HomeMy WebLinkAboutWPO201700076 Plan - Submittal (First) 2018-03-15E
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1 1 2 1 3 1 4 1 5 1 6
DRAWING INDEX
GENERAL
T1.01
CIVIL
C2.01
C2.03
C3.01
C3.02
C4.01
C4.02
C7.01
C7.02
C8.01 - C8.02
C8.03 - C8.04
C8.05
C8.06
C9.01
C9.02
C9.03
C9.04
C9.05
C9.06
C9.07
C9.08
C9.08A
C9.09
C9.10
C9.11
C10.01
C11.01
COVER SHEET
GENERAL NOTES
SOILS MAP
DEMOLITION PLAN
DEMOLITION PLAN
ROADWAY PLAN - STA. 10+00 TO 16+25
ROADWAY PLAN - STA. 16+25 TO 22+00
GRADING AND DRAINAGE PLAN
GRADING AND DRAINAGE PLAN
EROSION AND SEDIMENT CONTROL PLAN - PHASE I
EROSION AND SEDIMENT CONTROL PLAN - PHASE II
EROSION AND SEDIMENT CONTROL NOTES
EROSION AND SEDIMENT CONTROL DETAILS
SWM NARRATIVE AND CALCULATIONS
PRE AND POST DEVELOPMENT LAND USE MAPS
WATER QUALITY NARRATIVE AND CALCULATIONS
CHANNEL PROTECTION MAPS & CALCULATIONS
CHANNEL PROTECTION ROUTINGS
FLOOD PROTECTION MAPS
FLOOD PROTECTION CALCULATIONS & ROUTINGS
STORMSEWER MAPS AND CALCULATIONS
STORMSEWER PROFILES
DITCH MAPS AND CALCULATIONS
CULVERT MAPS AND CALCULATIONS
DETENTION BASIN DETAILS
CONSTRUCTION DETAILS
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 SEDIMENT 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 CONSTRUCTION
APPROVAL REVISION
BIDDING RECORD
UNIVERSITY OF VIRGINIA FOUNDATION
TEMPORARY GOLF COURSE CONNECTOR ROAD
FROM: GOLF COURSE DRIVE
TO: BERWICK DRIVE
ALBEMARLE COUNTY, VA
LOCATION MAP VSMP PLAN - WP0201700076
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4805 LAKE BROOK DRIVE
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804.290.7957 (PHONE)
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No. I DATE I BY I Descrlpllon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 20/8
TITLE
TITLE
SHEET
PROJECT NO. 50097555
T1 001
SHEET NO. OF
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1
GENERAL NOTES
2 3 4 5 6
ACSA GENERAL WATER AND SEWER CONDITIONS LEGEND
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 THE 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 CONTRACTOR'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 WILL 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.
11. 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 SHALL BE RODDED TO THE MAIN AND THRUST BLOCKS PUT AT END CAP.
12. ALL WATERLINE, PIPES, TEES, BENDS, VALVES AND FITTINGS SHALL 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 PLANS 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 FOR 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.
WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE
CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF
WORK.
2.
THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN
ON THE PLANS AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN
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
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 RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001).
6.
ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FT. OF COVER MEASURED FROM THE TOP OF PIPE,
OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATERLINES,
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 WHICH AMENDS THE SAFE DRINKING WATER ACT).
ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES
1. Prior to an construction within an existing public right-of-way,includin connection to an existing road a
Y Y 9 P 9 Y 9
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 shall 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 reasonably obtainable, lesser slopes of 3:1 or
better 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
61
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. 6.
2. UNDERGROUND UTILITIES SHALL 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" 7.
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 NOT OCCUR UNDER THE
DRIP LINE OF TREES TO BE PROTECTED. 8.
GENERAL DEMOLITION NOTES
1. SAW 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 THAT SERVE OTHER ACTIVITIES SHALL BE PROPERLY IT.
PRESERVED AND PROTECTED.
4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING 12.
DEMOLITION OPERATIONS.
5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAMAGE DURING 13.
CONSTRUCTION.
6. CONTRACTOR SHALL 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 PAVEMENT, CONCRETE AND
MISCELLANEOUS ITEMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 15.
8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE 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 not accurately
reflect the requirements of the permit. Where any discrepancies occur the 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 subgrade, 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 maximum 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 right-of-way or within easements prior to
acceptance by the County. All drainage outfall easements are to be extended 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 shown 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 driveway entrances shall conform to VDOT CG -9(A, B or C).
Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE -1.
Paved, rip -rap or stabilization mat lined ditch may be required to stabilize 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.
UGE EXISTING UNDERGROUND ELECTRICAL LINE
OLE EXISTING OVERHEAD ELECTRICAL LINE
G EXISTING GAS LINE
SS EXISTING SANITARY LINE
SD EXISTING STORM LINE
UGT EXISTING TELEPHONE
OLT EXISTING OVERHEAD TELEPHONE
EXISTING TREEUNE
UGW EXISTING WATERLINE
- F2C EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING POWER POLE
XMFR EXISTING ELECTRICAL GENERATOR
0 EXISTING SITE LIGHT
X EXISTING WATER VALVE
Dx) EXISTING STORM INLET
J (Ex.1 SD EXISTING MANHOLE
� EXISTING FIRE HYDRANT
OW EXISTING WATER METER
EXISTING FENCE
EXISTING SIGN
o j EXISTING TREE
o EXISTING SANITARY CLEANOUT
go.EXISTING STEEP SLOPES
V DOORWAY ACCESS
PROPOSED LIMITS OF DISTURBANCE
HARDSCAPE TO BE DEMOLISHED
TREE TO BE DEMOLISHED
UTILITY/STRUCTURE TO BE DEMOLISHED
SITE FEATURE TO BE DEMOLISHED
620 PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PROPOSED STORM LINE
❑® q0 PROPOSED STORMSEWER STRUCTURE
PROPOSED GATE
DENOTES PROP. FULL DEPTH PAVEMENT
DENOTES MILL & OVERLAY EXISTING PAVEMENT
Dp
DENOTES CONCRETE SIDEWALK
d
PROPOSED RETAINING/SEAT WALL
PROPOSED CG -6
PROPOSED CG -2
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TITLE
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TITLE
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STA. 10+00 TO
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PROJECT NO. 50097555
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TITLE
ROADWAY PLAN
STA. 16+25 TO
STA. 22+00
PROJECT NO. 50097555
C4002
SHEET NO. OF
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Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
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804.290.7957 (PHONE)
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DATE MARCH 2018
TITLE
GRADING &
DRAINAGE P LAN
STA. 10+00 TO
STA. 16+25
PROJECT NO. 50097555
C7001
SHEET NO. OF
1 7 � d R R
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Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
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DATE MARCH 20/8
TITLE
GRADING &
DRAINAGE P LAN
STA. 16+25 TO
STA. 22+00
PROJECT NO. 50097555
C7002
SHEET NO. OF
1 7 - d R R
41__t��Dewberry°
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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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No. DATE BY Descrlptlon
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DATE MARCH 2018
TITLE
E&S CONTROL
PLAN - PHASE 1
PROJECT NO. 50097555
C8001
SHEET NO. OF
1 7 - d R F
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Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
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No. DATE BY Description
REVISIONS
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CHECKED BY MCT
DATE MARCH 20/8
TITLE
E&S CONTROL
PLAN - PHASE 1
PROJECT NO. 50097555
C8002
SHEET NO. OF
1 7 - d R R
C
41__t��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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No. DATE BY Descrlptlon
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DATE MARCH 2018
TITLE
E&S CONTROL
PLAN - PHASE 2
PROJECT NO. 50097555
C8003
SHEET NO. OF
1 7 - d R R
�smegjjj 1W Dewberry
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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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No. DATE BY Description
REVISIONS
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TITLE
E&S CONTROL
PLAN - PHASE 2
PROJECT NO. 50097555
C8004
SHEET NO. OF
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EROSION & SEDIMENT CONTROL NARRATIVE
PROJECT DESCRIPTION
THIS PROJECT INCLUDES ROADWAY CONSTRUCTION TO CONNECT GOLF COURSE DRIVE TO BERWICK DRIVE TO 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
UNDER 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 -C9.11.
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 SHALL BE TAKEN TO
MINIMIZE EROSION AND TO CONTAIN SILT THROUGH PROPER EROSION AND SEDIMENT CONTROL PRACTICES.
THE INTENT OF THIS EROSION AND SEDIMENT CONTROL PLAN IS TO GUIDE THE CONTRACTOR IN IMPLEMENTING ACCEPTABLE 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 REDUCES 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 FROM SEDIMENT AND RUNOFF
TO DOWNSTREAM OR OFF-SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS EXPOSED DURING
CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE
ESTABLISHED. 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
(1) 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 MATERIAL. PERMANENT
SEEDING ALSO IMPROVES WILDLIFE HABITAT AND ENHANCES NATURAL BEAUTY. FOR USE IN DISTURBED
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 PLANT RESIDUES OR OTHER 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 LAND
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 APPLIED.
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 (SWPPP).
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 WEEKLY 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 FOLLOWING 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 MATERIALS DROPPED. WASHED OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES.
3. SILT FENCE
A. SEDIMENT DEPOSITS SHALL 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 CONTROL REGULATIONS (9VAC25-840).
ES -2: THE PLAN -APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE
COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. THE NAME OF THE RESPONSIBLE LAND DISTURBER
MUST BE PROVIDED TO THE PLAN -APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THE 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, OFF-SITE
BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND
APPROVAL BY THE PLAN -APPROVING AUTHORITY.
ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY THE PLAN -APPROVING AUTHORITY.
ES -7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING
SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, 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 SHALL BE
PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
ES -8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
ES -9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF -PRODUCING 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
HTTP1/WWW.DEQ.STATE.VA.US/PROGRAMS/WATER/STORMWATERMANAGEMENT/VSMPPERMITS/CONSTRUCTIONGENERALPERMIT.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 THAN 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.deq.virginic.gov/Programs/Water/StormwaterManagement/Publicctions.cspxl. 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 STABILIZATION OF ALL 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 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.
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.
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
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 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 THESE REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS 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 REGULATORY 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 STANDARDS AND CRITERIA FOUND IN VESC REGULATION 94VAC25-840-40 MS -19 PARTS A -N FOUND AT WEBPAGE
HTTP://LIS.VIRGINIA.GOV/CGI-BIN/LFGP604.FXF?000+REG+9VAC25-840-40
EROSION AND SEDIMENT CONTROL SEQUENCE
1. CONTRACTOR
TO
INSTALL EROSION AND SEDIMENT PHASE I CONTROLS.
2. CONTRACTOR
TO
COMPLETE DEMOLITION.
3. CONTRACTOR
TO
COMPLETE SITE IMPROVEMENTS.
4. CONTRACTOR
TO
REMOVE APPROPRIATE TEMPORARY EROSION AND SEDIMENT PHASE I CONTROLS.
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
INSTALLATION 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 THE BIORETENTION AREA TO AVOID COMPACTING OF
SUBGRADE AND TO ENSURE APPROPRIATE DESIGN DEPTH AND DIMENSIONS.
6. RIP THE SUBGRADE SOILS C-12" TO PROMOTE GREATER INFILTRATION.
7. PLACE A GEOTEXTILE FABRIC ON THE VERTICAL SIDES OF THE RORETENTION CELL WITH A 6" OVERLAP BETWEEN FABRIC EDGES.
PLACE THE BOTTOM STORAGE LAYER. INSTALL THE UNDERDRAIN. PACK THE STONE. ADD CHOKER LAYER ABOVE.
8. APPLY THE BIOFILTER SOIL MEDIA FROM A QUALIFIED VENDOR IN 12" LIFTS TO THE DESIRED ELEVATION OF THE RORETENTION.
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 BMP FROM ANY DUST OR DEBRIS THROUGHOUT CONSTRUCTION, INCLUDING UNTIL THE OWNER HAS SIGNED
OFF ON THE TURNOVER OF THE FACILITY.
41__t��Dewberry°
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
C) L.I_
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SEAL - �'�Sp►LT1Y0A
�O
�, TTEW .ZS
Lic. No, 465 1
�S Ip Ai.E�G�
SCALE
No. I DATE I BY I Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
EROSION &
SEDIMENT
CONTROL NOTES
PROJECT NO. 50097555
C8.05
SHEET NO.
OF
E
� or
C
to
SAFETY FENCE
PERSPECTIVE VIEW
hm'wroi, 'Iii '' ,rte �
�-
PERSPECTIVE VIEW PERSPECTIVE VIEW
PLASTIC FENCE METAL FENCE
Source: Adapted from Comved Plastics and
VDOT Road and Bridge Standards
H1_5
C E 1992
3.01
3'02 (SF 199
2
CONSTRUCTION
ENTRANCESTONE
70' HIM.
EXIST114G
Sept. 1 -Feb. 1 b
MULCHES:
1 6j"���
Per Acre
mill
II -II -II -II 11 - - -
CLOTH _ e MIN.1 j
'MOUNTABLE BERM
15 - 2 tons
70 - 90 lbs.
ELEVATIONFILTER
SIDE
1
(Minimum 2
Tall Fescue'
matter. Must be anchored.
6.2
tons for
128 lbs.
Spread with mulch blower
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop
WASHRACK
10, MIR
or by hand.
Fiber Mulch
,OPTION AL,
35 lbs.
Do not use as mulch for
108 lbs.
1500 lbs.
Red Top Grass or Creeping Red Fescue
winter cover or during hot,
Low -Maintenance Slope
12, MIN
II IIIIIII:$~y'�L•':':
dry periods.' Apply as
EXIS ING
Crownvetch3
II_lidy,
slurry.
Corn Stalks
ST -ry:PA
PAVEMENT
Cut or shredded in 4-6"
variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at
http-//sudan.eses-vt.edu/htmi rurf/turf/publications/oublications2.htmI
2 - Use seasonal nurse crop in accordance with seeding dates as stated below:
lengths. Air-dried. Do not
P SITIVE DRAINAGEV
DO T .1 P IT
US IV DRAINAGE\'.
10' KIN.
November- February 1551 ....................... Winter Rye
To SED MONT
COURSE AGGREGATE T SEDIMENT
B
all other periods, use unhulled 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
TR PPf IS r
TRAPPING DEVICE
with mulch blower or by
MUST EXTEND FULL WIDTH
hand.
OF INGRESS AND EGRESS
PLAN VIEW
4 - 6 tons
OPERAMON
Free of coarse matter. Air-
dried. Treat witb 12 lbs
FILTER CLET
SECTION
nitrogen per ton. Do not
�•rralCS��i�rpM+��r��:
CONCRETE
�ul.r
DRAIN SPACE
SECTIONREINFORCED
use in fine turf areas. Apply
Plate 3.01-1 Source: Adapted from 1983 Maryland Standards for Soil Plate 3.02-1
Erosion and Sediment Control, and Va. DSWC
111-9
3.18 CD 1992 3.20 (T*
PIPE OUTLET CONDITIONS
A A
3 d ------------- "
do
------------ -'�.�1 PIPE OUTLET TO FIAT
AREA WITH NO DEFINED
PLAN VIEW CHANNEL
I~ L a
0% A-
d
SECTION A -A FILTER CLOTH KEY IN 8"-9"; RECOMMENDED FOR ENTIRE PERIMETER
A I
A 3do (MIN.)
do
OUTLET TO WELL
DEFINED CHANNEL
PLAN VIEW
L a
oxo
d
SECTION A -A
FILTER CLO[H KEY IN 6"-9': RECOMMENDED FOR ENTIRE PERIMETER
NOTES: 1. APRON LINING MAY BE RIPRAP. GROUTED RIPRAP, GABION
BASKET. OR CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED
USING PLATES 3.18-3 AND 3.16-4.
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER. BUT NOT
LESS THAN 6 INCHES,
Source: Va. DSWC
c
1992
111- 157
Plate 3.18-1
TABLE 3.35-A
ORGANIC MULCH MATERIALS AND APPLICATION RATES
SPECIES
RATES:
Sept. 1 -Feb. 1 b
MULCHES:
NOTES:
Per Acre
Per 1000 sq. ft.
Straw or Hay
15 - 2 tons
70 - 90 lbs.
Free from weeds and coarse
1
(Minimum 2
Tall Fescue'
matter. Must be anchored.
6.2
tons for
128 lbs.
Spread with mulch blower
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop
winter cover)
12.4
or by hand.
Fiber Mulch
Minimum
35 lbs.
Do not use as mulch for
108 lbs.
1500 lbs.
Red Top Grass or Creeping Red Fescue
winter cover or during hot,
Low -Maintenance Slope
Seasonal Nurse CropZ
20 lbs.
dry periods.' Apply as
Crownvetch3
20 lbs
slurry.
Corn Stalks
4 - 6 tons
185 - 275 lbs.
Cut or shredded in 4-6"
variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at
http-//sudan.eses-vt.edu/htmi rurf/turf/publications/oublications2.htmI
2 - Use seasonal nurse crop in accordance with seeding dates as stated below:
lengths. Air-dried. Do not
May 1"- August 151° ........................... Foxtail Millet
August I SRI - October ...... Annual Rye
November- February 1551 ....................... Winter Rye
use in time turf areas. Apply
all other periods, use unhulled 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
with mulch blower or by
hand.
Wood Chips
4 - 6 tons
185 - 275 lbs.
Free of coarse matter. Air-
dried. Treat witb 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 cu. 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
Source: Va. DSWC Plate 3.20-1
111-187
STONE 70' MIN.
CONSTRUCTION
ACCESS 3- SM -2A ASPHALT TOP
COURSE EXISTING
296 7x rPAVr'V7'J'
-- 1
6" MIN, 21A AGGREGATE BASE
PROFIL
STONE
70' MIN,
CONSTRUCTION ASPHALT PAVED
ACCESS A WASHRACK
EXISTING
2% 2% PAVFMFNT
l2% 12' MIN. -
'MUST EXTEND FULL WIDTH L@ �-TO
ITIVE SEDI DRAINAGE
OF INGRESS AND EGRESS TO [DIMENIT
OPERATION TRAPPING DEVICE
PLAN
12' MIN. POSITIVE UItA+NAGI.
2Y TO SEOIMEN17
TRAPPING DEVICE
FILTER CLOTH)
SECTION A -A
A nuttnmmm water tap of 1 inch unit be installed with a nirwtuun 1 itch ballcocL
shutoffvah,e sttppbimg a wash (lose with a diameter of 1.5 itches for adecptate
constant pressure. Wash water must be carried away 5ont the entrance to an
approved settfulg area to remove sediment. AFI seclunetit sitif be preveiited front
emtetut2 stone cholla. ditches or watelrmu<es
PAVED WASH RACK
NO SC& F
P 1992
3.05
CONSTRUCTION OF A SILT FENCE
(WITHOUT WIRE SUPPORT)
1. SET THE STAKES, 2. EXCAVATE A 4"X 4" TRENCH
UPSLOPE ALONG THE LINE OF
STAKES.
s•MAx.
Ftoly
a"
3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT
TO STAKES AND EXTEND THE EXCAVATED SOIL.
IT INTO THE TRENCH. /
i
Ill!
r FLOW
III "' =III
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
I I
I I
A I FLOWI'} B I A \\\
"I
ovlD
POINTS A SHOULD BE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
Source: Adapted from Installation of Straw and Fabric Filter
Barriers for Sediment Control, Sherwood and Wyant Plate 3.05-2
III - 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. 1 b
50150 Mix of Annual Ryegrass (lolium multi-
florum) & Cereal (Winter) Rye (Secale cereals)
50 -100 (Ibsracre)
Feb. 16 - Apr. 30
Annual Ryegrass (lolium multi-florum)
60 - 100 (lbs/acre)
May 1 -Aug. 31
German Millet
1 50 (lbs/acre)
FERTILIZER ii LIME
a Apply 10-10-10 fertilizer at a rate of 450 lbs. / acre (or 10 lbs. 11,000 sq. ft.)
• Apply Pulverized Agricultural Limestone at a rate of 2 tonslacre (or 90 lbs. / 1,000 sq. ft.)
NOTE:
1 - A soil lest is 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 htt0:!lwww.dcr.state.va.us/sw/e&s.htm#Dubs
BLOCK & GRAVEL CURB INLET
SEDIMENT FIL TER
CURB INLET
f E
r �
WIRE SCREEN CONCRETE BLOCK
1
GRAVEL FILTER
RUNOFF OVERFLOW
WATER WITH FILTERED WATER
SEDIMENT
SEDIMENT I- II
WIRE SCREEN
2' x 4' WOOD STUD CURB INLET
SPECIAL APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY
TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE-
- GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE
Source: Va. DSWC
PS
III - 45
TABLE 3.32-1)
(Revised June 2003)
PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA
3.07 ' P 1992
Plate 3.07-8
SEED'
LAND USE
SPECIES
APPLICATION PER ACRE
OF TOPSOIL REQUIRED
Tall Fescue'
95-100
Minimum Care Lawn
Perennial Ryegrass
0-5
(Commercial or Residentiall
Kentucky Bluegrass'
0-5
TOTAL: 175-200 lbs.
1
Hiah-Maintenance Lawn
Tall Fescue'
TOTAL: 200-250 lbs.
6.2
Tall Fescue'
128 lbs.
General Slope (3:1 or less)
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop
2 lbs.
20 lbs.
12.4
537
5
TOTAL: 150 lbs.
672
Tall Fescue'
108 lbs.
806
Red Top Grass or Creeping Red Fescue
2 Ips.
Low -Maintenance Slope
Seasonal Nurse CropZ
20 lbs.
(Steeper than 3:1)
Crownvetch3
20 lbs
TOTAL: 150 lbs.
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 turigrass
variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at
http-//sudan.eses-vt.edu/htmi rurf/turf/publications/oublications2.htmI
2 - Use seasonal nurse crop in accordance with seeding dates as stated below:
February 16" -April ............................... Annual Rye
May 1"- August 151° ........................... Foxtail Millet
August I SRI - October ...... Annual Rye
November- February 1551 ....................... Winter Rye
3 -S U bstilute Sericea lespedeza for Crownvetch east of Farmville, VA (May through September use hulled seed,
all other periods, use unhulled 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
a Apply 10-20-10 fertilizer at a rate of 500 lbs. / 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 soil by disking or by other means.
- When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin
# 4. 2003 Nutrient Manaaement for Development Sites at http:/ANww.der.state.va.us/sw/e&s.htm#nubs
3.07 nc, 1992
BLOCK AND GRAVEL I.I, INLET
SEDIMENT FIL TER
WIRE SCREEN CONCRETE BLOCK
r�,�w�j � �4.�I � nw � ► w tia
GRAVEL! FILTER
WIRE SCREEN
OVER F FILTERED WATER
R OF
UN F
DROP INLET
SEDIMENT D WITH GRATE
SPECIFIC APPLICATION
THIS
T a� F`r»a+ey l %�1� � ip�•rs1=i�T•rJ
Wr�ktt�Ms•�v� +sf111v� •Tr*��,r.1+'
..••_�-��nn
- y
METHOD OF INLET PROTECTION
FLOWSHEAVY 1 AND WHERE AN OVERFLOW
CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING
AROUND THE STRUCTURE.
GRAVEL SHALL BE 11 OR #5 COARSE
Source: Va. DSWC Plate 3.07-3
III - 38
Source: Va. DSWC
3.08
SILT FENCE CULVERT INLET
PROTECTION
ENDWAIL
--------- - --- ----------------- ----
`,---rte
TOE Of FILL I t-- CULVERT
I
�I I
1
I I
__________
TOE OF FILL
SILT FENCE
'DISTANCE IS 6• MINIMUM IF ROW
I
4 $ TOWARD
D EMfWJKMENT
FLOW
OPTIONAL STONE COMBINATION
FLOW N
- 2.5'
VDOT 03, #357 OR #5 COPRSE AGGREGATE CUSS 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
119-49
Dewberry`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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N�
160
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LIC. No, 465 1 ,;
�►�0 3 ��/� w�
�S Ip Ai.E�G�
SCALE
No. DATE BY Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY UK
CHECKED
CHECKED BY MCT
DATE MARCH 2018
TITLE
EROSION &
SEDIMENT
CONTROL DETAILS
PROJECT NO. 50097555
C8006
SHEET NO. OF
TABLE 3.30-A
CUBIC YARDS
OF TOPSOIL REQUIRED
FOR APPLICATION
TO VARIOUS DEPTHS
Depth
Per 1,000
inches
Square Feet Per Acre
1
3.1
134
2
6.2
268
3
9.3
403
4
12.4
537
5
15.5
672
6
18.6
806
Source: Va. DSWC
3.08
SILT FENCE CULVERT INLET
PROTECTION
ENDWAIL
--------- - --- ----------------- ----
`,---rte
TOE Of FILL I t-- CULVERT
I
�I I
1
I I
__________
TOE OF FILL
SILT FENCE
'DISTANCE IS 6• MINIMUM IF ROW
I
4 $ TOWARD
D EMfWJKMENT
FLOW
OPTIONAL STONE COMBINATION
FLOW N
- 2.5'
VDOT 03, #357 OR #5 COPRSE AGGREGATE CUSS 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
119-49
Dewberry`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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TT EW Z31G1 S
LIC. No, 465 1 ,;
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�S Ip Ai.E�G�
SCALE
No. DATE BY Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY UK
CHECKED
CHECKED BY MCT
DATE MARCH 2018
TITLE
EROSION &
SEDIMENT
CONTROL DETAILS
PROJECT NO. 50097555
C8006
SHEET NO. OF
1 7 -1 d ti R
C
DewberrycR,
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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Ap Lic. No. 465 1
Ai.E�G�
C
SCALE
LV
No. DATE BY Descrlptlon
/ISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
SWM NARRATIVE
AND
CALCULATIONS
L
PROJECT NO. 50097555
C9001
SHEET NO. OF
E
X
C
Fj
1
PRE -DEV ELOPED LAND COVER MAP
2 1 3 1 4 1 5 1 6
TOTAL AREA = 2.20 ACRES
POST -DEVELOPED LAND COVER MAP
TOTAL AREA = 2.20 ACRES
41__t��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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Lic. No. 465 1
10
SCALE
SCALE: 1" = 50'
0 50' 100'
No. DATE BY Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
PRE AND POST
DEVELOPED
LAND COVER
AREA
PROJECT NO. 50097555
C9.02
SHEET NO.
OF
E
X
C
W
1 2 3 4
WATER QUALITY NARRATIVE BIORETENTION DRAINAGE AREA
THIS PROJECT WAS ANALYZED USING THE RE -DEVELOPMENT VIRGINIA RUNOFF REDUCTION METHOD. THIS PROJECT
DISTURBS A TOTAL OF 2.20 ACRES AND REQUR/ES A PHOSPHORUS REMOVAL OF 0.85 LB/YR.THE PROPOSED BIORETENTION
TREATS 0.9/ 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 #1
BIORETENTION BASIN *l 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.
! DOrb11l
BIO 1 - Bioretention Sizing
Sizing Required for Bioretention Basin (Per VA DCR Stormwater Design Specification No. 9)
Treatment Volume (Tv):
TvBMP - P)(Rv)(A)
1yJ + any remaining volume from upstream BMP
Rv = 0.46
Area (A)= 0.91 acres
Remaining Volume = 0 acre -ft
TvBMP = 0.035 acre -ft
Biofilter Sizing Required (SA):
Surface Area Computation (Equation 9.4: Bioretention Level 2 Design Surface Area)
SA (sq. f t.) -_ (1.25 * TVBMP) - the volume reduced by an upsteam BMP
1.65 f t
TVBMP = 1528.59
Volume Reduced= sq.fl.
SA= 1158.03 sq.ft-
Area shown on plans. 1536 sq.ft.
Area left untreated by bloretention: -377.975 sq.fl.
Shortest Flow Path Ratio Length (Equation 9.5):
Level 2 - Ratio must be 0.8 or greater
SFP
Rat:o =
L
Shortest Flow Path (SFP) = 160 ft.
Length (L) = 160 It.
Ratio = 1
RV CALCULATIONS:
Land Cover (HSG C Soils)
Impervious = 0.31 ac
Managed Turf = 0.57 ac
Forested = 0.03 ac
Land Cover Rv
Impervious = 0.95
Managed Turf = 0.22
Forested = 0.04
Rv = ((0.31 * 0.95) + (0.57 * 0.22) + (0.03 * 0.04))/ (0.31 + 0.57 + 0.03
Rv = 0.46
6" DIA. PVC CLEAN-OUT
BMP SURFACE WITH THREADED CAPS
2" HARDWOOD MULCH
3:1 (VA CLEARING HOUSE
SPEC. NO. 9 TABLE 9.6) 6"
2..
MIN. T FILTER MEDIA
(VA CLEARING HOUSE
SPEC. NO. 9 TABLE 9.6)
PLACE GEOTEXTILE
FILTER FABRIC ON THE c VDOT #57 STONE
SIDES OF THE BMP Qo0oQoC�� � O�o�12 0 �o�oQo
6" DIA. PERFORATED PVC
@ 0.5% MIN
BIORETENTION DETAIL - LEVEL 2
N.T.S.
SHEET
FLOW EEE'MIN-
2% 4" DROP 2' MIN�--2' MI
5;1 BOTTOM OF
BIORETENTION
GEOTEXTILE VDOT CLASS
FILTER FABRIC 1 RIPRAP
V MIN WITH 1:1
SIDE SLOPES
PRETREATMENT - GRAVEL DIAPHRAGM DETAIL
FOR SHEET FLOW FROM IMPERVIOUS OR PREVIOUS
N.T.S.
SWM DA = I.6 AC ------ xl'� i i I I ii' I I
II \ \ \ i i I V !SWM EASEMENTI_
SITE AREA = 0.91 AC
i IMPERVIOUS TREATED = 0,31 AC
PERVIOUS TREATED = 0,60 AC
/
�DRETENTION1. BASIN
1 LEV�L 2
BASINSURFAC
AREA = 1/ S,
IV \ \ --\; Z.4 'IS
I g \\ PRETREATMENT I r l
GRAVEL DIAPHRAGM, \ 1
1\ �/ i l
�1�- t - i li i \`'( \\\ \ / PRETREATMENT
\\\ �v , �4
/ IV\ !; \ // l I o / jhx , I- --II- \ 1
1 1 C L
' SA
\ 0 1 �-- =--
---
\\ of/-
�i --_
_- _____-___-
4' WIDE STRIP GEOTEXTILE
FILTER FABRIC
LAID ON CENTER LINEARLY
OVER UNDERDRAIN
6" DIA. NON -PERFORATED
PVC OUTLET
PIPE CONNECTED TO
OUTLET
STRUCTURE (SEE DETAIL
FOR VDOT
SWM -1 OUTLET STRUCTURE)
MINIMUM 12" #57
STONE BELOW PIPE
PLACE GEOTEXTILE
FILTER FABRIC ON THE
SIDES OF THE BMP
BIORETENTION OUTLET STRUCTURE
BIORETENTION OUTLET STRUCTURE
Return Event: 1 years
Label: 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 Outfall El E2
rfrl rfrl
Structure ID: Culvert - 1
Maintenance Tasks
Forward +
•
Number of Barrels
1
Inlet Bax
Riser - 1
Length
Culvert - 1
551.90
553.00
Slope (Computed)
0,008 ft/ft
Reverse
•
Manning's n
0.013
Ke
0.200
Forward +
0.023
Kr
0.000
Culvert -Circular
Culvert - 1
Inlet Control Data
TW
547.50
553.00
K
0.0045
Reverse
2.0000
C
0.0317
Y
0.6900
Forward +
1.091
T2 ratio (HW/D)
1.193
Rectangular Weir
lVeir - 1
T,,.;
552.00
553.00
elevation.
Reverse
.wwn•�w
In transition zone between unsubmerged and submerged
Tailwater Settings
Tailwater
interpolate between flows at T1 & T2...
�+,
(NJA}
(N/A)
Structure ID: Culvert - 1
Maintenance Tasks
Structure Type: Culvert -Circular
•
Number of Barrels
1
Diameter
15.0 in
Length
26.00 ft
Length (Computed Barrel)
26.00 ft
Slope (Computed)
0,008 ft/ft
Outlet Control Data
•
Manning's n
0.013
Ke
0.200
Kb
0.023
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
•
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.091
T2 ratio (HW/D)
1.193
Slope Correction Factor
-0.500
Use unsubmerged inlet control 0 equation below Ti
elevation.
Use submerged inlet control 0 equation above T2 elevation
.wwn•�w
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
�+,
T1 Elevation 548.86 ft Tl Flow
4.80 fil
T2 Elevation 548.99 ft T2 Flow
5.49 ft3/s
Structure ID: Riser - 1
Structure Type: Inlet Box
Number of Openings
1
Elevation
551.90 ft
Orifice Area
9.0 ft2
Orifice Coefficient
0.600
Weir Length
12.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
ll Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: Weir- 1
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
552.00 ft
Weir Length
20.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
5 6
BIORETENTION MAINTENANCE REQUIREMENTS
SECT/ON 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 /S 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 /N 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
BIORETENTION INSTALLATION
STEP I: 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,CHECK/NG 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 S/TE,IT 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 REV/EW / 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 /2
INCHES OF *57 STONE ON THE BOTTOM,INSTALL THE PERFORATED UNDERDRA/N PIPE,PACK *57 STONE TO 3 INCHES ABOVE THE
UNDERDRA/N PIPE, AND ADD APPROXIMATELY 3 INCHES OF CHOKER STONE/ PEA GRAVEL AS A FILTER BETWEEN THE UNDERDRA/N AND
THE SOIL MEDIA LAYER.PLACE A 4 FOOT WIDE STRIP OF GEOTEXTILE FABR/C,LAID LINEARLY ON THE CENTER OF THE UNDERDRA/N,
BETWEEN THE CHOKER STONE AND THE UNDERDRA/N.
STEP 8: DELIVER THE SOIL MEDIA FROM AN APPROVED VENDOR, AND STORE IT ON AN ADJACENT IMPERVIOUS AREA OR PLASTIC
SHEETING.APPLY THE MEDIA /N /2 -INCH LIFTS UNTIL THE DESIRED TOP ELEVATION OF THE BIORETENTION /S ACH/EVED.WAIT A FEW
DAYS TO CHECK FOR SETTLEMENT,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 /N BOTH CELLS.
STEP ll: INSTALL PLANT MATERIALS AS SHOWN /N THE LANDSCAPING PLAN AND WATER THEM DURING WEEKS OF NO RAIN FOR THE
FIRST TWO MONTHS.
STEP 12: CONDUCT THE FINAL CONSTRUCTION /NSPECTION.THEN LOG THE GPS COORDINATES FOR EACH BIORETENTION FACILITY AND
SUBMIT THEM FOR ENTRY INTO THE LOCAL MAINTENANCE TRACKING DATABASE.
Maintenance Tasks
Frequency
•
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
.n.:w....s
•
Spring inspection and cleanup
+owe
•
Supplement mulch to maintain a 3 inch layer
Annually
•
Prune trees and shrubs
•
Remove sediment in pre-treatment cells and inflow points
Once every 2 to 3 years
•
Replace the mulch layer
Every 3 years
BIORETENTION INSTALLATION
STEP I: 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,CHECK/NG 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 S/TE,IT 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 REV/EW / 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 /2
INCHES OF *57 STONE ON THE BOTTOM,INSTALL THE PERFORATED UNDERDRA/N PIPE,PACK *57 STONE TO 3 INCHES ABOVE THE
UNDERDRA/N PIPE, AND ADD APPROXIMATELY 3 INCHES OF CHOKER STONE/ PEA GRAVEL AS A FILTER BETWEEN THE UNDERDRA/N AND
THE SOIL MEDIA LAYER.PLACE A 4 FOOT WIDE STRIP OF GEOTEXTILE FABR/C,LAID LINEARLY ON THE CENTER OF THE UNDERDRA/N,
BETWEEN THE CHOKER STONE AND THE UNDERDRA/N.
STEP 8: DELIVER THE SOIL MEDIA FROM AN APPROVED VENDOR, AND STORE IT ON AN ADJACENT IMPERVIOUS AREA OR PLASTIC
SHEETING.APPLY THE MEDIA /N /2 -INCH LIFTS UNTIL THE DESIRED TOP ELEVATION OF THE BIORETENTION /S ACH/EVED.WAIT A FEW
DAYS TO CHECK FOR SETTLEMENT,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 /N BOTH CELLS.
STEP ll: INSTALL PLANT MATERIALS AS SHOWN /N THE LANDSCAPING PLAN AND WATER THEM DURING WEEKS OF NO RAIN FOR THE
FIRST TWO MONTHS.
STEP 12: CONDUCT THE FINAL CONSTRUCTION /NSPECTION.THEN LOG THE GPS COORDINATES FOR EACH BIORETENTION FACILITY AND
SUBMIT THEM FOR ENTRY INTO THE LOCAL MAINTENANCE TRACKING DATABASE.
Figure 9.16. Typical Biofilter Construction Sequence
Dewberry`R
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
C)
Q00 O_
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TT EWW V1V1 S
LIC. No, 4b5 1
Ai.E�G�
10
SCALE: V = 50'
I Now
0 50' 100'
No. DATE BY Description
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
WATER QUALITY
NARRATIVE &
CALCULATIONS
PROJECT NO. 50097555
C9003
SHEET NO. OF
�s w
a
❑
i
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f
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NT8
Figure 9.16. Typical Biofilter Construction Sequence
Dewberry`R
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
C)
Q00 O_
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�O UC/)
Q�0 ~
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SCALE
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TT EWW V1V1 S
LIC. No, 4b5 1
Ai.E�G�
10
SCALE: V = 50'
I Now
0 50' 100'
No. DATE BY Description
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
WATER QUALITY
NARRATIVE &
CALCULATIONS
PROJECT NO. 50097555
C9003
SHEET NO. OF
E
X
C
W
1
CHANNEL PROTECTION ANALYSIS
2 1 3 1 4
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 BIORETENTION
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 /N EXISTING AND PROPOSED CONDITIONS. SEE PONDPACK SCHEMATICS ON
THIS SHEET.
FOR THE OUTFALL,THE MAXIMUM ALLOWABLE I -YEAR DISCHARGE PER THE ENERGY BALANCE EQUATION /S 5.93 CFS.
THE PROPOSED I -YEAR DISCHARGE IS 4.3/ CFS. SEE THIS SHEET FOR ENERGY BALANCE CALCULATIONS.
SEE SHEET C9.05 FOR THE I -YEAR ROUTINGS.
PRE -DEVELOPED DRAINAGE AREA MAP
OUTFALL DRAINAGE AREA (AC) Tc PATH (MIN) WEIGHTED CN - SHEET LOWS
SITE AREA 1.95 7.4 79.6 ' "Tt = 0.06 -MIN- ; ;
OFFSITE AREA 2.50 9.7 76.8 i i`, V - v
DETAINED OPEN DITCH \ I
173.0'_
Tt_ 2.28 MIN ,
Ices
PIPE FLOW s \ •� / \ \
L = 165,0' \ I
' I Tt = 0.00 MIN
A.
\ 4
s� \f
�V - 'OPEN DITCH
L 1760
SITE AREA !ll '- t \\
ail//Tt-/.56 M/N\
AINIIG TO OUFALL
PIPE FLOW
\- - �- .• I \ Tt = 0.00 MIN
Ir �
\
.•. I , ,�,_� 1j� v � mai,,, \ I I , //,/ /!„ 1\AAI V � �v �
-, � -,�_r � 1 ,� •� it � I� 1 II I I \ / � /1/ II � i `" �`� �\ ---��
POND\` \.
259.0'. \\ 11:1
Tt = 3,00, MIN
/ l 1
��-----
i �\ I\, �1�Ill /b�II( Ir Iffl\\ - _-=L=114,0'-_
'®� I1 \ ' / \\\� iil i'i'//J % / n !\/ 1 \ \� - _ _ -Tt _0.00_ MIN--- \
FLOW, _ =-
\\ L = 34.0'/ _ -
\\ ,OPEN DITCH �- Tt=0.00 MIN' _ _ -------------
L = 744.0' �= �; _ _ , = OPEN DITCH
T t = 4.74 MlN - - - / =L 34.0'
lull I / / / / / / / j \
11 IIII l �l/ ///
^ \ \ \ \ \ 11/�// //// /
111 /////' /:�, / ///�////////// //,/ // I I I / / / �, r / / /
11 11// I ✓ilii l I ' l l /'' IIII //l 11 l l 1 /I I l , 1 I / l / �: i
\ \ \ l \olI III ll"Of
%l-
/ / // l// /// l l/l/l /l /I / / Il I I I I /l /
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_
-- --�
/' / , // - / / //I l l I• l l �l /l 111 / / l l l / I / I � ` / /
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JPIPE FLOW
aL =64.0'
:dad
/ �� ,
/
Tt 0.00 MIN,
i �--
.- %
/ // ` III I I I I � IIIIII III 1//1//// // /// �, / „• / ------
1
L 1� OPEN vDICH' ' ° l / III f I I I / .
III / / r/ / / / , _ /
-L =303,0'
Tt = 3.78 IN 7 I wV I IIIIII VIII 1111 I I II , ! , /, , 1 /
dIl Il I I I 1111111 /ill IIII III I, II I l s / / / � / �/
/ »�I
I
N A\
\���//\\ \ \\\
\\\111,\\ \\
\\\\
1\Ii111111 , 1 \) 1 I I II Ill\I\I\I III I I� I III // \ /^\ �• � r(\ �$'r''"`"�? \\ 1 � =,
-\ SHEET FLOW
L = 49.0'-t'
Tt=0.66 MlN \ \\\\ \\\�\\\• �\ 1 / ,--- -
--�-
POST -DEVELOPED DRAINAGE AREA MAP
OUTFALL DRAINAGE AREA (AC) Tc PATH (MIN) WEIGHTED CN\ _ SHEET FLOW
BIORETENTION 1.60 5.0 8/.5 Tt = 0,06
SITE
AREA 0.77 7.4 83°6 i v,
l OPEN DITCH
�L 173.0'
DETENTION II \ =
77.4 % ;®`Tt = 2.28 MIN
BASIN 2.86 8.9
I i PIPE FLOW s \ •. \
.,I L = 165.0'
I Tt = 0,00 MlN \ \ I
I
Irl -OPEN DITCH
AREA
SITE L - 176.01-_ \
�/
• / r
Tt = 1.56 MIN
`DRAINING TO'-0UFALL r` \
- \PIPE FLOW
BIO ETENTi67Y v BA l ; DA \ - - - I \ Tt, = 000\ MINS \ \ \
3`_
POND
Tt = 3.00 MIN\
-_
Tt = 2.46 MIN _
1 1 / -_ _ _ - - -- - =PIPE FLOW � _ _-
/ / 1\ P I f1\lII\�;/ 1111"� IIII � ,/i��l l / /��,� //If•�I1r I \ --- -=L=114.0'-- �,
_Tt=0.00_MIN
PIPE FLOW -
P` L = 57,0' - ---
\-
1\ OPEN DITCH // y - =OPEN DITCH=
/ ,I - L = 495.0' 34.0' .°
I I / ' / Tt = 3,84 MIN /_ _- i -Tt_ 0.48_
b
� - -_� � � � � \ \ / /a/ / , /, ,OPEN DITCH
\\ ,� ,--\ lull _ _ /� /�//// G - -\\�` ////'/ /L = 38.01/
Tt - 0.60 MIN
/ /IIF- ILL
II I I I I ' I I /!0 /
Ill 'II1
l'Iffillllllllllll I I II / /
\y,�/ //
/ PIPE FLOW
aL = 64.0' If 1 1 1 I 1 11 1 / l
/ Tt 0.00 MIN/ 'I Ill IilIillirll l /��l
-
'
A
��-
/
I11111111 1111 11j lI/ 1 r / / / / ,«
I II1I I I I / / /
1ljlllll,'Il;ll1110
llll);Ill/a,
OPEN DITCH
-L = 303.0'
D T E /
Tt = 3,78 MlN/ / III
� I
IV
(IIII\
FI
,x.
-\�_-
//
\ \ SHEET FLOW 1 I
L=49.0'
Tt = 0.66 M/h-
sroa.cre�3 \
I l i o I I I \ 7 �/�/ 1 1 l l l l l l l) I I / I I I I �\
5
ENERGY BALANCE CALCULATIONS
UVA Boar Head's Road outfall. I Engineer: HG
Albemarle County Channel Type: Natural Checker: MT
Dewberry
STEP 1: Determine the Pre Developed, Forested, and Post Developed Conditions within the disturbed area and the offsite area draining to project BMPs.
Pre Developed Conditions Forested Conditions Post Developed Conditions Offsite Conditions
Weighted CN = 79.6 Weighted CN = 69.5 Weighted CN = 82.8 Weighted CN = 76.8
Area (ac) = 1.95 Area (ac) = 1.95 Area (ac) = 2.03 Area (ac) = 2.50
P (in.) = 3.04 P (in.) = 3.04 P (in.) = 3.04 P (in.) = 3.04
STEP 2: Determine the peak discharge for each area. The total predevelopment discharge combines offsite and pre developed conditions.
Pre Developed Discharge Forested Conditions Discharge Post Development Discharge Offsite Conditions Discharge
S 2.6 S 4.4 S 2.1 S 3.0
Ia 0.5 Ia 0.9 Ia 0.4 Ia 0.6
Q (in) 1.3 in Q (in) 0.7 in Q (in) 1.5 in Q (in) 1.1 in
Volume 0.204 ac -ft Volume 0.116 ac -ft Volume 0.248 ac -ft Volume 0.227 ac -ft
Total
Total Forested Peak Predevelopment
Discharge 5.59 cfs Discharge 7.22 cfs
(From PondPack) (From PondPack)
STEP 3: Calculate Adjusted CN value using Runoff Reduction provided in BMPs
BMP Runoff
Reduction
ft3
ft3 Qpost without RR = 1.5
ft, Qpost with RR = 1.5
ft3 Adjusted CN = 83
ft,
Total = 0 ft3
STEP 4: Calculate Qauowable using the energy balance equation. Only apply the improvement factor to the disturbed area.
Energy Balance Equation: QDeveloped 5 I.F.x(QP Developed x RVpre-Developed) / "Developed
Improvement Factor 0.8
Qallowable < [Total Predeve lopment Discharge (Offsite Volume + (Improvement Factor xPre- Deve loped Volume) / (Post -Development Volume +Offsite Volume)]
Qauowable 5.93 cfs
STEP 5: Calculated Maximum Allowable Peak Discharge.
Maximum Allowable Peak Discharge = Maximum (Qr real, Qallowable)
Qfoo,a = Total Forest Peak Discharge x (Forest Volume + Offsite Volume)/(Post-Development Volume + Offsite Volume)
Qf-t 4.03 cfs
Maximum Allowable
Peak Discharge
5.93 cfs
STEP 6: Ensure Qpe bdeveloped is less than the Maximum Allowable Peak Discharge
QposPdeveloped (from Pond Pack) 4.31 cfs
Channel is Adequate
PRE POIV DPACK SCHEMATIC
SITE AREA D)
OUTFALL
POST PONDPACK SCHEMATIC
BIORETENTION
DA
BIORETENTI
O 1 Site Area By
SITE AREA
rAINED
SITE AREA
BYPASS DA
DETENTION
B. D.
DETENTION Ir"A
OUTFALL DETENTION BASIN
OUTLETSTR
Dewberr y
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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Lic, No, 465 1
�S Ip Ai.E�G�
10
SCALE: V = 100'
now
0 100' 200'
No. I DATE I BY I Descrlptlon I
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 20/8
TITLE
CHANNEL
PROTECTION
MAPS AND
CALCULATIONS
PROJECT NO. 50097555
C9.04
SHEET NO.
OF
1 7 - d F F
C
DewberrycR,
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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Ai.E�G�
C
SCALE
LV
L
No. DATE BY Descrlptlon
ISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
CHANNEL
PROTECTION
PON DPACK
ROUTINGS
PROJECT NO. 50097555
C9005
SHEET NO. OF
E
X
C
W
1
FLOOD PROTECTION ANALYSIS
2 1 3 1 4 1 5 1 6
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 CFS IS LESS THAN THE 10 -YEAR PRE DISCHARGE OF 86.36. SEE SHEET C9.07 FOR THE PONPACK
SCHEMATICS AND ROUTINGS. A LEVEL SPREADER 1S PROVIDED AT THE DETENTION BASIN'S OUTLET PIPE TO ALLOW FOR
WATER TO SHEET FLOW TO THE NATURAL CHANNEL AT THE OUTFALL.
PRE -DEVELOPED DRAINAGE AREA MAP
OUTFALL DRAINAGE AREA (AC) Tc PATH (MIN) WEIGHTED CN g / _—
un —
SITE AREA 1.95 7.4 79.6
Tb I /
OFFSITE DA 17.00 9.0 79.4
ymp
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POST -DEV ELOPED DRAINAGE AREA MAP
OUTFALL
DRAINAGE AREA
(AC)
Tc PATH
(MIN)
WEIGHTED CN
/ _—
ui —
SITE AREA
0.77
7.4
83.6
BIORETENTION
1.60
5.0
81.5
r _
DA
IIS,
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DETENTION
/
BASIN DA
2.86
8.9
77.4
OFFSITE DA
13.80
9.0
79.8
\\, \\ %\ -
\ TOTAL OUTFALL DRAINAGE AREA
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41__���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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Lic. No, 465 1
0
�S Ip Ai.E�G�
10
SCALE: V = 100'
0 100' 200'
No. I DATE I BY I Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
FLOOD
PROTECTION
MAPS
PROJECT NO. 50097555
C9.06
SHEET NO.
OF
AI
IIS,
/
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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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Lic. No, 465 1
0
�S Ip Ai.E�G�
10
SCALE: V = 100'
0 100' 200'
No. I DATE I BY I Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
FLOOD
PROTECTION
MAPS
PROJECT NO. 50097555
C9.06
SHEET NO.
OF
1 9 - d � F
DewberrycR,
Dewberry Engineers Inc.
4805 LAKE BROOK DRIVE
SUITE 200
GLEN ALLEN, VA 23060
804.290.7957 (PHONE)
804.290.7928 ( FAX)
SEAL ' F,ALThjop
O i
TT EW SAS
Lic. No. 465 1
Ip AL'
C
SCALE
LV
No. DATE BY Description
REVISIONS
DRAWN BY TYR
APPROVED BY DIM
CHECKED BY MCT
DATE MARCH 2018
TITLE
FLOOD
PROTECTION
PON DPACK
ROUTINGS
PROJECT NO. 50097555
C9007
SHEET NO. OF
1
E
X
C
W
2
ST ORMSEW ER DRAINAGE AREA MARS
3 1 4 1 5 1 6
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Storm Sewer Design Computations
LD -229
Hydraulic Grade Line Computations
t.�.,
'�•�'�
Dewberry
PROJECT:
Boar's Head Connector Road
COUNTY: Albemarle County
LD -347
DATE:
OCT. 2017
PROJECT:
Boar's Head Connector Road
COUNTY: Albemarle County
ENGINEER:
HCG / Dewberry Consultants
LLC
OUTFALL TO STRUCTURE: 1-6
DATE:
1 -Nov -17
TOTAL
WEIGHTED
RAINFALL
INVERT
ENGINEER:
HCG / Dewberry Consultants LLC
OUTFALL TO STRUCTURE: 1-6
AREA
RUNOFF
INLET
INTENSITY
SATURATION
FLOW
ELEVATIONS
LENGTH
DIAMETER
MATERIAL
MINIMUM
MAXIMUM
FLOW
St'IS-1 Inlet
FROM
TO
"A"
COEF.
"CA"
TIME
FREQUENCY
"I"
FACTOR
Q
(FT)
L
SLOPE
Do
COEFFICIENT
CAPACITY
VELOCITY
VELOCITY
VELOCITY
TIME
Flow Entering
INLET
INLET
(ACRE)
"C"
(MIN.)
(YR)
(IN/HR)
Cf
(CFS)
(FT)
(FT/FT)
(IN)
n
(CFS)
(FPS)
(FPS)
(FPS)
(MIN)
REMARK
INCR.
ACC.*
UPSTREAM
DOWNSTREAM
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(22)
(23)
1-1
1-2
0.47
0.69
0.32
0.32
6.64
1.00
2.15
559.09
558.80
51.0
0.006
15
0.013
4.87
3.86
3.0
10.0
0.22
5.00 10
1-5
1-6
1.60
0.50
0.80
0.80
5.76
1.00
4.60
550.58
550.20
54.0
0.007
15
0.013
5.42
4.97
3.0
10.0
0.18
(17)
8.30 10
(19)
DewberrycR,
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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SCALE
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0 501 1001
No. I DATE I BY I Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
STORMSEWER
MAPS AND
CALCULATIONS
PROJECT NO. 50097555
C9.08
SHEET NO. OF
Hydraulic Grade Line Computations
t.�.,
'�•�'�
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
St'IS-1 Inlet
JUNCTION LOSS
Inlet Water
Flow Entering
Inlet Station
Outlet Water
D°
Q°
L°
Ste%
H
Final H
Surface
Rim Elevation
System
Shaping
S
V°
H°
Q,
V,
QV;
V"/2g
H;
Angle
Ha
H,
1.3 H,
0.5 H,
Surface Elevation
Elevation
Through Drop
Provided?
(Enter Y or N)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(CFS)
1-5
551.200
15
4.60
54.00
0.514
0.28
4.97
0.10
0.00
0.00
0.00
0.00
0.00
0
0.00
0.10
0.12
N.A.
0.40
551.60
552.50
4.60
N
1-1
559.800
15
2.15
51.00
0.112
0.06
3.86
0.06
0.00
0.00
0.00
0.00
0.00
0
0.00
0.06
0.08
N.A.
0.13
559.93
562.50
2.15
N
DewberrycR,
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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SCALE
SCALE: 1" = 50'
0 501 1001
No. I DATE I BY I Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
STORMSEWER
MAPS AND
CALCULATIONS
PROJECT NO. 50097555
C9.08
SHEET NO. OF
41__t��Dewberry°
C
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
REVISIONS
DRAWN BY TMR
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CHECKED BY MCT
DATE MARCH 2018
TITLE
STORMSEWER
PROFILES
PROJECT NO. 50097555
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DITCH CALCULATIONS
4� Dewberry
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Dewberry
Computations
Ditch Computa
LP -265
PROJECT: soars Head Connector Road
DATE: 11/21/2017
DITCH IDENTIFICATION: 3-1 TO 3-61 DITCH TO STR 1-5I
COUNTY:
ENGINEER:
Ditch Computations
LD -les
Albemarle
HCG / Dewberry Consultants LLC
CONNECTOR ROAD
Ditch Computations
LD_26R
1r�
N
PROTECT:
11car's Head Connector Road
COMM
Albemarle
Ditch G
Hvicivaulllu
PROJECT:
Invert
Frm station To5ta'-cn LTUpstrcarn fbwrstrcam
DATE:
1161+2017
Moa
I
{Maes+
ENGINEER:
HCG /Dewberry Consultants LLC
C
0.3
1W
CA
Total
CA
Tt
{min}
SO yr
i
Iln/hr)
2yr
i
(IVhr)
10 yr
Q
(cis}
2yr
a
(Cfs)
Bottom
B
(ft)
Depth
Y
M1
Left
Slope
(HM
Right
Slope
(HM
Uning
Type
Lining
Width
(ft)
n
DRch
Curve?
R,(ftk
DITCH IDENTIFICATION: 2-1 {DRC" TO STR 1-91
l0Y
Depth
(ftl
low
Velocity
(ft/sec)
2yr
Depth
(ftl
Corrector Road
1ractive
Fottt"C
.1
Llning
Adeg7
IMaxV1
weill,011011110
000-0000 DU,,b D1 567 00 551.Ub
0.180
070
0 330
0.50
MID
0.30
0.390
Ditch Geometry
500
6.64
5.90
2.59
2.30
Hiril-Fic;
1.00
b 00
5 DO
Invert
Area
C
Area
C
Area
C
Inrr
Tool
Ti:
low
2yr
SOw
2yr
Bouorn
Depth
Left
Richt
Lining
Lining
n
DiLch
Dinh
Soy
10 yr
2yr
2yr
Tractive
Lining
UrvinK
Freer
eapaeitp
From Station
Downsrreern
to Station R1
1
0.9
2
0.5
3
0.3
CA
CA
003+16.00 003+66.00 559.40 557.50
i
i
Q
Q
6
Y
Slope
slope
Type
Width
5.70
Curve?
Slope
Depth
velocity
Depth
Velocity
Force "V
Adeo?
Adea?
board
Adeti?
0.60
Upstream
lacresk
. _ -
(acres
YES
(acres)
003+6+6X0 004+16.00 $57.50 555.40
0.613
OL90
(min!
{in/hrl
(iflAr)
Idil
101)
(ILI
(ft)
(WV)
III/VI
3.71
(rtk
0110
Ra {ft)
{rt/rt)
(nl
(it/-)
(hl
(Muck
NA
pus. v)
(Ate. I."
(ftl
0.63
017-75110
019-25,00 LT 562 00 558.00
0 280
0.70
0.290
0.50
0.010
0.30
0,400
0.400
5X0
6.64
5.90
2.66
2.36
4.00
Too
3.00
3 00
3EC2 TY3
6
0.054
NA
OXBO
0.21
271
0.20
2.61
1.05
YES
YES
0.79
YES
YTTS 032 YES
004,66.06 605+16,60 553.24 553,00
0,030
0.90
0.129
0.50
01150
0,30
0.107
0.763
5.00
6.14
5.40
4.69
4.12
QOO
1.00
3.00
7 W
3TC -2 Ty3
10
0.0%
NA
0X05
a.%
1.16
0,62
112
613
YES
YES 0.14 YES
4.00
1.00
19 Dewberry-
Dewberry
PROJECT: soars Head Connector Road
DATE: 11/21/2017
DITCH IDENTIFICATION: 3-1 TO 3-61 DITCH TO STR 1-5I
COUNTY:
ENGINEER:
Ditch Computations
LD -les
Albemarle
HCG / Dewberry Consultants LLC
CONNECTOR ROAD
Ditch Computations
LD_26R
1r�
N
Ditch G
Hvicivaulllu
PROJECT:
Invert
Frm station To5ta'-cn LTUpstrcarn fbwrstrcam
Area
1
)acres)
C
0.9
Moa
I
{Maes+
t
OS
Arca
3
(acres)
C
0.3
1W
CA
Total
CA
Tt
{min}
SO yr
i
Iln/hr)
2yr
i
(IVhr)
10 yr
Q
(cis}
2yr
a
(Cfs)
Bottom
B
(ft)
Depth
Y
M1
Left
Slope
(HM
Right
Slope
(HM
Uning
Type
Lining
Width
(ft)
n
DRch
Curve?
R,(ftk
Ditch
Slope
Ut)ftk
l0Y
Depth
(ftl
low
Velocity
(ft/sec)
2yr
Depth
(ftl
2yr
Vrlpcily
(ft/sec)
1ractive
Fottt"C
.1
Llning
Adeg7
IMaxV1
UrWrkg Free- Capaclty
Adeq? board Adeq?
IMaxr.'i (ft}
000-0000 DU,,b D1 567 00 551.Ub
0.180
070
0 330
0.50
MID
0.30
0.390
0 390
500
6.64
5.90
2.59
2.30
0.00
1.00
b 00
5 DO
LelSA'se
6
0,055
NA
0.022
0.53
1.65
0.51
r F1
0.37
YES
YES 0.47 ' •
002+65+00 003+16.00 551.06 559.40
0.90
0.070
050
0.060
0.30
0.053
0.443
5.00
6.54
5.90
2.90
2.57
0.00
1.00
6.00
3.00
E.Istlng
5
0.055
NA
0.033
0.56
2.07
0.53
_ -
056
YES
YES 0.44 .1.._
003+16.00 003+66.00 559.40 557.50
0.063
0.90
0.111
OSO
0.050
0.30
0.073
0.516
5.00
6.44
5.70
3.32
2.94
4.00
1.00
5.00
3.00
Emitting
5
0.055
NA
0.039
0.60
2.31
0.57
. _ -
0.68
YES
YES 0.40 i[s
003+6+6X0 004+16.00 $57.50 555.40
0.613
OL90
O -D84
0.50
Ml
0.30
(1.069
0-585
5.00
6.34
$.Go
3.71
3.28
0110
IDD
3.00
3.00
;-EC-2 Ty;
5
0.050
NA
0.042
0.66
2.82
0.63
2.73
0.82
YES
YES 0.34 YES
004+16.06 00446 00 SMAO 553.24
0.022
0.90
O.0T3
0.50
0.060
030
0.071
0-657
500
6.24
5.50
4.10
3.61
0.00
10)
3.00
340
3•EC-2TY3
5
0.050
NA
0.043
1 0.68
1 2.92
4.65
2-113
087
YES
YTTS 032 YES
004,66.06 605+16,60 553.24 553,00
0,030
0.90
0.129
0.50
01150
0,30
0.107
0.763
5.00
6.14
5.40
4.69
4.12
QOO
1.00
3.00
7 W
3TC -2 Ty3
10
0.0%
NA
0X05
a.%
1.16
0,62
112
613
YES
YES 0.14 YES
4.00
1.00
3.00
3.00
34C-2 Ty3
7
0.050
NA
0,022
0.37
1,98
0.35
1.91
651
YES
YES 6.63 YES
007440.00
007-90.00
552.60 550.20
0.0112
DAG
0.030
050
0.30
0.017
0.585
5.00
6.54
5.90
.;y
i_1-
Dewberry
Ditch Computations
LD_26R
1r�
PROJECT:
town's Head eannrQp Road
COUNTY:
Albemarle
DATE:
11/21/2017
ENGINEEIL
HCG / Dewberry Consultants LLC
DMH IDENTIFICATION:
4-1 TO 4-3 ISM. 1-6 OUTFALL)
CONNECTOR ROAD
Hvdrokev
Ditch
Hvilraitilics
Invert
Arra
C
Arra
{
Arca
C
rrxr
Total
Tc
lb yr
2yr
low
Iyr
Bottom
Depth
left
Right
Llning
Lining
n
Dt[dI
Ditch
MY
10 yr
2Yr
2yr
Tractive
Lining
UrWng Free- Capacity
Fran Staum
To Stowm
LT Up4FF Dowrstrcam
1
O.9
2
OS
3
0.3
CA
CA
i
r
R
0.
B
Y
Slope
Slope
Type
Width
Cwd
Slope
Depth
Veloi ty
Dsph
Vdodty
FgM'r
Adeg7
Adeg? board Adeg7
lanes)
(aoesk
(ntcresk
{min}
{ItI/hr)
IIMAr)
(e151
Icfs)
(fq
[ft}
(HM
{H/VI
fft1
R,(ftk
[ir/ftk
(ft}
(F[hecl
If1l
[f1lsec)
I '
(blaxvk
{u4axr,;, 1 (ft}
000-00.00
607-40.6)
56900 552.60
0,240
090
0.530
0.50
6290
0,30
0.569
0.568
5.00
6.64
5.90
3.77
3.35
4.00
1.00
3.00
3.00
34C-2 Ty3
7
0.050
NA
0,022
0.37
1,98
0.35
1.91
651
YES
YES 6.63 YES
007440.00
007-90.00
552.60 550.20
0.0112
DAG
0.030
050
0.30
0.017
0.585
5.00
6.54
5.90
3.112
3.39
4.00
TAD
3.00
3.00
3r -EC -2 Ty3
6
0.050
NA
0.049
0.30
2.59
0.28
2A9
0.90
YES
YES 0.70 YES
007+90.00
009+25.00
55020 549.20
D.030
D_90
0.025
0.50
0.30
0.022
0.606
5110
6.44
5.70
3.90
3.46
4110
1.D0
3.00
3110
3{{-2 Ty3
7
0.050
NA
0.029
0.35
I.18
0.33
210
0-63
YES
YES D.65 YES
41__���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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IV
Lic. No, 465 1 ,;
Ip G
SCALE
SCALE: 1" = 50'
0 50' 100'
No. I DATE I BY I Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
DITCH MAPS
AND
CALCULATIONS
PROJECT NO. 50097555
C9.09
SHEET NO. OF
1 7 - d R F
41__t��Dewberry°
C
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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Ap Lic. No. 465 1
Ai.E�G�
C
SCALE
SCALE: 1" = 50'
0 50' 100'
IV
L
No. DATE BY Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
CULVERT MAPS
AND
CALCULATIONS
PROJECT NO. 50097555
C901
SHEET NO. OF
C
FR
C
L:
G
1 7 - d F F
DET BASIN DA
Post Development 1 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
10
32,099.000
12.000
12.24
0-1
Post Development 1 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
10
32,051.000
12.050
11.25
Impervious Areas - Paved; curbs and storm
Post
0.000
0.000
0.000
0.000
545.00
98,000
Det Basin (IN)
Development 1
1
11,380.000
12.000
4.34
(N/A)
(N/A)
902.000
year
Open space (Lawns,parks etc.) - Good condition;
0.0
0.042
0.103
1,491.000
2,458.000
548.00
Post
0.250
0.0
0.0
74.000
grass cover a 75% - Soil C
0.0
Det Basin (OUT)
Development 1
1
11,358.000
12.100
2.53
546.68
1,902.000
0.0
year
sewers - Soil C
2.23
2.07
1.86
1.67
1.49
Det Basin (IN)
Post - 2 year
2
16,216.000
12.000
6.23
(N/A)
(N/A)
Det Basin (OUT)
Post - 2 year
2
16,188.000
12.150
3.13
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
0.0
0.000
0.000
0.000
0.000
545.00
98,000
0.110
0.0
0.0
98.000
sewers - Soil C
0.0
0.027
0.062
902.000
967.000
Open space (Lawns,parks etc.) - Good condition;
0.0
0.042
0.103
1,491.000
2,458.000
548.00
74,000
0.250
0.0
0.0
74.000
grass cover a 75% - Soil C
0.0
0.083
0.215
3,124.000
7,813.000
Impervious Areas - Paved; curbs and storm
98,000
0.420
0.0
0.0
98.000
sewers - Soil C
2.23
2.07
1.86
1.67
1.49
Open space (Lawns,parks etc.) - Good condition;
1.28
1.07
0.92
0.79
0.69
12.750
74,000
1.310
0.0
0.0
74.000
grass cover > 750/n - Sail C
0.38
0.37
0.35
0.34
0.33
Woods - good - Soil C
70.000
0.770
0.0
0.0
70.000
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
2.860
(N/A)
(N/A)
77371
544.70
0.0
0.000
0.000
0.000
0.000
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
0.0
0.042
0.103
1,491.000
2,458.000
548.00
0.0
0.061
0.154
2,231.000
4,689.000
549.00
0.0
0.083
0.215
3,124.000
7,813.000
Orifice -Area
Orifice - 1
Forward
Culvert - 1
544.70
549.00
Rectangular Weir
Weir - 1
Forward
Culvert - 1
547.40
549.00
Culvert -Circular
Culvert - 1
Forward
TW
544.70
549.00
Tailwater Settings
Tailwater
0.06
0.07
(N/A)
(N/A)
10.500
0.00
0.00
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
2.38
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
13.000
0.38
0.37
0.35
0.34
0.33
13.250
0.32
0.31
0.30
0.30
0.29
13.500
0.28
0.28
0.27
0.26
0.26
13.750
0.25
0.24
0.24
0.23
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
0.19
0.19
0.19
0.19
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
0.17
0.17
0.16
0.16
0.16
15.500
0.16
0.16
0.15
0.15
0.15
15.750
0.15
0.15
0.14
0.14
0.14
16.000
0.14
0.14
0.14
0.13
0.13
16.250
0.13
0.13
0.13
0.13
0.13
16.500
0.13
0.13
0.13
0.13
0.13
16.750
0,12
0,12
0.12
0.12
0.12
17.000
0.12
0.12
0.12
0.12
0.12
17.250
0.12
0.12
0.12
0.12
0.12
17.500
0.11
0.11
0.11
0.11
0.11
17.750
0.11
0.11
0.11
0.11
0.11
18.000
0.11
0.11
0.11
0.11
0.11
18.250
0.10
0.10
0.10
0.10
0.10
18.500
0.10
0.10
0.10
0.10
0.10
18.750
0.10
0.10
0.10
0.10
0.10
M000
0.09
0.09
0.09
0.09
0.09
19.250
0.09
0.09
0.09
0.09
0.09
19.500
0.09
0.09
0.09
0.09
0.08
19.750
0.08
0.08
0.08
0.08
0.08
20.000
0.08
0.08
0.08
0.08
0.08
20.250
0.08
0.08
0.08
0.08
0.08
20.500
0.08
0.08
0.08
0.08
0.08
20.750
0.08
0.08
0.08
0.08
0.08
21.000
0.08
0.08
0.08
0.08
0.08
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
0.07
0.07
0.07
0.07
0.07
22.500
0.07
0.07
0.07
0.07
0.07
22.750
0.07
0.07
0.07
0.07
0.07
23.000
0.07
0.07
0.07
0.07
0.07
23.250
0.07
0.07
0.07
0.07
0.07
23.500
0.07
0.07
0.07
0.07
0.07
23.750
0.07
0.07
0.07
0.07
0.07
24.000
0.07
(N/A)
(N/A)
(NIA)
(N/A)
9.650
0.00
0.00
0.00
0.00
0.01
9.900
0.01
0.01
0.01
0.01
0.01
10.150
0.02
0,02
0.02
0.02
0.03
10.400
0.03
0.03
0.04
0.04
0.04
10.650
0.05
0.05
0.06
0.06
0.07
10.900
0.08
0.08
0.09
0.10
0.10
11.150
0.11
0.13
0.14
0.15
0.17
11.400
0.18
0.20
0.22
0.25
0.31
11.650
0.42
0.61
0.81
1.10
1.50
11.900
1.93
2.38
2.74
3.00
3.12
12.150
3.13
3.05
2.94
2.80
2.66
12.400
2.51
2.32
2.14
1.94
1.73
12.650
1.54
134
1.13
0.97
0.85
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
0.38
0.37
0.36
13.650
0.35
0.35
0.34
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
0.27
14.400
0.26
0.26
0.26
0.26
0.25
14.650
0.25
0.25
0.25
0.25
0.24
14.900
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
0.19
0.19
0.18
0.18
16.150
0.18
0.18
0.18
0.17
0.17
16.400
0.17
0.17
0.17
0.17
0.17
16.650
0.17
0.17
0.17
0.17
0.16
16.900
0.16
0.16
0.16
0.16
0.16
17.150
0.16
0.16
0.16
0.16
0.16
17.400
0.15
0.15
0.15
0.15
0.15
17.650
0.15
0.15
0.15
0.15
0.15
17.900
0.15
0.14
0.14
0.14
0.14
18.150
0.14
0.14
0.14
0.14
0.14
18.400
0.14
0.14
0.13
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
0.12
19.150
0.12
0.12
0.12
0.12
0.12
19.400
0.12
0.12
0.12
0.11
0.11
19.650
0.11
0.11
0.11
0.11
0.11
19.900
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
0.10
0.10
0.10
0.10
0.10
20.900
0.10
0.10
0.10
0.10
0.10
21.150
0.10
0.10
0.10
0.10
0.10
21.400
0.10
0.10
0.10
0.10
0.10
21.650
0.10
0.10
0.10
0.10
0.10
21.900
0.10
0.10
0.10
0.10
0.10
22.150
0.10
0.10
0.10
0.10
0.10
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
0.09
23.400
0.09
0.09
0.09
0.09
0.09
23.650
0.09
0.09
0.09
0.09
0.09
23.900
0.09
0.09
0.09
(N/A)
(N/A)
7.600
0.00
0.00
0.00
0.00
0.00
7.850
0.01
0.01
0.01
0.01
0.01
8.100
0.01
0.01
0.02
0.02
0.02
8.350
0.02
0.02
0.03
0.03
0.03
8.600
0.03
0.03
0.04
0.04
0.04
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
0.08
0.08
0.08
9.600
0.09
0.09
0.09
0.10
0.10
9.850
0.11
0.11
0.12
0.12
0.13
10.100
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
0.24
0.25
0.26
10.850
0.28
0.29
0.31
0.33
0.35
11.100
0.37
0.39
0.41
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
10.82
11.25
12.100
9.78
7.19
4.71
3.32
3.10
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
0.68
0.66
0.63
0.61
0.59
13.850
0.58
0.56
0.55
0.54
0.52
14.100
0.51
0.50
0.49
0.48
0.48
14.350
0.47
0.47
0.46
0.46
0.45
14.600
0.45
0.45
0.44
0.44
0.43
14.850
0.43
0.42
0.42
0.41
0.41
15.100
0.41
0.40
0.40
0.39
0.39
15.350
0.38
0.38
0.37
0.37
0.37
15.600
0.36
0.36
0.35
0.35
0.34
15.850
0.34
0.33
0.33
0.33
0.32
16.100
0.32
0.31
0.31
0.31
0.30
16.350
0.30
0.30
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
0.25
0.25
0.25
0.25
0.25
18.100
0.25
0.24
0.24
0.24
0.24
18.350
0.24
0.24
0.23
0.23
0.23
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
0.21
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
0.19
0.18
0.18
20.100
0.18
0.18
0.18
0.18
0.18
20.350
0.18
0.18
0.18
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
0.17
0.17
21.600
0.17
0.17
0.17
0.17
0.17
21.850
0.17
0.17
0.17
0.17
0.17
22.100
0.16
0.16
0.16
0.16
0.16
22.350
0.16
0.16
0.16
0.16
0.16
22.600
0.16
0.16
0.16
0.16
0.16
22.850
0.16
0.16
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
0.15
0.15
0.15
(N/A)
DewberrycR,
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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0 50' 100'
No. DATE BY Descrlptlon
REVISIONS
DRAWN BY
APPROVED BY
CHECKED BY
nnTi=
MARCH 2018
DETENTION
BASIN DETAILS
PROJECT NO. 50097555
C9.1 1
C
C
1 7 A F F
112"
MAX'
NOTE: HS -20 RATED
1'_II IUllll
CASTING SHALL
BE ADA COMPLIANT TOP
WITH 1/2" OPENINGS
PRECAST CONCRETE
DRAINAGE STRUCTURE
TOP WEIR WA'
INV. EI. 547.4
INLET SHAPING
PER VDOT IS -1
19 3/4"'
18" MIN.'
SECTION A A
YARD INLET GRATE DETAIL
INLET GRATE FRAME AND COVER. SEE DETAIL THIS SHEET.
BOLT FRAME TO STRUCTURE
a
18" SQUARE ADA GRATE
(SEE DETAIL)
4' MA
FLEXIBLE BOOT
CONNECTOR
B �
a
a
STORM PIPE —�
MIN. 6" BEDDING
WITH X68 STONE
N.T.S.
x2' INSIDE DIMENSION'
SECTION VIEW TOP VIEW
NOTES:
1. PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4,000 PSI.
2. ALL JOINTS, LIFT HOLES, INLETS, AND OUTLETS SHALL BE SEALED WITH NON—SHRINK
GROUT INSIDE AND OUT. THE EXTERIOR SURFACE OF THE MANHOLE SHALL BE
WATERPROOFED USING BITUMASPC WATERPROOFING. SEE MANHOLE JOINT DETAIL.
3. MINIMUM ELEVATION DIFFERENCE ACROSS THE MANHOLE FROM INLET TO OUTLET SHALL BE
0.1 FEET FOR STRAIGHT RUNS AND 0.25 FEET FOR CHANGES IN DIRECTION.
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 SHAPING PER THE VDOT STANDARD METHOD OF SHAPING MANHOLE AND
INLET INVERTS DETAIL (IS -1).
YARD INLET DETAIL
CONCRETE FOOTER
WATEf.
ORIFICE - 1.0' x 6"
PLAN VIEW
TOP WEIR V
WATER QUANTITY f~—I� EL. 547.40'
ORIFICE - 1.0' x 6"
INV. FL 544.70' H+3" METAL DEBRIS RACK NOT
SHOWN - SEE VDOT ROA[
& BRIDGE STD. SWM -DR
PAGE 114.05
L WATER QUHiv
SEE VDOT STANDARD EW -1 ENDWALL FOR ORIFICE - 1.0' x 6"
NV. EI. 544.70
ENDWALL FOR DIMENSION AND NOTES
FRONT VIEW
N.T.S.
C I �7, A-7 A n
SEE VDOT STANDARD EW -1 ENDWALL FOR
ENDWALL FOR DIMENSION AND NOTES
NOTE. CAST -IN-PLACE CONCRETE SHALL BE CLASS A3.
REINFORCING STEEL SHALL BE GRADE 60.
J U
SIDE VIEW
MODIFIED EW -1 WITH WEIR WALL DETAIL
FLOW
ONCRETE
RADLE
REQ'D
N.T.S.
FIGURE A-6
SPEED TABLE / RAISED INTERSECTION
R;Drrip Up
A,
Tabl
M
Ramp Up
A _
as
wf
•I
A,
Tabl
1
Ramp Up
A _
11 _p Cross section AA
Flat "table" area
22'-0"
NOTES:
1. The flat "table" area length of 11 feet accommodates the typical passenger car wheelbase entirely
on the top, but can be extended to accommodate other vehicles if desired. A length of 20 feet
accommodates the typical single unit truck (AASHTO SU -30).
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"
occurs prior to entering the intersection and the flat table area encompasses the entire area of
intersection for the approaching streets and therefore in most cases will exceed 11 feet.
4. Leave gutter pan open to facilitate drainage.
5. A 12" wide, 1" depth grind around the perimeter of the device is recommended in order to allow
the surface course to be keyed into the pavement for a more durable application, particularly for
snow plowing.
6. Per the 2009 MUTCD:
i. Section 3B.25 —speed hump (table) markings are not required but if used they must
comply with options per Section 3B.25.
ii. Section 2C.29 - warning sign W 17-1 is optional but if used, should include the advisory
speed plaque (W13-1) and; the sign may use "Speed Bump" instead of "Speed Hump."
59Page
SPEED TABLE DETAIL
SOURCE: VDOT TRAFFIC CALMING GUIDE FOR NEIGHBORHOOD STREETS, REV. 11/17
VDOT CLASS 1 RIPRAP
AS REQUIRED BY 2' GRAVEL DIAPHRAGM
CONCENTRATED FLOW LEVELSPREADER
FROM PIPE VDOT #8 STONE CLEAN WASHED
LENGTH = 19 FT
� 3:1
2'
GEOTEXTILE FILTER FABRIC 4'
GRAVEL FLOW SPREADER DETAIL
N.T.S.
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)
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Lic. No, 465 1
3 ���� w
Ai.E�G�
No. DATE BY Descrlptlon
REVISIONS
DRAWN BY
APPROVED BY
CHECKED BY
DATE
TITLE
0
TMR
DMK
MCT
MARCH 2018
CONSTRUCTION
DETAILS
PROJECT NO. 50097555
C10.01
SHEET NO.
OF
41__t��Dewberry°
C
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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Ap Lic. No. 465 1
Ai.E�G�
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SCALE
SCALE: 1" = 20'
now
0 20' 40'
IV
L
No. DATE BY Descrlptlon
REVISIONS
DRAWN BY TMR
APPROVED BY DMK
CHECKED BY MCT
DATE MARCH 2018
TITLE
LANDSCAPING
PROJECT NO. 50097555
C 11
0 1
■
SHEET NO. OF