HomeMy WebLinkAboutWPO202100063 Plan - VSMP 2022-10-28SITE DATA
OWNER: E L & ANN P PHILLIPS
PHILIPS LIVING TRUST
ETAL C/O CAROLINE MOLINA-RAY
6704 MENCHACA ROAD
UNIT 33
AUSTIN, TX 78745
DEVELOPER:
TOWNE DISTRICT LLC.
142 SOUTH PANTOPS DRIVE
CHARLOTTESVILLE, VA 22911
PLAN PREPARER: ROUDABUSH, GALE, & ASSOCIATES
999 SECOND STREET, STE 201
CHARLOTTESVILLE, VA. 22902
(434)-977-0205
TAX MAP PARCEL No: 06200-00-00-016AO
TOTAL PARCEL AREA: 80.77 AC (PORTION OF TMP 62-16A)
ZONING:
R4 RESIDENTIAL
CURRENT USE:
2 EXISTING SINGLE FAMILY
DETACHED (SFD) HOMES
R4 STANDARD DENSITY:
4 DU/AC
ALLOWABLE UNITS:
4 DU/AC - 323 D. U.
PROPOSED USE:
PHASE 1 697,641 S.F.
= 16.02 ACRES TOTAL
571,773 S.F.
= 13.13 ACRES LOT AREA
125,868 S.F.
= 2.89 ACRES ROW AREA
PHASE 2
848,122 S.F.
= 19.47 ACRES TOTAL
706,791 S.F.
= 16.23ACRES LOT AREA
141,331 S.F.
= 3.24 ACRES ROW AREA
PHASE 3
585,701 S.F.
= 13.45 ACRES TOTAL
501,367 S.F.
= 11.51 ACRES LOT AREA
84,334 S.F.
= 1.94 ACRES ROW AREA
PHASE 4
289,544 S.F.
= 6.65 ACRES TOTAL
216,101 S.F.
= 4.96 ACRES LOT AREA
73,443 S.F. =
1.69 ACRES ROW AREA
TOTAL DISTURBED AREA:
62.27 AC (PHASED CONSTRUCTION
ALLOWS FOR OVERALL LAND DISTURBANCE)
REQUIRED HOA OPEN SPACE:
PER ZONING (25% MIN. PER
PHASE, POTENTIALLY NON OPEN -FOREST)
4.00 Acres - PHASE 1
4.87 Acres - PHASE 2
3.36 Acres - PHASE 3
1.66 Acres - PHASE 4
FOREST/OPEN SPACE / BMP's: 18.5 ACRES - DEDICATED FOREST/OPEN TOTAL
PHASE 1: LVL 1, EXT D DETENTION, (2) E.L.S. OUTFALL; 4 ac FOS
PHASE 2: LVL 1 FILTRATION, 2.1 ac. FOREST OPEN SPACE
PHASE 3: LVL 1 FILTRATION, 8.Oac. FOREST OPEN SPACE
PHASE 4: LVL 1 EXT D DETENTION, 10.4ac. FOREST OPEN SPACE
HUC NUMBER: 02080204
OFFSITE NUTRIENT CREDITS: 15.79 LBS/AC/YR NUTRIENT CREDITS FROM
OFFSITE NUTRIENT BANK ISLAND HILL SUBDIVISION
-- 17.1 LBS/AC/YR ORIGINAL
16.85 LBS CREDITS REMAINING
FOREST OPEN SPACE EASEMENT
CIRCUIT COURT OF FLUVANNA, VA. INST# 210001961
VSMP & SWPP
WPO#202100063
TM P 62-16A
RIO MAGISTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA
VICINITY MAP
SCALE: 1 "=1000 FEET
Sheet List Table
Sheet Number
Sheet Title
1
COVER SHEET
2
PROJECT NOTES & OVERALL PLAN
3
SOILS & EXISTING CONDITION PLAN
4
CONSTRUCTION ACCESS & DEMOLITION PLAN
5
EROSION & SEDIMENT CONTROL NARRATIVE
6
EROSION & SEDIMENT CONTROL PLAN - PHASE 1
7
EROSION & SEDIMENT CONTROL PLAN - PHASE II
8
EROSION & SEDIMENT CONTROL DETAILS
9
SEEDING & STABILATION NOTES
10
PRE -DEVELOPMENT DRAINAGE MAP
11
POST -DEVELOPMENT DRAINAGE MAP
12
DITCH 1-4 PROFILES
13
DITCH 5-9 PROFILES
14
DITCH 10-12 PROFILES
15
STORMWATER OUTFALL COMPLIANCE
16
SB1 & SWM'A POND CONVERSION
17
SB1 & SWM'A POND CONVERSION
18
SB2 & SWM 'B' &'C' POND CONVERSION
19
SB3 & SWM 'D' POND CONVERSION
20
SB4 & SWM 'E' POND CONVERSION
21
STORMWATER MANAGEMENT DETAILS
22
LAND USE, MAINTENANCE & INSPECTION
23
BASIN & STORMWATER DETAILS
24
SWM1 OUTFALL & ELS1
25
PH.1 DITCH OUTFALL & ELS2
26
PH. 2 DITCHES & ELS3
27
LOT FINAL BUILDOUT PLAN
28
DRAINAGE & STABIZATION DETAILS
TOTAL SHEETS = 28
APPROVALS
DEPARTMENT
SIGNATURE
DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
ENGINEERING
INSPECTIONS
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DESIGNER:
CCM
PRODUCTION
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DATE:
28 OCT 22
SCALE:
1" = 1 000'
JOB:
20.1674
WPO:
2021-00063
SHEET:
1 OF 28
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS SITE DATA
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK
PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. PROPOSED IMPERVIOUS AREA 27.5 ACRES
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM
J I TMP 62A3-`1 B - LI I j II I STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS PROPOSED MANAGED TURF AREA 34.77 ACRES
BELVEDERE LONGjl III l I VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
HOLDINGS INC / / 111 ll; / I" 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
ZONING: NMD y _ _ / l/ll J I 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. FOREST/OPEN SPACE PROVIDED: 18.5 ACRES
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT
I
1 l 1
62-16D \� r \\ \ >� \ j l I /r ` j l/ I I \ \ � � LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL MAGISTERIAL DISTRICT: RIO MAGISTERIAL DISTRICT
( 1 l \ \ BELVEDERE LONG \ \ \\ / / / / / / / / \ PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
/ I
HOLDINGS lNC \ � \ \ ` �-- , O / / / / I / j r / TMP 62-2C \\ \ 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO CRITICAL SLOPES: PRESERVED &MANAGED SLOPES SHOWN PER APPROVED STEEP SLOPE
ZONING: R4 \ \ \ -In
l I COUNTY OF ALBEMARLE \ PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. EXHIBIT BY ROUDQABUSH, GALE & ASSOCIATES, DATED 03/23/21.
/ ZONING: NMD \ \ \ 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING
I I \ ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. THERE SHALL BE NO DISTURBANCE, BUILDINGS SITES OR STRUCTURES
�✓� ��/ I I \ / / / O ) I l \ \ \_ // /// / \ \ \ 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. PROPOSED, PERMITTED OR ALLOWED ON ANY EXISTING SLOPES
TMP 62F1-D\\ \ \ \\ i /// / �a \ 1 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF- PRODUCING GREATER THAN 4:1. PRESERVED STEEP SLOPES ARE SHADED; SEE
DUNLORA COMMUNITY I O \� \ \\ \ �i� / / t \ ) RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES LEGEND.
ASSOCIATION INC. ________________-_ _ SHALL BE MADE IMMEDIATELY.
\ ZONING: R4 / I O \/ j / // / - I \ it \ \ \) 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. STORMWATER MANAGEMENT: (3) LEVEL 1 FILTRATION FACILITY (SPECIFICATION #12)
/ // I / / / / I ❑ ❑ 5 1 / / _ SWM A \ \ I 1 l) i\ 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF (2) LEVEL 1 EXTENDED DETENTION FACILITY (SPECIFICATION #15)
_ ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. (3) ENGINEERED LEVEL SPREADER (E.L.S)
CDr - / / / / 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28.
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. WATERSHED: THE SITE LIES IN THE RIVANNA RIVER WATERSHED
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM
TO 9:OOPM. H.U.C. #: HUC 8: 02080204, HUC 12: 020802040401
i \ \ - -� // ` 7/► I\ /Ili l I I I RIVER ACCESS X-ING \\) 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR ORDER TO
\ WETLA SDSIMPACTS \\ SMINIMIZE ANY HAZARD TO TREET BECAUSE SLIDES, SIN
OK NG, OR ICALA SEAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC BOUNDARY SOURCE: ALTA SURVEY ASSOCIATES, INC.PARED JULY 24, 2020 BY ROUDABUSH, GALE AND
E.L.S. #3'"'
/ 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER
MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE TOPOGRAPHY: BARE EARTH DEM FROM LIDAR, SOURCE VGIN (2016). POINT CLOUD DATA
/ �\//// SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. FILTERED BY ROUDABUSH, GALE AND ASSOCIATES, INC.
( r \ a //// / \\ 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE
SWM B MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH BENCHMARK: SURVEY CONTROL POINT "D3" FROM ALTA SURVEY FIELDWORK
/ I SWM 'C' - 0- l l III \ \ \ \ t r� Jfr I) AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE PERFORMED JUNE 22, 2020 BY ROUDABUSH, GALE AND ASSOCIATES, INC.
I WETLAND ��L \ 1 \ / I I I �\ \ / I\ APPLIED AT 80LBS/ LOOSF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR.
L� IMPACTS gG �..-.' i �v C� I I / J I / I I \ \) \ 1)\ \ \\ 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE DATUM HORZ: NAVD 83; VERT: NAVD 88
3�315 S.F. / i �" / / / / / / / / // / I LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE
_ / / - / 1 / / 1 -I- �T�r_ flT-� I E.L.S. #2 APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE FLOODPLAIN: A PORTION OF THE PROJECT SITE SHOWN HEREON IS LOCATED WITHIN
AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW FLOOD HAZARD ZONE "AE" FOR A 100-YEAR FLOOD AS SHOWN ON FEMA
MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL MAP 51003CO279D, EFFECTIVE 2/3/2005. THIS DETERMINATION HAS BEEN
SWM C / / / % \ \) I ///// / / INSPECTOR. MADE BY GRAPHIC METHODS, NO ELEVATION STUDY HAS BEEN
// / // I 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO PREFORMED AS A PORTION OF THIS PROJECT.
/ STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE
VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF STREAM BUFFER: THERE ARE STREAM BUFFERS LOCATED ON THE PROJECT SITE.
GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND NO IMPACTS ARE PLANNED OR ANTICIPATED
\ �� I I I I I REPAIRED IMMEDIATELY.
- - - - - 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE HISTORICAL SIGNIFICANCE: COORDINATION WITH FOR PRESERVATION OR RELOCATION OF EXISTING
_ _ _ / STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL STRUCTURES AND/OR ARTIFACTS SHALL BE DIRECTED BY THE OWNER. 1� ` _ i c s t )' \III\I I I I I Ill/I INSPECTOR. CEMETERIES: AN EXISTING CEMETARY EXISTS WITHIN THE SUBJECT PARCEL AND WILL
PHA JV
GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT FACILITIES REMAIN.
l /// /// I / THE SUBJECT PROPERTY IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT.
( 11 TMP 62-16C 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL
SWM 'E' SWM E t - - 1 // / / � / )� �� I1I / N/F MORGOGLIONE, THERESA E OR ✓OHN D SCHUTTE FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING THIS SITE IS NOT LOCATED WITHIN THE WATERSHED OF A COUNTY, PUBLIC WATER SUPPLY RESERVOIR.
WETLAND � ` _ � / / / /// ////Ill ZONING: R4 CONSTRUCTION OF SEDIMENT BASIN DAMS.
I / I IMPACTS / / / / / /j/ / / I 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT
\IIIII 250 0 250 500 750 FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE
I l � COUNTY EROSION CONTROL INSPECTOR
\\ ( k _��---- SCALE: I"=250' r
_/// _' / GENERAL NOTES
� COUNTY OF ALBEMARLE
1. EXISTING UTILITIES THE LOCATION OF EXISTING SEWER, WATER, POWER, GAS, TELEPHONE, AND OTHER UTILITIES AND STRUCTURES WHICH ARE LOCATED1° " Department of Community Development
ACROSS, UNDERNEATH, ALONG AND WITHIN THE LIMITS OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY
APPROXIMATELY CORRECT. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE UNDERGROUND PROTECTION CENTER ("MISS UTILITY) AT Construction Record Drawings (As -built) for VSMP
/Cx, f - _ 1-800-552-7001 AND, AT HIS OWN COST, VERIFY THE LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES WITHIN THE LIMITS OF CONSTRUCTION. HE SHALL
NOTIFY THE ENGINEER IMMEDIATELY IF THERE APPEARS TO BE A CONSTRUCTION CONFUCT OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLAN. THE
CONTRACTOR SHALL BE LIABLE FOR ALL DAMAGE DONE TO ANY STRUCTURES OR PROPERTY THROUGH HIS CARELESSNESS OR NEGLIGENCE. ANY GRADE The following is a list of information required on construction record drawings for
STAKES, HUBS, ETC. DESTROYED WILL BE REPLACED AT THE CONTRACTORS EXPENSE. THE CONTRACTOR SHALL NOTIFY THE APPLICABLE GOVERNMENTAL
PUBLIC WORKS, PUBLIC UTILITY DEPARTMENT/ VDOT AT LEAST 24 HOURS PRIOR TO START OF WORK ON THE PROJECT. StOrmWater faC111t1eS (reference Water Protection Ordinance 1%-422). It ZS preferable that the
2. MATERIALS AND WORKMANSHIP ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF: construction record drawing be prepared by someone other than the designer. Please do not
A. THE 2016 VDOT ROAD AND BRIDGE ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES B. THE2016VDOTROADANDBRIDGESTANDARDS Ns. provide design drawings as construction record drawings.
C. THE CURRENT 2015 REVISION TO THE 2005 WORK AREA PROTECTION MANUAL A. A signed and dated professional seal of the preparing engineer or surveyor.
GENERAL CONSTRUCTION NOTES D. APPLICABLE COUNTY OF ALBEMARLE ORDINANCES AND REGULATIONS B. The name and address of the firm and individualpreparingthe drawingson the title sheet.
E. THE LATEST RULES AND REGULATIONS GOVERNING CONSTRUCTION DEMOLITION AND EXCAVATION AS ADOPTED BY THE SAFETY CODES COMMISSION
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY INCLUDING 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE OF THE COMMONWEALTH OF VIRGINIAAND OSHA. C. The constructed location of all items associated With each facility, and the inspection records to verify
3. DEVIATION FROM PLANS NO DEVIATION FROM THESE PLANS WILL BE ALLOWED WITHOUT PRIOR WRITTEN APPROVAL OF THE OWNER proper dimensions materials and installation. The items include but are not limited to the following:
CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED P Ire g
ENGINEER AND AFFECTED GOVERNMENTAL AGENCIES. 1. Inspection Records andphotographs for 1 trenches and bedding, g
DEPARTMENT OF TRANSPORTATION DOT .THIS PLAN AS DRAWN MAY NOT ACCURATELY NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. p pipe g, including underdrains.
(V ) CLEARING AND GRUBBING 4. 2. Video Pipe Inspection for an pipes which are not accessible or viewable.
11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, P P Y P P
REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE A. ALL GROWTH OF TREES, OTHER VEGETATION AND OBJECTIONABLE DEBRIS SHALL BE CLEARED AND GRUBBED FROM THE PROPOSED PAVED AND 3. Updated Location with eo-coordinates of all facilities.
OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. P g
BUILDING AREAS AS WELL AS AREAS INDICATED TO BE GRADED ON THE PLANS.
REQUIREMENTS OF THE PERMIT SHALL GOVERN. 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE B. ALL CLEARING AND GRUBBING WITHIN THE UTILITY EASEMENTS AND SPECIAL FILL AREAS SHALL BE TO THE LENGTH AND WIDTH NECESSARY TO 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD CONSTRUCT THE IMPROVEMENTS SHOWN ON THE PLANS. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey
AND STANDARDS OF UNLESS OTHERWISE NOTED. PROFILES. C. ALL TREES, BRANCHES, VEGETATION AND DEBRIS SHALL BE DISPOSED OF IN A LEGAL MANNER ACCEPTABLE TO THE OWNER AND ENGINEER. BURNING of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required
3. EROSION AND SILTATION ON C CONTROL MEASURES SHALL PROVIDED IN ACCORDANCE WITH THE 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE PERMITS WILL BE OBTAINED BY THE CONTRACTOR AT HIS EXPENSE. for alterations from the design.
APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED
ALLED PRIOR TO ANY CLEARING, DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE D. ALL TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED SO AS TO OBTAIN THE MAXIMUM 6. Plants, location and type.
GRADING OR OTHER CONSTRUCTION. SIGHT DISTANCE AT EACH INTERSECTION
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. CONDUCTED IN ACCORDANCE WITH VDOTS VIDEO CAMERA INSPECTION PROCEDURE AND WITH A 6. TOPSOIL STRIPPING CONTRACTOR SHALL REMOVE TOPSOIL TO ITS ENTIRE DEPTH FROM ALL AREAS TO BE GRADED AND OR FILLED. HE SHALL 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALNERTICAL). WHERE REASONABLY VDOT OR COUNTY INSPECTOR PRESENT. STOCKPILE OR REMOVEIREPLACEIAMEND THE TOPSOIL AT OWNERS DIRECTION. installed type of drainage stractures, culvert/pipe size, weirs, materials, inlets or end treatment(s),
OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 7. GRADING inlet and outlet protection, alignment and invert elevations compared to design.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF A. ROADWAYS, EASEMENTS, AND SPECIAL FILL AREAS TO BE GRADED AND COMPACTED TO THE FINISHED SUBGRADE OR GRADES AS SHOWN ON THE 8. Computations: For significant deviations from design, provide sealed computations verifying that
THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A PLANS. OWNER SHALL HAVE REPRESENTATIVE SUBGRADE CBR TEST RUN AND SHALL REPORT TO THE OWNER, ENGINEER, AND ANY AFFECTED the as -built condition is equivalent Or better than design.
GOVERNMENTAL AGENCIES ANY CONTINUALLY SATURATED OR POOR SOILS; IF TESTED, RESULTS WHICH SHOW A CBR OF LESS THAN 10 SHALL BE 9. Ditch Lines -Display the constructed location of all ditch lines and channels, including typical
DRAINAGE CHANNEL. ADDRESSED AND RESOLVED TO MEET THE MINIMUM REQUIREMENTS. IN SUCH CASE ROAD PAVEMENT DESIGN MAY HAVE TO BE RE -DESIGNED TO
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM MEET WITH THE ACTUAL SOIL CONDITIONS ENCOUNTERED. sections and linings.
TRAFFIC CONTROL DEVICES. ALBEMARLE COUNTY E S C NOTES IF UNSUITABLE MATERIAL IS ENCOUNTERED WITHIN THE ROADWAY, PARKING AREA OR ANY SPECIAL FILL AREA, IT SHALL BE REMOVED FROM THE 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS ENTIRE PROPOSED PAVED AREA OR FILL AREA AND REPLACED WITH SELECT BACKFILL WHICH IS SUITABLE FOR ROADWAY (OR BUILDING SITE) must be within platted easements. Provide copies of recorded documents.
CONSTRUCTION AS PER 'VDOT REQUIREMENTS AND ANY SPECIAL REQUIREMENTS OF THE COUNTY OWNER ENGINEER AND ANY AFFECTED
III. 1. SILT FENCE, SEDIMENT TRAPS AND OTHER PROTECTIVE MEASURES SHALL BE PROVIDED IN AREAS GOVERNMENTAL AGENCIES. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS WHERE SEDIMENT FROM DISTURBED AREAS MAY LEAVE THE SITE AND MUST BE PROPERLY INSTALLED C. FILL AND BACKFILL MATERIAL SHALL BE COMPACTED TO 95% STD. PROCTOR DENSITY AT OPTIMUM MOISTURE t2 % UNLESS SPECIFIED OTHERWISE provisions; fences, guardrail, including the type, length and applied end treatments, compared to
FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). BEFORE LAND DISTURBANCE. THESE MEASURES MUST REMAIN INSTALLED AND MAINTAINED UNTIL ON THE PLAN. design.
ADEQUATE STABILIZATION IS ACHIEVED AS DETERMINED BY THE PROGRAM AUTHORITY. D. ALL GRADING OPERATIONS SHALL BE DONE IN SUCH A MANNER SO AS TO PROVIDE POSITIVE DRAINAGE AT ALL TIMES. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be Verified as to
E. FILL AREAS SHALL BE ELEVATED IN 8" LIFTS, COMPACTING AFTER EACH LIFT. material types and depths. Include inspection reports, borin or test it reports and materials
GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL 2. ALL EROSION MEASURES ARE SUBJECT TO INSPECTION PERIODICALLY AND AFTER EACH F. AT ALL ROAD INTERSECTIONS IN A CUT SECTION, THE BACK SLOPES AND VEGETATION SHALL BE CUT BACK SO AS TO PROVIDE THE BEST POSSIBLE pg p
CONSTRUCTION NOTES) certifications. Biofilter media must be an approved state mix.
RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS TO MAINTAIN THE EFFECTIVENESS SIGHT DISTANCE.
OF THE EROSION CONTROL DEVICES AND CLEANUP OF SEDIMENTATION MUST BE MADE IMMEDIATELY. G. STANDARD SPRING BOXES (SBA) AND ROADWAY UNDERDRAN SYSTEM (UNDER -DRAINS & CROSS -DRAINS) WILL BE INSTALLED AT LOCATIONS SHOWN 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable.
14. Compaction reports are required to veri fill compaction in dams.
1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE IF EROSION CONTROL MEASURES ARE FOUND TO BE INADEQUATE, OR IN NEED OF REPAIR, BY A AL THE ROAD PLANS OR WHEREVER FIELD CONDITIONS WARRANT. p pverify p
BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY COUNTY INSPECTOR, YOU WILL BE NOTIFIED. A FEE OF $150 WILL BE CHARGED FOR EACH H. ALL PIPE CULVERTS AND STORM SEWER SYSTEMS WITHIN THE SPECIFIED
RIGHT OF WAY SHALL UTILIZE THE PIPE DIAMETER AND BE CONSTRUCTED OF 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning.
DEVELOPMENT (296- 5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. THE SPECIFIED MATERIAL, HAVING A MINIMUM COVER AS SPECIFIED PLACED
THE PLANS.
REINSPECTION THAT IS NECESSARY. I. BACKFILL FOR ALL UTILITIES WITHIN PROPOSED STREETS SHALL BE PLACED GENERALLY IN ACCORDANCE WITH COUNTY OF ALBEMARLE SEWER AND
2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE 3. A TEMPORARY STONE CONSTRUCTION ENTRANCE SHALL BE PROVIDED WHEREVER TRAFFIC WILL BE WATER SPECIFICATIONS(ACSA) AND SPECIFICALLY IN ACCORDANCE WITH VDOT SPECIFICATIONS FOR BACKFILLING AROUND UTILITIES AND THE
CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE 3 COPIES
() LEAVING A CONSTRUCTION SITE AND WHERE THERE EXISTS THE POSSIBILITY OF TRANSPORTING MUD FOLLOWING CRITERIA AS COORDINATED WITH THE GEOTECHNICAL REPORT
OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR DIRECTLY ONTO A ROAD OR OTHER PAVED AREA. J. TRENCHES SHALL BE EXCAVATED TO A MINIMUM OF 4 INCHES BELOW THE BOTTOM OF THE BARREL OF THE PIPE AND A BEDDING SHALL BE PROVIDED
AND INSTALLED OF SELECT MATERIAL SUITABLE TO MEET VDOT PB-1 PIPE INSTALLATION REQUIREMENTS. TRENCHES SHALL NOT BE CUT OVER 16
GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN 4. ALL DENUDED AREAS ON THE SITE SHALL BE STABILIZED WITHIN SEVEN (7) DAYS OF FINAL GRADING INCHES WIDER THAN THE OUTSIDE DIAMETER OF THE PIPE UNLESS AN UNSUITABLE FOUNDATION MATERIAL IS ENCOUNTERED
ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. WITH PERMANENT VEGETATION OR A PROTECTIVE GROUND COVER SUITABLE FOR THE TIME OF YEAR. 7. BASE AND PAVEMENT ITEMS
3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT A. SUBGRADE MUST BE CHECKED BY AFFECTED GOVERNMENTAL OFFICIALS, AND OWNER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS
OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN THIRTY APPLIED.
EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. (30) DAYS. B. BASE AND PAVEMENT MATERIALS SHALL MEET ALL 'VDOT SPECIFICATIONS AND SHALL BE APPLIED IN ACCORDANCE WITH THE CURRENT VDOT
4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END 5. A PERMANENT STABILIZATION/VEGETATIVE COVER SHALL BE ESTABLISHED ON ALL DENUDED AREAS SPECIFICATIONS. ALL MATERIALS MUST BE TESTED AND APPROVED BY'VDOT OR APPLICABLE GOVERNMENTAL AGENCY OFFICIALS PRIOR TO
TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL WITHIN NINE 9 MONTHS OF THE START OF CLEARING OR GRADING. UNLESS DOCUMENTED IN WRITING EMPLACEMENT.
MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, () C. PAVING OPERATIONS SHALL NOT BE STARTED BETWEEN NOVEMBER 15 AND APRIL 1 WITHOUT WRITTEN AUTHORIZATION OF ALBEMARLE COUNTY OR
OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED TO THE PROGRAM AUTHORITY THE START OF LAND DISTURBANCE, THE NINE (9) MONTHS SHALL BE VDOT OFFICIALS AND THE OWNER.
IS
MEASURED FROM THE PERMIT ISSUANCE DATE. IF AN EXTENSION IS NECESSARY AND CONSTRUCTION D. WHEN USING PUG MILLED AGGREGATE BASE MATERIAL WHICH IS TESTED 8Y'VDOTOFFICIALS AT THE PLANT, THE TEST WILL BE GOOD FOR 90 DAYS
FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND EXTENDS FOR MORE THAN A YEAR, A PERMIT RENEWAL FEE OF $150 WILL BE REQUIRED. ONLY. ADDITIONAL "IN PLACE" TEST SHALL BE MADE AFTER 90 DAYS.
ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN 7 FEET.
() 6. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE 8. SEEDING AND MULCHING, ETC. (TO COORDINATE WITH LANDSCAPE SPECS.)
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL STABILIZED, COVERED, OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. A. ALL FERTILIZING, SEEDING, LIMING, AND MULCHING WILL BE DONE AT THE EROSION & SEDIMENT CONTROL HANDBOOK SPECIFIED APPALACHIAN
CONFORM TO VDOT CG-9(A, B OR C). 7. ALL STORM SEWER INLETS THAT ARE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO RATES UNLESS SPECIFIED OTHERWISE IN PLANS: SEE TEMPORARY, PERMANENTAND FERTILIZATIONS SPECIFICATION CHARTS
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL THAT SEDIMENT -LADEN WATER CANNOT ENTER THE STORM WATER CONVEYANCE SYSTEM WITHOUT 9. PERMITS ALL PERMITS, NECESSARY TO WORK IN PUBLIC ROADS, (ENTRANCE OR OTHERWISE) MUST BE OBTAINED BY THE CONTRACTOR PRIOR TO
CONFORM TO VDOT STANDARD PE-1. CONSTRUCTION. ALL OTHER PERMITS NECESSARY TO UNDERTAKE THIS PROJECT MUST BE OBTAINED BY THE CONTRACTOR PRIOR TO
FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. CONSTRUCTION. REFER TO COVER SHEET OF THESE CONSTRUCTION PLANS
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS 8, ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL NOT BE REMOVED UNTIL 10. DRAINAGE STRUCTURES
SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. DISTURBED AREAS ARE STABILIZED. AFTER STABILIZATION IS COMPLETE, ALL MEASURES SHALL BE A. ALL CURB AND GUTTER AND STORM SEWER TO BE LOCATED IN ANY GOVERNMENTAL RIGHT OF WAY SHALL BE COORDINATED WITH V.D.O.T. AND
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. REMOVED WITHIN 30 DAYS, UNLESS OTHERWISE AUTHORIZED BY THE PROGRAM AUTHORITY. TRAPPED COUNTY ENGINEER PRIOR TO INSTALLATION.
SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY B. A LONGITUDINAL DROP INLET (ON GRADE) SHALL BE POURED WITH THE THROAT ON THE SAME GRADE AS THE ADJOINING CURB AND GUTTER UNLESS
APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. SPECIFICALLY NOTED OTHERWISE ON THE PLANS.
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR C. ALL STORM SEWER SHALL BE HPDE PIPE -ASTM 949 OR ASTM, C-76, CLASS III, RCP, EXCEPT WHERE NOTED D ALL DRAINAGE STRUCTURES SHALL BE
UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND EITHER PRECAST OR CAST -IN -PLACE
PROPERTY NUMBERING ORDINANCE AND MANUAL. 11. CONSTRUCTION STAKING ALL CONSTRUCTION STAKING WILL BE AT THE CONTRACTOR'S EXPENSE UTILIZING A VIRGINIA CERTIFIED
PROFESSIONAL ENGINEER OR LAND SURVEYOR UNLESS AGREED UPON BY THE OWNER IN WRITING. COPIES OF ALL SITEWORK CUT SHEETS ARE TO
BE FURNISHED TO ENGINEER FOR HIS REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE LIABLE FOR ANY ADVERSE CONSEQUENCES IF CUT
SHEETS ARE NOT PROVIDED TO ENGINEER FOR HIS REVIEW PRIOR TO CONSTRUCTION. COST OF THIS REVIEW TO BE BORNE BY CONTRACTOR.
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DATE:
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WPO:
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SHEET:
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EXISTING ROAD - UTILIZE FOR ACCESS
O2
TO BE REMOVED - EXISTING BUILDING & ASSOCIATED APPURTENANCES
O3
TO BE REMOVED - EXISTING STRUCTURE
O4
TO BE REMOVED - EXISTING OVERHEAD UTILITY & LINES
O
TO BE REMOVED - EXISTING ELECTRICAL
O6
TO BE REMOVED - EXISTING WALL
OABATEMENT
OF EXISTING SEPTIC SYSTEM AND DRAIN FIELD.
CONTRACTOR TO COORDINATE REMOVAL.
O8
EXISTING STRUCTURE TO BE REMOVED. - SALVAGE AS APPLICABLE
O9
DO NOT DISTURB - EXISTING CEMETERY TO BE PRESERVED.
10
REMOVE EXISTING WALLS
11
EXISTING RIVER ACCESS ROADWAY TO BE PRESERVED - ENHANCED
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DRAFTER:
SML
DESIGNER:
CCM
PRODUCTION
ZOD
DATE:
28 OCT 22
SCALE:
1" : 100'
JOB:
20.1674
WPO:
2021-00063
SHEET:
EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS
CONNECTING TO THE RIVANNA RIVER. THE PROPOSED SLOPES WITHIN THE AREA OF LAND DISTURBANCE ARE
GENERALLY 4:1, BUT SOME 2:1 WERE NECESSARY TO AVOID DISTURBANCES OF THE EXISTING STEEP SLOPES.
GEOTECHNICAL TESTING AND MONITORING REQUIREMENTS
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 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS
THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. CONTRACTOR SHALL ESTABLISH A STABILIZED
SITE AND NOT ALLOW ANY EROSION OR SEDIMENT TO EXIT.
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. LOCATE SOIL STOCKPILES WITH
PERIMETER SILT FENCE AND UPSTREAM OF TRAPS & BASINS, AS SHOWN.
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.
CONTRACTOR SHALL ESTABLISH A VEGETATIVE COVER ON ALL DENUDED AREAS
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. THE SEDIMENT TRAPS
& BASINS SHALL BE CONSTRUCTED AS THE FIRST STEP IN CONSTRUCTION.
5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND
DIVERSIONS IMMEDIATELY AFTER INSTALLATION. CONTRACTOR SHALL INSPECT EROSION CONTROL
MEASURES WEEKLY & AFTER EACH RAINFALL EVENT.
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. THE TEMPORARY SEDIMENT BASIN SHALL BE SIZED
FOR RUNOFF FROM THE ENTIRE CONTRIBUTING WATERSHED.
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.
THERE ARE NUMEROUS SEDIMENT TRAPS PROPOSED; REFER TO THE SIZING TABLES FOR
CONSTRUCTION.
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 TWENTY-FIVE 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. THE SEDIMENT BASIN SHALL
BE LOCATED AND SIZED TO RECEIVE THE LARGEST RUNOFF AREA. THE RISER AND BARREL IS TO BE
CONSTRUCTED ONCE, AND LATER CONVERTED TO THE PERMANENT OUTFALL STRUCTURE.
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.
THIS APPLIES TO THE PROPOSED FILL SLOPES ALONG THE PROPOSED ROADWAYS AND THE CUT/FILL
SLOPES LOCATED AT THE PERIPHERY OF THE SITE.
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. SITE RUN-OFF
WILL BE MANAGED IN A SHEETFLOW PATTERN, DISCOURAGING CONCENTRATION OF RUNOFF ACROSS THE
FILL OR STEEP SLOPE AREAS. DIVERSION DITCHES SHALL BE LOCATED TO DIRECT RUNOFF TO THE
SEDIMENT TRAPPING DEVICES. ADJUST DIVERSIONS ALONG PERIMETER AS SITE GRADES APPROACH FINAL
GRADES.
9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE
PROVIDED. THERE ARE NO KNOWN CRITICAL AREAS KNOWN ONSITE, CONSULT GEOTECH IF AREAS OF
SEEPAGE ARE ENCOUNTERED.
10. ALL STORM SEWER INLETS THAT ARE MADE 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. EXISTING AND PROPOSED INLETS SHALL BE PROTECTED WITH
INLET PROTECTION AS CONSTRUCTED.
11. BEFORE NEWLY CONSTRUCTED STORM WATER 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.
APPLICABLE TO PERMANENT OUTFALL PIPES AND OVERFLOW CHANNEL EXITING FROM TRAPS OR BASINS.
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. NON -ERODIBLE MATERIAL SHALL BE USED FOR THE
CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES
IF ARMORED BY NON -ERODIBLE COVER MATERIALS. THERE ARE NO LIVE WATER COURSES WITHIN THE
DISTURBED AREA ON THESE PLANS.
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 NON -ERODIBLE
MATERIAL SHALL BE PROVIDED. THERE ARE NO LIVE WATER COURSES TO BE CROSSED BY CONSTRUCTION
VEHICLES.
14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE
WATERCOURSES SHALL BE MET. THERE ARE NO LIVE WATER COURSES TO BE CROSSED..
15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE
WATERCOURSE IS COMPLETED. THERE ARE NO LIVE WATER COURSES TO BE IMPACTED.
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 BACK FILLING 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. ADHERE TO THESE APPLICABLE
STANDARDS FOR PRIVATE AND PUBLIC UTILITY INSTALLATION.
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. CONTRACTOR SHALL MAKE PROVISIONS TO KEEP ADJACENT ROADS CLEAN FROM SOIL
BUILD-UP.
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 LOCAL PROGRAM 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. CONTRACTOR SHALL STABILIZE SITE,
AND OBTAIN INSPECTOR APPROVAL PRIOR TO REMOVING EC MEASURES. UPON APPROVAL OF THE
ENVIRONMENTAL INSPECTOR, COVERT BASIN TO PERMANENT FILTRATION BMP's
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 STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN
ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA: ALL CONCENTRATED RUN-OFF FROM THE
PROPOSED DEVELOPMENT AREA SHALL BE DIRECTED INTO THE STORM SEWER SYSTEM WHICH OUTFALLS
INTO THE FOREBAY, SPILLS INTO THE DETENTION AREAS AND IS MANAGED AND CONTROLLED ACCORDING
TO THE CURRENT VaRRM RUNOFF REDUCTION REQUIREMENTS FOR NATURAL CHANNELS.
19.1. CONCENTRATED STORM WATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED
DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER
SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM,
DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE
PERFORMED. ALL CONCENTRATED RUN-OFF IS CONVEYED TO AN EXTENDED DETENTION POND,
RUNOFF REDUCTION IS PROVIDED.
A. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED USING THE VSMP CHANNEL PROTECTION:
CRITERIA. STORMWATER DISCHARGES ARE CLASSIFIED INTO ONE OF THREE TYPES OF CHANNEL.
B. (1) "MANMADE STORMWATER CONVEYANCE SYSTEM" MEANS A PIPE, DITCH, VEGETATED SWALE, OR
OTHER STORMWATER CONVEYANCE SYSTEM CONSTRUCTED BY MAN EXCEPT FOR RESTORED
STORMWATER CONVEYANCE SYSTEMS OR,
19.0.1.1. (a) THE MANMADE STORMWATER CONVEYANCE SYSTEM SHALL CONVEY THE
POST -DEVELOPMENT PEAK FLOW RATE FROM THE TWO-YEAR EVENT WITHOUT CAUSING
EROSION OF THE SYSTEM DETENTION OF THE STORMWATER OR DOWNSTREAM
IMPROVEMENTS MAY BE INCORPORATED INTO THE APPROVED LAND -DISTURBING ACTIVITY TO
MEET THIS CRITERIA AT THE DISCRETION OF THE STORMWATER PROGRAM ADMINISTRATIVE
AUTHORITY. THE ENTIRE DEVELOPMENT AREA OUTFALLS INTO MULTIPLE TRIBUTARIES
CONNECTING TO THE RIVANNA RIVER. THE STORM SEWER OUTFALL LOCATION FROM EACH
DETENTION POND IS DESIGNED TO MEET NATURAL OUTFALL CONDITIONS.
19.0.1.2. (b) THE PEAK DISCHARGE REQUIREMENTS FOR CONCENTRATED STORMWATER FLOW TO
NATURAL STORMWATER CONVEYANCE SYSTEMS SHALL BE MET. Q <= I.F. * (Q RV
)/RV Dev. Pre-Dev. Dev. Pre-Dev. I.F. = 0.8 FOR SITES > 1 ACRE; I.F. = 0.9 FOR SITES <= 1
ACRES UNDER NO CONDITION SHALL Q > Q Dev. Pre-Dev. NOR SHALL Q BE
REQUIRED TO BE LESS THAN THAT Q * RV )/RV Dev. Dev. Forest Forest OR IN
ACCORDANCE WITH ANOTHER METHODOLOGY THAT IS DEMONSTRATED BY THE VSMP
AUTHORITY TO ACHIEVE EQUIVALENT RESULTS AND IS APPROVED BY THE BOARD.
ESC MINIMUM STANDARDS CONTINUED
1. STORMWATER MODELED TO INCLUDE POND ROUTINGS DEPICTING THE REQUIRED RUNOFF REDUCTION
VOLUME. THE EXTENDED DETENTION FACILITIES SHALL PROVIDE MANAGEMENT OF THE 1, 2 & 10 YEAR STORM
EVENTS, OUTFALL WILL REMAIN. THE UNDERDRAIN FROM THE FILTRATION BASIN WILL CONTINUALLY SUPPLY
HYDRATION SIMILAR TO PRE -DEVELOPED FLOW RATES. LARGER STORM EVENTS ARE MANAGED BY THE
INTERACTION AMONGST BOTH FACILITIES, AND ADDITIONAL DETENTION WAS PROVIDED TO REDUCE THE
PRE -DEVELOPED 25 YEAR STORM EVENT AT THE EXISTING 15" CULVERT, OUTFALLING THE SITE UNDER HULL
STREET ROAD.
I.A. (2) "NATURAL STORMWATER CONVEYANCE SYSTEM" MEANS THE MAIN CHANNEL OF A NATURAL STREAM
AND THE FLOOD -PRONE AREA ADJACENT TO THE MAIN CHANNEL OR, THE CHANGES IN RUN-OFF
ASSOCIATED WITH THE DEVELOPMENT ARE QUANTIFIED IN THE HYDROLOGIC ANALYSIS AND
SUMMARIZED IN THE NARRATIVE. HYDROLOGIC CHANGES ARE MINIMAL, DUE TO IMPLEMENTATION OF
MULTIPLE EXTENDED DETENTION PONDS AND THE STAGED DEDICATION OF OPEN SPACE DETENTION
PRIOR TO RELEASE INTO THE OVERFLOW CHANNEL PROPOSED ALONG HULL STREET ROAD. THE
UNDER -DRAIN FROM EACH FILTER CONTINUALLY SATURATES THE EXISTING, OFFSITE, WETLAND OUTFALL.
I.B. 3 "RESTORED STORMWATER CONVEYANCE SYSTEM" MEANS A STORMWATER CONVEYANCE SYSTEM
THAT HAS BEEN DESIGNED AND CONSTRUCTED USING NATURAL CHANNEL DESIGN CONCEPTS.
RESTORED STORMWATER CONVEYANCE SYSTEMS INCLUDE THE MAIN CHANNEL AND THE FLOOD -PRONE
AREA ADJACENT TO THE MAIN CHANNEL. (a) THE DEVELOPMENT SHALL BE CONSISTENT, IN
COMBINATION WITH OTHER STORMWATER RUNOFF, WITH THE DESIGN PARAMETERS OF THE RESTORED
STORMWATER CONVEYANCE SYSTEM THAT IS FUNCTIONING IN ACCORDANCE WITH THE DESIGN
OBJECTIVES. (b) THE PEAK DISCHARGE REQUIREMENTS FOR CONCENTRATED STORMWATER FLOW TO
NATURAL STORMWATER CONVEYANCE SYSTEMS SHALL BE MET. SEE 19(B)(1)(b).
SITE NARRATIVE
DESCRIPTION:
THIS DEVELOPMENT IS COMPRISED OF AN 80.77 AC FARM PARCEL, AND IS A PORTION OF TMP 62-16A. THE PARCEL
IS COMPRISED OF AN EXISTING PLANTATION HOUSE, ACCOMPANYING SLAVE QUARTERS, AND WOULD INCLUDE THE
REMOVAL OF THE EXISTING SUPPORTING INFRASTRUCTURE. KNOWN INFRASTRUCTURE CONSISTS OF VARIOUS
OUT -BUILDINGS, PRIVATE UTILITIES, INCLUDING POWER POLES AND SERVICES, WELLAND SEPTIC DRAIN -FIELDS. IN
PARTICULAR, THE SLAVE QUARTERS SHALL BE REFURBISHED AND MOVED TO A NEW PERMANENT LOCATION.
ADDITIONALLY, A SMALL FAMILY CEMETERY WILL BE PRESERVED IN ITS ORIGINAL LOCATION WITHIN THE
SUBDIVISION. THE DEVELOPMENT PROJECT AND SUBSEQUENT LAND DISTURBANCE AREA FOR IMPROVEMENTS TO
THIS 62.27 ACRE LAND DISTURBANCE AREA CONTAINS FARM REMNANTS & NUMEROUS MATURE TREES MOST ALL OF
WHICH WILL REQUIRE REMOVAL, AS DEPICTED ON THE EXISTING CONDITIONS AND EROSION CONTROL PLANS.
THESE PLANS PROPOSE APPROXIMATELY 340 SINGLE FAMILY AND TOWNHOUSE PARCELS TO BE IMPLEMENTED IN 4
PHASES.
THE DISTURBED AREA CURRENTLY CONTAINS SOME STEEP SLOPES, ONLY TO BE IMPACTED WITH PUBLIC ROADS &
ACCOMPANYING STORM SEWER NECESSARY FOR THE SUSTAINABLE DEVELOPMENT OF THE PARCELS. IN
PARTICULAR, ROAD CONSTRUCTION, UTILITIES, AND STORM SEWER ARE LOCATED JUST -INTO OR IMMEDIATELY
ADJACENT TO STEEP SLOPES, WETLANDS AND THE RESOURCE PROTECTION BUFFER. HEAVY VEGETATION
REMOVAL, EARTH MOVING AND CLEARING WILL BE REQUIRED TO INSTALL THE PERMANENT STORM -WATER
MANAGEMENT AND SEDIMENT TRAPPING FACILITIES. MOST OF THE DISTURBED AREA RANGES BETWEEN 5% AND
24% SLOPE AND ALSO DISTURBS THE HEAD OF EACH WETLAND LOCATION TO MANAGE & REDUCE RUNOFF TO THE
EXISTING SITE OUTFALL LOCATIONS; THESE DOWNHILL & REMOTE LOCATIONS SHALL BE CONTROLLED WITH SUPER
SILT FENCE AND OUTLET PROTECTION FOR EACH OUTFALL; INSTALL TEMPORARY AND PERMANENT DIVERSIONS,
SEDIMENT TRAPPING FACILITIES AND PERIMETER PROTECTIONS, AS APPROPRIATE TO MANAGE EARTHWORK AND
LAND DISTURBANCE AREAS. THERE ARE ADJACENT WETLANDS TO REMAIN AND ARE TO BE PROTECTED BY SUPER
SILT FENCE. NON -TEARABLE BARRICADE TAPE SHALL BE UTILIZED TO DELINEATE AREAS OF NON -DISTURBANCE OR
PRESERVED FOREST OPEN SPACE AREAS AND SHALL BE INSTALLED INITIALLY AS NEEDED TO DEFINE AND PROTECT,
SEE COE PERMIT FOR SPECIFICS RELATING TO APPROVED WETLAND OR W.U.S. IMPACTS. SPECIAL ATTENTION
SHALL BE PLACED UPON STABILIZATION OF ALL CUT & FILL SLOPES ALONG THE SITE PERIMETER, ENSURING THAT
ALL RUNOFF POTENTIALLY ACQUIRABLE IS DIRECTED INTO THE SEDIMENT TRAPPING FACILITIES AT ALL TIMES. THE
STORM RUNOFF ANALYSIS IS QUANTIFIED FOR THE ENTIRETY OF THIS DEVELOPMENT. SUSTAINABLE MANAGEMENT
OF THIS SITE INCLUDES NUMEROUS SEDIMENT BASINS AND TRAPS, SIZED TO CAPTURE MOST ALL RUNOFF DURING
CUT AND FILL OPERATIONS. SEDIMENT TRAPPING FACILITIES THAT ARE TO BECOME PERMANENT SHALL BE
DE -MUCKED, RE -GRADED, STABILIZED AND CONVERTED TO THE PERMANENT BMP FACILITY PER SPECIFICATIONS,
AND ENSURING THAT THE REQUIRED POND VOLUMES ARE PROVIDED. REFER TO SWM CONVERSION DETAILS. BMP
CONVERSIONS SHALL NOT TAKE PLACE UNTIL THE ENTIRE CONTRIBUTING UPSTREAM WATERSHED IS STABILIZED.
SAND FILTRATION SYSTEMS SHALL BE KEPT OFFLINE UNTIL UPSTREAM STABILIZATION OF THE CONTRIBUTING
DRAINAGE AREA IS COMPLETED. COORDINATE ANY REDIRECTION OF RUNOFF OR SWM CONVERSIONS WITH THE
LOCAL EROSION CONTROL INSPECTION OFFICIAL.
OFFSITE NUTRIENT CREDIT PURCHASE OF 15.79 LBS/YR TO PERMIT DEVELOPMENT WITHIN A HARDSHIP AREA.
PHASE 1 OF THE SUBDIVISION SHALL UTILIZE A LEVEL 1 EXTENDED DETENTION FACILITY INCLUDING RUNOFF
REDUCTION TO CAPTURE, TREAT AND CONVEY MOST OF THE MANAGED TURF AND IMPERVIOUS SURFACES
PROPOSED WITHIN THIS PHASE. IN ADDITION, THIS OUTFALL WILL HAVE A (2) E.L.S. TO INITIATE SHEET FLOW AT THE
OUTFALLS. IN COMBINATION WITH PRESERVED OPEN SPACE DEDICATION, THE PROPOSED MEASURES WILL
FACILITATE THE WATER QUALITY AND QUANTITY REQUIREMENTS, CHANNEL AND FLOOD PROTECTION, AS REQUIRED
FOR THE ENTIRETY OF PHASE I WITHIN THIS DEVELOPMENT. THE POST -DEVELOPED LOADING IS 15.78 LB/YR AND
THE TREATMENT PROVIDED IN THIS PHASE IS 22.66 LBS/YR. THE STEEP SLOPES WITHIN THIS PHASE WILL BE
DESIGNATED AS PRESERVED FOREST OPEN SPACE AND DEDICATED WITH THIS PHASE(2± AC).
PHASE 2 OF THE SUBDIVISION SHALL UTILIZE A LEVEL 1 FILTRATION DEVICE (SPEC 12)TO TREAT AND CONVEY THE
ACQUIRABLE MANAGED TURF AND IMPERVIOUS SURFACES PROPOSED WITHIN THIS PHASE. THIS MEASURE WILL
ULTIMATELY CONNECT TO ANOTHER PHASE 2 STORM -WATER FILTRATION FACILITY WITH RUNOFF REDUCTION. THE
UNCAPTURABLE PORTION OF THIS PHASE SHALL BE CONVEYED TO E.L.S. #3 AND IS LOCAT4ED IMMEDIATELY
ADJACENT TO THE EXISTING WETLANDS TO REMAIN. ADDITIONALLY, THE PHASE 1 & 2 MEASURES WILL FACILITATE
THE WATER QUALITY AND QUANTITY REQUIREMENTS (CHANNEL AND FLOOD PROTECTION, AS REQUIRED FOR THE
ENTIRETY OF PHASE I AND 2 IMPROVEMENTS, INCLUDING THE GRADING FOR THE REMAINDER OF THIS
DEVELOPMENT. THE LOWER PORTION OF THE CUL-DE-SAC, WITH PERIMETER WALL CONSTRUCTION, UNMANAGED
BY THE SEDIMENT TRAPPING DEVICES, WILL REQUIRE CONVERSION OF THE SEDIMENT TRAP INTO A MANAGED
OUTFALL LOCATION WITH A HENRICO COUNTY ENERGY DISCIPATER TO INITIATE SHEET -FLOW PRIOR TO ENTERING
THE WETLANDS. THE POST -DEVELOPED LOADING IS 14.86 LB/YR AND THE TREATMENT PROVIDED IS AN ADDED 8.91
LBS/YR. PHASE 2 MEETS RUNOFF REDUCTION REQUIREMENTS, BUT RELIES ON PHASE 1 FOR OVERALL WATER
QUALITY COMPLIANCE. THE PRESERVED STEEP SLOPES WITHIN PHASE 2 (2.1 AC.±)WILL BE DESIGNATED AS
PRESERVED FOREST OPEN SPACE AND DEDICATED WITH THIS PHASE.
PHASE 3 OF THE SUBDIVISION SHALL UTILIZE A LEVEL 1, FILTRATION FACILITY TO CAPTURE, TREAT AND CONVEY A
LARGE PORTION OF THE MANAGED TURF AND IMPERVIOUS SURFACES PROPOSED WITHIN PHASE 3 AND
CONVEYS INTO A LEVEL 1 EXTENDED DETENTION FACILITY, TOGETHER WITH FUTURE PHASE 4IMPROVEMENTS.
UPON PHASE 4 DEVELOPMENT. THE POST -DEVELOPED LOADING IS 5.59 LB/YR AND THE TREATMENT PROVIDED IS
AN ADDED 3.69 LBS/YR. DURING PHASE 3 AFTER CONSTRUCTION OF PHASE 4, SWM 'E' PROVIDES AN ADDED 1.95
LBS/YR OF PHOSPHOROUS REDUCTION AND OFFERS EXCELLENT QUANTITY CONTROL AT THE EXIT OF THE FACILITY,
WHERE THE PHOSPHOROUS REMOVAL OF 0.34 LBS/YR IS OBTAINED WITH THE LEVEL 1 EXTENDED DETENTION
OUTFALL FROM PHASE 4.THE PRESERVED STEEP SLOPES WITHIN PHASE 3 (3 AC.±)WILL BE DESIGNATED AS
PRESERVED FOREST OPEN SPACE AND DEDICATED WITH THIS PHASE.
PHASE 4 CONSISTS OF A LEVEL 1, EXTENDED DETENTION POND, COUPLED WITH UPSTREAM SAND FILTRATION OF
PHASE 3 THIS WILL FACILITATE THE REMAINDER OF THE ONSITE WATER QUALITY AND QUANTITY REDUCTION
REQUIREMENTS (CHANNEL AND FLOOD PROTECTION, AS REQUIRED FOR THE REMAINING PHASES OF THIS
DEVELOPMENT. THE REMAINING STEEP SLOPES AND FLOODPLAIN AREA TO ACHIEVE THE 18.5 AC-FOS TOTAL @ 0.34
LBS/YR/ACRE OR 6.29 LBS/YR WILL BE DESIGNATED AS PRESERVED FOREST OPEN SPACE AND DEDICATED WITH THE
FINAL PHASE. THE POST -DEVELOPED LOADING IS 13.01 LB/YR AND THE TREATMENT PROVIDED IN THIS PHASE IS 1.95
LBS/YR.
IN ADDITION TO PROVIDING ONSITE RUNOFF TREATMENT, DUNLORA VILLAGE WPO PROVIDES A TOTAL OF 18.5
ACRES OF PRESERVED -UNDISTURBED OPEN SPACE FOR DEDICATION AND RESTRICTION TO LAND DISTURBANCE.
THE PRESERVED AREAS CONSIST OF THE DESIGNATED STEEP SLOPE AREAS AND REMOTE PERIMETER AREAS
SURROUNDING THE LOTS, AS WELL AS THE OPEN SPACE, TO REMAIN UNDISTURBED, WITHIN THE FLOODPLAIN.
DUE TO EXPRESSED AND RECOGNIZED HARDSHIP CONDITIONS BY THE VSMP AUTHORITY FOR ACHIEVING WATER
QUALITY, THE OFFSITE NUTRIENT ACQUISITION HAS BEEN PERMITTED TO PROVIDE 36.5% FROM OFFSITE NUTRIENT
PURCHASES TO ACHIEVE COMPLIANCE OR EXACTLY 15.79 LBS/YR/AC.
SOILS:
THE EXISTING NATIVE AND UNDERLYING SOIL TYPE PRESENT WITHIN THE DISTURBED AREA ONSITE CONSIST OF
MAYODAN-SAND LOAM, CLAYEY SUBSTRATUM (59B) AND BOURNE-COLFAX COMPLEX(261 B). MAYODAN-SAND LOAM,
CLASSIFIED AS HYDROLOGIC GROUP B, ARE CONSIDERED WELL DRAINED, AND INCLUDE MODERATELY HIGH TO
HIGH ABSORPTION RATES (Ksat). BOURNE-COLFAX COMPLEX, CLASSIFIED AS HYDROLOGIC GROUP C, IS
CONSIDERED THE GRADED AREAS OUTFALL LOCATION. ALMOST ALL OF THE PROPOSED IMPERVIOUS RUNOFF
SHALL BE DIRECTED INTO THE BMP FACILITIES FOR RETENTION & TREATMENT. THE ULTIMATE DRAINAGE CONVEYS
THROUGH MANMADE AND NATURAL CONVEYANCE SYSTEMS INTO NATURAL DRAINAGE WAYS, ULTIMATELY
WATER QUALITY:
THIS SITE IS LOCATED WITHIN HUC 02080205, RIVANNA RIVER WATERSHED- PORTION OF CHESAPEAKE BAY
WATERSHED. A PORTION OF THE SITE, INCLUDING ADJACENT OFFSITE AREAS, DRAINS INTO THE PHASE 1,
STORM -WATER FACILITY(SWM-A). DRAINAGE INTO THE EXTENDED DETENTION FACILITY HAS BOTH WET AND DRY
CELLS TO MINIMIZE FLOW VARIATIONS &MAXIMIZE THE LONGEVITY OF THE E.L.S.; AN ADDITIONAL E.L.S. IS ALOS
LOCATED AT THE REAR LOT OUTFACE. OF PHASE 1 AND EXTENS DOWN THE STEEP SLOPES TO THE FLOODPLAIN,
WHERE THE E.L.S. IS LOCATED. PHASE 2 OF THIS DEVELOPMENT CONSISTS OF CONVERSION AND CONNECTION OF
MULTIPLE FILTRATION DEVICES INTO A RUNOFF REDUCTION FACILITY PRIOR TO RELEASE. IN ADDITION, AN E.L.S. IS
PROVIDED FOR THE LOWER CU-DE-SAC AREA. PHASE 3 OF THE DEVELOPMENT CONSISTS OF CONVERTING AN
EXISTING SEDIMENT BASIN INTO A LEVEL 1 EXTENDED DETENTION FACILITY(SWM E); PHASE 4 FILTRATION
FACILITY(SWM D) CONNECTS INTO THE PHASE 3 FACILITY(SWM E) TO SHARE A COMMON OUTFACE LOCATION, AND
ALSO INCLUDES RUNOFF REDUCTION. IN LOCATIONS OF REAR YARDS DRAINING TOWARD STEEP SLOPES, SWALES
AND DITCHES DIRECT CONCENTRATED RUNOFF TOWARD BMPS OR ENGINEERED LEVEL SPREADERS. THESE
LOCATIONS HAVE APPROPRIATELY SIZED LEVEL SPREADERS LOCATED AT THE CONCENTRATED OUTFACE
LOCATIONS, OR DRAINAGE IS REDUCED TO THE EXISTING RUNOFF LOCATIONS. THE REMAINDER OF THE MANAGED
TURF IMPROVEMENTS NOT DIRECTING ITO A CONCENTRATED OUTFACE LOCATION, BMP OR TO OPEN SPACE SHALL
BE FINAL GRADED SO AS TO PROMOTE SHEET -FLOW PRIOR TO EXITING THE DISTURBED AREAS ONTO NON -STEEP
SLOPE LOCATIONS.
THE (3) PROPOSED FILTRATION FACILITIES(SWM A, SWM B -SWM D), WHERE SWM A & SWM E SHALL PROVIDE
IN -SERIES LEVEL 1 EXTENDED DETENTION(SPEC. 15), DEDICATION OF UNDISTURBED OPEN SPACE AND THE
TRANSFER OF OFFSITE NUTRIENT CREDITS EQUAL TO 15.86 LBS/AC/YR PROVIDE THE PHOSPHOROUS
REMOVAL(INCREASED OFFSITE CREDITING DUE TO HARDSHIP CONDITIONS) AND RUNOFF REDUCTION, FOR THE
ENTIRETY OF THIS DEVELOPMENT. THOUGH NOT APPLIED IN THE HYDRAULIC ANALYSIS, INCREASED FLOW -PATH
LENGTHS WERE IMPLEMENTED TO FURTHER ASSIST IN MINIMIZING THE POST -DEVELOPED PEAK FLOWS.
EROSION CONTROL MEASURES:
THE ESC IMPROVEMENTS CAN ADEQUATELY CONTROL EROSION AND OFFSITE SEDIMENTATION USING DUST
CONTROLS, A CONSTRUCTION ENTRANCE, DIVERSIONS, SILT FENCE, TREE PROTECTION, INLET PROTECTION,
OUTLET PROTECTION AND CULVERT INLET PROTECTION; LOCALIZED SEDIMENT TRAPS &BASINS ARE INSTALLED
INITIALLY TO CAPTURE RUNOFF PRIOR TO DRAINING ONTO STEEP SLOPES OR THE ORIGINAL OUTFACE LOCATION.
GRADING OPERATIONS INVOLVE EXTENSIVE CUT AND FILL OPERATIONS IN PREPARATION OF THE BASINS,
ROADWAYS AND BUILDING PAD SITES. INSTALLATION OF THE TREE PROTECTION, SILT FENCE AND SEDIMENT TRAPS
OR BASINS SHALL OCCUR AS THE FIRST MAJOR STEP IN CONSTRUCTION AND PRIOR TO ANY ADDITIONAL GRADING
OR ADDED EARTH MOVING OPERATIONS. ANY AND ALL SEDIMENT AND EROSION SHALL BE MINIMIZED UNTIL THE
FACILITIES ARE FULLY OPERATIONAL. SHOULD THE CONTRACTOR ENCOUNTER AN OVER -BURDEN OF BEDROCK
DURING GRADING OPERATIONS CONSULT WITH ENGINEER AND OWNER TO INVESTIGATE DESIGN ALTERNATIVES.
DRAINAGE:
THE LAND DISTURBANCE WITH THIS PLAN IS LOCATED ON THE DUNLORA PLANTATION SITE CONSISTING OF
GRASSED AREAS AND A MOSTLY WOODED SITE, ADJACENT TO AN EXISTING APPROVED DEVELOPMENT, BELVEDERE
SUBDIVISION, FROM WHICH PUBLIC ROADS AND UTILITIES WILL BE EXTENDED. MOST CONCENTRATED AND
IMPERVIOUS COVER DRAINAGE FROM THE SITE WILL BE INTERCEPTED BY CURB INLETS AND CONVEYED WITH STORM
SEWER INTO THE NUMEROUS BMP LOCATIONS. SMALL, MANAGED -TURF PORTIONS OF THE SITE ALONG THE
PERIMETER SHALL EXIT AS SHEET -FLOW, WHILE CAPTURABLE REAR YARDS AND TOE OF DISTURBANCE AREAS WILL
BE DIRECTED INTO THE ADJACENT SWM FACILITIES OR LEVEL SPREADER OUTFACE LOCATIONS.
STORMWATER RUN-OFF:
THE PROJECT AREA CONSIST OF 80.77 ACRES, MOST OF WHICH IS CURRENTLY COVERED BY MATURE TREES,
GRASSED FIELDS, MULTIPLE OLD HOMESITES AND STRUCTURES. UTILIZING SCS METHODOLOGY AND NOAA ATLAS
14 RAINFALL DATA, THE EXISTING 1 YEAR RUNOFF FROM THIS SITE IS ESTIMATED TO BE 27.1 cfs, WHERE THE
EXISTING 2 YEAR RUN-OFF FROM THIS SITE IS ABOUT 54.3 cfs; THE PRE -DEVELOPED DISTURBED AREA CONSISTS OF
THE STEEP SLOPES, THE CLEARED &GRASSED AREAS INCLUDING THE OLD HOME -SITES AND ACCESS ROAD
IMPROVEMENTS. THE ESTIMATED PRE -DEVELOPED CN VALUE IS 63 BASED ON THESE PAST GRADING AND
HOMESTEAD *IMPROVEMENTS. THE POST -DEVELOPED RUNOFF LOCATIONS ARE BEING MANAGED SO THEY WILL
NOT OFFER ANY SIGNIFICANT CHANGE TO THE EXISTING RUN-OFF CONDITIONS AT EACH CONCENTRATED OUTFACE
LOCATION. THE'GOOD FORESTED' CONDITION FOR THIS SITE INDICATES A CORRESPONDING 1 YEAR
PRE -DEVELOPED RUNOFF RATE OF 4.85 cfs FROM THE SAME DISTURBED AREA. AS DESIGNED, THERE WILL BE A
SIGNIFICANT REDUCTION OF RUNOFF EXITING THE SITE, ESPECIALLY WITH THE PROTECTIONS ALONG THE STEEP
SLOPING AREA AND DEDICATED CONSERVATION OPEN SPACE. DUE TO THE ONSITE SOILS, THE 1 INCH, 24 HOUR
RAINFALL RUNOFF EVENT IS NEGLIGIBLE. THE ESTIMATED OVERALL POST DEVELOPED CN=71 AND THE
ACCOMPANYING, TYPICAL(1 YR-24 HOUR) SITE RUNOFF TO EACH CONCENTRATED OUTFACE IS REQUIRED TO BE 80%
OF THE PRE -DEVELOPED CONDITION, AND IS ANALYZED UTILIZING POA NOMENCLATURE. IN SUMMARY, EACH OF
EACH CONCENTRATED OUTFACE LOCATION IS SUMMARIZED ON SHEET 15. FOR DETAILED SPECIFICS, REFER TO
THE RUNOFF REDUCTION VOLUMES PROVIDED, AS WELL AS THE WATERSHED HYDROLOGY MODELS, POND
ROUTING SUMMARIES, LAND -USE AND STORM EVENT SUMMARY TABLES.
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1. CONTRACTOR SHALL COORDINATE SOILS TESTING FOR ESCAVATION OF MATERIALS AND IN RECOGNITION
POTENTIAL BEDROCK LOCATED IN DEFINED SWM FACILITIES, OUTFACES OR SEWERED LOCATIONS.
2. SOIL BORINGS MUST ASSURE A STANDARD SEPARATION DISTANCE OF AT LEAST 2 FEET BETWEEN THE
SEASONALLY HIGH GROUNDWATER TABLE AND/OR BEDROCK LAYER AND THE BOTTOM INVERT OF THE
FILTERING PRACTICE.THIS IS APPLICABLE TO PROVIDING SUPPORT FOR THE SAND FILTRATION MEASURES
(SPEC.#12) TO BE INSTALLED (SWM B,C & D).
3. AT LEAST ONE SOIL BORING MUST BETAKEN AT A LOW POINT WITHIN THE FOOTPRINT OF THE PROPOSED
FILTERING PRACTICE TO ESTABLISH THE WATER TABLE AND BEDROCK ELEVATIONS, AND EVALUATE SOIL
SUITABILITY FOR THE PROPOSED STRUCTURE.
SEQUENCE OF CONSTRUCTION
PHASE
1. PRIOR TO LAND DISTURBANCE OF ANY KIND, "PRESERVED STEEP SLOPES (>25%) TO BE MARKED IN
FIELD BY CONTRACTOR AND REVIEWED BY ALBEMARLE COUNTY ESC INSPECTOR ."CONTRACTOR SHALL
COORDINATE ALL INSPECTIONS, AS REQUIRED BY THE VSMP PERMIT PRIOR TO ANY SITE CLEARING OR
GRADING OPERATIONS.
2. CONTRACTOR INSTALL CONSTRUCTION ENTRANCE, TREE PROTECTION, PERIMETER SILT FENCING,
STAGING AREAS AND SWPPP MEASURES- AS FIRST STEP IN CONSTRUCTION.
3. CLEARING AND GRUBBING SHALL FIRST BE LIMITED TO THAT NECESSARY TO INSTALL PERIMETER
CONTROL DEVICES, THE TEMPORARY SEDIMENT TRAPS, BASINS, EARTHEN BERM CONSTRUCTION
INCLUDING OUTFACE STRUCTURES, OUTLET PROTECTION .RISERS, TEMPORARY PIPE OUTFACES, OUTLET
AND MODIFIED OUTLET PROTECTION AT ANY AND ALL CONCENTRATED DRAINAGE LOCATIONS.
4. INSTALL ADDITIONAL PERIMETER CONTROLS: SUCH AS SILT FENCE, SUPER SILT FENCE AND DIVERSION
DIKES AS NECESSARY TO DIRECT SEDIMENT LATENT RUNOFF TO EACH TRAP AND BASIN.
5.
6. SUPER SILT FENCE SHALL BE LOCATED ALONG THE TOE OF SLOPE OF ALL DENUDED AREAS WITHOUT A
DIVERSION DITCH DIRECTING RUNOFF TO THE SEDIMENT TRAPPING MEASURES.
7. SEDIMENT TRAPS AND BASINS SHALL BE MADE FUNCTIONAL PRIOR TO ANY ADDITIONAL ONSITE
GRADING OR GRUBBING OPERATIONS.
PHASE II
1. CLEAR AND GRUB THE REMAINDER OF THE SITE TO BEGIN THE EARTHWORK OPERATIONS AS
NECESSARY TO ACHIEVE FINAL GRADES.
THERE ARE MULTIPLE ENVIRONMENTALLY SENSITIVE AREAS TO REMAIN ONSITE; TO INCLUDE THE ADJACENT 2. SOIL STOCKPILES SHALL BE LOCATED IN AREAS THAT WILL NOT INTERFERE WITH CONSTRUCTION
RIVANNA RIVER AND TRIBUTARIES THERE TO; WETLANDS AND STEEP SLOPES LOCATED IMMEDIATELY ADJACENT TO PHASES AND AT LEAST 15 FEET AWAY FROM AREAS OF CONCENTRATED FLOWS OR PAVEMENT. THE SIDE
THE DISTURBANCE ALSO EXIST AND SHALL BE PROTECTED TO REMAIN. PERIMETER EROSION CONTROL MEASURES SLOPES OF THE STOCKPILE WILL BE ROUGHENED BY EQUIPMENT TRACKING; AND WILL NOT EXCEED 2:1
MUST BE PROPERLY MAINTAINED TO PREVENT UNINTENDED IMPACTS TO ANY OFFSITE AREAS, AND PREVENT ANY AND SHALL HAVE SILT FENCE INSTALLED ALONG THE PERIMETER TOE.
SEDIMENT LADEN WATER FROM ENTERING THE OFFSITE WATERSHED.
3. DENUDED AREAS SHALL DRAIN TO AN APPROVED EROSION CONTROL MEASURE AT ALL TIMES DURING
CONSTRUCTION.
4. INSTALL UTILITIES AND COMPLETE ACCESS ROAD STABILIZATION AND CONSTRUCTION.
5. INSTALL STORM SEWER INLETS, PIPES AND CULVERTS AS PHASED, ENSURING THAT ALL DENUDED
AREAS DRAIN TO AN APPROVED SEDIMENT TRAPPING DEVICE AT ALL TIMES.
6. LIME, FERTILIZE AND APPLY TEMPORARY OR PERMANENT SEEDING TO ALL DENUDED AREAS
IMMEDIATELY AFTER ACHIEVING FINAL GRADES.
7. AFTER THE CONTRIBUTING AREA TO EACH TRAP OR BASIN IS FULLY STABILIZED, AND PRIOR TO
APPLYING TOPCOAT ASPHALT TO THE PAVED AREAS, OBTAIN APPROVAL FROM THE EROSION CONTROL
INSPECTOR TO CONVERT DECONTRUCT SEDIMENT TRAPS OR CONVERT SEDIMENT BASINS TO THE
PERMANENT SWM/BMP FACILITY. SEE CONVERSION DETAILS AND SPECIFICATIONS FOR EACH OF FOUR
BASIN CONVERSIONS.
8. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN
SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL
STABILIZATION SHALL BE APPLIED WITHIN FOURTEEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT
FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION
SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
9. PRIOR TO ANY DE-CONTRUCTION OF ESC MEASURES COORDINATE ANY AND ALL REMOVAL WITH THE
APPROPRIATE INSPECTOR. PARTICULARLY, SEDIMENT TRAP #8 SHALL NOT BE REMOVED UNTIL THE
STORM SEWER AND ACCOMPANYING OUTFALL ARE RE -DIRECTING TOWARDS SEDIMENT BASIN #2.
10. PRIOR TO SWM CONVERSION, ENSURE UPSTREAM AREAS ARE STABILIZED AND COORDINATE STEPS AND
SCHEDULE WITH ENVIRONMENTAL INSPECTOR.
11. CONSTRUCT FILTRATION SAND FILTERS, LEVEL SPREADERS AND EXTEND STORM SEWER PIPESEGMENTS
TO EACH PERMENENT OUTFALL LOCATION.
12. CONVERT SEDIMENT BASINS TO PERMANENT SWM FACILITIES PER SPECIFICATIONS ENSURING
ADEQUATE VOLUMES AND MINIMAL BOTTOM SLOPES. REFER TO FINAL BMP DESIGN SPECIFICATIONS.
SAND FILTER TYPICAL SECTIONS & INSTALL DE -WATERING HOLES AND LANDSCAPING PER
SPECIFICATIONS.
13. DURING DE -MUCKING AND SAND FILTER CONSTRUCTION, INSTALL UNDERDRAIN TRENCHES AND
PERFORATED UNDER -DRAIN PIPES AT MINIMUM SLOPE TO PRIMARY OUTLET SETRUCTURE. ADJUST
RISER TOP ELEVATION AND PLUG DEWATERING ORIFACE AS APPROPRIATE. SEE DETAILS.
14. REMOVE SILT FENCING, INLET PROTECTION AND OTHER REMAINING EROSION CONTROL MEASURES.
ENSURING LEVEL SPREADERS AND ALL PERMANENT OUTLET PROTECTION ARE STABILIZED AND
SUSTAINABLE.
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DRAFTER:
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DESIGNER:
CCM
PRODUCTION
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DATE:
28 OCT 22
SCALE:
-
JOB:
20.1674
WPO:
2021-00063
SHEET:
5 OF 28
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I I /,I \ \ ) y _ I / ,/;% 3.0 Ac. DRAINAGE AREA 15 I 1 l \ r/--5�� '\ !♦ r - -- �ll/l �/'1/ IIII /l /l 1/ - /% \,9 �\ 8 STORAGE REQ'D = 1,380 CY `l III II711111111111( 1111111111)( I 1�J /J ti". ". / I ' (
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//) p 1 ) , .Y \ / l 1 1\\\\ , // / \ \v 1 //) / // / / TOTAL STORAGE REQUIRED = 402.0 CY (1 \ \ \ 111 / ` - - 1 J �� - / / / / l // / \ - i /r l /� �\ \\\ � STORAGE PROV'D = 1,382 CY \\ l\\lllll+Ipl II11I11 11 1 rl1 ( I I /
f //! ///�I/II/ II IIf(l° \\ \ \ I (// ( / \ \ ( \ \ \ _ -'i ) / �' / (/ ( TOTAL STORAGE PROVIDED = 417.6 CY 1 \ \ \ \\ I / \ , I l L',I j I, // / /`� \\\ _ �! - , w _�_ _-\ \\\\ \\ �-- CLEAN -OUT EL. (377 CY) =370. , I ,\\\\\\\ 1 IIII Ill I IIIII lI )1 I � / I , I \
/ (l11 /lI 1I I )\\\,\\\ )1 )1 \ , \I i, 1I f � , /j l) �) (// BOTTOM ELEV = 398.00 l \ \ \ ` \ - \ \ Y - _ .O AC \ I �I \\`, - CE 'i % // z - e \\\ -%- iii _ \\ \\\ �, / BOTTOM ELEV = 362.00 \ ,IIII)II I, III I IIIII III )1 )I 1 / ::1::':•'. r I I 11)
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\- \ /// , / // / // / ( I L'.\ �\ \\ \\' ((( \ , l( \ I TOTAL STORAGE REQUIRED = 281.4 CY �yGF� I \ �\\ \\o` = 3g \` \ - 4 - ti ry / // r. / , / / ` , OFFSET FOR GRAPHICAL , , \ ll 1 / 1 " I /
/ / \ \ TOTAL STORAGE REQUIRED = 254.60 CY / \
\ \\ / // / 1 ) 1 ` \ \ \ \ \ , / \ \ - I ) / , , \ PURPOSES SF 1 I I 1 / ' \\ \ \ \ \ 1 I I I \
/ \ \ \ \ \\ -/ \ I TOTAL STORAGE PROVIDED =322.00Y o \ I - - o \ PRELIMINARY LIMITS OF '� \ I DA=1.9 Ac. \ \ \ `TOTAL STORAGE PROVIDED = 258.3 CY p1111/ I/) ;"'� / I-
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)r)I+ -// / //, / 1 r \I \\\ \ l, \ y\ \\ TOP OF DAM ELEV = 379.00 \ ` J ;: //// i _ A` 7 i '///// l / I l / SF \ �\ \. '\ 1- - ��, -, 1\ ; \ \ , I I // / / / / \\\\\\ \ TOP OF DAM ELEV = 410.50 �1111I1 \ , " J
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\ \ \ ,\ \\ \ \ ( I/ \, I \ \ \ - _ \ \ \ \ \\ \ \ ` J/ // //!// TOTAL STORAGE REQUIRED = 254.60 CY \
\ \ \ \\\\\ \\ 1 \\\ �\ rl//))�rl / / 58.3' / '- r k � \ _DA=1.9Ac. \ \�\\\\\\\\•�o\\ \ \\\�////j//!//' \ \ \ 1 \\ \\\\\ \\\ \\\\ \\ \. \ \� \ \ �\ I TOTAL STORAGE REQUIRED = 268 CY /� /� , / , / ,1 j r� \ ; . \� SEDIMENT TRAP SPILLWAY I / \ �� \\\\ \\\\\\ 9 1 ��\\\ \ ` / // //,& TOTAL STORAGE PROVIDED = 299.70 CY I
\ 1 \ \ \\\ \ \, TOTAL STORAGE PROVIDED = 839CY /// / // / ` .✓ m 1 f BOTTOM WEIR LENGTH = 6 - \\ \ --: _ //// 1 I I .
1� \ \\\ \\\\\ \\ \ \ \ ,~ \ �i \i / ) / / / F l f ! i \ Y l \SEE DETAIL ON SHEET 8 r!� I \ \ \�\ \!- \\\\\�\\\�11\\\\�\ 1 II, / �\ \\\\\` %/%/�%/� %BOTTOM ELEV=374.00 f I
> YI 1 \ \\\ \\\\\\\\\\\\ \ �.� \y \I\, I BOTTOM ELEV = 400.00 �( �/ (( 1 I / / / / f, / /�� \ \ ` \ ) \ \ \ \ \ \\ \ ( \� - /// //// .TOP OF DAM ELEV = 379.00 -
\ \ \ \ � - 7 I 1 TOP OF DAM ELEV - 408.00 I I / 1 / I I , ♦ \ \ , �� \\\\ \ /// I
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l) \\ I ,I � �-( i 11i���11\�i \\ ,,/I ////11/11 1 / % ///\-// �(I I)II(I +�I �\1\-1\ - /_yR 7 \ ) I II ll1AA0\,\.\\,\„\ /,
_ \ ( f � rr/1111 Jl / mr _ l 1)I \ _a SF > i �E +�=R - ! \ I ) / STORAGE REQ'D = 107.2 CY I ( / I l 11) I) I I I I I 1 SEDIMENT TRAP SPILLWAY / J ` J
\ ) + 0011 SEDIMENT TRAP #8 ST ,,, � _ - - ✓ � � � / 60.5'- � � \ CE - STORAGE PROV'D = 270.3CY - I I
^ 1 J I // ) 1 / / / // / (SEE SHEDIMENT RAP #) , / 111%1/ l/ l� - ( I I I F -_,,0'_'
- / 1 � \\ �`t � \\ \ azo ) J / / / I / 1') ) l I SEE SHEET 8 FOR DETAILS ( 1 ( i "
/ 1 / llllll / d, ': / BOTTOM ELEV = 426.00 1 1 1 �.\ \ l / !_••.., ' /-\ I I
1.2 Ac. DRAINAGE AREA I / //' // \\ \ ,� r \ \\ \ / / r l r ago I I 11\ 1 \ \\\1\� 1 1 1) .. t 1
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/ \ ( / , / / /( l/l/l�lll/1/1l/1l ( i 1 \ \ \ (\ s - - _ __/ �- _ \ a 1/ / / TOP OF DAM ELEV - 431.00 / 1 \ 1 )\ ),ill/ )1 I ) /
\ r / l / // / TOTAL STORAGE REQUIRED = 160.8 CY / / / I/ / " J l , 1\ \ \ - - -/iii y a9° _ ' /) �% DA=1 .5 Ac. MIN. WEIR LENGTH=4.8' / / /, l l l l 1 ) I l l l) l l l l i I) J//I I/IJl f l 1 ....::;:_: ':::
\\ / \ C //�// ////TOTAL STORAGE PROVIDED lJl/llll///11//„^\i 1 \ \\ - - - -�! - ,; r��/r // ^JJ//r//j / l ./ /.' F/'/ i I / / / / / / j/111 f :'. \y i I
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\ / \\ // / / BOTTOM ELEV = 378.00 / / Ill (l\\ Re \ \ - \ J 9 n / // �/ / / / // -7 J \) ( / / / / / �A ST SEDIMENT TRAP #1 / I /// / / / I I
l / I I l \\\\\ / ( \ \ . \ -- - _ / �( / / �/.• i / I i/ / /i /i// /i//// / llll :.:..\...... '....... I I r •
� \ \ \ \\"" II TOP OF DAM ELEV = 384.80 / II/II ((\ \\,, \ \\) i \ \ - _� / - ' l /// // / � "^ _ �7i;6t-('{' '�" ` (SEE SHEET 8 FOR DETAIL) / JDA=0.60 AC.' I / �� / / /// // / / / , I ST SEDIMENT TRAP #11 a� " I
\ l \\\\\\\\C!� MIN. WEIR LENGTH \\\�\\\1\Il\\\\\\1111`11 �11 \\ \4�`i / A. _ / r /��/1/////p/// i�-7- ��/ �/ J / 1.5ACDRAINAGEAREA l "J �/ ) l I 1 ) I 1"//C<�\ �` ////%'/�/ ///, /,/O)1 11 / (SEESHEET8FORDETAIL) // I
� v \ \\\\ \\ �\\\\\\1\1\\\\\\1\\I11/l\ ( �a \ \-� y 5 / / �i/�/ / //k/ -- _� I 1 I1�\/ �F / 1 l2 1I ',X, \, �\�\\, )C�r�� (�\�� \\/(1 (r. I I 0.6Ac. DRAINAGE AREA I I
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\ / //ii \ 1 1 1 I b ' �111 J - 46T // � /1/ // /' / DA=2.1 Ac. l II 1 / STORAGE PROV'D = 156.0 CY , r `T l \ \ \ \ \ `\l SEDIMENT TRAP SPILLWAY I TOTAL STORAGE REQUIRED = 67.0 CY
\ \\ \\�\\\\\�\\\ /// //// /// \ 1 \ ) j / p / `* \ ) l' WEIR LENGTH = 7.2' ! / )TOTAL STORAGE PROVIDED = 108.4 CY
\ \\\\\ \ \\�� /i //i/iii / �i \\\\I \ \Illllllll 1 1 .II l I �� I i \ j //�i/// /% / �t /' ' _ � _/ � 1 I BOTTOM ELEV = 414.00 \. I I (z
I \ \ \ \\ //�� ,- , _ % / / / - 1 yJ ) \ l\/� 3 SEE SHEET 8 FOR DETAILS / / BOTTOM ELEV = 414.00 �/ -r \ \ \\,� // / \\\\) 1 .1),Ilo�� \) `" \\ :rG �11' i i iii Sao I
I / o \\\ / 1\l Ili o,� 11 ) / a �// ///i/� �/ °o° //j'/i/ / // ///� g/�/ �/ 1, ( TOP OF DAM ELEV=421.00 g DA=1.2OAC. -,..� a22, \\ „/ // ` I (/17-{ C-/ \ ���
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\ �/ SEDIMENT TRAP SPILLWAY � / / /i/ / _ a( / / j \ \ J )I , / 1 " l" 1 / !, ,'TOP OF DAM ELEV = 421.00 /0 I � r / \\ /\ �� SEESHEET8FORDETAILS�\\\fII)�(Iml(, 1',1\I\ I \ /i11� r�/ii j/ijj j jj� // / °ojf/ �:ily,✓/// /,/// ^ //� j SF f j jam- MIN.WEIR-ENGTH\ 9.0'L�� \ \� '` \\ �I\))/////J�J/����/�/o�//o%Ip////p /// r MIN. WEIR LENGTH=6' rJ�\', �'�l / \ ,\, (�, S
75
\ / \ \�� �')/�`i \\\�\\o ollill,pll ill, \\�) � ���iJ/\ I / ,�/j �//iii //ice // / ';l; , 'N / // / / /� / / // 10 ♦lam l o ao Q NI1/oy/oo/oo�yo� ���h//°a / r " \ L }4/ / f�.. ...:..:..:......�� \\ �l/\ \_- s i l \N11j 11, 11111I1I1,111)\\1\\\\\\ I % /i//// ii/ / �'� /i // / / G // / / \ I) ° N', ./ly/, l ) r ( / >
`ti , „ / )\o I' II IIII III 1 1 \\ \ / �N /, // �� ,r �C�/, y / , /, /! h / / - �{ 1 ��\ o\ \�. ,;,,;,l,%I"�!l/��,ll/UIIJ , I , ' y,`
\\ \ 1p 1 \ ,r/ / \ l l I I 1 \ / / / /� �f�v3"% /y//; / / / / �_ I/ /'' ( _ ram'^ ,I ,�!) II 1 IIIIIlll�lljl�jl//��jllllllll f �l / I S y/ ,
\\ ) / /) s / \/ \\�\\ 1) I)1 I III, IIIII,II1111I1 I l f` I\v \ (1 / / �/ /�� x / / 5, ♦� I I I l l 1
\\ L 1 J 1 / �\\ r (IIII I I I I I 1 1 \ \ I %)/ / � / //; // I - -/ v .� / ti �♦ I/ / �: / / �i Al, _;, I I PRELIMINARY LIMITS 1(If,,1I/ ll%l/llll) I 1 / I / /
_ \ ' ��/ / ��� _ J/(I )(,IIIII 1 II ) \ \ I // / ► / / / 'K � / / 1 � f , i / /
\ �61E � L ♦r OF DISTURBANCE 1 I I I / '1"l ? jf
\\ \ \//� _' \1 lllllll 'IIIII 11 1\.\ \ i { ) / / ( / / ^ / ^ J,!: J�'"� '/ 1 /' ' � - ^ �, / / FOR STAGING & 1)11/I ST SEDIMENTTRAP #12 I) � / NOTE:
\ �) <` J/ r / / �\\\\I IIIII)+ill I1 11Ill 11 I) 0� \ 11l I 1 11 o L / DA=0.7Ac.� 8 , -x / ' f ST SEDIMENTTRAP#2 � - MOBILIZATION /// I ( ) C "
( ) / r 1 IIII Ill III 11(+ 1 I I I m l I \ � - I: - I%� / '%UA=0.84Ac. j / ? Lt 2.1 Ac. DRAINAGE AREA - j` / \ - 1 / , �j, �/ I 1 III SEE SHEET 8 FOR DETAIL / �/
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II„11 IIIII, .II,I,I ,\.uI.I111 I -{ I 1 - / 1 - -' f'b / I / �I l nl // // // l/ III ( 0.90 Ac. DRAINAGE AREA ) \ 1. CRITICAL SLOPES TO BE FENCED OFF PRIOR TO STARTING
i / \\\\\ ' r SEDIMENT TRAP #14 ST \ Ill I + 11 1 \ \ \\ \1\I\ \ \ l \ \ i )J �� 1` r✓i TOTAL STORAGE REQUIRED = 281.4 CY I N / o I // o//!Illo 1lo'I/o//%o% 01/// � �011' TOTAL STORAGE REQUIRED = 107.2 CY I ) / / CONSTRUCTION. PROPOSED PRELIMINARY LIMITS OF
\� / // // \ , \\\ \ - 0.70 Ac. DRAINAGE AREA \ 1 \\III \\ \ I, 20.3' \ SF \ \ \ If \ \ \ \ \ \ \ l'� \ } / �� TOTAL STORAGE PROVIDED = 307.4 CY - J - f Y / ` I / �p (1 / -JI a11("I
�0/�0/%// o'\/ ,� I TOTAL STORAGE PROVIDED = 181.0 CY \/ ��, / DISTURBANCE IS CONCURRENT WITH, AND DOES NOT
\ r / j �/ /�� // \\\\ \ TOTAL STORAGE REQUIRED=93.8CY• 1i\\�)l \O1o111\°\ , \,y \� \ - 1 \ (j \y -
00 1 1 /C , BOTTOM ELEV = 388.00 _ - / I / I (7 " II '1 / (//1/</\\\\(\' I 'BOTTOM ELEV = 422.00 �l I S y
/ /, // \ TOTAL STORAGE PROVIDED = 94 CY i / o i \ \ \ \DA-1.6 Ac• \ \ ri \ / \ i / � l l / I I p (/,/ II III / \ I 1\ / ENCROACH INTO THE CRITICAL SLOPES.
\ \ \ \ TOP OF DAM ELEV - 395.00 - - I/ IIII L ^\\\ I I / \ r
1 / // \ \ I ) / « ^\ \\' \ / I � _ / ` 1 I I ( (/ I 1111 11 I)l� \\\\\\lI I Il TOP OF DAM ELEV = 426.00 / /
l / /��/ /// \ / / \\ \ BOTTOM ELEV = 380.00 �) y��\ ° l \ \ \\ \ \\ \ \ \ \ \ \ MIN. WEIR LENGTH = 12.6' - A r I I (\ l\Il\ ^� \ 1 III 1( ./ I / y 2. SILT FENCING SHALL BE UTILIZED AT THE PERIMETER OF
✓ / /( -- -`_/ \\ \ 1 TOP OF DAM ELEV �\ SII 1 aao ti \\\ \\\\ 'I > 1\ \.. `�--- - _ \ _ -- _ ,J l (11I( 1it1I,IIki1 - .01)111111111111117/l1// / / 5 � /
I ) r /� ,, � l \ \ \ r. 0 1 1\\1 \ \\ \\ \ °' f \ ( I ` _ _ _ _ _ _ _ - _ � � M - - � _ _ _ - - k I I I l I;'/(\\\N��_= \\\ll II I II llllll I II I )// / / I / "/ ALL CLEARING &GRUBBING AREAS. TREE PROTECTION
/ / \ MIN. WEIR LENGTH = 4,2' r ✓ > - J I 1 �\ w l / / )) ,py �.)! \ \ - - _ - - - _",_ 1` - - \ N J 1 \ \ \ � 111 II I Il l i III Il I) / / SHALL BE IMPLEMENTED ADJACENT TO SILT FENCE ON
/ //// \~\ /\ / v :// S> ») O, /.,"( r �/� �\ �\ 1 ;r ,43D _� - -\ \ \ \ �\v, ��\I Il 111IIII1Il I II / /
I �/ I ` \\ \ , \\ // ,' i l/ ll. u. 1. Illlll)lll,ih71hl1611/, s 7 ��„� +LI �,; ; \I% - \ /- 1 - - -. _ _4J 1- - ' '" '- \ I I \ \ \ \-\\� ' )I1111 I 1 I (J ll I / / r I , "/ / UPHILL SLOPES WHERE APPLICABLE OR AS DIRECTED TO
\ // l \\) J / ) SEDIMENTTRAP #15 ST )/ (( '� � 1 - = - J - ` /) 1 \ N// II1j11111INIIIl 111/ / f
I/( \ \ )) / } / J SEE SHEET 8 FOR DETAIL - � )1 ( ( ST SEDIMENT TRAP #3 � _ - _ \ \ / - \ \ l I / \ \ , , � J)//// Iv, )1./I/// Illlllllllllllj I, / j / � -\� / PRESERVE STANDS OF TREES THAT SHALL REMAIN.
/f ( ),: 1 rrf so.s' --- - \ \`*c \\ Ifr/ a//IiIII '',f I ( / 'I "
0.84Ac. DRAINAGE AREA - - / _\ / /
\ _ / )
I I _ _ I II > )/� _ ^ l ) ( / / 1.6 Ac. DRAINAGE AREA `.p .r , PI < (I 1 I I 1 T F SF - _ \ _ _ N) \ ♦ \ \ 1 I I I'I / I l l l I 1, Lti a.,. / ( )
) / / - / - TOTAL STORAGE REQUIRED = 214.4 CY 1\ I 1 \ TOTAL STORAGE REQUIRED = 112.6 CY _ _ \ \ L \ \ f \ \I 111 1 II I,1�1 ��l / // /1) 1111 II I I // \ " / 3. PRESERVED STEEP SLOPES 25/o E B MARKED E THE
> (' ti ) / /</ / / 1�\\ : J I )1 I ) i/i'> \ TOTAL STORAGE PROVIDED = 139.9 CY _ 420/ // - - - I \ \ \\\\\ 11111 I'll,(,/ / / II III II ( / FIELD BY CONTRACTOR AND REVIEWED BY THE ALBEMARLE
! / /I ,f / - TOTAL STORAGE PROVIDED = 214.4 CY ) /I // / Irf I SF LIMITS OF CLEARING \ _._______� - - - ¢?n - \ /, /^ - \ \ \ \ \ \ �{ \ \ \ �\\\ 11 11II((11111 I )/I I / / / COUNTY ESC INSPECTOR PRIOR TO LAND DISTURBANCE.
\ I `� ((\ / / 1) _ , ) r , / �/ ( BOTTOM ELEV = 374.00 - 'DA=9.2 AC \ \ // \ \ I `\ \ \\\ \) I I i I I l / 1/ 1/ /
1 � \\ /// L� �i� BOTTOM ELEV = 374.00 (I ) 11) OFFSET FOR GRAPHICAL t TOP OF DAM ELEV = 381.00 ; - - - \ \ 1 / \ \ l - // / \ \ \ \ I I _YIIII))111111111111)11111111111411I/1(/ /)! I ( , � " I
\ \ / _ _ . TOP OF DAM ELEV = 378.50 f } �' \) 1 ,> _ _ - - 1 - - \ \ \ \ \ \ - ACC r v 1111111 11111j11111111111 Ill 1) ll (I I L / � 4. NON -TEARABLE BARRICADE TAPE DELINEATING PRESERVED
I / / //// -_ - MIN. WEIR LENGTH = 9' I h 11\ PURPOSES.\ \ \ \ \MIN. WEIR LENGTH 5.0' _ - t - \ �\ �I - ` \ \ - \ \ I /),� DA-1.3 111,1 Ip„ 111jp I II I I I I I II)11 I) 1 , "
/ // // / / - - / „ „ , I \ ) I ' m \ \ \ / / "� \ _ - - ' _- - - \ - - / / I ) I/ / �/ / % / ,/// )IIII Ilp I,I 11111111 III III lI II ( / / STEEP SLOPES ARE TO BE MAINTAINED THROUGHOUT THE
( I / _ // / - /// / /// _ � / - Gf�,/,�//��/ �,/ / / / �i `(( ( 111 \\ \ \ �N \ \ \ // SBA SEDIMENT BASIN #4 - A - ` \ \ o SF LIMITS OF CLEARING _ = \ / / /l j / / / , ,,/�/, I/)p) pill II IIIII IIII Il ll) I ) l I j / COURSE OF THE PROJECT AND ARE TO BE REPLACED IF
\I + \\ C y /ll,/j�/ ll'I f / � '�i/ ///�/1%///%//% /// / / 1' 1 j 1 j !i\ \1\ I 1\ \ DA=1.5 Ac. , 1 /( OFFSEMERGENAPHICAL - - \ // I / I / / / // 11 III I
\ y / / // / / / / / / I >) \ y 17.5 AC DRAINAGE AREA a \ % / / / // / / ///// )II %))lllllll (IIIII 11I I I f I " / DAMAGED.
\\\ z r--� 4,%l ////�/7// (,-'- /// %////%/ / I( I ////� / r \`\- \ -I/ -� s / PURPOSES. \\ // , ,//, / / // \ I///((////,((//,//I%I//1111111111 I / y/ /
/ /// ) I r / i'/// /// / / // J :( ) ( 1 ( / l / ( ( I 1 ( ` - 1/ - , - _ STORAGE REQ'D = 2,345 CY \ _V ,- / ( , . / /r / / � 1 I 11 // /lllllll I I I I I /
\ \ \ ) I ( / //� / l / i llllll,/ !/ (� \ } // / ) , I I / , '1 / _ 4, /// /, ,r, 400 - -STORAGE PROV D = 4,335 CY ) 1 \�� \ \ l EMERGENCY SPILLWAY j/ / / % / / /I/ / / / L/ SF Ill)lI)I)I�I��Il11 l 111j11111111) I 5 PRESERVED STEEP PRSLOPEOS IDS PERMISSIBLE. BNCE OF
\ \ \ \ / "I //f//ii // I )I /( �_ //////// / \ /// ! ( I (1 / l , 5 ///( 4,, \-i _ / ? I\ \ `• / / / I / / // /p l/llI)1 /llllll/II)4 ) "/ /
\ / ;' /// /// / / / . , /� _ - /// / / I \ (.1 / ) �. f ) ` , - =CLEAN -OUT EL (665 CY)=368.90 3 t1 1 ^ 120 CY CL 1 RIP -RAP w/ . / // / / / / 1/// ////l /II)III IT /l1
\ \ \ /// ///'/' ST !(1 I) I I SEDIMENT TRAP SPILLWAY - \ �lll` i / / /�X / /6 ///// 11rI i( I/)1 ) ( I / /
\ ////////, /// j SEDIMENT TRAP #16 1 I I I I I W 1^ 1) i - _ BOTTOM ELEV = 366.00 ( \ - UNDERLYING FILTER FABRIC / / �✓ % / / / \//)I(//l1//�////ll/l/lllIf)Illlf((I! II 1)1)I i ! � "
- - / j ;/ /ij// /j//� (SEE SHEET 8 FOR DETAIL)' t I I I /I ._-, / 1/ / SEE SHEET 8 FOR DETAILS J / - TOP OF DAM ELEV = 382.00 A \ BOTTOM WEIR LENGTH = 11.4' f/l' / / / /� / / \ )/ll/IIII//�I11//I(glll f1(11111111 11111111))I I 1 ( / / EROSION CONTROL PLAN LEGEND
( % ` - - / // / /////i � 1.6 Ac. DRAINAGE AREA / \ ( r �� -_ / ( \ I \ - � I - - '� ' 1 / I ' \/:Jif , 2:1 S.S. TO TOP OF DAM ` ! / / I 1 1 I I 1 Ill I r / /
1 1 \ � �/ ii ////% /////j//i, TOTAL STORAGE REQUIRED = 201.0 CY \ � , \ I l \ 1 I I ) I.. /,, ` x \` 13go - _' / / _ _ =i i)/ / l l I I\ \ I , / J J / l ', ' / l / / / / / / / �' ) J )I/I(llll(�\\\l\\\\�\\\lllllll l ll Illlll11l I 1 � y
Li _ //, // /// ) n J S ) // \ / _ l l� / ( l / I'r I I CONSTRUCTION
- j/ // TOTAL STORAGE PROVIDED = 278.2 CY { I / / I I / I\ / \ \ DA=1 A Ac., f- / / / / / l / l (/ ( _ .� / f / / I I / ( / / / / / / / , ) Ill,\l �� \\�\\\\�,I\ 111++Ill llllllllJ/ / J , 1 / "� 3.02 ENTRANCE CE
I1 \ / / ////i / /7 I 1 I / c _ / _�� I / fIIJ // / / I / DV !/ / IIII 1\)))1111\)IIIIIIIIIIIf)llf I /
I \ ) I / 111 /!//� f/ 1 � , BOTTOM ELEV=360.00 , 1 / l l / /J \\I \\y\` `� \ / , -� I I / ! I 1 /� _ 1 _ 8( I //oo// ,/-ti / / /A,o / 1 / ,j o #/I ll)/J///1 Ill llllllllglll)I/114)/I 1 :::' /l � "/
l I ( 1 \ I I 1 \\ \ - TOP OF DAM ELEV = 365.00 ) ( 1 +� ai /Ill /'/III 1111I1I1111 I II I ( / CONSTRUCTION
(\ A IV<\ \- v_ - ( ( m �, v 210.5' r 1 \ i �: / p, / / a� l �� �/� /1/,Il,.�l, :' 3- CRS oac
I 1 `\ / �i l \ ) . / - \ o / - - \ \ ( ( �� / / ROAD STABILIZATION
� \ \ \ ` / / 1 �'-,\ \\ _ ^ MIN. WEIR LENGTH - 9' / // i 1 ) ( I a' \ \ - ) / / / 1 f / 478 / / / / / / / i I� "/ � O
\ = - \\ \• \, ) - \ \ \ { / / / I I, I ST SEDIMENTTRAP #18 /,
- � r � SEE SHEET 8 FOR DETAIL
\\ \ - - \� Z \ \ \ 11 1 I I l ) I ` / ' �/ \ i a _co ' / \ `� / / s�/ / 7 I / 1.8 Ac. DRAINAGE AREA h
\ _ 1 �_ \\\N\ \\`\\\\\\\IIIII\1)j11 )/ / / ( i I/I) 1 t 1 22.2' �\r \_ �- �/J \ l / /////eo // t/ // / / / / 1 „"1'0;1 I /
\ l \ 1 \ � = -, - \ \ \ \ \\ 1 11 I I )/) / / / / r 1 Z - o• - \ \ I , / / / ' 'v t / /e� / / / / / ///, TOTAL STORAGE REQUIRED = 201.0 CY / / /
\ \ \ - _� \ \ \, I I I /J11 l L( !7 I I 1 1 1 \ \ 1 - � �0� 370 ) ) / / / / l I I / / / 1j/) III(' TOTAL STORAGE PROVIDED =278.2 CY /
\ \ y \ \ ,\\'\ _ \ \ 3 a o
\ , _ ) I I I (I // // // - l I ooBPCAl�a-- - _ _3so , / / ti / ° \ � � / ll 111111 I BOTTOM ELEV = 402.00 / _ I \-_-_ / // /// I/ , o- d DA=2.OAc.n < /.r 1IIl "/ /
\\,\ _ \\\ \\\\\ // III/ll111/I1/Il/lII r / r/(/1) / I 1 ) \y�\ �o \` / //// // /^� / / I // I I I //"" i1111111\I TOP OF DAM ELEV =409.00
w \ \ 1 I // l I Ill, l I ( ✓_ c j �'' / / / / / / / // / /' / l -' _ \ /
\ \ I I 1 / I /)1I1 I Il \ l - \ ��\ / / / / / a1 4g.2, I til \ - / b) SF 1\1 MIN. WEIR LENGTH = 10.8' /
\\l ( _ \ \7 IIII/l//llllllllll)1I111 (\\\ ll (�= \ f `�r' � ,. \ -o•��/ 1 1 / ///////i/// I I \ \ / / \I IN111j"I pr'ppPl'1'1''['',,/// .. / �r /
(� \ ('ll ///l//1/ /1/ lfll 1 111 1 \ ( \I ( ) 1 yo.. _ /''' ( / , ///i/ii/'// / // ( \ 7 r 1///111 II I1111 IIIIIIit (/ ( �
a - /// / . / \ /IIIIIIIIIII III I I//
1i ) / �(/ tl ((//,//1/l/� Il/III)/JII \\) J I \ , /`� ''` P -�� // > ) "////eo// / _ „��-�__..�,��_,. -.. llll 111 I Ill 1/1 "
\ (\ / l 11l / /// '',,\\- J ( �._.. _�^\\-_ _ /I / // �////oo'////// // _ l /// II )llllll/lllllll; 7
I11\ \\ \ / \ l ((/ /(//l( /�\\\\\\1\ )11 / ^n / ) ^// J - // \ / / ! ///////,// /n/// /o // / \ � c""�� _ °3° �r /�I�ll//IlI/IIlIIIIIII)�)) /r\/
1\\\ �\ \ \ \ LI 1 I ll I��I�(\l� (l \\ �\��\\�\\\I I11(I 1 �h �/ ` ;/��/ /////iiiii/ /i%/i// /ik/ �/ //// N \- -- ~�� azoo ��i��ll//%/l�j%jljlll,l: �/� 1
l\\\\h\\ ,\ \ \ \ )\Y�\-��\���\\\�\\�\,\��\I\1I\ 1 )� / f.Il�j/��j�� - /-/,/i/ii////�/ //i/// - �, �ij/ /Z,//II//!// J � " /�
\ \ \ J � ` \\ \ \ /// // = _ SF LIMITS OF CLEARING /EfiL�(fld/AR> // / i % // / / / / / / - - - - 420 - - - - _ / %//// %l�I / 1 % f J / ( I
\ \\ \ d / l \ \\\\\ \ SEDIMENT TRAP SPILLWAY . i r !/// //// i �i - ;OFFSET FOR GRAPHICAL / - - - - - - - - - - - - - 99 /� %////Il/////%�' ' c Ill e
\\\ \\\ \ - \ ( \\ - \\\\ SEE SHEET 8 FOR DETAILS / / /i _ �F PHASE 1 OPTION , / L - - _ - - - - _ - - - _ _ -\_ ///// ////I / /; 3 E / \
�\\\\\\\ \, = \\ \\ l \I11\\l` \ \\, \.\\\\\ \, \• /p' //%! /////�%ii �'�-_� _PURPOSES. _ INSTALLSB#30UTFALLP.. I _-- - ------ - - _/ % //j///%//////,lllllll 1 �l /�] / !
\\\ \\\\ r ( �� \\ lI\?1 ^1'111I1\\\\\�\\�\�\11,1\1\/d 1; l/( A /� llllll%j//yii��-_---_ /, AND PLUG INLET END; 1_ _-410--- -_--_ //// //,///���/���II// �;r / Y I )n
/ / / / ///// / " - I
\ \ � 1 1-F ( 1 \ ( SEDIMENT TRAP #17 ST / 1/ / / / / j // / // _ _ - - _ _ ' MEASURE TO FUNCTION AS ST SEDIMENT TRAP #13 (FUTURE SB#3) - - - - - - _ , /j./ //,/// / //// / l / `( / \
\ \ \ \y\\ \ l � 11 ( 3j / / / / / // / iii _ _/ SEDIMENT TRAP#13 UNTIL - � ' 2.0 Ac. DRAINAGE AREA - - - - _ / / i, /i��/, /i/,�i 1If"... / // � / / �/ l %
)ill I I I, 1 ) \ 1 \ I (SEE SHEET 8 FOR DETAIL) ) `\ I I 1 , / / I // // //// / / // _ - - - _ ' - - ESC PH. 2 SB#3 CONVERSION _ - - -_ -_-_ " I I �'
( ) /( % / / // / / / / TOTAL STORAGE REQUIRED = 268 CY - SEDIMENT TRAP SPILLWAY / c�
)( l IIII) I I u ( I I 1.4Ac.DRAINAGEAREA \ II 1(/!/(! // / / ---__ - ' ' ----- -._ / /) i` -
1 1 I \\ � \ / / J TOTAL STORAGE REQUIRED = 187.6 CY ( / / I I / / � / / / / / / / /' - - / - / � _ �1 TOTAL STORAGE PROVIDED = 2,542 CY - - - - - - SEE SHEET 8 FOR DETAILS
\ 1\11 \ \ / / JI 1 l II II I II (I ) / / I' /-- // /j �" �' �� CLEAN -OUT EL(144CY)=410.92 ----- /JE ' '1111111'II II'''') y /
\ 1 1-1 1 ( \ / TOTAL STORAGE PROVIDED = 262.0 CY _ I III BOTTOM ELEV = 410.00 - - - __- - - ' / / // / I I ( / I�/ " _
\ \1 \ l 1l / ) ) \ / / BOTTOM ELEV = 350.00 I I / ( I I Jill - I \ I I I ( / / - �' /' /'i - - - / / // I I1 I / / l \
1 '/ I I 111 I IIII l ,\ \ \ \ l l \ \ (\ L / /' /' // - //% _------ /i//ill) Ill 111 �' \
\ \ (/ ✓ / / J % TOP OF DAM ELEV = 355.00 I l 1 )11 1 I I I \ \ \ \\\ \ \ \ \ \ - - / / / / / /TOP OF DAM ELEV = 419.00 _ _ _ - _ � � / r//l/,1 1 I 9' / , ) 4
\ 111 11 1 ( \ /%_�/%// I I I \ Il\1\ \ \\\\\ \\\\\ \�� \ ///i/ //' ___ ---- ' ��//�/ 11 /I ' I " / ( 100 YR. FEMA \ /
\ \ i / MIN. WEIR LENGTH = 8.4' 1 \ \ � - \ \ \ \ / / / / MIN. WEIR LENGTH = 12' / / / / I \
\\ 1 I I \ 1 \\ \ /%-j/i / / / ! '1/'1 r I , 1 \\\\ \\ \\\\ \\\\�\����,Z:, \\\\ --- __� i' /'// / //'///i' /'�380- ---------------'i�iii �/%Z//! Il / DEFINED FLOODPL,\41N � /
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❑STORM DRAIN INLET
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3.14 SEDIMENT BASIN IS
3.31 TEMPORARY SEEDING 8
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3.39 DUST CONTROL DC
❑PHASE I LIMITS OF r .. ` - -
CLEARING & GRUBBING
*REFERENCE THE LATEST VERSION OF THE VIRGINIA
EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH)
FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES.
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�0,f, 10/28/22 t$,
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DRAFTER:
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DESIGNER:
CCM
PRODUCTION
ZQD
DATE:
28 OCT 22
SCALE:
1": 100'
JOB:
20.1674
WPO:
2021-00063
SHEET:
6 OF 28
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SB#2 MUST BE FULLY
OPERATIONAL PRIOR TO
ACTIVATING PH. 2 STORM
SEWER OUTFALL & PRIOR TO
REMOVAL OF ST#3-5;
AFTER STABILAZATION &ESC DA=0--- ACRES r OP
\ I 1 \ ( \ \ ✓ `/ APPROVAL CONVERT INTO THE 1
I I
IP
WASH RACK
Im
IN
ALBEMARLE COUNTY STEEP
HATCH DENOTES r � '' .�� SLOPES OVERLAY -MANAGED
lI - EXISTING RIVER
ACCESS STEEP SLOPES FROM APPROVED
EXHIBIT 03/23/2021 -PRESERVED
V A� \ \ V A I I � I \ � � A1) � � / / � /� '/'•'.''•= WETLAND AREAS (PER WILD GINGER
FIELD SERVICES LOCATION ON ALTA
1 _
SURVEY BY RGA DATA JULY 24, 2020)
\ ♦♦' o/ / 7/ / G: / A/ // _. _ ._ WATERS OF THE U.S. (WoUS)
F / : .•....-SOILLINE
100 YR. FEYA EXISTING ACCESS ROAD (PRIV.)
T WASH RACK
1 � i
IP IP IP
SB#1
~o DA=11.08
WAS
PERMANENT SWM'C' FACILITY TP SF * - 1 -- -- .#H ♦.CK
M� gCESEDIMENT BASIN #2
6.61 AC DHAINAUL AREA �d
ST8\ DD -• SF \�
STORAGE R� Y
STORAGE PROV'D = 1,339.4 CY -
j/ BOTTOM ELEV = 368.00
TOP OF DAM ELEV = 382.00 \ SF� Tg SF PS SF DC ��I i�i
DA = 6.SB#2 61
SCR �' ■ I�
< I I s
\�_�_ \ 1\il 7 % \ i) \� OP MU (F ��Oi ■ IP i
�; / LIMITS OF ACRES DR
/ 1 1 CLEARING & - A ��♦* Cp % a3o +� s =
\ 1 \ // / GRUBBING ♦.\'' 380 ■
♦ PARKING
(- , ■
; // ii g9 / ■
�i / i 0 / azo STOCKPILE STAGING AND
AREA � STORAGE AREA I i
SF--
� A VA ° 1 � f"/ / �// A/ AVA I II I f '° /. � � i-' 18" RIP -RAP OVERFLOW � ■
SPILLWAY KEYED INTO o ■
NATURAL GROUND a j
INV. =379.75 L=, a N
II INSTALLATION OF STORM DD SF IP 3:1 SIDE SLOPES
6�
/ / / _ \�� /_ 7 (I SEWER OUTFALLS, INLETS & �h
INTO SB#2 �.■ .. ...... ... ... .. ..' . .. T l4 .. .. .. ... R
- l r \ f
` ( rI I I MUST BE FULLY TP +♦ SACOE WETLAND
OPERATIONAL PRIOR TO IP / IMPACT PERMIT IS a3o-
/ REMOVAL OF ST#4 OR 15 390 REQUIRED PRIOR TO p
CONSTRUCTION OR
/
T1 CONVERSION TO SB#2 �
ACRES
19
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DEFINED r OODPLAIN
LIMITS OF
CLEARING &
�_�_% -�► -`, / / GRUBBING
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00 42 \ I I V I I /
STACKED
420 RETAINING
WALL (BY SF C--' I l
OTHERS) R 1 1 1 \\ I I I
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DA=0.5 ACRES /
1
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f I /;TOP= 336.2' r ��
\ �iJEFINEY F4', DPLAW /
LIMITS / J �:::• 1 NOTE:
CLEARING & / l F •,: _:::.,::: I ( `�
J r GRUBBING 1. CRITICAL SLOPES TO BE FENCED OFF PRIOR TO STARTING
CONSTRUCTION. PROPOSED PRELIMINARY LIMITS OF
DISTURBANCE IS CONCURRENT WITH, AND DOES NOT
% I J / ENCROACH INTO THE CRITICAL SLOPES.
/( 2. SILT FENCE SHALL BE UTILIZED AT THE PERIMETER OF ALL
/ / I I J \/ �.S CLEARING & GRUBBING AREAS. TREE PROTECTION SHALL
° «/ / BE IMPLEMENTED ADJACENT TO SILT FENCE ON UPHILL
to `F I J ( / J / �r / / SLOPES WHERE APPLICABLE OR AS DIRECTED TO
PRESERVE STANDS OF TREES THAT SHALL REMAIN.
3. PRESERVED STEEP SLOPES (>25%) TO BE MARKED IN THE
FIELD BY ALBEMARLE COUNTY ESC INSPECTOR PRIOR TO
LAND DISTURBANCE.
4. FIELD MARKERS DELINEATING PRESERVED STEEP SLOPES
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yam" II I �• : � ..:.. ► '� r��, ■■■_ .■■�� . �1111■ ; . � � �■Ill,:; �-; - � , � /�1,�/�/
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IIII I -I I I I ._ �„�� �. �.:. �. � �� � ■ � ■ /�
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SSSSIE
SSgS_S
J ARE TO BE MAINTAINED THROUGHOUT THE COURSE OF
'•$Ca I / : r• / /y // THE PROJECT AND ARE TO BE REPLACED IF DAMAGED.
/ 5
SSF / j /y/ / 5. NO PREMANENT OR TEMPORARY DISTURBANCE OF
PRESERVED STEEP SLOPES IS PERMISSIBLE.
I 1Jl 6. TOTAL DISTURBED AREA = 62.27 AC
EROSION CONTROL PLAN LEGEND
9
P fl ) / / / 302 CONSTRUCTION CE
t
INSTALL OWNSTREAM
STORM SEWER PRIOR TO
ACTIVATION OF SB#3.
/ J I / J s �t \ �_; ( SEDIMENT BASIN #3 ' SB ■ ,
SEE SHEET 14 FOR DETAIL
� '
/ 4.2 AC DRAINAGE AREA
TOTAL STORAGE REQUIRED =562.8CY ( I a
TOTAL STORAGE PROVIDED - 749.0 CY 420
h0 0 , _ _ i �� %rld CLEAN -OUT EL. (144CY) =410.92------ _-- SF i /
/ GA ��/� �10i8i - 390 _�-� / / / /TOP O DAAM ELEV 418.50 D STURBANCE SHALL aio
\ 1BOTTOM ELEV = 410.00 ULTIMATE LIMITS OF
_ _
/ , 1 1 3 C �/ // i _ % %_ / /i / / / _ - BE SURROUNDED BY - - - -
�"--4p0� / / / o / ' - _ SILT FENCE
%%------------- /'
-390-
_- __ _ - ---
----_____--
- ---- - - %.
30- - - -,
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ENTRANCE
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ROAD ST BILIZATION
(
3.05 SILT FENCE SF-
N�, h0 ti° ��o°Ornro°�co°h ° J J.�• /
f.'• :•: / STORM DRAIN INLET
PROTECTION IP
CONVERT TO SB#3 PRIORPWR3365' 47DIVERSION DIKE DD
TO ACTIVATION OF .f /I j / v INV= 318.3'
UPSTREAM STORM SEWER 1) I% /y 3.13 SEDIMENT TRAP ST
{
3.14 SEDIMENT BASINIS
3.18 OUTLET PROTECTION OP
TEMPORARY SEEDING TS
TREE PRESERVATION TP
/ AND PROTECTION
3.39 DUST CONTROL IS
❑PHASE II LIMITS OF O
CLEARING & GRUBBIN
d/J � REFERENCE THE LATEST VERSION OF THE VIRGINIA
700 YR. FEMA T EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH)
J / DEFINED FLOODP64IN
FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES.
�iTOP- 336.8' A\ - �j / 100 0 100 200 300
INV- 317.6' r
; (SEE NOTE 13) SCALE: 1"=100'
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Christopher C. Mulligan
Lic. No.
031672 w�
ESSI ONAL ECG
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DRAFTER:
SML
DESIGNER:
CCM
PRODUCTION
ZQD
DATE:
28 OCT 22
SCALE:
1" : 100'
JOB:
20.1674
WPO:
2021-00063
SHEET:
7 OF 28
❑F ❑
DRIP LINE % 1
SEDIMENT TRAPS II vO o
SNOW FENCE A
NNNN MO
DESCRIPTION ST 1 ST 2 ST 3 ST 4 ST 5 ST 6 ST 7 ST 8 ST 9 ST 10 ST 11iCY
ST 12 ST 13 ST 14 ST 15 ST 16 ST 17 ST 18 ST 19 NIIII ¢ O3
DA 1.5 AC 2.1 AC. 0.84 AC 2`.0 AC. 1,9 AC. 3.0 AC. 2A AC 11 AC 1.6 1.4 0.8 AC 0.5 0.9 AC. 2A AC 23 AC. 2.2 AC. 1.5 AC. 1_4 AC. 1.8 AC. 2.9 AC. I a U o 0
WET VOLUME REQ. 100.5 CY 140.7 CY 56.3 CY 134 CY 127.3 CY 201 CY 140.7 CY 80.4 CY 107.2 CY 53.6 CY 33.5 60.3 CY 134 CY 154.1 CY 147.4 CY 100.5 CY 93.8 CY 120.6 CY 194.3 CY I �Mel BE ? `� N
DRY VOLUME REQ. 100.5 CY 140.7 CY 56.3 CY 134 CY 127.3 CY 201 CY 140.7 CY 80.4 CY 107.2 CY 53.6 CY 33.5 60.3 CY 134 CY 154.1 CY 147.4 CY 100.5 CY 93.8 CY 120.6 CY 194.3 CY 00 < U) a N q
TOTAL VOLUME REQ. 201 CY 281.4 CY 112.56 CY 268 CY 254.6 CY 402 CY 281.4 CY 160.8 CY 214.4 CY 107.2 CY 67 120.6 CY 268 CY 308.2 CY 294.8 CY 201 CY 187.6 CY 241.2 CY 388.6 CY BOARD FENCE am W ¢ ; > O 2
SIZE (W) coaO FENCE Q Z LLI D
PERSPECTIVE VIEW M'� -
(L) ^ ,PUSTIC FENCE .w. f__- m . / O > > 0
_I Z J 0) ED
(D) S 1n w
•„ - CORRECT METHODS OF THEE FENCING (n Q 7
Z W
OUTLET LENGTH 9 FT 12.6 FT 5.0 FT 12 FT 11.4 FT 18 FT 12.6 FT 7.2 FTW
FT 4.8 FT 3 FT 5.4 FT 12 FT 118 FT 13.2 FT 9 FT 8.4 FT 10.8 FT 17.4 FT 7 u' z O
BOTTOM TRAP EL 414.00 388.00 374.00 404.00 374.00 398.0 3372.00 378.00 426.00 414-00 422.00 410.00 360.00 372.00 360.00 350.00 402.00 402.00 ; %1 /1�- p BE fr LU -J _
WET VOL. EL 418-00 392-00 378-00 408-00 376-00 401.00 376-00 382-00 428-00 418-00 424.00 414-00 366-00 376.00 362.00 352.00 406.00 406.00 --' a a a
DRY VOL. EL 420-00 394-00 380-00 410-00 378-00 403.00 378-00 384-00 430.00 420-00 425.00 418-00 370-00 378.00 364.00 354.00 408.00 408-00 I Q rn U
TOP OF BANK 421-00 395.00 381-00 410-50 379-00 404.00 379.00 385.00 431-00 421-00 426-00 419-00 371.00 379-00 365.00 355-00 409.00 409.00
WIRE
PBRIC
mxniRE REPORT
rA oWrv[MdJK UM'V ntslOB�ING
TOM,III= GROUNDLINE
r CORECTlH11NKARMORING 5'MIN uFTu[n Or1M ROD NO O
✓ ee
TRIANGULAR BOARD FENCE PERSPECTIVE VIEW PLASTIC FENCE PERSPECTIVE VIEW METAL FENCE A/
TP TREE PROTECTION FENCING DETAIL ��SAFETY FENCE DETAIL11�F�1
r O r
naTTo scALE 3.38-2 MOTTO scuE 3.01-1
MINIMUM TOP WIDTH (W) DIVERSIONS
E MIRE FOR S'' DIMENT ARI�E 1 L
i. SET POSTS AND EXCAVATE 2. STAPLE WIRE FENCING TO THE
A O"XO"TRENCHUP$LOS POSTS A EXISTING
GRIGIN4L VARIPBLE ALONG THE LINE OF POSTS l ,i1i PAVFNE
GLEV \ =N
TRAP EMBANKMENTS ILTFRCII, - ✓✓✓Y \
FREE BOARD 10' �•. TI1 ����
1 m cu. rDJACRE L A
ygRlggLE
ACCORDING T O EIGHT OF
i j D I EXISTING GROUND SIDE ELEVATION
���} �.W1WW,•-, IILLL�,�JILLLLgILLi1 67 CU. TDJACRE I �J
!LMMIIIIIIIIIIIMIIIIIIilillilliLmillillilillillillilIIII', I IIIII�IIIII�IIIII�IIIII�IIIII�IIIIII®IIIIIII IIXCAVATED) �~ �~
EMBANKMENT (FEET) aMnx GROUND IIII / 1 - IIII e
FILTER CLOTH ORIGINAL
D / WASH PACK
F Fv. FLOW ___ OPTIONAL I
TYPICAL PARABOLIC DIVERSION •EEPIA,F3.,3, •`GDARBEAGGREGA� CLASS IRIPRPP III ,. III I _
CROSS SECTION OF OUTLET
- i EXISTING
(PAVEMENT Z (n (n
(w 9. ATTACH THE FILTER FPBRICTO 4. B4CKFlLLAND COMPACT VDOT#1 COURSE O z Z
I- -I
10% SETTLEMENT CLASS I RIPRAP THE WIRE FENCE AND EXTEND �` E
H _ E GH pNFF� NTOTHE RENCH E G4VA ED AIL ADORED A B I PO&TIVEDMINAGE a a W W
H O W 03 rREB BOARD Pryer) NAGEAR A �SCEMENTTRAPPING
p I I I P4 •MUSTFX,END
1.J 0.5 2.0 ����11�� II��II�� ONQiSION LIKE FGRESS AND (nOO
2.0 1.0 2.0 _&AWL,�;•, D EGRESS OPERATION PLAN VIEW Q _ vm nn. vsre
11
2.5 1.5 2.5 ��� �. ro > _ ---_-- (n
3.0 2.0 2.5 a ., -• O O O
II / II
ti• 3.5 2.5 3.0 _
H H TYPICAL TRAPEZOIDAL DIVERSION //-J D "°" O O
p 4.0 3.0 3.0 /// �. SECTION A -A �I
4.5 3.5 4.0 S l' I y = II RLTER CLOTH 67 r OL d
5.0 4.0 4.5 l /••COPASEAGGRE TE ` ///
EXTENSION OF THE FABRIC ADD WIRE INTOTHE TRENCH LU LU
_ I
I _ LOR SETTLEMENT AREj EXCAVATED / /FILTER �\ 1 f\ U) CD
�I" 03 FREE BOARD I 1 I / FLTER FPBHIC ` / W W
EXCAVATED AREA III III- I I I / J
MAX. DEPTH = 4' I _ _ ��
ORIGINAL MLL ^COPASEMaCREGATE SHALL BE VLU'T#3,#357 OR III MRE I 1
GROUND - SECTION B-B J J
ELEV. REINFORCED CONCRETE DEAN SPACE }
OUTLET (PERSPECTIVE VIEW) m (n (0
SOURCE: VA. DSWC PLATE. 3.13-1 TYPICAL VEE-SHAPED DIVERSION o 0
%TEMPORARY SEDIMENT TRAP ��1SILT FENCE DETAIL (W/ WIRE SUPPORT) CONSTRUCTION ENTRANCE DETAIL LU
N a
*" MoiroscuE 3.13-2 "I NOTTOscuF 3.05-1 "� NOTro SCAUE 3.02-2 �p N
Source: Va. DSWC Plate 3.12-1
O �
TOE REQUIREMENTS FOR ROCK CHECK DAM STONE -LINED WATERWAYS o
Z
BANK STABILIZATION SILT FENCE
2 ACRES OR LESS OF DRAINAGE AREA: L W
FILTER CLOTH UNDERLINER (PREFERRED) NONE 4-12" �
B DRAFTER: SML
DESIGNER: I CCM
s. T°EOF 011mE"` _ �� PRODUCTION ZQD
FILTER CLOTH ILL d
(OPTIONAL)
KEY IN 1.5' WIN.Tl�wFILTER CLOTH (DOWNSTREAM VIEW) 1�rr i'I,II IIII 1,T1I Op
VDOT k1 FILTER CLOTH KEY IN FILTER /� p
25' COARSE AGGREGATE CLOTH 6"-9" 4
TCE OF FILL GRAVEL FlLTEP'�
FLOW ?1 s' V-SHAPED WATERWAY WITH STONE CENTER DRAIN rurvoFF v✓n-ER WIRE MESH G
SILT FENCE 'DISTANCE IS e'
MINIMUM IF FLOW Is NOTE: A GRANULAR FILTER MAY BE SUBSTITUTED FOR FILTER CLOTH. HLTEEDWATER
Christopher C. Mulligan
TOWARD EMBANKMENT LIC. NO.
L
- _ 031672 �o
FlLTD2 CLOTH 2-10 ACRES OF DRAINAGE AREA: FLOW R �o. 10/28/22 Gl$'
GRANULAR FILTER STONECOMINATION W 71ME7 - SSI ONAL
2/3 W corvcETEGIRTER
B" 4-12" `\\
12. `CURB INLET
II - SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
FILTER CLOTH « 16' IIIIIII� -,1,� _ = CURB INLETS WHERE PONDING IN FRONT OF THE
1.5' MIN. _
(OPTIONAL) Ea+' - STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR
(DOWNSTREAM VIEW) ,f II III DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED
FILTER CLOTH-� KEY IN FILTER AREAS.
2.W VDOT QPSSI RIPRPP-II IIf- CLOTH 6"-9"
MIN. COARSE l AGGREGATE COARSEAGG AGGREGATE TO REPZ
*GRAVEL SHALL BE VDOT #3, #357, OR #5 COARSE
SILT FENCEIN •HORESHOE•wHEN AGGREGATE /
MGH VELOCITY OF FIDWIS E%PECIEO V VJ
x �0N ?� 3• PARABOLIC WATERWAY WITH STONE CENTER DRAIN _J
y7 NOTE: A GRANULAR FILTER MAY BE SUBSTITUTED FOR FILTER CLOTH. Q
GRAVEL CURB INLET W
COARSE AGGREGATE MIN' THICKNESS - 6 CIP CULVERT INLET PROTECTION P PROTECTION DETAIL 0
CLASS I RIPRAP NOT TO S(:NE 3.08 MOTTO SINE
SOURCE: Adapted from VDOT Drape Manuel PLATE. 3.19-1 SOURCE: VA. DSWC PLATE. 3.20-1 Source: USDA-SCS Plate 3.17-2 O
Al
z
3Ep 4 A > C/I J O
2X6•WCODFRAME WITH Ir��
SILT FENCE OUTLET DETAIL MOP PLAN VIM PIPED £TDFLT T - Q cr 5 c
SPACING BETWEEN CHECK DAMS AREA WITH NO DEFIED LU
FRAME
L C
(SPECIAL DESIGN) sar EMERGENCY SPILLWAY �= L - ``
FENCE d 'v..i
TGATHER O (n W
EMERGENCY SPILLWAY CONTROL SECTIO sEwoNA-A EXCESS
ZERs
L = THE DISTANCE SUCH THAT POINTS SHOULD NOT BE �---��_,� FILTER CLOTH KEY IN a" -a"; RECOMMENDED FOR ENTIRE PERIMETER
EXIST. A AND B ARE OF EQUAL ELEVATION CONSTRUCTED OVER
GROUND �� �� �i EXIST. FILL MATERIAL PERSPECTIVE VIEWS J z
ELEV. GROUND BLAINE - - - O
ELEV A A 3tlD(MIN.) /
FABRIC 0
OUTLET CROSS SECTOIN - PIE°° CHANNEL I G • A DEFINED CHPNNEL \ 1
XN
II B PUNmEw W
12 i i I - La ELEVATION OF STAKE AND -
I' II II I 3y y DETAIL A
FABRIC ORIENTATION
`
I'I _
SECTION A
I� FILTER CLOTH KEY IN Ir WP RECOMMENDED FOR ENTIRE PERIMETER
j1=1 i` �j II III-III-III=III III III-IIII III ;II III III -I
NOTEB
1. APRON LINING MAY BE R, GROUTED SCAP,GABION BASKET. ORCONCRETE. SPECIFIC APPLICATION
2. Lal$THE LENGTH OF THE HE RIPPRAP APRON AS CALCULATE°USING PLATES 3.163 AND THIS METHOD OF INI£TPROTECIION ISAPPLICPBIE WHFIE THE
3.183. INIETDRNNSAREIATNFTTFLAT AREA, (SLOPE NOGREATER DATE: 28 OCT 22
PERSPECTIVE VIEW 3. d=1.5TIMES THE MAXIMUM STONE DIAMETER ,BUT NOT LEWTHAN 6INCHES. THAN 5%) WHERE THE INIETSHEET ONOVERIANDFLOWS (NOT SCALE: NITS
C. [EXCEEDING F.S.) ARE TTPIGN. THE METHOD SHVL NOT
Pipe OlameteF RFy�Flow Apron LengtM1 UDrtream Wldtl, CownRream WI6M SLone aepM AELYT°INIETSRECEMNGCgiCFNRi DFTGWS,SIK
SOURCE: VA. DSWC PLATE. 3.20-2 .S�V�iEC VA. DSWC PLATE. 3.�4-s Rnl ,FI INI ae el AlDrepaav Ilnl IN STREET ORHIGHWAYMEDIANS. JOB: 20.1674
NOTE: TEMPORARY DRAINAGE DITCH OUTFACES FOR USE PRIOR TO STABILIZATION OP4 1 24 1124 1 115 6 13.5 Claassl W WPO: 2021-00063
OP3 42 6672 21 W.5 M.5 Claassl w
OP2 20 B.1 IT, 6 13.5 Claassl 1E"
OPl 36 16.35 m 9 23 Claassl I..
OUTLET PROTECTION %STORM DRAIN INLET PROTECTION
\'� NOTTOSrmF 3.18-1 Ir NOTTOSCAIE 3.07-1 SHEET: OF 28
Erosion & Sediment Control Technical Bulletin No. 4
Nutrient Management for Development Sites
ESTABLISHMENT OF VEGETATIVE COVER
Developing a fertile soil is a crucial step in the establishment of vegetation, which can reduce the
amount of fertilizer required to maintain good vegetative cover. A fertile soil has the capacity to
supply the nutritional needs of the plants being established. Good soil quality characteristics
include good soil texture, adequate nutrients available for plant growth, good moisture holding
capacity, and the appropriate soil acidity/alkalinity balance (pH). The following is a discussion
of the steps needed to ensure good vegetative growth.
1. Soil Tests
Soil tests are extremely important and should be conducted on every site. Soil tests provide
specific information on the amounts of phosphorus, potassium, calcium and magnesium
available for plant uptake and recommends additional amounts as required. Soil tests are crucial
for determining the amount of lime needed to obtain an appropriate soil pH for the vegetation
being established. Soil test results include recommendations specific to the site and vegetation
being grown. Soil tests recommend the amount of plant nutrients and lime needed to promote
and maintain good plant growth. Soil tests may be performed by the Cooperative Extension
Service Soil Testing Laboratory at VPI & SU, or by a reputable commercial laboratory. Also
note that County Extension offices have soil testing supplies and information.
Soil tests are not used to determine nitrogen needs. Nitrogen is applied based upon established
requirements for the plant to be grown, season of growth, and intended use.
2. Surface Roughening
Provide a rough soil surface by stair -step grading, grooving, or tracking the soil to be vegetated
or by leaving slopes in a roughened condition by not fine -grading, in accordance with the 1992
Virginia Erosion & Sediment Control Handbook (Std & Spec 3.29). Seed germination is difficult
with compacted soils. Rough, loose soil surfaces helps prevent the loss of lime and fertilizer due
to runoff, increases water infiltration, and provides seed coverage, which aids in seed
germination.
3. Soil Amendments & Soil Quality
Materials such as sand, vermiculite, peat, and compost may be added to soil to modify texture,
improve structure and increase the moisture holding capacity. It is also recommended to
conserve existing soil quality by preserving and reapplying topsoil in accordance with the 1992
Virginia Erosion & Sediment Control Handbook (Std & Spec 3.30). Areas that have been
compacted, or where duff or underlying topsoil is removed, should be amended with compost to
improve soil quality.
4. Lime
Adjusting the soil pH between 6.25 to 6.5 is extremely important for grass establishment,
especially in the acidic soils of Virginia. A soil test is necessary to determine the actual amount
of lime required to adjust the soil pH of denuded sites. However, when a soil test has not been
performed, apply 2-tons/acre (90 pounds per 1,000 square feet) of pulverized agricultural grade
limestone.
Revised 7/17/03 Page 2 of 8
Erosion & Sediment Control Technical Bulletin No. 4
Nutrient Management for Development Sites
5. Fertilizer
Never aDDly more than 1 Dound of water soluble nitrogen Der 1.000 sauare feet within a 30 day
en riod. Nitrogen should be applied based upon established requirements of the plant to be grown,
season of growth, and intended use. Establishing a uniform dense vegetative cover with a good
root system reduces the potential for pollution by decreasing erosion and runoff, increasing the
plants ability for nutrient uptake, and reducing pesticide use. A detailed discussion on fertilizer
use is provided in the `Updated Fertilizer Specifications and Rates for Establishment' section of
this bulletin.
6. Incorporation
Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by discing or by other
means. Incorporation reduces the potential nutrient loss due to runoff, as well as significantly
increasing the success of establishing a vegetative cover. When surface roughening does not
occur prior to the application of lime and fertilizer, `mix' the lime and fertilizer into the soil, at
least 4 inches, by the methods described in the 1992 Virginia Erosion and Sediment Control
Handbook (Std & Spec 3.29).
When incorporation does not occur, and fertilizer and lime is applied directly to a smooth
surface, the phosphorus (P205) application rate must be reduced by half because of the limited
contact area with soil and the risk of nutrients being lost in runoff.
7. Seeding
Selection of plants is based on climate topography,soils land use and the planting season. The
P . P g
1992 Virginia Erosion and Sediment Control Handbook vegetative cover standards and
specifications 3.31 Temporary Seeding, 3.32 Permanent Seeding, 3.33 Sodding, and 3.34
P P �1' g� g> g,
Bermudagrass & Zoysiagrass, describe in detail the specifications for plant selection. In
addition, attached are one -page updates to the vegetative cover standards and specifications,
which provide updated fertilizer and lime rates and the seeding schedules for the different
physiographic regions of Virginia.
8. Mulching
The application of mulch to the soil surface, for both temporary and permanent seeding, is one of
the most effective means of controlling runoff and erosion on disturbed land. All permanent
seeding must be mulched immediately upon completion of seed application. It is especially
important to mulch liberally in mid -summer and prior to winter. Mulching prevents erosion, and
thereby pollution, by protecting the soil surface and fostering the growth of vegetation by
increasing the moisture content and providing insulation from extreme temperatures. The 1992
Virginia Erosion and Sediment Control Handbook (Std & Spec 3.35) details the mulch
specifications and includes a list of the typical materials used to mulch (for example straw, wood
chips, and fiber mulch).
Revised 7/17/03 Page 3 of 8
Erosion & Sediment Control Technical Bulletin No. 4
Nutrient Management for Development Sites
9. Hydroseeding
H droseedin is a mechanical method of applying see fertilizer, and mulch to land
Y g �
development sites in one step. This method is efficient in providing an immediate cover to
denuded sites; however, the surface must be carefully_ prepared in order for successful seed
germination. Hydroseed on rough, loose surfaces only. Roughen the surface prior to application
of hydroseeding, per the specification above and in accordance with the 1992 Virginia Erosion &
Sediment Control Handbook (Std & Spec 3.29). Although proper soil pH is crucial in
establishing good vegetative cover, lime is usually not included in the hydroseed mix. Therefore,
lime should be incorporated into the soil as needed when preparing the site for hydroseeding.
To avoid poor seed germination as a result of seed damage during hydroseeding, it is
recommended that if the machinery breaks down from 30 minutes to 2 hours, 50% more seed
must be added to the tank. Beyond 2 hours, a full rate of new seed is usually necessary.
UPDATED FERTILIZER SPECIFICATIONS AND RATES FOR ESTABLISHMENT
Plant nutrients should be applied based upon established requirements of the plant to be grown,
season of growth, and intended use, as specified in the 1992 Virginia Erosion and Sediment
Control Handbook (Sid & Spec 3.31, 3.32, 3.33, and 3.34). The timing and rate of fertilizer
application depends on the type of grass. There are basically two types of grasses, warm and cool
season grasses. Warm season grasses (Bermuda, Zoysia) are those that go dormant in the winter.
Cool season grasses (Fescue, Bluegrass) are those that stay green year round.
1. Recommended Season for Applying Nitrogen Fertilizers
The earliest spring application of nitrogen for cool season grasses is six weeks prior to the last
average frost date (for example, February 6 for Virginia Beach and March 1 for Roanoke). The
latest fall application of nitrogen for cool season grasses is six weeks after the fast average frost
date (for example, December 29 for Virginia Beach and December 1 for Roanoke).
The earliest spring application of nitrogen for warm season grasses is the last average frost date
for the region (for example, March 20 for Virginia Beach and April 15 for Roanoke). The latest
fall application of nitrogen for warm season grasses is 30 days prior to the average first frost
date for the region (for example, October 15 for Virginia Beach and September 20 for Roanoke).
2. Per Application Rates
Phosphorus (P) and potassium (K) fertilizer requirements should be determined by a soil test.
Never apply more than one (1) 12ound of water soluble nitrogen per 1,000 square feet within a 30
day period. The following table itemizes the fertilization rate revisions to standards and
specifications 3.31 Temporary Seeding, 3.32 Permanent Seeding, 3.33 Sodding, and 3.34
Bermudagrass & Zoysiagrass Establishment.
Revised 7/17/03 Page 4 of 8
Erosion & Sediment Control Technical Bulletin No. 4
Nutrient Management for Development Sites
Summary of Fertilizer Snecification Revisions for Establishment of Turf
2003 Urban Nutrient Management Technical
Standards & Specifications
Bulletin
3.31 Temporary Seeding
10-10-10 fertilizer applied at a rate of 450 lbs. /
acre or 10 lbs. / 1,000 ft2
Mixed Grasses & Legumes
10-20-10 fertilizer applied at a rate of 500 lbs. /
acre or 12 lbs. / 1,000 ft2
Legume stands only
Apply the equivalent of 100 lbs. of phosphate
(P205) and 100 lbs. of Potash (K20) per acre.
3.32 Permanent Seeding
NO NITROGEN N
Grass stands only
10-20-10 fertilizer applied at a rate of 500 lbs. /
acre or 12 lbs. / 1,000 ft2
10-10-10 fertilizer applied at a rate of 450 lbs. /
acre or 10 lbs. / 1,000 ft2. NOTE: For cool
3.33 Sodding
season grasses apply fertilizer in fall or spring.
For warm season grasses apply the fertilizer in
late spring or summer only.
10-10-10 fertilizer applied at a rate of 500 lbs. /
acre or 12 lbs. / 1,000 ft2. Apply additional
3.34 Bermudagrass & Zoysiagrass Establishment
phosphorus and potassium 30-60 days later
based on the soil test. Apply an additional
equivalent of 1 Ib./1,000 ft�of nitrogen when
the P & K are applied.
3. Using Fertilizer Analysis to Calculate Nitrogen Rates
All fertilizer packages have three numbers present on the package (for example, 10-10-10 or 16-
4-8). These three numbers indicate the percentage of nitrogen (N), phosphorus (P205), and
potash (K20) resent b weight which is called the N-P-K ratio. For example, a 20 pound bag of
P (z)P Y gh P P g
10-6-4 is 10 percent nitrogen 2 lb. of ��6 percent phosphate (1.2 lb. of P205), and 4 percent
potash (0.8 lb. of K20) the remaining is inert material to facilitate even application of fertilizer.
The Virginia nutrient management recommendation is to apply no more than 1 lb. of nitrogen per
1,000 square feet within a 30 day period. A fertilization rate of 1 lb. of nitrogen per 1,000 square
feet can be obtained for any site by using the fertilizer analyses on the bag and knowing the area
of application.
Revised 7/17/03
Page 5 of 8
Erosion & Sediment Control Technical Bulletin No. 4
Nutrient Management for Development Sites
Fertilizer Bag
Reads:
Amount to Fertilizer to Apply
1 lb. of nitrogen / 1000 sq.ft.
6-2-0
16.6 lb.
10-10-10
10 lb.
16-4-8
6.2 lb.
20-5-5
5 lb.
22-3-14
4.5 lb.
29-3-7
3.4 lb.
4. Use of Slowly Available Forms of Nitrogen
Fertilizer bags will state the source or category from which the nitrogen is derived. Nitrogen
fertilizers have two categories: Water Soluble Nitro en i.e. all nitrogen is immediate)
g g ( g Y
available); and Slowly Available Nitrogen (i.e., nitrogen is available over an extended period of
time). The nitrogen source impacts how grass is fertilized and the rate and timing of application
of fertilizer.
Choose a fertilizer that has some amount of Slowly Available Slowly Available Nitrogen (SAN). Slowly available
nitrogen fertilizers make nitrogen available a little at a time, the way most grasses need it, which
reduces both the potential of excess nutrients in runoff and the leaching potential of excess
nutrients into groundwater. Sources of SAN are usually stated on the label. It may be stated as
% Water Insoluble Nitrogen (WIN), sulfur -coated urea, natural organic nitrogen or other
controlled release materials used to coat the fertilizer. The % WIN is usually stated on the
fertilizer container, if the % WIN is not listed, assume that all the nitrogen in the fertilizer is
water soluble and immediately available. As a general guideline, if the fertilizer has 50% WIN
or less, it should be applied in the same manner as readily available nitrogen. If the fertilizer is
50% WIN or greater, it should be applied as a SAN.
UPDATED FERTILIZER SPECIFICATIONS AND RATES FOR MANAGEMENT
1. Application of Fertilizer for Maintenance
Apply fertilizer when grass is actively growing and can utilize the nutrients. Summer is best for
warm season grasses (zoysiagrass and bermudagrass) while the fall months are best for cool
season grasses (tall fescue, Kentucky bluegrass, perennial ryegrass).
2. Annual Application Rates
A. When applying 100% Water Soluble Nitrogen sources (those that have all the nitrogen
immediately available for plant use), the following rates apply:
. Never aDDly more than one (1) pound of water soluble nitrogen Der 1.000 sauare feet
within a 30 day period
• No more than 3.5 lbs. of nitrogen per 1,000 square feet annually on cool season grass.
• No more than 4.0 lbs. of nitrogen per 1,000 square feet annually on warm season
grass.
Erosion & Sediment Control Technical Bulletin No. 4
Nutrient Management for Development Sites
B. When applying slowly available nitrogen (SAN, WIN, sulfur -coated urea, natural organic
nitrogen or other controlled release materials), total annual nitrogen application rates may
be adjusted incrementally by referring to the following figure. The maximum annual
nirogen rates when using 50% or greater SAN is as follows:
. No more than 5.0 lbs. of nitrogen per 1,000 square feet annually on cool season grass.
. No more than 5.5 lbs. of nitrogen per 1,000 square feet annually on warm season
grass.
Erosion & Sediment Control Technical Bulletin No. 4
Nutrient Management for Development Sites
C. When aDvlving maintenance fertilizer on established sod.
Pounds of nitrogen 1 ier 1,000 sq. ft. if the fertilizer is less than 50 percent WIN
Month
Type of Grass
Tall Fescue
Perennial R e
Kentucky
Blue rass
Bermudagrass
Zoysiagrass
September
1
1
0
0
October
1
1
0
0
Early November
0
0
0
0
April
1 0
0
0
0
May
0-0.5
0-0.05
1
1
June
0
0
1
0
July/August
0
0
0
1
Yearly Lbs. N/1000 sf
2.5
2.5
1 2
2
Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is more than 50 ercent WINType
Month
of Grass
Tall Fescue
Perennial Rye
Kentucky
Bluegrass
Bermudagrass
Zoysiagrass
August 15
1.5
1.5
0
0
October 1
1.5
1.5
0
0
April
0
0
1.5
1.5
May 15
0
0
0
0
June
0
1 0
1.5
1.5
Yearly Lbs. N/1000 sf
3
3
3
3
FLOW CHANNEL STABILIZATION
GRADE 0.5% MIN. 10% MAX.
1. SEED AND COVER WITH STRAW MULCH.
2. SEED AND COVER WITH EROSION CONTROL MATTING OR LINE WITH SOD.
3. 4"J" STONE OR RECYCLED CONCRETE EQUIVALENT PRESSED INTO SOIL IN A MINIMUM
7" LAYER.
CONSTRUCTION SPECIFICATIONS
1. ALL TEMPORARY SWALES SHALL HAVE UNINTERRUPTED POSITIVE GRADE TO AN
OUTLET. SPOT ELEVATIONS MAY BE NECESSARY FOR GRADES LESS THAN 1 %.
2. RUNOFF DIVERTED FROM A DISTURBED AREA SHALL BE CONVEYED TO A SEDIMENT
TRAPPING DEVICE.
3. RUNOFF DIVERTED FROM AN UNDISTURBED AREA SHALL OUTLET DIRECTLY INTO AN
UNDISTURBED STABILIZED AREA AT A NON -EROSIVE VELOCITY.
4. ALL TREES, BRUSH, STUMPS, OBSTRUCTIONS, AND OTHER OBJECTIONABLE MATERIAL
SHALL BE REMOVED AND DISPOSED OF SO AS NOT TO INTERFERE WITH THE PROPER
FUNCTIONING OF THE SWALE.
5. THE SWALE SHALL BE EXCAVATED OR SHAPED TO LINE, GRADE AND CROSS SECTION
AS REQUIRED TO MEET THE CRITERIA SPECIFIED HEREIN AND BE FREE OF BANK
PROJECTIONS OR OTHER IRREGULARITIES WHICH WILL IMPEDE NORMAL FLOW.
6. FILL, WHERE NECESSARY, SHALL BE COMPACTED IN 8" LIFTS BY EARTH MOVING
EQUIPMENT.
7. ALL EARTH REMOVED AND NOT NEEDED FOR CONSTRUCTION SHALL BE PLACED SO
THAT IT WILL NOT INTERFERE WITH THE FUNCTIONING OF THE SWALE.
8. INSPECTION AND MAINTENANCE MUST BE PROVIDED PERIODICALLY AND AFTER EACH
RAIN EVENT.
Erosion & Sediment Control Technical Bulletin No. 4
Nutrient Management for Development Sites
C. When aDvlvina maintenance fertilizer on established sod,
Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is less than 50 percent WIN
Month
Type of Grass
Tall Fescue
Perennial Rye
Kentucky
Bluegrass
Bermuda as
Zoysiagrass
September
1
1
0
0
October
1
1
0
0
Early November
0
0
0
0
April
0
0
0
0
May
0-0.5
0-0.05 1
1
1
June
0
0 I
1
0
July/August
0
0
0
1
Yearly Lbs. N/1000 sf
2.5
2.5
2
2
Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is more than 50 percent WIN
Month
Type of Grass
Tall Fescue
Perennial R e
Kentucky
Bluegrass
Bermudagrass
Zoysiagrass
August 15
1.5
1.5
0
0
October 1
1.5
1.5
0
0
April
0
0
1.5
1.5
May 15
0
0
0
0
June
0
0
1.5
1.5
Yearly Lbs. N/1000 sf
3
1 3
3
1 3
TABLE 3.31-13
(Revised June 2003)
TEMPORARY SEEDING SPECIFICATIONS
QUICK REFERENCE FOR ALL REGIONS
SEED
APPLICATION DATES
SPECIES
APPLICATION RATES
Sept. 1 -Feb. 15
50/50 Mix of Annual Ryegrass (lolium multi-
florum) & Cereal (Winter) Rye (Secale cereale)
50 -100 (lbs/acre)
Feb. 16 - Apr. 30
Annual Ryegrass (lolium multi-florum)
60 - 100 (lbs/acre)
May 1 -Aug. 31
German Millet
50 (lbs/acre)
FERTILIZER & LIME
• Apply 10-10-10 fertilizer at a rate of 450 lbs. / acre (or 10 lbs. / 1,000 sq. ft.)
• Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs. / 1,000 sq. ft.)
1 - A soil test 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 Techr
# 4. 2003 Nutrient Management for Development Sites at hftp://www.dcr.state.va.ustsw/e&s.htm#pubs
TABLE 3.32-C
(Revised June 2003)
PERMANENT SEEDING SPECIFICATIONS FOR APPALACHIANIMOUNTAIN AREA
SEED'
LAND USE
SPECIES
APPLICATION RATES
Tall Fescue'
90-100%
Minimum Care Lawn
Perennial Ryegrassz
0-10%
(Commercial or Residential)
Kentucky Bluegrass'
0-10%
TOTAL: 200-250 lbs.
Minimum of three (3) up to five (5) varieties
High -Maintenance Lawn
of Kentucky Bluegrass from approved list
TOTAL: 125 lbs.
for use in Vir inia'
Tall Fescue'
128 lbs.
General Slope (3:1 or less)
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop
2 lbs.
20 lbs.
TOTAL: 150 lbs.
Tall Fescue'
108 lbs.
Low -Maintenance Slope
Red Top Grass or Creeping Red Fescue
Seasonal Nurse Crop3
2 lbs.
20 lbs.
(Steeper than 3:1)
Crownvetch4
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 turfgrass
variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at
httr)://sudan. cses.vt. edu/htm i/Tu rf/turf/Du bl ication s/Du blicafons2. htm I
2 - Perennial Ryegrass will germinate faster and at lower soil temperatures than Tall Fescues, thereby providing
cover and erosion resistance for seedbed.
3 - Use seasonal nurse crop in accordance with seeding dates as stated below:
March, April - May 1 e ......................... Annual Rye
May 16'h - August l e ......................... Foxtail Millet
August le - September, October ........... Annual Rye
November - February ............................. Winter Rye
4 - All legume seed must be properly inoculated. If Flatpea is used, increase to 30lbs/acre. If Weeping
Lovegrass is used, include in any slope or low maintenance mixture during warmer seeding periods, increase to
30 -40 lbs/acre.
FERTILIZER & LIME
• 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 tons/acre (or 90 lbs. / 1,000 sq. ft.)
- 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 Technil
# 4. 2003 Nutrient Management for Development Sites at http://www.dcr.state.va.us/sw/e&s.htm#Dubs
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JOB:
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WPO:
2021-00063
SHEET:
1 O OF 28
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DESIGNER:
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PRODUCTION
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DATE:
28 OCT 22
SCALE:
1": 100'
JOB:
20.1674
WPO:
2021-00063
SHEET:
11 OF 28
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7+00
10+00
11+00 12+00
13+00
DITCH 1 PROFILE
DITCH 2 PROFILE
HORIZ. SCALE: 1 "=50'
HORIZ. SCALE: 1 "=50'
VERTICAL SCALE: 1 "=10'
VERTICAL SCALE: 1 "=10'
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395
395 420
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390
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415
385
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380
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395
365
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390
360
360 385
385
10+00
11+00
12+00
13+00
14+00 15+00
10+00
11+00 12+00
13+00
14+00
15+00 16+00
17+00
DITCH 3 PROFILE
DITCH 4 PROFILE
HORIZ. SCALE:
1 "=50'
HORIZ.
SCALE: 1 "=50'
50
0 50
100 150
VERTICAL SCALE: 1"=10'
VERTICAL SCALE: 1"=10'
SCALE: 1 "=50'
STA:0+00.64
ELEV:429.88
-
STA:7+50.00
ELEV:429.00
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CL
STA:5+ 17.39
ELEV:413.25
150
STA:5+50.00
ELEV:414.00
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STA:7+75.10
ELEV:432.94
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STA:0+62.09
ELEV:426.93
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STA:7+00.00
ELEV:424.00
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STA:1 +19.83
ELEV:418.88
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ELEV:433.55
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STA:12+64.26
ELEV:427.00
STA:10+00.00
ELEV:435.00
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STA:14
ELEV:396.00
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ELEV:379.00
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STA:15+30.72
ELEV:373.99
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ELEV:373.53
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STA:10+25.00
ELEV:427.00
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STA:11 +50.00
ELEV:409.47
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ELEV:373.58
STA:12+08.13
ELEV:396.27
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STA:12+50.00
ELEV:384.00
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ELEV:374.00
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ELEV:443.13
STA:17+10.26
ELEV:440.00
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=ELEV:435.00
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STA:16+50.00-'
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STA:13+25.00
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STA:11+75.00
ELEV:436.40
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ELEV:432.08
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ZODLL
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Lic. No.
'0 031672 4�
POFESs0oN8A22��G1��v
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DATE:
28 OCT 22
SCALE:
AS SHOWN
JOB:
20.1674
WPO:
2021-00063
SHEET:
120F 28
450
450
380
380
445
445
375
375
440
440
370
370
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435
435
365365
430
430
360
360
425
425
355
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420
420
350
350
415
415
345
345
410
410
340
340
405
405
335
335
400
400
330
330
10+00 11+00 12+00 13+00
14+00
15+00
10+00
11+00
12+00
13+00
14+00
15+00 16+00
DITCH 5 PROFILE
DITCH 6 PROFILE
HORIZ. SCALE:
1 "=50'
HORIZ. SCALE: 1 "=50'
VERTICAL SCALE:
1 "=10'
VERTICAL SCALE: 1 "=10'
STA:10+00.00
ELEVA02.00
410
410
400
400
445
445
405
405
395
395
440
440
400
400
390
390
435
435
Ell
395
395
385
385
430
430
390
390
380
380
425
425
385
385
375
375
420
420
380
380
370
370
415
415
375
375
365
365
410
-81
410
370
370
360
360
405
405
365
365
355
355
400
400
360
360
350
350
395
395
10+00 11+00 12+00
10+00
11+00
10+00
11+00
12+00
13+00 14+00
DITCH 7 PROFILE
DITCH 8 PROFILE
DITCH
9 PROFILE
HORIZ. SCALE: 1 "=50'
HORIZ. SCALE: 1 "=50'
HORIZ.
SCALE: 1 "=50'
50
0
50 100 150
VERTICAL SCALE: 1 "=10'
VERTICAL SCALE: 1 "=10'
VERTICAL SCALE: 1 "=10'
SCALE:
1 "=50'
STA:10+25.00 STA:10+75.00
ELEV:441.49 ELEV:439.42
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>� 2.51 % ° ELEV:433.30
0.72/°
ELEV:440.05 °
STA:12+20.00
ELEV:430.73
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STA:11+10.00 STA:11
ELEV:439.17 ELEV:431.60
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STA:12+75.00
ELEV:422.27
STA:12+95.00-
ELEV:422.00 -
STA:13+15.00
ELEV:417.60
STA:13+40.00
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ELEV414.00
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ELEV:381.00
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STA:12+50.00
ELEV:367.49
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ELEV:370.32 _
STA:10+00.00
ELEV:371.36
STA:14+50.00
ELEV:358.45
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STA:15+91.10
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ELEV:368.91
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STA:13+43.16
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ELEV:362.00
ELEV:351.96
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ELEV:353.00
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STA:14+21.41
ELEV:406.76
ELEV:428.00 0
ELEV:425.49
STA:11+71.49
ELEV:422.00
-
STA:12+74.69
ELEV:418.00
STA:13+84.69
ELEV:410.00
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130F 28
430
430
430
430
425
425
425
425
420
420
420
420
415
415
415
415
410
410
410
410
405
405
405
405
400
400
400
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395
395
395
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390
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380
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11+00
12+00 13+00 14+00
15+00
10+00
11+00
12+00
13+00
14+00
DITCH 10 PROFILE
DITCH
11 PROFILE
HORIZ. SCALE: 1 "=50'
HORIZ. SCALE: 1 "=50'
VERTICAL SCALE: 1"=10'
VERTICAL SCALE: 1"=10'
415
415
410
410
405
405
400
400
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390
390
385
385
380
380
375
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370
370
365
365
360
360
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12+00 13+00 14+00
15+00
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DITCH 12 PROFILE
HORIZ. SCALE: 1 "=50'
50 0 50 100 150
VERTICAL SCALE: 1 "=10'
SCALE: 1 "=50'
DITCH CL
3.40% 7--�
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ELEV:400.50
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STA:12+00.00
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Lic. No.
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POFESs0oN8A22��G1��v
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DATE:
28 OCT 22
SCALE:
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JOB:
20.1674
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2021-00063
SHEET:
140F 28
Pre -Developed #1 / Post-POA #1
/ I / \ \ \ \\ \C ` \ I 1 ALBEMARLE COUNTY STEEP
\ ' TTT \I
Ali I (/ \;\ ( / / ( F I, I I I / \\ h I I (l ` _ \ / `\\\\ �_ DA = 11.6 ac. DA = 7.65ac. + By -Pass / I " �\ SLOPES OVERLAY -MANAGED
III\ \� (III CN=62 Q(1)=2.45cfs / - (. jI
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Q (1) = 4.45 cfs Q (2) = 12.1 cfs \ /may STEEP SLOPES FROM APPROVED
�� / �c / �S ➢ I , I ) I \ \V v � v � � � � POA#1 ' v Q (2) = 9.18 cfs Q (10) = 48.0 cfs �77 \ � EXHIBIT 03/23/2021 -PRESERVED
Q (10) = 27.7 cfs Q(100)=99.5cfs al �� r
- WETLAND AREAS PER WILD GINGER
Q (100) = 71.3 cfs ,- g
,�� . ��\ I ': Engineered Level Spreader
y � FIELD SERVICES LOCATION ON ALTA
_ SURVEY BY RGA DATA JULY 24, 2020)
Detention \ I Outf all # 1 '
/ / / . 1 / i I - ^ \ ♦ T( �23,016 cf / % \ \ / \ 1 1111 I J ) r WATERS OF THE U.S. (WoUS)
az=1 s�fs / / �� (� DA=8.g6 Acres ......-
/ I / N / SOIL LINE
fi_7 r Q(10 =42.5 Cfs / si /i /\)� � - _ I (( ' •• " ` � EXISTING ACCESS ROAD PRIV.
Q 100 -28.0 c% Q 1 O.us y- '/�� j j i DEFINED F /OODPLAIN Q (1 #1 I, /
( )-Post-Developed B Pass / //i
100B O or Q (1) = 3.64 cfs
0lralte Al ( - - Q (2) =9.68 cfs O _
// -�- -� i� N I -�'. / - - , / �Il Q 10 44.52 cfs 4
029 8aee ( \ ) A / Q (10) = 30.2 cfs i /ice i . �, I ( ) _ /
Pre -Developed #3 Post -Developed - POA#3CN - OD / =
/ DA = 6.96 ac. DA =1.84 ac.
1 \ l r��\ \_ /' Q (100) = 55.1 cfs j `>J' /VJ N Q (100) 4.64 cfs /
CN= 65 / CN = 77 To 6 min ���/ I
Q 1 4.21 cfS / Q 1 3.37 cfs 80% reduction \� _ \� / / % > / - / ✓ v
1A\ \ \\ /" // Q (2) = 7.63 cfs / Q (2) = 4.79 cfs-
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Q (10) = 20.3 cfs Q (10) = 9.34 cfs
Vyv v _ / �� Poet Dew. Ph.1 I rr.
N (PER WG�) I
I ,
Q (100) = $8.8 cfs ( Q (100) = 18.3 cfs \ \ \ SW1VI A E, 18' - �1.88 / l
" 24 HC �� a �• DA Aaee / 1
_ -Level 1 EXt d Detention sea _ , b / CN - 7a / : I ARE44 I v`v POA#3 DA=8. 6 Acres �Dok-s.19 ' Te-�om1� N FOREST -PRESERVED OPEN " v Net Dev.
; 9 ar 7e SPACE -SEE EXHIBIT
TC�10rt1111 D MCOURT= o=,. ' "
SheetllowAl s ti � \" o \ NO LAND DISTURBANCE
v \ i�vvv : HENRIco couNTY v e� ease PERMITTED'
( ENERGY DISSIPATER '/-" 61 / ! ,, 10YCIee / VA ,>
v v �/ Y . ' ti Tc - 6 mm / DA=18.5 AC (SITE TOTAL)
= 76
' 1
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( / / / / / (/ " � -- � / / � ♦ % v � I DA 2.28 ease .. ' / i I 4 " / '
ELS#2-POA#2
SWM 'B' I i I
Level 1 San HA =2. Level Spreader(Dev. Area)
�VA.///f/tio'�` ° S 1 �v / DA=2.28ac. /
/ �� / Q(1)=4.30cfs
d Filter , '. i \ ' � _ \ �� \ "
\ Q 2=6.06cfs 1
l
DA=2.26 Acres ♦ _ �1' ,J
Q(10)=11.6cfs "
Dev. TC� Q(100)=15.5cfs
748aes
P' _71AND AREAS
\
6 min � � , - J
II �f A A V A V _\ 1 I_ .. 3} R WGF) I
,
_ i �.,,I I \ / / ,.••ya^; F` I y
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0.73, 838 cf @ 4 2.50 f
3,838 cf @ 402.50 y, V A / - . A , � \ v '• � �' - - J �-- i \ � v / � � - - � � !
Q(1) 0.57cfs ♦ yy ���
Q(10) 8.5 cfs ♦' V Q � � I \ A 162 � � /
Q(100 -16.5 cfs Lower Filtration to RR Facility - Engineered LevSpreaderI I I
L� � - -) -- ,B,13o cf)Tv 374.00 it Poa#2 el "
1 1 eC1 w 61 y 0.75 18,611 @ 374.959 cf / j / f /, gI
/ / Q(1)=4.43 cfs 96 cfs- / SHEETFLOW
�-r' � � Outfall #2 i I
/ Q(10 - , / / t ` ♦ A =MINIMAL "
DA - 10.31 ad. CNs 8 O-21.52 cfs _ - J J 'ease DO PRESERVE DA= 2.28 Acres I
Pre -Developed C1 & C2 \ / r
_ A
�1 CN- 62 Q(100) 23.7 cfs
Q(1)-3.50cfs / S/_ // I/ � TC�tmin
,
I I
/- Q (2) = 7.61 cfs � � POA#4 � =s ,l '' / r _ \♦ / L�
Q (10) = 23.9 cfs ��' / i/ J J I� �-40 DA =MINIMAL / " I
v TO PRESERVEt. : / \ \
/ yy
Q (100) - 63.1 cfs , '' „ , � � � � � _ � / k �• / -Z-ii J \\ • JET ( � \ ,
/kDPLA N/
Post -Developed #4 r F ,` Runoff Reduction Facility � C � 1 / � � ♦ / ' �
DA =11.17 ac. \ / Q(1)=2.08 cfs r
/ V \ 1 Q (1) = 2.08 cfs 80% Red. l �� % SWM C
\ ( ) / i Q(2)=5.840 cfs / 0 1 y /
/\.\4 - Q (2) = 5.84 cfs ; �= Q(10)=27.4 cfs1,(2)
\ Q 10 27.4 cfs Q(100 =45.8 cfs / Level Sand Filters
(/ DA=8.g1 Acres
O (100) = 45.8 cfs
CN:80 I l 1 I �T - y ✓
rri
I \ 1
/
TO PRESERVE - - _
\ c
I
II WETLAND AREAS -� r
EXISTING 15 CMP CULVERT $11ee1110W / / (PER WGr)
y
// / IL / / I ty�`cr
7- V
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SWM'E' _ -- _
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EXt'd Detention f ,
T
-_ 4.15 Acres /
II ,
J.02 acres
Ids ER I i �� � � � - Filtration to RR Facility
0.75*(8,897)Tv=6,673 Cf Da 612AC/ 1 0.57 cfs
rr
(,`$ / \ 11,086 c cf 412.40
.. Q � � ` ti / •
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TO PRESERVE _ _ I Q(10)=cfs
v) I DA =MINIMAL V A TF �1 Q(100)=16.6 cfs
CN 80 16.
V i/I � / V L�A , (III �. ___ / I - - - I •I /� II i / /.i
\ / I
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/
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DA-4.23 Acres
r / 1 � i / 1 ♦ .TO acres
( I
% I / J� i I �v � �/(l
v,, / l � \ 'I I / 1 � 1! I/1 I-� 1 \ - ' �♦ ��� _ � r /J/�/ A/ / / / / Level 1 Extended Detention
0.15 (20 706+8 897)Tv=4 440 CT /A
-L
12,497 cf @ 369.00 DA-OAB ease
Q(1)=1.01CfS
Q(2)=3.00 cfs
0(10)=8.21cfs �J
Q(100)=64.6CfS
\\\ \\\ PPost-Developed #7
Pre -Developed #7 % -
DA=17.35ac. -_-/j///-
r 1\\\ CN-68.41 ac. ) O- ( ) �a4� AREAS- �// �// '-
' 11 _ / Q 1 - 2.87 cfs 80% Red. IUD- _ _ _ / �/ / - ' , _ . _ - ` - - - - _ /i / l 5 WETLAND AREAS r
{ i\ Q(1)=4.35cfs Q(2)-4.22cfs (PER W F)IR
- _
s
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Q (2) 9.66 cfs Q (10) = 11.13 cfs-400
Q)
100 _ 75.3cfs 'III Q(10)-31.9 cis ( _i - �/� j ✓- i'�' �� �'/ / -_--_ ------
- -
/; Q(100)-85.9cfs ( I / ll / / ( / /' - �' -_/ �i�/ /�' �' �' - - - _-- ------ �// /• II ��,I I (( �_ �� /
i' q(] " / I ' \
100YR. FEMA-
'/ \ \ _ _ _ - - / i ' $ - - - - - - - - i 'ice /i ,• 1 DEFINED FLOODP�1N
100 0 100 200 300
I IN IN IN IN IN as
SCALE: 1"=100
110-
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Christopher C. Mulliga
Lic. No.
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031672 4�
10/28/22 t$�
ESSI ONAL ECG
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DRAFTER:
SML
DESIGNER:
CCM
PRODUCTION
ZQD
DATE:
28 OCT 22
SCALE:
1": 50'
JOB:
20.1674
WPO:
2021-00063
SHEET:
150F 28
SEDIMENT BASIN PHASE 1 ESC - PLAN
\ \ \ v A V A A
_y,
SEDIMENT BASIN #1 i/ / / :°. \._`.-\ \^ 9t00 / 29.t/00
STOB AGEDRAINAGE - 1, / i / 1 � ✓ / J�,.� - i .\ \ ^ram � \
TOTAL STORAGE REQUIRED = 1,495 CY
TOTAL STORAGE PROVIDED = 1,495 CY
AVA BOTTOM ELEV =362.00 , /
TOP OF DAM ELEV = 378.67
MIN. WIDTH =8'
sso_� ELS#i 1
50
QUTLET PROTECTION
SEEONDETAIL
\
^ -380 _ EMERGENCY SPILLWAY
EXIST
CLASS1RIP-RAP
WITH UNDERLYING FILTER FABRIC
d
/ \ /
/
48" SEDIMENT BASIN RISER
TOP=376.35 �p0
00 8" DEWATERING DEVICE INV=363.15
V- - - / / ^ ' ^ P / 40 SEE RISER & DE -WATERING DETAILS
410
bey
y
_l -__� �v v V A 1 I I I I l I l / v vv v vvv v v v v l l I l l �•�`"
430
425
420
415
410
405
400
395
390
385
380
375
370
365
360
355
350
i - 15" HDPE @ 0.60%
SEDIMENT BASIN PHASE 1 ESC - PROFILE
Water -Tight Connections (HPDE Pipe - Manholes & Inlets):
THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE,
WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE
CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL
CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF
THE PIPE.
THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR
NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F
2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS.
EXISTING GRADE
100C
STA 14+34.39
TOP 374.50
INV OUT 360.00 (Pipe - 99C)
B' MIN. BERM
WIDTH
ELEV.=378.75
PROPOSED
GRADE
PROVIDE ST-1 STEPS FOR ACCESS
SEDIMENT BASIN #1
11.08 AC DRAINAGE AREA
TOTAL STORAGE REQUIRED = 1,485 BY
TOTAL STORAGE PROVIDED = 1,495 BY
BOTTOM ELEV = 362.00
6
TOP OF DAM ELEV = 378.I
OUTLET
PROTECTION
SEE DETAIL OP1
ON SHEET 20
48" STORMWATER BY-PASS M.H.
INSTALL/COVER W/ 48" REMOVABLE
DEBRIS CAGE FOR TEMPORAY SEDIMENT
BASIN OUTLET INTO EMER. SPILLWAY
(OMIT M.H. CONE SECTION)
M.H. TOP EL=354.75 (EXTEND MH TOP
COINCIDENT TO T HEIGHT IN
EMERGENCY SPILLWAY
SEE DETAIL ON SHEET 21
TIE TO EXISTING DITCH
PLUG 12" OPENING AT ELS
INVERT=348.00
(DO NOT CONNECT ELS OUTFALL UNTIL
FULL SWIM CONVERSION & ELS
CONSTRUCTION IS COMPLETED
roCo.
N 0)
LO
0) W
00 ^
O
O
(OD
10+00 11+00 12+00 13+00 14+00
SB1 PROFILE
H:1"=50'; V:1"=10'
15+00
430
425
420
415
410
405
400
395
390
385
380
375
370
365
360
5
350
STORM
SEWER SCHEDULE
PIPE # FROM TO
PIPE DESCRIPTION
SLOPE
IN
OUT
100A
1006
72 L.F.
CLASS III
24 "HDPE
11.46%
INV(IN)= 388.50
INV(OUT)= 380.25
100B
OP-1A
46 L.F.
CLASS III
24 "HDPE
0.54%
INV(IN)= 375.25
INV(OUT)= 375.00
"
HDPE
100C
100D
98 L.F.
CLASS III
24 "HDPE
9.44%
INV(IN)= 360.00
INV(OUT)= 350.75
100D
100E
161 L.F.
CLASS III
12 "HDPE
1.74%
INV(IN)= 348.00
INV(OUT)= 345.20
100E
100E
192 L.F.
CLASS III
12 "HDPE
2.94%
INV(IN)= 345.00
INV(OUT)= 339.35
100E
E.L.S. #1
118 L.F.
CLASS III
12 "HDPE
1.74%
INV(IN)= 339.05
INV(OUT)= 337.00
STRUCTURE SCHEDULE
NOTE: SL-1 SAFETY SLAB ON ALL STRUCTURES GRATER THAN 8' IN DEPTH
ST-1 STEPS REQUIRED ON ALL STRUCTURES GRATER THAN 4' IN DEPTH
STIR # L STATION
DESCRIPTION TOP
Anti -Vortex
H
100A
VDOT MH-1 RISER SL-1 Safety Slab 401.00
Yes
12.50
100B
VDOT MH-1 SL-1 Safety Slab 385.99
No
10.74
100C
VDOT MH-1 SL-1 Safety Slab 374.50
Yes
14.50
100D
VDOT MH-1 354.75
Debris Cage
6.75
100E
VDOT MH-1 351.84
No
6.84
100E
VDOT MH-1 343.39
No
4.34
10
0 1
0 50
PROFILE SCALE
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Christopher C. Mulligan
Lic. No.
031672 w�
10/28/22 t$'
ESSIONAL
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DRAFTER:
SML
DESIGNER:
CCM
PRODUCTION
ZOD
DATE:
28 OCT 22
SCALE:
H:1"=50' V:1"=10'
JOB:
20.1674
WPO:
2021-00063
SHEET:
1
SWM 1 - EXTENDED DETENTION POND LEVEL 1 w/ DOWNSTREAM
OVERFLOW BY-PASS -$_E-NGI"RED EVEL SPREA.D
\�\ - CONVERSION TO 48" PERMANENT RISER
NEW TOP=375.00'
INSTALL TRASH & ANTI-VORTEX'—
��
INSTALL (2)-6" ORIFICE EARTHEN DAM \ /\ . / r ✓ e� L / J
1 \ \ \ \ \ @ INVERT=372.45 \ MIN. TOP WIDTH =8'—
\ \ \\ \ \ \ \ \ 1 PLUG & GROUT S.B. DE -WATERING ORIFICE OFFSITEVAR. TOP ELEVATION = 377.35 �r ��� `\ \ 9+00 O 12" 2940 r
-� WIDTH =
\ V I o ) WATERTIGHT o r / �� I
l A \ 1Q 1 EASEMENT (SEE DAM SECTION DETAILS h'77
48" STORMWATER BY-PASS M.H. f / n
INSTALL STEEL PLATE w/8" HOLE AT
% I ARMOUR SLOPES w/ 50 c.y. Cl. 1 OULET PIPE INVERT.
RIP-RAPw/UNDERLYING o \
� � o � � A � _ INVERT=348.00 . • * � � � / / " „
F-FABRIC M / _ TOP EL=354.75
\ / / d=18", KEYED 6" INTO GRADED ' SEE DETAIL ON SHEET 20
\ / / SLOPES OUTLET PROTECTION \I I I
G \ _ ..
SEE DETAIL OP1 B ON 3 r / \ ENGINEEREDLEVELSPREADER #1
MINIMUM 6 WIDE SHEET 17 \ — — - _ / / \ 1 SEE DETAIL ON SHEET 24 /
i l (ELEV. 375.85-374.85) 3) 0� 3 ' \ \ � � � _
I AQUATIC BENCH; POOL
b i @ NWSE=372.45360 3.1 MAX. SLOPE BELOW _ 7 7 / 100 YR FLOODPLAIN )
DEFINED FLOODPLAIN l
OUTLET PROTECTION /
vARIABLE wiDTH SEE DETAIL OP1A j A �- y72 - 40 ,.. - I "F� _ ✓ / / / ,-._ - - / / / /
1 I
SWM EASEMENT ON SHEET 17
1 0 / ,2+ �382— LEVELI370 380/
o �.... / EXTENDED
E DETENTION
— _ VARIABLE WIDTH 30 / / ) / J) / /•
' 1 o r' d >15%Tv = 3,152 C.F. 380/ (SOEE DETAIMCONC. WEIR j/'` 21,016 `c.f. _\„160 CY CL. 1 RIP -RAP W/UNDERLYING
c I SWM EASEMENT 0 /
ft 30 9O L - - - / \
G to @NWSE=375.85 — ) MINIMUM 6' WIDE (ELEV. \ FILTER FABRIC, D=18"; 2:1 SIDE qOO
371.45-372.45 3:1 MAX. SLOPE BELOW \ BOTTOM WIDTH= 10'
�SLOPES
AQUATIC BENCH; � O
_
\ r.
\� �\ 48 S
412_ _ 414 \ STORMWATER M.H. INSTALL w/(2) Are )
6' HOLES AT NWSE
48" STORMWATER M.H. INSTALL w/(1) INVERT(6")=372.45
/ 8" HOLES AT NWSE TOP OF DAM = 403.35 6" CONCRETE SPILLWAY INV.TOP EL=375.00
=375.85 ��
a' MINIMUM TOP WIDTH INV(OUT)=360.00-24" HPDE
- ( � �
INVERT(8')=372.45 ®5:1 S.S, BOTTOM/CREST LENGTH= 28'�
TOP EL 375.00 102 FULL DEPTH =1.0' (SEE DETAILS) v Y
v V INV(OUT)=361.00-24" HPDE/ 42p p20 V / / ram' STACKED I / / ) / 1 �� ✓�
RETAINING WALL
SEE PHASE 1 DUNLORA VILLAGE (BY OTHERS)
ROAD & UTILITY PLANS
_ � I
�� fV�v (ice AA I 152 158 \
12 r 104 do cv
4,
435
430
425
420
415
410
405
400
395
390
385
380
375
370
365
360
355
350
345
340
335
330
------------------------
■ O
-�,
. t •'19
iH ■ 1 \
1 I �l 1 •
1 ■ ■ l..l
' / ' I C I I'_'Y
�---
-iiril■i�ii■YI■.iiiirYii��iYii�---------1
�---
PLATE & ORIFICE • .N SHALL BE THE SOLE ELEMENT RELIED ON TO
ASSURE A FLEXIBLE, WATERTIGHT SEAL OF THE PLATE TO THE OUTLET PIPE
CONNECTOR AND THROUGH THE CONNECTOR TO THE MANHOLE OR OTHER
STRUCTURE. THE APLATE SHALL CONSIST OF A RUBBER GASKET WHICH FITS
INTO THE CORRUGATIONOF THE PIPE.
. . . . -
NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F
COVEREDPIPE AND SHALL BE .
THE STRUCTURE
---------------1THE
1 OOA
• • • • 1 11----------CLOSELY
OUT 388.50 • .. • • . ORIFICEINSTALL
AND DEBRIS CAGE
---
----------
---
-TI-���-----
-----I
---
4" CONIC WEIR WALL
(BOTTOM WEIR LENGTH=28)
SLOPE=5:1
(SEE DETAIL SHEET 21
TOP OF DAM 377.35
it ■ • WIDTHSIDE
,
--
------
-�_��1
_
I ----
---------
EMERGENCY SPILLWAY
375L50
/I---
---------
••
••
ANTI-VORTEX &
--��1•
�\
��INSTALINSTALL
---------
CONVERSION TO
- (2)-T ORIFICE
���/-
--■----------
-------------
---_�.-.�----
---sip
•
I 10■�����I---■---
. •I ■_�_�-�Eg9�7.19a
WqF
6" DEWATERING
PIPE w/6"
��--El2a�it\��---■---��--��---
VALVE AT �--_�i�1\-III//I-
OUTLET
. •• • J
#
SEE DETAIL ON SHEET
--
--
-
--
A4V'1 V:I VJ:I11•'II�LI.7�■---
--SPREADER
-
----
7:1[.`III�lClC1:/�1.1i-�-------
----
-■-
SB-1 PROFILE
man
��������������vll■
•11SnTiL•TiPr1��9��--1i,���-��-
----------�-ice--
�iks�-�.7•--��---
•'
INSTALL STEEL PLATE w/8" HOLE AT
OULET PIPE INVERT.
•: 11
TOP EL=354.75
SEE DETAIL ON SHEET 2(
l_2zo
-------
-------
t.
-����-�----
-------
i7----------��L---
-------
--------------
------------------------
11+00 12+00 13+00 14+00 15+00 16+00 17+00
SWM POND 1 PROFILE
H:1 "=50'; V:1 "=10'
18+00
19+00
20+00
21+00
435
430
425
420
415
410
405
400
395
390
385
380
375
370
365
360
355
350
345
340
335
330
0 50
PROFILE SCALE
1 1 1 11 1
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DRAFTER:
SML
DESIGNER:
CCM
PRODUCTION
ZQD
PyTH Op
Df
i
Christopher C. Mu11,*go r
Lic. No.
031672 w�
�O 10/28/22 1 41
ESSIONAL �tyG
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DATE:
28 OCT 22
SCALE:
H:1"=50' V:1"=10'
JOB:
20.1674
WPO:
2021-00063
SHEET:
170F 28
SEDIMENT TRAP #9 TO SEDIMENT BASIN #2 PH. 1 - PH. 2 ESC - PLAN
i////
420
SEDIMENT TRAP#9
(SEE SHEET 8 FOR DETAIL)
2.0 Ac DRAINAGE AREA
TOTAL STORAGE REQUIRED = 268.0 CY
TOTAL STORAGE PROVIDED = 419.6 CY
BOTTOM ELEV = 400.00
TOP OF DAM ELEV = 408.00)
iI
J iI J i I 410��
SEDIMENT TRAP SPILLWAY
- 00` ii - \ WEIR LENGTH = 12' 4 �!- - SEE SHEET 8 FOR DETAILS
CL. 1 RIP -RAP
EMERGENCY SPILLWAY
379.75
�• / j) I \ \ \ \ _ - - - L=16'; 3:1 S-SLOPES 390
SEDIMENTTRAP SPILLWAY L
SEDIMENT TRAP #8 - - WEIR LENGTH = 7.2'
(SEE SHEETS FOR DETAIL), - \ `' SEE SHEET OR DETAILS\
1.2 Ac. DRAINAGE AREA " \ p .✓;'' x - / / / /
TOTAL STORAGE REQUIRED = 160.8 CY \ - _.^ _ - ^J� �'• * / SEDIMENT BASIN #2
•i / TOTAL STORAGE PROVIDED = 186.3 CY / (SEE SHEET 15 FOR DETAIL)
./ BOTTOM ELEV = 378.00 v 11 +00 \ ` _ / 6.61 ACRE DRAINAGE AREA
TOP OF DAM ELEV = 384.80 _ �� - �-� rLk� / // / 2 AC ADDITIONAL FROM ST#9
MIN. WEIR LENGTH = 7.2 0 STORAGE REQ'D = 1,153.7 CY
r X # �# `� \ / �68 STORAGE PROVD = 1339.4 CY
BOTTOM ELEV. = 366.00
l ` . I, \ t ir•'"''...'"� / ' �� 60° S.B. / / / / T OP OF DAM ELEV. = 382✓00
RISER
I \ / ` " x • T\ OUTLET PROTECTION i TOP=377.25. / r5� / `,// � /
OP2,___ DETAIL) . 380
< /
BURIED Cm
PH. 2 ESC PLAN SEDIMENT TRAP #14 TO SEDIMENT BASIN #2
430
425
420
415
410
405
400
395
390
385
380
375
370
365
360
355
350
-----�-
SEDIMENT TRAP#
(PHASE I ESC PIL N
STA -�
TOP 404.35
NOTE: DURING INITIAL CONSTRUCTION PHASES
SEDIMENT TRAP #9 SHALL BE UTILIZED. AS
CONTRIBUTING AREAS BECOME MORE
STABILIZED, INSTALL DI-1 AND OUTLET PIPE INTO
SB#2 AS ILLUSTRATED.(SB#2 IS OVER -SIZED
�����
B>-
�����
-
STA 13+22.98
TOP 377.
IN 368.00 OUTFALL
•
OUT .: • • •TOP
----
----INV
-I�---
----INV
OF DAM 382
TOP WIDTH
SEDIMENT BASIN #2
&MINIMUM
00
---
--l��-���B>•B>•�B>-ieT�UrUE
. : • T PIPE
IMMEDIATELY PRIOR TOCONVERSION OFST#4 TO
._--
��-
----I-�l��-�-INSTALL
,
--
---
---
OUTFALL ELEV: 367.00
B>----Bt-B=�
GLii[�f1=� {•:r✓�
� i'----sue
B>----B>•
OUTLET
SEE DETAIL
ON SHEET
PROTECTION
OP2
17
-----
------
-----
------
-------------
-------------
-------------
-------------
430
425
420
415
410
405
400
395
390
385
380
375
370
365
360
355
350
10+00 11+00
12+00 13+00
14+00
15+00
SB2 PROFILE
H.1"=501; V:1"=10'
STORM SEWER SCHEDULE
PIPE#FROM TO
PIPE DESCRIPTION SLOPE
IN
OUT 50 0
SWM'B' SWM'C'
155 L.F. CLASS III 15 HDPE 14.19%
INV(IN)= 394.00
INV(OUT)= 372.00 SCALE: 1"=50'
SWM'C' OP-2
97 L.F. CLASS III 24 HDPE 1.03%
INV(IN)= 368.00
IW(OUT)= 367.00
IRR-RISER OP-2A
97 L.F. CLASS 111 24 HDPE 0.52%
nw(IN)= 363.50
INv(OUi)= 363.00
LV
SWM B & C - 3 FILTRATION FACILITIES
c
// /� / / / / / / / 100YRWSE =405.84
10 YR. WSE = 404.71
2YRWSE =403.66
II
•\ .
1YRWSE=403.31/ fa\�� \
CONNECT C HPDE SLOTTED \
FILTER IN
TE FFABRIC WITHIN
WRAPPED 1
57
STONE JACKET; CONNECT HPDE
1 / UNDER -DRAIN TO DI-1 RISER; \
SAND FILTERATION INV.(OUT)=397.00 (1%MIN. SLOPE) \
(12"MIN., 18"RECOMMENDED) 41Q.
II II I r I Af = 431 sf =21' x 21' --.
// J TOP SAND = 401.00 Vs 0 75 * Tv _
I I III, I I I • /I (,� III 1 I / / ( DI-1
COINLET,NVERLION TOO SWM SW3
M'B' ISER ,783 C.f75) ! -
IINSTALL B" ORIFICE @403.05 @ ELEV=370.11
\ 15"H.P.D.E.OUTFALL ` aeEreenrn�Nr - 1
I I ( ( I I \ \ INV.(OUT)=399.65 - .� caseanv \ \ 1•s-kQQ
' I , \ \ PERFORATED HPDE F' _ - - -
410 TOP OF DAM = 403.00 3x24, #57 STONE DIAPHRAGM
8' UNDER -DRAIN W/4" SITE MINIMUM TOP WIDTH TOP ELEV. = 400.50; ^-
�r 0
INSPECTION PRE-TREATMENT. VOL = 439 C.F.
PORT, 6" �pk0 �-� ABOVE FINISHE(SEE DETAILS)
D GRADE �_
CL. I RIP -RAP
EMERGENCY SPILLWAY -400`O
A
\ \ - INVERT 379.50
L 16'; 3:1 S-SLOPES 'F� 2 \ _ \
\ \ \ 6" CONC. FILTRATION - _ - I ^ h --� 1 ~ �_ , _ -
/' 1 \ \ \ EMERGENCY SPILLWAY - - (2) SAND FILTERS(12"MIN.,
20 cy CL 1 RIP -RAP , 4" CONCRETE �- 390" 4 18" RECOMMENDED)
w UNDERLYING F.F. DEMISING WALL �'�292 c
d 18', KEY INTO TOP = 374.0 "\ \ (MINIMUM RECTANGLE)
NATURAL GROUND _ BOTTOM=371.0 TOP SAND = 372.00
INVERT369.75 - (SEE DETAILS) r /
SWM B + C R REDUCTION \ L=20'; 3:1 S-SLOPES \ / q PERFORATED
6' INSTALL fi0" S.B. RISER -
TOP=369 00' -- _ _ - 100 YR WSE = 369O
.94 I ' UNDER -DRAIN n 1
INSTALL-TORIFII =10 YR. WSE =369.62 380 / A OVE FINSHED GRADE / / /� _
@ INVERT=363.50 60 IN RCP RR -RISE 2 YR WSE = 369.22
I \ \ r \ \ \\ / 1YR WSE =369.09
24" H.P.D.E. OUTFALL \ i / - g v;�".n ' ( •.• % Vs = 0.75 * Tv / / / / INV.(IN) = 363.50
INV.(OUT)=363.00 =18,611*(0.75)
i100YRWSE=380.54• /
= 13,958 c.f. 10 YR. WSE = 378.67
OUTLET 1 PROTECTION / ^ 00 \ - PLUNGE @ ELEV.=373.53 2 YR WSE = 377.13 SEE DETAIL OP2A POOL '
•y 9 ON SHEET 17 „ j GRAVEL DIAPHRAGM / 1 YR WSE = 376.03 /
I24" ..�.. ADJACENT TO
I \ L, / Z RUNOFF REDUCTION ;S�ti\ (SEE DETAILS) / /
VARIABLE WIDTH
,...- � / / i i /,\ � SWM EASEMENT ✓' /
// I Op .� * *..`�..* / -.a0 '"� _ / / UTLET PROTECTION /
TOP OF DAM = 382.00
, '� `\ 1 \-J� � � � / � �✓� INIMUMTOPTIDTH// / 8' MINIMU � P WIDTH / k00 ON sHEETn
/OUTLET PROTECTION
SEE DETAIL OP2
ON SHEET 17 i VOLUME=2,763 cf / / /
0-00
( BURIED CMk 1
SB#2 CONVERSION TO SWM B & C w/DOWNSTREAM RUNOFF REDUCTION
0 50
PROFILE SCALE
50 100 150
430
Water -Tight Connections (HPDE Pipe - Manholes & Inlets):
430
UPPER FILTRATION
SWM'B' LE
425
THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE,
425
WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE
100 YR WSE = 405.84
CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL
10 YR. WSE = 404.71
420
CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF
2 YR WSE = 403.66
42D
THE PIPE.
1 YR WSE = 403.31 INSTALL DI-1 INLET
STA 14+84.79 TOP=404.35
415
THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC
TOP 404.35
415
OR NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM
INV OUT399.65 (ST9 OUTFALL)
F 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS.
410
TOP OF DAM =
408.00
410
LOWER FILTRATION
8' MINIMUM TOP WIDTH
RUNOFF SWM 'C'
1
EXIST
100 YR
-- ------1oYR=
405
REDUCTION
YR'2 YR-
405
TOP OF DAM = 382.00 FACILITY
GRADE
- _
8' MINIMUM TOP WIDTH SWM'C' RISER
400
STA 13+22.98
q°THREADED SITE INSP. PORT &
400
TOP 377.25
4" HPDE SLOTTED UNDER -DRAIN
OUTFALL CRITERION INV IN 368.00 (ST9 OUTFALL)
PIPE WRAPPED IN 12"457
GRAVEL DIAPHRAGM
395
pre) Q 1 46 cfs 60" S.B. RISER INV OUT368.00 (SWM B&C OUTFALLto R.R)
( y P 3.
STONE JACKET w/F-FABRIC;
SAND FILTERATION
Q(1yr. Post = 1.81 cfs TOP=369.00 100 YR WSE = 380.54
CONNECT UNDER -DRAIN TO
SWM'C' RISER; INV.(OUT)=368.00
12" MIN., 18" RECOMMENDED
( )
52% Reduction INSTALL - 3" ORIFICE 10 YR. WSE = 378.67
(1% MIN. SLOPE)
At = 431 sf =21' x 21'
390
@ INVERT=363.50 2 YR WSE = 377.13
390
TOP SAND = 401.00
60 IN RCP RR -RISER 1 YR WSE = 376.03
REMOVE CMP
SPILLWAY
STA 11 +73.47
ANTI -VORTEX & INSTALL
4" THREADED SITE INSPECTION PORT
385
- 379CY
INVERT =
INVERT
TOP 369.00
TRASH -RACK
385
& 4" HPDE SLOTTED UNDER -DRAIN
SLOPES
3:1 SIDE SLOPES
4ATI NC. WALL
PIPE WRAPPED IN FILTER FABRIC
INV OUT 363.50 (SB2 BOTTOM OUTFACE) SEPARATING FILTER
WITHIN 12"-#57 STONE JACKET;
100 YR WSE = 369.94 REMOVE CMP BEDS &ADHERED 100sYR
CONNECT TO DI-1
380
10 YR. WSE = 369.62 ANTI -VORTEX & WATER -TIGHT TO 60" - -- 10 YR
380
(OUT)=DRAIN
RISER; INV.(OUT)=397.00 (1%MIN.
SLOPE)
2 YR WSE = 369.22 INSTALL TRASH -RACK RISER -EXTEND TO 2
GRAVEL DIAPHRAGM
1 YR WSE = 369.09 - TOP OF DAM = 371.00 1 YR _ _
60" S.B. RISER
375
8' MINIMUM TOP WIDTH GRAVEL DIAPHRAGM
TOP=377.25
INSTALL DI-1 &OUTLET
375
1
INSTALL 12" ORIFICE
EMERGENCY SPILLWAY
@INVERT=374.50
PIPE IMMEDIATELY
370
INVERT = 369.75;L=20', tOYR 2YR 1001 YR
PRIOR TO CONVERSION
370
3:1 SIDE SLOPES o
OF ST#9 TO THE FINAL
SWM'B' FACILITY
365
OUTLET PROTECTION
SEE DETAIL OP2
ON SHEET 17
365
360
1
1
1 N I 1 (2) SAND FILTERS(12" MIN.,
360
OUTFALL
OUTFALL Is' RECOMMENDED)
PROP
ELEV: 363.00
GRADE
Af=2@25'x32'
ELEV: 367.011 (MINIMUM RECTANGLE)
355
OUTLET PROTECTION
TOP SAND = 372.00
355
SEE DETAIL OP2A
I
FILTRATION FILTER 'B'
ON SHEET 17
FILTRATION FILTER'C'
350
Tv = (1.0)*Rv*A/12 TV = (1.0)*Rv*A/12
350
18,611 c.f. 5,044 c.f.
rn
rn
d r
CC 0)
Af = (TV * df) / K *(hf+ df)(tf)
= (Tv * df) / K *(hf+ df)(tf)
05
0) 00
of a 6
0)Af
Af = 5,044*1/(3.5)(1+1)(1.67)
of 2Filters@Af=[18,611*1/(3.5)(1+1)(1.67)}/2
Lo (D o
co co
(D Af = 431 c.f
m Af = 796 c.f
10+00 11+00 12+00 13+00 14+00 15+00
SWM POND 2 PROFILE
H:1"=50'; V:1"=10'
STRUCTURE SCHEDULE NOTE: SLA SAFETY SLAB ON ALL STRUCTURES GRATER THAN 8' IN DEPTH
STA STEPS REQUIRED ON ALL STRUCTURES GRATER THAN 4' IN DEPTH
STIR # L STATION DESCRIPTION TOP Anti -Vortex H
100A VDOT MHA RISER SL-1 Safety Slab 401.00 Yes 7.00
100B VDOT MHA RISER SL-1 Safety Slab 385.99 Yes 17.99
100C VDOT MHA RISER SL-1 Safety Slab 374.50 Yes 11.00
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Lic. No.
031672 w�
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PRODUCTION
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DATE:
28 OCT 22
SCALE:
H:1"=50'' V:1"=10'
JOB:
20.1674
WPO:
2021-00063
SHEET:
180F
28
PHASE 1 ST# CONVERSION TO SEDIMENT BASIN #3 PHASE 2 ESC
r / /
\
MAINTAIN DIVERSION INTO SB#3 /
UNTIL SB #3 IS FULLY /
OPERATIONAL, INCLUDING
CONSTRUCTEDOUTFALL AND
I ( SEDIMENT BASIN #3 / 1 1 / OUTLET PROTECTION
(SEE SHEET 14 FOR DETAIL)
4.2 AC DRAINAGE AREA
TOTAL STORAGE REQUIRED = 562.8 CY
SEE SHEET 20 I I ( TOTAL STORAGE PROVIDED = 749.0 CY
FOR SWM E I BOTTOM ELEV = 410.00
CONVERSION ` TOP OF DAM ELEV = 417.00
- -�. _
70
\ DV
-- / Pi
SEDIMENT BASIN 3 SHALL REMAIN-
/ / THE PH1 ESC SEDIMENT TRAP UNTIL
THE STORM SEWER OUTFALL INTO-
/ SEDIMENT BASIN 4 IS 406
CONSTRUCTED; USE DIVERSION TO / / / / / - -
/ DIRECT RUNOFF TO SB#4 UNTIL SB
#3ISOPERATIONAL
o
444A-
/ INSTALL OUTFALL PIPE, OUTLET
PROTECTION AND DOWNSTREAM '----- - 420----
CONVEYANCE SYSTEM; ENSURE SYSTEM
IS OPERATIONAL PRIOR TO INSTALLING
SWM'D'36"RCP RISER TOP =413.45OR
REMOVING DIVERSION TO SB#4
------- ---------- _---- i
----------- -- - /
---- - ------
SEDIMENT BASIN #3 & OUTFALL TO SB#4 PHASE 2 ESC
435
Lci
oq
435
430
425
420
415
410
405
400
395
390
385
380
375
370
365
360
355
10+00 11+00 12+00 13+00 14+00 15+00
SB3 PROFILE
H:1"=50'; V:1"=10'
430
425
420
415
410
CO a
O � N TOP OF DAM = 417.00
rn � � 8' MINIMUM TOP
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SEDIMENT BASIN #3
(SEE SHEET 14 FOR DETAIL)
4.2 AC DRAINAGE AREA
TOTAL STORAGE REQUIRED = 562.8 CY
TOTAL STORAGE PROVIDED = 749.0 CY
BOTTOM ELEV = 410.00
TOP OF DAM ELEV = 417.00
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WIDTH =� � O
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a[~il�?
-
405
GRADE
36" S.B. RISER w/
ANTI -VORTEX DEVICE
TOP=413.25
INV.(OUT) = 406.00
PROPOSED
400
395
GRADE
SB#3 OUTFACE PIPE
60 L.F. OF 18"HPDE
INV.(OUT) = 406.00
EXISTING
390
385
FUTURE STORM SEWER
SYSTEM TO CONNECT SWM'D'
OUTFACE INTO SWM'E'
�
SEE SHEET 16
FOR SB#4 &
swM'E'
CONVERSION
Water -Tight Connections (HPDE
Pipe - Manholes � Inlets):
THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE,
WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE
CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL
CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF
THE PIPE.
THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR
NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F
2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 -MANHOLE CONNECTIONS.
370
OUTFALLELEV: 368.00
365
360
OUTLET
PROTECTION
SEE DETAIL OP3
ON SHEETI7
355
�
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p m N N N N O O
CQ W N N
STORM SEWER SCHEDULE
PIPE# FROM TO
PIPE DESCRIPTION
SLOPE
IN
OUT
406
404
116 L.F.
CLASS III 15 HDPE
5.17%
IW(IN)= 406.00
IW(OUT)= 400.00
404
402
24 L.F.
CLASS III 24 HDPE
1.25%
INV(IN)= 398.80
INV(OUT)= 398.50
402
402A
64 L.F.
CLASS III 24 HDPE
19.14%
INV(IN)= 395.25
IW(OUT)= 383.00
402A
400
121 L.F.
CLASS III 24 HDPE
9.92%
INV(IN)= 380.00
INV(OUT)= 368.00
ISWM'E'
OP#4
142 L.F.
CLASS 111 24 HDPE
1.41%
IW(IN)= 362.00
INV(OUT)= 360.00
SB#3 CONVERSION TO LEVEL 1, FILTRATION BMP 'D'
SWM D - FILTRATION FACILITY INTO LEVEL 1 EXT'D DETENTION - SWM E
i
/
IMm
- J
- _ - - - FINISHED GRADE -
/ TO PER
TOP =413.45-
/ PLUG S.B. DEWATERING-
/ ORIFICE WATER -TIGHT
&INSTALLS"ORIFICE- -`-- - _ _
ATINV.=412.40 -..._- - ---- - 420-
xZ / / / / / I _--- - - - - - -
//`SAND FILTER(12"MIN.) - ----------- -- ---- - - - ��i�\C .�/ TOTAL Req'd At = 746cf - - -1- - - - - - -
/ Adjust Min. Rectangle
Size to Pond Grading - - - - - - - - - ----
Af=18'x42'(Rect.) _�' J --- ---- - _-
TOP ELEV.=410.00 -/ -�- - - - - - -
Qpp /
10
FUTURE WALL (SEE
J / PHASE 4 ROAD & I �71
UTILITY PLANS)
SWM'E"
SEE SHEET 16 •- --
__IUUYRWSE=414.94
BOTTOM SLOPE
/ I / TOWARD FILTER I
SEDIMENT BASIN 3 SHALL BE A
/ 1 / SEDIMENT TRAP UNTIL THE RISER &
STORM SEWER OUTFALL INTO / / ' GRAVEL DIAPHRAGM
( / /SEDIMENT BASIN 4 IS CONSTRUCTED / / / 406' .� ,,,j BOTTOM EL.=410.00 \
/ / / / / 'w ': I I / TOP EL. = 412.00
/ UTILIZE DIVERSION TO LIMIT / � ?''"�>�a,'i: -
/ ( / / / / \; S I SEE DETAIL
CONTRIBUTING DRAINAGE AREA / / / � \ � � ( ) _
DURING CONSTRUCTION) NOTE: / / / / / ` / / / I - -
�� MAINTAIN DIVERSION TO SB#4 UNTIL / * -- 4" PERFORATED - - -
/ SB#3 BASIN IS FULLY INSTALLED & / Tv 6 (73 c. 8,897 cf I UNDER -DRAIN IN _
OUTFALL IS OPERATIONAL / p = 6,673 c.f. I \ 12"-#57 GRAVEL JACKET -
�/ / / / / ' / / CONVERSION OF ti \ - -� w/ 4" THREADED S.I.P. _ - -
/ / 36" S B RISER INSTALLED 4" ABOVE
01�
0 50
PROFILE SCALE
FILTRATION FILTER'D'
TV = (1.0)*Rv*A/12
8,725 c.f.
At = (Tv * do / K *(hf+ do (to
Af - 8,725*1/(3.5)(1+1)(1.67)
Af = 746 c.f
FILTRATION 'D' STORAGE VOLUME
Tv = (0.75)*Tv
TV = 6,544 c.f.
@ Elevation = 411.50
Vol. = 6,569 c.f.
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Lic. No.
031672 4o
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DATE:
28 OCT 22
SCALE:
H: 1"=50' V: 1"=10'
JOB:
20.1674
WPO:
2021-00063
SHEET:
19 OF 28
SEDIMENT BASIN #4 PHASE 1 ESC - PLAN
POE
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SEDIMEN I BASIN #4
_• \
/ I L - / ( - - - - - - SEE SHEET 19 FOR DETAIL)
\\ - T DRAINAGEAREA 1 ��
TOTAL STORAGE REQUIRED = 2,345.0 C \ _ -
+\TOTAL STORAGE PROVIDED = 4,335.2 CY \1 I \ J
LEANOUT ELEV.(595 Cy) = 370.95 -
fBOTTOM ELEV =366.00TOP OF DAM El EV 381 67
- ` 60" RCP RISER
\ \ - TOP=377.5o
\ SEE RISER & /
DETAILS
9
/ 40 /
.AREAS
/-�V
N /
/ / I
i
400
395
390
385
380
375
370
365
360
355
350
345
340
335
SEDIMENT BASIN #4 PHASE 1 ESC - PROFILE
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SEDIMENT BASIN #4
(SEE SHEET 19 FOR DETAIL)
17.5DRAINAGEAREA
TOTAL STORAGE REQUIRED = 2,345.0 CY
TOTAL STORAGE PROVIDED - 4,335.2 CY
CLEANOUT ELEV.(595 Cy) = 368.64
BOTTOM ELEV = 366.00
TOP OF DAM ELEV = 381.67
c
N-c�
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8' MIN. BERM WIDTH
TOP ELEV.=381.67
OUTLET
PROTECTION
SEE DETAIL OP4
ON SHEET 17
OUTFALL ELEV: 360.00
Water -Tight Connections (HPDE Pipe
- Manholes & Inlets):
THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE,
WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE
CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL
CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF
THE PIPE.
THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR
NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F
2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS.
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13+00
14+00
SB4 PROFILE
H:1"=50'; V:1"=10'
STORM SEWER SCHEDULE
PIPE # FROM TO
PIPE DESCRIPTION
SLOPE
IN
OUT
406
404
116 L.F.
CLASS III 15 HDPE
5.17%
INV(IN)= 406.00
INV(OUT)= 400.00
404
402
24 L.F.
CLASS III 24 HDPE
1.25%
INV(IN)= 398.80
IW(OUT)= 398.50
402
402A
64 L.F.
CLASS III 24 HDPE
19.14%
INV(IN)= 395.25
IW(OUT)= 383.00
402A
400
121 L.F.
CLASS III 24 HDPE
9.92%
INV(IN)= 380.00
IW(OUT)= 368.00
ISWM 'E'
OP#4
142 L.F.
CLASS III 24 HDPE
1.41%
lW(IN)= 362.00
INV(OUT)= 360.00
SWM E - LEVEL 1 EXTENDED DETENTION
WIJ
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Wl
100
_ 10 YR.
1 �r /
2 YR WSE = 373.38 ( I STACKED RETAINING WALL
/ / /
1 YR WSE = 372.85 / 1 l I / 1) (SEE PHASE 4 ROAD & UTILITY PLANT
/ MERGENCYOVERFLOW
\ a locvcuRiRRaR;L=s' _ PLUNGE POOL
NVERr=aeo.00 ' WQV= 12,497C.F. PRE-TREATMENT
@ NWSE=369.00 I /
UPSTREAM - 1,291 C.Y. \ \
PROVD
/ VARIABLE
WIDTH SWM
EASEMENTS
370 37p \ 1 ^
36B 366
FOREBAY J / I MICRO POOL
l \ \
�\ 6° TV = 1,309 c.f. Tv - 1,309 c.f. ; l /
378
�\ x 0I6 TOP OF8' 1 ` !/ , / VARIABLE
` \\ M
BERM-381.67 / // /////// j/,EASEMENT�// // SEES EET19
VDOT EW-1
ATCH DENOTES �\/
/ G ,WETLAND IMPACTS
x
- - - -
SB#4 CONVERSION TO LEVEL 1 EXT'D DETENTION FACILITY 'E'
400
400
395
395
390
390
385
385
380
380
375
375
370
370
365
365
360
360
355
355
350
350
345
345
340
340
335
335
10
0 1
0 50
PROFILE SCALE
00 150
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_ •.EMERGENCY OVERFLOW TOP-377 50-
&WEIR LENGTH, 2:1 SS •.
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10+00 11+00 12+00 13+00 14+00
SWIM POND 4 PROFILE
H:1 "=50'; V:1 "=10'
STRUCTURE SCHEDULE
STIR # L STATION
406
404
402
402A
SWM 'E'
400
395
390
385
380
375
370
365
360
355
350
345
340
335
NOTE: SLA SAFETY SLAB ON ALL STRUCTURES GRATER THAN 8' IN DEPTH
STA STEPS REQUIRED ON ALL STRUCTURES GRATER THAN 4' IN DEPTH
DESCRIPTION
TOP Anti -Vortex
H
36" MH RISER
SL-1 Safety Slab
413.45
Yes
7.45
VDOT DI-3A
SLA Safety Slab
405.23
No
6.43
VDOT DI-3A
SL-1 Safety Slab
405.69
Yes
10.44
VDOT MH-1
SLA Safety Slab
397.11
Yes
17.11
60" MH RISER
SL-1 Safety Slab
377.50
Yes
15.50
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Lic. No.
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28 OCT 22
SCALE:
H:1"=50'• V:1"=10'
JOB:
20.1674
WPO:
2021-00063
SHEET:
2 O OF 28
oP OUTLET PROTECTION SPECIFICATIONS Es EMERGENCY SPILLWAY SPECIFICATIONS Es LEVEL SPREADER-POA 1, SWM 'A' OUTFALL
100 YEAR TOP OF DAM SWM A EMERGENCY SPILLWAY
W.S.E.=374.35 WIDTH= 8' @ VA DCR STORMWATER DESIGN SPECIFICATION NO. 2 SHEET FLOW TO FILTER OR OPEN SPACE
ELEVATION= 375.35 100 YEAR TOP OF DAM
W.S.E.=376.24 WIDTH= 8' @
CL I �-RAPY D12" ELEVATION= 377.25 KEY LEVEL SPREADER
o NTO NATURAL INTOEXISTINGREADER
a o F 24" PIPE Q10 = 12.5 cfs O 61 6'.1
OP1 = 18" MIN. DEPTH W/ � ES#1GRADE
UNDERLYING F.F Q RIPRAP PLUNGE POOL
U 4 ES#1A
APRON LENGTH = 12.0' 12' BOTTOM OF 1 HIPHAP APRON k- o cTREATED
OR
3DO =6.0' SPILLWAY WEIR 24' BOTTOM OF f RE E
RETE LIP
EMERGENCY LENGTH fi A) ( " `NLENGTH of LEVEL SPREADER
LA = 12.0' SPILLWAY WEIR 0:0% LIP TO BE BASED ON DESIGN FLOW
SPILLWAY LENGTH
W = DO + LA = 14.0' 18" CL I RIP -RAP EMERGENCY _ AND ALLOWABLE vELocITY
ELEVATION= 374.35 SPILLWAY_
- . "•`" , TOP OF LEVEL SPREADER
MAX SHALL BE FLAT
ELEVATION= 375.50 100 CY OF 18" _
CL. 1 RIP-RAP�'�
oP OUTLET PROTECTION SPECIFICATIONS Es EMERGENCY SPILLWAY SPECIFICATIONS F-UNDERLYING I
ES#1A ARMOUR BACKSLOPE F-FABRIC; 31N COURSEAGGREGATE
100 YEAR TOP OF DAM OR ETHER LINING As
DESIGNED FOR STABILITY
W.S.E.=368.89 WIDTH= 8' @ CREST OF DAM TOP OF DAM PLAN VIEW
8 TQP ELEVATION= 377.00 jDENN BASED ON 5%(201l0RLNDIS�RBED ExlsFVETING �TATE
RADE
ELEVATION= 370.00 ELEVATION= 375.85 OF DAM DISCHARGE
5%(20.n OR L_S^,E. iF VEP.ETATED
FILTER STF?CR COkEERV L
OPEN SPAGE. FIRST 10 FEET LESS
CL I RIP -RAP KEYED 12.. 8" P.V.C. PIPE MINMIN TUN za
NTO NATURAL GROUND ES#2 w/SHUT-OFF 2. o MIN s MIN OP1A ch oF36"PIPE Q10=37.95cfs-______________SZ------ VALVE
w 18' MIN. DEPTH W/ of
UNDERLYING F.F ti
U OUTLET PROTECTION 20'BOTTOM OF (SEE DETAIL OPi B) DEPTH BASED o
IRED STONE SIZE
APRON LENGTH = 20' SPILENGTH EIR = - III I
3DO = 9.0' EMERGENCY BOTTOM -- �
LA = 2p SPILLWAY ELEVATION= Ill; I; 11 T
-III_II _
NWSE ELEVATION=
BREADTH- 8' @ 373.00 372.45
W = DO + LA = 23' ELEVATION= 368.50 18" CL I RIP -RAP Q secn€�NtrA:
2:1 SIDE SLOPES 4" WEIR WALL
(SEE DETAIL) Figure 2.4: Level Spreader: Pipe or Channel Flow to Filter Strip or Preserved Open Space
18. MIN CL. I BOTTOM
oP OUTLET PROTECTION SPECIFICATIONS Es EMERGENCY SPILLWAY SPECIFICATIONS RIP -RAP ELEVATION=
SEE SHEETI2FORLOCATION&DIMENSIONS
371.00
TOP OF DAM
WIDTH= 8' @
ELEVATION= 381.67 EARTHEN EMBANKMENTS APPENDIX A - VA DEQ STORMWATER DENSITY AND THE ENGINEER SHOULD CERTIFY, AT THE TIME OF CONSTRUCTION, THAT
L I RIP -RAP KEY D 12" Y&BOTTOMOF
YEAR EACH FILL LAYER MEETS THE MINIMUM DENSITY REQUIREMENT. ALL COMPACTION IS TO
ES#4 SPECIFICATIONS
NTO NATURAL GROUND .E.=379.63 BE DETERMINED BY EITHER STANDARD PROCTOR TEST (ASTM D698) OR THE MODIFIED
a o F 24" PIPE Q10 = 36.57 cfs PROCTOR TEST ASTM D1557 AS DIRECTED BY THE GEOTECHNICAL ENGINEER BASED ON
OP1 B a UN MIN. DEPTH W/ SITE PREPARATION ( )
UNDERLYING F.F SITE AND SOIL CONDITIONS AND THE SIZE AND TYPE OF STRUCTURE BEING BUILT.
OVERFLOW 4. CUTOFF TRENCH
SPILLWAY • AREAS DESIGNATED FOR BORROW SITES, EMBANKMENT CONSTRUCTION, AND
APRON LENGTH = 22' ELEVATION=LLWAY WEIR STRUCTURAL WORK SHOULD BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. ALL THE CUTOFF TRENCH SHOULD BE EXCAVATED INTO IMPERVIOUS MATERIAL ALONG OR
381.50LENGTH TREES, VEGETATION, ROOTS AND OTHER OBJECTIONAL MATERIAL SHOULD BE REMOVED. PARALLEL TO THE CENTERLINE OF THE EMBANKMENT AS SHOWN ON THE PLANS. THE
3DO = 6.0' • ALL CLEARED AND GRUBBED MATERIAL SHOULD BE DISPOSED OF OUTSIDE AND BELOW EQUIPMENT USED FOR EXCAVATION SHOULD GOVERN THE BOTTOM WIDTH OF THE TRENCH,
LA = 22' 18" CL I RIP -RAP THE LIMITS OF THE EMBANKMENT AND RESERVOIR, AS DIRECTED BY THE OWNER OR HIS WITH THE MINIMUM WIDTH BEING 4 FEET. THE DEPTH SHOULD BE AT LEAST 4 FEET BELOW
W = DO + LA = 24' 2:1 SIDE SLOPES REPRESENTATIVE. WHEN SPECIFIED, A SUFFICIENT QUANTITY OF TOPSOIL SHOULD BE EXISTING GRADE OR AS SHOWN ON THE PLANS. THE SIDE SLOPES OF THE TRENCH SHOULD BE
STOCKPILED IN A SUITABLE LOCATION FOR USE ON THE EMBANKMENT AND OTHER 1 HA V OR FLATTER. THE BACKFILL SHOULD BE COMPACTED WITH
OP OUTLET PROTECTION SPECIFICATIONS DESIGNATED AREAS. CONSTRUCTION EQUIPMENT, ROLLERS, OR HAND TAMPERS TO ASSURE MAXIMUM DENSITY
EARTH FILL AND MINIMUM
oP OUTLET PROTECTION SPECIFICATIONS PERMEABILITY.
12 1. MATERIAL - 5. TOP SOIL
CL I RIP -RAP KEYED 12" TFJFe()EjahaPyQFMblPACTED FILL SHOULD BE SCARIFIED PRIOR TO PLACEMENT WadJ8 of 21
NTO NATURAL GROUND r`+FILL MATERIAL SHOULD BETAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. IT LEAST 6 INCHES OF TOPSOIL. THE TOPSOIL SHALL BE STABILIZED WITH IN ACCORDANCE WITH
vi Tn F 18" PIPE 1 Q10 - 30.6 cfs SHOULD BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, STONES GREATER THAN 6 INCHES,
L I RIP -RAP KEYED 12" O P3 cm 18" MIN. DEPTH W/ v THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, LATEST EDITION.
R? INTO NATURAL GROUND UNDERLYING F.F ' AND FROZEN OR OTHER OBJECTIONABLE MATERIALS. FILL MATERIAL FOR THE CENTER OF THE
O in F 18" PIPE Q10 = 31.4 cfs - EMBANKMENT AND THE CUTOFF TRENCH SHOULD CONFORM TO UNIFIED SOIL
OP2 cN 18" MIN. DEPTH W/ U STRUCTURE AND CONDUIT BACKFILL
UNDERLYING F.F CLASSIFICATION GC, SC, OR CL. CONSIDERATION MAY BE GIVEN TO THE USE OF OTHER
U APRON LENGTH - 22.0' MATERIALS IN THE EMBANKMENT BASED ON THE RECOMMENDATIONS OF A GEOTECHNICAL BACKFILL THAT IS BESIDE PIPES OR STRUCTURES SHOULD BE OF THE SAME TYPE AND QUALITY
3DO = 4.5' ENGINEER SUPERVISES THE DESIGN AND CONSTRUCTION. AS SPECIFIED FOR THE ADJOINING FILL MATERIAL. THE FILL SHOULD BE PLACED IN
APRON LENGTH = 22' LA = 22.0' 2. PLACEMENT - HORIZONTAL LAYERS NOT TO EXCEED 4 INCHES IN THICKNESS AND COMPACTED BY HAND
3DO = 4.5' W = DO + LA = 23.5' TAMPERS OR OTHER MANUALLY DIRECTED COMPACTION EQUIPMENT. THE MATERIAL SHOULD
LA = 22' COMPLETELY FILL ALL SPACES UNDER AND BESIDE THE PIPE. DURING THE BACKFILLING
AREAS ON WHICH FILL IS TO BE PLACED SHOULD BE SCARIFIED BEFORE ITS PLACEMENT. FILL
OPERATION, EQUIPMENT SHOULD NOT BE DRIVEN CLOSER THAN 4 FEET, AS MEASURED
W = DO + LA = 26.5' MATERIAL SHOULD BE PLACED IN LAYERS A MAXIMUM OF 8 INCHES THICK (BEFORE
COMPACTION), WHICH SHOULD BE CONTINUOUS OVER THE ENTIRE LENGTH OF THE FILL. THE HORIZONTALLY, TO ANY PART OF A STRUCTURE. ALSO, EQUIPMENT SHOULD NEVER BE DRIVEN
OP OUTLET PROTECTION SPECIFICATIONS MOST PERMEABLE BORROW MATERIAL SHOULD BE PLACED IN THE DOWNSTREAM PORTIONS OVER ANY PART OF A STRUCTURE OR PIPE, UNLESS COMPACTED FILL HAS BEEN PLACED TO A
DEPTH SPECIFIED BY THE STRUCTURAL LIVE LOAD CAPACITY OF THE STRUCTURE OR PIPE IN
OF THE EMBANKMENT. THE PRINCIPAL SPILLWAY MUST BE INSTALLED CONCURRENTLY WITH
OP OUTLET PROTECTION SPECIFICATIONS FILL PLACEMENT AND NOT EXCAVATED INTO THE EMBANKMENT. ORDER TO ADEQUATELY DISTRIBUTE THE LOAD.
�L I RIP -RAP KEYED 12" 3. COMPACTION FILTERS AND DRAINAGE LAYERS
NTO NATURAL GROUND
OP4 Cl8" MIN. DEPTH W/ F24" PIPE Q10 - 12.1 cfsFILL MATERIAL SHOULD BE COMPACTED WITH APPROPRIATE COMPACTION EQUIPMENT SUCH IN ORDER TO ACHIEVE MAXIMUM DENSITY OF CLEAN SANDS, FILTER LAYERS SHOULD BE
�L I IP-RAP KEY D 12" NDERLYING F.F AS A SHEEPSFOOT, RUBBER -TIRED OR VIBRATORY ROLLER. THE NUMBER OF REQUIRED FLOODED WITH CLEAN WATER AND VIBRATED JUST AFTER THE WATER DROPS BELOW THE
O 2/INTO NATURAL GROUND U PASSES BY THE SAND SURFACE. THE FILTER MATERIAL SHOULD BE PLACED IN LIFTS OF NO MORE THAN 12
<o o F 24" PIPE Q10 - 25.3 cfs
OP2A c\I 18" MIN. DEPTH W/ 00 - COMPACTION EQUIPMENT OVER THE FILL MATERIAL MAY VARY WITH SOIL CONDITIONS. FILL INCHES. UP TO FOUR FEET OF EMBANKMENT MATERIAL MAY BE PLACED OVER A FILTER
UNDERLYING F.F APRON LENGTH = 12' MATERIAL MATERIAL LAYER BEFORE EXCAVATING BACK DOWN TO EXPOSE THE PREVIOUS LAYER. AFTER
(✓ 3DO = 6.0' SHOULD CONTAIN SUFFICIENT MOISTURE SUCH THAT THE REQUIRED DEGREE OF REMOVING ANY UNSUITABLE MATERIALS, THE TRENCH MAY BE FILLED WITH ADDITIONAL 12
LA = 12' COMPACTION WILL BE INCH LIFTS OF FILTER MATERIAL, FLOODED, AND VIBRATED AS DESCRIBED ABOVE, UNTIL THE
APRON LENGTH = 20' W = DO + LA = 14' OBTAINED WITH THE EQUIPMENT USED. TOP OF ADJACENT FILL IS REACHED. FILTER FABRICS SHOULD NOT BE USED IN LIEU OF SANDS
3DO = 6.0' AND GRAVEL LAYERS WITHIN THE EMBANKMENT.
LA = 20' • THE MINIMUM REQUIRED DENSITY IS 95"/o OF MAXIMUM DRY DENSITY WITH A MOISTURE
W = DO + LA = 26.0' FORE BAY WEIR WALL W/RIP-RAP CONTENT WITHIN t2% OF THE OPTIMUM, UNLESS OTHERWISE SPECIFIED BY THE
ENGINEER.
TOP DAM • EACH LAYER OF THE FILL SHOULD BE COMPACTED AS NECESSARY TO OBTAIN MINIMUM
- Z5' 26' 7 Ak EL.=220.25
oP OUTLET PROTECTION SPECIFICATIONS
EL.
TYPICAL DAM SECTION
AWN 8 MIN.' /IMPERVIOUS CLAY CORE
70(EYED 6" INTO O
r NATURAL GROUND N F 8" PIPE (EED
2.0'
OP2B 18" MIN. DEPTH W/ 6" D/A. PVC-1 1 VARIES 1
Q THREADED DE -WATERING 11 1 1 2 MAX. I I l l / 2 MAX
NDERLYING F.F PIPE w/ 6' SHUT-OFF 4 CONCRETE WEIR WALL - SWM A VAR. l l l
v VALVE ® INVERT=373.00 l VAR.
4" CONCRETE DEMISING WALL - SWM 'A' &'C' TOP WALL = VARIES 4' IN.
- - - - -
APRON LENGTH = 6' ,
(SEPARATING SAND FILTERS WATER -TIGHT TO M.H.) 28 WEIR ELEV.=373.85
3DO = 2.0' r TIE ENDS TO EXISTING BOTTOM GRADE
LA = 6' TOP WALL = 374.00 4 0 ^ EMBANKMENT MATERIAL (SELECT BORROW
w/ 5: 1 S-SLOPES
W = DO + LA = 8.0' TOP=376.35 - COMPACT TO
(ARMOUR w/ CL.1 RIP -RAP) AS DETERMINED BYY MAX. DENSITY
THE MODIFIED T
PROCTOR METHOD ASTM D-1557 )
oP OUTLET PROTECTION SPECIFICATIONS
KEYED 6" INTO NATURAL
OP2C N
Tr3ROUND
8" MIN. DEPTH W/
NDERLYING F.F
APRON LENGTH = 6'
3DO = 2.0'
LA=6'
W=DO+LA=8.0'
F 8" PIPE
Q10=0.50cfs
GROUND EL. @WALL = 373.00
BOTTOM WALL = 372.00
TOP OF SAND
= 372.50
3,000 PSI CONC. WALL
4" w/113 REBAR ® 8" 0/C
VERTICAL ALT. SIDES FROM
STEM INTO FOUNDATION
HORIZONTAL SPACING
12" 0/C ( ALL REBAR
3" MIN. FROM OUTER)
12" TOP OF SAND
1 = 372.50
3, 000 PSI CONC. WALL
4" w/#3 REBAR @ 6" 0/C
VERTICAL ALT SIDES FROM
STEM INTO FOUNDATION
HORIZONTAL SPACING
6" P.V.C. 6" 0/C ( ALL REBAR
BOTTOM WALL = 372.00 3" MIN. FROM OUTER)
DISTILLING POND 1DEWATERING 12" TOP OF SAND
= 373.00 i = 372.50
4.5'
NOTES:
1. STRIP AND SALVAGE TOPSOIL FROM EXISTING GRADE WITHIN THE
TOE OF SLOPES PRIOR TO CONSTRUCTING THE EARTH DAM EMBANKMENT.
2. PLACE SALVAGED 6" TOPSOIL ON EARTH DAM SIDE SLOPES,
SEED, FERTILIZE AND MULCH IN ACCORDANCE WITH VDOT SECTION 603.
J. MATERIAL EXCAVATED FROM THE CLAY CORE AREA
MAY BE USED AS EMBANKMENT MATERIAL IF APPROVED
BY THE ENGINEER.
4. THE CONTRACTOR SHALL MAKE A DETERMINATION AS TO
THE SOIL CONDITIONS THAT EXIST AT THE SITE. IF
UNSUITABLE SOILS ARE ENCOUNTERED ( CBR OF 4 OR LESS ),
THE CONTRACTOR SHALL UNDERCUT THE EMBANKMENT BASE
A TOTAL OF 4' BELOW GRADE WITHIN THE TOE OF SLOPES
AND PLACE SELECT BORROW MATERIAL.
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WPO:
2021-00063
SHEET:
21OF 28
SAND FILTER MATERIAL SPECIFICATION
data input cells
Project Name:
DUNLURA FARMS -90.77 Acres
Date:
1-Oct-22
constant values
SAND CLEAN SILICA BASED COARSE SAND (AASHTO M-6/ASTM C-33).
BMP Design specifications list: 2013 Draft Stds & Specs
calculation cells
ORGANIC LAYER THE COMPOST SHALL CONFORM TO THE REQUIREMENTS CONTAINED IN
Site Information
STORMWATER DESIGN SPECIFICATION NO. 4 (SOIL COMPOST AMENDMENTS)
SECTION 6.5.
UNDERDRAIN USE 4" RIGID PERFORATED PIPE. MEETING ASTM F758 OR ASTM F949 WITH MAXIMUM
Post -Development Project (Treatment Volume and Loads)
PERFORATION DIMENSIONS OF 3/8 INCH AND A MINIMUM PERFORATION INLET AREA
OF 1.76 SQUARE INCHES PER LINEAR FOOT OF PIPE. UNDER -DRAIN PIPE SUPPLIED
Land Cover (acres)
WITH PRECISION -MACHINED SLOTS PROVIDES GREATER INTAKE CAPACITY AND
A soils
B soils
C Soils
D Soils
Totals
SUPERIOR CLOG -RESISTANT DRAINAGE OF FLUIDS, AS COMPARED TO STANDARD
Forest/Open Spam (acres) -undisturbed,
18.50
*
ROUND -HOLE PERFORATED PIPE. SLOTTED UNDER -DRAIN REDUCES ENTRANCE
forest ens aourbed,
18.50
VELOCITY INTO THE PIPE, THEREBY REDUCING THE POSSIBILITY THAT SOLIDS WILL
Managed r graded
Managed Turf (ayes) --disturbed, graded
for ards or other turf to be
2.30
32.10
037
34 77
BE CARRIED INTO THE SYSTEM. SLOT ROWS CAN GENERALLY BE POSITIONED
SYMMETRICALLY OR ASYMMETRICALLY AROUND THE PIPE CIRCUMFERENCE,
Impervious Cover (acres)
27.50
27.50
DEPENDING UPON THE APPLICATION.
`Forest/Open space areas must be protected in accordance with the Virginia Runoff Reduction Method
80.77
Constants
Annual Rainfall (inches)
43
Target Rainfall Event (inches)
1.00
Total Phosphorus (TP) EMC(mg/L)
0.26
Total Nitrogen (TN) EMC(mg/L)
1.86
Target TP Load(Ib/acre/yr)
0.41
Pj(unitlesscorrectionfactor)
0.90
Runoff Coefficients IRA
A Soils
B Soils
C Soils
D Soils
estOpen Space
0.02
0.03
0.04
0.05
rMarpnag/edTurf
0.15
0.20
0.22
0.25
ervious Cover
1 0.95
0.95
1 0.95
0.95
Forest/Open Space Cover (acres)
19.50
Treatment Volume 2 7938
(acre-ft)
Treatment Volume (cubic feet) 121,700
TP Load (lb/yr) 76.46
TN Load(lb/yr) 547.01
(Informational Pur oses Only)
Weighted Rv (forest)
0.03
%Forest
23%
Managed Turf Cover (acres)
34.77
Weighted Rv (turf)
0.20
%Managed Turf
43%
Impervious Cover (acres)
27.50
Rv (impervious) 1 0.95
%Impervious
34%
Site Area (acres)
80.77
Site Rv
0.42
Site Results (Water Quality Compliance)
Area Checks
FOREST/OPEN SPACE (ac)
IMPERVIOUS COVER (ac)
IMPERVIOUS COVER TREATED (ac)
MANAGED TURF AREA (ac)
MANAGED TURF AREA TREATED (ac)
AREA CHECK
D.A. C
D.A. D
DA. E
o.o00.002.144.962.144.962.094.96
q]1dEFq1LU4.96
2.09
4.96
OK.
OK.
OK.
OK.
OK.
Site Treatment Volume (ft3) -
Runoff Reduction Volume and TP By Drainage Area
RUNOFF REDUCTION VOLUME ACHIEVED (fta)
TP LOAD AVAILABLE FOR REMOVAL (lb/yr)
TP LOAD REDUCTION ACHIEVED (lb/yr)
TP LOAD REMAINING (lb/yr)
AREA CHECK
OK.
OK.
OK.
OK.
OK.
69
12 332
1.90
71
3.69
1.95
2756
3.46
1.27
3.98
1.90
11.06
21.68
NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr)11 86.94 6.79 30.92 14.78 9.30 148.72
Total Phosphorus
FINAL POST -DEVELOPMENT TP LOAD (Ib/yr)
76.46
TP LOAD REDUCTION REQUIRED (lb/yr)
43.35
TP LOAD REDUCTION ACHIEVED (lb/yr)
27.56
TP LOAD REMAINING (Ib/yr):
48.90
REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr):
15.79
Total Nitrogen (For Information Purposes)
POST -DEVELOPMENT LOAD (Ib/yr)
547.01
NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr)
148.72
REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr)
398.29
FILTER FABRIC FOR USE UNDER THE TURF OR STONE SURFACE COVER OF A SURFACE SAND
FILTER AND UNDERGROUND FILTERS: AN APPROPRIATE MATERIAL FOR THE
APPLICATION BASED ON AASHTO M288-06. FABRIC SHOULD HAVE A FLOW RATE OF >
125 GPM/SQ. FT. (ASTM D4491), AND AN APPARENT OPENING SIZE (AOS) EQUIVALENT
TO A US # 70 OR # 80 SIEVE (ASTM D4751). THE GEOTEXTILE AOS SELECTION IS
BASED ON THE PERCENT PASSING THE NO. 200 SIEVE IN "A" SOIL SUBGRADE, USING
FHWA OR AASHTO SELECTION CRITERIA.
STONE JACKET FOR UNDERDRAIN
USE CLEAN WASHED GRAVEL THAT MEETS VDOT #57 STONE SPECIFICATIONS OR
THE ASTM EQUIVALENT (1 INCH MAXIMUM).
SAND FILTRATION CONSTRUCTION SEQUENCE
THE FOLLOWING IS THE TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL A STRUCTURAL
STORMWATER FILTER. THIS SEQUENCE CAN BE MODIFIED TO REFLECT DIFFERENT FILTER DESIGNS, SITE
CONDITIONS, AND THE SIZE, COMPLEXITY AND CONFIGURATION OF THE PROPOSED FILTERING
APPLICATION.
STEP 1: USE OF FILTERING PRACTICES AS AN E&S CONTROL. THE FUTURE LOCATION OF A FILTERING
PRACTICE MAY BE USED AS THE SITE OF A TEMPORARY SEDIMENT BASIN OR TRAP DURING SITE
CONSTRUCTION, AS LONG AS DESIGN ELEVATIONS ARE SET WITH FINAL CLEAN -OUT AND
CONVERSION IN MIND. APPROPRIATE PROCEDURES SHOULD BE IMPLEMENTED TO PREVENT
DISCHARGE OF TURBID WATERS WHEN THE TEMPORARY BASIN IS CONVERTED TO A FILTERING
PRACTICE.
STEP 2: STABILIZE DRAINAGE AREA. FILTERING PRACTICES SHOULD ONLY BE CONSTRUCTED OR
OPENED TO RUNOFF AFTER THE CONTRIBUTING DRAINAGE AREA TO THE FACILITY IS
COMPLETELY STABILIZED, SO SEDIMENT FROM THE CDA DOES NOT FLOW INTO AND CLOG THE
FILTER. IF THE PROPOSED FILTERING AREA IS USED AS A SEDIMENT TRAP OR BASIN DURING THE
CONSTRUCTION PHASE, THE CONSTRUCTION OPERATOR SHOULD RECOGNIZE THAT, AFTER SITE
CONSTRUCTION IS COMPLETE, THE SEDIMENT CONTROL FACILITY IS TO BE DE -WATERED,
DREDGED AND RE -GRADED TO THE DESIGN DIMENSIONS FOR THE POST -CONSTRUCTION FILTER.
STEP 3: INSTALL E&S CONTROLS FOR THE FILTERING PRACTICE. STORM -WATER SHOULD BE DIVERTED
AROUND FILTERING PRACTICES AS THEY ARE BEING CONSTRUCTED. THIS IS USUALLY NOT
DIFFICULT TO ACCOMPLISH FOR OFF-LINE FILTERING PRACTICES. IT IS EXTREMELY
IMPORTANT TO KEEP RUNOFF AND ERODED SEDIMENTS AWAY FROM THE SAND FILTER
THROUGHOUT THE CONSTRUCTION PROCESS. SILT FENCE OR OTHER SEDIMENT CONTROLS
SHOULD BE INSTALLED AROUND THE PERIMETER OF THE FILTER, AND EROSION CONTROL
FABRIC MAY BE NEEDED DURING CONSTRUCTION ON EXPOSED SIDE -SLOPES WITH GRADIENTS
EXCEEDING 4H:1V. EXPOSED SOILS ADJACENT AND IN THE VICINITY OF THE FILTERING
PRACTICE SHOULD BE RAPIDLY STABILIZED BY HYDRO -SEED, SOD, MULCH OR OTHER
LOCALLY APPROVED METHOD OF SOIL STABILIZATION.
STEP 4: ASSEMBLE CONSTRUCTION MATERIALS ON -SITE, MAKE SURE THEY MEET DESIGN
SPECIFICATIONS, AND PREPARE ANY STAGING AREAS.
STEP 5. EXCAVATEAGRADE UNTIL THE APPROPRIATE DESIGN ELEVATIONS ARE ACHIEVED FOR THE
BOTTOM AND SIDE SLOPES OF THE FILTERING PRACTICE.
STEP 6. INSTALL THE FILTER STRUCTURE AND CHECK ALL DESIGN ELEVATIONS (E.G. CONCRETE
VAULT PIPE CUT-OUT HOLES, BOTTOM OF EXCAVATION FOR SURFACE FILTERS, ETC.).
STEP 7. ENSURE WATERTIGHT STORAGE AND FILTER STRUCTURE. UPON COMPLETION OF THE FILTER
STRUCTURE SHELL, THE INLETS AND OUTLETS SHOULD BE TEMPORARILY PLUGGED AND THE
STRUCTURE FILLED WITH WATER TO THE BRIM TO DEMONSTRATE WATER -TIGHTNESS.
MAXIMUM ALLOWABLE LEAKAGE IS 5% OF THE WATER VOLUME IN A 24-HOUR PERIOD. IF THE
STRUCTURE FAILS THE TEST, REPAIRS MUST BE PERFORMED TO MAKE THE STRUCTURE
WATERTIGHT BEFORE ANY FILTER MEDIA IS PLACED INTO IT.
STEP 8: INSTALL UNDER -DRAIN, AND GRAVEL AND CHOKER STONE LAYERS.
STEP 9: SPREAD FILTER MEDIA ACROSS THE FILTER BED IN 1 FOOT LIFTS UP TO THE DESIGN
ELEVATION. BACKHOES OR OTHER EQUIPMENT SHOULD DELIVER THE MEDIA FROM OUTSIDE
THE FILTER STRUCTURE. SAND SHOULD BE MANUALLY RAKED.
STEP 10: CONSOLIDATE THE FILTER MEDIA. FILL THE SEDIMENTATION AND FILTER MEDIA CHAMBER
WITH CLEAN WATER AND ALLOW TO DRAIN, HYDRAULICALLY COMPACTING THE SAND
LAYERS. VERIFY THE DEPTH OF FILTER MEDIA MEETS THE DESIGN MINIMUM.
STEP 11: SURFACE FILTERS - INSTALL THE PERMEABLE FILTER FABRIC (IF SPECIFIED) OVER THE SAND,
ADD A 3-INCH TOPSOIL LAYER WITH PEA GRAVEL INLETS DIAPHRAGMS LOCATED WITH STAKES,
AND IMMEDIATELY SEED WITH THE PERMANENT GRASS SPECIES. THE GRASS SHOULD BE
WATERED, AND THE FACILITY SHOULD NOT BE SWITCHED ON-LINE UNTIL A VIGOROUS GRASS
COVER HAS BECOME ESTABLISHED.
STEP 12., STABILIZE EXPOSED SOILS ON THE PERIMETER OF THE STRUCTURE WITH TEMPORARY SEED
MIXTURES APPROPRIATE FOR A BUFFER. ALL AREAS ABOVE THE PONDING AREA SHOULD BE
PERMANENTLY STABILIZED BY HYDROSEEDING OR SEED AND STRAW MULCH.
STEP 13. CONDUCT THE FINAL CONSTRUCTION INSPECTION (SEE SECTION 8.2). REMOVE EXCESS STRAW
AND ANY UNWANTED VEGETATION.
8.2.CONSTRUCTION INSPECTION
MULTIPLE CONSTRUCTION INSPECTIONS DURING AND IMMEDIATELY AFTER CONSTRUCTION ARE
CRITICAL TO ENSURE THAT STORMWATER FILTERS ARE PROPERLY CONSTRUCTED AND REMAIN
SUSTAINABLE. THE FOLLOWING INTERIM VERIFICATION INSPECTIONS ARE RECOMMENDED DURING
CRITICAL STAGES OF CONSTRUCTION:
• PRE -CONSTRUCTION MEETING.
• EXCAVATION/GRADING TO DESIGN DIMENSIONS AND ELEVATIONS.
• INSTALLATION OF THE FILTER STRUCTURE, INCLUDING THE WATER -TIGHTNESS TEST.
• INSTALLATION OF THE UNDER -DRAIN AND SAND FILTER BED.
• CHECK OFF THAT TURF COVER IS VIGOROUS ENOUGH TO SWITCH THE FACILITY ON-LINE.
• FINAL INSPECTION (AFTER A RAINFALL EVENT TO ENSURE THAT IT DRAINS PROPERLY. DEVELOP A
FINAL PUNCH LIST FOR THE FACILITIES ACCEPTANCE.
• LOG THE FILTERING PRACTICE'S GPS COORDINATES AND SUBMIT THEM FOR ENTRY INTO THE VSMP
AUTHORITY'S BUT MAINTENANCE TRACKING DATABASE.
VA DEQ STORMWATER DESIGN SPECIFICATION NO. 2 SHEET FLOW TO FILTER OR OPEN SPACE
SECTION 5. PHYSICAL FEASIBILITY & DESIGN APPLICATIONS
5.1 Conserved Open Space
The most common design applications of Conserved Open Space are on sites that are
hydrologically connected to a protected stream buffer, wetland buffer, floodplain, forest
conservation area, or other protected lands. Conserved open space is an ideal component of the
"outer zone" of a stream buffer, such as a Resource Protection Area (as is required in some parts
of the state), which normally receives runoff as sheetflow. Care should be taken to locate all
energy dissipaters or flow spreading devices outside of the protected area.
Designers may apply a runoff reduction credit to any impervious or managed turf cover that is
hydrologically connected and effectively treated by a protected Conserved Open Space that
meets the following eligibility criteria:
• The goal of establishing Conserved Open Space is to protect a vegetated area contiguous to a
receiving system, such as a stream or natural channel, for treating stormwater runoff.
Establishing isolated Conserved Open Space pockets on a development site may not achieve
this goal unless they effectively serve to connect the surface runoff to the receiving system.
Therefore, a locality may choose to establish goals for minimum acreage to be conserved (in
terms of total acreage or percentage of the total project site), and the physical location
(adjacent to a stream, or other criteria) in order for the cumulative conserved open space to
qualify for the RRM credit.
• No major disturbance may occur within the conserved open space during or after
construction (i.e., no clearing or grading is allowed except temporary disturbances associated
with incidental utility construction, restoration operations, or management of nuisance
vegetation). The Conserved Open Space area shall not be stripped of topsoil. Some light
grading may be needed at the boundary using tracked vehicles to prevent compaction.
• The limits of disturbance should be clearly shown on all construction drawings and protected
by acceptable signage and erosion control measures.
LEVEL SPREADER & GRAVEL DIAPHRAGMS:
A PEA GRAVEL DIAPHRAGM AT THE TOP OF THE SLOPE IS REQUIRED FOR BOTH CONSERVED OPEN SPACE AND
VEGETATED FILTER STRIPS THAT RECEIVE SHEETFLOW. THE PEA GRAVEL DIAPHRAGM IS CREATED BY EXCAVATING A
2-FOOT WIDE AND I -FOOT DEEP TRENCH THAT RUNS ON THE SAME CONTOUR AT THE TOP OF THE FILTER STRIP. THE
DIAPHRAGM SERVES TWO PURPOSES. FIRST, IT ACTS AS A PRETREATMENT DEVICE, SETTLING OUT SEDIMENT
PARTICLES BEFORE THEY REACH THE PRACTICE. SECOND, IT ACTS AS A LEVEL SPREADER, MAINTAINING SHEET FLOW
AS RUNOFF FLOWS OVER THE FILTER STRIP. REFER TO FIGURE 2.2.
• THE FLOW SHOULD TRAVEL OVER THE IMPERVIOUS AREA AND TO THE PRACTICE AS SHEET FLOW AND THEN DROP
AT LEAST 2 INCHES ONTO THE GRAVEL DIAPHRAGM. THE DROP HELPS TO PREVENT RUNOFF FROM RUNNING
LATERALLY ALONG THE PAVEMENT EDGE, WHERE GRIT AND DEBRIS TEND TO BUILD UP (THUS ALLOWING
BY-PASS OF THE FILTER STRIP).
• A LAYER OF FILTER FABRIC SHOULD BE PLACED BETWEEN THE GRAVEL AND THE UNDERLYING SOIL TRENCH.
• IF THE CONTRIBUTING DRAINAGE AREA IS STEEP (6% SLOPE OR GREATER), THEN LARGER STONE (CLEAN BANK -RUN
GRAVEL THAT MEETS VDOT #57 GRADE) SHOULD BE USED IN THE DIAPHRAGM.
• IF THE CONTRIBUTING DRAINAGE AREA IS SOLELY TURF (E.G., SPORTS FIELD), THEN THE GRAVEL DIAPHRAGM MAY
BE ELIMINATED.
CONSTRUCTION SEQUENCE FOR LEVEL SPREADER IMPLMENTATION
LEVEL SPREADERS CAN BE WITHIN THE LIMITS OF DISTURBANCE DURING CONSTRUCTION. THE FOLLOWING
PROCEDURES SHOULD BE FOLLOWED DURING CONSTRUCTION:
• BEFORE SITE WORK BEGINS, OUTLET PROTECTION BOUNDARIES SHOULD BE CLEARLY MARKED.
• ONLY VEHICULAR 'TRAFFIC USED FOR CONSTRUCTION SHOULD BE ALLOWED WITHIN 10 FEET OF THE OUTLET
BOUNDARY.
• IF EXISTING TOPSOIL IS STRIPPED DURING GRADING, IT SHALL BE STOCKPILED FOR LATER USE.
• CONSTRUCTION RUNOFF SHOULD BE DIRECTED AWAY FROM THE LEVEL SPREADER USING APPROPRIATE EROSION
CONTROL MEASURES AND A DIVERSION DIKE OR OTHER MEASURE.
• CONSTRUCTION OF THE GRAVEL DIAPHRAGM OR ELS SHALL NOT COMMENCE UNTIL THE CONTRIBUTING
DRAINAGE AREA HAS BEEN STABILIZED AND PERIMETER E&S CONTROLS HAVE BEEN REMOVED AND CLEANED
OUT.
• LEVEL SPREADER APRONS REQUIRE LIGHT GRADING TO ACHIEVE DESIRED ELEVATIONS AND SLOPES. THIS
SHOULD BE DONE WITH 'TRACKED VEHICLES TO PREVENT COMPACTION. TOPSOIL AND OR COMPOST
AMENDMENTS SHOULD BE INCORPORATED EVENLY ACROSS THE AREA, STABILIZED WITH SEED, AND PROTECTED
BY BIODEGRADABLE EROSION CONTROL MATTING OR BLANKETS.
• STORMWATER SHOULD NOT BE DIVERTED INTO THE LEVEL SPREADER UNTIL THE UPSTREAM AREAS ARE
WELL TURF COVERED IN DENSE AND WELL ESTABLISHED YARD AREAS.
SUGGESTED ANNUAL MAINTENANCE ACTIVITIES FOR FILTERING
PRACTICES
REGULAR INSPECTIONS ARE CRITICAL TO SCHEDULE SEDIMENT REMOVAL OPERATIONS, REPLACE FILTER
MEDIA, AND RELIEVE ANY SURFACE CLOGGING. FREQUENT INSPECTIONS ARE ESPECIALLY NEEDED FOR
UNDERGROUND AND PERIMETER FILTERS SINCE AN ORGANIC MAT CAN QUICKLY CLOG THE FILTER SURFACE.
DEPENDING ON THE LEVEL OF TRAFFIC OR THE PARTICULAR LAND USE, A FILTER SYSTEM MAY BECOME
CLOGGED WITHIN A FEW MONTHS OF NORMAL RAINFALL. FREQUENT MAINTENANCE CAN QUICKLY
ESTABLISH A ROUTINE FREQUENCY ACCLIMATED TO THE LAND USE. MAINTENANCE INSPECTIONS SHOULD
BE CONDUCTED WITHIN 24 HOURS FOLLOWING A STORM THAT EXCEEDS 1/2 INCH OF RAINFALL IN ORDER TO
EVALUATE THE CONDITION AND PERFORMANCE OF THE FILTERING PRACTICE, INCLUDING CHECKING FOR
THE FOLLOWING:
CHECK TO SEE IF SEDIMENT ACCUMULATION IN THE PLUNGE POOL AREAS HAVE EXCEEDED 6 INCHES. IF SO,
SCHEDULE A CLEAN -OUT. (SWM FACILTIES -'C' &'D')
• CHECK TO SEE IF INLETS AND FLOW SPLITTERS ARE CLEAR OF DEBRIS AND ARE OPERATING PROPERLY.
• CHECK THE DRY SEDIMENT CHAMBER AND SAND FILTER BED FOR ANY EVIDENCE OF STANDING WATER OR
PONDING MORE THAN 48 HOURS AFTER A STORM, AND TAKE NECESSARY CORRECTIVE ACTION TO RESTORE
PERMEABILITY. (SWM-'B')
DIG A SMALL TEST PIT IN THE SAND FILTER BED TO DETERMINE WHETHER THE FIRST 3 INCHES OF SAND ARE
VISIBLY DISCOLORED AND NEED REPLACEMENT. (SWM FACILTIES-'B','C' &'D')
• INSPECT WHETHER THE CONTRIBUTING DRAINAGE AREA TO THE FILTER IS FULLY STABLIZED AND NOT A
CONTINUING SOURCE OF SEDIMENT.
• CHECK WHETHER TURF ON THE FILTER BED AND BUFFER IS MORE THAN 12 INCHES HIGH, AND SCHEDULE
NECESSARY MOWING OPERATIONS.
• CHECK THE INTEGRITY OF OBSERVATION WELLS AND CLEANOUT PIPES.
• CHECK CONCRETE STRUCTURES AND OUTLETS FOR ANY EVIDENCE OF SPALLING, JOINT FAILURE, LEAKAGE,
CORROSION, ETC.
• ENSURE THAT THE FILTER BED IS LEVEL AND REMOVE TRASH AND DEBRIS FROM THE FILTER BED. SAND OR
GRAVEL COVERS SHOULD BE RAKED TO A DEPTH OF 3 INCHES. FILTERS WITH A TURF COVER SHOULD HAVE
95% VEGETATIVE COVER.
MAINTENANCE TASKS & FREQUENCY
• MOW GRASS FILTER STRIPS AND PERIMETER TURF.AT LEAST FOUR TIMES A YEAR
• REMOVE BLOCKAGES AND OBSTRUCTIONS FROM INFLOWS
• RELIEVE CLOGGING
• STABILIZE CONTRIBUTING DRAINAGE AREA AND SIDE -SLOPES TO PREVENT EROSIONAS NEEDED
• INSPECTION AND CLEANUPANNUALLY
• CLEANOUT WET SEDIMENTATION CHAMBERS
• REMOVE SEDIMENTS FROM DRY SEDIMENTATION CHAMBER ONCE EVERY 2 TO 3 YEARS OR AS NEEDED
• REPLACE TOP SAND LAYER - MINIMUM CONSISTS OF 12" SAND LAYER; ADD ADDITIONAL SAND THICKNESS FOR
EASE OF FUTURE MAINTENANCE
• TILL OR AERATE SURFACE TO IMPROVE INFILTRATION/GRASS COVER EVERY 5 YEARS
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Christopher C. Mulligan
Lic. No.
031672 4�
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DRAFTER:
SML
DESIGNER:
CCM
PRODUCTION
ZOD
DATE:
28 OCT 22
SCALE:
AS SHOWN
JOB:
20.1674
WPC:
2021-00063
SHEET:
� 20F 28
RECOMMENDED DEWATERING
SYSTEM FOR SEDIMENT
BASINS
SEDIMENT BASIN SCHEMATIC
ELEVATIONS
CREST OF EMERGENCY
SPILLWAY
DESIGN HIGH WATER
(25-YR. STORM ELEV.)
MIN. 1.0'
I I
COMPACTED MATERIAL
AS RECOMMENDED
4. TRASH GRATE
I ANTI -VORTEX, DI TOP.
OR APPROVED EQUAL
I
ANTI -VORTEX
3/4"xW BOLT A
NUT, WASHER &
LOCK WASHER.
USE 3"X3"Xt/8"
GALVANIZED PLATE
FOR ATTACHING
PLATES TO FRAME A
2" _
R TO RCPRISERRCP RISER
7))LOWER
4 1.5 X1.5 XO.25 ANGLE
/8." GALVANIZED BOLTS
(4) 3X2
(8) 3/8" WASHERS
TACK WELD
PROVIDE ADEQUATE
STRAPPING
POLYETHYLENE CAP
_ DEPTH
VARIES AS
PERFORATED POLYETHYLENE REQUIRED
FOR' DRY
DRAINAGE TUBING, DIAMETER
STORAGE
VARIES (SEE CALCULATIONS IN
APPENDIX 3.14-A)
WET
" FERNCO-STYLE COUPLING STORAGE
DEWATERING ORIFICE,
SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM,
DIAMETER VARIES (SEE CALCULATIONS IN
CORRUGATED METAL RISER APPENDIX 3.14-A)
NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB
FOR DEWATERING ORIFICE
*DRAINAGE TUBING SHALL COMPLY WITH ASTM F667
AND AASHTO M294
101M1M VA. llNl:
67 C.Y./ AC.
WET ' STORAGE
SEDIMENT CLEANOUT POINT I I
(" WET " STORAGE REDUCED
TO 34 C.Y./ ACRE)
DESIGN ELEVATIONS WITH
EMERGENCY SPILLWAY
SEDIMENT CLEANOUT POINT
DESIGN ELEVATIONS WITHOUT
EMERGENCY SPILLWAY
(RISER PASSES 25-YR. EVENT)
11ATL L14-16 SOURCE: VA. DSWC
NDTEI
MANHOLE'S LESS THAN 20's.
BELL1.
END ON
5"
z
INCOMING PIPES
PLAIN END ON
48' DIA.
OUTGOING PIPES
IS
CLEARANCE (MAX,)
ALANT
ERi XIBLE JOINT
C OF LARGEST
PIPE
U�o T�j�C7C�0
SUPPORT PIPE ON
0
a
4" ❑F #57 STONE
MIN. 12' OF #57
BEDDING
EXTENDED MONOLITHIC
STONE BEDDING
BASE(DIA.= 2 x M.H. DIA.>
NOTE& STONE BEDDING
SHALL EXTEND TO
THE OUTER BOUNDARY OF ALL
NOTE&
BENCH SHALL BE CONCRETE
UNDISTURBED
AREAS SURROUNDING
THE MANHOLE,
SEE SWM RISER DETAILS
' e
M.H. STEP
WO
(TYPJ
a. .
X �
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dl.
�
8" TYP.
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e
Typical Manhole Riser Detail 11/21
N.T.S.
YDOR ed.
1
AY. Lace
r4.
�Y�
Isometric
section
I�O�1
Yd d!t l AleReeee
0-im AI& bdu
9daums or el
SED. BASIN DE -WATERING
ORIFICE
ORIFICE FLEXIBLE
INVERT
BASIN #
DIAM. (IN) TUBE(IN)
(FT)
1 5.0 8.0
373.16
2 3.0 6.0
373.50
3 3.5 6.0
411.75
4 5.0 8.0
370.95
SAND FILTRATION TYP° SECTION & MEDIA
3" TOPSOIL COVER - - - --I
I - - -
UNWOVEN FILTER FABRIC
18" CLEAN SAND FILTER ------�
8" - #57 STONE JACKET
FILTER FABRIC
(AASHTO-M288-06)
[ASTM D4491 & D4751]
4" SLOTTED UNDER -DRAIN W/4"
THREADED S.I.P.CAP LOCATED
6" ABOVE GRADE NEAR
CENTER OF EACH SAND FILTER
• dwwa TU aotlmN DIW
md Ile
by
MMSPA
laldlaa� Isa lee �qo�l
I
I
sty
IIevation
p�L. lq lfe�ee led
BMP DEBRRIS CAGE SOLMIONS per+•
(OR EQUIVALENT) JNC.
BY GEOTECHNICAL ENGINEER ia"
J� SEE NOTE 3.
P
SEE NOTE 1.
SEE NOTE 2.
- VARIES w NEM ENT CONCRETE
OUTLET
1" FT
- - - - - - - - 1 ° y a' INCREASE STIR.
< '',. ,:P.' ..°'_ z DEPTH BY 6"
01 FOR EACH 5
FEET OVER 10'
COMPACTED " 12" OF HEIGHT
SUBBASE 'a A.A,a.: ..; :. TYP.
.�4pO.y..l
COMPACTED GRAVEL
COMPACTED SUBGRADE
Notes:
1. PROVIDE "V" KNOCKOUTS FOR PIPES WITH 2" MAX.
CLEARANCE TO OUTSIDE OF PIPE. MORTAR ALL PIPE
CONNECTIONS.
2. JOINT SEALANT BETWEEN PRECAST SECTIONS SHALL BE
PREFORMED BUTYL RUBBER.
3. INSTALL LOW FLOW ORIFII AS SPECIFIED FOR EACH RISER.
4. UPON CONVERSION TO PERMANENT RISER, INSTALL TRASH -RACK
Typical Pond Riser Detail 11/21
N.T.S.
PLATE. 3.14-2
8" UPP
12'
2®917
PB-1
NO PROJECTION OF PIPE ABOVE GROUND LINE
Top of Fill
Top of Fill
Top of Fill
i��M
Ground line
Ground line
D
D /
��
d Y Earth
d Rock or un-
Earth
�.
yielding soil
Min. 1/10
W
100 mm Bedding
BeddingMin.
1/10 Material
"X" Dimension to be maintained
mm per Material
25 mm of H, X
I
Min. 1/101
sion
to the top of pipe.
min. 200 mm
Firm Bearing Soil to be maintained
NORMAL EARTH FOUNDATION
600 mm Max. "X" Dimension to be maintained
X to the top of pipe.
to the top of pipe.
FOUNDATION SOFT, YIELDING, OR
*May be eliminated under entrance pipe
ROCK FOUNDATION
OTHERWISE UNSUITABLE MATERIAL
where directed by Engineer.
PIPE PROJECTION ABOVE GROUND LINE
Top of Fill
Top of Fill
Top of Fill
D
inD
Min. D D in. D
Min. D D
Min. D
-
- d
d
d
-
-
Ground =
Line roundround ine
-round
ine
ow
/
- Line
1/10
ocor un-BeddingMin.
Min. 1/10 yielding soil
Material
Min. 1/ Firm Bearing Soil or depth/ Earth
100 mm Bedding Material *
1 mm per I _ X edding Material
25 mm of H,
Shown on Plans.
min. 200 mm
NORMAL EARTH FOUNDATION
Soo mm Max. ROCK FOUNDATION
FOUNDATION SOFT, YIELDING, OR
OTHERWISE UNSUITABLE MATERIAL
Culverts less than d = 900 mm When H is less than or equal to 9.0 meters
x = D + 600 mm (Pipe projection above ground line.)
Culverts where d = 900 mm and over FLEXIBLE PIPE
x = D + 900 mm As shown on tables
Method "A" Pipe Bedding shall be used as
H =Height of cover measured from top of drainage structure to
follows unless otherwise noted on plans:
finished grade.
To determine "D" for Elliptical Concrete Pipe, use the
larger dimension in the Span -Rise" designation.
-Bedding material in accordance with Section 302 of the Road and Bridge Specifications
RIGID PIPE-Backfill material in accordance with Section 302 of the Road and Bridge Specifications
When H is less than or equal to 9.0 meters ®_Embankment
(No projection of pipe above ground line.)
Sheet 1 of 3
INSTALLATION OF PIPE CULVERTS AND STORM SEWERS
SREFERENCEN
PIPE BEDDING - METHOD )IA"
302
107.01 UNLESS OTHERWISE NOTED, ALL DIMENSIONS VIRGINIA DEPARTMENT OF TRANSPORTATION
303
ON THIS SHEET ARE IN MILLIMETERS
I/2 SECTION CAST WON �� y. SECTION STEEL NOTES
2`7°
LUG
CAST WIT 1. DEPTH OF INLET 00 TO BE SHOWN ON
COLLAR 10'-V' LONG PLANS. FOR DEPTH GREATER THAN 10' USE
A - A T STANDARD DI-u
El OPTION&
BRACE RIBS n
A
B/x" 2'-p, DI/z'
4�-2"
CAST
GALV.
IRON
STEEL
as a
LBS
43.6 LBS
INCWDWG
INGLUOING
LUGS
CONNECTOR
2. THE "H" DIMENSION SHOWN ON THE
STANDARDS AND SPECIFIED ON THE PLANS
WILL BE MEASURED FROM THE INVERT OF
ONE WELDED
THE OUTFALL PIPE TO THE TOP OF THE
JOINT
STRUCTURE. PLAN "H" DIMENSIONS ME
ARPRO%MATE ONLY FOR ESTIMATING
WELD ALL
PURPOSES AND THE ACTUAL DIMENSIONS
CONNECTORS
SHALL BE DETERMINED BY THE
TO COLLAR
CONTRACTOR FROM FIELD CONDITIONS.
3. WHEN SPECIFIED ON THE PLANS THE
INVERT 15 TO BE SHAPED IN AMODANCE
WITH STANDARD IS-1 THE COST OF
FURNISHING AND PLACING ALL MATERIALS
INCIDENTALi0 THE SHARING IS TO RE
INCLUDED IN THE BD PRICE FOR THE
PLAN yi'
. 19i' . 4"J 'yi' . 4"
srRUCTURS.
(MATE REMOVED)
LUGS 12' 11 BI/z" STUD STORS EAR
4.
IN THE EVENT THE INVERT OF THE
5[[Q °
DETNL A
OUTFOLL PPE IS HIGHER THAN THE
BOTTOM OF THE STRUCTURE, THE INVERT
OF THE STRUCTURE SHALL BE SHAPED
SECTION B-B
WITH CEMENT MORTAR TO PREVENT
STANDING OR FORDING OF WATER IN THE
MDRUCTURE. THECOSTMATEOF$FURNI HUNG
NTNL
COLLAR DETAIL •' MIN RNSED
TO INLET SHAPING IS TO BE INCLUDED
I ov •
TERINo
IN THE BID PRICE FOR THE STRUCTURE.
DYENSIONS FOR
CAST WON ONLY
DUMP NO WASTE DRNNS Ta WATERWAYS
5.
STEPS ME TO BE PROVIDED WHEN H IS
4-0" OR GREATER. FOR DETALS SEE
STANDARD ST-1.
DETAIL B
DETAIL A
�-I
U I
6.
THIS ITEM MAY BE PRECAST OR CAST -
IN -PLACE.
2'-r"
HARDWARE 2' B. _
SEEAP
CLOTH 1'-J" DETNL B N
I 1
7.
IF4 X e" SMOOTH DOWELS AT
PROXIMATELY 12" C-C TO BE
PLACED IN ALL MEND ADJACENT
l" DEPTH AGGR.
r0 NUTTING CONCRETE TO PREVENT
R68.♦Ze OR T
SETTLEMENT, LIEU OF DOWELS
..
*B . 6" WIDTN
��F�������M
H
SEE
nn a'�a' n2
RNAVOIRDH TI-A01 JND4 FORVIDEO.
rvin or , D. COLLAR
z f i 3z 12'
3" DINAETER
WEEP ROLE
SEE NOTE B
c
B.
ALTERNATE DESIGN.
PISNDAE CLOTH
TLEMWTHIH• •"ESH�EENU
IN
OR GALVANIZED STEEL WIRE MINIMUM
- : 12"-15"-18" OR 24" ��0� ���� ����
-LY
WARE DIMCLOTH AN HUMBER IR MESH
HAROWME-
CTMURE.
_ "D AG
G
55[f[f ,"� ��0������ 1
9.
TO THE OUTSIDE OF THERSTTRUED
CAST IN PLACE CONCRETE IS TO BE
CLASS At (MOD PSI). PRECAST
'
DETNL B
CONCRETE IS TO BE 4000 PSI.
SECTION A -A
r/�.1 L 1"++I" -_' - 2" �,
X1.
ANY ALTERNATE METHODS OF ANCHORAGE
MEETING THE MPROVOL OF THE ENGINEER
114„ I9ffflffffffW,",
CONCRETE QUANTITIES FOR MIN. DEPTH
MAY BE SUBSTITUTED FOR THE CAST WON
LUGS AS SHOWN HEREON.
12: CONCRETE PIPE - lA4 CONCRETE
0 CO.CU. D. CONC E E
15" CONCRETE PIPE - 1.52e CU. YD. CONCRETE
ARPROXMATE WEIGHT
III.. �I �.. CART IRON
""1 t� I'�
11.
WARP NO WASTE URM6 WATERWAY
18" CONCRETE PRE - 1.620 YD. CONCRETE
GflATE J6J i IB L85
LETTERING IS REQUIRED Gl ALL O-1
N
CRATES. LOCATION OF LETTERING MAY
24" CONCRETE PIPE - 1.BiT CU. YD. CONCRETE
CU.
SECTION C-C SECTION D-D
VARY BY MANUFACTURER.
AADDDDRroNAL COOTDOF DEPTH.
GRATE DETAIL
STANDARD DROP INLET
REV 8/07 12" - 24" PIPE: MAXIMUM DEPTH (H) - 10'
233
771
VIRGINIA DEPARTMENT OF TRANSPORTATION
302
ENERAL
1. METHOD "A' PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE
APPLICABLE HEIGHT OF COVER RANGE NOTED IN THE. STANDARD PC-1 TABLES UNLESS
OTHERWISE NOTED ON THE PLANS.
2. H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRADE.
3. b - EXCAVATION DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL.
CIRCULAR PIPE
1. D - OUTSIDE DIAMETER OF PIPE.
2. d - INSIDE DIAMETER OF PIPE.
3. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE.
X - IT' WHERE d IS LESS THAN 36".
X - IS" WHERE d IS 36" AND GREATER.
4, WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE)
30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15-OR LESS,
5. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND
LESS IN DIAMETER WITH HEIGHT OF COVER 15'OR LESS.
6. BEDDING MATERIAL AND CLASS I BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDEP
SLOT INLET (DI-13) OUTLET PIPES INSTALLATIONS.
LLIPTICAL PIPE
1. S I -OUTSIDE SPAN DIMENSION OF PIPE.
2. S2 INSIDE SPAN DIMENSION OF PIPE.
3. R - OUTSIDE RISE DIMENSION OF PIPE
4. X - WIDTH OF CLASS IBACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE.
X - 12" WHERE 52 15 LESS THAN 35".
X - 18" WHERE S2 IS 36'' AND GREATER
5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE 52 15 38" OR
LESS AND HEIGHT OF COVER 15' OR LESS.
6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND
HEIGHT OF COVER 15' OR LES5.
IPE ARCH
1. S - SPAN DIMENSION OF PIPE.
2. R = RISE DIMENSION OF PIPE.
3. B - SEE PC-1 TABLE FOR APPLICABLE PIPE MATERIAL
4. x - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE.
x - 12" WHERE S2 IS LESS THAN 36".
x - 18" WHERE S2 IS 36" AND GREATER
5WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S2 IS 35" OR
LESS AND HEIGHT OF COVER 1S OR LESS.
6' REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35" OR LESS AND
HEIGHT OF COVER 15' OR LESS.
PLAN VIEW
ATTACHMENT I 48" ANTI -VORTEX
i� Pn" eun_wn0'rry �ieun_llno'rrv��
TACKWELD
ALL AROU
PYRAMID RACKS FOR CONCRETE PIPE
PART NO.
PIPE I.D.
PIPE O.D.
A
B
C
PYD-24
24
30
33 1 2
121 2
15 3 4
PYD-36
36
44
43
12 1 2
19 1 4
PYD-48
48
58
57
12 1 2
20 14
PYD-60
60
72
68 1 2
12 1 2
20 1 2
PYD-72
72
86
84
18
27 1 2
PYD-84
84
100
94 1 2
18
32 1 2
PYD-96
96
1 114
1 113
23
39 1 2
PH:
PRESSURE RELIEF
HOLES 1/2" DIA.
TOP IS 14 12 GAGE CORRUGATED
METAL OR 1/8" STEEL PLATE.
PRESSURE RELIEF HOLES MAY
BE OMMITTED, IF ENDS OF
CORRUGATIONS ARE LEFT FULLY
OPEN WHEN THE TOP IS
ATTACHED,
CYLINDER IS 14 12 GAGE CORRUGATED
METAL PIPE OR FABRICATED FROM
STEEL PLATE.
NOTES:
1. THE CYLINDER MUST BE
FIRMLY FASTENED TO THE
TOP OF THE RISER.
2. SUPPORT BARS ARE WELDED
TO THE TOP OF THE RISER
OR ATTACHED BY STRAPS
BOLTED TO TOP OF RISER.
PYRAMID STRUCTURES
(STANDARD SIZES)
DIMENSIONS IN INCHES TO THE NEAREST 1/4"
*AS DISTRIBUTED BY CONTECH
CONSTRUCTION PRODUCTS NATIONALLY*
HOST STRUCTURE INSIDE DIMENSIONS
PART NUMBER:
TYPE OF PIPE MOUNTING TO:
INSIDE DIAMTER OF PIPE:
PYRAMID RACKS FOR PLASTIC OR METAL PIPE
(P10P RAa(s IUMi A RRIaIM J-0O &ECM RE ro AOOtlIDDAIE IIOIR11E1G wrc)
PART NO.
CORRUGATED
HOPE
A
B
C
PYDP-24
12,15,18
12,15,18
33 1 2
18
21 1 4
PYDP-36
21,24,27,30
24,30
43
18
24 3 4
PYDP-48
33,36.42
36,42
57
18
25 3 4
PYDP-60
48,54
48
68 1 2
18
26
PYDP-72
60.66
60
84
23 1 2
33
PYDP-84
72.78
N A
94 1 2
23 1 2
38
PYDP-96
84,90,96
N A
113
28 1 2
45
�CUSTOMER: TRASH RACK DATE:
INC.RAWN BY:
400 PROJECT: APP'D BY:
1399 & ANTI -VORTEX DEVICE
DETAIL:
VA DEQ STORMWATER DESIGN SPECIFICATION NO. 12
FILTERING PRACTICES
6" 0PRECAST MANHOLE
TRASH RACK &
ANTI -VORTEX DEVICE
d
1'-4",2'-8" OR 4'-0"
RISER AS REQUIRED
1-1/2±
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BENCH MAY BE
EXTENDED MONOLITHIC #57 STONE BEDDING BRICK AND MORTAR
BASE OPTIONAL
OR 3000# CONCRETE
NOTE: WHERE STUBS ARE PROVIDED FOR FUTURE
CONNECTIONS BENCH SHALL BE SO FORMED.
M.H. STEPS
(TYP.
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Lic. No.
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ESSIONAL
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DATE:
28 OCT 22
SCALE:
AS SHOWN
JOB:
20.1674
WPO:
2021-00063
SHEET:
230F 28
01
.■■■■
SCALE: V=50'
r-
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m
134
425
420
415
410
405
400
395
390
385
380
375
370
365
360
355
350
345
340
335
330
1150 SWM A -LEVEL 1 EXTENDED DETENTION, BY-PASS AND ENGINEERED LEVEL SPREADER #1
CONVERSION TO
\ 48" S.B. RISER
TOP=375.00
INSTALL - (2)-6" ORIFII/
@INVERT=372.4572.45 OUTLET
24" H.P.D.E. BARREL PROTECTION i
INV.(IN)=360.00 SEE DETAIL \ OP18 ON SHEET 17
o ' / 6" CONCRETE SPILLWAY INV. 375.85
5:1 S.SLOPES, BOTTOM = 28'
ARMOUR APPROACH & BACKSLOPES
TO BOTTOM w/ 60 c.y. Cl. 1 RIP -RAP
s0. 16+00 3 /
AND UNDERLYING F-FABRIC /
r MIN. DEPTH =18" (SEE DETAILS) / asp \koo
1 OUTLET / --_ -_ -- �6� EARTHEN DAM w/IMPERMEABLE
PROTECTION TOP OF DAM = 377.00 / / � - � _ 43 0 3j6\ � VCLAY CORE, MIN. TOP WIDTH =1 O'
1 SEE DETAIL OPIA
ON SHEET 17 $ MINIMUM TOP WIDTH ` — I ---(TOP ELEVATION = 375.50
(SEE DAM SECTION DETAILS)
�12_ -- _ qE6- - - - - TOP OF DAM = 377.00 / /
DA
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1, 94" HDPE
- 3�A _ _-- 8' MINIMUM TOP WIDTH _ _
3g0 r 39 "80
y
ETAINING WALLEMERGENCY SPILLWAY
\�i3g0 / / BY OTHERS �`90 70 0Y CL. 1 RIP -RAP ETAINING WAL
�� w/UNDERLYING FILTER BY OTHERS
FABRIC L=10;2:1 SIDE
�r 4
150 10 "
SLOPES
i
TOP OF DAM = 403.00 n�
6' MINIMUM TOP WIDTH _ -- \ /�—
NAPE
152
P 104 72 ODOM
UNLORA LLAGE
AD &,U ITY P S. isH PL=
4 ,
19+00 20+00
ENGINEERED LEVEL SPREADER
TOP ELEV. = 336.00; L= 100' j
_ - SEE BLOW-UP DETAIL BELOW \/
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336
i
100 YR. FEMA
DEFINED FLOODPLAIN
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_FT P ELEV. 336.00
------------------------
425
420
415
410
405
400
395
390
385
380
375
370
365
360
355
350
345
340
335
330
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\ ` X
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X
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10 0 10 20 30
SCALE: V=10'
Water -Tight Connections (HPDE Pipe - Manholes & Inlets):
THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A
FLEXIBLE, WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND
THROUGH THE CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE
ADAPTER SHALL CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO
THE CORRUGATION OF THE PIPE.
THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF
SYNTHETIC OR NATURAL RUBBER, AND SHALL MEET OR EXCEED THE
REQUIREMENTS OF ASTM F 2510, ASTM C 1478, AND ASTM D 2321, SECTION
7.10 — MANHOLE CONNECTIONS.
ENGINEERED LEVEL SPREADER #1
UPON STABILZATION OF THE UPSTREAM WATERSHED CONSTRUCT 8. INSTALL
THE ENGINEERED LEVEL SPREADER PER DESIGN SPECIFICATIONS BELOW;
COMPLETE THE SB#1 CONVERSION TO SWM 'A' LEVEL 1 EXTENDED DETENTION
FACILITY,
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PROFILE SCALE
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Lic. No.
031672 4�
'po 10/28/22
ES81ONAL ECG
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28 OCT 22
SCALE:
H:V=50' V:1"=10'
JOB:
20.1674
WPO:
2021-00063
SHEET:
2 4 OF 28
HENRICO COUNTY MINIMUM DESIGN STANDARD 9.01 ENERGY DISSIPATER
• THE SIDES AND BOTTOM OF THE PLUNGE POOL EXCAVATION SHALL BE LINED WITH FILTER FABRIC UNDERLINING AND CLASS Al RIP RAP IN
ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992, STATE MINIMUM STANDARDS AND
SPECIFICATIONS NUMBER 3.19. 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS.
• THE SPREADER WEIR SECTION SHALL BE CONSTRUCTED BY EXCAVATING A TRENCH TO THE DEPTH AND CONFIGURATION SHOWN, LAYING
DOWN HARDWARE CLOTH AND BACKFILLING WITH VDOT NO. 3 AGGREGATE. THE HARDWARE CLOTH SHALL BE GALVANIZED STEEL, % INCH
MESH, 19 GAUGE. THE HARDWARE CLOTH SHALL BE WRAPPED AROUND THE AGGREGATE AND TIMBER AS SHOWN AND THE EDGES STAPLED
TO THE TOP OF THE TIMBER EVERY 12" WITH % INCH GALVANIZED STEEL STAPLES.
• THE 6" X 6" TREATED TIMBER SHALL BE LEVEL.
• SPECIAL CONSIDERATIONS SHALL BE MADE WHERE A CROSS SLOPE EXISTS IN THE AREA OF CONSTRUCTION AND OUTFALL, AND WHERE
THERE IS A POSSIBILITY THAT STORM WATER MAY FLOW AROUND AND BYPASS THE SPREADER WEIR. THE CONTRACTOR SHALL CONSTRUCT
AN ADDITIONAL TIMBER AND AGGREGATE WEIR SECTION AS SHOWN THAT TIES BACK INTO EXISTING GRADE.
• A MINIMUM OF CLEARING AND GRADING MAY BE REQUIRED DOWNSTREAM OF THE SPREADER WEIR SECTION TO INSURE FREE OVERFLOW OF
STORM WATER OVER THE WEIR. GENERALLY, ALL CLEARING AND GRADING SHALL BE KEPT TO A MINIMUM, BUT WHERE REQUIRED, THE
DISTURBED AREA SHALL BE PLANTED WITH SOD IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT
• CONTROL HANDBOOK, THIRD EDITION, 1992, STATE MINIMUM STANDARDS AND SPECIFICATIONS NUMBER 3.33. THE SOD SHALL BE SECURED
WITH NETTING AND STAPLES IN ACCORDANCE WITH PLATE 3.33-2.
• IF INSTALLED AT THE END OF COUNTY MAINTAINED STORM SEWER, THE DRAINAGE EASEMENT MUST ENCOMPASS THE ENTIRE ENERGY
DISSIPATOR (DISSIPATION SECTION, PLUNGE POOL SECTION, AND SPREADER WEIR SECTION) AND PROVIDE AN AREA 10 FEET WIDE AROUND
THE ENTIRE ENERGY DISSIPATOR TO PROVIDE FOR MAINTENANCE.
• AS INDICATED IN THE DETAILS, THE DISSIPATION SECTION OF THE ENERGY DISSIPATOR IS OUTSIDE THE STREAM PROTECTION AREA (SPA).
THE REMAINING COMPONENTS (PLUNGE POOL SECTION AND SPREADER WEIR SECTION) OF THE ENERGY DISSIPATOR WILL BE IN THE UPPER
TWENTY (20) FEET OF THE SPA UNLESS SITE CONSTRAINTS DICTATE OTHERWISE AND THE DEPARTMENT OF PUBLIC WORKS CONCURS.
Spreader
weir
section
Dissipation
I ---section Plunge pool section
10 i
—
T10 10op of grade � I
C
6"x6" treated limber
n�
Zt :-
Excavate for plunge pool 21-1
0%
Rap VDOT no. 3 aggregate & timber 1 �•• No. 5 epoxy coaled rebar
with galvanized sleet hardware cloth 1'-5" O.C. x 4'-0" long
F---- Stream Protection Area ---
Section AA
Storm Water Outflow Spreader Device
Design A
-- ------N.T.S. -- --
HENRICO COUNTY ENVIRONMENTAL PROGRAM MANUAL
9.01 - 3
375
370
365
360
355
350
345
340
335
330
325
Dissipation
section
Undisturbed
" natural
Plunge pool
section
ground
Spreader
weir
section
�~
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6"x6" treated Umber
q
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Excavate for plunge pool
I
I" -
Line sides & bottom with
" • .
• ..... ' • .
class At riprap & filter cloth
I :...:.:...:.:
" 4od as required
-
Extend weir section back to tie
to original grade as required
PHASE 1, ENGINEERED LEVEL SPREADER #2
PROPO'
GRADE
EXISTING GRADE
-� .mac•.,-s.�n��
10+00 11+00 12+00 13+00
ELS #2 PROFILE
H:1"=50'; V:1"=10'
375
370
365
360
355
350
345
340
335
330
325
SWM A -LEVEL 1 EXTENDED DETENTION, BY-PASS AND ENGINEERED LEVEL SPREADER #1
� 410'
Q0
400
390p0
-7 x
3BO
DITCH 3
y3
/ 370 —
CO 360
0
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360
3y0
/
/
-----
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/
/
/
/
/
100 YEAR
FLOODPLAIN
1�
YR. FEMA
JED FLOODPLAP
I
100 YR
FLOODPLAIN
ENGINEERED LEVEL SPREADER
` 'HENRICO COUNTY ENERGY
DISSIPATION ALTERNATIVE'
TOP ELEV. = 333.00; L= 50'
SEE BLOW-UP DETAIL BELOW
50
1
I
I
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I
1
I
I
I
i
50 100
150
Water -Tight Connections (HPDE Pipe - Manholes & Inlets):
THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE,
WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE
CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL
CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF
THE PIPE.
THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR
NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F
2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS.
ENGINEERED LEVEL SPREADER #2
UPON STABILIZATION AND CONSTRUCTION OF THE UPSTREAM WATERSHED REAR
YARD DITCHES, CONSTRUCT & INSTALL THE STORM SEWER AND ENGINEERED LEVEL
SPREADER PER DESIGN SPECIFICATIONS
EXISTING WETLANDS \
10 0
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- SCALE:
X
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Lic. No.
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031672 4>
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ES81ONAL ECG
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28 OCT 22
SCALE:
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JOB:
20.1674
WPO:
2021-00063
SHEET:
2 5 OF 28
20 ° 20 40 60 ENGINEERED LEVEL SPREADER #3
— v
\ \ \ \ \ \ \ \ \ RETAINING WALL
\ I \ \ (BY OTHERS)
i
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is
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E.L.S. #3
\ ENERGY DISSIPATER
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RETAINING WALL
(BY OTHERS)
E.L.S. #3
HENRICO COUNTY
ENERGY DISSIPATER
(E.L.S. TOP ELEV. = 370.50
FIELD POSITION ELS EDGE
TO ACHIEVE SHEET —FLOW
INTO ADJACENT LOW)
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HENRICO COUNTY
ENERGY DISSIPATER /
(E.L.S. TOP ELEV. = 370.50
FIELD POSITION ELS EDGE
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28 OCT 22
SCALE:
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JOB:
20.1674
WPO:
2021-00063
SHEET:
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ALBEMARLE COUNTY STEEP
SLOPES OVERLAY -MANAGED
STEEP SLOPES FROM APPROVED
EXHIBIT 03/23/2021 - PRESERVED
WETLAND AREAS (PER WILD GINGER
0
FIELD SERVICES LOCATION ON ALTA
SURVEY BY RGA DATA JULY 24, 2020)
- - - -
WATERS OF THE U.S. (WoUS)
••••••
SOIL LINE
EXISTING ACCESS ROAD (PRIV.)
10
p, �/ CAT / /,/ /// // ---�
/P
400-------
_
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100 YR. FEMA / i J
DEFINED FLOODPLAIN
100 0 100 200 300
SCALE: 1"=100'
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Lic. No.
03167, w�
�O 10/28/22 t$�
ESSIONAL ECG
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DRAFTER:
SML
DESIGNER:
CCM
PRODUCTION
ZOD
DATE:
28 OCT 22
SCALE:
1" : 100'
JOB:
20.1674
WPO:
2021-00063
SHEET:
2 70F 28
D—SLOPI MIC
M—aU.DWO
SL EVE FOR POST/PIPE
E(PVC) OR SIMILAR)
SLOPE
MAY VARY
STRAIGHT UNITS
BEVELED UNITS8" MINIMUM
�8" MINIMUM
SPLIT RAIL, CHAIN LINK PIPE OR OTHER
FENCE RAILING TYPE
W'
CAP BLOCK SLOPE MAY VARY
•!
FREE DRAINING
0.6o a' AGGREGATE
I
'
4
RAT ING
H d FREEAGGRDRAINING
GATE
° GEOSYNTHETIC REINFORCEMENT
I
'
X3
DRAIN TILE
X _— I
I—III--:III
X2
DRAIN TILE
-III III
= - — — WALL BASE
STALL SL EVE DU ING
CONSTRUCTION TO PREVENT
DAMAGE TO GEOSYNTHETIC
REINFORCEMENT
WALL
BASE
6" MINIMUM COMPACTED
—III —III—III—III-
—III
GRANULAR BASE
6" MINIMUM COMPACTED
GRANULAR BASE
8" MIN EXTEND GEOSYNTHETIC REINFORCEMENT
A MINIMUM OF 8" BETWEEN UNITS.
ANCHOR DIAMOND
ANCHOR VERIICA PRO UNREINFORCED WALL
(SCALE 3111
CONNECTION DETAIL
(SCALE 3/0' 1*—O
ANCHOR — WALL FACE VIEW
WITH RAILING OR FENCE
ANCHOR DIAMOND WALL
(WALLS ,X IN HEIGHT - NTS)
WITH SLOPE BELOW WALL
(SCALE 3/8'-1'-00)
EW-1,1A
S X
SEE
D NOTE 1 b
' SHAPE TO BE BEVELED — — — — — — —
H WITH MORTAR r
\ \ F
LOW
—' —_r_ 1�y_— D —_ _ —_ _—_—_—_— _
\ \ ' DO NOT BEVEL INVERT B
a
F
L�C—�
NOTES:
1. "H" MAY BE REDUCED UNTIL "X" REACHES A MINIMUM OF 4" WHERE ENDWALL 6. BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE INLET END OF THE
WOULD PROTRUDE ABOVE SHOULDER LINE. IN NO CASE SHALL TOP OF ENDWALL CULVERT (WHERE THE FLOW ENTERS THE CULVERT).
PROJECT ABOVE FILL SLOPE, DITCH SLOPE, OR SHOULDER.
7. HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE
2. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. EDGE OR BEVEL EDGE.
3. ALL CAST IN PLACE CONCRETE TO BE CLASS A3. FOR PRECAST SEE SHEET 8. ON SHALLOW FILLS, WHERE ENDWALLS ARE 1'OR LESS BELOW SHOULDER
101.02. LINE, THE TOP OF THE ENDWALL SHALL BE CONSTRUCTED PARALLEL TO THE
GRADE OF THE ROAD.
4. THIS STANDARD TO BE USED WITH STRAIGHT CROSSINGS AND ALL SKEWS
(0' TO 45' ). 9. Y,' CHAMFER MAY BE PROVIDED ON ALL EDGES AT MANUFACTURER'S OPTION.
5. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT
OR WINGWALLS OCCUR.
EW-1 EW-1A
ENDWALL FOR CIRCULAR PIPE
DIAMETER OF PIPE CULVERT
12"
15"
18"
21" OR 24"
27" OR 30"
33" OR 36"
A
0'-6"
0'-8"
0'-9"
D_11"
1'-0"
1'-0"
B
0'-11"
1'-l"
1'-3"
T-6"
T-9"
2'-0"
C
T-4"
1'-7"
1'-9"
2'-2"
2'-6"
2'-9"
D
T-0"
1'-3"
1'-6"
2'-0"
2•-G"
3'-0"
F
0,_6„
0,_8„
0,_8„
01_91,
O,_9„
O,_9„
H
2'-3"
T-11"
T-2"
3'-9"
4'-3"
41_911
L
4'-0"
5'-0'
W-O"
8'-0"
10'-0"
12'-0"
a
0'-11/,"
0'-lY,"
1 0,_2„
1 O'_21/s„
0,-31/i"
0'-3Y
b
0'-P'
0,_11/i"
1 0,_11/2,
1 0'_2„
O'-2Y2"
0,_3"
CUBIC YARDS OF CONCRETE
CONC. PIPE
0.241
0.492
0.697
1.319
2.067
2.947
C.M. PIPE
0.257
0.521
0.739
1.398
2.198
3.145
ENDWALL FOR ELLIPTICAL PIPE
SIZE OF ELLIPTICAL PIPE CULVERT (SPAN x RISE)
23"x14"
30"x19"
34"x22"
38"x24"
42"x27"
45"x29"
49"x32"
53"04"
A
0'-8"
0'-9"
0'-10"
0'-11"
0'-11"
1'-0"
1'-0"
T-0"
B
1`2"
T-5"
1'-6"
1'-8"
1'-9"
1'-10"
T-11"
1'-11"
C
1'-8..
1'-11"
2'-l"
2'-4"
2'-5"
2'-7"
2'-8"
7_9„
D
1'-2"
1'-7"
1'-10"
2'-0"
2'-3"
2'-5"
2'-8"
2'-10"
F
01_81.
0,_81.
O,_y.,
0,_9„
0,_9„
0,_y„
0'_9"
0,_9„
H
2'-10"
3'-3"
3'-7"
3,_9„
4'-0"
4'-2"
4'-5"
1 4'-7"
L
5'-5"
7'-2"
8'-6"
9'-2"
10'-2"
10'-11"
12'-l"
12'-11"
S
P-11"
2'-6"
2'-10"
3'-2"
3'-6"
3'-9"
4'-1"
4'-5"
a
0'-2%2"
0'-31/4"
0-31/2"
0'_4„
O'-41/2"
0'-4Y1'
0,_5"
O'-5%2"
b
0'-2„
0'-21/2"
0'-2iY4'
0'_3"
0'-31/2"
0'-3)14"
0,_4"
0'4/2'
CUBIC YARDS OF CONCRETE
CONC.PIPE
1 0.502
0.855
1.236
1 1.500
1 1.811
2,101
1 2.512
2.801
SPECIFICATION REFERENCE STANDARD ENDWALL FOR PIPE CULVERTS
105 12"-36" CIRCULAR AND 23"x14"-53"x34" ELLIPTICAL PIPES
302
VIRGINIA DEPARTMENT OF TRANSPORTATION 101.01
TYPICAL INSTALLATION AT END OF PIPE
SOIL STABILIZATION MAT MAY BE
USED IN CONJUNCTION WITH STANDARD
END1 OF PIPE. CONTROL STONE AT OUTLET
TRANSVERSE CHECK SLOT TO BE
CONSTRUCTED IN ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATION
FOR PREFERRED INSTALLATION.
* TRANSVERSE
OPEN CHECK SLOT
:UPSTREAM AND DOWNSTREAM TERMINAL
3' OVERLAP 3
BETWEEN ROLLS
*TRANSVERSE
CLOSED CHECK SLOT
STAKING DETAIL
77
EC -3
3'-0„ STARES OR PINS
—A3' O.C.
CHECK SLOT 25' O.C.
�-_3" OVERLAP
NOTES:
1. STAKES SHALL BE WOOD OR METAL AS RECOMMENDED BY THE MANUFACTURER AND SHALL BE A MINIMUM
OF 12" IN LENGTH. IN SANDY SOILS METAL STAKES A MINIMUM OF 18" IN LENGTH SHALL BE USED.
2. SOIL STABILIZATION MAT TYPE A AND B ARE TO BE IN ACCORDANCE WITH THE APPROVED PRODUCTS LIST.
3. SOIL STABILIZATION MAT SHOULD BE INSTALLED TO THE SHOULDER BREAK POINT OR EXISTING GROUND
THEN EMBEDDED 6". MATERIAL ON BOTH SIDES OF THE DITCH SHALL BE INSTALLED TO THE SAME
ELEVATIONS.
4. IF MORE THAN 3 LINES OF MATERIAL ARE REQUIRED PARALLEL TO THE CE OF THE DITCH, MATERIAL SHALL
BE INSTALLED PERPENDICULAR TO THE CENTER LINE OF THE DITCH, STARTING AT THE LOWEST ¢ ELEVATION
OF THE DITCH.
5. FOR SOURCES OF APPROVED MATERIALS SEE VDOT'S APPROVED PRODUCTS LIST FOR ST'D. EC-3,
TYPE A OR B.
SPECIFICATION REFERENCE SOIL STABILIZATION MAT
244 DITCH INSTALLATION TYPE A OR B
VIRGINIA DEPARTMENT OF TRANSPORTATION
A
SECTION A -A
NOTES:
1.
STRUCTURE SIZE AND
WALL THICKNESS VARIES
OF
BELOW
2. THE COST OF THE SL-1 IS INCLUDED IN THE COST OF THE STRUCTURE.
3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE
OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY.
4. SAFETY SLAB MAY BE CAST -IN -PLACE OR PRECAST. CAST -IN -PLACE CONCRETE TO BE
CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE A4 (4000 PSI). REINFORCING
STEEL TO BE IN ACCORDANCE WITH AASHTO M31.
5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS
LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY
30" LONG).
#5 BARS
a 8" C-C TYP.
TT
TT
PLAN
CLA55 A3 CONCRETE ••�
SECTION B-B
SEE CAST IN PLACE DRAWINGS
FOR FURTHER DETAILS
8 5 BARS a 8" C-C TYP.
TYPICAL PRECAST UNIT
�VDO-r TYPICAL CONCRETE SAFETY SLAB FOR DROP
J 8/07 ROAD AND BRIDGE STANDARDS SHEET 1 OF 1 REVISION DATE MANHOLES AND JUNCTION BOXES
114.03
106.14 1 VIRGINIA DEPARTMENT OF TRANSPORTATION
INLETS SPECIFICATION
REFERENCE
302
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Christopher C. Mulligan
Lic. No.
031672 W4
�OF 10/28/22 $w
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DRAFTER:
SML
DESIGNER:
CCM
PRODUCTION:
ZOD
DATE:
28 OCT 22
SCALE:
AS SHOWN
JOB:
20.1674
WPO:
2021-00063
SHEET:
2 8 OF 28