HomeMy WebLinkAboutWPO202000051 Plan - Submittal (First) 2020-11-051'
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BOYS AND GIRLS CLUB -DRIVER'S ED SITE
SITE DATA:
TAX MAP PARCEL: 06000-00-00-078AO
COUNTY OF ALBEMARLE SCHOOL BOARD
DB 287 PG 414
PARCEL AREA: 216.69 AC
LIMITS OF DISTURBANCE: 5.08 ACRES
ZONING: RURAL AREAS (RA)
OVERLAY DISTRICT: ENTRANCE CORRIDOR (EC), AIRPORT IMPACT AREA (AIA)
MAGISTERIAL DISTRICT: JACKJOUETT
SOURCE OF BOUNDARY AND TOPOGRAPHY: TIMMONS GROUP
28 IMPERIAL DRIVE
STAUNTON, VA 24401
TELEPHONE: 540-885-0920
CONTACT: JOE MEDLEY
JOE. MEDLEY@Tl MMONS.COM
SURVEY CONDUCTED: JULY - AUGUST 2020
DATUM: HORIZONTAL: NAD83(NA2011) VIRGINIA STATE GRID SOUTH
VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS
REQUIRED BUILDING SETBACKS: FRONT: 75 FT MINIMUM (EXISTING PUBLIC ROAD)
FRONT: 25 FT MINIMUM (INTERNAL PUBLIC/PRIVATE ROAD)
SIDE: 25 FT MINIMUM
REAR: 35 FT MINIMUM
MAXIMUM BUILDING HEIGHT:
35 FT
PROPOSED BUILDING HEIGHT:
32 FT MAXIMUM
BUILDING SQUARE FOOTAGE:
±48,245 SF
EXISTING USE:
DRIVER'S EDUCATION COURSE
PROPOSED USE:
BOYS AND GIRLS CLUB, OPERATION OF BEFORE AND AFTER -SCHOOL CARE
PROVIDED ON BEHALF OF A PUBLIC SCHOOL
TOTAL IMPERVIOUS AREA (WITHIN PROJECT LIMITS): 2.54 ACRES
WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT
UTILITIES: ACSA PUBLIC WATER AND SEWER
PARKING REQUIRED: 1 SPACE / 10 CHILDREN ENROLLED IN MAJOR CLASS/SHIFT
CHILD DAY CENTER + 1 SPACE / EMPLOYEE
PICK-UP/DROP-OFF AREA MUST BE PROVIDED ON SITE
1 SPACE / (300 STUDENTS / 10)
+ 1 SPACE/ 35 EMPLOYEES
65 PARKING SPACES REQUIRED
TOTAL PARKING PROVIDED: 62 REGULAR SPACES
3 ADA ACCESSIBLE (1 VAN)
TOTAL PROVIDED SPACES = 65 SPACES
SPECIAL FLOOD HAZARD AREA INFORMATION:
SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
YES ( ] NO [ X ]
TRIP GENERATION
LAND USE: RECREATIONAL COMMUNITY CENTER
ITE CODE: 495
AMOUNT: 48,245 SF
UNITS: SF (GFA)
WFFKDAY
ADT
AM PEAK HOUR
PM PEAK HOUR
1,390
IN
53
OUT
30
TOTAL
83
IN
51
OUT
60
TOTAL
111
UTILITY DEMANDS
WATER FLOW (AVERAGE DAILY DEMAND)
ESTIMATED TOTAL DEMAND = 250 GPD
48,245 SF X 250 GPD/1,000 SF = 12,061 GPD
AVERAGE HOURLY DEMAND = 12,061 GPD / 24 HOURS = 503 GPH
MAXIMUM HOURLY DEMAND = 503 GPH X 300% = 1,509 GPH
PEAK HOURLY DEMAND = 1,509 X 150% = 2,264 GPH
2,264 GPH / 60 MIN = 38 GPM
SEWER FLOW (AVERAGE DAILY FLOW)
ESTIMATED TOTAL = 48,245 SF X 250 GPD/1,000 SF
= 12,061 GPD
VSMP/WPO SUBMISSION
COUNTY OF ALBEMARLE, VIRGINIA
11/4/2020
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DEVELOPER:
BOYS AND GIRLS CLUB
1000 CHERRY AVENUE
CHARLOTTE SVILLE, VA 22903
CONTACT: JAMES PIERCE
TELEPHONE: (434) 242-8052
vineyard vines
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200
CHARLOTTESVILLE, VA 22903
CONTACT: CRAIG KOTARSKI, P.E.
TELEPHONE: (434) 327-1688
BF
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Sheet List Table
Sheet Number
Sheet Title
C0.0
COVER
C1.0
NOTES AND DETAILS 1
C1.2
NOTES AND DETAILS 3
C1.3
NOTES AND DETAILS 4
C2.0
EXISTING CONDITIONS PLAN - OVERALL
C2.1
EXISTING CONDITIONS PLAN - DETAIL 1
C2.2
EXISTING CONDITIONS PLAN - DETAIL 2
C2.3
DEMOLITION PLAN 1
C2.4
DEMOLITION PLAN 2
C3.0
EROSION & SEDIMENT CONTROL NOTES & DETAILS 1
C3.1
EROSION & SEDIMENT CONTROL NOTES & DETAILS 2
C3.2
EROSION & SEDIMENT CONTROL NOTES & DETAILS 3
C3.3
EROSION & SEDIMENT CONTROL PLAN - PHASE 1
C3.4
EROSION & SEDIMENT CONTROL PLAN - PHASE 2
C4.0
OVERALL PLAN
C4.1
LAYOUT & UTILITIES PLAN 1
C4.2
LAYOUT & UTILITIES PLAN 2
C5.0
GRADING & DRAINAGE PLAN 1
C5.1
GRADING & DRAINAGE PLAN 2
C6.0
STORMWATER SUMMARY PLAN
C6.1
STORMWATER CALCULATIONS
C6.2
STORMWATER MANAGEMENT PLAN 1
C6.3
STORMWATER MANAGEMENT PLAN 2
C7.0
STORM PROFILES 1
C7.1
STORM PROFILES 2
TOTAL: 25 SHEETS
GNATURE PANEL:
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNING & ZONING
ENGINEERING
INSPECTIONS
ARCHITECTURAL REVIEW BOARD
DEPARTMENT OF FIRE AND RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARTMENT OF TRANSPORTATION
HEALTH DEPARTMENT
APPROVAL
DATE
«CRItYGW. J. ]KOTARSKI
Lic. No. 0402048507
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DRAWN BY
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DESIGNED BY
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CHECKED BY
C. KOTARSKI
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GENERALNOT
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL
LEGEND
ROADS
SEWER
TRAFFIC STOP BAR
mSTORM
- s v EXISTING SANITARY SEWER
PIPE & STRUCTURE NO.
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DROP INLET & STRUCTURE NO.
9�SANPROPOSED SANITARY SEWER
CURB
O PROPOSED SANITARY SEWER LABEL
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CURB &GUTTER
WATER
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DRY CURB & GUTTER
EXISTING WATER LINE
PROPOSED PAVEMENT
g^ yy PROPOSED WATER LINE
PAVED DITCH
R g^ yy PROPOSED VALVE
- -
JUTE MESH DITCH
IT, g• yy PROPOSED TAPPING SLEEVE
-
CENTERLINE OF DITCH
T _
t 4} PROPOSED FIRE HYDRANT (COMPLETE)
BENCH MARK
GRADING
. �.
CLEARING LIMITS
R-1
VDOT STANDARD STOP SIGN
TC = TOP OF CURB
BC = BACK OF CURB
- - 200 - --
EXISTING CONTOUR
EP = EDGE OF PAVEMENT
TW = TOP OF WALL
200
PROPOSED CONTOUR
BW = BOTTOM OF WALL
TS = TOP OF STAIRS
+240.5
EXISTING SPOT ELEVATION
BS = BOTTOM OF STAIRS
TC 240.5
PROPOSED SPOT ELEVATION
N/A = NOT APPLICABLE TO THIS PROJECT
1Q
PARKING COUNT
CRITICAL SLOPES
El
JUNE 27, 2019
ACSA GENERAL WATER & SEWER CONDITIONS
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL
BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF
CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION.
3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND
WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND
LINES AND STRUCTURES, AS NECESSARY.
4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER
CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE,
OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC.
8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF
THE LINE.
10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE
JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL
UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER
LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF
THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER
MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS
INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
16. ALL WATER LNES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED
BY THE BUILDING DEPARTMENT.
1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE
LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL
REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION.
2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF
TRANSPORTATION'S SPECIFICATIONS AND STANDARDS.
3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL
OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES.
3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO
BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS).
4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION
ACTIVITIES.
5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO
EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION.
6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY
CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL
BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH
SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS.
7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS.
8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH
ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH
CURRENT VDOT STANDARDS AND SPECIFICATIONS.
9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT
DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED.
11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS.
12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED
TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION
SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED
AND APPROVED BY THE ENGINEER.
13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN
AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR
ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON
DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT
1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING
AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT.
14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV
SERVICE TRUNK LINES. (N/A)
15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE
COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE.
16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE
ADDITIONAL FACILITIES AS DEEMED NECESSARY.
17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE
REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE
OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO
APPLICATION OF THE SURFACE COURSE(S).
18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE
RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS.
19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL
ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS.
20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH,
TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY
SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS
PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL
PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A)
22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO
CONDITIONING OF THE SUBGRADE.
23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL
MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE
STANDARDS.
24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK
ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION
WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A)
25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE
OF ROAD. (N/A)
26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM
SLOPE OF 0.004 ft./ft.
27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR
CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A)
28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN
ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK
AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO
STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY
WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ]CC/ANSI
All17.1-03.
30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE
WEDGE PLACED AT THE END OF THE DAY
33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
34. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING
4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERING DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED
IN THE USBC.
35. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER
SIDEWALKS.
Albemarle County Engineering
ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES
Final Plan General Notes
Page I of
1.
PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY
ALBEMARLE
COUNTY
EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT).
FINAL PLAN GENERAL NOTES
THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY
DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN.
General Construction Notes
2.
ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS
OF VDOT.
1.
Prior to any construction within any existing public right -of --way, including connection to
3.
EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED
EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER
any existing road, a permit shall be obtained from the Virginia Department of
CONSTRUCTION.
Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of
4.
ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED.
the permit. Where any discrepancies occur the requirements of the permit shall govern.
5.
THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER
2.
All materials and construction methods shall conform to current specifications and
SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED.
standards of VDOT unless otherwise noted.
6.
PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY
3.
Erosion and siltation control measures shall be provided in accordance with the approved
ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
erosion control plan and shall be installed prior to any clearing, grading or other
7.
ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL
construction.
DEVICES.
4.
All slopes and disturbed areas are to be fertilized, seeded and mulched.
8.
UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
5.
The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable,
9.
ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE
lesser slopes of 3:1 or better are to be achieved.
CONSTRUCTION INDUSTRY (29 CFR PART 1926).
6.
Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the
County Engineer, or designee, it is deemed necessary in order to stabilize a drainage
BLASTING NOTES
channel.
7.
All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
1.
BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT.
Control Devices.
8.
Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
ALBEMARLE
COUNTY S rORMWATER MANAGEMENT NOTES
9.
All excavation for underground pipe installation must comply with OSHA Standards for
the Construction Industry (29 CFR Part 1926).
1.
ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE
CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS
TO BE PRESENT DURING CONSTRUCTION OF DAMS.
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 FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION
HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR.
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.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM
STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT
NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION
CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO
PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING
ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING
EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES
SHALL BE MADE IMMEDIATELY.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE
OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW 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.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF
7:OOAM TO 9:OOPM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER
TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND
DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
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 SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE
MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN
MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH
IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE
APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT
180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY
BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY
EROSION CONTROL INSPECTOR.
19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING
TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET
STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A
GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE
CLEANED AND REPAIRED IMMEDIATELY.
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE
STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER
PROTECTION ORDINANCE SECTION 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND
DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B)
DETENTION PIPE MAINTENANCE
Inspection Activities
Su csted Schedule
•
Auer several storm events or an extreme storm event, inspect for: signs
of clogging of the inlet or outlet structures and sediment accumulation.
As Needed
•
Inspect for: trash and debris: clogging of the outlet structures and any
pilot channels; excessive erosion: sediment accumulation in the basin
and inict/outlet structures; tree growth on dam or embankment: the
presence of burrowing animals; standing water where there should be
Scmi-annuall\
none vigor and density of the grass turf on the basin side slopes and
floor: differential settlement. cracking: leakage: and slope stability.
•
Inspect that the outlet structures, pipes, and downstream and pilot
channels arc free of debris and arc operational.
•
Note signs of pollution, such as oil sheens, discolored water, or
unpleasant odors.
Annual:.
•
Check for sediment accumulation in the facility.
•
Check for proper operation of control gates, valves or other mechanical
devices.
Maintenance Activities
Suggested Schedule
•
Perform structural repairs to inlet and outlets
N4onthly or a.. needed
•
Clean and remove debris from inlet and outlet structures.
•
Repair damage to inlet and outlet structures, control gates, valves, or
other mechanical devices; repair undercut or eroded areas.
As Needed
•
Monitor sediment accumulations, and remove sediment when pond
volume has become reduced significantly.
As Needed
NYLOPLAST DRAIN BASIN MAINTENANCE
I j(�St®enviv<iean�ixicF�avairua, iqc.
w:�we sum
Nyloplast Drain Basin
Maintenance Considerations
Backeround:
The Nyloplast Drain Basin is an engineered PVC surface drainage structure. These drain basins are custom
manufactured according to the plans/takeoff specified by the site engineer. Nyloplast Drain Basins have a quick
production time, creates water tight connections, and provide simple and quick installations.
Installation shall be in accordance with Nyloplast installation procedures and those issued by local
building/construction regulations. The required minimum sump located in the typical installation is for
manufacturing purposes. Due to these manufacturing restrictions, the sump may collect sediment over time and the
structure could require some maintenance.
Maintenance Recommendations
• Over the span of the first year of a new installation, visually inspect each basin every 2 months or after 2
storm events once the site has stabilized.
• Check for obstructions and debris at the openings of the grate and remove as needed.
• After cleaning the surface of the grate, remove the grate from the frame.
• Once the grate is removed from the frame, check for obstructions and debris inside the basin (including the
sump and inlet and outlet pipes) and clean out as needed.
• A vacuum truck is best for the removal of debris when necessary. After the collection of the debris, it shall
be disposed of according to the local environment requirements.
• After the maintenance or inspection of the structure completed, set the grate back in the frame so it sits
flush and does not rock.
• Once the monitoring period is over, it is best to continually schedule maintenance based on the amount of
debris or sediment that accumulates over time.
CRmGW.7.Kamlzs I
Lic. No. 0402048507
L"_ 11-04-20 ,4
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DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
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JOB NO.
46423
SHEET NO.
C1.0
L
METER SIZE
DIMENSION
A
DIMENSION
B
DIMENSION
C
1 1/2,
3'1'
510'
3'8'
2'
71'
510'
3'B'
3'
5' MIN,
10, MIR
Al
4'
5' MIN.
12' MIN.
'
GREATER THAN
4'
PROPOSALS WILL BE SUBMITTED,
DOOR HINGES
r------ ---- -----�
I I
I
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I I
I 1
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LIFT HANDLE
L- - - - - - - - - - - - - - - -
VARIES
VAF
SIDE VIEW
VATER MAIN M.J. FITTING
4" DIP
RESTRAINED JOINT FITTINGS
75' DIAMETER DRILLED
IDLE FOR TOUCH READ
INITS,
TOP VIEW
3" DIAMETER FLAT
BEARING UNDERNEATH
24' X 36'
4LUMINUM ACCESS
MATCH
TYPICAL METER VAULT
N.T.S.
FIG, W-7A
SEWER SERVICE LATERAL CONNECTION NOTES:
1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS
INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
TO THE MANHOLE.
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
BE CONNECTED USING A PIPE SADDLE.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% Q
(1/4" PER FOOT)
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2" IN
DIAMETER OF 4".
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
OF 3 FEET.
SALT
TREATED
FINISHED GROUND 2 x 4
MARKER
PLUG END OF -
MAIN LINE I SECTION SERVICE LATERAL
IN LINE WYE-TEE
PLAN
VARIES
R
SEWER SERVICE LATERAL CONNECTION
N.T.S.
FIG. S-2
VE BOX
TO METER BOX (SEE FIG. W
THRU W-7E).
I
COPPER
4" PLUG THREADED FOR
2" COMPRESSION FITTING
NOTES:
" GATE VALVE WILL BE V' UNLESS OTHERWISE SPECIFIED BY THE ACSA.
" SERVICE LINE TO CONNECTAT MAIN WITH VIM" TEE
" REFER TO FIG. W-3 FORTHRUST BLOCK DETAILS ON TEE.
" REFERTO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE.
" NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS
PROTECTION FOR BOLTS.
' • USE 25M P.S.I. CONCRETE.
LARGE METER SERVICE LINE
NTS
FIG. W-6C
EMBEDMENT B"MIN
SPRING LINE
OF PIPE
NO. 68 STONE -
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
LARGER THAN 5" IN ANY
DIMENSION
-INTIAL BACKFILL*
(6" LIFTS)
* THOROUGHLY COMPACTED
BY HAND OR APPROVED
MECHANICAL TAMPER
-HAUNCHING
-BEDDING 6" max
e min
-FOUNDATION SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
NOTE
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-
WAY SHALL BE
BACKFILLED ENTIRELY WITH NO. 21A STONE 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A e BEDDING OF NO. 68
STONE SHALL BE PROVIDED
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
NOTEI MIN, 60' DIAMETER MANHOLE
REQUIRED.
MANHOLE PVC GROSS O�
USE APPROVED FLEXIBLE RUBBER QyL'
� BOUT.
-�_ GASKETED
STOP COUPLING
27'
>- PIPE STRAPS
(STAINLESS STEEL)
SPACED EVERY
2' VERTICALLY
i-90' RESTRAINED BEND
A 's
-E
I
��iHa�y��ti9 a���eGti \ \ •���
• E � :. M \%�\��\ /\\�j%\�i: \� ��\ �,�I I ���\%jam//f��•,, ��/ \�j� �f!%Lr
M.J. GATE VALVE
PLAN
PROFILE
MIN, 6' BEDDING WITH NO, 68 STONE WATER LINE
1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO d
(2) FEET. IP --I .
2. VERTICAL DROP PIPE SHALLBE SDR 26 P.V.C, SIZED THE SAME ASTHE INCOMING PIPE AND CONNECTED TO
THE DROP FITTING WITH STANDARD GASKET JOINT. 2500 P.S.I.
3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF CONCRETE 'S a 2'x 2' BEARING AREA.
THRUST BLOCK d
STAINLESS STEEL. °•
4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT a a
TO SPRING LINE OF MANHOLE INVERT.
S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. �a
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TWO 8" DIAMETER DROP CONNECTIONS.
STANDARD INTERNAL DROP CONNECTION TYPICAL GATE VALVE
N.T.S. NTS
FIG. S-1-C2 FIG. W-5
FE-CL
OP AND BOTTOM
TO BE ARBED. TENSION WIRE "7 GAUGE
MBED. CALVMnZEO COIL SPRING
NOTES' '
ATTACH FENCE FABRIC SEE GENERAL NOTES -FENCING FOR ADDITIONAL DETAILS
TO TENSION WIRE WITH AND INSTRUCTIONS
HOG -RINGS APPROX. A MOSTLNRE-EXCLUDING COP IS REWIRED ON TUBULAR
24" C-C POSTS.
5" ' Y. MATERIAL FOR CM SHALL CONFORM TO THE ALLOWABLE
TYPES FOR OTHER LISTED FITTINGS
•9 GAUGE WIRE
BRACE
TIES OR CLIPS
"11 GAUGE X 1"
TO BE USED TO
BEVELED CAL- -
ATTACH FABRIC
VANZED STEEL
TO POST.
BAND WITH 1O
I6 PER POST)
BOLT 6 MIT.
END/CORNER
POST
GROUND LINE
ROD TSGHTENERlid-TH
LINE POST LINE POST
Ill'TIUSS
END/CORNER POST
I
n
Io•-o••
1a'-D•
tll
-
,D•� CONCRETE FOOTING
ATYPICAL SPACING
BETWEEN ALL
LINE POSTS.
POST TYPE
MINIMUM
PIPE SIZES 0.0.
LINE POST
2.375"
END/CORNER POST
2S75"
GATE POST (SINGLE SWING) " 5 61t.
2S75"
GATE POST (SINGLE SWING) " > 61t.
4.00"
GATE POST (DOUBLE SWING)
2.875"
BRACE
66"
GATE FRAME
1.90"
CORNER BRACE - TO BE USED WHEN HORIZONTAL
ALIGNMENT CHANGES 15• OR MORE.
LINE BRACE - TO BE USED WHEN VERTICAL ALIGNMENT A
CHANCES IS- OR MORE
ENO/ CORNER POSTS SHALL BE USED WITH ALL LINE
AND CORNER BRACES
BRACES SHALL BE INSTALLED HALF THE HEIGHT ABOVE THE
GROUND LINE OF THE POST WHEN A TOP RAIL IS USED. OR
TWO THIRDS THE MIGHT MOVE THE GROUND LINE WHEN A
TENSION WIRE IS USED IN LIEU OF A TOP RAL.
CHAN LINK FENCE GREATER THAN 6 FEET IN HEIGHT
SHALL M SUBMITTED TO THE STANDARDS 6 SPECIAL
DESIGN SECTION FOR APPROVAL.
GATE POST i" MIATE POST
GROUND LINE
ION NV
SINGLE SWING GATE
8 X 6"
TEE
2500 P.S.I. CONCRETENkq
r+
BASE AND THRUST
BLOCK AGAINST
UNDISTURBED STABLE
SOIL. STEEL PILE
WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. W-4
STRUCTURE SIZE AHED
WALL THICKNESS VANES
P.
SECTION A -A
SECTION B-B
1.
TIE STANDARD SAFETY SLAB (SL-1) IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS
GROUND LINE
GATE POS GATE POST
ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRAINAGE DESCRIPTION. FOR MANHOLES.
,ARN(.TION GOES MD DROP NETS WITH HEIGHTS GREATER THAN 12 FEET. THE SPAONC OF
ADJACENT SFETY SLARS SNALL BE 8'TO 12' WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET
OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHAH NOT BE LOCATED BELOW
ANY INLET PIPE OF 30" DIAMETER OR GREATER.
GROUND
2.
THE COST OF THE SL-I IS INCLUDED IN THE COST OF THE STRUCTURE.
SEE CAST IN RACE DRAWINGS
500' _
LINE
3.
ACCESS OPENINGS ME TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE
FOR FURTHER OETALS
MAXIMUM SPACING BETWEEN BRACES
OTHER WHERE APPLICABLE. STEPS ME TO BE STAGGERED ACCORDINGLY.
-
• 5 BARS ♦ 6" C-C TYP.
CONCRET %" MIN.
FOOTING • -
4.
SAFETY SLAB MAY BE CAST -IN -PLACE OR PRECAST. CAST -IN -PLACE CONCRETE TO BE
.. .: .
ALTERNATE ANCHOR DEVICES
a
���
ROUND NO
•�'
CLASS M 0000 PS0. PRECAST CONCRETE 6 TO BE M (4000 MD. RENFORCNG
STEEL TO BE N ACCORDANCE WITH AASHTO M31.
„ .y�. ,. . '
' ..:,;Y;..:•.
MAY BE USED IN LIEU OF
SETTING POST IN CONCRETE.
DEVICES SHOWN ARE
♦♦{ ••• Iy
VM.10',12',14'
5.
ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SOUARE. WHEN STRUCTURE WIDTH IS
LE55 THAN JO" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTUE WIDTH BY
REPRESENTATIONAL ONLY.
�12�� 12"I
W. LONG)
SEE GENERAL NOTES.
r
DOUBLE SWING GATE
TYPICAL PRECAST
UNIT
ALTERNATE ANCHOR
(TO BE USED WHERE SWINGING CLEARANCE IS LIMITED)
DEVICES
STANDARD
FENCE
SPECIFICATION
REGERENCE
�V170T
TYPICAL CONCRETE SAFETY
SLAB FOR DROP
INLETSN
ROAD AND BRIDGE STANDARDS
CHAIN LINK
ROAD AND BRIDGE STANDARDSMANHOLES
AND JUNCTION BOXES
SHEET 1 OF 1
REVISION DATE
242
SHEET 1 OF 1
REVISIONNCAGATE
302
503.04
7/11
VNONU DEPARTMENT OF TRANSPORTATION
507
10614
VIRGINIA DEPARTMENT OF TRANSPORTATION
B-,
SHAPE TO ELEVATION
LLAiRGGEESTP0P•i'EOF
.
SLOPE TO DRAM TO INVERT
A -A OF OUTLET PIPE
=CTION
IF TREATMENT IN DROP INLETS
SLOPE TO DRAN
TO WERT OF
OUTLET PIPE
CRATG W. I. Kamm
Lic. No. 0402048507
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DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
:. KOTARSKI
SCALE
N.A.
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JCL, IIVN D-D
PLAN
METHOD OF TREATMENT IN MANHOLES
`VDOT SPECIFICATI
ROAD AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENC
MEET 1 OF i REVISION DATE MFUVHVLt b( INLET INVERTS I
De.OB I VIRGINIA DEPARTMENT OF TRANSPORTATION m2
I 302
JOB NO.
46423
SHEET N0.
C1.2
NYLOPLAST 15" DRAIN BASIN: 2815AG _ _ X
(1, 2) INTEGRATED DUCTILE IRON
FRAME & GRATE TO MATCH BASIN O.D.
18" MIN WIDTH GUIDELINE
(1, 2) INTEGRATED DUCTILE IRON
FRAME & GRATE TO MATCH BASIN O.D.
NYLOPLAST 18" DRAIN BASIN: 2818AG _ _ X
1W MIN WIDTH GUIDELINE
(1, 2) INTEGRATED DUCTILE IRON
FRAME & GRATE TO MATCH BASIN O.D.
NYLOPLAST 30" DRAIN BASIN: 2830AG _ _X
18" MIN WIDTH GUIDELINE
MINIMUM PIPE BURIAL °
8' MIN THICKNESS GUIDELINE
DEPTH PER PIPE ,i p W MIN THICKNESS GUIDELINE MINIMUM PIPE BURIAL " a 8' MIN THICKNESS GUIDELINE MINIMUM PIPE BURIAL
MANUFACTURER DEPTH PER PIPE DEPTH PER PIPE
RECOMMENDATION TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR
(MIN. MANUFACTURING (3) VARIABLE INVERT HEIGHTS MANUFACTURER MANUFACTURER GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE
TRAFFIC LOADS; CONCRETE SLAB DIMENSIONS ARE FOR AVAILABLE ACCORDING TO RECOMMENDATION (3) VARIABLE INVERT HEIGHTS RECOMMENDATION
GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE ( (5) ADAPTER AVAILABLE ACCORDING TO DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS,
REQ. SAME AS MIN. SUMP) PLANSITAKE OFF) (MIN. MANUFACTURING TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR ( (MIN. MANUFACTURING
ANGLES TRAFFIC LOADING, 8 OTHER APPLICABLE DESIGN FACTORS.
DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, RED. SAME AS MIN. SUMP) VARIABLE O°-360' GUIDELINE PURPOSESONLY. ACTUAL CONCRETE SLAB MUST BE PLANS/TAKE OFF) REQ. SAME AS MIN. SUMP) SEE DRAWING N0, 7001-110-111 FOR NON TRAFFIC INSTALLATION.
TRAFFIC LOADING, 8 OTHER APPLICABLE DESIGN FACTORS. ACCORDIwG TO DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, (5) ADAPTER ANGLES
(3) VARIABLE INVERT HEIGHTS SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. RAMS TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. VARIABLE 0°-350°
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
AVAILABLE (ACCORDING TO SEE DRAWING NO.7001.110.111 FOR NON TRAFFIC INSTALLATION. ACCORDING TO PLANS GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,
PLANSRAKE OFF) (5) ADAPTER ANGLES VARIABLE 0'- 360° CLASS 11, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. ACCORDING TO PLANS THE BACKFILL MATERIAL SHALL BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE
CRUSHED STONE OR OTHER PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, (3) VARIABLE SUMP DEPTH
CLASS 11, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. ACCORDING TO PLANS
BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE (6- MIN. BASED ON
PLACED& COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (4) VARIOUS TYPES OF INLET& OUTLET ADAPTERS AVAILABLE: MANUFACTURING REQ.) (3) VARIABLE SUMP DEPTH
4"- 18'FOR CORRUGATED HOPE (ADS N-121HANCOR DUAL WALL, /" MIN ACCORDING TO PLANS
(3) VARIABLE SUMP DEPTH
ACCORDING TO PLANS
ADSIHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35),
PVC DWV (EX: SCH 40), PVC C9001C9D5, CORRUGATED & RIBBED PVC
(4) VARIOUS TYPES OF INLET 8 OUTLETADAPTERS AVAILABLE:
4" - 30' FOR CORRUGATED HOPE (ADS N-12JHANCOR DUAL WALL,
(10" MIN. BASED ON
MANUFACTURING RED.)
(4) VARIOUS TYPES OF INLET &OUTLET ADAPTERS AVAILABLE:
IJ(8 MIN. BASED ON
ADSMANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35),
6' MIN
AI
4'- 16' FOR CORRUGATED HOPE (ADS N-12JHANDOR DUAL WALL,
MANUFACTURING RED.)
t4' MIN
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
PVC DWV (EX: SCH 40), PVC C90WC905, CORRUGATED & RIBBED PVC
ADSMANCOR SINGLE WALL), N-12 HP, PVC SEWER XX SDR 35),
WATERTIGHT JOINT GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,
PVC DWV (EX: SCH 40), PVC C900IC9D5, CORRUGATED & RIBBED PVC -
(CORRUGATED HOPE SHOWN) CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321.
+� W
BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE
PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
WATERTIGHT JOINT
r
(CORRUGATED HDPE SHOWN)
1 - GRATESASOLID COVER SHALL BE DUCTILE IRON PER ASTM A538 GRADE 705005,
GRATE OPTIONS
LOAD RATING
PART #
DRAWING #
PEDESTRIAN
MEETS M-10
1599CGP
7001-110007
STANDARD
MEETS H-20
1599CGS
7001-110.208
SOLID COVER
MEETS H-20
1599CGC
7001-110-209
PEDESTRIAN BRONZE
NIA
1599CGPB
7001-110-210
DOME
WA
15990GO
7001-110-211
DROP IN GRATE
LIGHT DUTY
1501DI
7001-110.073
GRATE OPTIONS
LOAD RATING
PART III
DRAWINOO
PEDESTRIAN
MEETS H-10
18WCGP
7001-110-212
STANDARD
MEETS H-20
1899CGS
7001-110-213
SOLID COVER
MEETS H-20
1699CGC
]OOYt10-214
DOME
NIA
1899CGD
7001-110-215
DROP IN GRATE
LIGHT DUTY
1801DI
7001-110-074
(CORRUGATED HDPE SHOWN)
ORATE OPTIONS
LOADRATING
PART# DRAWINGS
3099CGP 7001-116
PEDESTRIAN
MEETS K20
STANDARD
MEETS H-20
3059CG5 7001-11M
SOUD COVER
MEETS FF20
0-M
3099CGC 7001-110.222
DOME
WA
3099CGD 1 7001-110.223
WITH THE EXCEPTION OF THE BRONZE GRATE. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY DEC MATERIAL 313OVERONAAW 1- GRATESISOUD COVERSHALL BE DUCTILE IRON PERASTMAS36 GRADE ]0560.5. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130VERONAAW I- GRATESMOID COVER SHALL BE DUCTILE IRON PERASTM A536 GRADE 70.5005. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY DEC MATERIAL 313OVERONAAW
2- FRAMES SHALL BE DUCTILE IRON PERASTM A538 GRADE7050-05 2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 7( 5D05. 2 - FRAMES SHALL BE DUCTILE IRON PERASTM AMB GRADE 705605.
NVLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORDMN 30518 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518
3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 0}3006 ( ) 3-DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO RAN DETAILS. 3-DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO RAN DETAILS.
PHN 770932.2443 OR POSSESSION OF THIS PRINT GOES NOT CONFER, DATE 0403-06 PMN(170)932-24G OR POSSESSION OF THIS PRINT DOES NOT CONFER GATE 04-03-06 PHN(T/O)932.2M3
RISERS ARE NEEDED FOR BASINS OVER W DUE TO SHIPPING RESTRICTIONS RISERS ARE NEEDED FOR BASINS OVER W DUE TO SHIPPING RESTRICTIONS. RISERS ARE NEEDED FOR BASINS OVER M'DUE TO SHIPPING RESTRICTIONS. N IO last
TRANSFER OR LICENSE OF THE DESIGN OR FAXQ70)932-2490 TRANSFER,ORCHNICAL ORMATI THE USE HEREIN DESIGN OR FAX TRANSFER ORLICENSETHEUSE OFTHEDESIGN OR FAX.nyl 932-2490
SEE DRAWING N0.7001-110-065 N to last SEE DRAWING N0.7001-110W5. N lO last SEE DRAWING N0.7W1-110085.
TECHNICAL OF THIS SHOWN HEREIN REVISEDBY NMH PROJECT NOJNAME y W'a'M.nylopMslas.com REPRODUCTION OF THIS SHOWN HEREIN REVISEDBY NMH PROJECTNOINAME y wxw.nylopWtus.com REPRODUCTION OF THIS SHOWN HEREIN REVISEDBY NMH PROJECT NO.INAME y waW.nylopMalas.cUl
4 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO 4 -DRAINAGE CONNECTIONSTUBJOINT TIGHTNESS SHALL CONFORM TO 4 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO
ASTM D3212 FOR CORRUGATED HDPE (ADS N121HANCOR DUALWALL, CONTAINED HEREIN,
MANUFACTURE
INFORMATION TITLE ASTM D3212 FOR CORRUGATED HDPE (ADS N-12MANCOR DUAL WALL), CONTAINED HEREIN.
MANUFACTT OR URE
INFORMATION TITLE AS TM D3212 FOR CORRUGATED HDPE (ADS NA2/11MOOR DUAL WNI), CONTAIUCTIONOFTHISANUFACURNT OR INFORMATION TITLE
( ) CONTLE HEREFROM, FRMAU DISCLOSURE
GATE 0}1416 CONTAINED HEREIN, OR MANUFACTURE OF ANY 181N DRAIN BASIN QUICK SPEC INSTALLATION DETAIL N-12 HP. PVC SEWER4'-24. CONTAINED HEREFROM,
F MANUFACTURE DISCLOSURE
OF ANY GATE 0}1418
N-A MAKERS
SEWER. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 151N DRAIN BABIN QUICK SPEC INSTALLATION DETAIL ADAPTERS
CAN
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 0}id-16 ( ARTICLEHEREFROM, FOR THE DSCLOSURE TO OTHERS 30 IN GRAIN BASIN QUICK SPEC INSTALLATION DETAIL
5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° T0360°. TO DETERMINE MINIMUM 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° T0380°. TO DETERMINE MINIMUM 5 -ADAPTERS CAN BE MOUNTED ON ANYANOE 0" T0380°. TO DETERMINE MINIMUM
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN IS PERMISSION
F EXCEPT BY SPECIFIC FIC WRIT -TEN IS FORBIDDEN, EECEPT BY SPECIFIC WRITTEN
ANGLE BETWEEN ADAPTERS SEE DRAWING N0.7001.170072 PERMISSION FROM NYLOPLAST. omTa rvnaB/sT DWG SIZE A SCALE 1:25 SHEET 10F1 DING NO. ]001-010-090 REV E ANGLE BETWEEN ADAPTERS SEE DRAWING NO. ]001-110012. pERMISSION FROM NYLOPLAST. maala moBAsr OWG SIZE A SCALE 1:30 SHEEP tOFf DWG NO. 1001-110191 REV E ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110012. PERMISSION FROM NVLOPLAST. Mm13 rvnoawsl DINGSIZE A SCALE 1:40 SHEET 10F1 DING NO. 7001-010.193 REV G
NYLOPLAST DRAIN BASIN WITH PEDESTRIAN GRATE NYLOPLAST DRAIN BASIN WITH STANDARD GRATE NYLOPLAST DRAIN BASIN WITH SOLID COVER
(1, 2) INTEGRATED DUCTILE IRON (1, 2) INTEGRATED DUCTILE IRON (1, 2) INTEGRATED DUCTILE IRON
FRAME & GRATE TO MATCH BASIN O.D. y/ FRAME & GRATE TO MATCH BASIN O.D. FRAME & COVER TO MATCH BASIN O.D.
MINIMUM PIPE BURIAL
(3) VARIABLE INVERT HEIGHTS
DEPTH PER PIPE
AVAILABLE ACCORDING TO
(
MANUFACTURER
PLANSRAKE OFF)
RECOMMENDATION
12 MIN WIDTH GUIDELINE
6" MIN THICKNESS GUIDELINE
(6) MEDIUM DUTY TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE
(5)ADAPTER FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST
ANGLES BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS,
ARIOLL N TO36Y TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS.
PL
ANS
TO SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION.
PLANS
MINIMUM PIPE BURIAL
DEPTH PER PIPE
(3) VARIABLE INVERT
HEIGHTS MANUFACTURER
AVAILABLE (ACCORDING
TO RECOMMENDATION
PLMSRAKE
OFF) (MIN. MANUFACTURING
(5) ADAPTER
REQ, SAME AS MIN. SUMP)
ANGLES
VARIABLE 0°-36C
ACCORDINGTO
PLANS
18 MIN WIDTH GUIDELINE
8" MIN THICKNESS GUIDELINE
(6.7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR
GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE
DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS,
TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS.
SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION.
MINIMUM PIPE BURIAL
DEPTH PER PIPE
(3) VARIABLE INVERT HEIGHTS MANUFACTURER
AVAILABLE (ACCORDING TO RECOMMENDATION
PLANSITAKE OFF) (MIN. MANUFACTURING
REQ. SAME AS MIN. SUMP)
(3) VARIABLE SUMP DEPTH (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS
4"MIN ON 8'-24" (3) VARIABLE SUMP DEPTH
(4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS q^ MIN ON 12' - 24' ACCORDING TO PLANS AVAILABLE: 4" -36" FOR CORRUGATED HDPE 6" MIN ON 30" & W ACCORDING TO PLANS (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS
AVAILABLE: 4" -36" FOR CORRUGATED HDPE 6' MIN ON 30" & 36' (6' MIN. ON 12" - 24",10' MIN. ON 30" (ADS N-12&MCOR DUAL WALL, ADSMANCOR (6" MIN. ON 8' - 24',10" MIN.ON 30' AVAILABLE: 4" -36" FOR CORRUGATED HDPE
(ADS N-12MMCOR DUAL WALL, ADSIHANCOR & 12" MIN. ON 36" SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), '/fi & 12' MIN. ON W (ADS N-12MANCOR DUAL WALL, ADS'HANCOR
SINGLE WALL), N-12 HP, PVC SEWER (EX SDR 35), '4,`; PVC DWV (EX: SCH 40), PVC C900IC905, BASED ON MANUFACTURING RED. SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35),
BASED ON MANUFACTURING RED.) )
PVC DWV (EX: SCH 40), PVC C900/C905, �, CORRUGATED &RIBBED PVC .S PVC DWV CO SCH CORRUGATED
PVC RIBBED
90$
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER Y"°4
CORRUGATED & RIBBED PVC GIi CORRUGATED &RIBBED PVC
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, WATERTIGHT JOINT THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
CLASS 11, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. (CORRUGATED HDPE SHOWN) GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, WATERTIGHT JOINT
WATERTIGHT JOINT BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE B' - 36' CLASS 11, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. (CORRUGATED HDPE SHOWN)
(CORRUGATED HDPE SHOWN) t2, 36, PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE
1 - 8" -30' STANDARD GRATES SHALL BE DUCTILE IRON PER ASTM A516 PLACED 8 COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
GRADE 70.5005. 1 - W-30' SOLID COVERS SHALL BE DUCTILE IRON PERASTM ASM GRADE 70S005.
1 - 17-3D' PEDESTRIAN GRATES SHALL BE DUCTILE IRON PER ASTM A536 2 - 12--30- FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 705005. 2 - 12'-3D' FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 705005.
GRADE 70.55LO5. V & 10' STANDARD GRATES FIT DIRECTLY ONTO DRAIN BASINS WITH THE 8' 810' SOLID COVERS FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OF
2 - 12'-3D' FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50105. USE OF A PVC BODYTOP. SEE DRAWING 140.7001-11GO5. A PVC BODY TOP. SEE DRAWING NO.7001-110045.
3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN
DETAILS. RISERS ARE NEEDED FOR BASINS OVER W DUE TO SHIPPING DETAILS. RISERS ARE NEEDED FOR BASINS OVER W DUE TO SHIPPING DETAILS. RISERS ARE NEEDED FOR BASINS OVER W DUETO SHIPPING
RESTRICTIONS. SEEDRAWINGNO.7001-110065. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE RESTRICTIONS. SEE DRAWING NO.7001-11MM. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE RESTRICTIONS. SEE DRAWING NO.7001-110085.
4 DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 4- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 4- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO
ASTM D3212 FOR CORRUGATED HDPE (ADS N-12JHMOOR DUAL WALL), OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 4.2047 PVC MIN (770)932.2443 ASTM D3212 FOR CORRUGATED HDPE (ADS N-121HMOOR DUAL WALL), OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 1.23.06 PHN(770)932.2443 ASTM D3212 FOR CORRUGATED HDPE (ADS N-12HANCOR DUAL WALL),
N-72 HP,8PVC SEWER (4'-38T. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX N-12 HP, PVC SEWER(C-38T. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR ' FAX 932.2490 N-12 HP, 8 PVC SEWER (4'-36T.
N to last N to last
vWiw.n - m - m CAN y � o aafuaco 5-AOAPTER3CANBEMOUNTEDONANYANGLEO°T0380°.TOOETERMINE � v7n7W, oastuawANY 5-ANGLEB BETWEEN
ADAPTERS
SEE DRAWING
MUM REPRODUCTION
THIS PRINT
HEREIN REVISED BY NMH PROJECT NO.MAME Y P TECHNICAL IONOF THISP INTO HEREIN REVISEDBY NMH PROJECT NO.MAME y IO' P 5-MINIMU ANGLE
BE BETWEEN
DAP ADAPTERS
SEE DRAWING
TO DETERMINE
ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-11G072. REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-i MG012. REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110012.
6.1Z'. W PEDESTRIAN GRATES SHALL MEET H-10 LOAD RATING. CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 06.12.18 DRAIN BASIN WITH PEDESTRIAN GRATE 6.12'-30" STANDARD GRATES SHALL MEET N20 LOAD RATING. CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 06.12.18 DRAIN BASIN WITH STANDARD GRATE 6.1Y-3V'SOUD COVERS SHALL MEET H-20 LOAD RATING.
30'PEDESTRIAN GRATE SHALL MEET H-20 LOAD RATING (SEE DRAWING ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL 7-8"&10- STANDARD GRATES ARE RATED FOR LIGHT DUTY APPLICATIONS ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL 7-S^&10'8OUD COVERS ARE RATED FOR LIGHT DUTYAPPOCATIONS ONLY:
NO. 7001-110-144 FOR H-20 TRAFFIC LOAD GUIDELINES). IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ONLY; NO CONCRETE COLLAR NEEDED FOR LIGHT DUTY RATING. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN NO CONCRETE COLLAR NEEDED FOR LIGHT DUTY RATING.
PERMISSION FROM NYLOPLAST. trmf4xrTwAsr DWG SIZE A SCALE 1:40 SHEET 1OF1 DWG NO. 7001-110.283 REV E PERMISSION FROM NYLOPLAST. QD1I NYLO nST DING SIZE A SCALE 1:40 SHEET 1OF1 DWG NO. 7001.110.144 REV J
NON TRAFFIC INSTALLATION
4" MIN C
67 MIN
DRAIN BASIN
-RUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,
CLASS 11, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321.
BEDDING 8 BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE
PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
INLINE DRAIN
ER
GRANULAR GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,
CLASS 11, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321.
BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE
PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
IHISHRINIUISLU5t55UWLUIMAIILKINWHICH
URAWNBY GJA
MATERIAL
aTao vemmw wve
NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
BUFORD, GA 30518
OR POSSESSION OF THIS PRINT DOES NOT CONFER,
TRANSFER OR LICENSE THE USE OF THE DESIGN OR
DATE &30.99
MN(770)9U.2"3
I NyIO last FM (770) 932-2490
TECHNICAL INFORMATION SHOWN HEREIN
x^xw.nylop&slus.c,
REVISED BY NMH
PROJECT NO.RUME
TITLE
REPRODUCTION OF THIS PRINTORANY INFORMATION
CONTAINED HEREIN, OR MANUFACTURE OF ANY
ARTICLE HEREFROM, FOR THE DISCLOSURETO OTHERS
DATE TIMMS
DRAIN BASIN& INLINE DRAIN
NON TRAFFIC INSTALLATION
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
DWGSIZE A
SCALE 1:25 SHEET 1OF1
DWG NO. 7001-110-111 REV E
DI-3A, 35, 3C
FOR DETAILS OF INLET
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2'-1_ p" _ I, 2/ DUMPED
CUTTER
I / BARS A % APPROACH
---------
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BARS F BIAS E L�BTH3k3" DIAMETERBIAS EWEEP HOLEFRONT ELEVATIONBnRS6'• 1•-e" B" BARS B
(GUTTER REMOVED) I 3'-0"
L>_ 5XT/4" BENT PLATE \ SECTION B-B
a., N
"R
TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-7 STANDARDS. - v T/4 L2%z'X2'/Z'xl/�-
." GALVANIZED
TYPE T SHALL BE USED WITH CG-2 & CG-6 STANDARDS. B NOSE DETAIL TYPE A
TYPE B I/=' % 4" STUD SEEM CONNECTOR WELDED
GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68. 30' TO ANGLE IRON AT 2' C-C.
CONNECTORS +DUD IS TO BE ANCHORED WITH I/2" X 4" STUD SHEAR NOSE DETAILS
WELDED TO SENT PLATE AT T C-C. 2„
APPRtWA�;ED
PAVEMENT
DI-3A L 0I-38 L DI-3C L - PAVEMENT
79
= = _ _ _ _ FLOW FLOW I FLOW
1 I I DETAIL -WHEN USED
FOR USE ON GRADES ADJACENT TO CURB
FOR USE IN SAGS WITHOUT GUTTER
BOTH SIDES TO BE SYMMETRICAL
XVDOT STANDARD CURB DROP INLET SPECIFICATION
REFERENCE
ROAD AND BRIDGE STANDARDS
SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE. MAXIMUM DEPTH (H) - 8' 233
104.09 OB/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302
18 MIN WIDTH GUIDELINE
8"
(6,7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR
(5) ADAPTER
GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE
ANGLES
DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS,
'ARIABLE 0°-35V
TRAFFIC LOADING,& OTHER APPLICABLE DESIGN FACTORS.
ACCORDING TO
SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION.
PLANSL
�� - `�• (3) VARIABLE SUMP DEPTH
4" MIN ON 8'-24" ACCORDING TO PLANS
6'MINON30"&36' (6'MIN.ON9'-24',10"MIN.ON30"
& 12' MIN. ON W
BASED ON MANUFACTURING REQ.)
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,
CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321.
BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE
8. 36, PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
U15CLUSt55UBJtUl MAT ILK IN WHICH
HAS PROPRIETARY RIGHTS, THE RECEIPT
DRAWN BY EBC
MATERIAL
Jlia veHUlvA wve
BUFORD, GA 30518
310N OF THIS PRINT DOES NOT CONFER
LICENSE THE USE OF DESIGN OR
DATE 09.14-07
Q] 1
PHN 0 932-2443
Nylo last FAX
INFORMATION SHOWN HEREIOR
N
wWN(nyloplast-uac
REWSED BY NMH
PROJECT NO.RUME
TITLE
nON OF THIS PRINT OR ANY INFORMATION
OF ANY
HEREIN, ORFOR THE DISCLOSURE
REFROM, FOR THE DISCLOSURE TO OTHERS
PATE Ofi-02-09
GRAIN BASIN WITH SOLID LOVER
QUICK SPEC INSTALLATION DETAIL
4F FROM PLANT.SPECIFIC WRITTEN
R FROM NYLOPLAST. Mml4xttwam
DWGSME A
SCALE 1:40 SHEET 1OF1
DWG NO. 7001.110.298 REV E
SEE STARDARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. B
STANDARD MH-1 NOTE"
FRAME &COVER THE TOP OF MASONRY IS TO BE LEFT
v SUFFICIENTLY LOW TO PERMIT PROPER
ADJUSTMENT OF COVER AND FRAME TO
O
GRADE BY THE USE OF MORTAR OR
BRICK AS DIRECTED BY THE ENGINEER.
ST-1
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SECTION B-B
BRICK CONCRETE OR
CONCRETE BLOCK
HALF PLAN VIEW
B
ANEER.
HALF SECTION A -A
(WITH FRAME AND COVER REMOVED)
BRICK CONCRETE
45° NOTES:
1. QUANTITIES SHOWN ARE FOR MANHOLE
WITHOUT PIPES. THE AMOUNT DISPLACED
BY PIPES MUST BE DEDUCTED TO
TABLE OF QUANTITIES
DEPTH
BRICK MANHOLE
CONCRETE
MANHOLE
BRICK
CONCRETE
CONCRETE
FEET
THOUSANDS
CU. YARDS
CU. YARDS
4
0.5
0.785
1.437
5
0.7
0.785
1.699
6
0.9
0.785
1.961
7
1.0
0.785
2.223
8
1.2
0.785
2.485
9
1.4
0.785
2.747
10
1.6
0.785
3.009
11
1.9
0.970
3.455
12
2.2
0.970
3.817
13
2.5
0.970
4.179
14
2.8
0.970
4.541
15
3.1
0.970
4.903
16
3.4
0.970
5.265
17
4.0
1.173
6.032
INCREMENT
0.45
-
0.582
ERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS
302 VIRGINIA DEPARTMENT OF TRANSPORTATION
OBTAIN TRUE QUANTITIES.
2. A BASE THICKNESS OF 9" WAS USED IN
COMPUTING CONCRETE QUANTITIES.
3.INCREMENTS TO BE ADDED FOR EACH
ADDITIONAL FOOT OF DEPTH.
4. MATERIALS MAY BE BRICK, CONCRETE OR
APPROVED CONCRETE MANHOLE BLOCK.
5.IF BLOCKS ARE USED THE MINIMUM
THICKNESS OF SAME IS TO BE 5".
OTHER THICKNESSES ARE TO CONFORM
TO WALL THICKNESS SHOWN FOR
CONCRETE.
6, ALL CONCRETE TO BE CLASS A3.
7. WHEN SPECIFIED ON PLANS THE
INVERT IS TO BE SHAPED IN
ACCORDANCE WITH STANDARD IS-1.
THE COST OF FURNISHING AND PLACING
ALL MATERIALS INCIDENTAL TO THE
SHAPING IS TO BE INCLUDED IN THE BID
PRICE FOR THE STRUCTURE.
ROAD AND BRIDGE STANDARDS
REVISION DATE I SHEET 1 OF 5
106.0I
v,p'Ll if
CRAIG W. J. KOTARSKI
Lic. No. 0402048507
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DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
KOTARSKI
SCALE
N.A.
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JOB NO.
46423
SHEET NO.
C1.3
L
OWNER: SLUTZKY, DAVID OR MELISSA
ZONING: RURAL AREAS
TAX MAP PARCEL ID: 04400-00-00-034CO
PRESENT USE: SINGLE FAMILY RESIDENTIAL
SCALE 1 "=200'
0 200' 400'
I
F 2
Lam'-�i� /
0 /
OWNER: JACKSON, FRENCH T & ESTELIA BARNES /
ZONING: RURAL AREAS /
TAX MAP PARCEL ID: 04400-00-00-036A1
PRESENT USE: VACANT RESIDENTIAL LAND
/
/
J
/
/
1
0.
OWNER: GUERLAIN, STEPHANIE A E &
ROBERT J HASCHART
ZONING: RURAL AREAS
TAX MAP PARCEL ID: 06000-00-00-07700
PRESENT USE: VACANT RESIDENTIAL LAND
i
SUBJECT PROPERTY
OWNER: COUNTY OF ALBEMARLE SCHOOL BOARD
ZONING: RURAL AREAS
TAX MAP PARCEL ID: 06000-00-00-078AO
PRESENT USE: PUBLIC SCHOOL(S)
1-00
� 18
OWNER: KALERGIS, DAVID & MARY M 19
KALERGIS
/ ZONING: RURAL AREAS
/ I TAX MAP PARCEL ID: 06000-00-00-077A2
PRESENT USE: VACANT RESIDENTIAL LAND—
/
15
17
l / I I
I OWNER:GEORGETOWN GREEN HOME OWNERS
ASSOCIATION \
I ZONING: R6 RESIDENTIAL \
TAX MAP PARCEL ID: 060FO-00-00-00200 \
PRESENT USE: SINGLE FAMILY ATTACHED HOMES /\
II
14
I
ID OWNER ZONING TAX MAP PARCEL ID PRESENT USE
1 THOMPSON, NEIL D RURAL AREAS 06000-00-00-080C1 SINGLE FAMILY RESIDENTIAL
2 PERKINS, MARY KIMBERLY RURAL AREAS 06000-00-00-OBOCO VACANT RESIDENTIAL LAND
3 PERKINS, MARY KIMBERLY RURAL AREAS 06000-00-00-07900 SINGLE FAMILY RESIDENTIAL
4 KRASNEGOR, DANIEL G RURAL AREAS 06100-00-00-002BO SINGLE FAMILY RESIDENTIAL
5 CAMPOS, JULIO CESAR & MIRNA RURAL AREAS 06100-00-00-004AO SINGLE FAMILY RESIDENTIAL
ADRIANA PENA
6 LOVES & FISHES FOOD PANTRY INC. LIGHT INDUSTRY 06100-00-00-00500 DIST. WAREHOUSE
7 CONNECT CHURCH RURAL AREAS 06100-00-00-00600 CHURCH
WELLONS, HARRY A JR 2011
I 8 IRREVOCABLE TRUST & 2012 Cl COMMERCIAL 06100-00-00-02500 COMMERCIAL
FLORENCE L WELLONS
IRREVOCABLE TRUST
9 CARR WOOD PRODUCTS LLC C/O COMMERCIAL OFFICE 06100-00-00-02700 MEDICAL OFFICE
MANAGEMENT SERVICES CORP
06100-00-00-
10 MULTIPLE OWNERS COMMERCIAL OFFICE 27A1/27A2/27A3/27A4/ MEDICAL OFFICE
27A5/276
11 HYDRAULIC RIDGE SURGICAL R10 RESIDENTIAL 06100-00-00-03600 MEDICAL OFFICE
PARTNERS LLC
061W1-01-00- SINGLE FAMILY ATTACHED
12 MULTIPLE OWNERS R4 RESIDENTIAL 00100/00200/00300/00 RESIDENTIAL
400/00500/00600
13 HYDRAULIC DEVELOPMENT LLC R4 RESIDENTIAL 06100-00-00-03800 VACANT RESIDENTIAL LAND
14 STOKE, CHARLES B OR SUE S RURAL AREAS 06000-00-00-076DO VACANT RESIDENTIAL LAND
DETERT, JAMES R & NATALIE R
15 RURAL AREAS 06000 00-00 076D1 SINGLE FAMILY RESIDENTIAL
DETERT
16
KENDALL, DAVID B OR TETIANA V
RURAL AREAS
06000-00-00-070YO
SINGLE FAMILY RESIDENTIAL
TERRY, SHERWIN H JR OR
17
RURAL AREAS
06000 00-00 070X0
SINGLE FAMILY RESIDENTIAL
ELIZABETH M
18
ABIDIN, MARY LOUISE
RURAL AREAS
06000-00-00-070MO
SINGLE FAMILY RESIDENTIAL
COOPER, JAMES M OR V SHAMIM
19
RURAL AREAS
06000-00-00-070M1
SINGLE FAMILY RESIDENTIAL
SISSON
CRmG W. 7. Kamm
Lic. No. 0402048507
�$ 11-04-20 ,4
N
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0
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0
DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1 " = 200'
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SHEET NO.
C2.0
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o \ \ \ \ SD INLET W/GR/I TE \ ` \ 7 _
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U CRXCG W. J. ]KOT.ARSKI
Lie. No. 0402048507
ram_ 11-04-20 ,4
Lm
w
Q
DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1"=20'
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46423
SHEET NO.
C2.1
F
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TOP=560.76'
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INV OUT=552.14 15" RCP (SE)
Q CAAYGW. J. KO'T.ARSKI
Lie. No. 0402048507
ram- 11-04-20 ,4
w
Q
DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KC RSKI
SCALE
1"=20'
JOB NO.
46423
SHEET N0.
C2.2
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LEGEND:
REMOVE TREES
REMOVE ASPHALT
®
REMOVE CONCRETE
-----
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L
EROSION AND SEDIMENT CONTROL NARRATIVE:
PROJECT DESCRIPTION
THIS PROJECT INCLUDES BOTH THE DEMOLITION OF THE EXISTING DRIVER'S EDUCATION COURSE AND THE
CONSTRUCTION OF A COMMUNITY CENTER, SPORTS FIELDS, AND ASSOCIATED PARKING, UTILITIES &
LANDSCAPING. THE TOTAL LIMITS OF CLEARING AND GRADING FOR THE PROJECT ARE 5.08 ACRES.
ADJACENT PROPERTY
THE PROPERTY IS BOUNDED BY JACK JOUETT MIDDLE SCHOOL TO THE NORTH, A SPECIAL EDUCATION SCHOOL
AND WOODED PROPERTY TO THE SOUTH, AND VACANT WOODED PROPERTY TO THE EAST AND WEST.
EXISTING SITE CONDITIONS
THE EXISTING SITE IS A DRIVER'S EDUCATION TRAINING LOT.
OFF -SITE AREAS
NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE
PROJECT SHALL HAVE AN APPROVED E&SC PLAN.
CRITICAL EROSION AREAS
EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE SEDIMENTATION
CONTROL. ALL SLOPES STEEPER THAN 3:1 WILL BE STABILIZED WITH BLANKET MATTING.
EROSION AND SEDIMENT CONTROL MEASURES
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK.
THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY
A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION.
STORMWATER RUNOFF CONSIDERATIONS
UNDERGROUND PIPES WILL BE USED TO CONVEY STORMWATER ONSITE. ALL EROSION AND SEDIMENT CONTROL
MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE,
INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS.
STRUCTURAL PRACTICES:
1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE
PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE
MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD
TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS
WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS
PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT
FROM LEAVING THE SITE.
3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE
STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM
DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION.
4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA.
5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO
DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR
THE MAJORITY OF SEDIMENT TO SETTLE OUT.
5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS
STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN
SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED
CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF.
6. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE
AND AIR MOVEMENT.
VEGETATIVE PRACTICES:
1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND
STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE
STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION.
2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS
SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING
OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED.
3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER
BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY.
4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL
STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND
PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF.
MANAGEMENT STRATEGIES
1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY
FOLLOWING INSTALLATION.
2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING.
3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO
MINIMIZE PERIMETER CONTROLS.
4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER
REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW.
PERMANENT STABILIZATION
ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING
IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32,
PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES"
IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS
SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK (SEE LANDSCAPE PLANS FOR
ADDITIONAL INFORMATION) FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL
SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING.
SEQUENCE OF INSTALLATION
PHASE I
1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR,
OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY
DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK
OF NOTICE.
2. INSTALL SAFETY FENCE, CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER
MEASURES.
3. CLEAR AND GRADE SEDIMENT TRAPS.
4. INSTALL DIVERSION DIKES & INLET PROTECTION.
5. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN.
6. SEED ALL DENUDED AREAS PER VESCH STANDARDS.
PHASE II
1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT
CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL.
2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS
AFTER FINAL GRADE IS ACHIEVED.
3. ONCE THE CONTRIBUTING DRAINAGE AREA TO SEDIMENT TRAPS HAS BEEN PERMANENTLY STABILIZED AND
APPROVED BY THE ESC INSPECTOR, REMOVE SEDIMENT TRAPS. CONTRACTOR SHALL INSTALL SILT FENCE
ALONG THE TOE OF ALL DISTURBED SLOPES PRIOR TO THE REMOVAL OF SEDIMENT TRAPS AND ENSURE IT IS
IN GOOD CONDITION AT ALL TIMES.
4. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT,
SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR.
5. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS
ACHIEVED.
6. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL
MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR.
MINIMUM STANDARDS: ? Op
AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE
TECHNIQUES AND METHODS: CONTRACTOR SHALL PROVIDE ALL INFORMATION REQUIRED FOR CONSTRUCTION RECORD DRAWINGS:
FOLLOWING CRITERIA,
MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS J CRAIG7. KO'T�
AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE Lic.No. W.J.KOTARSKI
APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN 8507
DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE °� COUNTY OF ALBEMARLE®I I -0� -20
TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. Department of Community Development Cy
MS-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 TEMPORARYP Construction Record Drawings As -built for VSMP
PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS g
AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY The following is a list of information required on construction record drawings for
STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the s
ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. construction record drawing be prepared by someone other than the designer. Please do not N
MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT provide design drawings as construction record drawings. > E
SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL p g g g . a E
BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS A. A signed and dated professional seal of the preparing engineer or surveyor. LU 3
IMMEDIATELY AFTER INSTALLATION. B. The name and address of the firm and individual preparing the drawings on the title sheet. aQ U. o
MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE C. The constructed location of all items associated with each facility, and the inspection records to verify C L M
SERVED BY THE TRAP. proper dimensions, materials and installation. The items include, but are not limited to the following: a _j U w Z
A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. .J. o rn 0
AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. a FA a
ui
MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. 3. Updated Location with geo-coordinates of all facilities. z F v �2
SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. _j U) a
BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey 0 a = LL o
MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE of the and bottom. Surveys should verify and volumes are per design. Corrections may be required Ln = v z
P Y Y P P gn• YU
TEMPORARY OR PERMANENT CHANNEL FLUME OR SLOPE DRAIN STRUCTURE. _ > u 0
for alterations from the design. F ¢ N
MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE 6. Plants, location and type. 0 ° >
PROVIDED. m w
7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the v M
MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT
SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), 00OTHERWISE TREATED TO REMOVE SEDIMENT. inlet and outlet protection, alignment and invert elevations compared to design.
MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, 8. Computations: For significant deviations from design, provide sealed computations verifying that
ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE the as -built condition is equivalent or better than design.
INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical CC
MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE sections and linings. p
ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage
POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF must be within platted easements. Provide copies of recorded documents.
CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety �
NONERODIBLE COVER MATERIALS. provisions; fences, guardrail, including the type, length and applied end treatments, compared to
MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY design.
SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to w w
SHALL BE PROVIDED. ~
MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE material types and depths. Include inspection reports, boring or test pit reports and materials U o
certifications. Biofilter media must be an approved state mix.
WATERCOURSES SHALL BE MET. Z
MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 0
WATERCOURSE IS COMPLETED. 14. Compaction reports are required to verify fill compaction in dams. m DATE
MS 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning.
10/26/2020
ADDITION TO OTHER APPLICABLE CRITERIA: =0
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. } DRAWN BY
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 CRITICAL SLOPES NOTES: K. MELLON
SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT DESIGNED BY
FLOWING STREAMS OR OFF -SITE PROPERTY. 1. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH SURVEY RIBBON OR •
D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. • K. MELLON
EROSION AND PROMOTE STABILIZATION. 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH SURVEY RIBBON OR
E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. • CHECKED BY
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 3. CONTRACTOR IS TO NOTIFY ALBEMARLE COUNTY INSPECTOR AND PROVIDE OPPORTUNITY TO REVIEW •
MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. C. KOTARSKI
MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE 4. CONTRACTOR MUST MAINTAIN RIBBONS OR STAKES THAT DELINEATE CRITICAL SLOPES NOT TO BE • •
SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED DISTURBED FOR THE DURATION OF THE PROJECT. SCALE
THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR 5. PRE -CONSTRUCTION STAKEDTLAGGED LIMITS OF CRITICAL SLOPES TO BE DISTURBED NEED NOT BE • N/A
SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED MAINTAINED ONCE THESE SLOPES ARE DISTURBED.
ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL
DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. •
MS-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.
MS- 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 w
STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE
STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM (f%
STANDARDS. ,I-� J
V 1 ~
a
GENERAL EROSION AND SEDIMENT CONTROL NOTES: Q
w
ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION W C)
AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE
LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA 06
REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 0
Ln
ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND w W
EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. O
ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, z
GRADING, OR LAND DISTURBANCE.
0 J
ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. } p
1 ~
Z
ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS C) z
(INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY U
EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT D w O
CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. J ct�
U v
ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND <
SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) m
V) J 2:
ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING Q w
LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. 7
Z
H
ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ^ Q
Lij
ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. 0 U)
MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL
DEVICES IMMEDIATELY. 0 Z
016
SOILS INFORMATION: O
H
2C - ALBEMARLE FINE SANDY LOAM, 7 TO 15 PERCENT SLOPES; 35 TO 60 INCHES TO PARALITHIC BEDROCK; 40 TO 60 INCHES (n
TO LITHIC BEDROCK; WELL DRAINED; HYDROLOGIC SOIL GROUP: C.
21 D - CULPEPER FINE SANDY LOAM, 15 TO 25 PERCENT SLOPES; 40 TO 79 INCHES TO PARALITHIC BEDROCK; 40 TO 79 O IY
INCHES TO LITHIC BEDROCK; WELL DRAINED; HYDROLOGIC SOIL GROUP B. w
39D - HAZEL LOAM, 15 TO 25 PERCENT SLOPES; 20 TO 40 INCHES TO LITHIC BEDROCK; EXCESSIVELY DRAINED; HYDROLOGIC
SOIL GROUP B.
40E - HAZEL VERY STONY LOAM, 24 TO 45 PERCENT SLOPES; 20 TO 40 INCHES TO LITHIC BEDROCK; EXCESSIVELY DRAINED;
HYDROLOGIC SOIL GROUP B.
48D - LOUISBURG VERY STONY SANDY LOAM, 15 TO 25 PERCENT SLOPES; MORE THAN 80 INCHES TO RESTRICTIVE FEATURE;
WELL DRAINED, HYDROLOGIC SOIL GROUP A. JOB NO.
88 - UDORTHENTS, LOAMY; MORE THAN 80 INCHES TO RESTRICTIVE FEATURE 46423
SHEET NO.
C3.0
L
TABLE3.31-B
W ti,
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
5 `H (yr
"QUICK REFERENCE FOR ALL REGIONS"
Lid
�7
PLANTING DATES SPECIES RATE (LBS./ACRE)
"
0
C) CRAIGW. T. KO'TARSK1
SEPT. 1 - FEB. 15 50/50 MIX OF
Lic. No. 0402048507
ANNUAL RYEGRASS
(LOLIUM MULTI-FLORUM)
TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION
as1 11-04-20
& 50-100
SHALLOW BLANKET)®
�k
�Y
CEREAL (WINTER) RYE
SLOPE
(SECALE CEREALE)
ON SHALLOW SLOPES, STRIPS NETTING
,
PROTECTIVE COVERINGS MAY BE APPLIED
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
ACROSS THE SLOPE.
(LOLIUM MULTI-FLORUM)
WHERE THERE IS A BERM AT THE BERM
o 0
MAY 1 - AUG. 31 GERMAN MILLET 50
PS ITALICA) 3.31
TOP OF THE SLOPE, BRING THE
MATERIAL OVER THE BERM AND
N N
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(SETARIA
STEEP ANCHOR IT BEHIND THE BERM.
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SLOPE ON STEEP SLOPES, APPLY PROTECTIVE
E
w v 3
TEMPORARY SEEDING PLANT MATERIALS
COVERING PARALLEL TO THE DIRECTION
I.-
.VI ° 3
No Scale
OF FLOW AND ANCHOR SECURELY.
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BRING MATERIAL DOWN TO
m
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d �W i5 sM
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TABLE 3.32-D
A LEVEL AREA BEFORE
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N
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SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
TERMINATING THE
INSTALLATION. TURN THE :1211
v
V FA w h
z F
TOTAL LBS. PER ACRE
DITCH FLOW END UNDER 4" AND STAPLE
3 OJ m ¢
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MINIMUM CARE LAWN
AT 12" INTERVALS.
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COMMERCIAL OR RESIDENTIAL 175-200 LBS.
IN DITCHES, APPLY PROTECTIVE COVERING
= v >
00
KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100%
PARALLEL TO THE DIRECTION OF FLOW.
F
IMPROVED PERENNIAL RYEGRASS 0-5%
USE CHECK SLOTS AS REQUIRED. AVOID
g N
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KENTUCKY BLUEGRASS 0 5°/u
JOINING MATERIAL IN THE CENTER OF THE
m M
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GENERAL SLOPE (3:1 OR LESS)
DITCH IF AT ALL POSSIBLE.
00
KENTUCKY 31 FESCUE 128 LBS.
RED TOP GRASS 2 LBS.
vi
SEASONAL NURSE CROP * 20 LBS.
150 LBS.
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:11
BM 3.36-1
CC
O
SEE SLOPE STABILIZATION SEED MIX
0
SOIL STABILIZATION BLANKET (TREATMENT-1)
No Scale
H
w
w
w
~¢
" USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES
=
AS STATED BELOW:
¢
C�
1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO
FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE
z0
pqR
TRENCH UPSLOPE ALONG THE LINE OF THE POSTS.
MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET
POSTS. r.
AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE
GRAVEL CURB INLET SEDIMENT FILTER
>
�� qX
NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE
1012612020
SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF
0
}
DRAWN BY
FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL
i E=111111
_ I- r
OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU
K. MELLON
//
FLOW I- I_II-IIII II
OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED
DESIGNED BY
III
Iliilll
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE
'-
•
=11=IIII 11-111
-- -- 4" - -
ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER
SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES.
�� /\
•
K. MELLON
���
•
CHECKED BY
TS 3.32
/
:
C. KOTARSKI
3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE
•
SCALE
THE
HWIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL.
TTRENCH.
12"
GRAVEL FILTER
PERMANENT SEEDING MIX FOR PIEDMONT AREA
RUNOFF WATER WIRE MESH
•
NIA
No Scale
FILTERED WATER
•
III—IIIII' FLOW
'
III III—III='ad'y..
_:ITI _T
IT
r d
„ —III
— — �ITIIIJIi.
COMPACTED SOIL CWD TO HAVE VDOT
_
SEDIMENT 1 u ': :'b,.°:
STANDARD EC-2
CONCRETE --
' MATTING ON UPHILL
I
GUTTER CURB INLET
12
w
N
18" MIN. I I I I SIDE
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
FILTER FABRIC
' ! FLOW
IIIII IlJ) IIJ�I II�J
' GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.
J
WIRE-1
SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
0
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—_III—III �'
CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO
-III IIII—III I —III —III-
- -III-
4.5' MIN.
CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND
UNPROTECTED AREAS.
UJI
0
III iI
SF 3.05-1
DD CWD 3.09-1
P 3.07- 6
06
SILT FENCE (WITH WIRE SUPPORT)
TEMPORARY DIVERSION DIKE
Male
STORMWATER INLET PROTECTION
w
No Scale
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No Scale
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Q
ERNST CONSERVATION SEEDS
Q
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RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132
SILT FENCE DROP INLET PROTECTION
DROP WITH
}
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2 X 4" WOOD INLET
�
❑00■ �■n
FRAME GRATE
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❑❑❑• 7111111 •■•
BOTANICAL NAME COMMON NAME
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PRICE/LB
1 5 FRAME
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30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90
MAX. — c 5
U <
U
20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85
� 3'
m
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FASTBALL RGL' 'FASTBALL RGL'
r��� MIN. GATHER
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W
(TURF TYPE)
^` EXCESS
:
20.00% PHLEUMPRATENSE, TIMOTHY,'CLIMAX' 1.20
AT
U CORNERS
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PERSPECTIVE VIEW
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0
CLIMAX'
PERSPECTIVE VIEWS
V
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4_ �s
12.00% TRIFOLIUM HYBR/DUM ALSIKE CLOVER 3.25
10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00
0Z
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ALBANY PINE BUSH - ALBANY PINE BUSH -
NYECOTYPE NY ECOTYPE
STAKE
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FABRIC S� I
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8.00% AGROSTISALBA REDTOP 8.00
100% MIX PRICE/LB BULK:
MIN.
II — ;
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$3.61
0
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W RE
SEEDING RATE: 40-60 LB PER ACRE
DETAIL A
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FABRIC
LINEPOST
CONVENTIONAL I['I I!'',''I � GROUND LINE
WOODLAND OPENINGS
ELEVATION OF STAKE AND FABRIC ORIENTATION
� IQ
fi METAL(T)OR `` Mnx.
THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR
MAX. (U)POST$ BRACINC,�CONCRETE FOOTING 'MIN.
WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX
PERSPECTIVE VIEW PERSPECTIVE VIEW
FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION APPLICABLE WHERE THE INLET
PLASTIC FENCE METAL FENCE
ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE
DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE
FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF
THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE
—
THE MIX WILL NOT.
TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING
CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS.
JOB NO.
SF 3.10
IP 3.07-1
46423
SAFETY FENCE
SLOPE STABILIZATION SEED MIX
STORM DRAIN INLET PROTECTION
SHEET NO.
C3.1
No Scale
No Scale
No Scale
L
EXISTING GROUND
70' MIN.
.TER / o mlv. Af
OTH J
SIDE ELEVATION
B
12' MIN.
STONE CONSTRUCTION ENTRANCE
No Scale
51 EXISTING
PAVEMENT
MOUNTABLE BERM
(OPTIONAL)
10 EXISTING
AIN PAVEMENT
STONE �70' MIN.
CONSTRUCTION
ACCESS 3" SM-COURSE 2A ASPHALT TOP
� t F. XIS'IAc
EWE. az-
6" Mile. 21A AGCRLGAI_ BASE
PROFILE
70'
VN.
STONE
ASPHALT PAVED
ACCESS
ACCESS
A
�
WASNRAOK
EXISTING r
27
2%
! PAVPVFNT-J
1
2%
12' MAN.-
+
1
r
EMUS EX rEND FUC 'NIDTH
fiRAWAGr
R/
TO
TO SEDIMENT
OF INGRESS AND EGRESS
t
TRA-PING DE'VICIF
OPERATION
PLAN
VE DRA.NAU6
�PU-lI
TO SECIVENT
27
[RAPPING 0-
FILTER a_: -I I
SECTION A -A
A ulfirfimun water tap of 1 finch must be inane( with a ❑ infiman 1 filch ballcock
shutoffvalve wppl}ing a wash hose with a diameter of 1.; inches for adequate
constant presstue. Wash water nrust be Carried away frour the entrance to an
approved settlfils area to remove sedfiuent. All sedfinent Shall be prevented from
enteruia stone (trails, ditches or watercourses.
PAVED WASH RACK
NO SCA-E
PAVED CONSTRUCTION ENTRANCE
No Scale
ST1
FLOW
�ls % LOW
��r 'r
Excavated Drop Inlet Sediment
drainage area (acres) (<3)
trap volumes:
elevation (ft)
area (so
volume(cy)
548
1495
549
1827
61.5
550
2184
74.3
Storage:
storage required (cy) (134*DA)
bottom of excavation (ft)
top of inlet elevation
storage provided (cy)
slope of wet storage sides
134.0
548.0
549.5
135.8
EXCAVATED DROP INLET SEDIMENT TRAP
SEDIMENT -LADEN RUNOFF
r- AS
STORM WATER WITH
LARGER PARTICLES
EXCAVATED DROP INLET SEDIMENT TRAP #1
No Scale
DEPTH BELOW TOP OF
INLET MIN. 1'- MAX. 2'
LARGER
PARTICLES
SETTLE OUT
Sediment Trap design
drainage area (acres) (<3)
12
"R
trap volumes:
aPocwa CREST OF STONE WEIR
uVHABE'
elevation (ft) area (so
volume(cy)
cRouNo
533 481
aN.
°
534 666
21.2
DRY STORAGE
N awa i
535 876
28.6
a
536 fill
36.8
537 1371
46.0
WE STORAGE
538 1657
56.1
(IXOAYLTED)
rLTER CLOTH GRIGINAL
188.6
c �O
•SEE PUTE 3.13-1
COARSE AGGREGATE- CLASS I RIPRAP
wet storage:
wet storage required (cy) (67*DA)
80.4
bottom of stone weir (ft)
535.0
wet storage provided at this elevation (cy)
86.6
"coarse aggregate shall be VDOT #3, #357 of #5
slope of wet storage sides
2:1
weir length (ft) (6xDA)
7.2
dry storage:
bottom of trap elevation (ft)
533
dry storage required (cy) (67*DA)
80.4
bottom trap dimensions:
22 x 22
crest of stone weir
538.0
top of dam elevation (ft)
539
dry storage provided at this elevation (cy)
102.0
top width of dam (ft)
5
slope of dry storage sides
2:1
top trap dimensions
46 x 46
E2
SEDIMENT TRAP #2
No Scale
Sediment Trap design
drainage area (acres) (<3)
trap volumes:
elevation (ft)
534
535
536
537
538
1.55
area (so
volume(cy)
1121
1400
46.7
1704
57.5
2033
69.2
2388
81.9
wet storage:
wet storage required (cy) (67*DA)
bottom of stone weir (ft)
wet storage provided at this elevation (cy)
slope of wet storage sides 2:1
dry storage:
dry storage required (cy) (67*DA)
crest of stone weir
dry storage provided at this elevation (cy)
slope of dry storage sides 2:1
255.2
103.9
536.0
d•GWL
cRauxD
[LN.
•9EE PurE a13-1
1 vmR
CREST OF STONE WEIR uaAwt' I
DRY STORAGE
WET STORAGE
(E;=NIUED)
�N vu+v.eL[
r wx. 1 )
1 FLTER CLOTH OILGINAL
RI
Etiv
COUKE AGGREGATE" CUSS I RPRAP
104.2 coarse aggregate shall be VDOT #3, #357 of #5
weir length (ft) (6xDA)
9.3
bottom of trap elevation (ft)
534
103.9 bottom trap dimensions:
46X23
538.0 top of dam elevation (ft)
539
151.1 top width of dam (ft)
4
top trap dimensions
66X48
ST3 3.13
SEDIMENT TRAP #3
No Scale
CRmGw. 7. KOTARsm
Lic. No. 0402048507
�$ 11-04-20 ,4
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DRAWN BY
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DESIGNED BY
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CHECKED BY
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LIMITS OF CLEARING AND GRADING
DRAINAGE DIVIDE \
�\ CRAIG W. J. KO'IARSKI
SOIL AREA DIVIDE \ Lie. No. 0402048507
\ \\ 11-04-20<�
SAF SAF SAFETY FENCE 3.01
CE CONSTRUCTION ENTRANCE 3.02 \ \
\ 1\
SF iE 3E SILT FENCE 3.05 I �� o E
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SF X SUPER SILT FENCE 3.05
IP ® INLET PROTECTION 3.07 — _ — " \ \ 3230 ' - - - - 1-LL
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* "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER / I / / ®� / / / DD ' _ A31, \ \ \ \s s \ \ \ \ SF TI I 1 O
A.D. � �� �I
1 LEVEL BRICK
SCHOOL FACILITY / ® / s1 /, DD
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- 554 \ //i 2q /, / I r 1012612020
\ \\ \ III \-' !\ `1\ \ \� 1 // /� ; / r /// DRAWN BY
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se a / ; .�_ _ - ' / / '' l s \ //iI SF / / / / •
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W /' \\Q i' /�����f�i � \ �_�� / DID
\ \ \ I l 11 \ \ - _ _ 6 5 - _ -_ \ \ // / / • C. KOTARSKI
X
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5 � � / � _ _ � � p _ /' ' l • SCALE
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\ _ - _ "�' �'i' ii i�'�� G lk- 6� ��'�%iii /� �i i I I I I I _ /////////// 1 / U' •
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/ _� / / g' / / / \ \ \ \ -- �I 111I 111III II CL
\ \ \ EXCAVATED DROP INLET SEDIMENT TRAP / / / ? \ \ \ \ %
(SEE SHEET C3.1 FOR DETAIL SF \ \ \ \ \ \ \ 536- - - -; \ \ \I \\ i Ill Illl 1 II ll �' rl
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III IIII III ( / _ \ \ I 1.00 ACRE DRAINAGE AREA \ - / /
\ ^ \\( �' DC// / / / l \ \`s�Q
\ -1 TOTAL STORAGE REQUIRED: 134.0 CY , r \ / \Lu
\ \ I I I I \ - TOTAL STORAGE PROVIDED: 135.8 CY / / / / ' / / " / _ / i \ \ \ \ \ \ \ \ \ sw - \
\ I I ,[ / SF / EDIMENT T \
\ \ \ \ III / \ I BOTTOM ELEV. = 548.0 - ' ' / / / / / \ / i ' / / '// - - / / \ \ \ \ \ a, \ _ - - \ \ \ \ /
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46423
0 40'
SHEET NO.
11
> I 1 l /
C3.3
L
EROSION CONTROL LEGEND
LIMITS OF CLEARING AND GRADING
DRAINAGE DIVIDE
SOIL AREA DIVIDE
SAF
SAF
SAFETY FENCE
3.01
CE
CONSTRUCTION ENTRANCE
3.02
SF
SILT FENCE
3.05
3E 3E
SF
X
SUPER SILT FENCE
3.05
IP
®
INLET PROTECTION
3.07
DD
—N
DIVERSION DIKE
3.09
ST
SEDIMENT TRAP
3.13
TS
TEMPORARY SEEDING
3.31
PS
PERMANENT SEEDING
3.32
MU
MULCHING
3.35
TP
TP —
TREE PROTECTION
3.38
DC
DUST CONTROL
339
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DRAWN BY
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DESIGNED BY
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CHECKED BY
C. KOTARSKI
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SHEETS C4.1 & C5.0
255' FROM PROPOSED
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IVY CREEK SCHOOL
MAIN BUILDING X A A
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Q CRli(GW. J. KOT., IRSKI
Lic. No. 0402048507
L�- 11-04-20 ,<
55FROM PROPOSED -
n I I ENTRANCE TO LAMBS LANE �I-4
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CHILLER ON
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\ I V G UGT� 3' (W) METAL DOORS (2)
LEGEND:
0 CONCRETE SIDEWALK
HEAVY DUTY CONCRETE
HEAVY DUTY ASPHALT
LIGHT DUTY ASPHALT
MILL AND OVERLAY
�t.p,LTII OF
U CILAYG W. 7. Kamm
Lie. No. 0402048507
:V 1-04-20 ,4
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\ VAULT 00 \ GREASE ?� oN v o-
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PLAYGROU VA 1
I \ WI OWN CURS S. / 1 DESIGNED BY
1- GRASS SEATING 9' (TYP) G�
D \ I AREA FOR FIELD \ \ I 11 • K. MELLON
001 11
MHS \ c'/ -� —FII— — —FM-► • CHECKED BY
j 126' A TOP=562 6 ' G&G C. KOTARSKI
to INV IN
D INV T=, 82' 8" P(SE)VC T/ • •
SCALE
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46423
0 0' 40 Q e CON ETE DRAINAGE
\ yAJ FLU SHEET NO.
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MAX HEIGHT: t5.5'
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SCALE 1 "=20'
0 20' 40'
EI�ANCE TO BE CLOSED,
CTO BE EXTENDED ACROSS
CONTRACTOR TO COORDINATE
PROJECT AS NEEDED.
CRmG W. 7. Kamm
Lic. No. 0402048507
�$ 11-04-20 ,4
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1012612020
\ \ \ O DRAWN BY
\ \ \ K. MELLON
\ DESIGNED BY
C."
LCT\ \ \ \ \ •• K. MELLON
\�\w • CHECKED BY
_ • C. KOTARSKI
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WITH GATE / /
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0 CONCRETE SIDEWALK
O
HEAVY DUTY CONCRETE
HEAVY DUTY ASPHALT
LIGHT DUTY ASPHALT
MILL AND OVERLAY JOB NO.
46423
SHEET NO.
ATE: A KNOX BOX WILL BE REQUIRED FOR THE BUILDING. C4.2
L
NOTES:
\ \ \ BIRDHOUSE
\ \ \ \ 1. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH ti
CDC BASE
\,� S�9 ep SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES.
\ \ \ \ \ I I I I I \ 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH 7� !i 1.
I I \ \ \ is
SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. JQ / TC
3. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR AND PROVIDE III\\\
\ \ \ \ \ \ I I I I I I 1 \ \ \ \ 1 I I/ I / / ' Q / 1 ,410
OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. C, CRAyGW. J. KO'TARSKI
GP 4. CONTRACTOR MUST MAINTAIN SURVEY RIBBON/STAKES THAT DELINEATE Lic.No. 0402048507
\ \ \ \ CRITIC I / u / G CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. I I -04-20
SL\OPES (TYPJ) \< _ - / CHAINLINK 5. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE �'®
\ EP ONC. e E \ FENCE 3' W METAL DOOR DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED.
PAIRED ENTR. \ \ / I O ( ) <S'
(1'D/) /� \I 4' H+
\ U TRANSITION
10'X 18,
\ \ \ \ I I \ G / FAMME SHED CHILLER ON
/G ` \ \ \ I '
\ \\ /\\ �\w— \_ \G I 4.25'X3.15'PAD of
y/\ o
3' (W) METAL DOORS (2) E Lu
CO/l✓c. V w 3
N. s 9c o B / U. o
\ TOP-562.78 Tj Ty o_ _ _
\ \ \ \ \ FIBER\ N.
\ \erl'srp \ \ \ \ \ \ BOT=555. 1$' '�S , / o rn
/ / \ V\4ULT \ I \ \ \ a�ON
'\ GREASE �P@ C7w �M
�NLE)�I//,GR/�7� ' / v � v ` \ � � \ v TRAP (2)
/ / l / \ \ / " \ \ \ AL T STRI \ \
/ / ` �J� - - \ ROCK \ \ ` \ TOP=562.85' / 'n
r/TOP-5 2? / /
�/ INV4N=,54A60/,13�f'/Pt C E� / \ �\� \ \ \ \ `\ \ \ ARMOUR \\ \ \ \ \ \ \ \ \ \G
IMV l,Y%lfie54 �/ of / {S�) \ (G / - - - ` ` \ \ \ \ \ ` \ BOT=555.53' o a ' v
"' ` \ \ / 3' (W) DBL / o m
\ METAL DOOR / m
-557 / V ULT \ \ \ \ \\ \ W/CANOPY (2) a�
co
/ / / \ ` \ ` I _ - CONC. \ 6'- 8 "(W) WALL
\ IN \ \ \ \ \ \L'DRe"ACLE
\ \ \ \ r�TPOP=5 00.76'
'm / \ \ s 402 ` / /2 U INV IN=559.0T „TC (vi
/ / \ C NC_ ac
INV 1N=558. ' 6" TC (NW)
\ ' / \ ` / \ f \ \ \ w I lNV 1N=557 6' 12")OCP (NW) O
' / \ \ \ ` LLI /NV OUT 56.71' S"RCP SE _
XI LU jP
LU /
FIBER FFE=563.24' >
BASKETBALL 3'(W) DOUBLE
COURT U
O Q
JPw KG
I II ii40
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I 1 552 \\
\ \\ I I +I I I / / // / / I \ 1 I 1 \ / \\ �\ \ Qn I I (0 rll •
M 1 1 11 / I #F- ALA E _ \ I I I \ \ - -�-� 1-+1— —
\ to ' \ \ I f r \ 36" ACC€SS RISER WITH � \ \ \I ` \ \ TOP 552 67 c/ fHs
G&G / - II II — FM � •
I \ \ r \ \ I \\ 0 LIC \I VDOT MH<1 TOP (TYP. \ \ \ \ \ ( ) •
\ \ m �\I \ I � \ \ \ V lN- 93' 8"PVC SEA
1 t \ PoAINAGE I / I \ \ \ / / \ \ \ INV T= 82'8"PVC/2 / III • •
EASEMENT I \ 5� LF OF 84" CMI� I \ o
UNDERGROUND/DETENTIOI+jI \\ \ \ u \/n = W— IIIII •
\ s --_ •
\ \ \ MH I \\ \\ f II r ✓r // r 551 15' I \\ \ \ \ \ ~ \ \ \ @\ ALERT —
TOP=547.6W_IIII —
_� 20 STORMWATER FACILItY I _ / \
— I _ — `\ 4I /� I \
IN V TS INACCESSABLE 1 -\ I \ \ \ \EASEMENT __P
IL CHAMBER=544.52 \ \ \ \ \ \ \ I I / i / \ \ \ \ \ Q o ' - - _ - - - - •
218
CL
II\\I \ 559 110 --�
558 r '
till-
557
`\ r� SD CURB INLETS / /// \\� \\ \\ \ \ \\ \ J \ \ `\ \ \ - - - - ' _ - - - - - - — — — — T 555-
--- \TOP=535.55
-- INV 1N=531.57 15" RCP -(NW) \ G /
INV 1N=531.63 15" RCP (NN'E)-
INV IN=52753 15"RCP(S)
INV OUT=5271724"RCP(SE)
SD INLET W/GRATE / \ \ \ \ \ \ ` \ \ \ \ \ ` 1 + \r
TOP=532.06 >< I \ \-
TOP=532.99
INV OUT=529.09 15" RCP (N)
06
N.
N.
SZ7 CURB7NL�T
\TOP;F�53235-
2 JN1KIN Y�26._49 2z1' R P N _ — \ _ 5 - - _ / - - - 118
116/
0 _ / 549 54'1/yA6
\ \ \\ \ � I
549
-548
547 -- \\./ / / TIEREDRrFiAININGWALLS
-5d6 � / \ -/ //MAXHEIGHT:ti.'
545
644
-542
S-t ES-(TVP)
-541
SC LE1"=20' \`\ ` /// \\\\ 3 \\\\ ` —540'
0 0' 40 \ \ \ / \ \ F'9cFS 9R�/' - - _ \ ` \ ` \ \ \ \ - - - 539 - - - / ' / / / / // / , / / / / / �. _ \ I CO &�E RA,/NAGE-
FL
N.
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DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1"=20'
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JOB NO.
46423
SHEET NO.
C5.0
0
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SD INLET W/GRATE-
- - uJ b+e TOP=560.16
�WV 1N=555.09 6" PVC^W)
I Z' INV lN_=552?Z4.46-6" RT/C (NW)
3P / / INV OUT=552.14 15" RCP (SE)
/ \ FM
/ ll —___ \
/G EX FORCE
I MAIN \1 ® 1 \ — �FM� LAMB$ LANE CRITICAL
1 / — 98$ W �W �\ \ \ SLOPES TYP.
/ (APPROX) — — — —S6i II \ \ \ \ / \ ( )
/ \ / \ �FM �\ \ \\
/III — — \\ � � 04 1 � w__ — 6 \\
_ T \
-► \ o� % °UG
/ /—FMB I FM _ ' FM'� W— / UGT�
G&G It \ \ SO CURB INLET /
It \ 7OP=560.73
I - _ INV IN=551.� 9&`RLP (NW) 205 / S
II \ \ /\7\
II -
_ INWOUr=551.6015"RCP / \ J \ \ A_ \�\ \
II ---------, 203
s8
— w- - --- II11 ----- <\ \ \
I I _ UGT— \� \ MATCH EXISTING GRADES.
' Q 560 _y - ' 202 S9 \ \'dQORDINATE WITH SIDEWALK
PROJECT AS NEEDED.
5
6jLF O96,AMR
217 F 60RCROUN6
'7 DETENTION 215 207 \
\\\\
\ \
\ \
110 #EIRPLATE — ss' — 9 J J c _ J \ . _ _ _ / — �J a 560 \ \ \ \ \
\ — ` MAIN LEVEL FFE: 561.00'
36" ACCESS RISER WITH
T J\^ `5 VDOTMH-1 TOP(TYP_)—
e.
10
'
\. STORMWATER FACILITY
EASEMENT 216
_ _ _ _ _ • . — — — — — — \ / / / ' 557
-- -- - ROOF-DRAIN_(TYP.)
557__---' _
j SAN LOWER LEVEL EFE:
\ - _ \ .[MAIN LEVEL-FFE`561
-556
-I -- -- ,\_.. �. ,- I I I I ��\ \ , Y / \ J \ \ `\ \ 11I 559//669
000,
J 560.
_— -G. ' / ✓— _ — _— � 4>_ {µ J` _ r — — — � i +J _T`'—,T ,=� \J -�L _ _ _ _ Ma.. j�..l`_ _ \ \ / I 1 1 � \ } ,�`. � � I T / l'' S6, / \ \\//�
/ _ / 104 S .. - - -i- -• -- 36 �I \\ ,, 2
538- - - - - - �ROOF-DRAIN (TYP.) 2 12 •\ I I I / / / 1 II II j / % // /-s�2,' � / \ ��\
537
/ •\` c`�s rn \ \ J "JI I I �\ I 562 / \ / / J:
-535— -- / / / //��/\531
28
533_
3 213
\\--.-' ' / // /'/ //�526 527��
\ l CO ` E R1NAGE
- - .532
/ / ' / / / / , / / / l \ \ / , / 124 '
/530 y
I _ / .5� / ' / / / / _ I I I ( I 1\ \ \ \ \ \ J -✓i i / i i - ,-f �' _ - _ 6`t% 1 / / - - - '.rao / / /
23.0�yTFALL-
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-52
/ \ / l
TIERED RETA] NING,�IIALLS\ / / l / / // / / RETAININGWAL x /
\ \ / WITH -HANDRAIL
_5� \ I l \ \ \ MAX HEIGHT: t5WITH-HANDRAIL \ ' / /i/ // //// �// / /MASC HEIGHT: t5.5'
Q(./FFER I 1 \ cn \ \ I ` \ \ / / / //
101// / / i/"oe
ROC
,-\ / i// i
fin*1/, CRITICAL / / /I //�-G 2/0'PUBLIC D\RAI/AGE EASEMENT N SLOPES(TY') / 11/5
519/-// -
'
/
20
Nv
\ \ \ \ \ \ --_ \ q/ / NOTES:
/ TRAI \ ll/l l ll 11 l l / OO 1. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH
- - 516 /
\ SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES.
��,., \ �. \ \ / / / / / /// // - / / /
0.5' HV4��IA.RIP N \ \ \ \ \ \ - _ _ / / 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH
I 1 A - A 1 1 /
/ / v LASS AI v 3 v v v v v - _ _ v A / I I l / l Il l l l ll / / / ® SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES.
<� \ \ \ \ \ \ ll 1 / l/l / / l
TH 1 = 7. \ \ ` \ \ / / / GQ 3. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR AND PROVIDE
/ V=510:08
/ \ 100 \(VIDE 2 - 1T \ \ \ \ \ \ \ \ \ I �/ l / / OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE.
L( NGT = 14' \ \ \ \ \ \ \ \ \ \ \ 11 1 / 11 I Il l I 1 / I I / /l // l/ / ! l�
/ \ \ I 'w \ \ \ \ \ \ \ I �l 11 I � I l l / G / 4. CONTRACTOR MUST MAINTAIN SURVEY RIBBON/STAKES THAT DELINEATE
\ \ \ I 1 I 1 I I /I 111 / I / // / l/ U
\ DEPTH = 1 \ \ \ � \ \ \ \ I 1 � 1 I � CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT.
*OUTLET PRO CT,ION IS OVERDE�IGNED TO
/ \ _ _ \ \ \ \\ \ \ \ J l/ 7 5. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE
30",RCP 513- _ \ \ OUNT FOR 10- R DESIGN ST�RM. \ \ ` \ \ \ \ II 'I 11 // / / / ' DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED.
_ \ \ II 11 1 1 11 II I III,
SU CUHL; INLt
TOP=560.76'
INV 1N=559.07' " TC (NI
INV 1N=558. ' 6" TC (NW) U
INV 1N=557 6' 12",WCP (NW) C)
INV OUT 56.71 45" RCP (SE) w /
LLI
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/ FFE=563.24' I LLJ /
\ 3' (W) DOUBLE
METAL DOOR
\ SOINL��\�/GR4TyE�
I I j 7NV OLI i =555 12' CP (SE)
ob
3
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SCALE VI
0 20' 40'
C
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CRmG W. 7. Kamm
Lic. No. 0402048507
�$ 11-04-20 ,4
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DATE
1012612020
DRAWN BY
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DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1"=20'
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\ \ \ \ \ \ \ \ \ \ \ I I /
%SIP
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\I,IIIIII
INLET
DRAINAGE
AREA (AC)
C
EX 1
1.25
0.80
EX 2
0.68
0.70
EX 3
0.37
0.75
104
0.16
0.69
106
0.06
0.35
114
0.10
0.46
116
0.07
0.35
118
0.16
0.35
120
0.12
0.90
126
0.09
0.41
202
0.51
0.84
206
0.33
0.77
208
0.27
0.88
210
0.03
0.53
212
0.19
0.37
214
0.29
0.90
216
0.02
0.35
402
0.30
0.74
404
0.18
0.81
502
0.55
0.40
504
0.58
0.43
BLDG 1
0.44
0.90
BLDG 21
0.32
0.90
Fes'
\ \ \ \
41
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\\ \� \ \ I \ \ 1 \ s�W \ \ \
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-- \>\ Z�< \\
202
\ 1 \ \ \ \ \ \ \ 126 \ \ - I - _ r \ ✓ ` ' \i / , ,1 \1 \ J/ ` �\ \ \ _
10
16 Jill, I
- 1
IVY CREEK SCHOOL `f �c� `\ ` \ \� �_\ - / / / / 104 - _ ' - \ BLDG
MAIN BUILDING \ \
124
It
4f
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\ I I \ \ \ \ \ \ \ \ \ \\ \ \ \ \ \ I I I I I \ \ I / / / / / / , / / / IIi l,l' I SCALE V=40'
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CRAG W. 7. Kamm
Lie. No. 0402048507
�$ 11-04-20 ,4
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0
DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1"=40'
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JOB NO.
46423
SHEET N0.
C6.0
L
DEQVirginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0
BMP Design Specifications List: 2013 Draft Stds & Specs
Site Summary
Project Title: Boys & Girls Club Drivers Ed
Date: 44130 Total Rainfall (In): 43
Total Disturbed Acreage: 5.08
Site Land Cover Summary
Pre-ReDevelopment Land Cover (acres)
Update Summary Sheet
Print Preview Print
A soils
B Soils
C Soils
D Soils
Totals
% of Total
Forest/Open (acres)
0.51
0.00
0.00
0.39
0.90
18
Managed Turf (acres)
1.03
0.97
0.00
0.21
2.21
44
Impervious Cover (acres)
0.91
0.84
0.00
0.22
1.97
39
5.08
100
Post-ReDevelopment Land Cover (acres)
A soils
B Soils
C Soils
D Soils
Totals
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
1.07
1.28
0.00
0.19
2.54
50
Impervious Cover (acres)
1.38
0.53
0.00
0.63
2.54
50
5.08
100
Site Tv and Land Cover Nutrient Loads
Final Post -Development
Post-
Post-
Adjusted Pre-
(Post-ReDevelopment
ReDevelopment
Development
ReDevelopment
&Newlmpervious)
(Newlmpervious)
Site Rv
0.57
0.52
0.95
0.52
Treatment Volume (ft')
10,444
8,478
1,966
8,459
TP Load (lb/yr)
6.56
5.33
1.24
5.31
Total TP Load Reduction Required (lb/yr) 2.08 1.07 1.00
Final Post -Development Load
(Post-ReDevelopment & New Impervious)
Pre-
ReDevelopment
TN Load (lb/yr)
46.94
37.56
STRM Pipe Calcs
STORM SEWER DESIGN COMPUTATIONS
STORM FREQUENCY 10
PROJECT:
LOCATION:
COUNTY:
Boys and Girls Club
Albemarle
Pre-
Final Post -Development
Post-ReDevelopment TP
ReDevelopment
TP Load per acre
TP Load per acre
Load per acre
(lb/acre/yr)
(lb/acre/yr)
(Ib/acre/yr)
1.18
1.29
1.18
Designed by: JRD
Checked by:
UNITS ENGLISH
PIPE
NO
FROMPOINT
TO POINT
DRAIN.
AREA
"A"
Acre
(3)
RUNOFF
COEFF.
'C"
(4)
CA
TOTAL
INLET
TMIE
Mmmes
(7)
RAIN
FALL
In/Hr
(8)
RUNOFF
Q
CFS
(9)
INVERT ELEVATIONS
LENGTH
of Pipe
R.
(12)
SLOPE
RJR.
(13)
SIZE
(Dia. Or
Span/El
In.
(14)
SHAPE
Capecdy
CFS
(15)
Friction
Slope
Ft./Ft.
VEL
Vn
Ft/Sec
(16)
FLOW
TIME
Min.
(17)
REMARKS
(19)
71NCRE�ACCUM-ADDTL
CA
UPPER
END
(10)
LOWER
END
H1)
REFERENCE
(1)
STA.
REFERENCE
(2)
STA.
66
112
110
0.000
0.000
0.000
4.635
4.635
6.000
6.230
28.877
550.000
548.368
54.392
0.030
24.000
Circular
42.443
0.014
14.560
0.062
Outfall from STRMA
109
110
108
0.000
0.000
0.000
4.635
0.000
6.062
6.212
28.792
547.752
545.207
25.449
0.100
24.000
Circular
77.490
0.014
22.890
0.019
107
108
106
0.000
1 0.000
0.000
4.635
0.000
6.081
6.206
28.767
541.344
538374
23.704
0.100
24.000
Circular
77.490
0.014
22.8941
0.017
125
126
106
0.000
0.000
0.000
0.000
0.000
0.000
8.901
0.000
538.326
537.096
14.796
0.083
15.000
Circular
20.168
0.000
0.000
0.000
105
106
104
Q060
0.350
OMI
4.656
0.000
6.000
6.230
29M7
532.463
52&900
71.263
0.050
24.000
Circular
54.794
0.014
17.728
0.067
123
124
122
0.090
0.410
0.037
0.037
0.000
6.000
6.230
0.230
531640
531496
30.704
0.005
15.000
Circular
4.947
0.000
2060.
0.248
121
l22
120
0.100
0.790
0.079
0.116
0.000
6.248
6.158
0.714
531.390
530.695
79.632
0.009
15.000
Circular
6.584
0.000
3.520
0.377
119
120
104
0.120
0.900
0108
0.224
0.000
6.626
6.052
1.355
530.580
529.563
141243
0.007
15.000
Circular
5.916
0.000
3.919
0.605
117
118
114
0.160
0.350
0.056
0.056
0.000
6000
6.230
0.349
537.000
536.080
13.288
0.069
15.000
Circular
18.408
0.000
5.857
0.038
115
116
114
0.070
0.350
0.025
0.025
0.000
6A00
6.230
0.153
539. 114
536MI
60.653
0.050
15.000
Circular
15.644
0.000
4.071
0.248
113
114
104
0.100
0.460
0.046
0.127
0.(100
6.248
6.158
0.779
532.230
529.404
56.515
0.0So
15.000
Circular
15.644
0.001
6.649
0.142
103
l04
102
0.160
0.690
0.110
5.117
0.(100
7230
5.890
30.140
527.820
521.479
63.416
0.100
30.000
Circular
140.510
0.005
21840
0.046
101
102
100
0.000
1 0.000
0.000
5.117
0.000
1 7.277
1 5.878
M079
517.991
514MO
103.707
0.030
1 30.000
Circular
1 76.960
0.005
14.745
0.117
213
214
212
0.480
0.370
0.178
0.482
0.304
0.000
8.901
4.287
555.500
554.942
I1L678
0.005
15.000
Circular
4M7
0.004
4.550
0.409
Roofdram area BLDG2
211
212
210
0.000
0.000
0.000
0.482
0.000
0.409
8.633
4.158
554.840
554.749
18.221
0.005
15.000
Circular
4.947
0.004
4.528
0.067
209
210
208
0.030
0.530
0.016
0.498
0.000
0.476
8.591
4.274
554.650
554.346
60.602
0.005
15.000
Circular
4.953
0.004
4.553
0.222
207
208
206
0.270
0.880
0.238
0.735
0.000
0.698
8.456
6.216
552.809
551842
191293
0.005
18.000
Circular
8.045
0.003
5.037
0.640
205
206
204
0.330
0.770
0.254
0.989
0.000
1.338
8.090
8.003
551.742
55L403
67.796
0.005
24.000
Circular
17.327
0.001
5.417
0.209
215
216
204
0.020
0.900
0.018
0.018
0.000
0.000
8.901
0.160
556.120
555J53
113.476
0.005
12.000
Circular
2.728
0.000
1.903
0.994
203
204
202
0.000
0.000
0.000
1.359
0.352
1.546
7.979
M841
551.303
550.336
193.564
0.005
24.000
Circular
17.327
0.002
5.834
0.553
Offshe water fromEX3
217
2IS
202
0.000
0.800
0.000
I! 52
I!22
0.000
8.901
11.126
554.020
553.415
]20.912
0.005
24.000
Circular
17.327
0.002
5.868
0.343
Off site water from EXl
201
202
200
0.510
0.840
0.428
3.683
0.646
2.099
7.700
28.361
550.240
555 41
24.759
0.008
30.000
Circular
39.846
0.004
8.833
0.047
Of7sitc .eater fr..
301 302
300
0.000
0.000
0.000
0.812
0.812
5.000
6.542
5.314
541.000
539.475
50.828
0.030
15.000
Circular
12.118 0.006
9.572
0.089 1 Owc.11 From STRMB
403
404
402
OASO
0.810
Q146
0.146
0.000
0.000
8.901
1.298
553.000
55L900
20C425
0.005
15.000
Circular
5.132
0.000
3.495
0.975
401
402
400
0.300
0.740
0.222
0.368
0.000
0.975
8.293
3.050
548.297
544.000
75.833
0.057
15.000
Circular
16.655
0.002
10.357
0.122
503
504
502
0.580
0.430
0.249
0.249
0.000
0.000
5.889
1.469
545.261
544.330
186. 117
0.005
15.000
Circular
4M7
0.000
3.521
0.881
501
502
500
0.550
0.400
0220
0.469
0.000
T881
5.509
2.586
544.230
54C000
30.808
0.007
15.000
Circular
6.041
0.001
4.742
0.108
STRM HGL Callas
HYDRAULIC GRADE LINE ANALYSIS
INCIDENCE PROBABILITY
10 Year
PROJECT:
Boys and Girls Club
DESIGNED
Checked:
BY:
JRD
INLET
OR
JUNCTION
INLET
STATION
OUTLET
WATER
SURFACE
ELEV.
DIA.
PIPE
Do
(In)
DESIGN
DISCH.
Do
(CFS)
LENGTH
PIPE
Le
(Ft)
FRICTION
SLOPE, Sfo
(FT/F1
FRICTION
LOSS
Hf
(Ft)
JUNCTION LOSS
FINAL
H
(Ft)
Inlet
Water
Surface
Elevation
Rim
Elev
Comments
Vo
Ho
(Ft)
of
Vi
DIM
Vi`2129
Hi
Angle
HA
Ft
ITS
Ft
0.5
Ht
102
516.88
30
30.08
103.7
0.46%
0.48
14.74
1 0.84
30.14
22.84
688.4
8.1
2.84
15.87
1.54
5.22
0
1 TRUE
3.08
519.96
527.85
OK -7.89
104
523.48
30
30.14
63.42
0.46%
0.29
22.84
2.03
29.01
17.73
514.24
4.88
1.71
2.84
0
3.73
0
TRUE
2.16
525.64
536.04
OK -10.4
106
530.5
24
29.01
71.26
1.40%
1
17.73
1.22
28.77
22.88
658.3
8.13
2.85
8.18
1.06
5.12
0
TRUE
3.56
534.06
544.29
OK -10.23
108
540.57
N
28.77
23.7
1.38%
0.33
22.88
2.03
28.79
22.89
659.03
8.14
2.85
0
0
4.88
0
TRUE
2.77
543.34
552.81
OK -9.46
110
546.81
24
28.79
25.45
1.38%
0.35
22.89
2.03
28.88
14.56
420.45
3.29
1.15
86.19
2.3
5.49
0
TRUE
3.1
549.9
559.38
OK -9.47
112
1 549.97
1 24
1 28.88
1 54.39
1.39%
0.76
14.56
0.82
0
0
0
0
0
0
0
0.82
0
TRUE
1.17
551.13
1 560.91
OK -9.77
120
530.56
1 15
1 1.36
1 142.2
0.04%
0.05
3.92
0.06
0.71
1 3.52
2.51
1 0.19
1 0.07
3.23
1 D
1 0.13
0.17
1 TRUE
1 0.14
530.7
1 535.77
OK -5.07
22 1
531.68
1 15
1 0.71
1 79.63
1 0.01%
1 0.01
li 3.52
1 0.05
1 0.23
1 2.06
1 0.47
0.07
1 0.02
1 84.11
1 0.04
1 0.11
1 0.15
1 TRUE
1 0.08
1 531.77
1 536A6
1 OK -4.69
124
1 532.49
1 15
1 0.23
1 30.7
1 0.00%
1 0
1 2.06
1 0.02
1 0
1 0
1 0
0
0 1
0
1 0
1 0.02
1 0.02
1 TRUE
1 0.01
1 532.5
1 _535.89
1 OK -3.4
114 530.4 15 0.78 56.51 0.01% 0.01 6.65 0.17 0.35 5.86 2.04 0.53 0.19 87.19 0.37 0.73 0.95 TRUE 0.48 530.89 540.83 OK -9.95
118 537.08 15 0.35 13.29 0.00% 0 5.86 1 0.13 0 0 0 0 0 0 0 0.13 0.17 TRUE 0.09 537.17 542.09 OK -4.93
116 1 537.08 15 0.15 60.65 0.00% 0 4.07 0.06 0 0 0 0 0 0 0 0.06 0.08 TRUE 0.04 537.12 549.26 OK -12.14
126 538.1 15 0 14.8 0.00% 0 0 1 0 0 0 0 0 0 0 0 0 0 TRUE 0 538.1 543.2
202
555.93
30
28.36
24.76
0.41%
0.1
8.83
0.3
11.13
5.87
65.29
0.53
0.19
92.37
0.37
0.86
0
TRUE
0.53
556.46
560.07
OK -3.61
204
556.46
24
10.84
193.6
0.20%
0.38
5.83
0.13
8
5.42
43.36
0.46
0.16
15.36
0.09
0.38
0
TRUE
0.57
557.03
559.9
OK -2.87
206
557.03
24
8
67.79
0.11%
0.07
5.42
0.11
6.22
5.04
31.31
0.39
0.14
41.71
0.17
0.42
0.55
TRUE
0.35
557.38
558.65
OK -1.27
208
557.38
18
6.22
193.3
0.30%
0.58
5.04
0.1
4.27
4.55
19.46
0.32
0A1
82.19
0.21
0.42
0.66
TRUE
0.85
558.23
558.83
OK -0.6
210
558.23
15
4.27
60.6
0.37%
0.23
4.55
0.08
4.16
4.53
18.83
0.32
0.11
10.89
0.04
0.23
0
TRUE
0.34
558.57
559.99
OK -1.42
212
15+58.23
558.57
15
4.16
18.22
0.35%
0.06
4.53
0.08
4.29
4.55
19.5
0.32
0.11
0
0
0.19
0
FALSE
0.26
558.83
559.75
OK -0.93
214
558.83
15
4.29
111.7
0.38%
0.42
4.55
0.08
0
0
0
0
0
0
0
0.08
0.1
TRUE
0.47
559.3
559.75
OK -0.45
218 1 556.46 24 11.13 1 120.9 0.21% 0.25 5.87 0.13 0 0 0 1 0 0 0 1 0 1 0.13 0 1 TRUE 0.32 556.78 561.16 1OK -4.38
216 1 557.03 12 1 0.16 1 113.5 1 0.00% 1 0 1 1.9 1 0.01 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.01 0.02 1 FALSE 0.02 557.05 560.5 1 OK -3.45
302 1 540.48 1 15 1 5.31 1 50.83 1 0.58% 1 0.29 1 9.57 1 0.36 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.36 1 0 1 FALSE 1 0.65 1 541.12 1 551.16 1OK -10.04
402 547.49 15 3.05 75.83 1 0.19% 0.14 1 10.36 0.42 1.3 3.49 4.54 0.19 0.07 1 85.44 0.13 0.62 1 0.8 TRUE 0.54 548.03 556.74 OK -8.7
404 552.9 15 1.3 204.4 1 0.03% 0.07 1 3.49 0.05 0 0 0 0 0 1 0 0 0.05 1 0.06 FALSE 0.13 553.03 557.62 OK -4.59
ROUTE
PROJECT Boys & Girls Club Driver's Ed
DESIGNER: JLF
CHFCKFn.
DATE 11/412020
UNITS :NCI ISH
INLET
2s
¢ 4
ow
z
z
'°
�O
3
r,
3'
a
=.
w
wOas
IN
Saa
Inlets Only
7H_S=_�
8
104
30"NYLO
2.500
0.100
0.90
0.09
BacLvLt.
0.000'RIGB
0.060
0.35
0.021
Back/Lt.
0.111
4
0.444
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.444
0.001
2.500
2.5
0.444
1.349
Weir Flow
106
15"NYLO
1.250
0.060
0.35
0.021
Back/Lt.
0.000RIGHT
0.021
4
0.084
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.084
0.001
L250
1.25
0.084
0.705
Weir Flow
114
15"NYLO
1.250
0.020
0.90
0.018
Back/Lt.
0.000'RIGB
0.080
0.35
0.028
Back/Lt.
0.046
4
0.184
0
Back/Lt.
0
4
0
0
Ahead/Rt.
OA84
0.001
1.250
1.25
0.184
1.189
Weir Flow
116
15"NYLO
1.250
0.010
0.90
0.009
Back/Lt.
0.000RIG
0.080
0.35
0.028
Back/Lt.
0.037
4
0.148
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.148
0.001
L250
1.25
0.148
1.029
Weir Flow
118
DI-1
1.250
0.020
0.90
0.018
Back/Lt.
0.000RIG
0.080
0.35
0.028
Back/Lt.
0.046
4
0.184
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.184
0.001
1.250
1.25
0.184
1.189
Weir Flow
120
15"NYL.0
1.250
0.120
0.90
0.108
Back/Lt.
0.000'RIGHT
0.108
4
0.432
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.432
0.001
1.250
1.25
0.432
2.101
Weir Flow
126
15"NYLO
1.250
0.010
0.90
0.009
Back/Lt.
0.000'RIGB
0.080
0.35
0.028
1
1
1
1
1
1
Back/Lt.
0.037
4
0.148
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.148
0.0100
1.250
1
1.25
0.148
1.029
Weir Flow
202
DI-3C
8.000
0.450
0.90
0.405
Back/Lt.
0.000'RIGB
0.060
0.35
0.021
Back/Lt.
0.426
4
1.704
0
0.001
0.0208
12.093
2.000
0.165
0.0833
4.005
3.50
Back/Lt.
0
4
0
0
Ahead/Rt.
L.704
0.001
8
1.704
1.916
0.166
0.500
0.332
3.916
7.675
T> 8.0 ft
206
DI-3B
6.000
0.250
0.90
0.225
Back/Lt.
0.000'RIGH
0.080
0.35
0.028
Back/Lt.
0.253
4
1.012
0
0.001
0.0208
9.599
2.000
0.208
0.0833
4.005
3.50
Back/Lt.
0
4
0
0
Ahead/Rt.
1.012
0.001
6
1.012
1.535
0.166
0.500
0.332
3.535
6.151
T> 8.0 ft
208
DI-3B
4.000
0.250
0.90
0.225
Back/Lt.
0.000RIG
0.010
0.35
0.004
Back/Lt.
0.229
4
0.916
0
0.001
0.0208
9.164
2.000
0.218
0.0833
4.005
3.50
Back/Lt.
0
4
0
0
Ahead/Rt.
0.916
0.001
4
0.916
L679
OA66
0.333
0A985
3.679
6.726
T>8.0ft
210
DI-1
1.250
0.010
0.90
0.009
Back/Lt.
0.000'RIGB
0.020
0.35
0.007
Back/Lt.
0.016
4
0.064
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.064
0.001
1.250
1.25
0.064
0.588
Weir Flow
212
15"NYLO
1.250
OMO
290
0.018
Back/Lt.
.0.000'RIGB
0.450
0.35
0.158
Back/Lt.
Q176
4
0.704
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.704
0.0100
1.250
1.25
0.704
2.910
T> 8.0 ft
214
15"NYLO
1.250
OA30
030
2I17
Baok/Lt.
0.0001LIG
0.160
0.35
0.056
Back/Lt.
0.173
4
0.692
0
1
Back/Lt.
0
4
0
0
Ahead/Rt.
0.692
0.001
L250
1.25
0.692
2.877
T> 8.0 ft
216
15"INYL.O
1.250
OA20
035
OM7
Baek/Lt.
0.0001UGHT
0.007
4
0.028
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.028
0.001
1.250
1.25
0.028
0.339
T> 8.0 IT
402
DI-3C
6.000
0.210
030
0.189
Back/Lt.
0.000'RIGH
0.090
0.35
0.032
Back/Lt.
0.221
4
0.884
0
0.001
0.0208
9.012
1000
0.222
0.0833
4.005
3.50
Back/Lt.
0
4
0
0
Ahead/Rt.
0.884
0.001
6
0.884
1.403
0.166
0.500
0.332
3.403
5.620
T>8.Oft
404
DI-3B
6.000
OA50
030
0.135
O'RIGHT
0.030
0.35
0.011
0.146
4
0.584
0
0.584
0.0100
0.0208
3.388
1000
0.59
0.0833
4.005
0.976
3.50
0.1458
0.1632
4.434
6.000
1.353
1.000
0.584
0.000
2.346
502
15"NYLO
1.250
0.050
0.50
T025
Back/Lt.
0.0007RIG
0.500
0.35
0.175
Back/Lt.
0.2
4
0.8
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.800
0.001
1.250
1.25
0.800
3.169
Weir Flow
504
15"NYLO
1.250
0.080
0.90
0.072
Back/Lt.
0.0007RIG
0.500
0.35
0.175
Back/Lt.
0.247
4
0388
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.988
0.001
1.250
1.25
0.988
3.648
T> 8.0 ft
r�
CRATG W. J. KOTARSKI
Lic. No. 0402048507
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DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1"=40'
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JOB NO.
46423
SHEET NO.
C6.1
502 547.49 15 2.59 30.81 1 0.14% 0.04 4.74 0.09 1.47 3.52 5.17 0.19 0.07 90.17 0.13 0.29 1 0.38 TRUE 0.23 54T72 549.86 OK -2.13
504 547.72 15 1.47 186.1 1 0.04% 0.08 3.52 0.05 0 0 0 0 0 0 0 0.05 1 0.06 FALSE 0.14 547.86 550.97 OK -3.1
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\ \ \\\\\\\\\\ \\\ 1 IIII 111 I,\ 1// / / !
\\ \\ \ \ \ \ I II 11 \ / // I /
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\ 111 \ \\\
11111111,\\\,1111,1111,11111,�\\1,111 IIPb JI/f1, IIII \ mil `\ K �.. \
I I 1 \ \ I , \ \I \\ \ \ 1 \ I 1 /// \ \ O PRE -DEVELOPED DRAINAGE AREA 5
I III, \�\ \\\ \\ \\ \\ \\\\ I \ \ \ \` \ \\ \ \ \ \ \ \ \ \ I II l r I \ \ IN \ \ \ `\ TO ANALYSIS POINT I (OFFSITE, BYPASSING WETLAND)
\\ \ \ \ \ \ \ I I I I 1 l 1 ` \ \ A - / O AREA = 2.44 AC
\\\\\\\\\\\\`��\��` \\\\
\\ \\\\\\ \\\ 1 \ I /
� IMPERVIOUS = 1.87AC
\\\\ \ \\ \\ \ \ \ \\\\�\\\ \\ \ \\\I \ III,"\I I I'I / 1f Ge \ � \ / PERVIOUS (MANGED TURF) = 0.02AC (A)
PERVIOUS (MANAGED TURF) = 0.01 (8)
PERVIOUS (MANAGED TURF) = 0.54 (D)
4y�y
/ y
\�
PRE -DEVELOPED DRAINAGE AREA 1
�a�' ( )
TO ANALYSIS POINT 1 ONSITE, BYPASSING WETLAND
r
1 I 1111 I I I I i l l i l 111 l !//„ / I / r\\
II r/ii \ Itl 1� ��- / FM I
IMPERVIOUS 1 19 AC
\ \ - _ _ .
� -
® 1 1 \ PERVIOUS (FOREST) 0 37 AC (D)
\ , 1 / \ _ _ \ �M \ _ PERVIOUS (MANAGED TURF) 0.97AC (A)
1 \ ` \ \ GD 4 �, \ \ \ \ \ \ \ \ \ ` ! \ q - r - - W� ' / , t/sY \ PERVIOUS (MANAGED TURF) = 0.37 AC (B)
\ �`\� N PERVIOUS (MANAGED TURF) = 0.08 AC (D)
It
IN
PRE -DEVELOPED DRAINAGEAREA 2 - - - - - / _ - �`% _ _ - - - _ - - - _ \
( ) \ �� i _ ��� �/ \\ _ / _ \ 1 I PRE-DEVELOPEDDRAINAGEAREA6
O ANALYSIS POINT 1 ONSITE, THROUGH WETLAND ; _ _ _ J - _ // /r _ _ „� _ \ - / - \ \ \ \ / /
AREA = 1.32 AC SHEET FLOW OFFSITE ONSITE
a� - -5,
1 1 AREA = 0.27AC
IMPERVIOUS = 0.69AC /// •�j I r I \\ ,
PERVIOUS (MANAGED TURF) = 0.03 AC (A \ r
IMPERVIOUS = 0.09AC
PERVIOUS (MANAGED TURF) = 0.60AC (B) l\ l
't✓/ /PERVIOUS (FOREST) = 0.02 AC (D.)
PERVIOUS (MANAGED TURF)=003AC (A)
PERVIOUS (MANAGED TURF) = 0. 13AC (D)
PRE -DEVELOPED DRAINAGE AREA 3 / / _ /�
TO ANALYSIS POINT 1 (OFFSITE, THROUGH WETLAND) j ' \ r r ///�/ _ - \ I \ \ \ \` I \ \ / "
AREA =2.42AC \ / r /i//// _ \ 1 11 \
IMPERVIOUS = 0.86 AC
PERVIOUS MANGED TURF = 0.72AC A r i'�rrirr - - \ \I \ \`\ \ \ �� \ _
PERVIOUS (MANAGED TURF) = 0.84 AC (B) N, \\
- - ' ` - - �/ji/i/''/ / � _ .i'c � \ -• \ \ \ \ `\ \ ' Il�ll Iwlliryryll l /
/ � _ -- _
COUNTY STORMWATER FACILITY - �i$ ��'�%' ' ' - - % �� \ \ \ \ \ \ \ \\ 11 II 11,411 I1111 I\ / � /
4/�/ - - �� \��J���� >> /J \IIIIIP11111IIIIl \ / 'I-
MANUFACTURED WETLAND _ _ _ _ - i/ iii // /r' rr /// //'/ j11pId1111111�III�IINl11\ \ /
( ) / J�IIIIpII 11 l I\ \ \ ✓ rG,y� I %
ANALYSIS POINT 1
PRE -DEVELOPED DRAINAGEAREA 4
TO ANALYSIS POINT 1 \ OFFSITE, BYPASSING WETLAND ( ) CPATH
AREA =3.O6AC T11\\\\\
\�N\N, r
IMPERVIOUS = 0.05 AC (D)// gyp')
/ IMPERVIOUS GRAVEL 0.24 AC D r I ' / / / / // /�rf r '
PERVIOUS (FOREST) = 2.28 AC (A) ' \ \ , \ \ \ \\ \ \ \\ \ I `I I , , �• T r 1 / ( / r r / r 11 Ipl
PERVIOUS (FOREST) = 0.08 AC (D) \ \\ \\\\ \\\ \ �\ \\\` \` \ \ \ \ \t t \ \� I / ' / it
PERVIOUS (MANAGED TURF) = 0.13 AC (A) I \ \ \\`\ �� \\ �\ 1 I �r �/ t
PERVIOUS MANAGED TURF )= 0.28 AC D \ I\ \\\ ` ` \\\ \ \ ` � �� \ IN
I IN I\ \\\\ \\\\ \\\\ \\\\ `pl
\\\ \ \ \\\\ \\NEER
\\\\\ \\\\\\\\ \ \ \
\\\ \\\\\\\ \ \ \ I I SCALE 1"=80'
\ \\ \\` \\\` \\\ \\\ \\\\
\\ \ \ \\ \\ \\\ \ \ \ \ \ \ \ \ \ \ , 1 I I I I I I t p1 / 0 80' 160'
\O\\\\\\ \ \ \ \ \ I III \ 1 `
\\,I\ 111 111 II11 IIII 1 y I
11II 1 I ' 1 POST -DEVELOPED DRAINAGE AREA 1A
\\\ 11 I,1\ \\\1 ,11 IIII 111
III' 111111111\,\\\ \11111,111111 1111 I TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM 1)
I I,,% II\\ \\\\\\\\\� \ 111�IIII, AREA = 1.61 AC
I 1 I IIII\\ \\\ \\\\ \\ \I\\ 11 \. IMPERVIOUS = 0.43 AC
\�\ \\\` IN, `\ \ `��` \\\�` " PERVIOUS (MANAGED TURF) = 1.18 AC (B) / O POST -DEVELOPED DRAINAGE AREA 5
, ` \ \ IN TO ANALYSIS POINT 1DETAINED
\Y \ III I I \ (OFFSITE,( )
/ \ / AREA = 2.44 AC
IMPERVIOUS = 1.87 AC
Ilj/ PERVIOUS (MANGED TURF) = 0.02 AC (A)
/ri/ / \ \ \ \ a/ PERVIOUS (MANAGED TURF) = 0.01 AC (B)
G'////fir - \ \ yP PERVIOUS (MANAGED TURF) = 0.54 AC (D)
Vif"ll fill IN
1.11I I111I11 1 / // / // r I / / o� i//i / \ ` \ TIC PATH
1111111 IIII Ili !// /// i/// 111/ I //i/r \ \,\\\ / ` � \ \ � / \I
1111 l l III l/i/// 1 \ \ (TYP.) r I` 11IIIIII,IIII[,/I/l11 `"IIIIII
IIhIIlllnllill; I
I
III
d(I(I�I IIII 1 ,,,• \ , \ ® i
�
\ ' C, \ p W ! / \ POST -DEVELOPED DRAINAGE AREA 1 B
wt-_ _ �- - s - _ \ TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM 2)
I
}Y� r \ \ = r r AREA = 2.05 AC / - - IMPERVIOUS = 1.78 AC
\ PERVIOUS (MANAGED TURF) = 0.16 AC (A)
\\\\' IN
PERVIOUS (MANAGED TURF) = 0.11 AC (D)
IN IN
` POST -DEVELOPED DRAINAGE AREA 6
1\\\ \ \ \ / ^ ` SHEET FLOW OFFSITE (ONSITE, UNDETAINED)
AREA = 0.14 AC
IMPERVIOUS = 0.07 AC
It PERVIOUS MANAGED TURF 0.02 AC A
IJ I if I I I I i I I I \ \ \ \ \ / \ ✓ / / // PERVIOUS (MANAGED TURF) = 0.05 AC (D)
POST -DEVELOPED DRAINAGE AREA 3 %/ // \ \ \III 1 1 I I I I \ \ \ / r /,�p
TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED)�j - \\I % a \�
AREA = 2.42 AC / I ri //// i _ 1 I I 1 I 1 1 \\ \\ \ ` \ _ \� �'//// �G4 / '
IMPERVIOUS = 0.86 AC/i�i//\\�\ \ _�g POST -DEVELOPED DRAINAGE AREA 2
/ / I \ //ir///� -��' \ \\\ \\\\� N lll�ll4 / / / /
PERVIOUS (MANGED TURF) = 0.72 AC (A) /r/ /j _ _ \ \\ \ \ \ _ = \\\r, - TO ANALYSIS POINT 1 (OFFSITE, DETAINED -SWM 2)
PERVIOUS (MANAGED TURF) = 0.84 AC (B) r \ _ / //%' \ 1 I \ \\\�// AREA = 0.25 AC
l \ 1 \ \ \� \ 1 11 IIII /11 ✓ /
` ` \ ` ` \ \ I 1 r / l , / IMPERVIOUS = 0.05 AC
\ \ \ \ \ \ \ I IlylJjll j1 11111 \ /
`COUNTY STORMWATER FACILITY \ 11 NIIII IIII ., IMPERVIOUS (GRAVEL) = 0.05 AC
\ IIIIIIIyy111 IIIII \ /I❑
(MANUFACTURED WETLAND) _ _ _ ' �, / , "r' \�'� / / / IIIII,III�I111111�1114111\ \ / I`1 !) PERVIOUS (MANAGED TURF) = 0.15 AC (D)
It
POST -DEVELOPED DRAINAGE AREA 1C
\ TO ANALYSIS POINT 1 UNDETAINED / / J ONSITE, - D 1
( ) / ANALYSIS POINT 1
AREA = 1.28 AC
IMPERVIOUS =0.26AC/
PERVIOUS MANAGED TURF 0.89 AC A
y� //, / i .. , nt \\\\
PERVIOUS (MANAGED TURF) = 0.10 AC (B) fJl // ///j / //�/ / / !!r / //i , r/ / // 1 ,\\,\\ l I /
PERVIOUS (MANAGED TURF) = 0.03 AC (D) // TC PATH = / \\ \\
/r 1„Jli. /// r-// r/r (TYP.)
POST -DEVELOPED DRAINAGE AREA 4 ( / I I-Ir .(,�
/ TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED) IN it
\\\ `I I �' 1Tr 1 / r/ /rl / / r 1,
AREA = 2.81 AC \ \ \\\ \ \ \ ` \ \ \� \.�
IMPERVIOUS (GRAVEL)=0.19AC(D)\\\�\\\\`\`\\\��\\" `\11 \
\\\\\ \\\\\ \ \�\\�\ \ \
PERVIOUS (FOREST) = 2.28 AC (A) \ \\\ \\\ \\\\\ \\� \ \ \ \ �\ \ \\\I\ \ l I l
PERVIOUS (FOREST) = 0.08 AC (D) \
PERVIOUS (MANAGED TURF) = 0.13 AC (A) \ �\� \\�\�\\ \\\ \ \ \ \ \\ \\\\\\ \\\ \ \ \ \ \ \ \ J
PERVIOUS (MANAGED TURF) = 0.13 AC (D) \\\\ \ \\Ili
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CRmG W. 7. Kamm
Lic. No. 0402048507
�$ 11-04-20 ,4
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DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1"=80'
uj
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JOB NO.
46423
SHEET N0.
C6.2
L
C.B.Noll "Tomorrows Natural Resources Today"
Chesapeake Bay Nutrient Land Trust, LLC.
May 4, 2020
Timmons Group
ATTN: Kim Mellon 'y
608 Preston Avenue, Suite 200�
Charlottesville, VA 22903
RE: CBNLT / Oak Grove - Nutrient Credit Availability
Project Reference: Boys & Girls Club-Northside, Albemarle County
Dear Ms. Mellon,
it
This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your project
requirements at our Oak Grove nutrient facility, which is registered with the Virginia Department of
Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of
the Oak Grove Nutrient Reduction Implementation Plan dated May It, 2017 which was authorized by
the DEQ on August 31, 2017.
The Oak Grove project has been authorized to provide Nutrient Credits for use in the James River
watershed. These Credits are transferable to those entities regulated under DEQ's Stormwater
Management Program in accordance with VA Code § 62.144.15:35. Currently our Oak Grove facility
has 39_75 pounds of Phosphorus Credits available.
If we can provide further assistance please feel free to contact our office.
Sincerely,
Chesapeake Bay Nutrient Land Trust, LLC
By Its Manager
EarthSource Solutions, Inc.
SC0-WA. Ree&
Scott A. Reed
Vice President
Chesapeake Bay Nutrient LandTrus6 LLC. • 5735 S. Laburnum Avenue • Richmond, VA 23236 P: 804.222.5114 • ww xbnitcom
WATER OUANTITY ANALYSIS - POINT I
DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT)
PRE -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS
POINT 1 (ONSITE)
AREA = 3.49 AC
1.19 AC (IMPERVIOUS)
0.51 AC (FOREST, A)
0.37 AC (FOREST, D)
0.97 AC (MANAGED TURF, A)
0.37 AC (MANAGED TURF, B)
0.08 AC (MANAGED TURF, D)
Tc= 8 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 2.58 6,621
10 YEAR 11.78 25,831
PRE -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS
POINT 1 (ONSITE)
AREA = 1.32 AC
0.69 AC (IMPERVIOUS)
0.03 AC (MANAGED TURF, A)
0.60 AC (MANAGED TURF, B)
To= 9 MIN
Q (CFS)
V (CUBIC -FT)
1 YEAR 2.58
6,098
10 YEAR 6.96
16,248
PRE -DEVELOPED ANALYSIS POINT 1 (ONSITE)
COMBINES DRAINAGE AREAS 1 + 2
Q (CFS)
V (CUBIC -FT)
1 YEAR 5.26
12,719
10 YEAR 18.81
42,079
PRE -DEVELOPED DRAINAGE
AREA 3 TO ANALYSIS
POINT 1 (OFFSITE)
AREA = 2.42 AC
0.86 AC (IMPERVIOUS)
0.72 AC (MANAGED TURF, A)
0.84 AC (MANAGED TURF, B)
Tc=6 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 2.54 5,663
10 YEAR 9.68 20,125
PRE -DEVELOPED DRAINAGE AREA 4 TO ANALYSIS
POINT 1 (OFFSITE)
AREA = 3.06 AC
0.05 AC (IMPERVIOUS)
0.24 AC (GRAVEL, D)
2.28 AC (FOREST, A)
0.08 AC (FOREST, D)
0.13 AC (MANAGED TURF, A)
0.28 AC (MANAGED TURF, D)
To= 9 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 0.00 44
10 YEAR 1.12 5,227
PRE -DEVELOPED DRAINAGE AREA 5 TO ANALYSIS
POINT 1 (OFFSITE)
AREA = 2.44 AC
1.87 AC (IMPERVIOUS)
0.02 AC (MANAGED TURF, A)
0.01 AC (MANAGED TURF, B)
0.54 AC (MANAGED TURF, D)
Tc=6 MIN
Q (CFS)
V (CUBIC -FT)
1 YEAR 9.11
20,299
10 YEAR 18.04
42,123
PRE -DEVELOPED ANALYSIS POINT 1 (OFFSITE)
COMBINES DRAINAGE AREAS 3 + 4 + 5
Q (CFS)
V (CUBIC -FT)
1 YEAR 11.51
26,006
10 YEAR 27.97
67,475
PRE -DEVELOPED ANALYSIS POINT 1
COMBINES DRAINAGE AREAS 1 + 2 + 3 + 4 + 5
Q (CFS)
V (CUBIC -FT)
1 YEAR 16.54
38,725
10 YEAR 46.55
109,554
DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT
POST -DEVELOPED DRAINAGE AREA 1A TO ANALYSIS
POINT 1 (ONSITE, DETAINED - SWM1
AREA = 1.61 AC
0.43 AC (IMPERVIOUS)
1.18 AC (MANAGED TURF, B)
Tc = 6 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 2.12 4,574
10 YEAR 7.10 14,941
POST -DEVELOPED - UG DETENTION (SWM1)
/_1:77_i
Q (CFS)
1 YEAR 1.31
10 YEAR 5.31
POST -DEVELOPED DRAINAGE AREA 1 B TO ANALYSIS
POINT 1 (ONSITE, DETAINED - SWM2
AREA = 2.05 AC
1.78 AC (IMPERVIOUS)
0.16 AC (MANAGED TURF, A)
0.11 AC (MANAGED TURF, D)
Te=6MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 7.42 16,335
10 YEAR 14.97 34,543
POST -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS
POINT 1 (OFFSITE, DETAINED - SWM2
AREA = 0.25 AC
0.05 AC (IMPERVIOUS)
0.15 AC (MANAGED TURF, A)
0.05 AC (MANAGED TURF, B)
Tc = 6 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 0.76 1,612
10 YEAR 1.68 3,703
POST -DEVELOPED DRAINAGE AREA 5 TO ANALYSIS
POINT 1 (OFFSITE, DETAINED - SWM2
AREA = 2.44 AC
1.87 AC (IMPERVIOUS)
0.02 AC (MANAGED TURF, A)
0.01 AC (MANAGED TURF, B)
0.54 AC (MANAGED TURF, D)
Te=6MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 9.11 20,299
10 YEAR 18.04 42,123
POST -DEVELOPED - UG DETENTION (SWM2)
AREAS 1B+2+5
Q (CFS)
1 YEAR 10.00
10 YEAR 29.10
POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS
POINT 1 (OFFSITE. UNDETAINED
AREA = 2.42 AC
0.86 AC (IMPERVIOUS)
0.72 AC (MANAGED TURF, A)
0.84 AC (MANAGED TURF, B)
Te=6MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 2.54 5,663
10 YEAR 9.68 20,125
POST -DEVELOPED DRAINAGE AREA 4 TO ANALYSIS
POINT 1 (OFFSITE. UNDETAINED
AREA = 3.01 AC
0.19 AC (GRAVEL, D)
2.28 AC (FOREST, A)
0.08 AC (FOREST, D)
0.13 AC (MANAGED TURF, A)
0.13 AC (MANAGED TURF, D)
Tc = 9 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 0.00 0
10 YEAR 0.38 3,354
POST -DEVELOPED DRAINAGE AREA 1C TO ANALYSIS
POINT 1 (ONSITE. UNDETAINED
AREA = 1.28 AC
0.26 AC (IMPERVIOUS)
0.89 AC (MANAGED TURF, A)
0.10 AC (MANAGED TURF, B)
0.03 AC (MANAGED TURF, D)
Tc = 6 MIN
Q (CFS)
V (CUBIC -FT)
1 YEAR 0.12
828
10 YEAR 2.51
5,619
POST -DEVELOPED ANALYSIS POINT 1
COMBINES DRAINAGE SWM 1 & 2 + AREAS 1 C + 3 + 4
Q (CFS)
V (CUBIC -FT)
1 YEAR 13.49
21,744
10 YEAR 46.09
67,039
CHANNEL PROTECTION (ENERGY BALANCE):
QDEVELOPED 5 0.80•(QPRE-DEVELOPED•RVPRE-DEVELOPED)/RVDEVELOPED + QOFFSITE
13.49 CFS:5 0.80'(5.26 CFS-12,719 CF)/21,737 CF + 11.51 CFS = 13.97 CFS
FLOOD PROTECTION:
POST -DEVELOPED Q10:5 PRE -DEVELOPED Q10
46.09 CFS (POST -DEVELOPED Q10) :5 46.55 CFS (PRE -DEVELOPED Q1o)
WATER QUANTITY ANALYSIS - SHEET FLOW TO LAMBS LANE (NORTH)
PRE -DEVELOPED DRAINAGE AREA 6 POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS
SHEET FLOW OFFSITE (ONSITE) POINT 2 (ONSITE, UNDETAINED)
AREA = 0.27 AC AREA = 0.174 AC
0.09 AC (IMPERVIOUS) 0.07 AC (IMPERVIOUS)
0.02 AC (FOREST, D) 0.02 AC (MANAGED TURF, A)
0.03 AC (MANAGED TURF, A) 0.05 AC (MANAGED TURF, D)
0.13 AC (MANAGED TURF, D) Tc = 6 MIN
Te = 6 MIN
Q (CFS) V (CUBIC -FT)
Q (CFS) V (CUBIC -FT)
1 YEAR 0.36 741
1 YEAR 0.63 1,307 10 YEAR 0.87 1,873
10 YEAR 1.59 3,441
CHANNEL PROTECTION (ENERGY BALANCE):
QDEVELOPED 5 0.80•(QPRE-DEVELOPED•RVPRE-DEVELOPED)/RVDEVELOPED
0.36 CFS:5 0.80-(0.63 CFS-1,307 CF)/741 CF = 0.89 CFS
FLOOD PROTECTION:
POST -DEVELOPED Q10:5 PRE -DEVELOPED Q10
0.87 CFS (POST -DEVELOPED Q10):5 1.59 CFS (PRE -DEVELOPED Q10)
TOP OF 84" STORAGE PIPE
TOP OF WEIR ELEV. = 578.00'
PLATE 547.50'
10 YEAR WSE _
547.4V
2 YEAR WSE
7.5" ORIFICE 543.99
INV543.20, --- 1YE_ARW_SE
- - --543.18' -
STEEL PLATE -----
ELEV.
6" ORIFICE WITH TRASH RACK
INV 541.00'
UNDERGROUND CMP WEIR PLATE
SECTION DETAIL - SWM1
TOP OF WEIR
PLATE 556.00'
TOP OF 96" STORAGE PIPE
ELEV. = 557.00'
10 YEAR WSE
- - - - - -
555.93'
- - -
_---- Q2YEAR WSE
- - - 554.28' -
26" ORIFICE
71YEAR WSE
INV 553.40' ----- -----
553.36'
STEEL PLATE
J\
ELEV.
14" ORIFICE WITH TRASH RACK
INV 549.00'
UNDERGROUND CMP WEIR PLATE
SECTION DETAIL - SWM2
WATER QUALITY ANALYSIS
SITE DATA
PRE -DEVELOPED AREA
IMPERVIOUS = 1.97 ACRES
MANAGED TURF = 2.21 ACRES
FOREST = 0.90 ACRES
PRE -DEVELOPMENT LOAD (TP) (LBNR) = 5.31
POST -DEVELOPED AREA
IMPERVIOUS = 2.54 ACRES
MANAGED TURF = 2.54 ACRES
FOREST = 0 ACRES
POST -DEVELOPMENT LOAD (TP) (LBNR) = 6.56
MAXIMUM PERCENT REDUCTION FOR REDEVELOPMENT = 20%
TOTAL LOAD REDUCTION REQUIRED (LBNR) = 2.08
REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF
OFFSITE NUTRIENT CREDITS.
C�
CRAYG W. J. KOTARSKI
Lic. No. 0402048507
w
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DATE
1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
N/A
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106: 15" Basin - Circular Grate
STA 10+71.26
TOP 544.29
INV IN 538.97 (107)
m m m INV IN 537.10 (125) m d
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121
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119
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142.24' OF
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@ 0.72%
525
525
520
520
515
1
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STR 104 - STR 112 PROFILE
HORIZ SCALE: 1"=50'
VERT SCALE: 1 "=5
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560
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545
545
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126: 15" Basin - Circular Grate
STA 10+14.80
TOP 543.20
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560 1 560
555
555
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550
550
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545
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540
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Lic. No. 0402048507
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1012612020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
AS SHOWN
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STR 200 - STR 214 PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1"=5
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16+00
17+00
9+50 10+00 11+00 11+50
STR 204 - STR 216 PROFILE
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
9+50 10+00 11+00 11+50
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1012612020
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DRAWN BY
of K. MELLON
• DESIGNED BY
• K. MELLON
• CHECKED BY
• C. KOTARSKI
SCALE
AS SHOWN
9+50 STR 30010STR 302 PROFILE +25 10+00 STR 400 - STR 404 PROFILE 13+00 13+50 9+25 1STR 500 - STR 504 PROFILE 12+00 2+50 LJJ
HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' LU
VERT SCALE: 1"=5 VERT SCALE: V=5 VERT SCALE: 1"=5
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565
560
555
565
560
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GRADE
555
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550
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550
545
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TOP = 548.0
545
540
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535
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530
530
565
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555
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555
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MIN
545
545
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503
501
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540
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535
535
530
530
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