BY THE VSMP PERMIT HOLDER AND APPROPRIATE INFORMATION CONTAINED IN THE SWPPP.
CONTRACTOR SHALL ONLY PERFORM OFFSITE ACTIVITIES THAT ARE COVERED UNDER THE PERMIT HOLDER FOR THIS PROJECT OR COVERED
TINDER THE PERMIT OF ANOTHER PROJECT.
STORMWATER RUNOFF CONSIDERATIONS
THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER CALCULATIONS CAN BE FOUND IN THE STORM WATER
PLANS, SHEETS C9.01 -C9.1 1.
CRITICAL AREAS
THERE ARE EXISTING AREAS OF STEEP SLOPES ON SITE PLEASE REFER TO THE SITE SURVEY FOR LOCATIONS OF STEEP SLOPES, THE PLAN
HAS BEEN DEVELOPED TO MINIMIZE LAND DISTURBANCE. WHERE GRADING IS NECESSARY, ADEQUATE PRECAUTIONS SMALL BE TAKEN TO
MINIMIZE EROSION AND TO CONTAIN SILT THROUGH PROPER EROSION AND SEDIMENT CONTROL PRACTICES.
THE INT' -NT OF THIS EROSION AND SEDIMENT CONTROL PLAN IS TO GUIDE THE CONTRACTOR IN IMPLEMENTING ACCEPTABi_E MEASURES,
INFRASTRUCTURE, AND MAINTENANCE PROGRAMS THAT WILL MINIMIZE THE AMOUNT OF EROSION AND RESULTING SEDIMENT THAT WILL TAKE
PLACE DURING THE CONSTRUCTION OF THIS PROJECT, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE
CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VA EROSION & SEDIMENT CONTROL
HANDBOOK.
EROSION AND SEDIMENT CONTROL MEASURES
STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES
SAFETY FENCE (VESCH STD. & SPEC. 3.01):
A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE. SAFETY
FENCE PROHIBITS THE UNDESIREABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC. FOR USE
IN AREAS POTENTIALY UNSAFE FOR THE PUBLIC.
CONSTRUCTION ENTRANCE (VESCH STD. & SPEC. 3.02):
STABILIZED STONE PAD WITH A FILTER FABRIC UNDERLINER LOCATED AT POINTS OF VEHICULAR INGRESS
AND EGRESS. CONSTRUCTION ENTRANCES REDUCE THE AMOUNT OF MUD TRANSPORT ONTO PAVED PUBLIC
ROADS BY VEHICLES OR RUNOFF. CONSTRUCTION ENTRANCES SHALL BE LIMITED TO THOSE SHOWN ON
THE PLANS OR OTHERWISE APPROVED BY THE SOIL EROSION OFFICER. SUPPLEMENTAL DRAWINGS SHALL
BE PROVIDED BY THE CONTRACTOR FOR APPROVAL IF ADDITIONAL ENTRANCES ARE REQUIRED.
SILT FENCE (VESCH STD. & SPEC. 3.05):
A TEMPORARY SEDIMENT BARRIER CONSISTING OF A FILTER FABRIC STRETCHED ACROSS AND ATTACHED -TO
SUPPORTING POSTS AND ENTRENCHED. SILT FENCE IS INSTALLED TO INTERCEPT AND DETAIN SMALL
AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION IN ORDER TO PREVENT SEDIMENT
FROM LEAVING THE SITE AND TO DECREASE THE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE
CHANNEL FLOWS.
STORM DRAIN INLET PROTECTION (VESCH STD. & SPEC. 3.07):
A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB
INLET. STORM DRAIN INLET PROTECTION PREVENTS SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS
PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. FOR USE WHERE STORM DRAIN INLETS ARE
TO BE MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF THE CORRESPONDING DISTURBED
DRAINAGE AREA. DIFFERENT TYPES OF STRUCTURES ARE APPLICABLE TO DIFFERENT CONDITIONS.
TEMPORARY SEEDING (VESCH STD. & SPEC. 3.31):
THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH
APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TEMPORARY SEEDING REDUCE'S EROSION AND
SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A
PERIOD OF MORE THAN 14 DAYS. TEMPORARY SEEDING REDUCES DAMAGE FROVII SEDIMENT AND RUNOFF
TO DOWNSTREAM OR OFF-SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOULS EXPOSED DURING
CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE
ESTABLISHED. FOR USE WHERE EXPOSED SOIL SURFACES ARE NOT TO BE FINE -GRADED FOR PERIODS OF
LONGER THAN 14 DAYS. SUCH AREAS INCLUDED DENUDED AREAS, SOIL STOCKPILES, DIKES, DAMS, SIDES
OF SEDIMENT BASINS, TEMPORARY ROADBANKS, ETC. (SEE MS#1 AND MS#2). A PERMANENT VEGETATIVE
COVER SHALL BE APPLIED TO AREAS THAT WILL BE LEFT DORMANT FOR A PERIOD OF MORE THAN ONE
(i) YEAR.
PERMANENT SEEDING (VESCH STD. & SPEC. 3.32):
THE ESTABLISHMENT OF A PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED.
PERMANENT SEEDING REDUCES EROSION AND DECREASES SEDIMENT YIELD FROM DISTURBED AREAS.
PERMANENT SEEDING STABILIZES DISTURBED AREAS IN A (MANNER THAT IS ECONOMICAL, ADAPTABLE TO
SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT NATERIAL. PERMANENT
SEEDING ALSO IMPROVES WILDLIFE HABITAT AND ENHANCES NATURAL BEAUTY. FOR USE IN DISTURBED
AREAS
AREAS WHERE PERMANENT, LONG-LIVED VEGETATIVE COVER IS NEEDED TO STABILIZE THE SOIL. FOR USE
WHERE ROUGH -GRADED AREAS WHICH WILL NOT BE BROUGHT TO FINAL GRADE. FOR A YEAR OR MORE.
MULCHING (VESCH STD. & SPEC. 3.35):
APPLICATION OF PI ANT RESIDUES OR 01 -HER SUITABLE MATERIALS TO THE SOIL. SURFACE. MULCHING
PREVENTS EROSION BY PROTECTING THE SOIL SURFACE FROM RAINDROP IMPACT AND REDUCING THE
VELOCITY OF OVERLAND FLOW. MULCHING FOSTERS THE GROWTH OF VEGETATION BY INCREASING AVAILABLE
MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD. FOR USE IN AREAS WHICH HAVE
BEEN PERMANENTLY SEEDED. MULCHING SHOULD OCCUR IMMEDIATELY FOLLOWING SEEDING. AREAS THAT
CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED WITH AN ORGANIC MULCH.
DUST CONTROL (VESCH STD. & SPEC. 3.39)
APPLICATION OF TEMPORARY SEEDING (VESCH & SPEC. 3.31), MULCHING (VESCH STD. & SPEC. 3.35),
IRRIGATION, SPRAY -ON ADHESIVES OR BARRIERS TO PREVENT SURFACE AND AIR MOVEMENT OF DUST
FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE DURING (_AND
DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES.
TEMPORARY AND PERMANENT STABILIZATION
TEMPORARY SEEDING 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 AND LESS THAN ONE YEAR. THIS INCLUDES, BUT IS NOT LIMITED TO, STOCKPILES AND BORROW
AREAS.
PERMANENT SEEDING SHALL BE APPLIED AND A PERENNIAL VEGETATIVE COVERING SHALL BE ESTABLISHED ON DISTURBED AREAS WITHIN SEVEN
DAYS OF BEING BROUGHT TO FINAL GRADE ON AREAS NOT OTHERWISE PROTECTED. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON
THE TIME OF YEAR IT IS TO BE APPI_!ED.
MULCHING SHALL BE APPLIED TO ALL PERMANENT SEEDING IMMEDIATELY UPON COMPLETION OF SEED APPLICATION. MULCH LIBERALLY DURING
THE MID -SUMMER AND WINTER SEASONS.
SEE VIRGINIA EROSION AND SEDIMENT CONTROL TECHNICAL BULLETIN NO. 4, NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES, FOR UPDATED
SEED MIXTURES AND SCHEDULES AS WELL AS UPDATED LIMING, MULCHING, AND FERTILIZING REQUIREMENTS. SEE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK STD. AND SPEC 3.35 FOR MULCHING SPECIFICATIONS.
PERMITS
PROJECT DISTURBANCE IS MORE THAN 1 ACRE, THEREFORE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING; A VIRGINIA STORMWATER
MANAGEMENT PROGRAM (VSMP) PERMIT AND MAINTAINING A STORMWATER POLLUTION PREVENTION PLAN (SWEEP).
THE PROJECT IS MORE THAN 10,000 SF AND WILL REQUIRE EROSION AND SEDIMENT REVIEW APPROVAL.
EROSION & SEDIMENT CONTROL MAINTENANCE
IN GENERAL, THE PROJECT AREA SHALL BE CHECKED WITHIN 24 HOURS OF EACH RAINFALL EVENT OR WEEKI Y IF NO RAINFALL EVENT HAS OCCURED, WHICH
EVER IS MORE FREQUENT TO ENSURE THAT ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN WORKING ORDER. EROSION CONTROL DEVICES SHALL BE
MAINTAINED ACCORDING TO THE FOI LOWING SCHEDULE:
1. SAFETY FENCE
SAFETY FENCE SHALL BE CHECKED REGULARLY FOR WEATHER-RELATED OR OTHER DAMAGE, ANY NECESSARY REPAIRS MUST BE MADE
IMMEDIATELY. CARE SHOULD BE TAKEN TO SECURE ALL ACCESS POINTS (GATES) AT THE END OF EACH WORK DAY. ALL LOCKING DEVICES
MUST BE REPAIRED OR REPLACED AS NECESSARY.
2. CONSTRUCTION ENTRANCE
THE ENTRANCE SHALL BE MAINTAINED IN CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS
MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS CONDITIONS
DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED
OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. THE USE OF WATER TRUCKS TO
REMOVE MATERIAI S DROPPED, WASHED OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES.
3. SILT FENCE
A. SEDIMENT DEPOSITS SHAD_ BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER.
B. FABRIC SHALL BE REPLACED IF IT HAS DECOMPOSED OR BECOME INEFFECTIVE.
4. SEEDING
THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND
RESEEDED AS NEEDED.
5. STORM DRAIN INLET PROTECTION
SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE -(HALF THE DESIGN DEPTH OF THE TRAP.
6. TEMPORARY SEDIMENT TRAP
A. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE
HALF THE DESIGN VOLUME OF THE WET STORAGE. SEDIMENT REMOVAL FROM THE BASIN SHALL BE DEPOSITED IN A
SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE AND CAUSE SEDIMENTATION PROBLEMS,
B. FILTER STONE SHALL BE REGULARLY CHECKED -TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED. STONE CHOKED WITH SEDIMENT
SHALL BE REMOVED AND CLEANED OR REPLACED.
C. THE STRUCTURE SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY
EROSION OR CONSTRUCTION EQUIPMENT. THE HEIGHT OF THE STONE OUTLET SHOULD BE CHECKED TO ENSURE THAT ITS
CENTER IS AT LEAST 1 FOOT BELOW THE TOP OF THE EMBANKMENT.
7. DUST CONTROL
IN PLANNING AND MAINTENANCE FOR DUST CONTROL, LIMITING THE AMOUNT OF SOIL DISTURBANCE AT ANY ONE TIME SHOULD BE A KEY
OBJECTIVE. TEMPORARY STABILIZATION MEASURES SHALL BE CHECKED REGULARLY AND RE-APPLIED AS NECESSERY TO REDUCE DUST
EMISSIONS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AN EMPLOYEE WHO WILL BE RESPONSIBLE OF THE EROSION AND SEDIMENT CONTROL PLAN AND
REQUIREMENTS FOR THE PROJECT THAT IS CERTIFIED BY THE VIRGINIA DEPARTMENT OF CONSERVATION OR THE VIRGINIA DEPARTMENT OF
ENVIRONMENTAL QUALITY AND RECREATION AS A RESPONSIBLE LAND DISTURBER (RLD). THE NAME OF THE CONTRACTOR'S RLD AND COPY OF
HIS CURRENT CERTIFICATION SHALL BE PROVIDED TO THE OWNER, ENGINEER AND EROSION & SEDIMENT CONTROL PLAN APPROVING
AUTHORITY PRIOR TO ISSUANCE TO THE NOTICE TO PROCEED FOR THE PROJECT.
GENERAL EROSION & SEDIMENT CONTROL NOTES
ES -1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND
MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THE
VIRGINIA EROSION AND SEDIMENT CONTR01 REGULATIONS (9VAC25-840).
ES -2: THE PLAN -APPROVING AUTHORITY MIDST 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. THE NAME OF THE RESPONSIBLE LAND DISTURBER
MUST BE PROVIDED TO THE PLAN -APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THIE LAND -DISTURBING ACTIVITY SHOWN ON THE
APPROVED PLAN. IF THE NAME IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAND -DISTURBING ACTIVITY, THE PLAN'S APPROVAL WILL BE REVOKED.
ES -3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
ES -4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
ES -5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OF F -SITE
BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND
APPROVAL BY THE PLAN -APPROVING AUTHORITY.
ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY THE PLAN -APPROVING AUTHORITY.
ES -7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING
SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, AFTER WHICH, UPON APPROVAL OF THE PLAN -APPROVING AUTHORITY, THE CONTROLS
SHALL BE REMOVED. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SNAIL BE
PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
ES -8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DE/ICE,
ES -9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF-PRODUCINC RAINFALL EVENT OR WEEKLY. ANY
NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
ES -10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE.
ES -11: SEEDING OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR
ANTICIPATED DURATION OF GREATER THAN "14 DAYS OR UPON COMPLETION OF GRADING OPERATIONS FOR A SPECIFIC AREA.
ES -12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT
HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE.
ES -13: A VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMIT (VSMPP) FOR THE DISCHARGE OF STORMWATER FROM CONSTRUCTION ACTIVITIES IS REQUIRED
FOR PROJECTS DISTURBING 1 ACRE OR GREATER. VISIT THE VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMITTING WEB PAGE AT
HTTP://WWW.DEQ.STATE.VA.US/PROGRAMS/�iVATER/STORMWAT'LRMANAGEMENT/VSMPPERMITS/CON STRUCTIONGENERALPERMI-f.ASPX FOR MORE INFORMATION.
EROSION AND SEDIMENT MINIMUM STANDARDS
1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY
PORTION OF THE SITE, TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL
GRADE BUT WILL REMAIN DORMANT FOR LONGER TI -IAN 14 DAYS, PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT
DORMANT FOR MORE THAN ONE YEAR. SPECIFIC FERTILIZER, NUTRIENT, & SEED APPLICATION MUST MEET EROSION AND SEDIMENT CONTROL (ESC)
TECHNICAL BULLETIN NO. 4 NUTRIENT MANAGEMENT FOR DEVELOPMENT PROJECTS. DOWNLOAD AT
http://www.neq.virginic.gov/Programs/Water/Stormwatei-Monagement/Publicatlons,aspxi, MULCHING REQUIREMENTS MUST MEET VESC HANDBOOK
MULCHING TABLE 3.35A.
2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING
MEASURES, THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT ST/ABILIZAFION OF AIL SOIL STOCKPILES ON SITE AS
WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. ANY BORROW, FILL, OR WASTE SUCH AS DEMOLITION MATERIAL
MUST BE PROVIDED FROM OR HAULED TO A PERMITTED, APPROVED, SUPPLY OR WASTE AREA. ALL OFFSITE ACTIVITY IS NOT PART OF THIS PERMIT/ PLAN
SET AND IS ADDRESSED UNDER SEPARATE COVER. SOIL STOCKPILES ARE NOT ANTICIPATED ONSITE.
3. A PERMANENT VEGETATIVE COVER SHAD_ 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 SHAD_ BE MADE FUNCTIONAL BEFORE UPSL OPE LAND DISTURBANCE TAKES PLACE.
5. STABILIZATION MEASURES SHALL BE APPI IED 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 SHAI L CORRESPOND TO A BARE EARTH CONDITION OR THOSE
CONDITIONS EXPECTED TO EXIST WHI!_E THE SEDIMENT BASIN IS UTILIZED.
7. CUT AND FILL SLOPES SHALT_ 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 THF PROBLEM IS
CORRECTED.
_" Dewberry`'
EROSION AND SEDIMENT MINIMUM STANDARDS
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
Dewberry Engineers Inc.
9. WHENEVER WATER SEEPS FROM A SLOPE FACE ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 4805 LAKE BROOK DRIVE
SUITE 200
10, ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER GLEN ALLEN, VA 23060
THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 804.290.7957 (PHONE)
804.290.7928 ( FAX)
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 SHAT I_ BE USED FOR THE CONSTRUCTION
OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE
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 REGULATIONS 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 THF 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 THAI DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPERFY.
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 THESE REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. p
17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF z
SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROASURFACE,TH A
D E ROAD 1� 1 W � Q
SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING W O W
AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA, SFRFET WASHING SHALT_ 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. V�/ U U)
18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALT_ BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE L.L..
TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE REGULATORY AUTHORITY. TRAPPED SEDIMENT AND THE��/ z
DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION ryW
AND SEDIMENTATION. O O u U
I-
19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO U J z
INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN L v cr- U
ACCORDANCE WITH THE STANDARDS AND CRITERIA FOUND IN VESC REGULATION 94VAC25-840-40 MS -19 PARTS A -N FOUND AT WEBPAGE W O
HTTP://LIS.VIRGINIA.GOV/CG!-BIN/LEGP604.EXE?000+REG-I 9VAC2.5-840-40 I Z V m U Q
I- LLJ O r Z 2
O �
U LL
SEAL le,ALT.�,j'
EROSION AND SEDIMENT CONTROL SEQUENCE, a� 0.P�
1. CONTRACTOR TO INSTALL EROSION AND SEDIMENT PHASE I CONTROLS. •
2. CONTRACTOR TO COMPLETE DEMOLITION,
3. CONTRACTOR TO COMPLETE SITE IMPROVEMENTS. Ltc`1Vo'465
So
4, CONTRACTOR TO REMOVE APPROPRIATE TEMPORARY EROSION AND SEDIMENT PHASE I CONTROLS. S
ALES
5. CONTRACTOR TO INSTALL EROSION AND SEDIMENT PHASE II CONTROLS.
6. CONTRACTOR TO STABILIZE SITE.
7. CONTRACTOR TO REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS.
8. ALL BIORETENTION AREAS SHALL BE PROTECTED FROM SOIL LADEN RUNOFF. CONTRACTOR SHALL BEGIN CONSTRUCTION OF THE
BIORETENTION AREAS ONLY ONCE ALL UPSTREAM AREAS OF THE SITE HAVE BEEN FULLY STABILIZED.
BIORETENTION INSTALLATION NOTES:
1. STABILIZE ENTIRE CONTRIBUTING DRAINAGE AREA WITH VEGETATION. BLOCK INLETS AS NECESSARY. ENSURE NO UTILITIES SHALL
INTERFERE WITH THE INSTALLATION.
2. HOLD A PRECONSTRUCTION MEETING WITH THE ENGINEER, OWNER AND CONTRACTOR. ANY CHANGES DURING THIS MEETING SHALL BE
DOCUMENTED AS PART OF THE AS -BUILT SUBMISSION OF THE FACILITY.
3. EMPLOY EROSION AND SEDIMENT CONTROLS AS NECESSARY TO DIVERT STORMWATER AWAY FROM THE BIORETENETION FACILITY UNTIL
NSTALLAI-ION IS COMPLETE.
4. EXCAVATE PRE-TREATMENT CELLS FIRST, AND SEAL THEM TO TRAP SEDIMENT.
5. WHEN POSSIBLE, UTILIZE EXCAVATORS AND BACKHOES FROM THE SIDES OF THF BIORETENTION AREA TO AVOID COMPACTING, OF
SUBGRADE AND TO ENSURE APPROPRIATE DESIGN DEPTH AND DIMENSION'S.
6. RIP THE SUBGRADE SOILS 6"--12" TO PROMOTE GREATER INFIETRATIONI.
7. PLACE A GEOTEXTILE FABRIC ON THE VERTICAL SIDES OF THE BIORETENTION CELL WITH A 6" OVERLAP BETWEEN FABRIC EDGES.
PLACE THE BOTTOM STORAGE LAYER. INSTALL THE UNDERDRAIN, PACK THE STONE. ADD CHOKER I AYER ABOVE.
8. APPLY THE BIOFILTER SOIL MEDIA FROM A QUALIFIED VENDOR IN 12" LIFTS TO THE DESIRED ELEVATION OF THE BIORETENTION.
ALLOW FOR A FEW DAYS OF SETTLEMENT, THEN ADD ADDITIONAL SOIL MEDIA TO DESIRED ELEVATION, ENSURE SOIL_ MEDIA IS KEPT AWAY
FROM POTENTIAL POLLUTANTS INCLUDING SEDIMENT.
9. PREPARE PLANTING HOLES AND WATER ACCORDINGLY
10. PLACE THE SURFACE COVER OF THE CELLS PER THE DESIGN,
11. INSTALL THE PLANT !MATERIAL AND WATER PER THE LANDSCAPING PLAN.
BMP INSTALLATION AND AS -BUILT NOTES
1. CONTRACTOR TO PROVIDE DETAILED INFORMATION ON ANY INSTALLED STORMWATER BMP. THIS INFORMATION SHALL INCLUDE A TOPOGRAPHIC
SURVEY OF THE(INSTALLATION, GPS COORDINATES FOR EACH FACILITY, PHOTOGRAPHS OF THE PROGRESS THROUGHOUT CONSTRUCTION
INCLUDING EACH MILESTONE, CONSTRUCTION LOGS, GEOTECHNICAL_ TESTING REPORTS, AND SOIL_ REPORT CERTIFICATIONS. THIS INFORMATION
TO BE TURNED OVER TO THE OWNER AS A SUBMITTAL FOLLOWING CONSTRUCTION OF THE PROJECT.
2. THE ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROM THE PLANS IMMEDIATELY. IF A DEVIATION IS REQUIRED, CONTRACTOR AND
ENGINEER SHALL COORDINATE A SOLUTION THAT IS ACCEPTABLE WITHIN THE DEQ REGULATIONS,
3. CONTRACTOR SHALL PROTECT BMIP FROM ANY DUST OR DEBRIS THROUGHOUT CONSTRUCTION, INCLUDING UNTIL THE OWNER HAS SIGNED
OFF ON THE TURNOVER OF THE FACILITY.
SCALE
No, I DATE I BY II Descrlptlon
REVISIONS
DRAWN BY TUR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
PIA 11111 LIFA 1:4 0
CONTROL NOTES
PROJECT NO. 50097555
C8.05
SHEET NO.
OF
�A:F) 1992
3.01 CCE) 1992
RAW
ENTRANCE
70' MIN,
I EXISTING
A
3 PAYEHENT
NOTES:
r 5:t
FILTER CLOTH 6' MIN. A
MDUNTADI.E bERH
i
(OPTIONAL)
SIDE ELEVATION
134
EXISTING GROUND
Tall Fescue'
matter. Must be anchored.
3
74' AIN,
T
Spread with mulch blower
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop2
r�ii�••AA• s ♦s s,�ds •� �s���i',�s�is
ys � ��s�syss :'• 3s's+�.•i.!�•s•�s•
i
,� r • ,"•%s•s •psi � i
� �,�aeyss •s is,,ss
or by hand.
Fiber Mulch
fOPTIDNAL)
35 lbs.
Do not use as mulch for
t2' HIN.•
1500 this.
10' MIN.
'(F-- EXISTING
winter cover or during hot,
(Steeper than 3:1)
Crownvetch'20
Zv
'st'f.T'
PAVEMENT
I I I
R.. '
�, L e•
� ��7,�,�t��
4 - 6 tons
VDDT kI �L POSITIVE DRAINAGE
��t a v
February 16" - April ............................... Annual Rye
CCURSE AGGREGATE B TD SEDIMENT
August 16" - October ...... Annual Rye
lengths. Pur -shied. Do not
TRAPPING DEVICE
all other periods, use unbolted Sericea). If Flatpea is used, increase rate to 30 lbs./acre. If Weeping Lovegrass is
used, include in any slope or low maintenance mixture during warmer seeding periods, increase to 30 -40
. MUST EXTEND FULL WIDTH
AND EGRESS PLAN VIEW
PLAN
with mulch blower or by
OOF PERATION
12' MIN.
,.� •• NS N
I
�
4 - 6 tons
185 - 275 lbs.
JevN,N.•,N,•a;'•,��.�;:'r�S�:•�.. •:.N"l
I'
l�
s 7'
dried. Treat with 12 lbs
REINFURCED CONCRETE
DRAIN SPACE
SECTION -B
nitrogen per ton. Do not
use in fine turf areas. Apply
•
• i
Source: Adapted from Conwed Plastics and
VDOT Road and Bridge Standards
III - 5
D ooF1992
C
Ai
U
Plate 3.01-1
3.02 S F
1992
STONE CONSTRUCTION
ENTRANCE
70' MIN,
I EXISTING
A
3 PAYEHENT
NOTES:
r 5:t
FILTER CLOTH 6' MIN. A
MDUNTADI.E bERH
7R
(OPTIONAL)
SIDE ELEVATION
134
EXISTING GROUND
Tall Fescue'
matter. Must be anchored.
3
74' AIN,
T
Spread with mulch blower
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop2
NA5HRACK
10' MW.
or by hand.
Fiber Mulch
fOPTIDNAL)
35 lbs.
Do not use as mulch for
t2' HIN.•
1500 this.
10' MIN.
'(F-- EXISTING
winter cover or during hot,
(Steeper than 3:1)
Crownvetch'20
dry periods." Apply as
PAVEMENT
I I I
slurry.
Corn Stalks
4 - 6 tons
VDDT kI �L POSITIVE DRAINAGE
4Rd.
February 16" - April ............................... Annual Rye
CCURSE AGGREGATE B TD SEDIMENT
August 16" - October ...... Annual Rye
lengths. Pur -shied. Do not
TRAPPING DEVICE
all other periods, use unbolted Sericea). If Flatpea is used, increase rate to 30 lbs./acre. If Weeping Lovegrass is
used, include in any slope or low maintenance mixture during warmer seeding periods, increase to 30 -40
. MUST EXTEND FULL WIDTH
AND EGRESS PLAN VIEW
PLAN
with mulch blower or by
OOF PERATION
12' MIN.
hand.
Wood Chips
4 - 6 tons
185 - 275 lbs.
Free of coarse matter. Air-
FILTER cLnrH SECTION A -A
s 7'
dried. Treat with 12 lbs
REINFURCED CONCRETE
DRAIN SPACE
SECTION -B
nitrogen per ton. Do not
Source: Adapted from 19U Maryland Standards for Soil Plate 3.02-1
Erosion and Sediment Control, and Va. DSWC
11I-9
3.18 F�D)
1992
PIPS" OUTLET CONDITIONS
A A
ado---
do
------------ -- PIPE OUTLET TO FIAT
_ AREA WITH NO DEFINED
"PLAN VIECHANNEL
L a
D % - • I
l Cdr
7-4
SECTION A -A FILTER CLOTH KEY IN r -9 REcO.]VENDED FOR ENTIRE PERIMETER
A
A 3do--� (MIN,)
Of
'.. PIPE OUTLET TO WELL
DEFINED CHANNEL
III PLAN VIEW -
L a
o
d
SECT'lON
FILTER CLOTH KEY IN 6"-Y'; REGvmm ENDED FOR ENTIRE PEFS3IETER
NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GA13ION
BASKET, Old CONCRETE.
2. L. IS THE LCNGTH OF THE RIPRAP APRON AS CALCULATED
USING PLATES 3.18-3 AND 3.18-4.
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT
LESS THAN 6 INCHES.
Source: Va. DSWC
(�_�992
111 - 157
Plate 3.18-1
3.35
TABLE 3.35-A
ORGANIC MULCH MATERIALS AND APPLICATION RATES
SPECIES
RATES:
Sept. 1 - Feb. 15
MULCHES:
NOTES:
Per Acre
Per 1000 sq. ft.
Straw or Hay
1% - 2 tolls
70 - 90 lbs.
Free from weeds and coarse
134
(Minimum 2
Tall Fescue'
matter. Must be anchored.
3
tons for
128 lbs.
Spread with mulch blower
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop2
winter cover)
5
or by hand.
Fiber Mulch
Minimum
35 lbs.
Do not use as mulch for
108 as.
1500 this.
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Cropz
winter cover or during hot,
(Steeper than 3:1)
Crownvetch'20
dry periods." Apply as
TOTAL: 150 IDS.
slurry.
Corn Stalks
4 - 6 tons
185 - 275 lbs.
Cut or shredded in 4-6"
February 16" - April ............................... Annual Rye
May 1'I - August 15'r ........................... Foxtai€ Millet
August 16" - October ...... Annual Rye
lengths. Pur -shied. Do not
3 - Substitute Sericea lespedeza for Crownvetch east of Farmvifle, VA (May through September use hulled seed,
all other periods, use unbolted Sericea). If Flatpea is used, increase rate to 30 lbs./acre. If Weeping Lovegrass is
used, include in any slope or low maintenance mixture during warmer seeding periods, increase to 30 -40
use in fine turf areas. Apply
with mulch blower or by
hand.
Wood Chips
4 - 6 tons
185 - 275 lbs.
Free of coarse matter. Air-
dried. Treat with 12 lbs
nitrogen per ton. Do not
use in fine turf areas. Apply
with mulch blower, chip
handler, or by hand.
Bark Chips
50 - 70 cu.
1-2 on. yds.
Free of coarse matter. Air -
or
yds.
dried. Do not use in fine
Shredded
turf areas. Apply with
Bark
mulch blower, chip handler,
or by hand,
* When fiber mulch is the only available mulch during periods when straw
should be used, apply at a minimum rate of 2000 lbs./ac. or 45 lbs./1000 sq. ft.
Source: Va. DSWC
III - 353
3.20 TS
J
ROCK CHECK DAM
2 ACRES OR LESS OF DRAINAGE AREA:
FILTER CLOTH
(OPTIONAL)
(DOWNSTREAM VIEW)
VDOT #1
COARSE AGGREGATE
FLOW"1 3'
2-10 ACRES OF DRAINAGE AREA:
3.
FILTER CLOTH
(OPTIONAL) ---V j
(DOWNSTREAM VIEW)-----.-�------�--
VDOT #I
COARSE ACGRECGATE
FLOW ? r 3
Y
"CLASS I RIPRAP
Source: Va. DSWC Plate 3.20-1
III - 187
:i'U gra Ari T A I IfJ
t
(1 J1
_Pj '.9r PIT
1 'ATI. 21A ALCEGAD BAS-
PROFIL£
sroraE ra' aI:N.
a::PIIA:T, P:YV D
�Q i1A`.HkACf.
cxlst I,0 1
1 ! t';tyl.rn;:.ra,T-u
t -r`O Ilt'aE Da enosr
'VISEXTEND r;EGRz SH. La TO SEDI'."_NT
CF I,I2r='.s_ AND Lc 1
CF_PAT:O.�° rrd,^,=PINc r,°L":s=:t..
PLAN
zf fro :ar^Is,c.r:?
_
FILTER CLC711__/
SECTION A -A
A aunimuut water tat) of I Itch must be Itstalled with a aiini nun 1 Itch baleock
shutoff valve Pupply a, al Wash ]lose with a dialueter of 1.5 Itches' for adequate
etn taut pressure. WIAL hater BREIT be catde(I away (Iola tilt auhauce to an
aplxoved settling area to remove seduticut. Al ,eduncnt shall be III evented how
euterlt, A01111 ihaitt,, ditches (n' wateLCeurses.
PAVIED WASH RACK
NO SCA1, E
((P)
3.05 1992
CONSTRUCTION OF A SILT FENCE
(WITHOUT WIRE SUPPORT)
1. SET THE STAKES. 2. EXCAVATE. A 4"X -t" TRENCH
UPSLOPE ALONG THE LINE OF
STAKES.
6'7AAX. 1
Jill
FLOW
O Ili
3. STAPLE FILTER MATERIAI, 4. BACKFILL AND COMPACT
TO STAKES AND EXTEND THE EXCAVATED SOIL.
IT INTO THE TRENCH.
FLOW �FIFI
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
A rE A
a �
POINTS A SHOULD BE HIGHER 'PHAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEIATION)
Source: Adapted from Installation of Straw and Fabric Filter
Barriers for Sediment Control, Sherwood and Wyant Plate 3.05-2
111-25
TABLE 3.31-B
(Revised June 2003)
TEMPORARY SEEDING SPECIFICATIONS
QUICK REFERENCE FOR ALL REGIONS
SEED
APPLICATION DATES
SPECIES
APPLICATION RATES
Sept. 1 - Feb. 15
50150 Mix of Annual Ryegrass (folium multi-
florum) & Cereal (Winter) Rye (Secale cereale)
50 -100 (Ibslacre)
Feb. 16 - Apr. 30
Annual Ryegrass (folium multi-fforum)
60 - 100 (Ibslacre)
May 1 -Aug. 31
Gennan Millet
1 5000
FERTILIZER & LIME
Apply 10-10-10 fertilizer at a rate of 450 lbs, / acre (or 10 lbs. / 1,000 sq. ft.)
Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 Ibs.( 1,000 sq. ft.)
'..NOTE:
1 -A soil testis necessary to determine the actual amount of lime required to adjust the soil pH of site.
2 - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means.
3 - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin
# 4. 2003 Nutrient Management for Development Sites at hitp:/(www,dcr.state.va.uslswle&s.htm#pubs
3.07
P) 1992
.BLOCK & GRAVEL CURB INLET
SEDIMENT FILTER
CURB INLET
, l -
YfIRE SCREEN CO:tCR_Tt ;LOCK
GRAVEL FI; TER
RUNOFF OVERFLOW
WATER VITH �� `�.�\ T- FILTERED 'WATER
SED IIv�T
\Li,�� V
� I fill �' I I �'!1llII�1lLF
- MITI
AI
' SEDIEFIT J
r
WIRE SCREEN
L, 2' X 4' WOOD SPUD �_ 1URe INLET
SPECIAL APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
CURB INLETS WHERE AN OVERFLOW CAPABILI'T'Y IS NECESSARY
TO PREVENT EXCESSIVE PONDING IN F'RON'T Oh 'THE STRUCTURE
GRAVEL SHALL BE VDOT 73,,#'357 OR #5 COARSE AGGREGATE I,,I
Source: Va, DSWC
)PS
3.07 C I P> 1992
BLOCK AND GRAVEL DROP INLET
SEDIMENT FILTER
WIRE SCREEN --- CONCRETE BLOCK
-- -GRAVEL" FILTER >-�l
WIRE SCREEN
_ FILTERED WATER
OVEftFLOVJ „�
RUNOFFf
WATER �\
SETH
5£DiM£NT {
tt�Jl_, tLf I
I po,�
"rill --III DROP INCL ET
jI p�4� WITH CRATE
SED.EAEPi(
I '
SPECIFIC APPLICATIONI.
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE I
HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW
CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING
AROUND THE STRUCTURE.
I
* GRAVEL, SHALL BE VDOT ,y3, )/357- OR #5 COARSE AGGREGATE.
Plate 3.07.8 Source: Va. DSWC Plate 107-3
11I-45 III -38
TABLE 3.32-D
(Revised June 2003)
PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA
SEEDi
LAND USE
SPECIES
APPLICATION PER ACRE
Tall Fescue'
95-100%
Minimum Care Lawn
Perennial Ryegrass
0-5°I
(Commercial or Residential)
Kentucky Bluegrass'
0-5%
TOTAL: 175-200 lbs.
134
Hiah-Maintenance Lawn
Tall Fescue'
TOTAL: 200-250 Ibs,
3
Tall Fescue'
128 lbs.
General Slope (3:1 or less)
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop2
2 lbs.
20 lbs.
5
15.5
672
TOTAL: 150 lbs.
18.6
Tall Fescue;
108 as.
Low -Maintenance Slope
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Cropz
2 lbs.
20 lbs.
(Steeper than 3:1)
Crownvetch'20
I
TOTAL: 150 IDS.
1 - When selecting varieties of turfgrass, use the Virginia Crop Improvement Association (VCIA) recommended
turfgrass variety list. Quality seed will bear a label indicating that they are approved by VCIA. A current turfgrass
variety list is available at the local County Extension office or through VCIA at 804-7454884 or at
httD:llsudan.cses.vt. edu/htm[/Turf/turfloublications/Dublications2html
2 - Use seasonal nurse crop in accordance with seeding dates as stated below:
February 16" - April ............................... Annual Rye
May 1'I - August 15'r ........................... Foxtai€ Millet
August 16" - October ...... Annual Rye
November -February 151 ........................ Winter Rye
3 - Substitute Sericea lespedeza for Crownvetch east of Farmvifle, VA (May through September use hulled seed,
all other periods, use unbolted Sericea). If Flatpea is used, increase rate to 30 lbs./acre. If Weeping Lovegrass is
used, include in any slope or low maintenance mixture during warmer seeding periods, increase to 30 -40
FERTILIZER & LIME
, Apply 10-20-10 fertilizer at a rate of 500 Ibs. /acre (or 12 lbs. / 1,000 sq. ft.)
• Apply Pulverized Agricultural Limestone at a rate of 2 tonslacre (or 90 lbs, / 1,000 sq. ft.)
NOTE:
-A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site.
- Incorporate the lime and fertilizer into the top 4 - 6 inches of the sail by disking or by other means.
When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin
# 4. 2003 Nutrient Manaqement for Development Sites at http:l/www.der.state.va.ustsw/e&s.htm#nubs
TO
Source: Va. DSWC
3.08
SILT FENCE CULVERT INLET
PROTECTION
--- ENDwfitL
---------
----.._...--__ --------------- ---- ____
v -?
TOE OF FELL CULVERT'
i
I I
31 i
D I
1
TOE OF FILL
SILT FENCE
'DISTANCE IS 8' MINIMUM IF FLEW
LIS TOWARD E1111*1111ENT
Flow
OPTIONAL STONE COMBINATION*
FLOW ti
_VC)OT :V3, 4357 OR #5 GOARSE AGGREGATE CLASS I RIPRAP
TO REPLACE SILT FENCE IN " HORSESHOE " WHEN
HIGH VELOCITY OF FLOW IS EXPECTED
Source: Adapted from VDOT Standard
Sheets and Va. DSWC Plate 3.08-1
111-49
TABLE 3.30-A
CUBIC YARDS OF TOPSOIL REQUIRED
FOR APPLICATION TO VARIOUS DEPTHS
Depth
Per 1,004
inches
Square Feet Per Acre
1
3.1
134
2
6.2
268
3
9.3
443
4
12.4
537
5
15.5
672
6
18.6
846
Source: Va. DSWC
3.08
SILT FENCE CULVERT INLET
PROTECTION
--- ENDwfitL
---------
----.._...--__ --------------- ---- ____
v -?
TOE OF FELL CULVERT'
i
I I
31 i
D I
1
TOE OF FILL
SILT FENCE
'DISTANCE IS 8' MINIMUM IF FLEW
LIS TOWARD E1111*1111ENT
Flow
OPTIONAL STONE COMBINATION*
FLOW ti
_VC)OT :V3, 4357 OR #5 GOARSE AGGREGATE CLASS I RIPRAP
TO REPLACE SILT FENCE IN " HORSESHOE " WHEN
HIGH VELOCITY OF FLOW IS EXPECTED
Source: Adapted from VDOT Standard
Sheets and Va. DSWC Plate 3.08-1
111-49
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
ry
�C o0 0
U) ry 0,0 UU)
Query 0Ile z
X00 Uv �--w
0 (-� ~ LL- U) 2
� U �� z
U_ C -)
OW Oo
W z (D m o 0
1- 0 Z 2i
0�
0 o
O �
SEAL ��eg,AX;ThTpG
EW,�'.
Lie, No. 465 1 Oil
jdALL.E�
SCALE
No, DATE BY Description
REVISIONS
DRAWN BY TUR
APPROVED BY DUK
CHECKED BY MCT
DATE MARCH 2018
TITLE
EROSION &
SEDIMENT
CONTROL DETAILS
PROJECT NO. 50097555
C8006
SHEET NO. OF
Dewberry°
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
ry
�C o0 0
U) ry 0,0 UU)
Query 0Ile z
X00 Uv �--w
0 (-� ~ LL- U) 2
� U �� z
U_ C -)
OW Oo
W z (D m o 0
1- 0 Z 2i
0�
0 o
O �
SEAL ��eg,AX;ThTpG
EW,�'.
Lie, No. 465 1 Oil
jdALL.E�
SCALE
No, DATE BY Description
REVISIONS
DRAWN BY TUR
APPROVED BY DUK
CHECKED BY MCT
DATE MARCH 2018
TITLE
EROSION &
SEDIMENT
CONTROL DETAILS
PROJECT NO. 50097555
C8006
SHEET NO. OF
1 7 1
li
Dewberry°
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
0 z
W� WMO
ryr� cf-,0 vU)
0� �z
ry0O vv �w
OUB-- L� U�
n U J� z
�JW OW 00
W Z (Dm Uo
E- O Z 0
O
0 00 0
�
U r
IL
SEAL eovAulf Op
fiT EW,
".► T. ic. No. 465 1 „+
�S la
AL��a
1i
SCALE
No, DATE BY Description
/ISIONS
DRAWN BY TYR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
SWM NARRATIVE
AND
CALCULATIONS
PROJECT NO. 50097555
C9001
SHEET NO. OF
It
0
C
IV
0
r
t
PRE -DEV ELOPED LAND COVER MAP
2
3 1 4
TOTAL AREA = 2.20 ACRES
POST -DEV ELOPED LAND COVER MAP
5
D
TOTAL AREA = 2.20 ACRES
D e w b e r r y'
Dewberry Engineers Inc,
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
p Z
W< W0 O
>-- U O cry Q �—
Q�� pv �z
0�00 Uv F -W
U
L� ZZ)
-jW OW QO
W Z �m op
�-- O Z 0
O O� o
O ry
U T'
SEAL�g,ALTF O"b
n
E':.
Lic. NO. 465
ko
� I
SCALE
SCALE: 1" = 50'
0 50' 10'
No, IDATE � BY I Descr/ptlon
REVISIONS
DRAWN BY
APPROVED BY
CHECKED BY
DATE
TUR
DMK
MCT
MARCH 20/8
TITLE
PRE AND POST
DEVELOPED
LAND COVER
A , --
PROJECT NO. 50097555
C9.02
SHEET NO.
E
0
A
0
1 1 2
WATER QUALITY /NARRATIVE
THIS PROJECT WAS ANALYZED USING THE RE -DEVELOPMENT VIRGINIA RUNOFF REDUCTION METHOD. THIS PROJECT
DISTURBS A TOTAL OF 2.20 ACRES AND REQURIES A PHOSPHORUS REMOVAL OF 0.85 LB/YR.THE PROPOSED BIORETENTION
TREATS 0.91 AC OF SITE AREA AND HAS A TOTAL DRAINAGE AREA OF 1.60 ACRES. THE BIORETENTION REMOVES 0.86 LB/YR
AND THEREFORE THE PROJECT MEETS WATER QUALITY.
BIORETENTION BASIN #/
BIORETENTION BASIN #I WAS DESIGNED TO BE A LEVEL 2 SYSTEM WITH A REQUIRED TREATMENT VOLUME OF 0.04 AC -FT.
THE BASIN WAS DESIGNED WITH A TREATMENT VOLUME OF 0.13 AC -FT. THE TWO FORMS OF PRETREATMENT HAVE BEEN
PROVIDED THROUGH A GRAVEL DIAPHRAGM AND A PRE-TREATMENT CELL.
0 Dewberry
BIO 1- Bioretention Sizing
Sizing Required for Bioretention Basin (Per VA DCR Storrnwater Design Specification No. 9)
Treatment Volume (Tv):
TrBAI -F rMY ITWI azni n rj a i ra r �a�7 `E stz° c if
Ru = 01.46
Area (A)= 0,91 acres
Remaining Votume = 0 acre -ft
Tv8MP = 0.035 acre -ft
Blofilter Sizing Required (SA):
Surface Area Computation (Equation 9.4: Bioretention Level 2 Design Surface Area)
(125*, T VAf P.) - the vol-tani e reduced bre' ar, upsteam BAIP
A hs. r.
law t
TVBMP = 1528.59
Volume Reduced= 0 sq.ft.
SA4 115$.03 sq.ft,
Area shown on plarrsa 153 sq.ft,
Area left untreated by bioretention: -377.975 sq.ft.
Shortest Flow 'Path Ratio Length (Equation 9.5):
Level 2 - Ratio must be 0.3 or greater
Shortest Flow Path (SFP) ft..
Length (L) = 16[A ft.
Ratio = 1
3 1 4
BIORETENTION DRAINAGE AREA
SWM DA - 1.6 AC ! I ,' _ ,:'SWM EASEMENT
SITE AREA = 0.9/ AC
->y IMPERVIOUS TREATED = 0,3/ AC
PER TREATED - 0,60 AC
V ,I&ETENTION ' BASIN
LEVEL 2/
U/,/, BASIN SURFACE
AREA =1536 S, ,
-
IX
�
�j - ! J// i
,,:. -' -. - . � \ _ L
\ i PRETREATMENT l i!
_ \0 I GRAVEL DIAPHRAGM,
J / i 77I
PRETREATMENT
CELL
SA = 143 SF
--
/\,i , i
IXI
BIORETENTION OUTLET STRUCTURE
BIORETENTION OUTLET STRUCTURE
Return Event: 1 years
Labek Proposed Outlet: Structure 'Storm Event: 1 Year
Requested /Pond Water Surface Elevations
Minimum (Headwater) 547.80 ft
Increment (/Headwater) 0.50 ft
Maximum (Headwater) 553.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfalt El E2
If+% ffkl
Inlet Box
Riser - 1
Forward +
Culvert , t
551.90
553.00
Land Cover (HSG C Soils)
Reverse
15.0 in
Impervious = 0.31 ac
Culvert -Circular
Culvert - I
Forward +
TW
547,50
55100
Length (Computed Barrel)
26.00 ft
Reverse
=
Forested 0.03 ac
Slope (Computed)ed)
Rectangular Weir
Weir - i
Forward +
TW
552.00
553.'00
Reverse
Manning's n
0;013
Tailwater Settings
Tailwtater
Ke
0.200
(N/A)
(N/
Structure ID: Culvert - 1
Structure Type:. Culvert -Circular
5 1 6
BIORETENTION MAINTENANCE REOUI REMENT S
SECTION 4 VAC 50-60-124 OF THE REGULATIONS SPEFICIES THE CIRCUMSTANCES UNDER WHICH A MAINTENANCE
AGREEMENT MUST BE EXECUTED BETWEEN THE OWNER AND THE LOCAL PROGRAM.THIS SECTION SETS FORTH
INSPECTION REQUIREMENTS,COMPLIANCE PROCEDURES IF MAINENTANCE IS NEGLECTED, NOTIFICATIONS OF THE LOCAL
PROGRAM UPON TRANSFER OF OWNERSHIP,AND RIGHT-OF-WAY ENTRY FOR LOCAL PROGRAM PERSONNEL.
FOR BIORETENTION MAINTENANCE AGREEMENTS MUST CONTAIN RECOMMENDED MAINENTANCE TASKS AND A COPY OF AN
ANNUAL INSPECTION CHECKLIST. A DEED RESTRICTION, DRAINAGE EASEMENT OR OTHER MECHANISM ENFORCEABLE BY THE
QUALIFYING LOCAL PRGRAM MUST BE IN PLACE TO HELP ENSURE THAT RAIN GARDENS AND BIORETENTION FILTERS ARE
MAINTAINED AND NOT CONVERTED OR DISTURBED,AS WELL AS TO PASS THE KNOWLEDGE ALONG TO ANY SUBSEQUENT
OWNERS.THE MECHANISM SHOULD,IF POSSIBLE,GRANT AUTHORITY FOR LOCAL AGENCIES TO ACCESS THE PROPERTY FOR
INSPECTION OR CORRECTIVE ACTION
Table 9.7. Suggested Annual Maintenance Activities for Bioretention
Maintenance Tasks, Fre; Uenc ,
•
Mowing of grass filter strips and bioretention turf cover At least 4 times a year
• Spot 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
BIORETENTION INSTALLATION
STEP h CONSTRUCTION OF BIORETENTION AREA MAY ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING DRAINAGE AREA HAS BEEN
STABILIZED WITH VEEGETATION.IT MAY NECESSARY TO BLOCK CERTAIN CURB OR OTHER INLETS WHILE THE BIORETENTION AREA IS BEING
CONSTRUCTED.THE PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION.
STEP 2: THE DESIGNER AND THE INSTALLER SHOULD HAVE A PRECONSTRUCTION MEETING,CHECKING THE BOUNDARIES OF THE
CONTRIBUTING DRAINAGE AREA AND THE ACTUAL INLET ELEVATIONS TO ENSURE THEY CONFORM TO ORIGINAL DESIGN.SINCE OTHER
CONTRACTORS MAY BE RESPONSIBLE FOR CONSTRUCTING PORTIONS OF THE SITEdT IS QUITE COMMON TO FIND SUBTLE DIFFERENCES IN
SITE GRADING, DRAINAGE AND PAVING ELEVATIONS THAT CAN PRODUCE HYDRUALICALLY IMPORTANT DIFFERENCES FOR THE PROPOSED
BIORETENTION AREA.THE DESIGNER SHOULD CLEARLY COMMUNICATE,IN WRITING,ANY PROJECT CHANGES DETERMINED DURING THE
PRECONSTRUCTION MEETING TO THE INSTALLER AND THE PLAN REVIEW / INSPECTION AUTHORITY.
STEP 3: TEMPORARY E&S CONTROLS ARE NEEDED DURING CONSTRUCTION OF THE BIORETENTION TO DIVERT STORMWATER AWAY FROM
THE BIORETENTION AREA UNTIL IT IS COMPLETED. SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED
TO PROTECT VULNERABLE SIDE SLOPES FROM EROSION DURING THE CONSTRUCTION PROCESS.
STEP 4: ANY PRE-TREATMENT (CELLS SHOULD BE EXCAVATED FIRST AND THEN SEALED TO TRAP SEDIMENTS.
STEP 5: EXCAVATORS OR BACKHOES SHOULD WORK FROM THE SIDES TO EXCAVATE THE BIORETENTION AREA TO ITS APPROPRIATE
DESIGN DEPTH AND DIMENSIONS. (EXCAVATING EQUIPMENT SHOULD HAVE SCOOPS WITH ADEQUATE REACH SO THEY DO NOT HAVE TO SIT
INSIDE THE FOOTPRINT OF THE BIORETENTION AREA.
STEP 6: IT MAY BE NECESSARY TO RIP THE BOTTOM OF THE SOILS TO A DEPTH OF 6 TO 12 INCHES TO PROMOTE GREATER
INFILTRATION.
STEP 7: PLACE GEOTEXTILE FABRIC ON THE SIDES OF THE BIORETENTION AREA WITH A 6 -INCH OVERLAP ON THE SIDES.PLACE 12
INCHES OF "57 STONE ON THE IBOTTOM,INSTALL THE PERFORATED UNDERDRAIN PIPE,PACK "57 STONE TO 3 INCHES ABOVE THE
UNDERDRAIN PIPE, AND ADD APPROXIMATELY 3 INCHES OF CHOKER STONE/ PEA GRAVEL AS A FILTER BETWEEN THE UNDERDRAIN AND
THE SOIL MEDIA LAYER.PLACE A 4 FOOT WIDE STRIP OF GEOTEXTILE FABRIC,LAID LINEARLY ON THE CENTER OF THE UNDERDRAIN,
BETWEEN THE CHOKER STONE AND THE UNDERDRAIN.
STEP 8: DELIVER THE SOIL MEDIA FROM AN APPROVED VENDOR, AND STORE IT ON AN ADJACENT IMPERVIOUS AREA OR PLASTIC
SHEETING. APPLY THE MEDIA IN 12 -INCH LIFTS UNTIL THE DESIRED TOP ELEVATION OF THE BIORETENTION IS ACHIEVED.WAIT A FEW
DAYS TO CHECK FOR SETTLEMENIT,AND ADD ADDITIONAL MEDIA AS NEEDED,TO ACHIEVE THE DESIGN ELEVATION.
STEP 9: PREPARE PLANTING HOLES FOR ANY TREES AND SHRUBS,INSTALL THE VEGETATION,AND THE WATER ACCORDINGLY.INSTALL ANY
TEMPORARY IRRIGATION.
STEP l0: PLACE 2 INCHES OF MULCH IN BOTH CELLS.
STEP ll: INSTALL PLANT MATERIALS AS SHOWN IN THE LANDSCAPING PLAN AND WATER THEM DURING WEEKS OF NO RAIN FOR THE
FIRST TWO MONTHS.
STEP 12: CONDUCT THE FINAL CONSTRUCTION INSPECTION.THEN LOG THE GPS COORDINATES FOR EACH BIORETENTION FACILITY AND
SUBMIT THEM FOR ENTRY INTO THE LOCAL MAINTENANCE TRACKING DATABASE.
wr.ua.rm
Figure
RV CALCULATIONS:
Number of Barrels
I
Land Cover (HSG C Soils)
Diameter
15.0 in
Impervious = 0.31 ac
Length
25.00 ft
Managed Turf = 0.57 ac
Length (Computed Barrel)
26.00 ft
=
Forested 0.03 ac
Slope (Computed)ed)
[3.008 ft/ft
Outlet Control Data
we
Manning's n
0;013
Land Cover Rv
Ke
0.200
Impervious = 0.95
Kb
0.023
Managed Turf = 0.22
Kr
0.000
Forested = 0.04
Convergence Tolerance
0.40 ft
Inlet Ccntroll Data
t
s
Iry = ((0.31 * 0.95) + (0,57 0.22) + (0,03 * 0.04))/ (0,31 + 0.57 + 0.03
Equation. Form
Form 1
fi
5ll 9i
Rv = 4.461
@LIllRC1P4- .""�'M
I
0.0045
M
2.0000
6" DIA. PVC CLEAN-OUT
y
0.0317
BMP SURFACE
WITH THREADED CAPS
Y
T1 ratio (HW/D,)1
4
.091
3...0'91
2 HARDWOOD MULCH
T2 ratio (HW/D)
1.193
- 3.1
-
(VA CLEARING HOUSE -- i(
3 A
slope Correction Factor
-0.500
-
SPEC. NO. 9 TABLE 9.6) 6"
=
III-
-I
AOIM ISM �Q w
Use unsubmerged inlet contrail 0 equation below T1
L i�R Ifni -WSW-
IPSW-
elevation.
MIN. 3' FILTER MEDIA
4' WIDE STRIP GEOTEXTILE
Use submerged inlet control 0 equation ;above T2 elevation
j' (VA CLEARING HOUSE
FILTER FABRIC
In transition zone between unsubmerged and submerged
SPEC. NO. 9 TABLE 9.6) -
LAID ON CENTER LINEARLY
inlet central,
OVER UNDERDRAIN
interpolate between flows at T1 & T2...
-
6" DIA. NON -PERFORATED
T1 ElevaUon 54s.86 ft T1 Flow
4,80 ftp/s
l
PVC
OCONNECTED
T2 Elevation 54(8.99 It T2 Flow5.49
ftp/s
i 0 K N
PIPE TO
PLACE GEOTEXTILE
0 0
C� � o 0
OUTLET
Structure ID: Riser - 1
FILTER FABRIC ON THE
VDOT #57 STONE -cam -
STRUCTURE (SEE DETAIL
Structure Type: inlet Box
SIDES OF THE BMP
CC C�CnC =U` ` J�2'SC����G \.
FOR VDOT
FOR
Number of Openings
1
SWM -1 OUTLET STRUCTURE)
Elevation
551.90 ft
(Orifice Area
9.0 ft2
6" DIA. PERFORATED PVC \
--MINIMUM 12" #57
Orifice Coefficient
0.600
@ 0.5% MIN
STONE BELOW PIPE
Weir Length
12,40 ft
Weir Coefficiient
3.00 (ft^0.5)/s
BIORETENTION DETAIL LEVEL 2
PLACE GEOTEXTILE
K Reverse
Manning'sn
1.000
-
FILTER FABRIC ON THE
0.000
N.T.S.
SIDES OF THE BMP
Kevr Charged Riser
0,040
Weir Submergence
False
Orifice H to crest
False
SHEET
FLOW �4' MI
Structure ID: Weir- 1
Strr�ettrre'iyfae: Rectangular Weir
2"- 4" DROP 2' MIN -2' MI
Number of ripenings
Elevation
1
552.00 ft
BOTTOM OF
5:1
BIORETENTION
weir Length
20.00 ft
3•
Weir Coefficient
3.40 (ftA0,5)/s
\\VDOT
GEOTEXTILE CLASS
FILTER FABRIC 1 RIPRAP - - -I
V MIN WITH 1:1
SIDE SLOPES
PRETREATMENT - GRAVEL DIAPHRAGM DETAIL
FOR SHEET FLOW FROM IMPERVIOUS OR PREVIOUS
N.T.S.
5 1 6
BIORETENTION MAINTENANCE REOUI REMENT S
SECTION 4 VAC 50-60-124 OF THE REGULATIONS SPEFICIES THE CIRCUMSTANCES UNDER WHICH A MAINTENANCE
AGREEMENT MUST BE EXECUTED BETWEEN THE OWNER AND THE LOCAL PROGRAM.THIS SECTION SETS FORTH
INSPECTION REQUIREMENTS,COMPLIANCE PROCEDURES IF MAINENTANCE IS NEGLECTED, NOTIFICATIONS OF THE LOCAL
PROGRAM UPON TRANSFER OF OWNERSHIP,AND RIGHT-OF-WAY ENTRY FOR LOCAL PROGRAM PERSONNEL.
FOR BIORETENTION MAINTENANCE AGREEMENTS MUST CONTAIN RECOMMENDED MAINENTANCE TASKS AND A COPY OF AN
ANNUAL INSPECTION CHECKLIST. A DEED RESTRICTION, DRAINAGE EASEMENT OR OTHER MECHANISM ENFORCEABLE BY THE
QUALIFYING LOCAL PRGRAM MUST BE IN PLACE TO HELP ENSURE THAT RAIN GARDENS AND BIORETENTION FILTERS ARE
MAINTAINED AND NOT CONVERTED OR DISTURBED,AS WELL AS TO PASS THE KNOWLEDGE ALONG TO ANY SUBSEQUENT
OWNERS.THE MECHANISM SHOULD,IF POSSIBLE,GRANT AUTHORITY FOR LOCAL AGENCIES TO ACCESS THE PROPERTY FOR
INSPECTION OR CORRECTIVE ACTION
Table 9.7. Suggested Annual Maintenance Activities for Bioretention
Maintenance Tasks, Fre; Uenc ,
•
Mowing of grass filter strips and bioretention turf cover At least 4 times a year
• Spot 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
BIORETENTION INSTALLATION
STEP h CONSTRUCTION OF BIORETENTION AREA MAY ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING DRAINAGE AREA HAS BEEN
STABILIZED WITH VEEGETATION.IT MAY NECESSARY TO BLOCK CERTAIN CURB OR OTHER INLETS WHILE THE BIORETENTION AREA IS BEING
CONSTRUCTED.THE PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION.
STEP 2: THE DESIGNER AND THE INSTALLER SHOULD HAVE A PRECONSTRUCTION MEETING,CHECKING THE BOUNDARIES OF THE
CONTRIBUTING DRAINAGE AREA AND THE ACTUAL INLET ELEVATIONS TO ENSURE THEY CONFORM TO ORIGINAL DESIGN.SINCE OTHER
CONTRACTORS MAY BE RESPONSIBLE FOR CONSTRUCTING PORTIONS OF THE SITEdT IS QUITE COMMON TO FIND SUBTLE DIFFERENCES IN
SITE GRADING, DRAINAGE AND PAVING ELEVATIONS THAT CAN PRODUCE HYDRUALICALLY IMPORTANT DIFFERENCES FOR THE PROPOSED
BIORETENTION AREA.THE DESIGNER SHOULD CLEARLY COMMUNICATE,IN WRITING,ANY PROJECT CHANGES DETERMINED DURING THE
PRECONSTRUCTION MEETING TO THE INSTALLER AND THE PLAN REVIEW / INSPECTION AUTHORITY.
STEP 3: TEMPORARY E&S CONTROLS ARE NEEDED DURING CONSTRUCTION OF THE BIORETENTION TO DIVERT STORMWATER AWAY FROM
THE BIORETENTION AREA UNTIL IT IS COMPLETED. SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED
TO PROTECT VULNERABLE SIDE SLOPES FROM EROSION DURING THE CONSTRUCTION PROCESS.
STEP 4: ANY PRE-TREATMENT (CELLS SHOULD BE EXCAVATED FIRST AND THEN SEALED TO TRAP SEDIMENTS.
STEP 5: EXCAVATORS OR BACKHOES SHOULD WORK FROM THE SIDES TO EXCAVATE THE BIORETENTION AREA TO ITS APPROPRIATE
DESIGN DEPTH AND DIMENSIONS. (EXCAVATING EQUIPMENT SHOULD HAVE SCOOPS WITH ADEQUATE REACH SO THEY DO NOT HAVE TO SIT
INSIDE THE FOOTPRINT OF THE BIORETENTION AREA.
STEP 6: IT MAY BE NECESSARY TO RIP THE BOTTOM OF THE SOILS TO A DEPTH OF 6 TO 12 INCHES TO PROMOTE GREATER
INFILTRATION.
STEP 7: PLACE GEOTEXTILE FABRIC ON THE SIDES OF THE BIORETENTION AREA WITH A 6 -INCH OVERLAP ON THE SIDES.PLACE 12
INCHES OF "57 STONE ON THE IBOTTOM,INSTALL THE PERFORATED UNDERDRAIN PIPE,PACK "57 STONE TO 3 INCHES ABOVE THE
UNDERDRAIN PIPE, AND ADD APPROXIMATELY 3 INCHES OF CHOKER STONE/ PEA GRAVEL AS A FILTER BETWEEN THE UNDERDRAIN AND
THE SOIL MEDIA LAYER.PLACE A 4 FOOT WIDE STRIP OF GEOTEXTILE FABRIC,LAID LINEARLY ON THE CENTER OF THE UNDERDRAIN,
BETWEEN THE CHOKER STONE AND THE UNDERDRAIN.
STEP 8: DELIVER THE SOIL MEDIA FROM AN APPROVED VENDOR, AND STORE IT ON AN ADJACENT IMPERVIOUS AREA OR PLASTIC
SHEETING. APPLY THE MEDIA IN 12 -INCH LIFTS UNTIL THE DESIRED TOP ELEVATION OF THE BIORETENTION IS ACHIEVED.WAIT A FEW
DAYS TO CHECK FOR SETTLEMENIT,AND ADD ADDITIONAL MEDIA AS NEEDED,TO ACHIEVE THE DESIGN ELEVATION.
STEP 9: PREPARE PLANTING HOLES FOR ANY TREES AND SHRUBS,INSTALL THE VEGETATION,AND THE WATER ACCORDINGLY.INSTALL ANY
TEMPORARY IRRIGATION.
STEP l0: PLACE 2 INCHES OF MULCH IN BOTH CELLS.
STEP ll: INSTALL PLANT MATERIALS AS SHOWN IN THE LANDSCAPING PLAN AND WATER THEM DURING WEEKS OF NO RAIN FOR THE
FIRST TWO MONTHS.
STEP 12: CONDUCT THE FINAL CONSTRUCTION INSPECTION.THEN LOG THE GPS COORDINATES FOR EACH BIORETENTION FACILITY AND
SUBMIT THEM FOR ENTRY INTO THE LOCAL MAINTENANCE TRACKING DATABASE.
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Dewberry
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
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TT EW. S
,&,.d Lic. No. 465 1
AL��
SCALE
SCALE: 1" = 50'
0 50' 100'
No. I DATE I BY I Descriprlon
REVISIONS
DRAWN BY TUR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
WATER QUALITY
NARRATIVE &
CALCULATIONS
PROJECT NO, 50097555
C9.03
SHEET NO. OF
E
X
C
0
0
1 1 2
CHANNEL PROT ECT ION AIV ALYSI S
THIS PROJECT OUTFALLS INTO A NATURAL CHANNEL DOWNSTREAM OF THE EXISTING GOLF COURSE POND. ENERGY
BALANCE WAS ANALYZED AT THIS POINT TO MEET CHANNEL PROTECTION CRITERIA. THE PROPOSED 81ORETENTION
BASIN AND PROPOSED DETENTION BASIN WERE UTILIZED WITHIN THE OUTFALL'S DRAINAGE AREA, DUE TO THE LARGE
AMOUNT OF OFFSITE THAT THE DETENTION BASIN RECIEVES IN BOTH EXISTING AND PROPOSED CONDiTIONS,THAT
ADDITIONAL AREA AND FLOW WAS ROUTED IN EXISTING AND PROPOSED CONDITIONS, SEE PONDPACK SCHEMATICS ON
THIS SHEET.
FOR THE OUTFALL,THE MAXIMUM ALLOWABLE I -YEAR DISCHARGE PER THE ENERGY BALANCE EQUATION IS 5.93 CFS.
THE PROPOSED I -YEAR DISCHARGE iS 4,31 CFS, SEE THIS SHEET FOR ENERGY BALANCE CALCULATIONS.
SEE SHEET C9.05 FOR THE I -YEAR ROUTINGS,
PRE -DEV ELOPED DRAI NAGE AREA MAP
OUTFALL DRAINAGE AREA (AC) Tc PATH (MIN) WEIGHTED CN SHEET FLOW_— _ L-
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F1
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
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SIONS
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APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 20/8
TITLE
CHANNEL
PROTECTION
PONDPACK
r
ROUTINGS
PROJECT NO. 50097555
C9005
SHEET NO. OF
Dewberry'
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
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APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 20/8
TITLE
CHANNEL
PROTECTION
PONDPACK
r
ROUTINGS
PROJECT NO. 50097555
C9005
SHEET NO. OF
E
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1
FLOOD PROTECTION ANALYSIS
9
THIS OUTFALL UTILIZES THE PROPOSED BIORETENTION AND DETENTION BASIN TO MEET FLOOD PROTECTION. THE ENTIRE
DRAINAGE AREA TO THE OUTFALL WAS ROUTED. FLOOD PROTECTION IS MET FOR THIS PROJECT BECAUSE THE 10 -YEAR POST
DISCHARGE OF 86.11 ICES IS LESS THAN THE 10 -YEAR PRE DISCHARGE OF 86.36. SEE SHEET C9.07 FOR THE FONFACK
SCHEMATICS AND ROUTINGS, A LEVEL SPREADER IS PROVIDED AT THE DETENTION BASIN'S OUTLET PIPE TO ALLOW FOR
WATER TO SHEET FLOW TO THE NATURAL CHANNEL AT THE OUTFALL.
FRE-DEVELOFED DRAINAGE AREA MAP
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Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
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REVISIONS
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MARCH 2018
MAP pill
PROJECT NO. 50097555
C9006
SHEET NO.
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Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
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VISIONS
DRAWN BY TYR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 20/8
TITLE
FLOOD
PROTECTION
PONDPACK
ROUTINGS
PROJECT NO. 55557555
C9mO7
SHEET NO. OF
1
E
I
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STORMSEWER CALCULATIONS
11,:
1.1 Dewberry
%167
PROJECT: Boar's Head Connector Road
DATE: OCT. 2017
ENGINEER: HCG / Dewberry Consultants LIC
Storm Sewer Design Computations
LD -229
COUNTY: Albemarle County
OUTFALL TO STRUCTURE: 1-6
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SEND Hydraulic Grade Line Computations
'1107 Dewberry LD -347
PROJECT: Boar's Head Connector Road COUNTY; Albemarle County
DATE: 1 -Nov -17
ENGINEER: HCG / Dewberry Consultants LLC OUTFALL TO STRUCTURE: 1-6
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TITLE
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MAPS AND
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PROJECT NO.
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SHEET NO. OF
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Dewberry'
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
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PIRMECT. rdQ.r'j Head Cop.vcco, Road
'
DATE: 11;
1121,�20a,
DITCH 10ENTIFICATIM 4-1 10 .1-3 ISM 1-6,0UTTALI)
VIROIEM Boars Head COP -Q091 R004
DATE: 11;'21,12017
DITCH IDV44TIFJCATINi 3-1 TO 3-6 [DITCH. TO "m 1-5;�
Ditch Computations
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DATE: 11;
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DITCH 10ENTIFICATIM 4-1 10 .1-3 ISM 1-6,0UTTALI)
COUNTY:
ENGINEER:
Ditch Computations
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Dewberr
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'I-
1111*011110991-1,
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 (FAX)
SEAL SALT,f
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AL
SCALE
SCALL : I '' = 501
IE I
0 501 100,
I No, I DATE I BY I Descriptlon
REVISIONS
DRAWN BY TYR
DMK
APPROVED BY
CHECKED BY - MCT
DATE
MARCH 2018
-
TITLE
DITCH MAPS
AND
CALCULATIONS
PROJECT NO. 50097555
C9009
SHEET NO.
0
1 7 d rl a
1 ' ,40*911111
Dewberry'
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
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� AST� �
,P :CIC. No., 46511,+
1
SCALE
SCALE 1" = 50'
0 50, 100'
No. DATE BY DescrOflon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 20/8
TITLE
CULVERT MAPS
AND
CALCULATIONS
Em E
PROJECT NO. 50097555
c9mlo
SHEET NO. OF
low
Ed
F M""
DET BASIN DA
Post Ckwelopmeflt I year
1
11,380.000
12.000
4.34
DET BASIN DA
Post -2 year
2
16,216.000
12.000
6.23
DET BASIN DA
Post -10 year
101
32,099-000
12,000
12.24
0-1
Post Development I year
1
11,358.000
12.100
2.53
0-1
Post - 2 year
2
16,188,000
12,150
3.13
0-1
Post- 10 year
to
32,051.000
12.050
11.25
Impervious Areas - Paved; curbs and storm
Post
0A10
0.0
0.0
98.000
Sewers - Soil C
0.0
Det Basin (IN)
Development 1
1
11,380,000
12,000
4.34
(N/A)
(N/A)
0.0
year
grass cover > 75% - Soil C
M
0.042
O. 103
1,491,000
2,458.000
Impervious Areas - Paved; curbs ar)d storm
Post
0.420
0.0
0.0
98.000
sewers - Soil C
0.0
Det Basin (OUT)
Development 1
1
11,358.000
12,100
2.53
546.68
1,902.000
2:49
year
grass cover > 75% - Soil C
74.000
1.310
0,0
M
74.000
Det Basin (IN)
Post - 2 year
2
16,216,000
12M0
6.23
(N/A)
(N/A)
Det Basin (OUT)
Post - 2 year
2
16,188,000
12.150
113
547.37
3,188,000
Det Basin (IN)
Post - 10 year
10
32,099,000
12,000
12.24
(N/A)
(N/A)
Det Basin (OUT)
Post - 10 year
10
32,051,000
12.050
11.25
547.94
4,539.000
Impervious Areas - Paved; curbs and storm
98.000
0A10
0.0
0.0
98.000
Sewers - Soil C
0.0
0.015
0.015
65.000
65.000
Open space (Lawns,parks etc.) - Good condition;
74,000
0.250
M
0.0
74,000
grass cover > 75% - Soil C
M
0.042
O. 103
1,491,000
2,458.000
Impervious Areas - Paved; curbs ar)d storm
98.000
0.420
0.0
0.0
98.000
sewers - Soil C
0.0
0�083
1.00
3,124.000
7,813.000
Open space (Lawns parks etc.) - Good condition;
2.18
2;41
2.53
2:49
Z38
grass cover > 75% - Soil C
74.000
1.310
0,0
M
74.000
Woods - good - Soil C
70.000
0.770
0.0
0.0
70.000
,COMPOSITE AREA & WEIGHTED CN --- >
I (N/A),
2,8601
(N/A),
(N/A),
77,371
544.70
0,0
0.000
0,000
01000
Moo
545.00
0.0
0.015
0.015
65.000
65.000
546,00
0.0
0.027
0.062
902-000
967,000
547.00
M
0.042
O. 103
1,491,000
2,458.000
54&001
0.01
00611
41
2,231,0001
4,684,689,0000.21
1 549.00
0.0
0�083
1.00
3,124.000
7,813.000
Orifice -Area
Orifice - I
Forward
Culvert - 1
54430
549,00
Pectangufar Weir
Mir - I
Fotivard
Culvert - 1
547.40
549.00
Culvert -Circular
Culvert - 1
Forward
TW
54430
549,00
Tailwater Settings
Tallwater
0.06
0.07
(NIA)
(NIA)
10300
Mo
mo
0.00
0.01
0.01
10.750
0.01
0.01
0.02
0,02
0.02
11,000
0.03
0.03
0.04
0.04
0.05
11.250
0.06
0.06
0.07
0,08
0.09
11,500
0.11
0,12
0.16
0;22
0.34
11.750
0.52
0,74
1.00
1.45
1.83
12.000
2.18
2;41
2.53
2:49
Z38
12,250
2.23
2,07
1.86
1.67
1.49
12,500
1,28
1,07
0.'92
0.79
0,69
12.750
0.60
0.51
0.46
0,43
0.40
11000
0138
0,37
0.35
0,34
033
13.250
032
031
0.30
0,30
0.29
11.500
0.28
0.28
0:27
0,26
0126
11750
0.25
0.24
0.24
123
0.23
14.000
0.22
0.22
0.21
0.21
0.21
14,250
0.20
0.20
0.20
0,20
0.19
14,500
0A9
0,19
0.19
0J9
0,19
14.750
0.18
0,18
0.18
0.18
0,18
15.000
0.18
0.17
0.17
0,17
0.17
15.250
0.1.7
0.17
0.16
0,16
0.16
15.500
9A6
0.16
OAS
.0.15
0.15
15.750
0,15
0115
0.14
0.14
0,14
16,000
0,14
0,14
0A4
113
0.13
16,250
0,13
0.13
0A3
0,13
0,13
16.500
0.13
0.13
0A3
0.13
0113
16:750
0A2
0.12
0.12
0.12
0,12
17.000
0.12
0.12
0.12
0.12
0.12
17.250
0A2
0,12
0.12
0.12
0,12
17.500
0J1
0.11
0.11
0.11
0111
17.750
0.11
OJI
0.11
0,11
0,11
18.000
0,11
0.11
(hil
0.11
0.11
18,250
0110
QAo
0A0
Mo
01-0
18,500
OJO
0.10
0.10
0A0
0.10
18.750
0110
0110
0.10
0.10
0110
19.000
0,09
0.09
0.09
0,09
0,09
19.250
0.09
0.09
0.09
0.09
0,09
19.500
OM
0,09
0.09
0.09
0.08
19.750
0,08
OM
0.08
0.08
0.08
20.000
OM
0.08
0.08
OM
0.08
20.250
0.08
0.08
0.08
0.08
OM
20.500
0.08
0.08
0.08
0.08
0108
20.750
0.08
0,08
UM
0.08
0,08
21000
0108
0108
0.08
0108
0108
21-250
0,07
0,07
0.07
0.07
0,07
21,500
0.07
0.07
0.07
0.07
0,07
21,750
0.07
0.07
0.07
0,07
0.07
22,000
0.07
0.07
0.07
0.07
0.07
22,250
OM
0.07
0.07
0.07
0.07
22,500
0'07
0,07
OM
0,07
0.07
22.750
0.07
OX
OX
0.07
0.07
23..000
0.07
007
0.07
0.07
0.07
23250
0.07
0,07
0.07
0,07
0,07
23,500
0,07
107
0.07
0,07
0.07
23.750
0,07
0,07
0.07
0,07
0,07
24.0001
0.071
(N/A)
(N/A) l
(N/A)
(NIA)
9.650
0.00
0,00
0.00
0,00
0X1
9.900
0101
0101
0.01
UM
9.91
10,150
0.,02
0,02
0,.02
0,02
0.03
10,400
0k3
0.03
0.04
0.04
0.04
10,650
0.05
0,05
OM
0,06
0.07
10.900
0,08
0.08
0.09
0.10
0A0
11,150
0.11
0,13
0A4
0,15
0,17
11,400
0.18
0.20
0.22
0,25
0.31
11„650
0,42
0.61
0.81
lJo
1,50
11,900
1.93
2.38
2.74
3.00
3.12
12-150
3113
3.05
2.94
2.80
166
12.400
2.51
132
2.14
1.94
1.73
12,650
1.54
134
1A3
0.97
OM
12.900
0.76
0,69
0.62
0,55
0,51
13.150
0.48
0,46
0.44
0.42
0.41
13,400
0.40
0.39
038
037
0,36
13,650
035
0,35
034
0,33
0.32
13.900
0.32
0.31
0.30
0.29
0.29
14,150
0,28
0.28
0.27
0,27
027
14A00
0,26
0,26
0.26
0.26
0.25
14,650
0.25
0.25
0.25
0125
0.24
14M0
0.24
0.24
0.24
0,23
0.23
15.150
0,23
0.23
0.22
0.22
0,22
15,400
0.22
0.21
0.21
0,21
0.21
15.650
0.20
0.20
0.20
0.20
0.19
15,900
0,19
0J9
0A9
O.18
0118
16.150
0A8
0.18
0.18
0.17
0.17
16A00
0A7
0,17
0A7
0117
0,17
16.650
0.17
0.17
0,17
0.17
0,16
16,900
0116
0.16
0.16
O, 16
0.16
17.150
0.16
0.16
0.16
0,16
0,16
17.400
OAS
0A5
0.15
0.15
0,15
17.650
0,15
0.15
0.15
0,15
0.15
17.900
OAS
0,14
0.14
0,14
0,14
18.150
0A4
0,14
0.14
0.14
0.14
18,400
0A4
0.14
0A3
0,13
0.13
18,650
0,13
0.13
0.13
0.13
0,13
18.900
0,13
0,13
0.13
0,12
9J2
19,150
0,12
0,12..
0,12
9,12
0,12
19.400
0.12
0.12
0.12
0.11
0.11
19.650
oJi
0,11
0.11
0,11
0.11
IMOO
0.11
0.11
0.11
0.11
0.10
20.150
0,10
0,10
0.10
0,10
0,10
20.400
0,10
0.10
0.10
0,10
0.10
20,650
0.1,0
0,10
0,10
0,10
0110
20.9110
0,10
0.10
0.10
0.10
0,10
21,150
0,10
0110
OAQ
Mo
Mo
21 AGO
0.10
0,10
0.10
0.10
0.10
21,650
0,10
0,10
0.10
0,10
0,10
21.900
010
0,10
010
0,10
0.10
22.150
0,10
0A0
0.10
0,10
010
22.400
0.09
0.09
0.09
0.09
0.09
22.650
0.09
0.09
0.09
0.09
0.09
22.900
0.09
0,09
0.09
0.09
0.09
23.150
0.09
0.09
0.09
0.09
0.0
23,400
0.09
0,09
0,09
0,09
0,09
23,650
0109
0109
0-09
0.09
0.09
1 23.900
0.091
0MI
0.09
(N/A)
0.17
Cz
7k00
0100
Mo
0100
Mo
0.00
7,850
0,01
OM
0.01
0.01
0.01
8.100
0101
0101
0.02
0102
0,02
8,350
OM
0,02
0.03
OM
0,03
8.600
OM
GM
0,04
0.04
0.041
8.850
0,05
0,05
0.05
0.05
0.06
9,100
0,06
0.06
0.07
0.07
0,07
9.350
0,07
0.08
0108
0.08
0,08
9,600
OM
0,09
0.09
0.10
0.10
9,850
0.11
0.11
0,12
0.12
0.13
10.1.00
0.13
0.14
0.15
0.15
0.16
10.350
0.17
0.18
0,19
0.20
0.20
10,600
0,21
0.23
024
0.25
0126
10.850
0.28
0.29
0,31
0,33
0.35
114100
0,37
039
041
0.44
0,48
11.350
0.52
0.55
0.60
0.64
0.69
11,600
0,78
0.97
1.29
1.66
2.09
11,850
2.55
3.04
7,96
1.0.82
11.25
12,100
9,78
7,59
4,71
3.32
110
12,350
3.02
2.93
2.82
2,71
2.60
12.600
2.46
2.31
2.16
2.02
1.85
12.850
1.69
1.56
1.45
1.30
1.17
13,100
1,07
0.99
0.93
0.88
0.84
13,350
0,80
0.77
0,75
0,72
0.70
13.600
0168
0.66
0.63
0.61
0159
13,850
0,58
0,56
0,55
0.54
0.52
14.100
0.51
0.50
0.49
0.48
0.48
14350
0.47
0.47
0.46
0.46
0.45
14.600
0,45
0.45
0A4
0.44
0.43
14.850
0.43
0.42
142
0.41
0.41
15.100
0.41
0.40
0.40
0.39
0.39
15-350
0138
038
0,37
037
037
15.600
0.36
0.36
035
0.35
0.34
15,850
034
0.33
033
0.33
0.32
16.100
0.32
0.31
0.31
0.31
0.30
16,350
030
030
0.30
0.30
0,30
16.600
0, 29
0.29
0.29
0.29
0.29
16.850
0.29
0.28
0.28
0.28
0.28
17.100
0.28
0.28
0,28
0.27
0.27
17.350
0.27
0.27
0.27
0.27
0.26
17,600
0,26
0.26
0.26
0.26
0,26
17,850
0125
0125
0,25
0.25
0.25
18.100
0,25
0,24
0.24
0.24
0.24
18350
0.24
0.24
0,23
013
013
18,600
0.23
0.23
0,23
0.23
0.22
18.850
0,22
0.22
0.22
0.22
0.22
19,100
011
0.21
0,21
0.21
0,21
19.350
0.21
0.20
0.20
0.20
0.20
19,600
0.20
0-20
0.19
0.19
0.19
19.850
0.19
0,19
0A9
0.18
0.18
20i100
0.18
0118
0,18
0118
0.18
20,350
0, 18
0.18
0J8
0.18
0.17
20,600
0,17
0,17
0,17
0,17
0.17
20.850
0.17
0.17
0,17
0.17
0.17
21.100
0,17
0,17
0,17
0:17
0.17
21.350
0,17
0.17
0.17
0J7
0.17
21-600
0.17
0A7
0.17
0.17
0,17
21.850
0.17
0.17
0.17
0.17
0.17
22,100
0.16
0.16
116
0.16
0.16
72-3501
0,16
0.161
0,16
01.161
0.16
22.600
0A6
0A6
0J61
0A6
0J6
21850
0:16
0 5
0.16
0.16
0.16
23,100
0.16
0.16
0.16
0.16
0.16
23,350
0.16
0.16
0.16
0.16
0.16
23.600
0.16
0.16
0,15
0.15
0.15
23,850
0,15
0A5
0,15
0.15
(NIA)
1111
Dewberry
uewDerry tirigineers inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 (FAX)
SCALE: I'' = 50'
0 '50, 100
I I I I
No, I DATE I BY � Descriptlon
DRAWN BY
APPROVED BY
CHECKED BY
M A 'rl=
DETE
MARCH 2018
NTION
BASIN DETAILS
PROJECT NO. 50097555
C9.11
101
C
L
U
1 1 2 1 3 1 4 1 5 i 6
NOTE: HS -20 RATED
1 /2" ..-
MAX'
FIGURE A-6
" 19 3/1-" '
SPEED TABLE / RAISED INTERSECTION
A A
r
x
CASTING SHALL -
Ramp Up
BE ADA COMPLIANT TOP SECTION A -A
A Table 11 A
WITH 1/2" OPENINGS
Ramp Up
YARD INLET GRATE DETAIL
--
N.T.S.
-"-
INLET GRATE FRAME AND COVER. SEE DETAIL THIS SHEET.
BOLT FRAME TO STRUCTURE
°-p?° Cross section AA
Flat "table" area
18" SQUARE ADA GRATE
(SEE DETAIL)
4' MAX' -
FLEXIBLE BOOT
CONNECTOR
NOTES;
PRECAST CONCRETE
1. The flat "table" area length of 11 feet accommodates the typical passenger car wheelbase entirely
IL
DRAINAGE STRUCTURE ° STORM
on the top, but can be extended to accommodate other vehicles if desired. A length of 20 feet
accommodates the typical single truck SU
PIPE -
unit (AASHTO -30).
°a
2. The "Ramp -up" transition shows an approximate slope of 4.2% (rise of 3° over 6' run).
3. A raised intersection would mimic the speed table design for each approach where the "ramp -up"
a.
occurs prior to entering the intersection and the flat table area encompasses the entire area of
INLET SHAPING
PER VDOT IS -1 J �o J(
intersection for the approaching streets and therefore in most cases will exceed 11 feet.
4. Leave facilitate
a ,0
gutter pan open to drainage.
2'x2' INSIDE
DIMENSION'
5. A 12" wide, 1" depth grind around the perimeter of the device is recommended in order to allow
MIN. 6" BEDDING
the surface course to be keyed into the pavement for a more durable application, particularly for
WITH X68 STONE
snow plowing.
S EOTI O N1 VIEW TOP VI EW
6. Per the 2009 MUTCD:
I. Section 3B.25 -speed hump (table) markings are not required but if used they must
NOTES:
comply with options per Section 313.25.
1. PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4,000 PSI.
ii. Section 2C.29 - warning sign W17-1 is optional but if used, should include the advisory
2. ALL JOINTS, LIFT HOLES, INI ETS, AND OUTLETS SHALL BE SEALED WITH NON -SHRINK
speed plaque (W13-1) and; the sign may use "Speed Bump" instead of "Speed Hump."
GROUT INSIDE AND OUT. THE EXTERIOR SURFACE OF THE MANHOLE SHALL BE
WATERPROOFED USING BITUMASTIC WATERPROOFING. SEE MANHOLE JOINT DETAIL.
3. r OSS THE MANHOLE FROM INLET TO OUTLET SHALL BE
MINIMUM L NATION DIFFERENCE ACROSS
0.1 FEET FOR STRAIGHT 1-1 RUNS AND 0.25 FEET FOR CHANGES IN DIRECTION.
t,. ,
59 _U `� 4-' "
4. PRECAST STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS -20
LOADING AND SHALL CONFORM TO ASTM 478.
5. NO CONCRETE SHALL BE VISIBLE AT THE GROUND SURFACE.
6. PROVIDE INLET SHARING PER THE VDOT STANDARD METHOD OF SHAPING MANHOLE AND
INLET INVERTS DETAIL (IS -1).
YARD INLET DETAIL
SPEED TABLE DETAIL
N.T.S.
SOURCE: VDOT TRAFFIC CALMING GUIDE FOR NEIGHBORHOOD STREETS, REV, 11/17 N.T.S.
VDOT CLASS 1 RIPRAP
AS REQUIRED BY 2' GRAVEL DIAPHRAGM
CONCENTRATED FLOW LEVEL SPREADER
FROM PIPE VDOT #8 STONE CLEAN WASHED
LENGTH := 19 FT
2.5'—
CONCRETE COOTER — -
4.7 '
2,
WATER QUANTITY
ORIFICE - 1.0' x 6''
GEOTEXTILE FILTER FABRIC-- 4, =-I
PLAN VIEW EL. 547.40'
TOP WEIR WALL ,, A
INV. EI. 547.40'
�
GRAVEL FLOW SPREADER DETAIL
X TOP WEIR WALL
IN T.S.
WATER QUANTITY I- -I EL. 547.40'
ORIFICE - 1.0' x 6'' b�
INV. EL 544.70' H+3" METAL DEBRIS RACK NOT � 8"
SHOWN - SEE VDOT ROAD B
CONIC. 18"
& BRIDGE STD. SWM -DR
RCP FLOW
PAGE 114.05 a
FCONCRETE
I' ---L WATER QUANTITY 1--C 3'8"—I
CRADLE
REQ'D
ORIFICE - 1.0' x 6''
SEE VDOT STANDARD EW -1 ENDWALL FOR INV. Ei. 544.70'
ENDWALL FOR DIMENSION AND NOTES
FRONT VIEW SIDE VIEW
SEE VDOT STANDARD EW -1 ENDWALL FOR
ENDWALL FOR DIMENSION AND NOTES
IVOTEo CAST -IN-PLACE CONCRETE SHALL BE CLASS A3.
REINFORCING STEEL SHALL BE GRADE 60.
MODIFIED EW -1 WITH WEIR WALL DETAIL
N.T.S.
Dewberry°
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
C) ct
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s Lic. No.46511.
•:
�Ly/
�rcf�i. EAG
SCALE
No. DATE BY Description
SIONS
DRAWN BY TUR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
CONSTRUCTION
DETAILS
PROJECT NO. 50097555
C1
onol
SHEET NO. OF
1 9 .11 Id 9 R
in -
Dewberry`�'
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290,7957 (PHONE)
804.290.7928 (FAX)
C) ry
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Lic. No. 465
AL
C
SCALE
SCALE: V = 20'
20' 40'
Foo -
No. DATE � BY I Descriptlon
REVISIONS
DRAWN BY TYR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
LANDSCAPING
CA
PROJECT NO. 50097555
Cl 1 001
SHEET NO. OF