HomeMy WebLinkAboutWPO202000005 Plan - VSMP 2020-04-20SITE 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
BOYS AND GIRLS CLUB - NORTHSIDE
STORMWATER MANAGEMENT: 6.29 ACRES
EROSION CONTROL: 6.59 ACRES
ZONING: RURAL AREAS (RA)
OVERLAY DISTRICT: ENTRANCE CORRIDOR (EC), AIRPORT IMPACT AREA (AIA)
MAGISTERIAL DISTRICT: JACK JOUETT
SOURCE OF BOUNDARY AND TOPOGRAPHY
TIMMONS GROUP
28 IMPERIAL DRIVE
STAUNTON, VA 24401
TELEPHONE: 540-885-0920
CONTACT: JOE MEDLEY
JOE.MEDLEY@TIMMONS.COM
WPO/VSMP SUBMISSION (VSMP/WP02020-00005)
SURVEY CONDUCTED: AUGUST 2019
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)
FRONT: 25 FT MINIMUM
REAR: 35 FT MINIMUM
MAXIMUM BUILDING HEIGHT: 35 FT
PROPOSED BUILDING HEIGHT: 45 FT FROM LOWER LEVEL TO TOP OF STAIRS
32 FT FROM MAIN LEVEL TO TOP OF PARAPET
BUILDING SQUARE FOOTAGE: 60,000 GROSS SF
EXISTING USE: VACANT RURAL LAND
PROPOSED USE: BOYS AND GIRLS CLUB COMMUNITY CENTER
TOTAL IMPERVIOUS AREA (WITHIN PROJECT LIMITS): 2.83 ACRES
WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT
UTILITIES: ACSA
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: 68 REGULAR SPACES
3 ADA ACCESSIBLE (1 VAN)
TOTAL PROVIDED SPACES = 71 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: 60,000
UNITS: SF (GFA)
N1/dd1497MV/
ADT
AM PEAK HOUR
PM PEAK HOUR
1,729
IN
66
OUT
38
TOTAL
104
IN
63
OUT
75
TOTAL
138
UTILITY DEMANDS
WATER FLOW (AVERAGE DAILY DEMAND)
ESTIMATED TOTAL DEMAND = 250 GPD
60,000 SF X 250 GPD/1,000 SF = 15,000 GPD
AVERAGE HOURLY DEMAND = 9,119 GPD / 24 HOURS = 625 GPH
MAXIMUM HOURLY DEMAND = 380 GPH X 300% = 1,875 GPH
PEAK HOURLY DEMAND = 1140 X 150% = 2,813 GPH
2,813 GPH / 60 MIN = 47 GPM
SEWER FLOW (AVERAGE DAILY FLOW)
ESTIMATED TOTAL = 60,000 SF X 250 GPD/1,000 SF
= 15,000 GPD
COUNTY OF ALBEMARLE, VIRGINIA
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1/21/2020
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LOCATION
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ROSLYN HEIGHTS
East
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TOWNWOOD
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Commonwealth
GEORGETOWN
GREEN
E472
1473
GREENTREE
HESSIAN HILLS
CONDOS
TURTLE CREEK
CONDOS
VICINITY MAP
1"=2000'
OWNER/DEVELOPER:
BOYS AND GIRLS CLUB
1000 CHERRY AVENUE
CHARLOTTESVILLE, VA 22903
CONTACT: JAMES PIERCE
TELEPHONE: (434) 242-8052
vineyard vines
293
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200
CHARLOTTESVILLE,VA 22903
CONTACT: CRAIG KOTARSKI, P.E.
TELEPHONE: (434) 327-1688
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Sheet List Table
Sheet Number
Sheet Title
C0.0
COVER SHEET
C1.0
NOTES & DETAILS 1
C1.1
NOTES & DETAILS 2
C1.2
NOTES & DETAILS 3
C1.3
NOTES & DETAILS 4
C2.0
EXISTING CONDITIONS PLAN - OVERALL
C2.1
EXISTING CONDITIONS PLAN - DETAIL
C2.2
DEMOLITION PLAN
C3.0
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.1
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.2
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.3
EROSION & SEDIMENT CONTROL PLAN PHASE I
C3.4
EROSION & SEDIMENT CONTROL PLAN PHASE II
C3.5
EROSION & SEDIMENT CONTROL PLAN PHASE III
C3.6
EROSION & SEDIMENT CONTROL PLAN PHASE IIII
C4.0
OVERALL PLAN
C4.1
LAYOUT & UTILITIES PLAN
C4.2
LAYOUT & UTILITIES PLAN
C4.3
LAYOUT & UTILITIES PLAN
C5.0
GRADING & DRAINAGE PLAN
C5.1
GRADING & DRAINAGE PLAN
C5.2
GRADING & DRAINAGE PLAN
C5.3
GRADING SPOT SHOTS PLAN
C5.4
GRADING SPOT SHOTS PLAN
C5.5
GRADING SPOT SHOTS PLAN
C6.0
STORMWATER SUMMARY PLAN
C6.1
STORMWATER CALCULATIONS
C6.2
STORMWATER MANAGEMENT PLAN
C6.3
STORMWATER DETENTION DETAILS - SWM 1
C6.4
STORMWATER DETENTION DETAILS - SWM 2
C7.0
STORM PROFILES
C7.1
STORM PROFILES
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L1.0
OVERALL LANDSCAPE PLAN
L1.1
LANDSCAPE PLAN
L2.0
LANSCAPE NOTES AND DETAILS
VV/'i0I CVV/-%1 Cr\ rVlVlr 01HI IUIV rL-MIN MIND JCI.i 1 IUIV
1
TOTAL = 35 SHEETS
SIGNATURE 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
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0112112020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
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JOB NO.
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SHEET NO.
C0.0
GENERAL NOTES
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL
LEGEND
ROADS
SEWER
TRAFFIC STOP BAR
G
S s S EXISTING SANITARY SEWER
STORM PIPE & STRUCTURE NO.
DROP INLET & STRUCTURE NO.
S-SAN-0--OS PROPOSED SANITARY SEWER
CURB
O PROPOSED SANITARY SEWER LABEL
CURB & GUTTER
WATER
DRY CURB & GUTTER
EXISTING WATER LINE
PROPOSED PAVEMENT
6" W PROPOSED WATER LINE
PAVED DITCH
0 g" yy PROPOSED VALVE
JUTE MESH DITCH
! g" W PROPOSED TAPPING SLEEVE
CENTERLINE OF DITCH
El
--(� 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
10
PARKING COUNT
CRITICAL SLOPES
J U N E 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 LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED
BY THE BUILDING DEPARTMENT.
Albemarle County Engineering
Final Plan General Notes
Page I of 4
ALBEMARLE COUNTY
FINAL PLAN GENERAL NOTES
General Construction Notes
1, Prior to any construction within any existing public right-of-way, including connection to
any existing road, a permit shall be obtained from the Virginia Department of
Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of
the permit. Where any discrepancies occur the requirements of the permit shall govern.
2. All materials and construction methods shall conform to current specifications and
standards of VDOT unless otherwise noted.
3. Erosion and siltation control measures shall be provided in accordance with the approved
erosion control plan and shall be installed prior to any clearing, grading or other
construction.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2:1 (horizontal: vertical). Where reasonably obtainable,
lesser slopes of 3:1 or better are to be achieved.
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the
County Engineer, or designee, it is deemed necessary in order to stabilize a drainage
channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
9. All excavation for underground pipe installation must comply with OSHA Standards for
the Construction Industry (29 CFR Part 1926).
4" DIAMETER STEEL
PIPE FILLED WITH
CONCRETE. BOLLARD
SHALL BE PAINTED
YELLOW
2'-0" DIAMETER
4' CONC. FOOTING
PAVEMENT
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3.5'
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BOLLARD DETAIL
No Scale
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 ICC/ANSI
Al 17.1-03.
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 6A 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 GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY
EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT).
THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY
DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS
OF VDOT.
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
CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER
SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL
DEVICES.
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE
CONSTRUCTION INDUSTRY (29 CFR PART 1926).
BLASTING NOTES
1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT.
ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES
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
TOOAM TO 9:00PM.
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
Suggested SchedUIC
•
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 iniet/outict structures; trcc growth on dam or embankment; the
presence of burrowing animals; standing water where there should be
Sctni-annually
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 outict structures, pipcs, and downstream and pilot
channels are free of debris and are operational.
•
Note signs of pollution, such as oil sheens, discolored water. or
unpleasant odors.
Annually
•
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
Monthly or as 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
4
AGVIANCED DRAINAGE SYSTEMS INC
N J lOplast®
Tomorrow's
Drainage System
Today
Nyloplast Drain Basin
Maintenance Considerations
Background:
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.
Q CRAIGW J. K(YrARSKI
Lic. No. 0402048507
,1. 4-1-7-20
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0112112020
DRAWN BY
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DESIGNED BY
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CHECKED BY
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No Scale
6" ROUND GRATE
6 3" \
2 %"
8
5 %"
%" Grate Opening
Material: UV Protected High Density Polyethylene (HDPE)
Colors: Black (40), Green (50), Gray (60), Sand (60S)
Weight: 0.486 lbs Load Recommendation Guide
Fits: Use with Spee-D Basin, 6" Sewer and Drain Fittings, 6"
Corrugated, SDR-35, ABS, SCH-40, Double Wall, ASTM D- Class A
2729, Class 100 Pipe Loads of 1-60 psi.
Grate Openings: 9.10 in
2 open space Recommended for pedestrians, bicycles and wheel
chair traffic.
Will accommodate 27.84 gallons per minute with 1/2" of
head.
,
I e a d . Note: some installations my require z —le wllar to meat load acing. Lmds are b,s on encasing pro W in concrete.
Product must ba installed using NDS instructions.
ADA Compliance
NDS provides a wide set on of grates that are c plant wah the Amnions wth Dsabbt es AR.
The ADA Accessiblbty Guldetines For Buildings and Faolrtms Sectbn 4.5.4 spect that
ground and floor grates "shal have spaces no greater than 1/2 h (13 min) wlde h one dr 'Oon."
We are pleased to pm,de grates that comply with these requrements, so that no hdlvldual need
be ■nbed from accessig the area safety and confidentty.
To see 1 a grate s ADA w nplant please check the d-0tlon of the produa h our NDS
Drainage catalog. products t meet thm ese requreents are marked "ADA c nplant."
ADA Compliant/Heel-proof ills to find out mo a about ADA canplance and NDS? Send us your queMon and we'd be happy
to hp.
CONCRETE BUMPER BLOCK
ANCHOR WITH 5/8" REBAR
BEDDED 24" IN GROUND HANDICAP SIGN
HANDICAP SIGN LOCATION (VAN)
LOCATION (TYP.)
r o
PAINTED
PER 2% MAX. 18 18
VDOT
SPEC.
8' 5' 8' 8' 8'
TYPICAL VAN
ACCESSIBLE ACCESSIBLE
FACE OF
CURB
4"
PAINTED
STRIPE
91 (TYPICAL)
HANDICAP SPACES REGULAR SPACE
SIGNAGE NOTES:
1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH
THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY
REVISION THERE TO:
A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES.
C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE
SPECIFICATIONS.
D. THE 2000 INTERNATIONAL FIRE CODE.
2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE
FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER
CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN
NOTE 1 ABOVE.
3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND
INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND
INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR.
SOLID WHITE LINE 24"
S100 (TYP.)
12'
STD. (VARIES)
R1-1
NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL
HIGH INTENSITY SHEETING NO SCALE
SOLID WHITE LINE
6'
2' 2'
(TYP.) (TYP.)
STRIPING AND SIGNAGE DETAIL
No Scale
*THE DEPTH OF CURB MAY BE REDUCED AS TOP OF CURB 2 �--� 5 ; 6 2 R
MUCH AS 3" (13" DEPTH) OR INCREASED AS I� �1 VDOT A-3 �4"
MUCH AS 3" (19" DEPTH) IN ORDER THAT THE TOP OF CURB CONCRETE CONC CURB AND GUTTER CLASS 3A,
BOTTOM OF THE CURB WILL COINCIDE WITH �`t ° M
THE TOP OF A COURSE OF THE PAVEMENT SURFACE j 6 (f'c=3,000 PSI) CONCRETE
SUBSTRUCTURE. OTHERWISE, THE DETH IS ° �\ �\ a EXIST GRADE METAL INSPECTION FRAME W/ SOLID LID /
TO BE 16" AS SHOWN. ° ,A SURFACE �j/ �j/ ° (NEENAH R-1975 OR EQUIVALENT) j 4
A \ \\\ \\\ ° BASE -�� 3"" CONCRETE COLLAR 13
12"
//\//\ ° 11
�� CRUSHED STONE BEDDING ° 4
u BASE COMPACTED
4 ° 4 °
° t, ° ° 6" DI CLEANOUT SUBGRADE
VDOT A-3 CONCRETE °°
SUBBASE o
o o o o CONTINUE 21 B STONE
SUBBASE ` PLUG AT END 4" MIN.
OF LINE o o o o o BASE FROM ADJACENT
CONTINUE STONE BASE 11 CONTINUE 21 B STONE BASE PAVEMENT SECTION
FROM ADJACENT PAVEMENT 6 FROM ADJACENT PAVEMENT �� �� �� �� �� �� �� �� �� �� �� UNDER CURB
6" 6" 2'-0"
SECTION UNDER CURB SECTION UNDER CURB
VDOT STANDARD CG-3 nN
USH CURB CLEANOUT DETAIL VDOT STANDARD CG-6 CURB & GUTTER
No Scale Scale No Scale No Scale
R--
4"
4"
F THE
EXISTING PAVEMENT PROPOSED PAVEMENT TOP OF CURB R-2"
lit CONTROL JOINT SPACED *THE DEPTH OF CURB
> AT WIDTH OF WALK (MAXIMUM) MAY BE REDUCED AS
SAWCUT THROUGH - MATCH EX. CROSS e ,e° a /��/�� ° MUCH AS 3" (15"
NOTE: PROPOSED J EX. SURFACE LU
PAVEMENT MUST TIE X COURSE w SLOPE UNLESS OTHERWISE /a' ° , EXPANSION JOINT AT MAX �j �j Q ° 6" DEPTH) OR
IN WITH EXISTING SPECIFIED ON PLANS OF 30', WITH PREMOLDED
W & REMOVE EXPANSION FILLER INCREASED AS MUCH
PAVEMENT PAVEMENT / ° SURFACE ORDAS ER THAT THE 21" DEPTH) IN
2' MIN. PROPOSED CONC. WALK
18 ° VDOT A-3 CONCRETE CUURB WILTTOM OL COINCIDE
SURFACE
2" ± COURSE \� \� a BASE WITH THE TOP OF A
° ° CONTINUE 21B STONE COURSE OF THE
EXISTING a a a ° ° ° °
a a � � ° a ° BASE FROM ADJACENT PAVEMENT
PAVEMENT a a 8 m a a �j/�j/� ° PAVEMENT SECTION SUBSTRUCTURE.
UNDER CURB OTHERWISE, THE
MILL EX. SURFACE COURSE BASE COURSE J��j� o SUB BASES ` DTO BE 18" AS
SAWCUT EX. EDGE OF PAVEMENT AGGSHOWN.
R. COURSE i , /�/�/�/i�/�/������������������� ���������� �cOcOcOcOcO�cU�cUcU�cO�
COMPACTED SUBGRADE 4" 21-B STONE'
PAVEMENT REPLACEMENT JOINT DETAIL CONCRETE SIDEWALK JOINT DETAIL VDOT STANDARD CG-2 CURB
No Scale No Scale No Scale
1.5" DIA. GALV.
NOTES:
1. PROVIDE SHOP
DRAWINGS FOR
HANDRAIL FOR
REVIEW PRIOR TO
CONSTRUCTIONS
2. RAIL ON BUILDING
SIDE OF RAMP TO 3'-011
BE MOUNTED TO
BUILDING FACE.
4" MAX
SL P AS SHOWN IN PLAN MAX. 1:12
n 'd a
4 ^ ° d
— 4 d
-I
— MAX 6'
CORE DRILL CONCR� ,
HANDRAIL POST, EMBED HANDRAIL A
MINIMUM OF 6" BELOW FINISHED
GRADE AND GROUT TO THE FULL
DEPTH OF EMBEDMENT (TYP.)
ADA RAMP AND HANDRAIL DETAIL
No Scale
NOTES:
1. FINE BROOM FINISH ALL STAIRS.
2. RAIL ON BOTH SIDES OF STEPS
(IF NOTED)
3. SEE PLAN FOR RISER HEIGHT
4. MAX. CENTER TO CENTER SPACING
BETWEEN STAIR POST TO BE 6'.
ADD CENTER POST IF NECESSARY
TO MAINTAIN MAX. SPACING
FINISHED
GRADE
1.5"DIA GALV.
RAIL (TYP.)-
12" MIN
(TYP.) 12"
(TYP.)
3'-0"
1/2" R
(MAX.)\F�_,
1/8" °
12" MIN
(TYP.)
3'-0"
(TYP.) EXP.
JOINT
FINISHED
�GRADE
CONCRETE
8„
WASH o�v ---IV-4"
EXP. CORE DRILL CONCRETE FOR
JOINT 5„ HANDRAIL POST, EMBED
1/8" HANDRAIL A MINIMUM OF 6"
WASH ° BELOW FINISHED GRADE AND
GROUT TO THE FULL DEPTH
Ial ° OF EMBEDMENT (TYP.)
° 8" 5" # 57 STONE
o + #3 REBAR (12" 0. C.)
g ° ^ (2) #5 REBARS, BOTTOM CONTINUOUS,
3„ LAP 2'-2" AT SPLICES
COMPACTED SUBGRADE
3"
EXTERIOR STAIRS
No Scale
7-1/2"
GTH
0.5' FROM EP
ANCHOR WITH 5/" RrmDrvm
IMBEDDED 24" IN GROUND;
2 PER WHEEL STOP
PRECAST CONCRETE WHEEL STOP
No Scale
6"
EP/ FC
7' OR AS SHOWN IN PLAN. SLOPE NOT TO EXCEED 1: 12
WHEN ALONG SIDEWALK
,f -
611
EP/ FC
1' OR AS SHOWN ON PLAN
WHEN NOT ALONG SIDEWALK
CURB WIPE DOWN DETAIL
No Scale
VA. SIGN FOR THE DISABLED ON 0.80 GAUGE
ALUMINUM. COLORS: GREEN BORDER &
LEGEND, BLUE SYMBOL FOR ACCESSIBILITY,
WHITE BACKGROUND.
RESERVED RESERVED
PARKING PARKING
----------
PENALTY PENALTY
$W - W RISE $M - $WORE
TOW AWAY ZONE TOW AWAY ZONE
VAN _F
6' ABOVE ACCESSIBLE 6' ABOVE
FINISHED FINISHED
GRADE GRADE
SPACES SHALL BE IDENTIFIED BY ABOVE GRADE
SIGNS AS RESERVED FOR PHYSICALLY
DISABLED PERSONS. PROVIDE ONE (1) R-7-8
SIGN AT EACH PARKING SPACE INDICATED ON
SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED
WHITE) WITH GREEN LETTERS AND
INTERNATIONAL WHEELCHAIR SYMBOL. SIGN
SHALL BE PLACED ON STEEL POST 1-1/2" O
PAINTED BLACK SET IN MIN. 2' OF CONCRETE.
ADA PARKING SIGNS
No Scale
SIGN AND POST DETAIL
No Scale
BE
2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A
(PLACED IN SINGLE LIFT)
8" TYPE 21 B AGGREGATE BASE COURSE
COMPACTED SUBGRADE
DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
LIGHT DUTY ASPHALT PAVEMENT SECTION
No Scale
^." ASPHALTIC CONCRETE SURFACE
;OURSE - SM-9.5A
INTERMEDIATE BASE COURSE - BM25.OA
TYPE 21-B AGGREGATE SUBBASE COURSE
DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS
HEAVY DUTY ASPHALT PAVEMENT SECTION
No Scale
EXPANSION JOINT WITH
PREMOLDED EXPANSION 1/4" SEALANT
FILLER, "ZIP STRIP" OR NON -SLIP BROOM FINISH
EQUIV., SEAL WITH WWF 6x6 W2.9xW2.9
SILICONE SEALANT 2„
° a 10" 3,000 PSI AIR ENTRAINED PORTLAND
CEMENT CONCRETE
0 0 0 0 0 0 0 0 6" TYPE 21A STONE COVER
COMPACTED SUBGRADE (CBR 11.2)
DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS
HEAVY DUTY CONCRETE SECTION
No Scale
VARIABLE WIDTH'
NON -SLIP BROOM FINISH MAX. CROSS SLOPE 2%
° d
^>o
4" 3,000 PSI AIR -ENTRAINED
CONCRETE
COMPACTED SUBGRADE 4" TYPE 21 B STONE
NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH VDOT STANDARDS.
a
d a
CONCRETE SIDEWALK PAVEMENT SECTION
No Scale
,IXI
CRAIGW J. K(YrARSKI
Lic. No. 0402048507
'ik,.'�IOJIVAIL
4-1-7-20
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DRAWN BY
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DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
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1' COMPRESSION x 3/4' MALE PIPE COUPLING
OR APPROVED EQUAL
SEWER SERVICE LATERAL CONNECTION NOTES:
1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE ❑ O ❑ PLACE 5' GALVANIZED "WITNESS "POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS NOTE: HYDRANT MUST BE
1" TYPE "K»� o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT EQUIPPED WITH CHARLOTTES -
INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE SOFT COPPER
TO HIGHWAY DEPARTMENT APPROVAL. VILLE THREADS WHICH IS
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE FOR USE ON ATTACHED SINGLE FAMILY NOTEi MIN. 60' DIAMETER MANHOLE a
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. REQUIRED,
1"x1"x1" Q THE LOCAL STANDARD.
1
TO THE MANHOLE. TEE °
LENGTH OF BRANCH VARIES
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL R.H. STEP FINISHED GRADE
MHa DROP MANHOLE PVC CROSS AV 6' MIN
BE CONNECTED USING A PIPE SADDLE. ° ° (270'} 2' TO 10'
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% Q ❑ ❑ USE APPROVED FLEXIBLE RUBBER
1 1^
(1 /4" PER FOOT) � NOTE o q BOOT, cP ri ,i1 Illl Ill;l 7 CU. FT. 18„_22„
NO SWEATED FITTINGS 2, ° o =z<v I "'' #68 STONE VALVE BOX
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN
DIAMETER OF 4". �. ao I I ADJUSTABLE TRAFFIC RATED
DUAL SERVICE 6' _ GASKETED oQ II VALVE BOX W/ LTD
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER STOP COUPLING
o� Z u
1" COMPRESSION x 3/4" MALE PIPE COUPLING •' ' 6" GATE
OF 3 FEET. OR APPROVED EQUAL - 2T , ;r. ' 42"MIN • ° ' • ,
DROP PIPE VALVE
1" TYPE "K" PIPE STRAPS '' d ]'! ^• a" X 6"
SALT SOFT coPPER ° ° (STAINLESS STEEL) N •"!!� "
TREATED SPACED EVERY TEE
FINISHED GROUND 2 x 4 ❑ O ❑ 4 a 2' VERTICALLY
MARKER FOR USE ON DETACHED SINGLE FAMILY 90° RESTRAINED BEND 2500 P.S.I. CONCRETE
�' '¢ ' •°] r' 6,�d °. a
RESIDENTIAL SERVICE WHERE AN IRRIGATION SEWER BASE AND THRUST ;•:a.• i ,
METER IS NOT PROVIDED. ° INFLUENT BLOCK AGAINST
PIPE UNDISTURBED STABLE
SINGLE SERVICE 6 A 4 .. o� °1 STEEL PILE
° M.J. GATE VALVE SOIL.
MAIN
SADDLES SHALL BE USED ON PVC PIPE, q a 4 a d . SEWER WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS
p• a a . a (s PIPE
CAST IRON LID PLAN - - - - A HYDRANT IS LOCATED IN A FILL, IN ADDITION
tl FINISHED GRADE TO POURING CONCRETE, A STEEL PILE SHALL
PLUG END OF I 1 I 11 BE USED AS ADDITIONAL SUPPORT.
MAIN LINE SERVICE LATERAL 12"-15" PROFILE
SECTION g C1KWING METER MIN, 6' BEDDING WITH N❑. 6B STONE WATER LINE
45'0' 0" YALVE eox
INO�jJ�) 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO d
!� NOTE:
36" MIN. COPPERSETTER
(2) FEET.
/8 BEND COUPLING I I
S, 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1 2' MIN. COVER FROM THE MAW TO THE FIRE HYDRANT
- THE DROP FITTING WITH STANDARD GASKET JOINT. 2500 P.S.I. ITCHES D
CONCRETE d' 4 2'x 2' BEARING AREA. ( INCLUDING )
METER 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF THRUST BLOCK 41
:>a•- G .,....,.a . VALVE BOX.
STAINLESS STEEL. a
CORPORATION STOP t. ;'•�.::. •. {;-.� BRICK AS 4. THE GATE VALVE IS ALLOWED N SHOULDER OR BEHIND THE DITCH.
IN LINE WYE- TEE ;;: t-'�'' Y •' ^ NECESSARY 4, SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT
1T IS NOT ALLOWED IN THE DITCH.
;;'''1'•'' ` t;i* r; TO SPRING LINE OF MANHOLE INVERT. d ° L 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
PLAN a<, Y .::�=.::"
SAND OR DUST UNDER ;h ,y-�, a:.�.{f 4" DIAMETER DRAIN PIPE, 12" 4 HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
BOX AND SETTER (2-INCH iy�=:r.`i.,, } • rS4 �;.s 'r LONG STONE POCKET, VDOT S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. ° REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
MINIMUM THICKNESS) SPEC. 203, N0. 57 AGGREGATE
VARIES 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR NOTE : 1N REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL SERVICE LATERAL INSTALLATION
j� TWO 8" DIAMETER DROP CONNECTIONS.
SEWER SERVICE LATERAL CONNECTION (5/8" & 1" METERS) STANDARD INTERNAL DROP CONNECTION TYPICAL GATE VALVE TYPICAL. FIRE HYDRANT ASSEMBLY DETAIL
N.T,S,
N.T.S. NTS N.T.S. NTS FIG. W-4
FIG, S-2 FIG. W-6A FIG. S-1-C2 FIG. W-5
METER SIZE DIMENSION DIMENSION DIMENSI❑N
A B C
1 1/2, 3'1' 5'0' 3'8'
2' 3'1' 5'0' 3'8'
3' 5' MIN, 10' MIN, III MIREMAINING
BACKFILL SHALL
a' 1 5' MIN, 12' MIN, 1 61 MI
NOT CONTAIN ROCK MATERIAL
GREATER PROPOSALS WILL BE SUBMITTED,
THAN 4
36"MIN LARGER THAN 5" IN ANY
DIMENSION
24"MI
INTIAL BACKFILL*
8"MIN (6" LIFTS)
EMBEDMENT
* THOROUGHLY COMPACTED
SPRING LINE
BY HAND OR APPROVED
OF PIPE
O MECHANICAL TAMPER
HAUNCHING
A SIDE VIEW
NO. 68 STONE
- _
BEDDING 6" max
4" min
FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
ALL PIPE)
L
u
- - - - _ DOOR HINGES
I I
I I
( I
I I
I
LIFT HANDLE
L----------------
TYPICAL METER VAULT
MT,S,
FIG, W-7A
75' DIAMETER DRILLED
IDLE FOR TOUCH READ
!NITS,
TOP VIEW
3" DIAMETER FLAT
BEARING SURFACE
UNDERNEATH
24' X 36'
ALUMINUM ACCESS
HATCH
NOTE
1.01PEN 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 4" 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
SL-1
BARS 0 8" C-C TYP.
PLAN
CLASS A3 CONCRETE
SECTION A -A
�i
A B II I
IT
TT
WALL THICK EIZE SS VNARIES PLAN
NOTES:
1. THE STANDARD SAFETY SLAB (SL-1) IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS
ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRAINAGE DESCRIPTION. FOR MANHOLES,
JUNCTION BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPACING OF
ADJACENT SAFETY SLABS SHALL BE W TO 12' WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET
OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW
ANY INLET PIPE OF 30" DIAMETER OR GREATER.
2. THE COST OF THE SL-1 IS INCLUDED IN THE COST OF THE STRUCTURE.
3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE
OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY.
4. SAFETY SLAB MAY BE CAST -IN -PLACE OR PRECAST. CAST -IN -PLACE CONCRETE TO BE
CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE A4 (4000 PSI). REINFORCING
STEEL TO BE IN ACCORDANCE WITH AASHTO M31.
5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS
LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY
30" LONG).
#5 BARS
0 8" C-C TYP.
CLASS A3 CONCRETE
SECTION B-B
B
SEE CAST IN PLACE DRAWINGS
FOR FURTHER DETAILS
# 5 BARS 0 8" C-C TYP.
TYPICAL PRECAST UNIT
x�/pQT SPECIFICATION
TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, REFERENCE
ROAD AND BRIDGE STANDARDS MANHOLES AND JUNCTION BOXES
SHEET 1 OF 1 REVISION DATE 302
106.14 VIRGINIA DEPARTMENT OF TRANSPORTATION
FE-CL
NOTES
ATTACH FENCE FABRIC SEE GENERAL NOTES -FENCING FOR ADDITIONAL DETAILS
TO TENSION WIRE WITH AND INSTRUCTIONS
TOP AND BOTTOM HOG -RINGS APPROX. A MOISTURE -EXCLUDING CAP IS REQUIRED ON TUBULAR
SELVAGE TO BE POSTS.
BARBED. TENSION WIRE #7 GAUGE 24" C-C
GALVANIZED COIL SPRING MATERIAL FOR CAP SHALL CONFORM TO THE ALLOWABLE
WIRE STRETCHED TAUT 5" - 1 TYPES FOR OTHER LISTED FITTINGS.
I
'i001i0°Oi0
•
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■
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..........
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i°i°i°i(i°i°i°i°i
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• •
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TYPICAL SPACING
BETWEEN ALL
LINE POSTS.
POST TYPE
MINIMUM
PIPE SIZES O.D.
LINE POST
2.375"
END/CORNER POST
2.875"
GATE POST (SINGLE SWING) w <_ 6ft.
2.875"
GATE POST (SINGLE SWING) w > Eft.
4.00"
GATE POST (DOUBLE SWING)
2.875"
BRACE
1.66"
GATE FRAME
1.90"
CORNER BRACE - TO BE USED WHEN HORIZONTAL
ALIGNMENT CHANGES 15' OR MORE.
LCHANGES 15. OR MORE
INE BRACE - TO BE USED WHEN VERTICAL ALIGNMENT
END/ 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 HEIGHT ABOVE THE GROUND LINE WHEN A
TENSION WIRE IS USED IN LIEU OF A TOP RAIL.
CHAIN LINK FENCE GREATER THAN 6 FEET IN HEIGHT
SHALL BE SUBMITTED TO THE STANDARDS & SPECIAL
DESIGN SECTION FOR APPROVAL.
GATE POST 1 MIN. O.D.
f -GATE POST
MIN. ROUND ROD GROUND LINE
�r •.
VAR. 3',5',6',8',10' �'�� CONCRETE
14"->- �- FOOTING
SINGLE SWING GATE
GATE POST
GROUND
LINE
MAAIMUM JY UIINU OL I VYLLIN t3RAULJ r
O U
CONCRETE 3/8" MIN.
FOOTING ROUND RODALTERNATE ANCHOR DEVICES
MAY BE USED IN LIEU OF
SETTING POST IN CONCRETE. VAR. 10',12',14'
DEVICES SHOWN ARE IIL_-
REPRESENTATIONAL ONLY.
SEE GENERAL NOTES.
DOUBLE SWING GATE
ALTERNATE ANCHOR (TO BE USED WHERE SWINGING CLEARANCE IS LIMITED)
DEVICES
lVDOT STANDARD FENCE SPECIFICATION
ROAD AND BRIDGE STANDARDS REFERENCE
SHEET 1 OF 1 REVISION DATE CHAIN LINK 242
503.04 7/11 VIRGINIA DEPARTMENT OF TRANSPORTATION 507
Static Re
si
dual Hydrant
Flow Hydrant
Albem deCoudy Hydrant Flow Date of Report
Service Auth�rlty 10/16/2019
S'Yvin1'&c0fl" � Test Report
IN Spdnap Road ch~esvft. VA 2nl1 (434) 9" 4511
Location LAMBS LN
Date and Time of Test 10/16/2019 10:53:00 AM
Minutes of Flow 2
Pipe Size (Inches) 8
Pressure Hydrant 11653
Static Pressure (psi) 106
Residual Pressure (psi) 91
11 Q20 Looped Ll Q20 Multiple Inline Hydrants 0 Q20 Single Flow ❑ Sprinkler Test Single Flow
Flow Hydrant #1 11654 Pitot Pressure #1(psi) 53 Yellow 1 M Test Flow 1 1223
Flow Hydrant #2 Pitot Pressure #2 (psi) Yellow 2 El Test Flow 2 0
Flow Hydrant #3 Pitot Pressure #3 (psi) Yellow 3 Test Flow 3 0
Total Estimated Flow (gpm) 1223
AW WA Q20 Calculation (gpm) 3140
(No value in Q20 indicates insufficient pressure drop for Q20 OR a sole sprinkler test.)
Comments
Hydrants opened all the way
For method of calculating pitot Row with a red Pollard diffuser: see eq. 13, Walski and Lutes article 1990 Journal Management and
Operations AW WA. For yellow Pollard diffusers, a best fit third order polynomial equation of the Pollard flow vz, pitot pressure gauge is
used.
Estimated Consumption (gal) 2446
For use for water audit
Signature of Tester:
Utilities, structures, lot lines, and all appurtenances indicated on this map are intended for general
layout and reference location only. This printout is not intended for any other use than for preliminary N
planning and general location purposes. The utilities shown on this map are believed to be accurate,
however, recent utility improvements and/or system changes may have been updated since the W E
time of this printout. Any determination of topography or contours, or any depiction of physical
improvements, property lines or boundaries is for general information only and shall not be used for the
design, modification, or construction of improvements to real property or for flood plain determination. S
Contact ACSA directly for speck utility locations.
Aerial ImageryO Commonwealth of Virginia 0 60 120 180 240
Planimetric Data Property of County of Albemarle Feet
ACSA Staff MM/DD/20W
\CSA Hydrant
nService, Ownership
Not In Service, ACSA Owned
Not In Service, Private Owner
In Service, Private Ownership
In Service, ACSA Owned
ACSA Fire Line
ZWSA Water Main
Itility Type
Potable Water
Raw Water
Albemarle Canty
Service Auth,rity
CO•Ydl Anq
woo
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0 l *�
Q CRATIS W J. KfYF,ATtSKI
Lic. No. 0402048507
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OWNER: SLUTZKY, DAVID OR MELISSA
ZONING: RURAL AREAS
TAX MAP PARCEL ID: 04400-00-00-034CO
PRESENT USE: SINGLE FAMILY RESIDENTIAL
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ZONING: RURAL AREAS /
TAX MAP PARCEL ID: 04400-00-00-036A1
PRESENT USE: VACANT RESIDENTIAL LAND
t
OWNER: GUERLAIN, STEPHANIE A E &
ROBERT J HASCHART
ZONING: RURAL AREAS
TAX MAP PARCEL ID: 06000-00-00-07700
PRESENT USE: VACANT RESIDENTIAL LAND
/ 0 1
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SUBJECT PROPERTY
OWNER: COUNTY OF ALBEMARLE SCHOOL BOARD
ZONING: RURAL AREAS
TAX MAP PARCEL ID: 06000-00-00-078AO
PRESENT USE: PUBLIC SCHOOL(S)
17
� 18
OWNER: KALERGIS, DAVID & MARY M 19 /
/ KALERGIS
/ ZONING: RURAL AREAS
I TAX MAP PARCEL ID: 06000-00-00-077A2 \
I PRESENT USE: VACANT RESIDENTIAL LAND — — —
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ASSOCIATION \
I ZONING: R6 RESIDENTIAL \
TAX MAP PARCEL ID: 060FO-00-00-00200
PRESENT USE: SINGLE FAMILY ATTACHED HOMES
14
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 06000-00-00-08000 VACANT RESIDENTIAL LAND
3 PERKINS, MARY KIMBERLY RURAL AREAS 06000-00-00-07900 SINGLE FAMILY RESIDENTIAL
1 4 KRASNEGOR, DANIEL G RURAL AREAS 06100-00-00-002BO SINGLE FAMILY RESIDENTIAL
I 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
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
15 DETERT, JAMES R & NATALIE R 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
17 TERRY, SHERWIN H JR OR RURAL AREAS 06000-00-00-070X0 SINGLE FAMILY RESIDENTIAL
ELIZABETH M
18 ABIDIN, MARY LOUISE RURAL AREAS 06000-00-00-070MO SINGLE FAMILY RESIDENTIAL
19 COOPER, JAMES M OR V SHAMIM RURAL AREAS 06000-00-00-070M1 SINGLE FAMILY RESIDENTIAL
SISSON
C .ATG W J. K9TATZSK1',:`
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44523
SHEET NO
C2.1
L
EROSION AND SEDIMENT CONTROL NARRATIVE:
MINIMUM STANDARDS:
PROJECT DESCRIPTION
THIS PROJECT INCLUDES THE CONSTRUCTION OF A COMMUNITY CENTER, SPORTS FIELDS, AND ASSOCIATED
PARKING, UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 6.59 ACRES.
ADJACENT PROPERTY
THE PROPERTY IS BOUNDED BY A JACK JOUETT MIDDLE SCHOOL TO THE EAST AND A SPECIAL EDUCATION
SCHOOL TO THE SOUTHEAST. TO THE NORTH AND WEST THERE IS MOSTLY VACANT WOODED PROPERTY.
EXISTING SITE CONDITIONS
THE EXISTING SITE IS WOODED PROPERTY.
OFF -SITE AREAS
NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE
PROJECT SHALL HAVE AN APPROVED ESC 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 (SEE SHEET C3.3)
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 CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES.
3. CLEAR AND GRADE SEDIMENT TRAPS.
4. INSTALL DIVERSION DIKES, FILL DIVERSIONS & 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 (SEE SHEET C3.4)
1. BEGIN ROUGH GRADING THE PROJECT AREA AS SHOWN ON C3.4.
2. INSTALL RETAINING WALL AND BRING THE PARKING LOT TO ROUGH GRADE.
3. ADJUST ALL DIVERSION DITCHES AND FILL DIVERSIONS AS NECESSARY TO PREVENT SILT/SEDIMENT FROM
LEAVING THE SITE.
4. SEED ALL DENUDED AREAS PER VESCH STANDARDS.
PHASE III (SEE SHEET C3.5)
1. CONTINUE ROUGH GRADING AT THE REAR OF THE BUILDING TO BRING THE ACCESS ROAD UP TO GRADE AS
SHOWN ON C3.5. CONTRACTOR TO ENSURE SEDIMENT TRAPS REMAIN IN PLACE AS DESIGNED TO ENSURE
ADEQUATE TREATMENT OF RUNOFF.
2. ADJUST ALL DIVERSION DITCHES AND FILL DIVERSIONS AS NECESSARY TO PREVENT SILT/SEDIMENT FROM
LEAVING THE SITE.
3. INSTALL BLANKET MATTING AND ADDITIONAL SILT FENCE AS SEEN ON SHEET C3.5 TO STABILIZE GRADE IN
AREAS THAT EXCEED 3:1 SLOPES
4. SEED ALL DENUDED AREAS PER VESCH STANDARDS.
PHASE IIII (SEE SHEET C3.6)
1. INSTALL PROPOSED STORMWATER INLETS, PIPING AND DETENTION SYSTEM. INSTALL INLET PROTECTION AS
SHOWN ON THE PHASE IIII PLAN.
2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZIATION TO THESE AREAS WITHIN SEVEN DAYS
AFTER FINAL GRADE IS ACHIEVED. APPLY SOIL STABILIZATION BLANKETS FOR ALL SLOPES THAT EXCEED 3:1.
3. ONCE THE SITE UP HILL FROM EACH SEDIMENT TRAP HAS BEEN STABILIZED AND APPROVED BY THE ESC
INSPECTOR REMOVE AND BACKFILL ACCORDINGLY. APPLY PERMANENT SOIL STABILIZATION AND
STABILIZATION BLANKETS AS REQUIRED.
4. ONCE A SEDIMENT TRAP HAS BEEN REMOVED AND BACKFILLED ACCORDINGLY, CONTRACTOR TO REMOVE
TEMPORARY SLOPE DRAIN AND ASSOCIATED OUTLET PROTECTION.
5. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL
MEASURES CAN BE REMOVED UPON APPROVAL FROM THE ESC INSPECTOR.
AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE
FOLLOWING CRITERIA, TECHNIQUES AND METHODS:
MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS
AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE
APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN
DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE
TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
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 TEMPORARY
PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS
AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY
STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS
ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT
SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL
BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS
IMMEDIATELY AFTER INSTALLATION.
MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE
SERVED BY THE TRAP.
A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE
AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES.
MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION.
SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL
BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED.
MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE
TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE.
MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE
PROVIDED.
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
OTHERWISE TREATED TO REMOVE SEDIMENT.
MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL,
ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE
INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL.
MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE
ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT
POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF
CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY
NONERODIBLE COVER MATERIALS.
MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY
SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL
SHALL BE PROVIDED.
MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE
WATERCOURSES SHALL BE MET.
MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE
WATERCOURSE IS COMPLETED.
MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN
ADDITION TO OTHER APPLICABLE CRITERIA:
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED
SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT
FLOWING STREAMS OR OFF -SITE PROPERTY.
D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE
EROSION AND PROMOTE STABILIZATION.
E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH.
MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE
MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE
SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED
THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR
SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED
ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL
DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES.
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
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
STANDARDS.
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION
AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE
LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND
EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN.
ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING,
GRADING, OR LAND DISTURBANCE.
ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES.
ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS
(INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY
EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT
CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE.
ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE)
ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT.
ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE.
ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT.
MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL
DEVICES IMMEDIATELY.
SOILS INFORMATION:
2C - ALBEMARLE FINE SANDY LOAM, 7 TO 15 PERCENT SLOPES; 35 TO 60 INCHES TO PARALITHIC BEDROCK; 40 TO 60 INCHES
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
INCHES TO LITHIC BEDROCK; WELL DRAINED; HYDROLOGIC SOIL GROUP B.
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.
88 - UDORTHENTS, LOAMY; MORE THAN 80 INCHES TO RESTRICTIVE FEATURE
CONTRACTOR SHALL PROVIDE ALL INFORMATION REQUIRED FOR CONSTRUCTION RECORD DRAWINGS:
G� LSE COUNTY OF ALBEMARLE
6' Department of Community Development
� A'r
�'IRGINIP
Construction Record Drawings (As -built) for VSMP
The following is a list of information required on construction record drawings for
stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the
construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
A. A signed and dated professional seal of the preparing engineer or surveyor.
B. The name and address of the firm and individual preparing the drawings on the title sheet.
C. The constructed location of all items associated with each facility, and the inspection records to verify
proper dimensions, materials and installation. The items include, but are not limited to the following:
1. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
2. Video Pipe Inspection for any pipes which are not accessible or viewable.
3. Updated Location with geo-coordinates of all facilities.
4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities.
5. Current physical and topographic survey for all earthen structures. Ponds should include a survey
of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required
for alterations from the design.
6. Plants, location and type.
7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the
installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s),
inlet and outlet protection, alignment and invert elevations compared to design.
8. Computations: For significant deviations from design, provide sealed computations verifying that
the as -built condition is equivalent or better than design.
9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical
sections and linings.
10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage
must be within platted easements. Provide copies of recorded documents.
11. Guardrail, fences or other safety provisions - Display the constructed location of all safety
provisions; fences, guardrail, including the type, length and applied end treatments, compared to
design.
12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to
material types and depths. Include inspection reports, boring or test pit reports and materials
certifications. Biofilter media must be an approved state mix.
13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable.
14. Compaction reports are required to verify fill compaction in dams.
15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning.
EROSION CONTROL LEGEND
*
LIMITS OF CLEARING AND GRADING
-
F
DRAINAGE DIVIDE
-
SOIL AREA DIVIDE
-
SAF
SAF
SAFETY FENCE
3.01
CE PCE
CONSTRUCTION ENTRANCE
3.02
SF
SILT FENCE
3.05
SF
SUPER SILT FENCE
3.05
�P
INLET PROTECTION
3.07
DD
pp,DIVERSION
DIKE
3.09
FD
TEMPORARY FILL DIVERSION
3.10
CWD
CLEAN WATER DIVERSION
3.11
ST
SEDIMENT TRAP
3.13
OP
OUTLET PROTECTION
3.18
CD
CHECK DAM
3.20
TS
TEMPORARY SEEDING
3.31
PS
PERMANENT SEEDING
3.32
MU
MULCHING
3.35
glM
SOIL STABILIZATION BLANKET
3.36
TP
TIP
TREE PROTECTION
3.38
DC
DUST CONTROL
3.39
* "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER
CR.A-TG W J. I', grAIZSISI ry®.
Lic� No. 0402048507
r 4 1-7 20
rs
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DATE
0112112020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
N/A
J
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= 06
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JOB NO.
44523
SHEET NO.
C3.0
L_
m
TABLE 3.31-B
0 0
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
"QUICK REFERENCE FOR ALL REGIONS"
yx� ��
PLANTING DATES SPECIES RATE (LBS./ACRE)
1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO
TRENCH UPSLOPE ALONG THE LINE OF THE POSTS.
POSTS. i
'
SEPT. 1 - FEB. 15 50/50 MIX OF
ANNUAL RYEGRASS
6'
I�k'AX I
j
CRAIGW J. K(YrARSKI�
Lic. l�Ia. G40�04�507
(LOLIUM MULTI-FLORUM)
/ (
TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION
4- I -20
& 50-100
(WINTER)
CEREAL WINTER RYE
I I
- l!i (11',
�i I 1 I� -III
�� - --IIIIII
SHALLOW BLANKET)
SLOPE'0
SECALE CEREALE
( )
-III-III=�'
����# ;- ON SHALLOW SLOPES, STRIPS NETTING
FLOW =11=III-
II,,IIII. - II�,II1=1TI-
ITI
Ti-, PROTECTIVE COVERINGS MAY BE APPLIED
T'�r=,�_l
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
4»
- ACROSS THE SLOPE.
- c = y
(LOLIUM MULTI-FLORUM)
1
�"�"'-'
WHERE THERE IS A BERM AT THE
Mo E
MAY 1 - AUG. 31 GERMAN MILLET 50
ITALICA) 3.31
TOP OF THE SLOPE, BRING THE /77'',BERM1TaTlu-
MATERIAL OVER THE BERM AND _„ui
',';"E" �l
N
(SETARIA
STEEP ANCHOR IT BEHIND THE BERM. wM �� guy
> E
3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE
TEMPORARY SEEDING PLANT MATERIALS
THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL.
THE TRENCH.
SLOPE
ON STEEP SLOPES, APPLY PROTECTIVE
LLJ ai .E
,,, >z
L=li COVERING PARALLEL TO THE DIRECTION
=I -r. �l
H 4
J
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u
OF FLOW AND ANCHOR SECURELY.
-T
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a
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BRING MATERIAL DOWN TO
Lu M
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TABLE 3.32-D
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
=III- / ' -III
FLOW r -111
III -III-' III
A LEVEL AREA BEFORE
TERMINATING THE 4 ��
Lu o rn
a o N
� N
(D Lu °,
a
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J
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=III=III='' III-III=1'
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INSTALLATION. TURN THE 12
TOTAL-'
TOTAL LBS. PER ACRE
- ;III=1il- iilll=''
- -11 ,111
FLOW
DITCH END UNDER 4" AND STAPLE
� O U X
Q Q
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MINIMUM CARE LAWN
AT 12" INTERVALS.
°C °� "
04 �
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U)
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COMMERCIAL OR RESIDENTIAL 175-200 LBS.
OR TURF TALL FESCUE
ii IN DITCHES, APPLY PROTECTIVE COVERING
= v N
= v >
z
O
z
w
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KENTUCKY 31 -TYPE 90-100%
IMPROVED PERENNIAL RYEGRASS 0-5°%
F PARALLEL TO THE DIRECTION OF FLOW.
T~�T�iiHT�T
~ o N
0O
KENTUCKY BLUEGRASS 0-5 /o
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
T�uHT�T ilIlilQii'ioi
USE CHECK SLOTS AS REQUIRED. AVOID
(
w
O
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JOINING MATERIAL IN THE CENTER OF THE
a
GENERAL SLOPE (3:1 OR LESS)
FILTER FABRIC
DITCH IF AT ALL POSSIBLE.
C) L
5
KENTUCKY 31 FESCUE 128 LBS.
III 1—WIRE'OU
O
U
RED TOP GRASS 2 LBS.
�
SEASONAL NURSE CROP * 20 LBS.
_ it III III III=
= —III III-
150 LBS.
LOW -MAINTENANCE SLOPE (STEEPER THAN 3: 1)
=III=1
SF 3.05-1
O
BM 3.36-1
0
SEE SLOPE STABILIZATION SEED MIX
cD
SILT FENCE (WITH WIRE SUPPORT)
SOIL STABILIZATION BLANKET (TREATMENT-1)
No Scale
No Scale
H
p
Lu
O
(V
O
N
TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET)
Lu
00
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* USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES
INSTALLATION CRITERIA
=
Q
m
�
AS STATED BELOW:
Q
M
FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE
zz
21
0
FILL SLOPE
MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET
AUGUST 16TH THROUGH OCTOBER ANNUAL RYE
ANCHOR NOTES
SLOT APPROXIMATELY 200 STAPLES REQUIRED
-
DATE
EARTHEN RIDGE
• • •
............................
-� GRAVEL CURB INLET SEDIMENT FILTER
>
NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE
PER 100 SQ. YDS. OF MATERIAL ROLL.
ANCHOR SLOTS, JUNCTION SLOTS &
—�-
0
0112112020
DRAWN BY
9 II —III — — I �I I III III III II I �I I �
** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF
FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL
CHECK SLOTS TO BE BURIED 6" TO 12".
/�
j
�
12" MAX. 4:1 OR FLATTER
K. MELLON
—IIIIII II I II I III II
OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU
OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED
JUNCTION
6" MAX. STEEPER THAN 4:1
SLOT EDGE AND END JOINTS
DESIGNED BY
II II ll —I IIftdll�l Bill I — II — I I I I IIIII II
2'
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE
ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER
CHECK SLOT TO BE SNUGLY ABUTTED -,-,,I I I I I I I I I I
TERMINAL FOLD I
(JUTE MESH WILL HAVE I
\
•
•
K. MELLON
SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES.
I I
�/
FD
LAP JOINT 2" MIN. (JUTE STAPLED LAP JOINT IN I
MESH ONLY) LIEU OF EDGE JOINT) I I I I I
I '
� f
•
CHECKED BY
3.10-1
O
TS 3 32
O O
TAMP FIRMLY I I
ANCHOR SLOT 5' MAX. 4:1 OR FLATTER 3' I
I I I
= MAX. STEEPER THAN 4:1 '
I
_ I
I I I I I I I
GRAVEL FILTER * 12"
RUNOFF WATER WIRE MESH
•
• •
•
C. KOTARSKI
SCALE
N/ A
TEMPORARY FILL DIVERSION
PERMANENT SEEDING MIX FOR PIEDMONT AREA
No Scale
No Scale
N I I I I I I
CHECK SLOT
_ I
FILTERED WATER
•
1 " TO 2" II I I II I II
o v Ca
•
Ll �� Ll
I I I I
TAMP Z CHT I I I I I FIRMLYII I I
oo r--VAR.
�
II e Q v a
•
1-� 1-� Ll
Li L1,�I �I �I �I
COMPACTED SOIL CWD TO HAVE VDOT
STANDARD EC-2
2" O
O -
(0GUTTER
SEDIMENT ��II a A' all I
CONCRETE —
MATTING ON UPHILL
1 H" MIN. SIDE
1--
c STAPLE FORMED FROM NO.11 STEEL WIRE. HINTE K LST AT MIND W —CITH
8' STAPLE MIN. LENGTH FOR SANDY SOIL. ALL COMBINATION BLANKETS
12 i CURB INLET
STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
FLOW
IIIIIII
�i Oil I�JllL 1LL�
6" STAPLE MIN. LENGTH FOR OTHER SOIL.
JUNCTION SLOT
TAMP FIRMLY TENFOLD
GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.
J
�--�
40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
�12"� TAMP FIRMLY
Q
GREATER THAN U ON CENTER. EVERY NINTH POST SHALL
�4" --I
N
SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
��
Lu
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
FENCE AS A TREE PROTECTION FENCE.
TP NO SCALE
4.5' MIN.
�
O 2"
~
BM m IlLm,
CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO
CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND
UNPROTECTED AREAS.
Q
66
3.38
DD CWD 3.09-1
O
3.36-2
IP 3.07- 6
IS O
Ln
Lu
TREE PROTECTION
DIVERSION DIKE
-
SOIL STABILIZATION BLANKET (TREATMENT-1)
STORMWATER INLET PROTECTION
O
�
0
No Scale
No Scale
No Scale
No Scale
Z
z
��❑ ..,.
ERNST CONSERVATION SEEDS
RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132
SILT FENCE DROP INLET PROTECTION
>
Z
J
ce
(PERSPECTIVE VIEW)
❑❑❑����■ o
00000an ®
2 X 4" WOOD DROP INLET WITH
❑❑❑MMORM
FRAME GRATE
J O
z
FLOW
+
OTO����:
BOTANICAL NAME COMMON NAME
U
U
O
COARSE
AGGREGATE**
o
PRICE/LB
FRAME
Lu
J
U
30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90
MAX �
) �-
— 2 S ��
\\
r ^
v , Q
_j w
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1' CLASS I RIPRAP
20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85
3'
�v
m
J
LJ,J
'FASTBALL RGL' 'FASTBALL RGL'
(TURF TYPE)
'CLIMAX'
r� MIN.
-- --___ _ GATHER
- EXCESS
u U
I --I Q
I --I
0
PERSPECTIVE VIEW
20.00% PHLEUM PRA TENSE, TIMOTHY, 1.20
'CLIMAX'
CORNERS
0
PERSPECTIVE VIEWS
z
W
�
12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25
016
3'
MAX.
��
10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00
ALBANY PINE BUSH - ALBANY PINE BUSH -
STAKE
r ^
V 1
z
1, 5'
o
NY ECOTYPE NY ECOTYPE
8.00% AGROSTIS ALBA REDTOP 8.00
FABRIC
O
O
0
FABRIC (ATTACH
MIN.
/
IiJ
O
TO POSTS WITH
100% MIX PRICE/LB BULK: $3.61
I o
IIIF1
METAL TIE
41�
Lu
WIRE-
SEEDING RATE: 40-60 LB PER ACRE
�1
DETAIL A
(FRONT ELEVATION)
sd FABRIC
LINE POST
CONVENTIONAL �, ,f �p GROUND LINE
6' METAL(T)OR = \ MAX.
MAX.
WOODLAND OPENINGS
THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR
ELEVATION OF STAKE AND FABRIC ORIENTATION
5' MIN. (U) POSTS BRACING�CONCRETE FOOTING
WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX
NOTE: INSTALL SILT FENCE BREAK AT LOW IN FENCE LINE
PERSPECTIVE VIEW PERSPECTIVE VIEW
FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET
**COARSE AGGREGATE SHALL BE VDOT #3 OR #57 STONE
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
SF 3.10
CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS.
IP 3.07-1
JOB NO.
44523
SILT FENCE BREAK
SAFETY FENCE
SLOPE STABILIZATION SEED MIX
STORM DRAIN INLET PROTECTION
SHEET NO.
C3.1
No Scale
No Scale
No Scale
No Scale
0
C
U
d
0
w
co
0
0
a
C
a
T
C
a
a
m
0
Cu
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U
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to
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C N
(6 C to O
C U
(6 O
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t0 LD
a) E
L
70' MIN. 5:1 EXISTING
A 3' PAVEMENT
FILTER 6' M A MOUNTABLE BERM
CLOTH (OPTIONAL)
SIDE ELEVATION
EXISTING GROUND
70' MIN.
WASHRACIMI
NO' MIN.
B OPTIONAL
-I W EXISTING
mQ 12' MIN.# PAVEMENT
VDOT #1 COARSE AGGREGATE B POSITIVEF-10
MIN.
* MUST EXTEND FULL WIDTH OF DRAINAGE TO
INGRESS AND EGRESS OPERATION SEDIMENT
TRAPPING DEVICE
PLAN VIEW
12' MIN.
3" MIN.
iTr�Ti-L 3" MIN.
FILTER CLOTH CCf`TInINI A A
• �� •ti�o:���'l��+�- •�� •��+fir •�:•� •� ��
CE
STONE CONSTRUCTION ENTRANCE
No Scale
SrONE
CONSTRUCTION
ACCESS -3" SV-2A ASPHALT -0
LOUR SF-ExlS'ING
2% ? I PAVEMFNT
5" MN 'A, AGCRE;AI_ BASE
PROFILE
STONE
'0' M'N.
CC?N5f iUC.110N ,,�� ! ASPHALT PAVED
ACCESS \ I / &ASHRACK
2% 1 2%
r2% 12 i,IN_* -_-
r
"MUS' EXTEND FELL 'WIDTH L-- A�-----POS1TV1. DRAINAGI-
OF INGRESS AND EGRESS TO SEI NJ ENT
OPERATION t Tr1A�PING cCVICF
PLAN
27
ExIST:NC
PA`•:FVFNT-'
F( `>II'VL DRAINAGE
TO SEDIMENT
TRAPPING DLVICE
FILTER CLOTH-'`
SECTION A -A
A 1Ill11i1mun water' tap of 1 nicli Must be installed with a mnlimlua 1 hich ballcock
Shutoff vah•e sllpplyilig a wa511 hove NNit11 a diameter of 1.5 nlclies for adequate
COL1 t811t prey lu'e. NVas11 water' nnlSt be carried away frolu the ellfl'allce to all
approved etthiig area to remove ,-,edilllellt. All sechillellt shall be pl-eN,elited fiolil
elltelYll2� ,,4oiill drall15, dltelle;r of watercoul'ReS.
PAVED WASH RACK
r.o scA,L
PCE
PAVED CONSTRUCTION ENTRANCE
No Scale
Sediment Trap design
drainage area (acres) (<3)
1.08
trap volumes:
elevation (ft)
area (sf)
volume(cy)
513
961
514
1248
40.9
515
1560
52.0
516
1897
64.0
516.25
2075
18.4
175.3
wet storage
wet storage required (cy) (67*DA) 72.4
bottom of stone weir (ft) 515.0
wet storage provided at this elevation (cy) 92.9
slope of wet storage sides 2:1
dry storage:
dry storage required (cy) (67*DA) 72.4
crest of stone weir 516.25
dry storage provided at this elevation (cy) 82.4
slope of dry storage sides 2:1
ST
LTcale
DIMENT TRAP #4
ORICNAL
GROUND
ELEV.
-SEE PLATE 3.13-1
1'1 VARMILE
CREST OF STONE WEIR I VernAai r' I
DRY STORAGE
N
VARIABLE'
WET STORAGE 1
♦' MAX.
(EXCAVATED)
t FILTER CLOTH GROUND
GROUND
ELEV
COARSE AGGREGATE.. CLASS I RIPRAP
**coarse aggregate shall be VDOT #3, #357 of #5
weir length (ft) (6x DA)
6.5
bottom of trap elevation (ft)
513
bottom trap dimensions:
18'x53.6'
top of dam elevation (ft)
517.25
top width of dam (ft)
3
top trap dimensions
30'x67'
CORRUGATED METAL
EXTENSION COLLAR .
WATERPROOF SEAL -
EARTHEN DIKE
(COMPACTED)
SECTION VIEW
NOTE: SEDIMENT MAY BE CONTROLLED AT OUTLET IF UPLAND PONDING
WILL CREATE PROBLEMS
EARTHEN DIKE
(COMPACTED) 3:1
PROVIDE INLET
PROTECTION
D+6"
D-6"
D 8„
Milli I im I lillimI lillimil illimil 1111-
TSD SECTION A - A 3.15
TEMPORARY SLOPE DRAIN
No Scale
Sediment Trap design
drainage area (acres) (<3)
2.16
r
VARWSLE•
trap volumes:
CREST OF STONE WEIR
ORIC NAL
VARIABLE
elevation (ft) area (sf)
volume(cy)
GROUND
527.8 600
ELEV.
528 880
5.5
DRY STORAGE -
pa VARIABLE'
529 1150
37.6
530 1447
48.1
531 1769
59.6
WET STORAGE �, MAx
532 2115
71.9
(EXCAVATED)
FILTER CLOTH ORIGINAL
533 2487
85.2
' ° E EN°
302.4
•�
-SEE PLATE 3.13-1
COARSE AGGREGATE CLASS I RIPRAP
wet storage:
wet storage required (cy) (67*DA)
144.7
bottom of stone weir (ft)
531.0
wet storage provided at this elevation (cy)
150.7
**coarse aggregate shall
be VDOT #3, #357 of #5
slope of wet storage sides
2:1
weir length (ft) (6xDA)
13.0
dry storage:
bottom of trap elevation (ft)
528
dry storage required (cy) (67*DA)
144.7
bottom trap dimensions:
17x54
crest of stone weir
533.0
top of dam elevation (ft)
534
dry storage provided at this elevation (cy)
157.1
top width of dam (ft)
5
slope of dry storage sides
2:1
top trap dimensions
41x78
ST
SEDIMENT TRAP #1
No Scale
Sediment Trap design
drainage area (acres) (<3)
trap volumes:
elevation (ft)
509.5
510
511
512
513
513.5
wet storage
1.5
area (sf)
volume(cy)
835
908
16.1
1215
39.3
1546
51.1
1903
63.9
2284
38.8
209.2
wet storage required (cy) (67*DA) 100.5
bottom of stone weir (ft) 512.0
wet storage provided at this elevation (cy) 106.6
slope of wet storage sides 2:1
dry storage:
dry storage required (cy) (67*DA) 100.5
crest of stone weir 513.5
dry storage provided at this elevation (cy) 102.6
slope of dry storage sides 2:1
CST)
SEDIMENT TRAP #2
No Scale
1' VARI+K
CREST OF STONE WEIR&AARIAIL0
oRIGINr
GROUND
\
ELEV.
\
DRY STORAGE
VARIABLE+
WET STORAGE
♦• MAX.
(EXCAVATED)
FILTER CLOTH
ORIGINAL
GRWNO
ELEV,
-SEE PLATE 3.13-1
COARSE AGGREGATE-
CLASS I RIPRAP
**coarse aggregate shall be VDOT #3, #357 of #5
weir length (ft) (6xDA)
9.0
bottom of trap elevation (ft)
509.5
bottom trap dimensions:
13.8X62
top of dam elevation (ft)
514.5
top width of dam (ft)
5
top trap dimensions
36.7X83
Sediment Trap design
drainage area (acres) (<3)
1.75
I'l
VARMLE•
trap volumes:
ORN CREST OF STONE WEIR
GROUND
VARIABLE'
elevation (ft) area (sf)
volume(cy)
ELEV
ELEV.
3.13 ST
LNT
IMENT TRAP #3
le
3.13
q -Woo.
C AYC W T KfYFATZS KI
Lic. No. 040204850
4-1-7-20
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DRAWN BY
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1 I 1 \ "\ \ - _ _ / _ / / /\ NOTE:
\ \ \ \\ \ / \� \ \ \ y \ \/ y \ ` - _ TS - _ - - - - - - - - - CONTRACTOR SHALL SHALL ENSURE EACH
493 UNDERGROUND DETENTION SYSTEM IS FREE OF
\\ _ SEDIMENT, TRASH AND CONSTRUCTION DEBRIS
\ \ 1 \\� RYF[ZE 9--_ - _ 30.-38- __ - -- - 50 ------ /� \ \ \ Y�
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1 I 1 I I 1 \ \ \ 0r �` _ - i - / 95
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/ LANE SIGN 0
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• DESIGNED BY
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x x X PERENNIAL STREAM / / / / / / / / / / / / / a CONCRETE SIDEWALK
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DRAWN BY
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Lic. No. 0402048507
1 4-I-7-20
3' W DBL
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METAL DOOR / \G�o
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(1 DIA) 1(2)= 5.0 IN/HR Q(2) = 0.35(5.0)(0.14) = 0.25 CFS w cc
1(10) 6.6 IN/HR Q(10) 0.35(6.6)(0.14) 0.32 CFS w w 00
CONC. BASE
MATCHLINE SEE SHEET C5.0 (1 DIA) \ \ /`� / V(2) = 2.49 FT/S (ALLOWABLE VELOCITY = 5 FT/S) Q M
® / 1:3-
CONC. - /- D(10) = 0.28' zo 0 0
\ / f
® ICON � V) DATE
o . - cpNe!
l GRASS LINED DITCH
6"X 6" WOODEN B06,�ARD (16) I � \ � � \ 119 ` _ _ \
° � 1.0 � 01/21/2020
_ 'Li9
1 _ n = 0.035; SMAX - 7.4 /° p
EP-- i \\ I \�� !\ /�/ -- �J / SMIN=3.7% > DRAWN BY
HALT 1AC S \ K. MELLON
PP
SP ROq p CES \ � �� o� 5 ® � i
DRAINAGE AREA TO DITCH C = 0.64 AC DESIGNED BY
43'X16' -- \_1� -__QP� �Q G ®/ C=0.35
EP TC= 6 MIN • K. MELLON
"CONC. PAD I Fo \ `� / - BM SET 0 / 1(2)= 5.0 IN/HR Q 2 - 0.35(5.0)(0.64)- 1.12 CFS
(BATTING CAGE) , l IRON W/CAP �� WATER () - -
_ I \ I I ELEV.=559 6' ` / VAULT 1(10) = 6.6 IN/HR Q(10) = 0.35(6.6)(0.64) = 1.48 CFS • CHECKED BY
DITCH A - - - - - - - TOP=556.94'/� - / / • C. KOTARSKI
SEE SHEE . _ _ - _ - - - - - - - - - _ _ INV.=553.87' 8" PVC (SE) Co J / 0
ALERT STRIP V(2) = 2.80 FT/S (ALLOWABLE VELOCITY = 5 FT/S)
_ _ _ OO I
D(10) = 0.52' • SCALE
\ / GRASS LINED DITCH ^ 1.0'
_ ir
10„ ` Fo I CONGA. BASH \ j - f n = 0.035; S = 3.7%
POPCAt? \ I \ SMIN - 2.8% •
ROCKA_RMOUR
- - / DRAINAGE AREA TO DITCH D = 0.08 AC
�7P=�56.95' - - , _ _ - ' _ C- 0.50
INV. =553. f5' "�I -C SW� J I _ Q
�--) - -_ - � TC= 6 MIN
BIRDHOUSE / a ` 1(2)= 5.0 IN/HR Q(2) = 0.50(5.0)(0.08) = 0.20 CFS
CL
EX1 8" _ V(2) = 3.97 FT/S (ALLOWABLE VELOCITY = 5 FT/S) w
( ) '
239
S38 / 243 5\ OP= 7.30' � � � D 10 = 0.31 0
V.=554.10' H
GRASS LINED DITCH r ^
`rip ` cr 555 / GU l n = 0.035; SMAX = 29.8% N 1.0' V 1
SMIN = 1.3%
s 234 \ �\ �; ` - - _ Q - FIBER VAULT z
235 / \ ;-6 `ram ss� 01, O 554 .- c / DRAINAGE AREA TO DITCH E = 0.12 AC O J
\ // 238 - - 11 - C= 0.40 a
-- _ _ _ I \//\ \ 237 61P - Jv \ TC= 6 M I N z
LIN��
- _ 553 _ - I(2)� 5.0 IN/HR Q(2) = 0.40(.0)(.12)0.24 CFS > w
110 - 6.6 IN/HR Q(10) = 0.40(6.6)(0.12)- 0.32 CFS 1 Q v
V(2) = 3.36 FT/S (ALLOWABLE VELOCITY = 5 FT/S) W }
LO
ITCH F- o ° e a - -
SEE SH ET C5.-4 \ \ \ - 0
J
3 lo_ _ � en � o \ � � o o � �
U
I �I _ GRASS LINED DITCH 1 0, U w I Q
----- -- _ `\ �\ �\ SS I �� I _ n=0.035;SMAX =16.9% ry r^
----- 0 'I SMIN-2.4% Vl Q ,J(
�,, U J
ui
,W ----_ -6�,W_ f� ��� v m V
DRAINAGE AREA TO DITCH F = 0.03 AC I --I Q
C= 0.35 r n �--�
241 \ Sqs V
- o o DITCH E TC= 6 MIN Q
°SEE SHEET C / 1(2)= 5.0 IN/HR Q(2) = 0.35(5.0)(0.03) = 0.05 CFS
v - _ � 110 = 6.6 IN/HR Q 10 = 0.35 6.6 0.03 = 0.07 CFS Q
�21- - - - 540 �/ V(2) = 1.76 FT/S (ALLOWABLE VELOCITY = 5 FT/S)
o °
( )=015'
232
-----°-- o v°
GRASS LINEDITCH
/ 0 03 °/ 0.75
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DRAINAGE AREA TO DITCH G = 0.44 AC
C=0.35
TC= 6 MIN
_ _ ° - - _ _ - - - - - - - �- -�_j \ \ 1(2)= 5.0 IN/HR Q(2) = 0.35(5.0)(0.44)- 0.77 CFS
- - - - '• _ - o e _ - �/ �- _ _ `� \ \ \ \ / \ / 1(10) = 6.6 IN/HR Q(10) = 0.35(6.6)(0.44) = 1.02 CFS
-----_ --- �v - - - - -
------ - - - - --
`CP V(2) = 4.41 FT/S (ALLOWABLE VELOCITY = 5 FT/S)
_\\ \ \ \ �' IT/CAL SLOPES
MAIN LEVEL FFE: 537.0Q_ - b-° - ° v _ - - - - � � _ - - - - � \ �\ � \ � \ \ \ � P.J � -
000
° - - - - - - _ \\ \ X GRASS LINED DITCH B NO
_ _ _ \ \ \ \ \ \ n = 0.035; SMAX - 16.0% �'
- - - - 41I\\\\ \ SCALE 1"=20'SMIN 1.0% 44523
MATCHLINE SEE SHEET C5.2 - _ ° -C-m- - - - - -� ` �` ` v <<1 ��� , - - _ ��
` � `\`� � � � DITCH CALCULATIONS SHEET NO.
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l j` \ \ \ \� \ ` \ \ \ \ \ - - - - SQUASH -COURTS FFE_513.00'
RD4 _LOWER LEVEL FF-€:517.00'
IX
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510
\ \ \ \ \ \ \ \ \ \ \ \ \ \ 440 LF OF 96- 401
UN•D\ERGRQUND`
\DETENTIO`N ,�SWNr2,
STQRMWATC2,
FACILITY EASEMENT403 Lf
\ \ \ \ \ \ \ ` — _ _ — — —
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-
1
ONTA•LL-PROP0S•ED-2;-1SLOPES ----- - - - -505 _ --- -
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- / '� /�_ _ ' ' \ \ \ �`�\ \ \ / /\� •
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\ _ _
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- - - - - - - \ _ \ J \'` BENCH PROVIDED AFTER 20' VERTICAL FILL MAXIMUM
SLOPE BENCH:
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— x x � x x
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PALUSTRINE / / / I I <
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c00 x
Od 0.5' AVG DIA. RIPRAP
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WIDTH 1 = 3.75' x
WIDTH 2 = 15.75' x
LENGTH = x x / // ' / /' '� ; __ -_ - _ _- ' f
i
SCALE 1 "=20'
/
0 20' 40'
L— — — — — — — — — — — — — — --
PROPOSED 2:1 SLOPE
� I �
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FILL SLOPE BENCHING
INSET No Scale
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Lic. No. 0402048507
4-1-7-20
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10' (H) WATER VALVE BOXES
�_ `---``---- __ W/ 3" METAL BOLLARDS (5) i ASPyALTROAD/ I \\\
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TC \ �pc\ ` \ TC \ \ - - - - - - - -T 5
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53424' `\ \ `54.93 \ \ -- --- --- 535.9' _ - -T
534.53'`
535
\ \ \ , \ \ \ \ \ \ ` \ \ \ - 11 535.031 \ TC - - - - - - - O _ _ _ _ - - - - - - I - - - - - - - - - 535.92' _ - 546.23'
°
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\ \ \ \ \ \ \ _ - -
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Lic. No. 0402048507
4-1-7-20
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0 20' 40'
Q CRAlG W J. K(YrARSK1
Lic. No. 0402048507
4-1-7-20
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CHECKED BY
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Lic. No. 0402048507
4-1-7-20
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STORM SEWER DESIGN COMPUTATIONS
STORM FREQUENCY 10
PROJECT: Boys and Girls Club- Northside
LOCATION: Albemarle County
COUNTY: Charlottesville
Designed by: KAM
Checked by:
UNITS ENGLISH
PIPE
NO.
FROM POINT
TO POINT
DRAIN.
AREA
"A"
Acre
(3)
RUNOFF
COEFF.
"C"
(4)
CA
INLET
TIME
Minutes
(7)
RAIN
FALL
ImFIr
(8)
RUNOFF INVERT ELEVATION5
LENGTH
of Pipe
Ft.
(12)
SLOPE
Ft.,Tt.
(13)
SIZE
(Dia. Or
Spm/Rise)
In.
(14)
SHAPE
Number
of Pipes
Capacity
CFS
(15)
Friction
Slope
Ft./Ft.
NORMAL FLOW
FLOW TIME
INCRE- ACCUMU
MENT -LATER REMARKS
Minutes Minutes
(17) (17) (18)
INCRE-
MENT
(5)
ACCUM-
ULATED
(6)
Lateral
CFS
Total Q
CFS
(9)
UPPER
END
(10)
LOWER
END
(11)
Depth of
Flow, du
Ft.
Area of
Flow, An
SgFt
Hm
Ft.
Vu
Ft/Sec
(16)
En
Ft.
REFERENCE
(1)
STA.
REFERENCE
(2)
STA.
IOIA
102A
100
0.00
0.00
0.15
5.50
6.38
0.00
10.31
442.07
435.70
64.01
0.09952
24
Circular
1
77.31
0.00180
0.49
0.60
0.29
17.11
5.04
0.06
5.56
IO1B
102B
102A
0.00
0.00
0.15
5.37
6.42
0.00
10.31
449.35
444.39
102.05
0.04860
24
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54.03
0.00180
0.59
0.78
0.34
13.25
3.32
0.13
5.50
103
104
1102
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0.00
0.00
5.26
6.46
0.00
9.32
472.93
459.79
161.97
0.08113
24
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69.81
0.00150
0.49
0.60
0.29
15.45
4.20
0.18
5.43
105
106
104
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5.15
6.49
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9.32
491.07
479.78
94.75
0.11916
24
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84.60
0.00150
0.45
0.53
0.27
17.71
5.32
0.09
5.24
107A
108
106
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5.06
6.52
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5.62
508.98
500.16
88.71
0.09943
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0.00050
0.37
0.39
0.22
14.32
3.55
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SWM2 OUT
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5.34
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500.48
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5.14
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465.06
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52.94
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12.18
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0.11
0.12
9.38
1.56
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113
114
112
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202
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18.58
525.89
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31.45
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2.78
0.66
6.67
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204
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6.40
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30.85
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2.71
0.66
6.49
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206
204
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0.58
0.76
0.44
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207
208
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6.18
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209
210
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5.75
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0.39
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211
212
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213
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0.17
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6.41
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2.74
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0.33
0.23
3.29
0.61
0.42
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215
216
214
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0.08
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6.54
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0.55
529.00
528.58
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0.00497
12
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2.72
0.000201
0.31
0.20
0.17
2.72
0.42
0.52
5.52
221
222
206
0.26
0.84
0.22
0.22
5.00
6.54
0.00
1.43
531.00
530.66
6.83
0.04978
8
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2.92
0.01240
0.33
0.17
0.17
8.32
1.40
0.01
5.01
231
232
210
0.01
0.40
0.00
0.28
5.40
6.41
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532.84
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16.19
0.08833
15
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20.80
0.01020
0.50
0.46
0.27
15.25
4.11
0.02
5.42
233
234
232
0.14
0.53
0.07
0.23
5.61
6.35
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7.00
536.55
532.55
80.24
0.04985
15
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15.63
0.01040
0.59
0.57
0.30
12.39
2.97
0.11
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235
236
234
1
0.22
0.65
0.14
0.14
5.07
6.52
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6.50
541.11
539.93
117.94
0.01001
15
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7.00
0.00900
0.95
1.00
0.38
6.48
1.60
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5.37
237
238
236
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0.00
0.00
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544.86
544.39
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6.70
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0.70
0.58
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1 5.08
239
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238
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0.85
0.85
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553.15
544.95
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12
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14.87
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0.42
0.32
0.22
17.56
5.21
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5.05
241
242
232
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0.06
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0.36
532.96
532.71
24.86
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3.87
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0.21
0.12
0.12
3.09
0.35
0.13
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243
244
234
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537.53
536.81
72.52
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1
0.61
0.00010
0.11
0.03
0.06
1.98
0.17
0.61
5.61
301
302
SWM1_IN
0.14
0.34
0.05
0.21
5.37
6.42
0.00
1.34
531.16
528.15
63.55
0.04736
12
Circular
1
8.40
0.00130
0.27
0.17
0.16
7.83
1.22
0.14
5.50
303
304
302
0.31
0.51
0.16
0.16
5.00
6.54
0.00
1.03
539.42
531.26
162.20
0.05031
12
Circular
1
8.66
0.000801
0.23
0.14
0.14
7.43
1.09
0.36
5.36
401
402
SWM2_IN
0.30
0.79
0.24
0.53
6.33
6.13
0.00
3.35
509.89
509.31
58.37
0.00994
15
Circular
1
6.98
0.00240
0.61
0.60
0.31
5.63
1.10
0.17
6.51
403
404
402
0.00
1 0.00
0.11
5.92
6.25
0.00
0.73
511.23
509.99
124.65
0.00995
12
Circular
1
3.85
0.00040
0.30
0.19
0.17
3.78
0.52
0.55
6.47
405
406
404
1
0.00
0.00
0.07
5.78
6.30
0.00
0.46
516.01
511.33
58.65
0.07980
12
Circular
1
10.90
0.00010
0.14
0.07
0.09
6.88
0.88
0.14
5.92
407
408
406
0.00
0.00
0.07
5.57
6.36
0.00
0.46
522.85
520.96
63.18
0.02991
12
Circular
1
6.68
0.00010
0.18
0.09
0.11
4.88
0.55
0.22
5.78
409
410
408
0.05
0.80
0.04
0.07
5.38
6.42
0.00
0.46
527.59
525.92
55.57
0.03005
12
Circular
1
6.69
0.00010
0.18
0.09
0.11
4.89
0.55
0.19
5.57
411
412
410
0.04
0.78
0.03
0.03
1 5.00
6.54
0.00
0.20
530.25
527.69
85.26
0.03003
12
Circular
1 1
6.69
0.00000
0.12
0.05
0.08
3.84
0.35
0.37
5.37
501
502
404
0.08
0.43
0.03
0.05
5.20
6.48
0.00
0.33
511.49
511.33
31.63
0.00506
6
Circular
1
0.43
0.00310
0.33
0.14
0.14
2.43
0.42
0.22
5.42
503
504
502
0.04
0.43
0.02
0.02
5.00
6.54
0.00
0.11
513.66
512.12
43.91
0.03507
6
Circular
1
1.14
0.00040
0.11
0.03
0.06
3.70
0.32
0.20
5.20
601
602
SWM2_IN
0.30
0.79
0.24
0.24
5.00
6.54
0.00
1.55
510.42
510.35
13.57
0.00516
12
Circular
1
2.77
0.00170
0.53
0.43
0.26
3.63
0.74
0.06
5.06
701
702
SWM2_IN
0.07
0.74
0.05
0.27
5.12
6.50
0.00
1.76
509.67
508.93
24.81
0.02983
12
Circular
1
6.67
0.00220
0.35
0.25
0.19
7.16
1.15
0.06
5.18
703
704
702
0.64
0.34
0.22
0.22
5.00
6.54
0.00
1.42
510.91
509.77
37.84
0.03013
12
Cncula
1
6.70
0.00140
0.31
0.21
0.18
6.77
1.03
0.09
5.09
RDI
208
0.31
0.90
0.28
0.28
5.00
6.54
0.00
1.83
530.00
528.03
65.72
0.02998
8
Circular
1
2.27
0.02040
0.45
0.25
0.20
7.23
1.26
0.15
5.15
RD2
210
0.31
0.90
0.28
0.28
5.00
6.54
0.00
1.83
531.00
530.07
31.02
0.02998
8
Cncula
1
2.27
0.02040
0.45
0.25
0.20
7.23
1.26
0.07
5.07
RD3
402
0.21
0.90
0.19
0.19
5.00
6.54
0.00
1.24
513.00
511.57
47.72
0.02997
8
Circular
1
2.27
0.00930
0.35
0.19
0.17
6.64
1.04
0.12
5.12
RD4
SWM2 IN
0.21
0.90
0.19
0.19
5.00
6.54
0.00
1.24
509.00
508.58
14.10
0.029791
8
1 Chula
1
2.26
0.00930
0.35
0.19
0.17
6.62
1.03
0.04
5.04
LD-347 PROJECT: Boys and Girls Club - Northside DESIGNED BY: KAM
HYDRAULIC GRADE LINE ANALYSIS
Checked:
INCIDENCE PROBABILITY 10 Year
INLET
OR
JUNCTION
STA.
INVERT
EL.
OUTFLOW
PIPE
DEPTH
OF FLOW
OUTFLOW
PIPE
OUTLET
WATER
SURFACE
ELEV.
DIA.
PIPE
Do
(In/mm)
DESIGN
DISCH.
Qo
(CFS/CMS)
LENGTH
PIPE
Lo
(Ft/M)
FRICTION
SLOPE, Sfo
(FT/FT)
(IvVM)
FRICTION
LOSS
Hf
(FUM)
JUNCTION LOSS
SURFACE
FLOW
Adj. Ht
1.3
Ht
(Ft/M)
Inlet
Shaping?
Y/N
0.5
Ht
(Ft/M)
FINAL
H
(Ft/M)
Inlet
Water
Surface
Bevation
Top of MH
Top of Inlet
Bev.
APPROX.
Adjustme
Vo
Contr.
Ho
(Ft/M)
Vi
Vi*2/2g
Hi (Expn)
0.35*MAX.
(Vi2/2g)
SKEW
Angle
K
Bend
H
(Ft/M)
Sum
HL
(Ft/M)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
S WM 1 _I N
530.000
302
528.150
1.00
530.000
12
1.336
63.55
0.00125
0.080
7.825
0.238
7.426
0.856
0.300
0.0
0.00
0.000
0.537
0.302
0.699
YES
0.349
0.429
531.430
538.590
O.K.
304
531.260
1.00
1532.060
12
1 1.034
162.20
0.00075
0.122
7.426
0.214
0.000
0.000
0.000
0.0
0.00
0.000
0.214
1 1.034
0.278
1 YES
0.139
0.261
1539.653
543.530
O.K.
202
525.650
2.50
530.000
30
18.576
47.95
0.00183
0.088
6.672
0.173
6.489
0.654
0.229
0.0
0.00
0.000
0.402
0.994
0.402
YES
0.201
0.288
530.288
533.990
O.K.
204
525.990
2.50
530.288
30
17.582
24.89
0.00164
0.041
6.489
0.163
6.516
0.659
0.231
0.0
0.00
0.000
0.394
0.489
0.394
YES
0.197
0.238
530.526
534.230
O.K.
206
526.210
2.50
530.526
30
17.093
54.47
0.00155
0.084
6.516
0.165
6.078
0.574
0.201
0.0
0.00
0.000
0.366
2.704
0.366
YES
0.183
0.267
530.793
534.900
O.K.
208
526.580
2.00
530.793
24
13.049
53.59
0.00296
0.159
6.078
0.143
5.749
0.513
0.180
0.0
0.00
0.000
0.323
0.000
0.323
YES
0.162
0.320
531.114
534.960
O.K.
210
526.950
1.75
531.114
21
11.325
135.10
0.00455
0.615
5.749
0.128
15.245
3.609
1.263
0.0
0.00
0.000
1.391
1.014
1.391
YES
0.696
1.310
532.424
536.500
O.K.
232
531.410
1.25
532.424
15
6.934
16.19
0.01026
0.166
15.245
0.902
12.385
2.382
0.834
0.0
0.00
0.000
1.736
0.026
1.736
YES
0.868
1.034
533.458
537.000
O.K.
234
532.550
1.25
533.550
15
7.002
80.24
0.01047
0.840
12.385
0.595
6.480
0.652
0.228
0.0
0.00
0.000
0.824
0.470
0.824
YES
0.412
1.252
537.136
543.990
O.K.
236
539.930
1.25
540.930
15
6.496
117.94
0.00901
1.062
6.480
0.163
9.538
1.413
0.494
0.0
0.00
0.000
0.657
0.932
0.657
YES
0.329
1.391
542.321
552.780
O.K.
238
544.390
1.00
545.190
12
5.564
15.61
0.02172
0.339
9.538
0.353
17.563
4.790
1.676
0.0
0.00
0.000
2.030
0.000
2.030
YES
1.015
1.354
546.544
552.920
O.K.
EX1
544.950
1.00
546.544
12
5.564
55.26
0.02172
1.200
17.563
1.197
0.000
0.000
0.000
0.0
0.00
0.000
1.197
0.000
1.197
YES
0.599
1.799
553.574
556.950
O.K.
222
530.660
0.67
531.193
8
1.426
6.83
0.01240
0.085
8.321
0.269
0.000
0.000
0.000
0.0
0.00
0.000
0.269
1.426
0.349
YES
0.175
0.259
531.453
535.270
O.K.
212
527.730
1.75
532.424
21
10.311
45.46
0.00377
0.171
5.692
0.126
3.291
0.168
0.059
0.0
0.00
0.000
0.185
0.736
0.185
YES
0.092
0.264
532.688
536.500
O.K.
214
528.060
1.00
1532.688
12
1 1.095
83.59
0.00084
0.070
3.291
0.042
2.716
0.115
0.040
0.0
0.00
0.000
0.082
0.545
0.107
YES
0.053
0.124
532.812
533.990
O.K.
216
528.580
1.00
532.812
12
0.550
84.46
0.00021
0.018
2.716
0.029
0.000
0.000
0.000
0.0
0.00
0.000
0.029
0.550
0.037
YES
0.019
0.037
532.848
533.870
O.K.
242
532.710
1.00
533.510
12
0.360
24.86
0.00009
0.002
3.090
0.037
0.000
0.000
0.000
0.0
0.00
0.000
0.037
0.360
0.048
YES
0.024
0.026
533.536
537.000
O.K.
244
536.810
0.50
537.210
6
0.059
72.52
0.00010
0.007
1.979
0.015
0.000
0.000
0.000
0.0
0.00
0.000
0.015
0.000
0.015
YES
0.008
0.015
537.635
540.970
O.K.
SWM2 IN
510.000
602
510.350
1.00
511.150
12
1.550
13.57
0.00169
0.023
3.629
0.051
0.000
0.000
0.000
0.0
0.00
0.000
0.051
1.550
0.066
YES
0.033
0.056
511.206
514.950
O.K.
402
509.310
1.25
510.310
15
3.347
58.37
0.00239
0.140
5.627
0.123
6.637
0.684
0.239
0.0
0.00
0.000
0.362
1.454
0.471
YES
0.236
0.375
510.685
514.950
O.K.
404
509.990
1.00
510.790
12
0.733
124.65
0.00038
0.047
3.777
0.055
6.883
0.736
0.257
0.0
0.00
0.000
0.313
0.000
0.313
YES
0.156
0.203
511.525
515.540
O.K.
406
511.330
1.00
512.130
12
0.460
58.65
0.00015
0.009
6.883
0.184
4.878
0.369
0.129
0.0
0.00
0.000
0.313
0.000
0.313
YES
0.157
0.165
516.150
525.130
O.K.
408
520.960
1.00
521.760
12
0.460
63.18
0.00015
0.009
4.878
0.092
4.886
0.371
0.130
0.0
0.00
0.000
0.222
0.000
0.222
YES
0.111
0.120
523.028
533.710
O.K.
410
525.920
1.00
526.720
12
0.460
55.57
0.00015
0.008
4.886
0.093
3.835
0.228
0.080
0.0
0.00
0.000
0.173
0.257
0.224
YES
0.112
0.120
527.767
533.940
O.K.
412
527.690
1.00
528.490
12
0.203
85.26
0.00003
0.002
3.835
0.057
0.000
0.000
0.000
0.0
0.00
0.000
0.057
0.203
0.074
YES
0.037
0.040
530.369
534.360
O.K.
702
508.930
1.00
510.000
12
1.758
24.81
0.00217
0.054
7.162
0.199
6.772
0.712
0.249
0.0
0.00
0.000
0.448
0.338
0.448
YES
0.224
0.278
510.278
516.860
O.K.
704
509.770
1.00
510.570
12
1.420
37.84
0.00141
0.054
6.772
0.178
0.000
0.000
0.000
0.0
0.00
0.000
0.178
1.420
0.231
YES
0.116
0.169
511.222
515.000
O.K.
502
511.330
0.50
1511.730
6
0.331
31.63
0.00310
0.098
2.432
0.023
3.703
0.213
0.075
0.0
0.00
0.000
0.097
1 0.220
0.127
1 YES
0.063
0.161
1511.891
515.850
O.K.
504
512.120
0.50
512.520
6
0A 11
43.91
0.00035
0.015
3.703
0.053
0.000
0.000
0.000
0.0
0.00
0.000
0.053
0.111
0.069
YES
0.035
0.050
513.765
517.430
O.K.
100
436.700
102A
435.700
2.00
437.300
24
10.309
64.01
0.00185
0.118
17.107
1.136
13.250
2.726
0.954
0.0
0.00
0.000
2.090
0.000
2.090
YES
1.045
1.163
442.563
449.760
O.K.
102B
444.390
2,00
445.990
24
1 10.309
102.05
0.00185
0.189
13.250
0.682
9.379
1.366
0.478
0.0
0.00
0.000
1.160
0.000
1.160
YES
0.580
0.769
449.942
465.370
O.K.
112
459.790
1.00
460.590
12
1.007
52.94
0.00071
0.038
9.379
0.341
10.277
1.640
0.574
0.0
0.00
0.000
0.915
0.000
0.915
YES
0.458
0.495
465.254
476.540
O.K.
114
470.650
1.00
471.450
12
1.007
85.31
0.00071
0.061
10.277
0.410
1 0.000
0.000
0.000
0.0
0.00
1 0.000
1 0.410
1.007
0.533
YES
0.267
0.327
481.832
490.550
1 O.K.
ROUTE PROJECT Boys and Girls Club - Northside DESIGNER: KAM DATE 4/17/2020
CHECKED: UNITS :NGLIS H
INLET
uad
0
Sag
Inlets
Only
�"z
QZ
U"
(�) ^
c'
o s
°,
114
DI-1
1.000
0
4
0
0
Back/I,t.
0.000RIGHT
0.440
0.35
0.154
Ahead/Rt.
0.154
4
0.616
0
Ahead/Rt.
0.616
0.0100
1.000
1
0.616
3.092
WeirFlow
202
DI-1
2.000
0
4
0
0
1
1
1Back/Lt.
0.000RIGHT
0.020
0.90
0.018
Ahead/Rt.
0.380
0.35
0.133
Ahead/Rt.
0.060
0.20
0.012
Ahead/Rt.
0.163
4
0.652
0
Ahead/Rt.
0.652
0.001
2.000
1 2
1
0.652
1
1
1 2.023
lWeirFlow
204 DI-3C 1 8.000
206 DI-3B 10.000
210 DI-1 1 1.500
212 DI-1 1.500
214 DI-1 1.000
216
222
232
234
236
242
244
302
i90' el
0.140 0.90 1 0.126
0.050 0.35 0.0175
0.144 1 4 1 0.576 1 0 1 0.576 1 0.0500 1 0.0250 1 1.739 1 2.000 1 1.150091 0.0833 1 3.332 1 1.000 1 3.40 1 0.1416 1 0.1666 1 7.055 1 8.000 1 1.134 1 1.000 1 0.576 1 0.000 1 1.738
0.400
0.90
0.36
0.060
0.35
0.021
0.381
4
1.524
0
1.524
0.0150
0.0200
6.030
2.000
0.33167
0.0833
4.165
0.820
3.52
0.1466
0.1402
8.206
10.000
1.219
1.000
1.524
0.OW
2.%6
0
4
0
0
0.010
0.90
0.009
0.009
4
0.036
0
0.036
0.001
1.500
1.5
0.036
0
4
0
0
0.130
Q90
0.117
0.117
1 4
0.468
1 0
0.468
0.001
1.500
1.5
0.468
0
4
0
0
0.050
0.90
0.045
0.010
0.35
0.0035
0.049
1 4
0.196
0
0.196
0.001
1.000
1
0.196
0
4
0
0
0.050
0.90
0.045
0.150
0.35
0.0525
0.098
4
0.392
0
0.392
0.001
1.000
1
1
0.392
6.000
0.230
0.90
1 0.207
ORIGHT
0.030
0.35
0.0105
0.218
4
0.872
0
0.872
0.0100
0.0170
5.211
2.000
0.3838
0.0833
4.9
0.893
3.59
0.1496
0.1506
5.505
6.000
1.090
1.000
0.872
0.000
2.654
1.250
0
4
0
0
0.000'RIGH
0.050
0.35
0.0175
0.018
4
0.072
0
0.072
0.001
1.250
1.25
0.072
8.000
0.060
0.90
0.054
O'RIGHT
0.080
0.25
0.02
0.074
4
0.296
0
0.296
0.0800
0.0300
1,241
2.000
1.6116
0.0833
2.77667
1.000
3.28
0.1366
0.1666
6.142
8.000
1.303
1,000
0.296
0.000
1.240
8.000
1.000
0.500
1.000
304 DI-1 1.000
402 DI-3C 6.000
410 13I-1 1.000
412 DI-1 1.000
502 DI-1 0.500
504 DI-1 0.500
602 DI-3C 6.000
702 DI-1 2.000
1.000
0.120
0.90
1 0.108
0.100
0.35
0.035
0.143
4
0.572
0
0.572
0.0600
0.0400
1.676
2.000
1.19332
0.0833
2.0825
1.000
3.04
0.1266
0.1666
7.430
8.000
1.077
1.000
0.572
0.000
1.675
0
4
0
0
0.010
0.90
OD09
0.060
0.35
0.021
0.03
4
0.12
0
0.120
0.001
1.000
1
0.120
0
6
0
0
0.010
0.90
0.009
0.009
6
0.054
0
0.054
0.001
0.500
0.5
0.054
0
4
0
0
0.020
0.90
0.018
0.030
0.35
0,0105
0,090
0.20
0.018
0.047
4
0.188
0
0.188
0.001
1.000
1
0.188
0
4
0
0
0.100
0.90
0.09
0.270
0.35
0.0945
0.185
4
0.74
0
0.740
0.001
1.000
1
0.740
0.240
0.90
1 0.216
0.060
0.35
0.021
0.237
4
0.948
0
0.948
0.0050
0.0400
4.377
2.000
0.45693
0.0833
2.0825
0.870
3.04
0.1266
0.1502
4.640
6.000
1.293
1.000
0.948
0.000
3.140
0
4
0
0
0.040
0.90
0.036
0.010
0.35
0.0035
0.04
4
0.16
0
0.160
0.001
1.000
1
0.160
0
4
0
0
0.030
0.90
0.027
0.010
0.35
0.0035
0.031
4
0.124
0
0.124
0.001
1.000
1
0.124
0
4
0
0
0.005
0.90
0.0045
0.035
0.35
0.01225
0.017
4
0.068
0
0.068
0.001
0.500
0.5
0.069
0
4
0
0
0.005
0.90
0.0045
0.035
0.35
0.01225
0.017
4
0.068
0
0.068
0.001
0.500
0.5
0.068
0.110 0.90 a099
0.010 0.35 0.0035
0.103 4 0.412 0 0.412 0.0050 0.0400 1 2.738 1 2.000 10.730461 0.0833 1 2.0825 1 0.987 1 3.04 1 0.1266 1 0.1650 1 3.090 1 6.000 1 1.942 1 1.000 1 0.412 0.000 2.353
0.050
0.90
0.045
0.020
0.35
0.007
0.052
4
0.208
0
0.001
0.0208
3.769
2.000
0.53064
0.0833
4.00481
3.50
0.040
0.90
0.036
0.030
0.35
0.0105
0.047
4
0.188
0
0.396
0.001
2.000
2
0.396
0
4
0
0
0.020
0.90
0.018
0.500
0.35
0.175
0.120
0.20
0.024
0.217
4
0.868
0
0.868
0.001
1.000
1
0.868
1.418 1 0.166
0.355 WeirFlow
Back/Lt.
Ahead/Rt.
Ahead/Rt.
1.964 WeirFlow
1.441
2.287
0.636
eir Flow
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1.039 WeirFlow
Back/Lt.
Ahead/Rt.
Ahead/Rt.
0.968 WeirFlow
1.401 WeirFlow
Back/Lt.
Ahead/Rt.
Ahead/Rt.
Ahead/Rt.
3.494 WeirFlow
1.259
WeirFlow
Back/Lt.
Ahead/Rt.
Ahead/Rt.
Ahead/Rt.
1.062
WeirFlow
Back/Lt.
Ahead/Rt.
Ahead/Rt.
Ahead/Rt.
1.129
WeirFlow
Back/Lt.
Ahead/Rt.
Ahead/Rt.
Ahead/Rt.
1.129
WeirFlow
5.417 1 5.680 I W eir Flow
Ahead/Rt.
3.886 WeirFlow
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1 " = 30'
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POST -DEVELOPED DRAINAGEAREA 2
TO ANALYSIS POINT 1 (OFFSITE) /
/ AREA = 1.57 AC
/ IMPERVIOUS = 1.09 AC
PERVIOUS (FOREST) = 0.27AC
_ - - - PERVIOUS (MANAGED TURF) = 0.21 AC \ \ _
COUNTY STORMWATER FACILITY 97.04 (BIORETENTIO \
Ix
` \� \ \� \ \ �� s`so` \\ _ , - - - - ! _ - _ - - - _\ \�� \ PRE -DEVELOPED DRAINAGEAREA 3 /
4,, - - - - \ _ \\ \ \ �-- - TO ANALYSIS POINT 2 (ONSITE)
TC PATH -
(TYP.) -550 _ _ _ - \\ \\ \ \ _ 11
AREA = 0.04 AC
III// \\\\11\ \\\ \ \ \ s\ \•- • \--____-- __-\--\\\`� /^ IMPERVIOUS = 0. 04 A C
PERVIOUS MANAGED TURF - 0 AC
/ \` \` \ \ \ ` \ ` \ ` `\ _ - ANALYSIS POINT 2
I / \ \ \\ \ \ \------ \\\
1111 f'1 `��\\` \ \\ \ s\ \
IIII I llllllll \\\\� \�\\\ \ \ \\�\ \\
II III'lll IIIIII \\\`\`\`\\"\�\\\ \` \\\ \ \\ \ \_____________ _ _ \
I I I I II III/ �\\\\ \ \\\ \` \ \`sc�\\ \ \ `\` \ ------ - -__ _\\\\�_ \\
IIIIII IIIIIIIIIIIIIIIII�%��\�� \�\\�\\\`\\\�s�\�\\ \\\�\\\
II
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I I II I II IIII III \\\\\\\O _ \\ \ \ \ \\ \ \�-__-_;---_ _ \ -�\\�
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I I III Ill\ 1\l \\\�\�\ \ \ \s \ \ \\ \ --_ ------ _ - \ \
I III I I \ \ �\\ \ \ \ - - - - - `�\\
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II IIIIIII I I I1 I I 1 \\ 1\`\\I�\ \\,`\�\\\N \\\\ \ \\\ \ \ \ \\ \ \\\ \\\ \� \ \_ _ -525- \_ _ i _ ;%
I I II IIIIIIIII IIII\\\�\\ ,\\`\`��`\,\\a:�\'�\\ \ `\\\\ \--------_-�\---- - �_- �---- _�530
IIf'II IIIIIIIIIIIII IIIIII\\� _�\�\\\�\\`so\\ \\\ \ \� \\\\� ��-----_----__ _ - --- =_�� �' -\\\\a /
III I I 1 III 1 I I I II I I ► I 1\�\\1 \ \\`\ \� -Z-
�I I I I11 1 III I Illllt`\ \ \�,\�o\�\\�\
I�I III III III
I I 1 I I I I
I II I I 1 lIT\\k 11111 \��\ __-�__---� _-__%_\\Q
III II I I IIIIIII\1\ IIII1\11111�\ \ Szd'cr:\`�\\�\\``\\\\\ - - - -%_- �---=-_'�� %\ \ \ \\ \ \x -
I 1 I I I l 1 1 \Ill \ \ \ \ �\ __--_-__--� __ -i \\\ \ \
II 1 l 1 111 II11 1 11 \ III \1 cP \\\\\ \ \ \ \\ \� 15- --- _ _ \ \N /
I I 1 I I I1 11 I \ o,Q`\\ \\\\ \ \ \ ��� 5 ---------�� - --- \
\\ \ \ \
I \ll III II► IIIIIII\ I1 III \\\\\ \ \ \ \\\\ __'�___-__-_ �� ___;�-\ \ \\
I I I I It IIIIII \ \ 1 \ \ \�\\ \ \ \ \ \ ; ; _ _ _ _ _ _ PRE -DEVELOPED DRAINAGE AREA 1
I I II 1 1 11 \\\ \\ _
I I I I III III Il Il1I\ ll It \\ \IIII\IIII r �\\\\\\ \ \ \ \ \ \\\ \ \ \� \ _\��`\ TO ANALYSIS POINT 1 ONSITE
l l l l I II I\ 11 1 111\ 11111\ll \ 1(1 ��\\� ��\� �� 1� \\` \ �� \ _ - 51_0 _ _ _ ( )
\`\\� �\ AREA=6.25AC
I I 1 1 I I Il IIII ll I 1 \\ \\\\\\�\ _ - _ _ -� - - _
I 1 I1 I I I I I II 1 \ I I \ \\\ \\\\�\ 505� - - - - _ _ _ _ - - - % \ \ \ \ ` `IMPERVIOUS = 0.07AC
III I I III Ill 1I\11 \\\`\ `\\�\\`�� \��-------------------- '!-_�\\\\
i 1 I I II I I I\\ \\\�\ I \\\\\\\\\\ \\\\� _--_-_--_____---_-- /%\\\�\�\\\PERVIOUS(FOREST)=6.01AC
IIIIII I\1\II III III\ I \\\\ \\\\II ` 500 - - = � %_ �- - - _ % \ \\ \ \
; _ - - _ _ _ _ _ _ _ _ _ _ - �� I PERVIOUS MANAGED TURF - 0.17 AC
/ IIII I II 1 1 11111 II \\\�\ \\\\\ \\\\ \\ _ -- - - - - - _- - - - - - _� \ \
I It III\ll 11 1 \\\\ \\\\\\\ \\\ \` ----- - ���^=�-
�// III I I I I 1 1 \ \\\�\\\\\� �_ _=495-=-=-__----_�� � _ � 1 �/ /ii -.`\'\ � �\`� ��
III IIt 1111�\ \\ �\ \\� -
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1 1 IIII 1 \Ill l ll\ -\\\\ �\\ \ - , - _ _ % %,�� % /ii \ \\ -
/ 1 1 1 l \ \\ \\ \ \\ _ �\ / \\\\�\\ �\
/ I I \ \\\\\\ _
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I I 1 I I 111 \\\ \ \\ I \ \ \\�\ \\\ \ _ -
�� 1 \ \\ \\\\ `\ \ �� _ ��_ -= 480
/�%llIIIIII IIII11111j1`\\\\\\11111`\\III��\�`�`\�``� �� -____=
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\
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ANALYSIS POINT 1 -/
II
II
II
II
POST -DEVELOPED DRAINAGE AREA 2A
TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM1)
I AREA = 1.44 AC
IMPERVIOUS = 1.08 AC
POST -DEVELOPED DRAINAGE AREA 213 _ _ - PERVIOUS (FOREST) = 0.15 AC r
TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM 2) PERVIOUS (MANAGED TURF) = 0.21 AC C
AREA = 0.13 AC -
IMPERVIOUS = 0.01 AC COUNTY STORMWATER FACILITY 97.04 (BIORETENTIO
PERVIOUS (FOREST) = 0.12 AC
_
l� -_ -_ �- c- _ - _ - SIC\ � � � � �•� � '�� --
\
TC PATH -
/ / /// ///ft I \
It
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IIIIIII I Illl�\����
III IIIIIIIII111,111(r�\\� ��
i l 11 IIII I IIII 1111I1111 IIII IIII ��\
I I I IIIIIIIIIIIIIII\IIII\�\\� �\\\ \\ I I III 1 1 1\ \ \\\ \ \ \ \ \
I 1 1 1 11 IIII\ 11 1\ \I 1 \ `\\ \ \ ` \ \\ \ \ _ _- _
IIIIIIIII I I I I I I I I II \l11 \ \ \\\ \ \\ \ \ = 530 r-
III II IIII I II 1\\�\.\\,\\\��111\\\��:�.`\���\\
POST -DEVELOPED DRAINAGE AREA 1 B,`
TO ANALYSIS POINT 1 (ONSITE, DETAINED -SWM 2),\ \�\\ \ \� _ - - - _ __ _ - _ - -_ _ -_ _ _ -
AREA = 1 60 AC\� \ ` \ - - -5 -- - - _
I'VE,
I
A
i
i
i
\ POST -DEVELOPED DRAINAGE AREA 3
TO ANALYSIS POINT 2 (ONSITE, UNDETAINED)
AREA = 0.04 AC
IMPERVIOUS = 0.04 AC
PERVIOUS = 0 AC
IANALYSIS POINT 2 ( /
POST -DEVELOPED DRAINAGE AREA 1A
TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM1)
AREA = 2.99 AC
IMPERVIOUS = 1.84 AC
\�� PERVIOUS = 1.15 AC
A`\\\\\I II IJV
IMPERVIOUS = 0.93 AC \ `� \ _ _ _ _ = l \1 I I \\ ��\\k / TT77 I
PERVIOUS = 0.67 AC \ / U
0.11 p\�\�`�`\�\\\\\\\\\\\
1 \ I 1 1 1 \ 1 I I I I Ill \ - \ \�\\\ \\ \ \ - - _ - _ - - _ \ \\\\ \
I I I I \ I I l l II II I I I I I I 11 i II 1111\I IIII\III \ � �\ \ \ � � -__ - _ _
I I I I III 11l Illlll I1 IIII 111 \\ll 1 II/ 1 �` \\�" `` ` \ - - - \ POST -DEVELOPED DRAINAGE AREA 1C
ll 11111 II \111111111 \\`\``"`\\ �� \�\ _- - - ------ \ \.
IIII / 11 1I I I1 1 �1 IIII lil; !1 \\`\1\\\�� \\ ! �\� TO ANALYSIS POINT 1 (ONSITE, UNDETAINED)
I 1 I I IIIIII ll I I I �Il II IIII i1111 V,\\ A\\\\ \A /-`\\\\ \\ �� �\ SWM2 � \ � ; - � � _ - \ AREA = 1.66 AC
II IIII l II \ \\I / \\\ \ \ \
/ III IIIIIII\I I\ 11I\ 1 1\ \�\\\ \\\\\/
/�/// I I II I III IIIIII II\ IIII ; II\\\\1\I\\\\\\\� (� `�\\� �\\ \\�\ �� � � _ _ / /�i -•
��/I II II I I I III IIIlIl11 III11111111`1\1\I\\\\\\\ \\\\\�� \\ \ ;�_ _ _ =vow= -
I _
_480
- i�///rJII I11 I11 IIII 11 \ -_ -
\�\ \� = 475'
Illllllll\I\\ \� ��\ -�- - _ \ \ \ =470
// /IIIIIII IIIIII I it II I ill
I I \ \ \ �- _- - - IIIIIIIII IIII11�1=465-
460�%� _
=455
ANALYSIS POINT 1
10-
\ IMPERVIOUS = 0 AC
\� PERVIOUS = 1.66 AC
\\\ \
�-
WATER OUALITY ANALYSIS
SITE DATA
POST DEVELOPED AREA
IMPERVIOUS = 2.81 ACRES
MANAGED TURF = 3.48 ACRES
POST DEVELOPMENT LOAD REDUCTION REQUIRED (TP) (LB/YR) = 4.87
REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF
OFFSITE NUTRIENT CREDITS.
TOP OF WEIR
PLATE 531.50'
10" ORIFICE - - - -
INV 527.40"
STEEL PLATE
TOP OF 96" STORAGE PIPE
ELEV. = 532.00'
10 YEAR WSE
531.57'
Q 2 YEAR WSE
528.44'
1 YEAR WSE
-------527.58'
ELEV.
524.00'
8" ORIFICE WITH TRASH RACK
INV 524.00'
UNDERGROUND CMP WEIR PLATE SECTION
DETAIL - SWM1
TOP OF WEIR
PLATE 510.75'
TOP OF 96" STORAGE PIPE
ELEV. = 512.00'
10 YEAR WSE
510.57'
Q 2 YEAR WSE
508.21'
10" ORIFICE Q 1 YEAR WSE
INV 507.50' 507.44'
STEEL PLATE
ELEV.
504.00'
4" ORIFICE WITH TRASH RACK
INV 504.00'
UNDERGROUND CMP WEIR PLATE SECTION
DETAIL - SWM2
SCALE 1 "=80'
0 80' 160'
WATER QUANTITY ANALYSIS - POINT 1
DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT)
PRE -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS
POINT 1 (ONSITE)
AREA = 6.25 AC
0.07 AC (IMPERVIOUS)
6.01 AC (FOREST)
0.17 AC (MANAGED TURF)
Tc = 11 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 0.82 5,227
10 YEAR 11.23 30,492
PRE -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS
POINT 1 (OFFSITE)
AREA = 1.57 AC
1.09 AC (IMPERVIOUS)
0.27 AC (FOREST)
0.21 AC (MANAGED TURF)
Tc = 8 MIN
Q (CFS)
V (CUBIC -FT)
1 YEAR 4.41
9,670
10 YEAR 10.01
22,782
PRE -DEVELOPED ANALYSIS POINT 1
COMBINES DRAINAGE AREAS
1 + 2
Q (CFS)
V (CUBIC -FT)
1 YEAR 4.72
14,897
10 YEAR 19.94
53,274
CHANNEL PROTECTION (ENERGY BALANCE):
DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT)
POST -DEVELOPED DRAINAGE AREA 1A TO ANALYSIS
POINT 1 (ONSITE, DETAINED - SWM1)
AREA = 2.99 AC
1.84 AC (IMPERVIOUS)
1.15 AC (MANAGED TURF)
Tc = 6 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 7.97 16,814
10 YEAR 18.93 41,164
POST -DEVELOPED DRAINAGE AREA 2A TO ANALYSIS
POINT 1 (OFFSITE, DETAINED - SWM1)
AREA = 1.44 AC
1.08 AC (IMPERVIOUS)
0.15 AC (FOREST)
0.21 AC (MANAGED TURF)
Tc = 6 MIN
Q (CFS)
V (CUBIC -FT)
1 YEAR 4.53
9,670
10 YEAR 9.87
21,998
POST -DEVELOPED - SWM1
AREAS 1 A + 2A
Q (CFS)
V (CUBIC -FT)
1 YEAR 3.16
26,484
10 YEAR 10.05
63,162
POST -DEVELOPED DRAINAGE AREA 1 B TO ANALYSIS
POINT 1 (ONSITE, DETAINED - SWM2)
AREA = 1.60 AC
0.93 AC (IMPERVIOUS)
0.67 AC (MANAGED TURF)
Tc = 6 MIN
Q (CFS) V (CUBIC -FT)
1 YEAR 4.08 8,581
10 YEAR 9.90 21,432
POST -DEVELOPED DRAINAGE AREA 2B TO ANALYSIS
POINT 1 (OFFSITE, DETAINED - SWM2
AREA = 0.13 AC
0.01 AC (IMPERVIOUS)
0.12 AC (FOREST)
Tc = 6 MIN
Q (CFS)
V (CUBIC -FT)
1 YEAR 0.04
131
10 YEAR 0.33
697
POST -DEVELOPED - SWM2
AREAS 1 B + 2B
Q (CFS)
V (CUBIC -FT)
1 YEAR 0.76
8,712
10 YEAR 5.34
22,129
POST -DEVELOPED DRAINAGE AREA 1C TO ANALYSIS
POINT 1 (ONSITE, UNDETAINED)
AREA = 1.66 AC
0 AC (IMPERVIOUS)
1.66 AC (MANAGED TURF)
Tc = 10 MIN
Q (CFS)
V (CUBIC -FT)
1 YEAR 0.66
2,265
10 YEAR 4.18
10,367
POST -DEVELOPED ANALYSIS POINT 1
COMBINES SWM1 + SWM2 + POST -DEVELOPED
DRAINAGE AREA 1C
Q (CFS)
V (CUBIC -FT)
1 YEAR 4.46
37,461
10 YEAR 18.82
95,658
QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + QOFFSITE
4.46 CFS <_ 0.80*(0.82 CFS*5,227 CF)/(27,660) CF + 4.41 CFS = 4.53 CFS
FLOOD PROTECTION:
POST -DEVELOPED Qjo <_ PRE -DEVELOPED Qjo
18.82 CFS (POST -DEVELOPED Qjo) <_ 19.94 CFS (PRE -DEVELOPED Quo)
WATER QUANTITY ANALYSIS - POINT 2
DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT)
PRE -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS
POINT 2 (ONSITE)
AREA = 0.04 AC
0.04 AC (IMPERVIOUS)
0 AC (MANAGED TURF)
Tc = 6 MIN
DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT)
POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS
POINT 2 (ONSITE, UNDETAINED)
AREA = 0.04 AC
0.04 AC (IMPERVIOUS)
0 AC (MANAGED TURF)
Tc = 6 MIN
Q (CFS)
V (CUBIC -FT)
Q (CFS)
V (CUBIC -FT)
1 YEAR 0.17
392
1 YEAR 0.17
392
10 YEAR 0.31
784
10 YEAR 0.31
784
*NO CHANGE IN VOLUME OR FLOW FROM PRE -DEVELOPED TO POST -DEVELOPED CONDITION
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DATE
0112112020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
1"=80'
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JOB NO.
44523
SHEET NO.
C6.2
BOYS AND GIRLS CLUB NORTHSIDE
CHARLOTTESVILLE, VA
LANE CMP STORMWATER MANAGEMENT SYSTEM
NOTES:
O
1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH
INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTED TO THE SPECIAL INSTALLATION PROCEDURES
C4
CONTAINED HEREIN.
2. CONSTRUCTION EQUIPMENT SHALL NOT TRAVERSE OR OTHERWISE BE LOCATED ATOP THE PIPE SYSTEM
OR ITS COMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION
LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER
TO ADDRESS ANY UNCERTAINTIES IN THIS REGARD.
3. THE FOUNDATION AND/OR BEDDING STONE MUST BE PROPERLY LEVELED TO THE ELEVATION SHOWN ON
THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS.
4. SPACINGS SHOWN BETWEEN PIPE RUNS ARE STANDARD AND WILL ENSURE SUFFICIENT SPACE FOR
Uj
MATERIAL PLACEMENT AND COMPACTION. CONSIDERATIONS FOR SPACING REDUCTIONS WILL NOT BE
MADE UNLESS THE INSTALLER FORMALLY ACKNOWLEDGES THAT THE DESIRED REDUCTION WILL NOT
COMPROMISE THE ABILITY TO PROPERLY PLACE AND COMPACT BACKFILL IN AFFECTED AREAS.
5. BACKFILL AND BEDDING MATERIALS SHALL BE AS SPECIFIED IN THE PROJECT PLANS AND CONSISTENT WITH
THE NOTES CONTAINED HEREIN.
6. THE PLACEMENT OF A GEOMEMBRANE OVER THE ENTIRE SYSTEM IS CONSIDERED A BEST MANAGEMENT
PRACTICE WHEN THE SYSTEM IS LOCATED BENEATH PAVEMENT IN THE MORE NORTHERN REGIONS WHERE
SEVERE WINTERS INCLUDE HEAVIER USES OF DEICING SALTS.
7. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM
DESIGN.
HMIN.
(RIGID PVMT.)
HMIN.
(FLEX PVMT.)
FILTER FABRIC
(WHEN SPECIFIED)
SUITABLE �.
FOUNDATION
TYPICAL
CROSS SECTION
1. ALL CORRUGATED METAL PIPE (CMP) SHALL BE THE DIAMETER, CORRUGATION SIZE, AND GAUGE SPECIFIED ON THE PLANS. CORRUGATED STEEL PIPE WITH A
METALLIC COATING SHALL CONFORM TO AASHTO M36 AND/OR ASTM A760. CORRUGATED STEEL PIPE WITH A POLYMER COATING SHALL CONFORM TO AASHTO
M245 AND/OR ASTM A762. CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORM TO AASHTO M196 AND/OR ASTM B745. ALL RISERS AND STUBS ARE
16-GAUGE WITH A 2%" X W' CORRUGATION UNLESS OTHERWISE NOTED. FITTINGS SHALL MEET THE MINIMUM DESIGN REQUIREMENTS OF ASTM A998 FOR THE
BURIAL DEPTH SHOWN ON THE PLANS.
2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR THEIR AGENT TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY, HAZARD, AND HEALTH
REGULATIONS; AND OBTAIN THE NECESSARY APPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBLIC ROAD
AUTHORITIES.
3. THE CONTRACTOR SHALL BE ADVISED THAT CORRUGATED METAL PIPE IS FLEXIBLE AND THEREFORE DERIVES STRUCTURAL STABILITY FROM THE STRENGTH AND
RELATIVE STIFFNESS OF THE SURROUNDING BACKFILL MATERIAL. THE RESULTING SOIL -CULVERT INTERACTION SYSTEM DEFINES THE ABILITY OF THE FLEXIBLE PIPE
TO WITHSTAND ANTICIPATED LOADS.
4. PIPE BEDDING AND EMBEDMENT SHALL BE SELECT GRANULAR MATERIALS MEETING THE REQUIREMENTS OF AASHTO M145 FOR A-1, A-2 AND A-3
CLASSIFICATIONS. WELL -GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS, ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN LUMPS.
APPLICATIONS THAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFILLED WITH A CLEAN, OPEN -GRADED, ANGULAR STONE
WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2 INCHES. OPEN -GRADED EMBEDMENT MATERIALS REQUIRE THE USE OF A FILTER FABRIC TO ELIMINATE THE
POTENTIAL OF SOIL MIGRATION FROM ADJACENT SOILS.
5. ALL CMP SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS, THE MANUFACTURER'S RECOMMENDATIONS, ASTM A798 FOR
CORRUGATED STEEL PIPE OR ASTM B788 FOR CORRUGATED ALUMINUM ALLOY PIPE, AND/OR SECTION 26 OF THE AASHTO LRFD BRIDGE CONSTRUCTION
SPECIFICATIONS. IN GENERAL, BEDDING SHALL BE A MINIMUM OF 4 INCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED TO THE
0
MIDDLE -THIRD OF THE PIPE SPAN AND THE EMBEDMENT SHALL BE INSTALLED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES AND COMPACTED TO A MINIMUM 90/
AASHTO T99 STANDARD PROCTOR DENSITY. EMBEDMENT SHALL BE RAISED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFERENTIAL OF 24
INCHES OR ONE-THIRD OF THE PIPE DIAMETER, WHICHEVER IS LESS. SELECT EMBEDMENT MATERIALS SHALL EXTEND ABOVE THE PIPE A MINIMUM DISTANCE OF
ONE -EIGHTH THE DIAMETER OR 12 INCHES, WHICHEVER IS GREATER.
6. PUBLISHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPLEMENTED WITH THE FOLLOWING INSTRUCTIONS TO ACCOUNT FOR THE PRESENCE
OF MANIFOLDS AND PARALLEL PIPE RUNS: THE BACKFILL OPERATION SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF THE MANIFOLD AND
ALONGSIDE THE PIPE RUNS SIMULTANEOUSLY. IN THIS MANNER THE OVERALL BACKFILL OPERATION SHALL PROGRESS IN THE DIRECTION OF THE PIPE RUNS AND
TOWARDS THE OPPOSITE MANIFOLD, WHERE CARE IS AGAIN TAKEN TO ENSURE THE BACKFILLING IS DONE EVENLY. PERIMETER BACKFILL MUST BE BROUGHT UP
EVENLY AS WELL, AND EXTENDED HORIZONTALLY TO STABLE AND/OR UNDISTURBED TRENCH WALLS. SPECIAL CARE SHALL BE TAKEN TO ENSURE THE HAUNCH
REGIONS OF THE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED. FILLING THE INSIDE HAUNCH REGIONS OF THE MANIFOLD BETWEEN STUBS IS MORE
CHALLENGING AND WILL REQUIRE ADDITIONAL CARE.
7. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL A MINIMUM OF 12 INCHES OF COVER HAS BEEN ESTABLISHED, AT WHICH TIME ONLY WALK -BEHIND
COMPACTION EQUIPMENT AND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE LOCATED OFF THE BED, AND DUMP TRUCKS SHALL NOT
DUMP STONE DIRECTLY ON TO THE BED.
EDDING
DIAMETER
(in)
Standard Spacing
HMIN
(ft)
S (ft)
C (ft)
X (ft)
24"
2.0
4.0
2.0
1.00
30
2.0
4.5
2.0
1.00
36"
2.0
5.0
2.0
1.00
42"
2.0
5.5
2.0
1.00
48"
2.0
6.0
2.0
1.00
54"
2.25
6.75
2.0
1.00
60"
2.5
7.5
2.0
1.00
66"
2.75
8.25
2.0
1.00
72"
3.0
9.0
2.0
1.00
78"
3.0
9.5
2.0
1.00
84"
3.0
10.0
2.0
1.00
90"
3.0
10.5
1 2.0
1.00
96"
3.0
11.0
2.0
1.00
102"
3.0
11.5
2.0
1.25
108"
3.0
12.0
2.0
1.25
1 14"
3.0
12.5
2.0
1.25
120"
3.0
13.0
2.0
1.25
126"
3.0
13.5
2.0
1.50
132"
3.0
14.0
2.0
1.50
138"
3.0
14.5
2.0
1.50
144"
3.0
15.0
2.0
1.50
W
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3 OF 4
127'-0"
12" STUB 24" STUB
36" RISER
32'-0"
36" RISER
<'�
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/
'
PLAN VIEW
010" ORIFICE
7'-6"
3'-7"
'08" ORIFICE
INVERT
WEIR PLATE
DETAIL
ACCESS RISER NOTES
1. THE ACCESS RISER DETAIL SHALL BE CONSIDERED CONCEPTUAL WITH THE
INTENTION OF ILLUSTRATING HOW LOADS PLACED ON THE COVER OR
SURROUNDING PAVEMENT WILL BE TRANSFERRED TO THE SUBGRADE AND
NOT BE BROUGHT TO BEAR DIRECTLY ON THE RISER PIPE.
2. ALL RISERS SHALL BE FIELD CUT TO THE ELEVATION NEEDED TO
ACCOMMODATE CONSTRUCTION OF THE RISER DETAIL.
3. POURED -IN -PLACE CONCRETE COLLARS SHALL BE PROPERLY FORMED TO
PROVIDE A SMALL GAP AROUND THE OUTSIDE DIAMETER OF THE RISER, WITH
THE TOP LEVEL OF THE COLLAR SET APPROXIMATELY TWO INCHES ABOVE THE
TOP OF THE RISER PIPE.
4. FLAT TOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE
CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD
DETAILS AND SPECIFICATIONS OF THE STATE OR LOCAL ROAD AUTHORITY FOR
AN H25/HS25 HIGHWAY TRUCK LOADING.
5. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND 48 INCHES, AND THEIR
FITTINGS/STUBS ARE SUBJECT TO REINFORCEMENT CONSIDERATIONS IN
ACCORDANCE WITH ASTM A998. RELATED REQUIREMENTS ARE DEPENDENT ON
THE MAINLINE DIAMETER AND THE BURIAL DEPTH AND MAY BE NEGATED BY
OPTING FOR A SMALLER DIAMETER RISER IN THIS RANGE.
6. STUBS FOR RISERS AND IN GENERAL ARE DETERMINED BY THE MANUFACTURER
BASED ON FABRICATION STANDARDS AND/OR SHIPPING LIMITATIONS.
TEMPORARY MINIMUM COVER FOR CONSTRUCTION EQUIPMENT
NOTES
1. DURING CONSTRUCTION AND PRIOR TO THE CONSTRUCTION OF PAVEMENT
ADDITIONAL TEMPORARY COVER MAY BE REQUIRED TO ACCOMMODATE
CONSTRUCTION EQUIPMENT TRAFFIC OVER THE PIPE SYSTEM IN ACCORDANCE
WITH TABLE 1.
2. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF
THE MAINTAINED CONSTRUCTION ROADWAY SURFACE.
3. TEMPORARY COVER SHALL BE DULY COMPACTED AND MAINTAINED AT THE
PROPER ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME.
CLEAN, OPEN -GRADED MANUFACTURED AGGREGATE MAY BE UNSUITABLE FOR
THESE PURPOSES UNLESS PROPERLY LOCKED -IN PLACE OR CONFINED WITH A
BINDER MATERIAL.
STANDARD CONNECTING BAND NOTES
1. PIPE ENDS SHALL BE REROLLED TO FORM AN ANNULAR 2 %" X 1/2"
CORRUGATION WITH SUFFICIENT CORRUGATIONS TO ACCOMMODATE THE
MINIMUM WIDTH OF A FULLY CORRUGATED CONNECTING BAND.
2. FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE
WITH TABLE 2, AND SHALL HAVE A MINIMUM WIDTH OF 12 INCHES FOR PIPE
DIAMETERS UP TO AND INCLUDING 96 INCHES, AND A MINIMUM WIDTH OF 24
INCHES THEREAFTER.
3. STANDARD LUG CONNECTORS SHALL BE USED ON FULLY CORRUGATED
CONNECTING BANDS.
4. STANDARD SLEEVE GASKETS, WHEN REQUIRED, SHALL BE e" THICK NEOPRENE
MEETING THE MATERIAL REQUIREMENTS OF ASTM D1056, AND SHALL
COMPLETELY UNDERLIE THE CONNECTING BAND.
5. ALL JOINT PERFORMANCE REQUIREMENTS SHALL BE IN ACCORDANCE WITH
SECTION 9 OF ASTM A760. STANDARD SLEEVE GASKETS SHALL BE REQUIRED
FOR JOINTS SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE
AS WELL AS SILT TIGHT PERFORMANCE. IN LIEU OF A GASKET, A GEOTEXTILE
WRAP SHALL BE CONSIDERED SUFFICIENTTO MEET SILTTIGHT JOINT
PERFORMANCE. GASKETS SHALL NOT BE REQUIRED FOR PERFORATED PIPE
SYSTEMS AND JOINTS SPECIFIED TO MEET SOIL TIGHT REQUIREMENTS.
6. CONNECTING BANDS FOR 12 THROUGH 48-INCH DIAMETER PIPE SHALL BE A
ONE-PIECE BAND. CONNECTING BANDS FOR 54 THROUGH 96-INCH DIAMETER
PIPE SHALL BE A TWO-PIECE BAND. CONNECTING BANDS FOR 102 THROUGH
144-INCH DIAMETER PIPE SHALL BE A THREE-PIECE BAND.
7. CONNECTING BAND MATERIAL AND/OR COATING SHALL MATCH THE PIPE
MATERIAL.
FINISHED GRADE
BACKFILL MATERIAL
(AS SPECIFIED)
37'-0"
WEIR PLATE
A
24" STUB 36" RISER
-ALL 96" PIPE IS 16 GAUGE,
5" X 1 " CORRUGATION,
ALUMINIZED TYPE 2.
-DASHED LINES INDICATES WELD.
-USE NECESSARY CONNECTING BANDS.
-ALL REINFORCEMENT SHALL MEET ASTM
A998.
Access Riser Detail
MANHOLE COVER FRAME CONCRETE FLAT TOP
F
Table 1.
Temporary Mimimum Cover for
Construction Equipment
PipeDia.
minimum Cover (ft)for Indicated Axle Loads
(in)
18-50kips
50-75kips
75-110kips
110-150kips
12-42
2.0
2.5
3.0
3.0
48-72
3.0
3.0
3.5
4.0
78-120
3.0
3.5
4.0
4.0
126-144
3.5
4.0
4.5
4.5
CMP RISER
Table 2.
Standard Connecting
Band Thickness
Pipe Thickness
Minimum Band Thickness
16 ga
0.064"
18 ga
0.052"
14 ga
0.079"
18 ga
0.052"
12 ga
0.109"
18 ga
0.052"
10 ga
0.138"
16 ga
0.064"
8 ga
0.168"
14 ga
0.079"
JLan(Jara LUY connector
Detail CONNECTING BAND
(WHEN SPECIFIED)
GASKET
(WHEN SPECIFIED)
CORRUGATED METAL PIPE �SmaIIGaPerent CORRUGATED METAL PIPE
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Lic. No. 040204850
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DATE
0112112020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
N/A
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44523
SHEET NO
C6.3
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a.
BOYS AND GIRLS CLUB NORTHSIDE
CHARLOTTESVILLE, VA
LANE CMP STORMWATER MANAGEMENT SYSTEM
NOTES:
1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH
INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTED TO THE SPECIAL INSTALLATION PROCEDURES
CONTAINED HEREIN.
2. CONSTRUCTION EQUIPMENT SHALL NOT TRAVERSE OR OTHERWISE BE LOCATED ATOP THE PIPE SYSTEM
OR ITS COMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION
LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER
TO ADDRESS ANY UNCERTAINTIES IN THIS REGARD.
3. THE FOUNDATION AND/OR BEDDING STONE MUST BE PROPERLY LEVELED TO THE ELEVATION SHOWN ON
THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS.
4. SPACINGS SHOWN BETWEEN PIPE RUNS ARE STANDARD AND WILL ENSURE SUFFICIENT SPACE FOR
MATERIAL PLACEMENT AND COMPACTION. CONSIDERATIONS FOR SPACING REDUCTIONS WILL NOT BE
MADE UNLESS THE INSTALLER FORMALLY ACKNOWLEDGES THAT THE DESIRED REDUCTION WILL NOT
COMPROMISE THE ABILITY TO PROPERLY PLACE AND COMPACT BACKFILL IN AFFECTED AREAS.
5. BACKFILL AND BEDDING MATERIALS SHALL BE AS SPECIFIED IN THE PROJECT PLANS AND CONSISTENT WITH
THE NOTES CONTAINED HEREIN.
6. THE PLACEMENT OF A GEOMEMBRANE OVER THE ENTIRE SYSTEM IS CONSIDERED A BEST MANAGEMENT
PRACTICE WHEN THE SYSTEM IS LOCATED BENEATH PAVEMENT IN THE MORE NORTHERN REGIONS WHERE
SEVERE WINTERS INCLUDE HEAVIER USES OF DEICING SALTS.
7. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM
DESIGN.
HMIN.
(RIGID PVMT.)
HMIN.
(FLEX PVM
FILTER
(WHEN SP
JVI II"1U LL L
FOUNDATION
TYPICAL
CROSS SECTION
1. ALL CORRUGATED METAL PIPE (CMP) SHALL BE THE DIAMETER, CORRUGATION SIZE, AND GAUGE SPECIFIED ON THE PLANS. CORRUGATED STEEL PIPE WITH A
METALLIC COATING SHALL CONFORM TO AASHTO M36 AND/OR ASTM A760. CORRUGATED STEEL PIPE WITH A POLYMER COATING SHALL CONFORM TO AASHTO
M245 AND/OR ASTM A762. CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORM TO AASHTO M196 AND/OR ASTM B745. ALL RISERS AND STUBS ARE
16-GAUGE WITH A 2%" X %" CORRUGATION UNLESS OTHERWISE NOTED. FITTINGS SHALL MEET THE MINIMUM DESIGN REQUIREMENTS OF ASTM A998 FOR THE
BURIAL DEPTH SHOWN ON THE PLANS.
2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR THEIR AGENT TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY, HAZARD, AND HEALTH
REGULATIONS; AND OBTAIN THE NECESSARY APPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBLIC ROAD
AUTHORITIES.
3. THE CONTRACTOR SHALL BE ADVISED THAT CORRUGATED METAL PIPE IS FLEXIBLE AND THEREFORE DERIVES STRUCTURAL STABILITY FROM THE STRENGTH AND
RELATIVE STIFFNESS OF THE SURROUNDING BACKFILL MATERIAL. THE RESULTING SOIL -CULVERT INTERACTION SYSTEM DEFINES THE ABILITY OF THE FLEXIBLE PIPE
TO WITHSTAND ANTICIPATED LOADS.
4. PIPE BEDDING AND EMBEDMENT SHALL BE SELECT GRANULAR MATERIALS MEETING THE REQUIREMENTS OF AASHTO M145 FOR A-1, A-2 AND A-3
CLASSIFICATIONS. WELL -GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS, ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN LUMPS.
APPLICATIONS THAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFILLED WITH A CLEAN, OPEN -GRADED, ANGULAR STONE
WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2 INCHES. OPEN -GRADED EMBEDMENT MATERIALS REQUIRE THE USE OF A FILTER FABRIC TO ELIMINATE THE
POTENTIAL OF SOIL MIGRATION FROM ADJACENT SOILS.
5. ALL CMP SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS, THE MANUFACTURER'S RECOMMENDATIONS, ASTM A798 FOR
CORRUGATED STEEL PIPE OR ASTM B788 FOR CORRUGATED ALUMINUM ALLOY PIPE, AND/OR SECTION 26 OF THE AASHTO LRFD BRIDGE CONSTRUCTION
SPECIFICATIONS. IN GENERAL, BEDDING SHALL BE A MINIMUM OF 4 INCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED TO THE
MIDDLE -THIRD OF THE PIPE SPAN, AND THE EMBEDMENT SHALL BE INSTALLED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES AND COMPACTED TO A MINIMUM 90%
AASHTO T99 STANDARD PROCTOR DENSITY. EMBEDMENT SHALL BE RAISED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFERENTIAL OF 24
INCHES OR ONE-THIRD OF THE PIPE DIAMETER, WHICHEVER IS LESS. SELECT EMBEDMENT MATERIALS SHALL EXTEND ABOVE THE PIPE A MINIMUM DISTANCE OF
ONE -EIGHTH THE DIAMETER OR 12 INCHES, WHICHEVER IS GREATER.
6. PUBLISHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPLEMENTED WITH THE FOLLOWING INSTRUCTIONS TO ACCOUNT FOR THE PRESENCE
OF MANIFOLDS AND PARALLEL PIPE RUNS: THE BACKFILL OPERATION SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF THE MANIFOLD AND
ALONGSIDE THE PIPE RUNS SIMULTANEOUSLY. IN THIS MANNER, THE OVERALL BACKFILL OPERATION SHALL PROGRESS IN THE DIRECTION OF THE PIPE RUNS AND
TOWARDS THE OPPOSITE MANIFOLD, WHERE CARE IS AGAIN TAKEN TO ENSURE THE BACKFILLING IS DONE EVENLY. PERIMETER BACKFILL MUST BE BROUGHT UP
EVENLY AS WELL, AND EXTENDED HORIZONTALLY TO STABLE AND/OR UNDISTURBED TRENCH WALLS. SPECIAL CARE SHALL BE TAKEN TO ENSURE THE HAUNCH
REGIONS OF THE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED. FILLING THE INSIDE HAUNCH REGIONS OF THE MANIFOLD BETWEEN STUBS IS MORE
CHALLENGING AND WILL REQUIRE ADDITIONAL CARE.
7. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL A MINIMUM OF 12 INCHES OF COVER HAS BEEN ESTABLISHED, AT WHICH TIME ONLY WALK -BEHIND
COMPACTION EQUIPMENT AND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE LOCATED OFF THE BED, AND DUMP TRUCKS SHALL NOT
DUMP STONE DIRECTLY ON TO THE BED.
w
c�
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y
J
EDDING
DIAMETER
(in)
Standard Spacing
HMIN
I (ft)
S (ft)
c (ft)
I X (ft)
24"
2.0
4.0
2.0
1.00
30
2.0
4.5
2.0
1.00
36"
2.0
5.0
2.0
1.00
42"
2.0
5.5
2.0
1.00
48"
2.0
6.0
2.0
1.00
54"
2.25
6.75
2.0
1.00
60"
2.5
7.5
2.0
1.00
66"
2.75
8.25
2.0
1.00
72"
3.0
9.0
2.0
1.00
78"
3.0
9.5
2.0
1.00
84"
3.0
10.0
2.0
1.00
90"
3.0
10.5
2.0
1.00
96"
3.0
11.0
2.0
1.00
102"
3.0
11.5
2.0
1.25
108"
3.0
12.0
2.0
1.25
114'
3.0
12.5
2.0
1.25
120"
3.0
13.0
2.0
1.25
126"
3.0
13.5
2.0
1.50
132"
3.0
14.0
2.0
1.50
138"
3.0
14.5
2.0
1.50
144"
3.0
15.0
2.0
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WEIR F' "Tr
24" STUB
ACCESS RISER NOTES
1. THE ACCESS RISER DETAIL SHALL BE CONSIDERED CONCEPTUAL WITH THE
INTENTION OF ILLUSTRATING HOW LOADS PLACED ON THE COVER OR
SURROUNDING PAVEMENT WILL BE TRANSFERRED TO THE SUBGRADE AND
NOT BE BROUGHT TO BEAR DIRECTLY ON THE RISER PIPE.
2. ALL RISERS SHALL BE FIELD CUT TO THE ELEVATION NEEDED TO
ACCOMMODATE CONSTRUCTION OF THE RISER DETAIL.
3. POURED -IN -PLACE CONCRETE COLLARS SHALL BE PROPERLY FORMED TO
PROVIDE A SMALL GAP AROUND THE OUTSIDE DIAMETER OF THE RISER, WITH
THE TOP LEVEL OF THE COLLAR SET APPROXIMATELY TWO INCHES ABOVE THE
TOP OF THE RISER PIPE.
4. FLAT TOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE
CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD
DETAILS AND SPECIFICATIONS OF THE STATE OR LOCAL ROAD AUTHORITY FOR
AN H25/HS25 HIGHWAY TRUCK LOADING.
5. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND 48 INCHES, AND THEIR
FITTINGS/STUBS ARE SUBJECT TO REINFORCEMENT CONSIDERATIONS IN
ACCORDANCE WITH ASTM A998. RELATED REQUIREMENTS ARE DEPENDENT ON
THE MAINLINE DIAMETER AND THE BURIAL DEPTH AND MAY BE NEGATED BY
OPTING FOR A SMALLER DIAMETER RISER IN THIS RANGE.
6. STUBS FOR RISERS AND IN GENERAL ARE DETERMINED BY THE MANUFACTURER
BASED ON FABRICATION STANDARDS AND/OR SHIPPING LIMITATIONS.
TEMPORARY MINIMUM COVER FOR CONSTRUCTION EQUIPMENT
NOTES
1. DURING CONSTRUCTION AND PRIOR TO THE CONSTRUCTION OF PAVEMENT
ADDITIONAL TEMPORARY COVER MAY BE REQ UIRED TO ACCOMMODATE
CONSTRUCTION EQUIPMENT TRAFFIC OVER THE PIPE SYSTEM IN ACCORDANCE
WITH TABLE 1.
2. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF
THE MAINTAINED CONSTRUCTION ROADWAY SURFACE.
3. TEMPORARY COVER SHALL BE DULY COMPACTED AND MAINTAINED AT THE
PROPER ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME.
CLEAN, OPEN -GRADED MANUFACTURED AGGREGATE MAY BE UNSUITABLE FOR
THESE PURPOSES UNLESS PROPERLY LOCKED -IN PLACE OR CONFINED WITH A
BINDER MATERIAL.
STANDARD CONNECTING BAND NOTES
1. PIPE ENDS SHALL BE REROLLED TO FORM AN ANNULAR 2 pX
/2
CORRUGATION WITH SUFFICIENT CORRUGATIONS TO ACCOMMODATE THE
MINIMUM WIDTH OF A FULLY CORRUGATED CONNECTING BAND.
2. FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE
WITH TABLE 2, AND SHALL HAVE A MINIMUM WIDTH OF 12 INCHES FOR PIPE
DIAMETERS UP TO AND INCLUDING 96 INCHES, AND A MINIMUM WIDTH OF 24
INCHES THEREAFTER.
3. STANDARD LUG CONNECTORS SHALL BE USED ON FULLY CORRUGATED
CONNECTING BANDS.
4. STANDARD SLEEVE GASKETS, WHEN REQUIRED, SHALL BE J" THICK NEOPRENE
MEETING THE MATERIAL REQUIREMENTS OF ASTM D1056, AND SHALL
COMPLETELY UNDERLIE THE CONNECTING BAND.
5. ALL JOINT PERFORMANCE REQUIREMENTS SHALL BE IN ACCORDANCE WITH
SECTION 9 OF ASTM A760. STANDARD SLEEVE GASKETS SHALL BE REQUIRED
FOR JOINTS SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE
AS WELL AS SILT TIGHT PERFORMANCE. IN LIEU OF A GASKET, A GEOTEXTILE
WRAP SHALL BE CONSIDERED SUFFICIENT TO MEET SILT TIGHT JOINT
PERFORMANCE. GASKETS SHALL NOT BE REQUIRED FOR PERFORATED PIPE
SYSTEMS AND JOINTS SPECIFIED TO MEET SOIL TIGHT REQUIREMENTS.
6. CONNECTING BANDS FOR 12 THROUGH 48-INCH DIAMETER PIPE SHALL BE A
ONE-PIECE BAND. CONNECTING BANDS FOR 54 THROUGH 96-INCH DIAMETER
PIPE SHALL BE A TWO-PIECE BAND. CONNECTING BANDS FOR 102 THROUGH
144-INCH DIAMETER PIPE SHALL BE A THREE-PIECE BAND.
7. CONNECTING BAND MATERIAL AND/OR COATING SHALL MATCH THE PIPE
MATERIAL.
144'-0"
PLAN VIEW
010" ORIFICE
3'-6"
"-04" ORIFICE
® INVERT
WEIR PLATE
DETAIL
FINISHED GRADE
BACKFILL MATERIAL
(AS SPECIFIED)
15" STUB
-ALL 96" PIPE IS 16 GAUGE,
5" X 1 " CORRUGATION,
ALUMINIZED TYPE 2.
-DASHED LINES INDICATES WELD.
-USE NECESSARY CONNECTING BANDS.
-ALL REINFORCEMENT SHALL MEET ASTM
A998.
Access Riser Detail
MANHOLE COVER FRAME CONCRETE FLAT TOP
F
Table 1.
Temporary Mimimum Cover for
Construction Equipment
Pipe Dia.
Minimum Cover (ft) for Indicated Axle Loads
(in)
18-50kips
50-75kips
75-110kips
110-150kips
12-42
2.0
2.5
3.0
3.0
48-72
3.0
3.0
3.5
4.0
78-120
3.0
3.5
4.0
4.0
126-144
3.5
4.0
4.5
4.5
CMP RISER
Table 2.
Standard Connecting
Band Thickness
Pipe Thickness
Minimum Band Thickness
16 ga
0.064"
18 ga
0.052"
14 ga
0.079"
18 ga
0.052"
12 ga
0.109"
18 ga
0.052"
10 ga
0.138"
16 ga
0.064"
8 ga
0.168"
14 ga
0.079"
JLUrJUCJrU LUY u(xi lector
Detail CONNECTING BAND
(WHEN SPECIFIED)
GASKET
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Lic. No. 040204850
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0112112020
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DESIGNED BY
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CHECKED BY
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500
500
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525
PROPOSED
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515
515
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HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
545
545
PROPOSED
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540
EXISTING
GRADE
/
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535
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'C'
530
530
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RD2
31.01'
F
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520
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HORIZ SCALE: 1 "=50'
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545
GRADE
545
540
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525
520
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HORIZ SCALE: 1 "=50'
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GRADE
520
520
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GRADE
515
515
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505
500
500
9+50 10+00 11+00
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HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
525
525
520
520
PROPOSED
GRADE
515
IP I 515
3' MIN.
510
510
SWM2
EXISTING
505
GRADE
505
60
10.77' OF
12" HDPE
@ 5.00%
500
500
9+50 10+00 10+50
STR 602 - SWM2
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
525
525
PROPOSED
GRADE
520
520
515
515
3'NlN
510
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505
503
43.89' OF 6� PE
@ 0.
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505
EXISTING
GRADE
500
500
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STR 504 - STR 404
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
NOTES:
1. CONTRACTOR SHALL PLACE FILL UNDER
PIPES/MANHOLES LOCATED ENTIRELY WITHIN FILL
SECTIONS AT 95% COMPACTION. EMBANKMENT
MATERIAL SHALL CONSIST PREDOMINANTLY OF
SOIL AND BE PLACED IN SUCCESSIVE UNIFORM
LAYERS NOT MORE THAN 8" IN THICKNESS
BEFORE COMPACTION IN ACCORDANCE WITH
VDOT 2007 ROAD AND BRIDGE SPECIFICATION
303.04. AFTER 3' VERTICAL PLACEMENT OF FILL,
CONTRACTOR SHALL EXCAVATE RECENTLY LAID
FILL AND INSTALL COMPACTED VDOT STD. 21A
STONE IN AN 8' X 8' O.C. COMPACTED 21A AREA
CENTERED ON THE PIPE/STRUCTURE.
CONTRACTOR SHALL REPEAT THIS OPERATION
UNTIL AN 8' X 8' O.C. 21A STONE BASE IS
INSTALLED BETWEEN THE EXISTING GROUND AND
THE PROPOSED PIPE/STRUCTURE BASE IN
EFFORTS TO REDUCE THE RISK OF SETTLING.
CONTRACTOR SHALL PROVIDE VDOT WITH
COMPACTION RESULTS PRIOR TO ACCEPTANCE.
2. SLOPE BENCHING SHALL BE PROVIDED ON ANY
PROPOSED 2:1 SLOPES. SEE SHEET C5.2 FOR
DETAILS.
5
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Q CR.ATG W T KfYFATZSKI
Lic. No. 040204850
4-1-7-20
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DATE
0112112020
DRAWN BY
K. MELLON
DESIGNED BY
K. MELLON
CHECKED BY
C. KOTARSKI
SCALE
AS SHOWN
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560
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555
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550
550
239
54.65' OF
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\
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\
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545
INE 'A'
\
545
WATERL
3' MIN.
\
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117.94' OF
540
237
15.61' OF
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@ 3.00%
535
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535
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i
530
530
525
525
520
520
9+50 10+00
11+00 12+00
STR EX1 - STR 232
13+00
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
304: 12" Basin -Circular Grate (Nyloplast) 302: 12" Basin - Circular Grate (Nyloplast)
STA 10+00.74 STA 11 +62.71
TOP 543.66 TOP 538.39
INV OUT 539.42 (303) INV IN 531.26 (303)
INV OUT 531.16 (301)
555 555 520
550
PROPOSED
GRADE
545
540
535
530
525
9+50
EXISTING
GRADE
72 / s OF
@ s0�'°F
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10+00 11+00
STR 304 - SWM1
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
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12+00
550
545
540
535
530
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470
470
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465
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485
460
STEP DOWN
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50.44' F
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515
480
455
455
94.07'
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450
GRADE
450
\
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STEP DOWN
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440
440
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495
460
435
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STEP DOWN
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490
455
430
430
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STA 10+70.89
TOP 506.27
INV IN 500.16 (107A)
INV IN 500.48 (107B)
INV OUT 491.07 (105)
10+00
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STA 10+00.68
TOP 540.97
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515
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505
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S00 pF
i
500
495
0
495
490
490
12+50 9+50 10+00 11+00
SWM2B - STR 106
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
11+00 12+00 13+00 14+00
SWM1 B - STR 100
234: DI-3B 8 ft Throat
STA 11+88.38 242: 12" Basin - Circular Grate (Nyloplast)
TOP 543.62 STA 10+00.68
INV IN 539.93 (235) TOP 536.99
INV IN 536.81 (243) INV OUT 532.96 (241)
INV OUT 536.55 (233)
CUU; nsn nsn
EXISTING
GRADE
550
550
PROPOSED
545
GRADE
545
540
3' MIN.
540
243
O
535
72.52' OF
„
535
@ 1.00%
530
530
525
525
545
545
PROPOSED
GRADE
EXISTING
GRADE
540
540
535
3' MIN.
r),
535
241
1
.85' OF
530
HDPE
530
1.00%
525
525
520
520
15+00
222: DI-3B 6 ft Throat
STA 10+00.00
TOP 535.25
INV OUT 531.00 (221)
555
550
EXISTING
GRADE
545
232: 15" Basin - Circular Grate (Nyloplast)
STA 12+68.72
TOP 537.00
INV IN 532.55 (233)
INV IN 532.71 (241) 540
INV OUT 532.84 (231)
PROPOSED
GRADE
11+509+50 10+00 11+00 9+50 10+00 11+00
STR 244 - STR 234 STR 242 - STR 232
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
535
530
221
6.83' OF
8" HDPE
@ 5.00%
525
PROPOSED
RIPRAP
16+00
-206: DI-3B 10 ft Throat
STA 14+02.20
Acari
490
490
485
485
480
480
EXISTING
-
GRADE
475
' �O-�"�
475
000 �.
o
\
470
470
465
465
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460
0�A�,460
O0°
455
455
450
0 450
445
445
TOP 534.43
INV IN 530.66 (221) 9+50
INV IN 526.58 (207)
INV OUT 526.48 (205)
555
550
545
540
535
530
525
9+50 10+00 10+50
STR 222 - STR 206
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
10+00 11+00
STR 112 - 102B
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
12+00
NOTES:
1. CONTRACTOR SHALL PLACE FILL UNDER
PIPES/MANHOLES LOCATED ENTIRELY WITHIN FILL
SECTIONS AT 95% COMPACTION. EMBANKMENT
MATERIAL SHALL CONSIST PREDOMINANTLY OF
SOIL AND BE PLACED IN SUCCESSIVE UNIFORM
LAYERS NOT MORE THAN 8" IN THICKNESS
BEFORE COMPACTION IN ACCORDANCE WITH
VDOT 2007 ROAD AND BRIDGE SPECIFICATION
303.04. AFTER S VERTICAL PLACEMENT OF FILL,
CONTRACTOR SHALL EXCAVATE RECENTLY LAID
FILL AND INSTALL COMPACTED VDOT STD. 21A
STONE IN AN 8' X 8' O.C. COMPACTED 21A AREA
CENTERED ON THE PIPE/STRUCTURE.
CONTRACTOR SHALL REPEAT THIS OPERATION
UNTIL AN 8' X 8' O.C. 21A STONE BASE IS
INSTALLED BETWEEN THE EXISTING GROUND AND
THE PROPOSED PIPE/STRUCTURE BASE IN
EFFORTS TO REDUCE THE RISK OF SETTLING.
CONTRACTOR SHALL PROVIDE VDOT WITH
COMPACTION RESULTS PRIOR TO ACCEPTANCE.
2. SLOPE BENCHING SHALL BE PROVIDED ON ANY
PROPOSED 2:1 SLOPES. SEE SHEET C5.2 FOR
DETAILS.
5
0 50
PROFILE SCALE
CRATC W T KfYrATZS KI
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ACE RUB
ACER RUBRUM 'AUTUMN GLORY'
QUE PHE
QUERCUS PHELLOS
TIL COR
TILIA CORDATA
SHRUBS
BOTANICAL NAME
ITE SPR
ITEA VIRGINICA'SPRICH'
SPO HET
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DESIGNED BY
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CHECKED BY
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SCALE
1"=20'
JOB NO.
44523
SHEET NO.
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PRUNE CODOMINATE LEADERS
REMOVE BROKEN, BADLY
DEFORMED, RUBBING, NARROW
CROTCH ANGLES, WATER
SPROUTS, OR CROSS -BRANCHES.
REMOVE TAGS, LABELS, AND
PLASTIC SLEEVING. DO NOT STAKE
UNLESS SPECIFIED (SEE
NOTE) DO NOT WRAP TRUNK
PRUNE SUCKERS
IF FIELD GROWN, CUTAWAY ALL
BALLING ROPES. REMOVE
BURLAP OR WIRE BASKET FROM
TOP %3 OF BALL. IF CONTAINER
GROWN, REMOVE CONTAINER
AND CUT CIRCLING ROOTS
1:1 SLOPE OF SIDES OF
PLANTING HOLE
SCARIFY SIDES BEFORE PLANTING
TAMP SOIL AROUND ROOTBALL
BASE FIRMLY WITH FOOT
PRESSURE SO THAT ROOTBALL
DOES NOT SHIFT
DECIDUOUS TREE - STAKING SPECIFIED
NOT TO SCALE
INSTALL SHRUBS SO THAT THE
TOP OF THE ROOTBALL IS AT
THE SAME GRADE AS
ORIGINALLY GROWN OR 1-2"
ABOVE IN POOR DRAINING
SOILS. DO NOT COVER THE TOP
OF THE ROOTBALL WITH SOIL
REMOVE ALL STRING, WIRE, AND
BURLAP FROM TOP % OF BALL
,:�� �Illlllrllh�rnll���►;
BACKFILL PLANTING PIT WITH
NATIVE SOIL. INCORPORATE
SLOW -RELEASE GRANULAR
FERTILIZER
SCARIFY BOTTOM AND SIDES
OF PIT
SHRUB PLANTING
NOT TO SCALE
ROOT BALL
12 GAUGE GALVANIZED WIRE
3-2"x2" HARDWOOD STAKES
GALVANIZED WIRE GUY
12 GAUGE. ALLOW FOR A
SLIGHT AMOUNT OF MOVEMENT
8' 2"x2" HARDWOOD STAKE,
2'-6" MIN BELOW SURFACE.
STAKE SHALL BE DRIVEN A MIN
18" OUT FROM TRUNK AND
OUTSIDE OF ROOTBALL
2-3" MULCH LAYER TO EDGE OF DRIPLINE
KEEP 4-6" AWAY FROM TRUNKFLARE
SET ROOTBALL FLUSH TO GRADE OR 1-2"
HIGHER IN SLOWLY DRAINING SOILS. DO
NOT COVER THE TOP OF THE ROOTBALL
WITH SOIL. ROOTFLARE SHALL BE VISIBLE
ABOVE FINISHED GRADE
6"SAUCER
BACKFILL PLANTING PIT WITH NATIVE
SOIL. INCORPORATE SLOW -RELEASE
GRANULAR FERTILIZER
1" COMPOST LAYER
PLACE ROOTBALL ON
UNEXCAVATED OR TAMPED SOIL
NOTE: ONLY STAKE TREES WITH
LARGE CROWNS, 2" CALIPER OR
GREATER, IF LOCATED ON WINDY
SITES, OR WHERE TAMPERING
MAY OCCUR.
REMOVE ALL DEAD, BROKEN,
DISEASED, AND WEAK
BRANCHES AT TIME OF
PLANTING
2-3" MULCH LAYER, KEEP AWAY
FROM TRUNK
1" COMPOST LAYER
HEIGHT VARIES
WITH PLANTS
12" MIN.
EDGE OF BUILDING,
WALK OR STRUCTURE
VOIDS
MULCH LINE
PLANT UNDER DRIP LINE OF
LIMBED UP SHRUBS & TREES
TRIANGULAR INFILL SPACING
PLANT PERIMETER
AT INDICATED SPACING
PLANT UP TO EDGE OF SHRUBS
UNLESS OTHERWISE NOTED
PLANT
2-3" MULCH LAYER
1" COMPOST LAYER
AMENDED SOIL MIX
UNDISTURBED EARTH
GROUNDCOVER/ PERENNIAL PLANTING
NOT TO SCALE
Professional Erosion Control Seed Mixture
PLANT SCHEDULE
TREES
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
CANOPY
CANOPY TOTAL
ACE RUB
2
ACER RUBRUM 'AUTUMN GLORY'
AUTUMN GLORY MAPLE
2.5" CAL.
B&B
452SF
904SF
QUE PHE
3
QUERCUS PHELLOS
WILLOW OAK
2.5" CAL.
B&B
419SF
1257SF
TIL COR
6
TILIA CORDATA
LITTLELEAF LINDEN
2.5" CAL.
B&B
288SF
1728SF
= 3889SF
SHRUBS
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
SPACING
SPACING
ITE SPR
58
ITEA VIRGINICA 'SPRICH'
VIRGINIA SWEETSPIRE
30" HT./SPRD.
CONTAINER
30" o.c.
SPO HET
88
SPOROBOLUS HETEROLEPIS
PRAIRIE DROPSEED
24" HT./SPRD.
CONTAINER
24" o.c.
GROUND COVERS
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
SPACING
CAR ELA
87
CAREX ELATA'BOWLES GOLDEN'
BOWLES GOLDEN SEDGE
1 GAL.
CONTAINER
18" O.C.
HYP CAL
102
HYPERICUM CALYCINUM
CREEPING ST. JOHN'S WORT
1 GAL.
CONTAINER
18" O.C.
SLOPEMASTER is a seed mixture specifically designed for erosion control where rapid establishment is a
necessity with little follow up maintenance. SLOPEMASTER features the durable white clover Durana which
is a medium -leafed, intermediate type white clover containing as many as 97 stolons per sq. foot which will
secure most erodable soils. Durana is a superior white clover that is persistent and will fixate up to 150 lbs of
atmospheric nitrogen per acre per year. The Nitrogen fixation by Durana will provide enrichment to a stand of
low maintenance cool & warm season turfgrass. Durana is durable and you can count on it to compliment a
stand of tall fescue or bermuda with lespedeza to maintain a long stand life. SLOPEMASTER is also treated
with Pennington's exclusive GermMax technology for enhanced establishment.
Characteristics:
• Extremely durable erosion control mixture
• Aggressive growth to provide complete ground cover
• Contains perennial seed that establish quickly and last for years
• Durana White Clover establishes stoloniforus growth to hold soils in place
• Durana White Clover fixates atmospheric Nitrogen for reduced fertilizer requirements
Where to plant:
Mir
Establishment:
SLOPEMASTER can be planted by drilling, broadcasting, or hydraulic seeding. Planting can be made
throughout the year when mixed with companion grasses that are suitable with planting dates, i.e. tall
fescue in the fall or bermudagrass in the spring. Planting depth should be no more than '/4 inch (6.35 mm)
for many stand failures result from planting to deep. Liming to a pH of 6.0 and providing adequate
potassium and phosphorus are necessary to ensure a productive stand. Soil testing is highly recommended.
Southern Fall/Spring Mixture:
Northern Mixture:
50% Turf Type Tall Fescue 75% Turf Type Tall Fescue
40% Unhulled Serecia Lespedeza 11% Annual Ryegrass
10% Durana White Clover 9% Unhulled Serecia Lespedeza
5% Durana White Clover
Seeding Rates: 50-200 Ibs / acre (22.7-90.80 kgs / hectare)
P.O. BOX 290 * MADISON, GA 30650 * (706) 342-1234 * 800-277-1412
PARKING AREA LANDSCAPE REQUIREMENTS -PER 32.7.9.6.A. & B.
REQUIREMENT
AREA
CALCULATION
REQUIRED
PROVIDED
AT LEAST 5% OF
PAVED PARKING
AREAS AND DRIVING
22,161 SF
22,161 x 0.05 =
1,108 SF
1,190 SF
AISLES TO BE
M 12.5 SF
LANDSCAPED WITH
TREES AND SHRUBS
ONE (1) LARGE OR
MEDIUM SHADE
71 PARKING SPACES
71 / 10 - 7.1
7 LARGE OR MEDIUM
8 LARGE TREES
TREE PER TEN (10)
SHADE TREES
0 MEDIUM TREES
PARKING SPACES
TREE CANOPY REQUIREMENTS *PER32.7.9.8.A.1.
REQUIREMENT
AREA
CALCULATION
REQUIRED
PROVIDED
10% OF SITE TO
4,887,126 x
HAVE CANOPY
9,439,936 SF
9,439,936 x 0.10 =
943,994 SF
1.25(EXISTING) +
943,993.6 SF
3,889(PROPOSED =
COVERAGE
6,112,769.5 SF
GENERAL NOTES
PRE -CONSTRUCTION
• CONTRACTOR IS RESPONSIBLE FOR CONTACTING "MISS UTILITY" AT
1.800.552.7001 FOR LOCATION OF ALL UTILITY LINES.TREES SHALL BE
LOCATED A MINIMUM OF 5 FEET FROM SEWER/WATER CONNECTIONS.
NOTIFY LANDSCAPE ARCHITECT OF CONFLICTS.
• VERIFY ALL PLANT MATERIAL QUANTITIES ON THE PLAN PRIOR TO
BIDDING, PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL
BE VERIFIED PRIOR TO BIDDING.
• PROVIDE PLANT MATERIALS OF QUANTITY, SIZE, GENUS, SPECIES, AND
VARIETY INDICATED ON PLANS. ALL PLANT MATERIALS AND
INSTALLATION SHALL COMPLY WITH RECOMMENDATIONS AND
REQUIREMENTS OF ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY
STOCK". IF SPECIFIED PLANT MATERIAL IS NOT OBTAINABLE, SUBMIT
PROOF OF NON AVAILABILITY TO THE LANDSCAPE ARCHITECT,
TOGETHER WITH PROPOSAL FOR USE OF EQUIVALENT MATERIAL.
• PROVIDE AND INSTALL ALL PLANTS AS IN ACCORDANCE WITH DETAILS
AND CONTRACT SPECIFICATIONS.
• SOIL TESTS SHALL BE PERFORMED TO DETERMINE SOIL CHARACTER
AND QUALITY. NECESSARY SOIL AMENDMENTS SHALL BE PERFORMED
PER TEST RESULTS TO ENSURE PLANT HEALTH.
CONSTRUCTION/INSTALLATION
• LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS
AND MATERIALS THAT ARE IN AN UNHEALTHY OR UNSIGHTLY
CONDITION, AS WELL AS PLANTS AND MATERIALS THAT DO NOT
CONFORM TO ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY STOCK"
• LABEL AT LEAST ONE TREE AND ONE SHRUB OF EACH VARIETY AND
CALIPER WITH A SECURELY ATTACHED, WATERPROOF TAG BEARING
THE DESIGNATION OF BOTANICAL AND COMMON NAME.
• INSTALL LANDSCAPE PLANTINGS AT ENTRANCES/EXITS AND PARKING
AREAS ACCORDING TO PLANS SO THAT MATERIALS WILL NOT
INTERFERE WITH SIGHT DISTANCES.
• CONTRACTOR IS RESPONSIBLE FOR WATERING ALL PLANT MATERIAL
DURING INSTALLATION AND UNTIL FINAL INSPECTION AND ACCEPTANCE
BY OWNER. CONTRACTOR SHALL NOTIFY OWNER OF CONDITIONS
WHICH AFFECTS THE GUARANTEE.
INSPECTIONS/GUARANTEE
• UPON COMPLETION OF LANDSCAPE INSTALLATION, THE LANDSCAPE
CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR WHO WILL
VERIFY COMPLETENESS, INCLUDING THE REPLACEMENT OF ALL DEAD
PLANT MATERIAL. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A
FINAL INSPECTION BY THE LANDSCAPE ARCHITECT.
• ALL EXTERIOR PLANT MATERIALS SHALL BE GUARANTEED FOR ONE
FULL YEAR AFTER DATE OF FINAL INSPECTION AGAINST DEFECTS
INCLUDING DEATH AND UNSATISFACTORY GROWTH. DEFECTS
RESULTING FROM NEGLECT BY THE OWNER, ABUSE OR DAMAGE BY
OTHERS, OR UNUSUAL PHENOMENA OR INCIDENTS WHICH ARE BEYOND
THE CONTRACTORS CONTROL ARE NOT THE RESPONSIBILITY OF THE
CONTRACTOR.
• PLANT MATERIAL QUANTITIES AND SIZES WILL BE INSPECTED FOR
COMPLIANCE WITH APPROVED PLANS BY A SITE PLAN REVIEW AGENT
OF THE PLANNING DEPARTMENT PRIOR TO THE RELEASE OF THE
CERTIFICATE OF OCCUPANCY.
• REMOVE ALL GUY WIRES AND STAKES 12 MONTHS AFTER INSTALLATION.
FILTH Op
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DRAWN BY
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DESIGNED BY
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CHECKED BY
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