HomeMy WebLinkAboutWPO201900034 Plan - VSMP 2019-07-22UVA ENCOMPASS HEALTH REHABILITATION HOSPITAL
SITE DATA:
TAX MAP PARCEL
03200-00-00-01800
UNIVERSITY OF VIRGINIA FOUNDATION
ZONING - PLANNED DEVELOPMENT INDUSTRIAL PARK
DB 2712 PG 325
03200-00-00-018BO
UNIVERSITY OF VIRGINIA FOUNDATION
ZONING - PLANNED DEVELOPMENT INDUSTRIAL PARK
DBOPGO
PARCEL AREA: 25.92 AC
ADJACENT PARCELS: 03200-00-00-01700
GOLD LEAF LAND TRUST NO 3, WENDELL
ZONING - LIGHT INDUSTRY
DB 1745 PG 696
03200-00-00-018AO
UNIVERSITY OF VIRGINIA FOUNDATION
ZONING - PLANNED DEVELOPMENT INDUSTRIAL PARK
DB 2712 PG 325
03200-00-00-006RO
UNIVERSITY OF VIRGINIA FOUNDATION
ZONING - PLANNED DEVELOPMENT INDUSTRIAL PARK
DB 4957 PG 692
LIMITS OF DISTURBANCE: 6.52 ACRES
ZONING: PD-IP (Cat. I or II)
PROFFERS: ZMA2005-3
OVERLAY DISTRICT: ENTRANCE CORRIDOR (EC)., AIRPORT IMPACT AREA (AIA)
MAGISTERIAL DISTRICT: RIO
SOURCE OF BOUNDARY AND TOPOGRAPHY: TIMMONS GROUP
28 IMPERIAL DRIVE
STAUNTON, VA 24401
TELEPHONE: 540-885-0920
CONTACT: PAUL HUBER, L.S.
PAUL.HUBER@TIMMONS.COM
SURVEY CONDUCTED: MARCH 2O19
DATUM: HORIZONTAL: NAD83(NA2011) VIRGINIA STATE GRID SOUTH
VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS
REQUIRED BUILDING SETBACKS: LOOP ROAD: 10 FT MINIMUM
30 FT MAXIMUM
SIDE & REAR: 20 FT
PROVIDED BUILDING SETBACKS: LOOP ROAD: 20.57 FT
SIDE & REAR: 88.77 FT (SIDE), 206.81(REAR)
BUILDING HEIGHT: 28' (MAX - BOTTOM OF PARAPET ALONG THE MAIN ENTRY)
32' (TOP OF PARAPET ALONG THE MAIN ENTRY)
19.5' (AVERAGE)
BUILDING SQUARE FOOTAGE: 71,848 SF
PROPOSED USE: PUBLIC USE: HOSPITAL
TOTAL IMPERVIOUS AREA (WITHIN PROJECT LIMITS): 3.51 ACRES
KNOX BOX REQUIRED, CONTACT ALBEMARLE COUNTY FIRE MARSHALL OFFICE FOR LOCATION.
WETLAND IMPACTS: WETLAND IMPACTS TO BE PERMITTED BY LAND OWNER
UTILITIES: ACSA
DRAINAGE DISTRICT: NORTH FORK RIVANNA RIVER
PARKING REQUIRED (PER HOSPITAL): (70+10 FUTURE) BEDS = 2 SPACE/BED = 160 SPACES
20% OF SPACES TO BE ADA ACCESSIBLE = 32 SPACES
TOTAL SPACES REQUIRED = 160
TOTAL PARKING PROVIDED: 128 REGUALR SPACES
32 ADA ACCESSIBLE (10 VAN)
TOTAL PROVIDED SPACES = 160 SPACES
SPECIAL FLOOD HAZARD AREA INFORMATION:
SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
YES [ ] NO [ X ]
TRIP GENERATION INFORMATION:
80-BED HOSPITAL USING ITE LAND USE CODE 610, ITE TRIP GENERATION MANUAL 10TH EDITION
DAILY TRIPS: 1,786
AM PEAK HOURS: 147 TRIPS (106 ENTER, 41 EXIT)
PM PEAK HOURS: 151 TRIPS (42 ENTER, 109 EXIT)
UTILITY DEMANDS:
WATER FLOW (AVERAGE DAILY DEMAND)
ESTIMATED TOTAL DEMAND = 14,000 GPD
AVERAGE DAILY DEMAND = 14,000 GPD
AVERAGE HOURLY DEMAND = 14,000 GPD / 24 HOURS = 583.33 GPH
MAXIMUM HOURLY DEMAND = 583.33 GPH X 300% = 1,750 GPH
PEAK HOURLY DEMAND = 1,750 X 150% = 2,625 GPH
2,625 GPH / 60 MIN = 43.75 GPM
SEWER FLOW (AVERAGE DAILY FLOW)
ESTIMATE TOTAL = 14,000 GPD
WPO-201900034
COUNTY OF ALBEMARLE, VIRGINIA
FOXTROT ONE
HANGARS
CONDOS
Charlottesville
Albemarle
Airport
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P I N E R I D G E
SITE
LOCATION
TERRYBRO1
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JEFFERSON
VICINITY MAP
1"= 2000'
DEVELOPER:
ENCOMPASS HEALTH
3600 GRANDVIEW PARKWAY, SUITE 200
BIRMINGHAM, AL 35243
CONTACT: ELIZABETH MANN
TELEPHONE: (205) 970-7850
OWNER:
UNIVERSITY OF VIRGINIA FOUNDATION
P.O. BOX 400218
CHARLOTTESVILLE, VA 22904
CONTACT: TODD MARSHALL
TELEPHONE: (434) 924-2569
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200
CHARLOTTESVILLE, VA 22903
CONTACT: JOHN HASH, P.E.
TELEPHONE: (434) 327-1691
Sheet List Table
Sheet Number
Sheet Title
CO.0
COVER
C1.0
NOTES & DETAILS
__ " ,.
C1.2
NOTES & DETAILS
C2.0
EXISTING CONDITIONS
C2.1
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 1
C3.4
EROSION & SEDIMENT CONTROL PLAN PHASE 2
C3.5
EROSION & SEDIMENT CONTROL PLAN PHASE 3
C4.0
OVERALL PLAN
C5.0
GRADING & DRAINAGE PLAN
C5.1
GRADING & DRAINAGE PLAN
C5.2
GRADING SHOT SPOTS PLAN
C5.3
GRADING SHOT SPOTS PLAN
C6.0
STORMWATER SUMMARY PLAN
C6.1
STORMWATER INLET & PIPE CALCULATIONS
C6.2
STORMWATER MANAGEMENT PLAN
C6.3
STORMWATER MANAGEMENT FACILITIES EASEMENT PLAN
C7.2
STORM PROFILES
C7.3
STORM PROFILES
L1.0
OVERALL LANDSCAPE & MITIGATION PLAN
L3.0
LANDSCAPE NOTES AND DETAILS
# OF SHEETS = 32
RESEARCH PARK TOTAL BUILDOUT STATISTICS ( APPROVED BUILDING AREAS FROM PREVIOUSLY APPROVED SITE DEVELOPMENT PLANS)
APPROVED
TOTAL BUILDING
PROJECT NAME
YEAR
ACREAGE
BUILDINGS (SF)
CONSTRUCTED (SF)
MICROAIRE (164 EDLICH DR)
1995
4.9
46,889
46,445
MOTION CONTROL (4040 LEWIS & CLARK DR) 1996
4.0
30,462
30,450
PRA (4105 LEWIS & CLARK DR)
1998
6.0
80,000
80,388
TOWN CENTER ONE
2000
4.7
69,900
70,974
BIOTAGE ( 1725 DISCOVERY DR)
2002
7.1
50,000
50,656
ETC ( 1670 DISCOVERY DR)
2002
2.6
42,388
41,778
TOWN CENTER TWO
2006
4.3
83,666
82,068
TOWN CENTER THREE
2008
4.7
89,814
85,392
TOWN CENTER FOUR
2016
6.8
108,568
ENCOMPASS
2019
8.9
71,848
TOTAL
54.1
673,535
488,151
ACREAGE APPROVED GSF DEV.GSF
CAPACITY 307.0 3,700,000 3,700,000
DEVELOPED/ SOLD 54.1 673,535 488,151
TOTAL REMAINING 252.9 3,026,465 3,211,849
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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Lic. No. 31371
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GENERAL NOTES
GENERAL CONSTRUCTION NOTES FOR EROSION AND
ROADS LEGEND
TRAFFIC STOP BAR
STORM PIPE & STRUCTURE NO.
�® DROP INLET & STRUCTURE NO.
CURB
CURB & GUTTER
DRY CURB & GUTTER
PROPOSED PAVEMENT
PAVED DITCH
JUTE MESH DITCH
CENTERLINE OF DITCH
{
BENCH MARK
CLEARING LIMITS
R-1
VDOT STANDARD STOP SIGN
200
EXISTING CONTOUR
200
PROPOSED CONTOUR
+ 240.5
EXISTING SPOT ELEVATION
TC 240.5
PROPOSED SPOT ELEVATION
10
PARKING COUNT
SEWER
S�SEXISTING SANITARY SEWER
S-SAN� SO PROPOSED SANITARY SEWER
OPROPOSED SANITARY SEWER LABEL
6" W
0. 6" W
iH 6" W
WATER
EXISTING WATER LINE
PROPOSED WATER LINE
PROPOSED VALVE
PROPOSED TAPPING SLEEVE
PROPOSED FIRE HYDRANT (COMPLETE)
GRADING
TC = TOP OF CURB
BC = BACK OF CURB
EP = EDGE OF PAVEMENT
TW = TOP OF WALL
BW = BOTTOM OF WALL
TS = TOP OF STAIRS
BS = BOTTOM OF STAIRS
N/A = NOT APPLICABLE TO THIS PROJECT
PRESERVED AND MANAGED SLOPES
JUNE 27, 2019
ACSA GENERAL WATER & SEWER CONDITIONS
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA)
INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA
OFFICIALS AT THE START OF THE WORK.
2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE
ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES
FOR THE PURPOSE OF IMAGERY COLLECTION.
3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT
NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY
CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND
LINES AND STRUCTURES, AS NECESSARY.
4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE
GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY
(1-800-552-7001).
7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF
COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES
ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC.
8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE
DITCHES.
9. VALVES ON DEADEND 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.
SEDIMENT CONTROL
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
1.
THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE
SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION.
PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND
2.
ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
TRANSPORTATION'S SPECIFICATIONS AND STANDARDS.
2.
ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED
3.
PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE
ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND
PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES.
SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND
3.
LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO
SEDIMENT CONTROL REGULATIONS.
BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS).
3.
ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE
4.
VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES.
FIRST STEP IN CLEARING.
5.
THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING
4.
A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON
CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION.
THE SITE AT ALL TIMES.
6.
UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION
5.
PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON
PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW
THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE
PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN
CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR
ACCORDANCE WITH SPECIFICATIONS.
REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
7.
ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS.
6.
THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL
8.
ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76.
MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE
PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT
PLAN APPROVING AUTHORITY.
STANDARDS AND SPECIFICATIONS.
7.
ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL
9.
IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS
TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL
FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
STABILIZATION IS ACHIEVED.
10.
ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED.
8.
DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING
11.
ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS.
DEVICE.
12.
DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE
9.
THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND
RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY
AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO
THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE
MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE
ENGINEER.
IMMEDIATELY.
13.
CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF
10.
ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT
11.
ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE
FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN
INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE
12.
BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER
RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT.
ZONING ORDINANCE SECTION 5.1.28.
14.
CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE
13.
ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE
TRUNK LINES. (N/A)
CODE OF ALBEMARLE.
15.
THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE
14.
BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE
COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE.
LIMITED TO THE HOURS OF T00AM TO 9:00PM.
16.
VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE
15.
BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS
ADDITIONAL FACILITIES AS DEEMED NECESSARY.
LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO
17.
VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED
ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET
FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S
BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE
16.
THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO
SURFACE COURSE(S).
PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION
18.
A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30
CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT,
GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS.
BUILDING OR OTHER PORTION OF THE PROPERTY.
19.
THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE
17.
TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE
FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS.
AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF
20.
THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND
ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF
PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S).
ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO
CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE
BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY
SURFACE COURSE(S).
EROSION CONTROL INSPECTOR.
21.
A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL
18.
PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND
PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A)
MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF,
22.
ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO
INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT
CONDITIONING OF THE SUBGRADE.
1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE
23.
CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS
APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5%
AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS.
PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT
24.
APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A
80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT
INSPECTOR.
MAINTAINED RIGHT OF WAY. (N/A)
19.
MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL
25.
GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE
EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED
OF ROAD. (N/A)
IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS
26.
ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM
FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO
SLOPE OF 0.004 ft./ft.
ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT
27.
WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE
SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY.
SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A)
20.
ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30
28.
CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE
DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO
STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR
APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON
21.
THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE
STATE ROADS.
DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.)
29.
ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE
22.
PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9)
2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al 17.1-03.
MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION
30.
THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
ORDINANCE SECTION 17-207B)
31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE
PLACED AT THE END OF THE DAY
33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES
Albemarle County Engineering
Final Plan General Notes
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING
Page I of
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
ALBEMARLE
COUNTY
REQUIREMENTS OF THE PERMIT SHALL GOVERN.
FINAL FLAN GENERAL NOTES
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
General Construction Notes
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.
1.
Prior to any construction within any existing public right-of-way, including connection to
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALVERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1
any existing road, a permit shall be obtained from the Virginia Department of
OR BETTER ARE TO BE ACHIEVED.
Transportation (VDOT), This plan as drawn may not accurately reflect the requirements of
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER,
the permit. Where any discrepancies occur the requirements of the permit shall govern.
OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
2.
All materials and construction methods shall conform to current specifications and
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES.
standards of VDOT unless otherwise noted.
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
3.
Erosion and siltation control measures shall be provided in accordance with the approved
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION
erosion control plan and shall be installed prior to any clearing, grading or other
INDUSTRY (29 CFR PART 1926).
construction.
4.
All slopes and disturbed areas are to be fertilized, seeded and mulched.
BLASTING NOTES
5.
The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable,
lesser slopes of 3:1 or better are to be achieved.
1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT.
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
ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES
channel.
7.
All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT.
Control Devices.
ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT
8.
Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class 111.
DURING CONSTRUCTION OF DAMS.
9.
All excavation for underground pipe installation must comply with OSHA Standards for
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
the Construction Industry (29 CFR Part 1926).
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.
,TH o
Lie. No. 31371
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DATE
51612019
DRAWN BY
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DESIGNED BY
A. ALLISON
CHECKED BY
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JOB NO.
43266
SHEET NO.
C1.0
L_
(1, 2) INTEGRATED DUCTILE IRON
FRAME & GRATE TO MATCH BASIN O.D.
(3) VARIABLE INVERT HEIGHTS
AVAILABLE (ACCORDING TO
PLANS/TAKE OFF)
NYLOPLAST 12" DRAIN BASIN: 2812AG X
MINIMUM PIPE BURIAL
DEPTH PER PIPE
MANUFACTURER
RECOMMENDATION
(MIN. MANUFACTURING
REQ. SAME AS MIN. SUMP)
HALF PLAN VIEW
18" MIN WIDTH GUIDELINE SEE STANDARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. B
STANDARD MH-1 NOTE*
FRAME & COVER THE TOP OF MASONRY IS TO BE LEFT
SUFFICIENTLY LOW TO PERMIT PROPER
ADJUSTMENT OF COVER AND FRAME TO
GRADE BY THE USE OF MORTAR OR
BRICK AS DIRECTED BY THE ENGINEER.
8" MIN THICKNESS GUIDELINE
(5) ADAPTER
ANGLES
ARIABLE 0° -360°
TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR
ACCORDING TO
GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE
PLANS
DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS,
TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS.
SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION.
i (3) VARIABLE SUMP DEPTH
ACCORDING TO PLANS
(6" MIN BASED ON
WATERTIGHT JOINT "
(CORRUGATED HDPE SHOWN) 4" MIN MANUFACTURING REQ.)
r
(4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: y
4" -12" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL,
ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35),
PVC DWV (EX' SCH 40) PVC C900/C905 CORRUGATED &RIBBED PVC
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,
CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321.
BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE
PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
GRATE OPTIONS
LOAD RATING
PART #
DRAWING #
PEDESTRIAN
MEETS H-10
1299CGP
7001-110-202
STANDARD
MEETS H-20
1299CGS
7001-110-203
SOLID COVER
MEETS H-20
1299CGC
7001-110-204
PEDESTRIAN BRONZE
N/A
1299CGPB
7001-110-205
DOME
N/A
1299CGD
7001-110-206
DROP IN GRATE
LIGHT DUTY
1201DI
7001-110-021
1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05,
WITH THE EXCEPTION OF THE BRONZE GRATE.
THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH
DRAWN BY EBC
MATERIAL
3130 VERONA AVE
2 -FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05
NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
BUFORD, GA 30518
3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS.
OR POSSESSION OF THIS PRINT DOES NOT CONFER,
DATE 03-29-06
PHN (770) 932.2443
RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS.
SEE DRAWING NO.7001-110-065
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
Nylo last
FAX (770) 932-2490
TECHNICAL INFORMATION SHOWN HEREIN
REVISED BY NMH
PROJECT NO.INAME
www.nyloplast-us.coi
4- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO
THIS
REPRODUCTION OF THIS PRINT OR ANY INFORMATION
TITLE
ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL),
CONTAINED HEREIN, OR MANUFACTURE OF ANY
N-12 HP, & PVC SEWER.
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS
DATE 0311-16
12 IN DRAIN BASIN QUICK SPEC INSTALLATION
DETAIL
5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012.
PPPnn,cc,nn, rPnne n,V, nP, Acr
DWG SIZE A
ISCALE 1:20 SHEET 1 OF 1
DWG NO. 7001.110.189
REV E
NYLOPLAST 18" DRAIN BASIN: 2818AG _ _ X
(1, 2) INTEGRATED DUCTILE IRON
FRAME & GRATE TO MATCH BASIN O.D.
MINIMUM PIPE BURIAL
DEPTH PER PIPE
(3) VARIABLE INVERT HEIGHTS MANUFACTURER
AVAILABLE (ACCORDING TO RECOMMENDATION
PLANS/TAKE OFF) (MIN. MANUFACTURING
REQ. SAME AS MIN. SUMP)
(4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE:
4" -18" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL,
ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35),
PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC
WATERTIGHT JOINT
(CORRUGATED HDPE SHOWN)
a
(5) ADAPTER
ANGLES
VARIABLE 0° - 360'
ACCORDING TO
PLANS
18" MIN WIDTH GUIDELINE
8" MIN THICKNESS GUIDELINE
TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR
GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE
DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS,
TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS.
SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION.
(3) VARIABLE SUMP DEPTH
ACCORDING TO PLANS
(6" MIN. BASED ON
MANUFACTURING REQ.)
4" MIN
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,
CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321.
BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE
PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
GRATE OPTIONS
LOAD RATING
PART #
DRAWING #
PEDESTRIAN
MEETS H-10
1899CGP
7001-110-212
STANDARD
MEETS H-20
1899CGS
7001-110-213
SOLID COVER
MEETS H-20
1899CGC
7001-110-214
DOME
N/A
1899CGD
7001-110-215
DROP IN GRATE
LIGHT DUTY
1801 DI
7001-110-074
SPECIFICATION
REFERENCE
302
B-1, B-2
EE
■ M m I•
IMMM■
mMMti
////.til M M 0
IalalaLL
mMMMMl
talaMMm
tal MME
FLAT SLAB TOP AS DETAILED
ON STANDARD T-MH-2 MAY BY
SUBSTITUTED FOR TAPERED
SECTION WHEN APPROVED BY
THE ENGINEER.
7//// 1
iiiiiiitatatata
itatatatata
Ititititi■mom
HALF SECTION A -A
(WITH FRAME AND COVER REMOVED)
BRICK CONCRETE
45P
TABLE OF QUANTITIES
DEPTH
BRICK MANHOLE
CONCRETE
MANHOLE
BRICK
CONCRETE
CONCRETE
FEET
THOUSANDS
CU. YARDS
CU. YARDS
4
0.5
0.785
1.437
5
0.7
0.785
1.699
6
0.9
0.785
1.961
7
1.0
0.785
2.223
8
1.2
0.785
2.485
9
1.4
0.785
2.747
10
1.6
0.785
3.009
11
1.9
0.970
3.455
12
2.2
0.970
3.817
13
2.5
0.970
4.179
14
2.8
0.970
4.541
15
3.1
0.970
4.903
16
3.4
1 0.970
1 5.265
17
4.0
1 1.173
1 6.032
INCREMENT
1 0.45
1 -
0.582
MANHOLE FOR 1211 - 4811 PIPE CULVERTS
VIRGINIA DEPARTMENT OF TRANSPORTATION
W dl
STEPS I(AS REQ'D.)
' I
4. .
0-1 X } D ICI E
B-1
MONOLITHIC
MH-1
J
DI-1
rn
A
N
�} N
rn
--
9v „ 2,-7„
M„
4'-2"
DI AAI
(GRATE REMOVED)
DIMENSIONS
♦ CAST IRON ONLY/
DETAIL A
%2 SECTION CAST IRON -+- '/2 SECTION STEEL
NOTES
2'-7"
LUGS TO BE
CAST WITH
1'-31
L 2%z" x 2%2' x I/4'
1. DEPTH OF INLET (H) TO BE SHOWN ON
COLLAR
10'-4" LONG
PLANS. FOR DEPTH GREATER THAN 10' USE
STANDARD DI-lA
B
B
A
2. THE "H" DIMENSION SHOWN ON THE
STANDARDS AND SPECIFIED ON THE PLANS
�
I
WILL BE MEASURED FROM THE INVERT OF
A
CAST
GALV.
ONE WELDED
THE OUTFALL PIPE TO THE TOP OF THE
F,
IRON
STEEL
JOINT
STRUCTURE. PLAN "H" DIMENSIONS ARE
APPROXIMATE ONLY FOR ESTIMATING
N
66 ±
WELD ALL
PURPOSES AND THE ACTUAL DIMENSIONS
OPTIONAL
BRACE RIBS
43.6 LBS
SHALLCONTRACTOR FROM EFIELD
3 LBS
I
TOCOLLAR
CONDITIONS.
INCLUDING INCLUDING 3. WHEN SPECIFIED ON THE PLANS THE
LUGS CONNECTORS INVERT IS TO BE SHAPED IN ACCORDANCE
WITH STANDARD IS-1. THE COST OF
FURNISHING AND PLACING ALL MATERIALS
INCIDENTAL TO THE SHAPING IS TO BE
INCLUDED IN THE BID PRICE FOR THE
%z" x 1%2" x 4"J Ir I %z" x 4"
STRUCTURE.
LUGS 12" STUD SHEAR CONNECTORS
4. IN THE EVENT THE INVERT OF THE
OUTFALL PIPE IS HIGHER THAN THE
BOTTOM OF THE STRUCTURE, THE INVERT
SEE DETAIL A�
OF THE STRUCTURE SHALL BE SHAPED
WITH CEMENT MORTAR TO PREVENT
SECTION B-B
STANDING OR PONDING OF WATER IN THE
STRUCTURE. THE COST OF FURNISHING
COLLAR DETAIL %z" MIN RAISED
AND PLACING ALL MATERIALS INCIDENTAL
LETTERING
I z
TO INLET SHAPING IS TO BE INCLUDED
IN THE BID PRICE FOR THE STRUCTURE.
DUMP NO WASTE DRAINS TO WATERWAYS
5. STEPS ARE TO BE PROVIDED WHEN H IS
4'-0" OR GREATER. FOR DETAILS SEE
STANDARD ST-1.
DETAIL B
6. THIS ITEM MAY BE PRECAST OR CAST -
IN -PLACE.
NOTES
4'-2"
HARDWARE
2-6
SEE DETAIL B
7. #4 X 8" SMOOTH DOWELS AT
1. QUANTITIES SHOWN ARE FOR MANHOLE
2'-7"
CLOTH
T-W
I
APPROXIMATELY 12" C-C TO BE
PLACED IN ALL AREAS ADJACENT
WITHOUT PIPES. THE AMOUNT DISPLACED
#68,
TO ABUTTING CONCRETE TO PREVENT
BY PIPES MUST BE DEDUCTED TO
#78 OR
SETTLEMENT.
SETTLEMENT. IN LIEU OF DOWELS
OBTAIN TRUE QUANTITIES.
w w
w w
p'v
#8 x 6" WIDTH
0
A 2"X4" NOTCH MAY BE PROVIDED.
2. A BASE THICKNESS OF 9" WAS USED IN
a a
a a
a a
a a
p.
o
_
N
SEE STANDARD T-DI-3, 4 FOR
ALTERNATE DESIGN.
COMPUTING CONCRETE QUANTITIES.
- _
N ;�
-
• D
COLLAR
D
WEEP HOLE
3.INCREMENTS TO BE ADDED FOR EACH
x
Z
a
,
SEE NOTE
ip
8. 3" DIAMETER WEEP HOLE WITH 12"X12"
PLASTIC HARDWARE CLOTH /4" MESH
ADDITIONAL FOOT OF DEPTH.
Z
Z ZMERU
g
12"
iv
OR GALVANIZED STEEL WIRE, MINIMUM
4. MATERIALS MAY BE BRICK, CONCRETE
I I
ap `�
p '
12"-15"-18"
OR 24"
=
MEEWIRE
DIAMETER 0.03", NUMBER 4 MESH
HARDWARE CLOTH ANCHORED FIRMLY
APPROVED CONCRETE MANHOLE BLOCK..
cV
iV
TO THE OUTSIDE OF THE STRUCTURE.
N
M
o
5.IF BLOCKS ARE USED THE MINIMUM
p o A.
9. CAST IN PLACE CONCRETE IS TO BE
THICKNESS OF SAME IS TO BE 5".
OTHER THICKNESSES ARE TO CONFORM
p
o
CLASS A3 (3000 PSI). PRECAST
CONCRETE IS TO BE 4000 PSI
TO WALL THICKNESS SHOWN FOR
CONCRETE.
SECTION A -A 1�
6. ALL CONCRETE To BE CLASS A3.
CONCRETE QUANTITIES FOR MIN. DEPTH SEE DETAIL B
7. WHEN SPECIFIED ON PLANS THE
INVERT IS TO BE SHAPED IN
12" CONCRETE PIPE - 1.440 CU. YD. CONCRETE
ACCORDANCE WITH STANDARD IS-1.
15" CONCRETE PIPE - 1,528 CU. YD. CONCRETE
THE COST OF FURNISHING AND PLACING
18" CONCRETE PIPE - 1.620 CU. YD. CONCRETE
ALL MATERIALS INCIDENTAL TO THE
24" CONCRETE PIPE - 1,817 CU, YD, CONCRETE
SHAPING IS TO BE INCLUDED IN THE BID
PRICE FOR THE STRUCTURE.
ADD 0.469 CU. YD. PER
ADDITIONAL FOOT OF DEPTH.
VDOT
VDOT
10. ANY ALTERNATE METHODS OF ANCHORAGE
II
�j'���jjj'""'"jj''
MEETING THE APPROVAL OF THE ENGINEER
MAY BE SUBSTITUTED FOR THE CAST IRON
APPROXIMATE WEIGHT
CAST
-IIY4„ GRATE 63 IRON 8 LBS
LUGS AS SHOWN HEREON.
DUMP NO11/4„ RWAY
11 LLETTERINGNASTE IS REQUI EDSON ALL TO DI-1
SECTION C-C SECTION D-D
GRATOF
VARYEBYLOCATION MANU AC URERTTERING MAY
GRATE DETAIL
ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS STANDARD DROP INLET
REVISION DATE SHEET 1 OF 5 SHEET 1 OF 1 REVISION DATE 12" - 24" PIPE: MAXIMUM DEPTH (H) - 10,
106.01 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION
DI-3A, 38, 3C
FOR DETAILS OF INLET
EXPANSION JOINT 3' 10" FRAME & COVER BACK OF SIDEWALK
WEEP HOLE (AS REQ'D.) STEPS (AS REQ'D,) I SEE STANDARD IC-2.
WEEP HOLE (AS REQ'D.) BARS G 4"
BARS C I I I
Dow '\ 2" ARS F
cn
�'m ALTERNATE JOINT
DETAIL II II BARS DBAR F BAR A FACE OF CURB
CR CK CONTROL JOINT GUTTER CRACK CONTROL JOINT
W MIN. PLAN
10' MAX.
[--A L-VARIABLE MAX. 20'
I� 8„ 2,_6„ B 8„
NI
�I IE D 0I IE
6" x 6" - W5.5 x W5.5 WELDED
WIRE FABRIC OR EQUIVALENT AREA
2"
ad e FOOTING
fE D + 8" + 2X �I
B-2 11
DOGHOUSE WITH FOOTING
NOTES:
1. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION ON WEEP HOLES, STEP REQUIREMENTS,
"H" (LIN. FT. FOR MANHOLES) DIMENSIONS, ETC.
2. ALL BASE UNITS ARE TO BE IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M199.
3. CONCRETE SHALL BE 4000 PSI.
4. WHERE OPENINGS ARE REQUIRED FOR PIPE, THEY SHALL BE FORMED, DRILLED, OR NEATLY CUT
AS APPROVED BY THE ENGINEER. THE CONTRACTOR SHALL FURNISH THE FABRICATOR WITH
THE ANGLES BETWEEN CENTER LINES, THE INVERT ELEVATIONS, AND THE SIZE OF ALL PIPES TO
ENTER THE MANHOLE. HOLES ARE TO BE A MINIMUM OF 4" TO A MAXIMUM OF 8" LARGER THAN
THE OUTSIDE DIAMETER OF THE PROPOSED PIPE.
5. DIMENSIONS SHOWN ARE MINIMUM. ACTUAL DIMENSIONS MAY VARY WITH MANUFACTURER.
6. "D" IS NOMINAL DIAMETER.
7. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE,
THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING
OR PONDING OF WATER IN THE STRUCTURE.
8. TONGUE AND GROOVE JOINT ARE TO BE OF FABRICATOR'S DESIGN MEETING VDOT APPROVAL.
JOINTS ARE TO BE SEALED WITH MORTAR, 0-RING GASKETS, OR BUTYL RUBBER.
1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH
DRAWN BY EBC
MATERIAL
3130 VERONA AVE
2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
BUFORD, GA 30518
3 -DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TOO PLAN DETAILS. OR POSSESSION OF THIS PRINT DOES NOT CONFER,
DATE 04-03-06
PHN (770) 932.2443
RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
SEE DRAWING NO.7001-110-065.
NyIO IaSt FAX (770) 932-2490
REVISED BY NMH
PROJECT NO.INAME
4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO TECHNICAL INFORMATION SHOWN HEREIN
www.nyloplast-us.com
XVDOT
TITLE
ASTM D3212 FOR CORRUGATED HOPE (ADS N-12/HANCOR DUAL WALL), REPRODUCTION OF THIS PRINT OR ANY INFORMATION
ROAD AND BRIDGE STANDARDS
N-12 HP, & PVC SEWER. CONTAINED HEREIN, OR MANUFACTURE OF ANY
DATE 03-14-16
18 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL
SHEET 1 OF 1
REVISION DATE
5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS
ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
PPRhAICCI(1�1 rRfM,7 NVI (1P, ACT ,".,°,°,,,,, ,,,,, .°r
103.11
DWG SIZE A
SCALE 1:30 SHEET 1 OF 1
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DIMENSIONS
D
X
MINIMUM
Y
MINIMUM
SUGGESTED
MAX. PIPE SIZE
ABSOLUTE
MAXIMUM{
36"
4"
6"
18"
21"
48"
5"
6"
24„
27„
60"
5"
8"
36"
42"
72"
6"
8"
48„
54"
84"
7"
8"
60„
66"
96"
8"
8"
66"
72„
DEPTH "H" OF 36" DIAMETER BASE UNIT RESTRICTED
TO 4'-0" MAXIMUM.
�{ ONE THROUGH PIPE ONLY. (ONE PIPE ENTERING AND
ONE PIPE EXITING STRUCTURE)
STANDARD PRECAST BASE UNITS
VIRGINIA DEPARTMENT OF TRANSPORTATION
I- - - - - - - - - - - - - - - - - - - - - - - - - -
RS G
I I BARS F BARS E
*3" DIAMETER
WEEP HOLE FRONT ELEVATION
G TTER REMOVED)
T-O"
SPECIFICATION
REFERENCE
233
302
EXPANSION
KEYED
JOINT
Y
CONST. BARS D J APPROACH
JOINT `D f GUTTER
BAR G 2
WARPED
w
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BARS B
a
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HARDWARE
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SEE NOTE E
k0-
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NOTE 5
2'-8" Ig"4,_„
SECTION A -A
6' MIN.
10' MAX.
KEYED CONST. JOINT
2`10" 2" WARPED
x
2„
GUTTER
APPROACH
BARS A GUTTER
N
00
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00
BARS E
BARS B
1 /4 r
5XI/4" BENT PLATE �- \ SECTION B-B
" R
TYPE A NOSE DETAIL SHALL BE USED WITH CG 3 & CG 7 STANDARDS. I/4 L2'/2"X2'/2"X'/4"
GALVANIZED
TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 & CG-6 STANDARDS. TYPE A TYPE B I/2" X 4" STUD SHEAR CONNECTOR WELDED
GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68° 30' TO ANGLE IRON AT 2' C-C.
CONNECTORS AND IS TO BE ANCHORED WITH ''/2" X 4" STUD SHEAR NOSE DETAILS
WELDED TO BENT PLATE AT 2'C-C.
2"
APPR.PAVEMENT
DI-3B L DI-3C L WARPED PAVEMENT
= I FLOW l
FLOW FLOW DI- 1^0"
If 1
Jlk I1 DETAIL WHEN USED
FOR USE ON GRADES ADJACENT TO CURB
FOR USE IN SAGS WITHOUT GUTTER
BOTH SIDES TO BE SYMMETRICAL
SPECIFICATION XVDOT SPECIFICATION
REFERENCE REFERENCE
ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET
105 SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE. MAXIMUM DEPTH (H) 8' 233
302 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302
104.09
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64
TMP#32-97 19 \ \=-- _ _ _ _ _ �'Y// VEGETATION
/' /'/ 32,3g�E _ --- --------------- \ \\\\ \\\\ CfAITERLINEDFSTF� Am 11 \\ \^ -�.�\ \\ �.�,//� / �' �' ,54L REMOVAL
GOLD LEAF LAND TRUST NO 3, / / / c,� / ' _ _ _ - - _ _ - \ \ ` \ - � 35,
\ \/ / / i
WENDELL O % / / / - - - - - - _ \ \ \\ \ `\' - \ \ \ \ \ \\ 'u'r/\/ {/ / / / '� ,' GRAVEL
D. B. 1745 PG. 696 I / / / / _ ------ -- ��--------- ----- \ \\ \\\` \�\\ \� \ \ \ \ \ I I \ / / , / / ® REMOVAL
Y�s� \/ LIMITS OF
_ _ _ -� - - \ ` \ \ \ \ \ \ - \ �' / / / I / / / / DISTURBANCE
IV WETLANDS � - \\`� \\\ \\\\ \\ \ \\ \\ \ \\ WETLANDS -\.
yl / ' _ _ 0' STREAMBb6FFE)?
y
560
Sk'/�lnlG VAG '� y y — ' ' — _ _ _ — — \ \ _ — — — — _ _ T _ — — — \ \ \ \j \ \ \ \ \ \ �� \ \ \ \ \ \ \ \ \ \ \ \ \ ,'
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TOTAL LIMITS OF - _ - _ _ \� \ \ \ \ \ \ \ \ \ \ \ \ \ \\ FOUNDATION y
DISTURBANCE = 6.52 ACRES - - _ - ,s \ \ \ \ \ \ \ \ _ _ - - \ \ \ \ \ \ \ ` �o �„ �i y -VIV
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EROSION AND SEDIMENT CONTROL NARRATIVE:
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
PROJECT DESCRIPTION
THIS PROJECT INCLUDES THE CONSTRUCTION OF A REHABILITATION HOSPITAL AND ASSOCIATED PARKING,
UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 6.52 ACRES.
ADJACENT PROPERTY
THE PROPERTY IS BOUNDED BY A FIRE RESCUE STATION AND VACANT LAND TO THE SOUTH. TO THE EAST,
NORTH AND WEST THERE IS MOSTLY VACANT WOODED PROPERTY.
EXISTING SITE CONDITIONS
THE SITE WILL BE SUBDIVIDED FROM A PARCEL OWNED BY THE UNIVERSITY OF VIRGINIA FOUNDATION. THE
FUTURE PARCEL IS MOSTLY WOODED AND VACANT. SITE ACCESS WILL BE PROVIDED BY A PROPOSED ROAD,
TO THE EAST, BY OTHERS.
OFF -SITE AREAS
MINOR GRADING SHALL OCCUR ON THE ADJACENT PROPERTIES OWNED BY THE UNIVERSITY OF VIRGINIA
FOUNDATION. AGREEMENTS ARE IN PLACE FOR THIS WORK.
CRITICAL EROSION AREAS
NO CRITICAL EROSION AREA EXIST.
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. THIS SITE PLAN IS PART OF AN
OVERALL DEVELOPMENT PLAN WHICH WILL UTILIZE A REGIONAL BMP TO TREAT STORMWATER RUNOFF FOR
QUALITY AND QUANTITY. REFER TO DOCUMENT TITLED "STORMWATER MANAGEMENT / BMP ANALYSIS AND
FLOODPLAN STUDY FOR THE UVA RESEARCH PARK" BY DEWBERRY & DAVIS, OCTOBER 1997. 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. 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 & 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. INSTALL STORMWATER STRUCTURES 116, 114, 112, 110,
108, 106, 102, 102A & 100 ALONG WITH PIPES 115, 113, 111, 109, 107, 105, 103, 101 & 101A TO DIVERT
RUNOFF FROM THE "LOOP ROAD" ACCORDINGLY. INSTALL THE END SECTION AND OUTLET PROTECTION
AS NOTED ON SHEET C3.4. SEE SHEETS C5.1 & C7.2 FOR STORM STRUCTURE DETAILS.
2. CONTINUE GRADING OPERATIONS TO ELIMINATE THE EXISTING DITCH AND ESTABLISH THE BUILDING
PAD ELEVATION.
3. ADJUST ALL DIVERSION DITCHES AND SEDIMENT TRAPS 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. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT
CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL.
2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN
DAYS AFTER FINAL GRADE IS ACHIEVED.
3. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT,
SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S
INSPECTOR.
4. ONCE THE SITE UP HILL FROM A SEDIMENT TRAP HAS BEEN STABILIZED AND APPROVED BY ESC
INSPECTOR, REMOVE THE SEDIMENT TRAP.
5. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS
ACHIEVED.
6. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION
CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR.
MINIMUM STANDARDS:
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.
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.
,yH o
Lie. No. 31371
A
5'I nNAL
ES-5:
PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS
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(INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY
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EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT
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CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE.
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ES-6:
PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE)
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ES-7:
ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
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DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE.
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INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT.
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SOILS INFORMATION:
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47C - LOUISBURG SANDY LOAM, 7 TO 15 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL I 1°
DRAINED, HYDROLOGIC SOIL GROUP: A
47C - LOUISBURG SANDY LOAM, 15 TO 25 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL
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94B - WEDOWEE SANDY LOAM, 2 TO 7 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL
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94C - WEDOWEE SANDY LOAM, 7 TO 15 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL
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ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
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18" MIN.
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PLANTING DATES SPECIES RATE (LBS./ACRE)
\_�� GRAVEL CURB INLET SEDIMENT FILTER-,7AS
Lie. No, 31371
SEPT. 1 -FEB. 15 50/50 MIX OF
ANNUAL RYEGRASS
MULTI-FLORUM)
(LOLIUM
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CEREAL RYE
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TEMPORARY DIVERSION DIKE
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DEFINED CHANNEL
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FEB. 16 - APR. 30 ANNUALRYEGRASS 60-100
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(LOLIUM MULTI-FLORUM)
PLAN VIEW
MAY 1 - AUG. 31 GERMAN MILLET 50
1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE
ALONG THE LINE OF STAKES.
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SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
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SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED
TOTAL LBS. PER ACRE
MINIMUM CARE LAWN
COMMERCIAL OR RESIDENTIAL 175-200 LBS.
SEDIMENT II
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POINTS A SHOULD BE HIGHER THAN POINT B.
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TEMPORARY RIGHT-OF-WAY DIVERSIONS
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AS STATED BELOW:
SILT FENCE (W/O WIRE SUPPORT)
FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE
COT #1
COARSE 18"
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MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET
AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE
MIN.
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1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO
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SEEDING PERIODS; ADD 10 20 LBS./ACRE IN MIXES.
TYPICAL GRAVEL STRUCTURE
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3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE
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THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL.
0
PERMANENT SEEDING MIX FOR PIEDMONT AREA
NOTES:
THE TRENCH.
DRAWN BY
1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE.
_ _
No scale
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4.
MIN _
=�I IU, j�
Z. DAHL
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES.
O P 3.18-1
Ll Ll -L-1
-� -�1-
llllli
FLOW4ou
Illl-=
DESIGNED BY
A ALLISON
STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
6
MINIMUM
••
OUTLET PROTECTION
CHECKED BY
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
TYPICAL EARTHEN STRUCTURE
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
•
40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL
FILTER FABRIC
•
J. HASH
NO Scale
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
-T" - WIRE=
III=I I -I
•
SCALE
FENCE AS A TREE PROTECTION FENCE.
TP 3.38
RWD 3.11-1
=1 I1 I I1 I I I I1 I I1 11=
SSF -' 11-III 3.05-1
NO SCALE
_I -III- O
•
N/A
TREE PROTECTION
TEMPORARY RIGHT-OF-WAY DIVERSION
ILT FENCE (WITH WIRE SUPPORT)
�Nc
No Scale
No Scale
Scale
•
TOE REI Q UIREIMEINTS FOR
2 X 4" WOOD DROP INLET WITH
SILT FENCE DROP INLET PROTECTION
FRAME GRATE
�������■ o
❑HE]oo■■■■■
•
J
BANK STABILIZATION
2 ACRES OR LESS OF DRAINAGE AREA:
o oil
El
1.5' - r SAME
❑❑❑■ ■■■
FILTER CLOTH UNDERLINER PREFERRED
6"
MAX.
5p
FILTER CLOTH
3'
/ /1
(OPTIONAL)
�/ MIN. GATHER
EXCESS
V 1
O
J
(DOWNSTREAM VIEW)
AT
u U CORNERS
KEY IN T
PERSPECTIVE VIEWS
STAKE
PERSPECTIVE VIEW
FILTER CLOTH
6 -g
VDOT #1 COARSE
AGGREGATE
FABRIC II
_ 1°
O
Ll.l
Q
MIN.
��
_ b
p(J
T
MIN.
FLOC ?'7 3'
D
n l � e
/ oo /A
a
FABRIC ATTACH
TO POSTS WITH
METAL TIE
�
/
C`'
U)
DETAIL A
ui
ELEVATION OF STAKE AND FABRIC ORIENTATION
''' WIRE''
SPECIFIC APPLICATION
FABRIC
LINE POST
u
O
X
�7
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET
6, CONVENTIONAL 4 lo GROUND LINE
�
METAL (ToR \ MAX.
J
DRAINS A RELATIVELY FLAT AREA SLOPE NO GREATER THAN 5% WHERE
( )
BRACING�CONCRETE FOOTING
5' MIN. (U)POSTSS
uu
1�
THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE
TYPICAL, THE METHOD SHALL NOT APPLY TO INLETS RECEIVING
PERSPECTIVE VIEW
Q
FILTER CLOTH
CD 3 20
CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. O
IP 3.07-1
PERSPECTIVE VIEW
PLASTIC FENCE METAL FENCE
SAF 3.10
i
O
GRANULAR FILTER
ROCK CHECK DAM
STORM DRAIN INLET PROTECTION
SAFETY FENCE
W
Z
No Scale
No Scale
No Scale
70' MIN.
5:1 EXISTING
LL U
Lu
O
A 3' PAVEMENT
J
U
T
FILTER 6„ A MOUNTABLE BERM
7�
CLOTH (OPTIONAL)
Lu
J Ep
Z
EXISTING GROUND SIDE ELEVATION
Q
ui
NOTE:
70' MIN.
T
'r ALL TREES IN A TREE PROTECTION AREA SEE CIVIL DRAWINGS FOR LOCATION OF
' MIN.
B OPT ONALK E
Lu
II
MIN.
OR ISOLATED SPECIMENS THAT ARE NOT TREE PROTECTION FENCING.
10
W
ui
SPECIFICALLY SHOWN TO BE REMOVED
12' MIN. MIN EXISTING PAVEMENT
'� //��
�7- ARE TO BE SAVED. ANY EXCAVATION OR TEMPORARY, PARTIAL RELOCATIONS OF
x�
ui WHICH IMPACTS THE ROOT ENCLOSURE WILL BE ALLOWED TO
z SYSTEM OR CROWN BRANCHING OF ACCOMMODATE CONSTRUCTION
VDOT #1 COARSE AGGREGATE B POSITIVE 11:01MIN.
DRAINAGE TO
"
�/ /
Q
,�(
w
7
^
TREE(S) NEEDS TO BE CARRIED OUT NECESSARY WITHIN DRIPLINE. AS WORK
MUST EXTEND FULL WIDTH OF SEDIMENT
INGRESS AND EGRESS OPERATION
COARSE AGGREGATE
� FOLLOWING THE GUIDELINES OF THE TREE WITHIN DRIPLINE CONCLUDES,
TRAPPING DEVICE
LL
O
MIN. THICKNESS = 6"
1811 - PRESERVATION SPECIFICATIONS. THE ENCLOSURES SHALL BE REPLACED 18"
PLAN VIEW
H
SERVICES OF A CERTIFIED ARBORIST BEYOND EXTENT OF DRIPLINE.
ROOT ZONE SHALL BE REQUIRED.
12' MIN.
O
U)CRITICAL
O
(CRZ)
3" MIN.
III-I14�1 _ 3" MIN.
TREE PROTECTION FENCE:
FILTER CLOTH SECTION A -A
7
Z
W
W
8'-0" HT CHAINLINK (2" MESH, 11 GA. FABRIC)
CONSTRUCTION FENCE PANELS SET ON GRADE
SECURED BY MEANS OF CONCRETE BASES. TREE
6'-7"
PROTECTION FENCE SHALL NOT BE SECURED BY
>
3.19-1
O
PENETRATING THE EXISTING GRADE. MODIFIED
CE REINFORCED CONCRETE DRAIN SPACE 3.02
O
TP 3.38
O
SECTION B-B
-
TOE REQUIREMENTS FOR BANK STABILIZATION
TREE PROTECTION
STONE CONSTRUCTION ENTRANCE
JOB NO.
43266
No Scale
No Scale
No Scale
SHEET NO.
C3.1
-0
c
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8
Sediment Trap design
drainage area (acres) (<3)
0.64
trap volumes:
ORIGINAL CREST OF STONE WEIR
GROUND
VARIABLE'
elevation (ft) area (so
volume(cy)
ELEV.574
213
575 345
10.3
DRY STORAGE
VARIABLE'
576 503
15.7
"
577 686
22.0
578 894
29.3
WET STORAGE 4, MAX
579 1128
37.4
(DfCAVATED)
FILTER CLOTH ORIGINAL
114.8
ND
D EELEV.
*SEE PLATE 3.13-1
COARSE AGGREGATE
h
CLASS I RMP
wet storage:
wet storage required (cy) (67*DA)
42.9
bottom of stone weir (ft)
577.0
wet storage provided at this elevation (cy)
48.1
**coarse aggregate shall
be VDOT #3, #357 of #5
slope of wet storage sides
2:1
weir length (ft) (6x DA)
3.8
dry storage:
bottom of trap elevation (ft)
574
dry storage required (cy) (67*DA)
42.9
bottom trap dimensions:
18X12
crest of stone weir
579.0
top of dam elevation (ft)
580
dry storage provided at this elevation (cy)
66.7
top width of dam (ft)
3
slope of dry storage sides
2:1
top trap dimensions
40X36
SEDIMENT TRAP #1
No Scale
Sediment Trap design
drainage area (acres) (<3)
2.75
1VARME�
trap volumes:
ORIGINAL CREST OF STONE WEIR
GROUND
VARIABLE'
elevation (ft) area (so
volume(cy)
EIN.
562 989
563 1430
44.8
DRY STORAGE -
y VARIABLE'
564 1896
61.6
"
565 2388
79.3
566 2904
98.0
WET STORAGE
567 3446
117.E
(EXCAVATED)ED) CAVAT
FILTER CLOTH
\
401.3
cREOIEND
GROUND
.
-SEE PLATE 3A 3-1
COARSE AGGREGATEh CLASS I RIPRAP
wet storage:
wet storage required (cy) (67*DA)
184.3
bottom of stone weir (ft)
565.0
wet storage provided at this elevation (cy)
185.7
**coarse aggregate shall
be VDOT #3, #357 of #5
slope of wet storage sides
2:1
weir length (ft) (6xDA)
16.5
dry storage:
bottom of trap elevation (ft)
562
dry storage required (cy) (67*DA)
184.3
bottom trap dimensions:
99x10
crest of stone weir
567.0
top of dam elevation (ft)
568
dry storage provided at this elevation (cy)
215.6
top width of dam (ft)
3
slope of dry storage sides
2:1
top trap dimensions
123x34
SEDIMENT TRAP #2
No Scale
Sediment Trap design
drainage area (acres) (<3)
1.7
1' VARLABLE'
trap volumes:
CREST OF STONE WEIR
ORICIJAL
VARIABLE'
elevation (ft) area (so
volume(cy)
GROUND \
ELN. \'_1
555 676
- - 1.0.
558 910
88.1
DRY STORAGE -
VARIABLE
559 1169
38.5
560 1453
48.6
561 1762
59.5
WET STORAGE
562 2096
71.4
(EXCAVATED)
FILTER CLOTH OFRIGMALND
306.1
1 CR LEY.
-SEE PLATE 3.13-1
COARSE AGGREGATEh CLASS I RIPRAP
wet storage:
wet storage required (cy) (67*DA)
113.9
bottom of stone weir (ft)
560.0
wet storage provided at this elevation (cy)
175.2
**coarse aggregate shall
be VDOT #3, #357 of #5
slope of wet storage sides
2:1
weir length (ft) (6xDA)
10.2
dry storage:
bottom of trap elevation (ft)
555
dry storage required (cy) (67*DA)
113.9
bottom trap dimensions:
40x17
crest of stone weir
562.0
top of dam elevation (ft)
563
dry storage provided at this elevation (cy)
131.0
top width of dam (ft)
3
slope of dry storage sides
2:1
top trap dimensions
60x42
SEDIMENT TRAP #3
No Scale
Sediment Trap design
drainage area (acres) (<3)
1.2
1-1 VARLOBLE
trap volumes:
ORIGINAL CREST OF STONE WEIR
VARIABLE'
elevation (ft) area (so
volume(cy)
GROUND \
ELEV.
\,1
543 456
544 634
20.2
DRY STORAGE -
VARMLE
545 837
27.2
546 1065
35.2
547 1318
44.1
WET STORAGE
548 1596
54.0
("VA'
FILTER CLOTH ORIGINAL
180.7
1 cR LEMO
-SEE PLATE 3.13-1
COARSE AGGREGATEh CLASS I RIPRAP
wet storage:
wet storage required (cy) (67*DA)
80.4
bottom of stone weir (ft)
546.0
wet storage provided at this elevation (cy)
82.6
**coarse aggregate shall
be VDOT #3, #357 of #5
slope of wet storage sides
2:1
weir length (ft) (6xDA)
7.2
dry storage:
bottom of trap elevation (ft)
543
dry storage required (cy) (67*DA)
80.4
bottom trap dimensions:
23x20
crest of stone weir
548.0
top of dam elevation (ft)
560
dry storage provided at this elevation (cy)
98.1
top width of dam (ft)
3
slope of dry storage sides
2:1
top trap dimensions
51x48
SEDIMENT TRAP #4
No Scale
(H)
(a)
(H)
,Yx op-�
Lie. No. 31371
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DATE
51612019
DRAWN BY
Z. DAHL
DESIGNED BY
A. ALLISON
CHECKED BY
1. HASH
SCALE
N/A
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JOB NO.
43266
SHEET NO.
C3.2
0
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F-
EROSION CONTROL LEGEND
rYH op
LIMITS OF CLEARING AND GRADING
DRAINAGE DIVIDE - /, -i - - - - / i //% ��0 530 -
SOIL AREA DIVIDE -
'00
/ / / // ', , / / / /' Lie. No, 3I37t
SAF SAF SAFETY FENCE 3.01 STEEPS7
OPES �'%'_- 55� / -' i _--- ---- i % ---_
-545
CE CONSTRUCTION ENTRANCE 3.02 ANAGED /�� J =/� �� ji__ \\_��, ///�/______ -- ___ J i �PD/
SF SILT FENCE 3.05 7 NAL
00010
SSF SUPER SILT FENCE 3.05 0000,00
/_\\------------- \\ \\\ \�'� - ----I \ �1.,L // % rn
_ _ - _ - \ \ \ \ \ CEAITERLINE OF S7X� AM I \ ` / `�' I / / _ i 5 o E
I P ® 535,
INLET PROTECTION 3.07 / 1 �� / / ' - - - - - _� - - -_ -_ _ _ _ _ - - - - \ \ \ \\\ \ \ \ ` ` \ \ \ \ \ \ \ \ \ \ I \I- - - \ \ �' / / { / , / / ' , Q o
> E
eE
--555- - \\ \ \\ ` \\ \ \ \ \ ` \ \ ------ �/ // // , / / -_
CIP ® CULVERT INLET PROTECTION 3.08 _ SEDIMENT TRAP #3 - - _ _ - - - \ ` \ \ \ _ _ _ - - - \ , w >
- \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ WETLANDS \ / I / / / / ~ c� `
PHASE 1 DRAINAGE AREA = 1.16 AC - \ \ \ \ \ \ / ,
PHASE 2 DRAINAGE AREA = 1.71 AC -_-- \\ `\\ \\\\ \\\\ \ \\ \\ \\ \ \ �\\\_ \ / / / / / // // / 5i ¢LL o
DD DIVERSION DIKE 3.09 , �0 / / / /, / / </ ( 1U / - - - \ \ L� \ \ \ \ \ \ \ \ ` \ \ \ � - - - _ \ \ \ \ / / / I ' S� , � L W
O / / w O
/ �5 /�J'y, �/ / TOTAL STORAGE REQUIRED: 227.8 CY 50'STRFAM�(fFFE� ` \ \ \ \ \ \ \ \ ` \ \ / / / / / ' / < ",
y -�. _ _ _ TOTAL STORAGE PROVIDED: 306.1 CY _ _ _ \ \ \ \ y \ \ \ \ \J / / / I / / / a °' z
OP OUTLET PROTECTION 3.18 '`�, ' , / / ' / ' / /, y y , ' . ' - _ \ \ \ \ \ \ \ \ \ \ \ \ \ - \ , - \ 1 / / , / // - u, O U
/ / ' / / �!� _ TOP OF DAM ELEVATION: 563.00 - ` \ \ \ \ \ \ \ \ \ y / / / / / ' ''' o °' �" O
lv�
/Y��' / , / / , ' ' , y _ - - - - SEDIMENT TRAP #2 f \ \ \ \ \ \ \ \ \ \ \ \ - - _ \ \ / ' / ( / / � O x cn
CD CHECK DAM 3.20 / / / /� J --- _ _- \ \ \ \ \ \ \ `SU-1 \ \ \ \ \ ---\\\ \\` \ \ / / / / /I / C Jw 6 w
/ ' ' ' / PHASE 1 DRAINAGE AREA = 1.79 AC \ \ \ \ \ \/ / / /
y y � o \ , , , / roc �; O
PHASE 2 DRAINAGE AREA = 2.75 AC
TS - ' , - \ \ �00 S\'TRE\AMY3UEf+I \ \ EMERGENCY SPILLWAY \ \ \ / / / / 55 = a� "' z
TEMPORARY SEEDING 3.31 / / \ \ \ \ \ \ / / / ' / v > kD CL
O W
O /� / / // / y y y y y_ , , \ TOTAL STORAGE REQUIRED: 368.5 CY \ \ \ \ \ CLASS Al RIPRAP ` \ \ / ' / _ `^
��{{ a
/ ' / ' y y -y y \ \ TOTAL STORAGE PROVIDED: 401.3 CY / ' \ \ \ \ \ \\ \ \ \ \ \ \ \ \ \ ` ` \ \ / / / , /,' , 6 / / I / ' ~ o rn
/WIRE <`E�l L` - / �� \ \ \ \ \ \ \ \ \ \ , / / / N > W
�,J�.m/ y y y y EMERGENCY SPILLWAY _ \ TOP OF DAM ELEVATION: 568.00 \ \ \ \ \ \ �T \ \ \ \ \ �TP� +•� , /, / / , w
PERMANENT SEEDING 3.32 Y�� 5 ' ' ' / / y �� ' '
O / �J1 '' / ' / ' ' / / / / / / / �y y y CLASS Al RIPRAP \ / / X \ \\ \ \ \� \ \ \ �� - - \ 1 \ I I I / / / / / / / ,' a j
�/S y y / \ \ �� \ \ \ I , / / I / c0 J W
y yJ1' ^y •'may/ /' - - / \ \ /� /'�lii \ \ SF \ \ \\ \ I /,/I / / ' /' �Lu
H
MU IV
MULCHING 3.35 / / / / / / / ' ' / / //// y Tv�� y ' - / ' DTP �� -\ \
IV
TP TP W1= `TLAAIDS / / ' /�� ,vim _ y - - / _ -TP -568 �� - _ _ _ TP \ \ S 2 \ \ \ \ I \ I / / / / ' / /I / / / / / ' / 555 j
TREE PRESERVATION FENCE 3.38 , / / / ' / y��, d, O 6 \ \ \ I \ I / / \\ /' ,
y y1�r 5 -SF 8SF
DC DUST CONTROL 3.39 �/' / // ,/y y-�"G-�_---_,�----/� 65p �1�� �r� SS \\ \\ \ \\' \ \ 1 1 \ \ \\ \\ �y
AREAS STEEPER THAN 3:1 TO BE / _ _ _ _ _ / _ - - _
Lu
B/M STABILIZED WITH STABILIZATION 3.36 /' yyi \� - - - - - - - - l _ - - ' ' / 562 \ - _ _� \ \ \ \ \ \ \ EMERGENCY SPILLWAY , \ / / / / '
BLANKET //�y� %'/ _ _ 5g 1 11 11 DD 0 \ \ \ \ \ 1\ CLASS Al RIPRAP \ / / / / / / / / / / / / / w w
I SOIL TYPE-. - _ S, \ \ \ \ 1 .'Cy y \ / / , / I �ci / , = F-
rn
- _ _ _ / 57 1 I 1 \\ \ - - - - \/may \ y /IV IV / ' SEDIMENT TRAP #4 c� o
* "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER - - - _ 5"' t 1. _ , , _ _ \ \ \ ` \ \ \ \ \ 1 I I �Cy y y\„ SF / / PHASE 1 DRAINAGEAR A = 1.16 AC z
_ _= ' \ \ \ \ \ �' / / / PHASE 2 DRAINAGE AREA = 0.00 AC o
TOTAL LIMITS OF - _
y y y y , , , TOTAL STORAGE REQUIRED: 160.8 CY
DISTURBANCE = 6.52 ACRES - - -1\ \ \ \ \ \ _ _ _ - - - \ `� \\ \ \ \ \ \ \ \ \\ DC <-y y y y / / / / m DATE
y%y� �'y _ - - - - _ - ' , , -� - _ _ _ _ _- \ S)S \ \ \ \ \ \ - - - �` \ \ \ \ \ \ \ \ \ \ \ \ \ I I �„ y / / / TO I AL STORAGEE PROVIDED: 180.7 CY �
/� --- -____ - -__ SF / / 51612019
--- /-�s - -- �- \ \ \\ \\ \ \ ___--\ \ \ \ \ DD 1 II 1 1 TS , / / TOP OF =VAT,IOP�:550.00 0
_DID
\ 1 1 1 1 I 1 \ / / /� / / /I �DRAWN BY
_ '� \ \ \ \ \ \ \ \ \ \ \ \ \ - S 1 ` \ kVIRE\ \FENNE \ \ \ 1 1 1 1 1 1 1 \ 547 , , / , /
- - _ \� 1 \ I I
_ \- \ \ \\ \ \ \ DD - - ���� \ \ \ \ \ \ 1 1 1 1 II 1 1 1 1 \ \ /543 //� / / // Z.DAHL
SEDIMENT TRAP#1 - -580�
/ PHASE 1 DRAINAGE AREA = 0.64 AC _ _ _ _ '-5g5 ; _ \ \ - _ _ DESIGNED BY
_ • PHASE 2 DRAINAGE AREA = 0.64 AC -590 = = ' � - \`\ i \ I\ I' ' \ \ \ \ \ ` \ \ / - - \ \�� \ \ \ \ \ \ \ 1 1 I 1 1 I I I \ \ \ _ _ ST4 / /' / /
/ - TOTAL STORAGE REQUIRED: 85.80 CY I l I I I ` \ \ \ \ \ \ _ _ _ _ _ \ \ \\ \\ \ I 1 I I ' I I I I I I I - , A. ALLISON
/ ! _ - '1� �, _ _ \ \\ 1 � 1 I I I I 1 I ' / / / •
/ \ TOTAL STORAGE PROVIDED: 114.80 CY - - -jam _ - - �- / / / I \ \ \ \ \ \ ` _ _ - - _ _ \ \ \ I I I I I _ _ / / /
i _ - - - - , = DFIIV>', //�� / / / I I \ \ \ \ \ \ \ \ \ I 1 I I I I , 545/ / DID , I • CHECKED BY
I TOP OF DAM ELEVATION: 580.00 - _ _ / / / /�/ / / \ DC \ \ \ \ _ - - _ _ _
=BiVD€ _ // / /hob/ / \ \ \ TS \ \ \ \ \ \ \ \ I I 1 I I I I I I I - - / ' , / / I ' , , • 1. HASH
/� \ \ \ \ \ \ \ \ DC
\ \ \ - \ \ 1 I I 1 // / / / ' / • SCALE
'�i i/ -' ---/ \ \ \ \ \ \\ \ _ TS _ ' \ \ \ I I I / I I , 1 � I , I I I I / �/ , � ., / /' I / 4J6 ,r_ ,
\\
I I I I III!( � E/ ,
/ /
EMERGENCY SPILLWAY / \ _
CLASS Al RIPRAP / SF TPA �� \-_- _ _ - _ _ / _ _ 690 - \ \ \ \ \ \ o \ \ \ - - , \ \ \ \ I 1 I I % , % / / / / / / / 101,
/ ' TS /
�,A W�TLAlIVDS
SF `ScP \\I / ,-_----_-\ DID
/
/"\\ \\\ \ \\ \\ \\ rr \„"\ � �' I' � ,' Vl
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STORM SEWER DESIGN COMPUTATIONS LOCATION: ALBEMARLE, COUNTY CHECKED: UNITS:NGLISH
COUNTY: Charlottesville Checked by:
STORM FREQUENCY 10
UNITS ENGLISH 1S
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PIPE
NO.
FROM POINT
TO POINT
DRAIN.
AREA
"A"
Acre
(3)
RUNOFF
COEFF.
"C"
(4)
CA
INLET
TIME
Mnnrtes
(7)
RAIN
FALL
In/Hr
(8)
RUNOFF
INVERT ELEVATION
LENGTH
of Pipe
Ft.
(12)
SLOPE
Ft./Ft.
(13)
SIZE
(Dia.Or
Span/Rise)
In.
(14)
SHAPE
Nmuber
of Pipes
Capacity
CFS
(15)
Friction
Slope
Ft./Ft.
NORMAL
FLOR'
FLOW
TIME
CCUMU
-LATER REMARKS
Mnttrtes
(17) (18)
11TCRE-ACCUM-
MENT
(5)
ULATED
(6)
Lateral
CFS
TotalQ
CFS
(9)
UPPER
END
(10)
LOVER
END
(11)
Deptbof
Flow, du
Ft.
Area of
Flow, An
SgFt
Hrn
Ft.
Vn
Ft/Sec
(16)
En
Ft_
INCRE-
MENT
Minutes
(17)
REFERENCE
(1)
STA.
REFERENCE
(2)
STA.
101
102
102A
0.00
0.00
0.00
5.01
6.54
0.00
19.07
552.21
551.01
19.11
0.06279
18
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1
28.52
0.02930
0.90
1.10
0.42
17.29
5.54
0.02
5.03
101A
102A
100
0.00
0.00
0.00
5.03
6.53
0.00
19.07
543.18
540.41
32.57
0.08505
18
Circular
1
33.19
0.02930
0.82
0.98
0.40
19.43
6.68
0.03
5.06
103
SRrM_OUT
102
0.00
0.00
0.00
5.00
0.00
19.07
560.00
559.25
13.95
0.05376
18
Cn�ctilar
1
26.39
0.02930
0.95
1.17
0.43
16.26
5.05
0.01
5.01
105
106
SWM IN
0.15
0.83
0.12
0.12
5.00
6.54
0.00
0.81
564.45
563.95
7.02
0.07123
12
Circular
1
10.30
0.00050
0.19
0.10
0.12
7.81
1.14
0.02
5.02
107
108
SVtrM_IN
0.13
0.86
0.11
0.11
5.00
6.54
0.00
0.73
565.25
564.93
15.89
0.02014
]2
Circular
1
5.48
0.00040
0.25
0.15
0.15
4.86
0.61
0.06
5.06
109
110
SWM IN
0.41
0.73
0.30
0.30
5.00
6.54
0.00
1.95
564.29
563.67
15.51
0.03997
12
Circtilar
1
7.72
0.00270
0.34
0.24
0.19
8.19
1.39
0.03
5.03
111
112
SWb-I IN
0.05
0.87
0.05
0.05
5.00
6.54
0.00
0.30
566.23
564.68
15.58
0.09949
12
Cn�ctilar
1
12.17
0.00010
0.11
0.05
0.07
6.55
0.78
0.04
5.04
113
114
S41'M
NLET
OR
JUNCTION
STA.
INVERT
EL.
OUTFLOW
PIPE
DEPTH
OF FLOW
OUTFLOW
PIPE
OUTLET
WATER
SURFACE
ELEV.
DIA.
PIPE
Do
(Inlmm)
DESIGN
DISCH.
Qo
(CFS/CMS)
LENGTH
PPE
Lo
(FUM)
FRICTION
SLOPS Sfo
(FT/FT)
(NUM)
FRICTION
LOSS
Hf
(FUM)
JUNCTION LOSS
SURFACE
FLOW
Adj. Ht
1.3
Ht
(FUM)
Inlet
Shaping?
YIN
0.5
Ht
(FUM)
FINAL
H
(FUM)
Inlet
Water
Surface
�evation
Top of M�
Top of Inlet
Bev.
APFftOX.
Adjustment?
Vo
Contr.
Ho
(FUM)
Vi
Vi*2/2g
Hi (Expn)
0.35*MAX.
(Vi2/2g)
SKEW
Angle
K
Bend
H
(FUM)
Sum
HL
(FUM)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
SWM IN
565.000
110
563.670
1.00
565.000
12
1.950
15.51
0.00267
0.041
8.192
0.261
0.000
0.000
0.000
0.0
0.00
0.000
0.261
1.950
0.339
YES
0.169
0.211
565.211
570.690
O.K.
122
561.150
2.00
565.000
24
16.555
76.87
0.00477
0.367
7.491
0.218
10.060
1.571
0.550
0.0
0.00
0.000
0.768
2.200
0.768
YES
0.384
0.751
565.751
569.340
O.K.
124
561.830
1.50
565.751
18
8.587
199.00
0.00595
1.185
6.280
0.153
6.042
0.567
0.198
0.0
0.00
0.000
0.352
1.781
0.457
YES
0.228
1.413
567.164
569.610
O.K.
126
563.420
1.50
567.164
18
6.806
52.75
0.00374
0.197
6.042
0.142
5.481
0.466
0.163
0.0
0.00
0.000
0.305
2.003
0.396
YES
0.198
0.395
567.559
570.320
O.K.
128
563.820
1.25
567.559
15
4.803
39.93
0.00492
0.197
5.481
0.117
4.800
0.358
0.125
0.0
0.00
0.000
0.242
0.728
0.242
YES
0.121
0.318
567.877
571.020
O.K.
132
564.220
1.00
567.877
12
2.931
54.65
0.00603
0.329
4.800
0.089
4.488
0.313
0.109
0.0
0.00
0.000
0.199
0.860
0.259
YES
0.129
0.459
568.335
571.650
O.K.
134
564.730
1.00
568.335
12
2.071
14.62
0.00301
0.044
4.488
0.078
2.773
0.119
0.042
0.0
0.00
0.000
0.120
1.698
0.156
YES
0.078
0.122
568.457
571.650
O.K.
136
564.940
1.00
568.457
12
0.353
132.77
0.00009
0.012
2.773
0.030
0.000
0.000
0.000
0.0
0.00
0.000
0.030
0.353
0.039
YES
0.019
0.031
568.488
569.940
O.K.
112
564.680
1.00
565.480
12
0.301
15.58
0.00006
0.001
6.551
0.167
0.000
0.000
0.000
0.0
0.00
0.000
0.167
0.301
0.217
YES
0.108
0.109
566.338
572.240
O.K.
118
565.480
1.00
566.280
12
0.707
8.66
0.00035
0.003
9.000
0.314
0.000
0.000
0.000
0.0
0.00
0.000
0.314
0.707
0.409
NO
0.409
0.412
566.692
571.850
O.K.
114
563.210
1.50
565.000
18
7.552
61.05
0.00460
0.281
10.411
0.421
6.111
0.580
0.203
0.0
0.00
0.000
0.624
0.160
0.624
YES
0.312
0.593
565.684
570.920
O.K.
116
565.140
1.50
566.340
18
7.392
116.50
0.00441
0.514
6.111
0.145
6.328
0.622
0.218
0.0
0.00
0.000
0.363
0.443
0.363
YES
0.181
0.695
567.035
571.050
O.K.
EX Inlet
566.110
1.50
567.310
18
6.949
29.29
0.00457
0.134
6.328
0.155
0.000
0.000
0.000
0.0
0.00
0.000
0.155
0.000
0.155
YES
0.078
0.212
567.522
572.000
O.K.
120
565.030
1.00
565.830
12
0.563
59.45
0.00022
0.013
6.413
0.160
0.000
0.000
0.000
0.0
0.00
0.000
0.160
0.563
0.208
YES
0.104
0.117
568.469
572.300
O.K.
108
564.930
1.00
565.730
12
0.733
15.89
0.00038
0.006
4.856
0.092
0.000
0.000
0.000
0.0
0.00
0.000
0.092
0.733
0.119
YES
0.060
0.065
565.795
571.610
O.K.
106
563.950
1.00
565.000
12
0.805
7.02
0.00045
0.003
7.807
0.237
0.000
0.000
0.000
0.0
0.00
0.000
0.237
0.805
0.308
YES
0.154
0.157
565.157
570.840
O.K.
138
563.190
1.25
565.751
15
6.574
42.85
0.00922
0.395
10.060
0.393
6.493
0.655
0.229
0.0
0.00
0.000
0.622
0.000
0.622
YES
0.311
0.706
566.457
570.400
O.K.
140
565.330
1.25
566.457
15
6.574
119.67
0.00922
1.104
6.493
0.164
6.474
0.651
0.228
0.0
0.00
0.000
0.391
0.269
0.391
YES
0.196
1.300
567.757
572.850
O.K.
144
566.630
1.50
567.830
18
5.819
154.23
0.00273
0.422
6.474
0.163
5.106
0.405
0.142
0.0
0.00
0.000
0.304
2.910
0.396
YES
0.198
0.619
568.930
572.650
O.K.
146
568.270
1.00
569.070
12
2.269
71.25
0.00361
0.257
5.106
0.101
0.000
0.000
0.000
0.0
0.00
0.000
0.101
0.000
0.101
YES
0.051
0.308
569.532
572.650
O.K.
130
566.280
1.00
567.877
12
1.204
120.71
0.00102
0.123
3.918
0.060
0.000
0.000
0.000
0.0
0.00
0.000
0.060
1.204
0.077
YES
0.039
0.162
568.038
573.320
O.K.
142
568.420
0.67
568.953
8
0.500
55.67
0.00153
0.085
3.511
0.048
0.000
0.000
0.000
0.0
0.00
0.000
0.048
0.500
0.062
YES
0.031
0.116
569.265
572.850
O.K.
INLET
OR
JUNCTION
STA.
INVERT
EL.
OUTFLOW
PIPE
DEPTH
OF FLOW
OUTFLOW
PIPE
OUTLET
WATER
SURFACE
�E1/.
D14.
PIPE
Do
(Inlmm)
DESIGN
DISCH.
Qo
(CFS/CMS)
LENGTH
PIPE
Lo
(FUM)
FRICTION
SLOPE, Sfo
(FTlFT)
(M/M)
FRICTION
LOSS
Hf
(FUM)
JUNCTION LOSS
SURFACE
FLOW
Adj. Fk
1.3
Ht
(FUM)
Inlet
Shaping?
YIN
0.5
Fk
(FUM)
FINAL
H
(RIM)
hlet
Water
Surface
9evation
Top of MH
Top of hlet
rev.
APPROX.
Adjustment?
Vo
Contr.
Ho
(FUM)
Vi
Vi*2l2g
Hi (Expn)
0.35*MAX.
(Vi2l2g)
SKEW
Angle
K
Bend
H
(FUM)
Sum
HL
(RIM)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
100
551.010
102A
540.410
1.50
551.010
18
19.070
32.57
0.02936
0.956
19.428
1.465
17.288
4.641
1.624
0.0
0.00
0.000
3.090
0.000
3.090
YES
1.545
2.501
553.511
557.020
O.K.
102
551.010
1.50
553.511
18
19.070
19.11
0.02936
0.561
17.288
1.160
16.263
4.107
1.437
0.0
0.00
0.000
2.598
0.000
2.598
YES
1.299
1.860
555.371
565.740
O.K.
SWM OUT
559.250
1.50
560.450
18
19.070
13.95
0.02936
0.410
16.263
1.027
0.000
0.000
0.000
0.0
0.00
0.000
1.027
0.000
1.027
YES
0.513
0.923
561.373
567.000
O.K.
INLET
�
Q dvWi
¢u
q v
U
z
p,
�U
w
a
w u
H w
�,
H
F [-�
.7
�W"' [-
k
rn
F v
Q
U O
W
a
w W
v .T.'
a F
z
.i
U
2
°' °
w U
Z
a
O �
� `�
?
ti
Sag
Inlets
Only
".�i
�a
z
.W-I
° �"'
ti•o
o
+•~J v
0
•o
=
ti
U �
�w
106
DI-3C
8.000
0.129
0.90
0.1161
Back/Lt.
0.000'RIC;£i
0.020
0.35
0.007
Back/Lt.
0.123
4
0.492
0
0.0196
0.0208
1.953
2.000
1.02407
0.0833
4.00481
3.50
Back/Lt.
0
4
0
0
Ahead/Rt.
0.492
0.0196
8
0.492
0.836
0.166
0.01383
12.00289
2.836
3.351
Wen�Flow
108
DI-3B
8.000
0.120
0.90
0.108
0.000'RIQI
0.011
0.35
0.00385
0.112
4
0.448
0
0.448
0.0134
0.0208
2.100
2.000
0.95238
0.0833
4.00481
1.000
3.50
0.1458
0.1666
4.277
8.000
1.870
1.000
0.448
0.000
2.024
110
DI-3C
6.000
0.280
0.90
0.252
O'RIGHT
0.130
0.35
0.0455
0.295
a
1.192
0
1.192
0.0140
0.0208
5.173
2.000
0.38662
0.0833
4.00481
0.874
3S0
0.1458
0.1483
7.009
6.000
0.856
0.969
1.156
0.036
2.791
112
DI-3B
4.000
0.050
0.90
0.045
O'RIGHT
0.003
0.35
0.00105
0.046
4
O.1S4
0
0.184
0.0097
0.0208
1.542
2.000
1.29702
0.0833
4.00481
1.000
3S0
0.1458
0.1666
2.671
4.000
1.498
1.000
0.184
0.000
1.541
114
DI-1
2.000
0.070
0.35
0.0245
Back/Lt.
0.000'RIC�IT
0.025
4
0.1
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.100
0.0100
2.000
2
0.100
0.597
Weir Flow
116
DI-1
2.000
0.017
0.90
0.0153
Back/Lt.
0.000'RIC�I
O.I50
0.35
0.0525
Back/Lt.
0.068
4
0.272
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.272
0.0100
2.000
2
0.272
1.164
Weir Flow
118
DI-1
1.500
0.015
0.90
0.0135
Back/Lt.
0.000'RIC>fi
0.265
0.35
0.09275
Back/Lt.
O.lOC,
l
Q l24
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.424
0.0100
1.500
1.�
0.424
1.839
Vl'eirFlow
lzo
DI-1
2.000
0.016
0.90
0.0144
Back/Lt.
o.000'RIc;£I
o.zo4
o.3s
o.0714
Back/Lt.
o.os6
4
0.344
o
Back/Lt.
0
4
0
0
Ahead/Rt.
0.311
0.0100
2.000
?
0.344
1.320
Weir Flow
122
DI-3C
6.000
0.330
0.90
0.297
Back/Lt.
0.000'RIC;f3
0.200
0.35
0.07
Back/Lt.
0.367
4
1.468
0
0.0187
0.0208
5.389
2.000
0.37113
0.0833
4.00481
350
Back/Lt.
0
4
0
0
Ahead/Rt.
1.468
0.0187
6
1.468
1.968
0.166
0.01383
12.00289
3.968
7.883
Vl'eu�Flow
124
DI-3C
8.000
0.221
0.90
0.1989
O'RIGHT
0.259
0.35
0.09065
0.29
4
1.16
0
1.160
0.0225
0.0208
4.294
2.000
0.46577
0.0833
4.00481
0.931
3.50
0.1458
0.1566
7.733
8.000
1.035
1.000
1.160
0.000
2.572
126
DI-3B
8.000
0.317
0.90
0.2853
O'P�iGHT
0.110
0.35
0.0385
0.3�!
4
1.296
0
1.296
0.0174
0.0208
5.088
2.000
0.39308
0.0833
4.00481
0.880
3.50
0.1458
0.1492
7.722
8.000
1.036
1.000
1.296
0.000
2.770
128
DI-3B
8.000
0.130
0.90
0.117
O'RIGHT
0.001
0.35
0.00035
0.117
4
0.468
0
0.468
0.0145
0.0208
2.112
2.000
0.94697
0.0833
4.00481
I.000
3.50
0.1458
0.1666
4.460
8.000
1.794
1.000
0.468
0.000
2.027
130
DI-3B
8.000
0.150
0.90
0.135
O'RIGHT
0.140
0.35
0.049
0.184
d
0.736
0
0.736
0.0233
0.0208
2.781
2.000
0.71917
0.0833
4.00481
0.994
3.50
0.1458
0.1657
6.240
8.000
1.282
1.000
0.736
0.000
2.194
132
DI-3B
8.000
0.140
0.90
0.126
O'RIGHT
0.030
0.35
0.0105
0 1 �'
4
OS48
0
OS48
0.0283
0.0208
1.898
2.000
1.05374
0.0833
4.00481
1.000
350
0.1458
0.1666
5.825
8.000
1.373
1.000
0.548
0.000
1.898
134
DI-3B
8.000
0.220
0.90
0.198
O'RIGHT
0.090
0.35
0.0315
0.23
4
0.92
0
0.920
0.0236
0.0208
3.468
2.000
0.5767
0.0833
4.00481
0.973
3.50
0.1458
0.1627
6.955
8.000
1.150
1.000
0.920
0.000
2.366
136
DI-1
2.000
0.180
0.35
0.063
Back/Lt.
0.000'RIC�iT
0.063
4
0.252
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.252
0.001
2.000
2
0.252
1.106
T > 8.0 ft
140
DI-1
1.000
0.025
0.90
0.0225
Back/Lt.
0.000'RIC�i
0.069
0.35
0.02415
Back/Lt.
0.047
4
0.188
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.188
0.001
1.000
1
0.188
1.401
R'en•Flow
142
DI-1
1.000
0.025
0.90
0.0225
Back/Lt.
0.000'RIC�i
0.069
0.35
0.02415
Back/Lt.
0.047
4
0.188
0
Back/Lt.
0
4
0
0
Ahead/Rt.
0.188
0.001
I.000
1
0.188
1.401
Wen�Flow
144
DI-1
1.000
0.025
0.90
0.0225
Back/Lt.
0.000'RIGH
0.069
0.35
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0.188
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0.188
0.001
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1.401
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0.0225
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0.069
0.35
0.02415
Back/Lt.
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4
0.188
0
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0
4
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ANALYSIS POINT _ E -pg\\\ �W�' ��,'\ \5
TH OP
STORMWATER NARRATIVE
_
50'STREAM=UP/ER ,
THIS PROJECT INCLUDES THE CONSTRUCTION OF A REHABILITATION HOSPITAL AND ASSOCIATED PARKING, UTILITIES &LANDSCAPING. THIS DEVELOPMENT WILL
rr rr
UTILIZE EXISTING ACCESS POINTS DIRECTLY ADJACENT TO THE PROPERTY. SEE PROJECT TITLED UVA RESEARCH PARK LOOP ROAD FOR ADDITIONAL
A\n� 83
\"r �f fj / / // / �i✓ i = - - i56p /
/
INFORMATION.
L y _ - - _ / / ,\so \\ \ \��/ i'S5
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"=60' / / y y� / %� \ \ \ \\ \ \ \ \ \ `, �' / /,�
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Lie. No, 31371
PER THE DOCUMENT TITLED "STORMWATER MANAGEMENT / BMP ANALYSIS AND FLOODPLAN STUDY FOR THE UVA REASEARCH PARK AT NORTHFORK" BY
SCALE 1 _ / ; / \ /�V \ \\ \ \
\
DEWBERRY & DAVIS, OCTOBER 1997, THE RESEARCH PARKING PONDS HAVE BEEN MASTER PLANNED FOR STORMWATER MANAGEMENT FOR THE FUTURE
BUILD OF THE RESEARCH PARK.
0 60' \ `� „ ,�
P# 18 _ _ \ / / \ \ \ \ \ \ \ \ \ 1 I ' '/L
'1 �'
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USI V
-OUT
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\ NNy ,
- - \ \ 1
2635 71
PG. 325
*
NAL
THIS DEVELOPMENT DRAINS TO THE LARGE WETPOND, DESIGNATED POND 1, TO THE NORTH THAT WAS DESIGNED AND CONSTRUCTED TO HANDLE QUANTITY AND
QUALITY FOR THE FUTURE BUILD -OUT OF THE RESEARCH PARK, INCLUDING THIS PROPERTY DEVELOPMENT. THIS POND IS REFERRED TO AS POND 1 ON SDP
_� _ _ / '/ / 66 / E.,F NC , , / / ��y� - - i - =S'D�. _ _ \ - \\ \ \ \ /
_ / - D B 2635 PG 454 \ \ \ \ \ \ \ \
D.
-- _ - - '/ r / //,' / / - - - - �� / -
199800043. FOR THE APPROVED DRAINAGE AREAS AND CN VALUES, SEE DRAINAGE SUBBASIN MAP - DEVELOPED CONDITION, FLAT BRANCH - TRIBUTARY TO NORTH
_ /,' \/�'� ,
EFENCE- - - ' �/ / / '/ ' ' / ' /_ _ - - - / - ' - - - \ I I 1 I ° \ \ , \ \ \ \ \ \ 1 \ \ y" /
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FORK RIVANNA RIVER, UVA RESEARCH PARK AT NORTH FORK. SITE DISCHARGE MEETS 9VAC25-870-66 SECTION B CHANNEL PROTECTION & SECTION C FLOOD
( ) (
- //' // / ' / �'°�' \ - - 1 1 I 1 \ \ _ - - / - - _ _ - \ �� \ \ I'yy\ ' / / /'
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PROTECTION) THROUGH THE USE OF A CMP DETENTION SYSTEM. FOR MORE INFORMATION SEE WATER QUANTITY CALCULATIONS BELOW.
/ • I \'
\ \\ \- /__ ___-
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THE PROPOSED DEVELOPMENT WAS ANALYZED TO DETERMINE THE AMOUNT OF IMPERMEABLE AND PERMEABLE SURFACE AREA. THESE VALUES HAVE BEEN
__� \ \ \ \ \ /
- - / / \ \ \
INCORPORATED INTO THE OVERALL CN VALUE FOR THE DRAINAGE AREA MAP PREVIOUSLY APPROVED IN DRAWINGS BY OTHERS. FOR ADDITIONAL INFORMATION
AND ASSOCIATED STORMWATER MANAGEMENT EXHIBIT FOR POND 1, REFER TO DESIGN CALCULATIONS & NARRATIVE BOOKLET ASSOCIATED WITH THIS
DEVELOPMENT.
/ , / _ / % _ _ \ \ \ \ \ ` \ f\ WIRE�ENCE °
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SWM A WEIR PLATE SECTION DETAIL
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INV IN 564.94 (135 )
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STA 12+02.03 124 : DI-3C 8 ft Throat
TOP 571.02 STA 12+94.71
INV IN 564.22 (131 ) TOP 569.57
INV IN 566.28 (129 ) INV IN 563.42 (125 )
INV OUT 564.12 (127) INV OUT 563.32 (123 )
122: DI-3C 6 ft Throat
STA 14+93.70
TOP 569.34
INV IN 561.83 (123 )
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VTION
130 : DI-313 8 ft Throat
STA 10+00.00
TOP 573.32
INV OUT 567.19 (129 )
59..5
128 : DI-313 8 ft Throat
STA 11 +20.71
TOP 571.02
INV IN 564.22 (131 )
INV IN 566.28 (129 )
INV OUT 564.12 (127 )
�iq5
EXIST.
GRADE
590
590
585
585
580
580
PROP.
575
GRADE
575
570
570
565
565
129
120.71' OF
12" HDPE
@ 0.75%
560
560
555
555
14+00 15+00 16+00 16+25 9+50 10+00 11+00
11 +50
STRM 13 0 - STRM 12 8
c
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PROP.
VEXIST.
GRADE
/
575
575
GRADE
/
570
570
145
71.25' OF'
12" HDPE
143
154.22' OF
565
@ 1.00%
12" HDPE 565
@ 1.00%
560
560
9+50 10+00 11+00 12+00
STRM 146 - STRM 140
HORIZ SCALE: 1"=50'
VERT SCALE: 1 "=5
\
EXIST.
IN,
GRADE
\
575
575
PROP.
GRADE
570
\
570
141
\
55.67' OF
8" HDPE
PP7
\
565
@ 1.00%
\
565
139
119.66' OF 137
15" HDPE 42.83' OF
0
@ 1.00% 15" HDPE
560
@ 3.00%
560
12+50 9+50 10+00 11+00 12+00
STRM 142 - STRM 122
HORIZ SCALE: 1"=50'
VERT SCALE: 1 "=5
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EXIST.
GRADE
/
575
575
PROP.
/
GRADE
/
570
570
565
�� 565
113
116.50' OF
18" HDPE
61.02,
@ 0.75%
18" yo OF
P
@3.p0 F
560
560
SWM A
84" CMP
DETENTION
555
555
12+50 9+50 10+00 11+00
STRM 116 - SWM A
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
U
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575
570
565
119
59.37' OF
12" HDPE
@ 5.50%
560
SWM A
84" CMP
DETENTION
555
575
PROP.
GRADE
570
565
560
555
575
CD
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575
PROP.
GRADE
570
570
565
565
117
8.60' OF
12" HDPE
@ 12.00%
560
560
EXIST.
GRADE
555
555
108 : DI-3B 4 ft Throat
STA 10+00.00
TOP 571.61
INV OUT 565.25 (107 )
575 575
PROP.
GRADE
570 1 570
565
107
15.89' OF
12" HDPE
560 @ 2.00% 560
EXIST.
GRADE
557 557
9+50 STRM0120 - SWM A 11+00 STRM 118 - SWM 5A STRM 108- SWM+A
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
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PROP.
GRADE
575
EXIST.
GRADE
570
111
15.50' OF
12" HDPE
@ 10.00%
560
SWM A
84" CMP
DETENTION
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
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[EXIST.
GRADE
575
575
PROP.
GRADE
570
570
IL 565
565
109
15.50' OF
56012" HDPE
560
@ 4.00%
SWM A
84" CMP
DETENTION
555
555
575
570
105
7.00' OF
12" HDPE
@ 7.14%
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
575
SWM A 570 PROP.
GRADE
84" CMP
DETENTION
WEIR PLATE 565
560
106 : DI-3C 8 ft Throat
STA 10+00.00 103
TOP 570.84 13.93' OF
INV OUT 564.45 (105) 18" HDPE
575 555@ 5.40%
PROP.
GRADE
550
5
101
19.07' OF
18" HDPE
@ 6.28%
EXIST.
GRADE
560 540
SWM A
84" CMP
DETENTION
0 50
PROFILE SCALE
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32.45' OF
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@ 8.52%
565
545
540
12+00 9+50 10+00 10+50 9+50 10+00 10+50 9+50 10+00 10+50 9+50 10+00 11+00
STRM 11 2-SWM A STRM 110-SWM A STRM 106-SWM A SWM A - STRM 100
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
HORIZ SCALE: 1 "=50'
VERT SCALE: 1"=5
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
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• DESIGNED BY
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Lie. No. 31371
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VERT SCALE: 1 "=5 o rn
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D 51612019
0
DRAWN BY
Z. DAHL
• DESIGNED BY
• A. ALLISON
• CHECKED BY
• 1. HASH
9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 16+50 • SCALE
SWM A PROFILE 1
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5 •
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PROFILE SCALE
SHEET NO.
C7.3
i
575
575
/
PROP.
GRADE
570
PROP.
SANITARY
570
/
SEWER
565
/
565
�
WEIR
�
PLATE
�
560
560
� 84 M
�
84' CMP
@ 0.33 /°
SWM
A
SWM A
�@ 0.33%
INV.
= 561.11
INV. = 560.75
WEIR
PLATE
/
� INV.
= 560
/
555
555
EXIST.
GRADE
550
550
\ J
545
545
540
540
_
535
535
PROP.
GRADE
570
570
_
4" 1
1
WATERLINE
1' MIN.
SWM A
/
84" CMP
DETENTION
565
565
EXIST.
/
GRADE
/
560
—�
560
84" CMP
@ 0.33°/O
SWM A
SWM A
INV. = 560.57
INV. =
560.90
555
555
550
550
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v `-' _ _ - _ - ' � v I i / / / / / �� � � � � ` v A v� � v �. �I � I 11 1 Iv I � / / •I / � / / r // STEEP SLOPE I
\ III II III I I I I / / MEADOW PLANTINGS
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580- — — I-
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STEEP SLOPES
W I / • I/ ^O 1 \ \ _ _ — — � \ I I I / I l I I I // ° \ � I � � � L� (MANAGED)
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\ \ I � \ SCALE 1 "=40'
/ \
f 1 _ _ _ _ / 0 40' 80,
— • — — — — — — _ \ \\ `_ — �\ \ — — — — — \— I 50' BSL (DB 3415-460 PLAT) / _
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STREAM BUFFER PLANTING REQUIREMENTS:
MITIGATION AREA IS EQUAL TO DOUBLE (2X) THE DISTURBED AREA
0000
/ PER 400 SF OR 20X20' AREA PLANT (1) CANOPY TREE, (2) UNDERSTORY A1111
TREES, AND 3 SMALL SHRUBS STREAM BUFFER PLANTING CALCULATIONS:AREA OF DISTURBANCE = 550 SF / , - ' - - - - - ' _ _ - - - - /� j //i / / �\_ c / / ��//p / AREA OF DISTURBANCE (550 SF) X 2 = 1,100 SF1,100 SF / 400 SF = 2.75 UNITS (2.75 UNITS = 3 UNITS)i3 UNITS = (3) CANOPY TREES, (6) UNDERSTORY TREES, (9) SMALL SHRUBS / STEEPSL®PEs/ (MANAGED) Sow
NOTE: / / / / /
ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO\fir_`
\ REACH, AND BE MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES640
/ _ - -
_ / TMP� 32- 7 / / / / ' /' I / - ` - - - v \ \ ` L� \` _ - , 1
- - -�- - \ IS PROHIBITED. SHRUBS AND TREES SHALL BE PRUNED MINIMALLY AND GOLD�EAFLAND TRU�TNO/3, ��� _ _ _ _ - - - -
--� - ' /wEN ELL / / / l h _ - - - - - ChNY�RLINE
ONLY TO SUPPORT THE OVERALL HEALTH OF THE PLANT. / / IE(/ )D / / / - __ - - - _ \
B 175PG.696 / / /I �� / /l --- _ _ --- �\ �` \\ \`\\ `
DETAIL MITIGATION PLANTING PLAN SCALE 1"=20' / / / / / L / /// / / / / / /-� _ _\ _ — _ �\ �` �\ \\ \ \ \\ \ ` ` _ _ - -- EX�Ny-
/ _ _ _ - - - _ _ - V `� ` \v �` vv\ ` vv `v `v ��-VFGE�TIQ/
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�� �00 S� REaeM \ \ `\ `\ \ �, �� T / / / /i FjEAMLSUFNER AREA OF
I `. \_ / // // / / _-- /� / /� /df/ AZ//•/ --' -�-__�_/ ' - \\ \BIJ Ek BANCE=870SF
- - ' ` - - - ' •� \ \ \ \ \ \ p \ `\ \ \ \ \ \ \ \ / / / // EdT1FjE AREA TO BE REPLANTED[
!i0o/�a' 1-5 �— x \\ \\ \ \ \\ \ \ / / / / O TISSIIPE OF STREAM
PLANTINGSGATiON
\\ \ /
LIMITS -Of WORK // / / / / UFFER - $70 SF
Ob
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VEG��fAT�IONj /w /'ST�EP�L�PE - - = J� / \ �!� ����,� 3' RFS IP \ \ \ \ \ \ \ \ I X o / L �' /
FENCE - - - - / / / / / / / TORE AI _ - - �/
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DATE
51612019
DRAWN BY
M. RACHNER
DESIGNED BY
M. RACHNER
CHECKED BY
F. HANCOCK
SCALE 140'
JOB NO.
43266
SHEET NO.
L1,0
3
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MITIGATION PLANTING SCHEDULE
TREES QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT
�• 1 BETULA NIGRA RIVER BIRCH MULTI -TRUNK 2" CAL. B&B
TO1 NYSSA SYLVATICA SOUR GUM 2" CAL. B&B 1 QUERCUS BICOLOR SWAMP WHITE OAK 2" CAL. B&B
UNDERSTORY TREES QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT
°°°°°°°
2 AMELANCHIER ALNIFOLIA SERVICEBERRY 1.5" CAL. B&B
• 2 CARPINUS CAROLINIANA AMERICAN HORNBEAM 1.5" CAL. B&B
0 2 MAGNOLIA VIRGINIANA SWEET BAY 1.5" CAL. B&B
SHRUBS QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT
3 ARONIA MELANOCARPA CHOKEBERRY 15-18" 5 GAL.
3 ILEX VERTICILLATA WINTERBERRY 15-18" 5 GAL.
3 ITEA VIRGINICA VIRGINIA WILLOW 15-18" 5 GAL.
County of Albemarle
Conservation Plan Checklist - To be placed on Landscape Plans
(Handbook, pp III-284-111-297 for complete specifications)
1. The following items shall be shown on the plan:
❑ Trees to be saved;
❑ Limits of clearing (outside dripline of trees to be saved);
❑ Location and type of protective fencing;
❑ Grade changes requiring tree wells or walls;
❑ Proposed trenching or tunneling beyond the limits of clearing.
2. Markings:
❑ All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators.
❑ No grading shall begin until the tree marking has been inspected and approved by a County Inspector.
3. Pre -Construction Conference:
❑ Tree preservation and protection measures shall be reviewed with the contractor on site.
4. Equipment Operation and Storage:
❑ Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the dri plines of trees
to be saved.
5. Soil Erosion and Stormwater Detention Devices:
❑ Such devices shall not adversely affect trees to be saved.
6. Fires:
❑ Fires are not permitted within 100 feet of the dripline of trees to be saved.
7. Toxic Materials:
❑ Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved.
8. Protective Fencing:
❑ Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing.
❑ Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction.
9. Tree Wells:
❑ When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail
submitted for approval.
10. Tree Walls:
❑ When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail
submitted for approval.
11. Trenching and Tunneling:
❑ When trenching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling
under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots.
12. Cleanup:
❑ Protective fencing shall be the last items removed during the final cleanup.
13. Damaged Trees:
❑ Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist.
NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION
REQUIREMENTS.
OWNER SIGNATURE (DATE)
CONTRACT PURCHASER SIGNATURE
(DATE)
5/1/06 Page 1 of 1
INSTALL SHRUBS SO THAT THr_
TOP OF THE ROOTBALL IS A
THE SAME GRADE A
ORIGINALLY GROWN OR 1
ABOVE IN POOR DRAININ
SOILS. DO NOT COVER THE TO
OF THE ROOTBALL WITH SO
REMOVE ALL STRING, WIRE, AN
BURLAP FROM TOP %3 OF BAL
BACKFILL PLANTING PIT WIT
NATIVE SOIL. INCORPORAT
SLOW -RELEASE GRANULA
FERTILIZE
SCARIFY BOTTOM AND SIDE,
OF PIT
SHRUB PLANTING
NOT TO SCALE
PRUNE CODOMINATE LEADERS
REMOVE BROKEN, BADLY
DEFORMED, RUBBING, NARROW
CROTCH ANGLES, WATER
SPROUTS, OR CROSS -BRANCHES.
REMOVE TAGS, LABELS, AND
TIC SLEEVING. DO NOT STAKE
UNLESS SPECIFIED (SEE
NOTE) DO NOT WRAP TRUNK
,d�1►1�.Y�L�I:��:Z:l
IF FIELD GROWN, CUTAWAY ALL
BALLING ROPES. REMOVE
BURLAP OR WIRE BASKET FROM
TOP% 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
vir-,ivies i �i.
DECIDUOUS TREE - STAKING SPECIFIED
NOT TO SCALE
3- 2" x 2" HARDWOOD STAKES
ROOT BALL
12 GAUGE GALVANIZED WIRE
NEW 1/2" RUB
12 GAUGE GALVAN
ALLOW FOR SLIGHT N
3 2x2 HARDWOO
2'-6" MIN BELOW
STAKE SHALL BE
MIN. 18" OUT FRi
AND OUTSIDE OF I
SET ROOTBALL FLUSH TO
1-2" HIGHER IN SLOWLY
SOILS. DO NOT COVER TI
THE ROOTBALL'
ROOTFLARE SHALL I
ABOVE FINISH
PRUNE
4"x18" PEI
CORRUGATED PLA
CAP FLUSH WI
1 A SLOPE Of
PLAN -
SCARIFY SIDES BEFORE
PLACE ROC
UNEXCAVATED OR TAI
MULTI -STEM TREE - STAKING SPECIFIED
NOT TO SCALE
REMOVE ALL DEAD, BROKEN,
DISEASED, AND WEAK
BRANCHES AT TIME OF
PLANTING
2-3" MULCH LAYER, KEEP AWAY
FROM TRUNK
1" COMPOST LAYER
PROVIDE MULCH UP AND OVER
SAUCER
6"SAUCER
REMOVE CONTAINER. SCARIFY
PERIMETER ROOTS
PLANT SCHEDULE LANDSCAPE PLAN
TREES
QTY
BOTANICAL / COMMON NAME
MIN. INSTALLED SIZE
ROOT
REMARKS
ACE ARM
3
ACER RUBRUM 'ARMSTRONG' / ARMSTRONG RED MAPLE
2.5" CAL.
B&B
ACE GLO
7
ACER RUBRUM 'OCTOBER GLORY TM / OCTOBER GLORY MAPLE
2.5" CAL.
BET HER
16
BETULA NIGRA'HERITAGE' / HERITAGE RIVER BIRCH
2.5" CAL.
B&B
SINGLE STEM
NYS WIL
3
NYSSA SYLVATICA 'WILDFIRE' / BLACK GUM
2.5" CAL.
B&B
QUE BIC
8
QUERCUS BICOLOR / SWAMP WHITE OAK
2" CAL.
B&B
QUE PHE
7
QUERCUS PHELLOS / WILLOW OAK
2.5" CAL.
B&B
TIL GRE
8
TILIA CORDATA 'GREENSPIRE' / GREENSPIRE LITTLELEAF LINDEN
2.5" CAL.
B&B
ULM ALL
8
ULMUS PARVIFOLIA 'ALLEE' / ALLEE LACEBARK ELM
2.5" CAL.
B&B
UNDERSTORY TREES
QTY
BOTANICAL / COMMON NAME
MIN. INSTALLED SIZE
ROOT
REMARKS
AME ARB
5
AMELANCHIER ARBOREA AUTUMN BRILLIANCE' / DOWNY SERVICEBERRY
1.5" CAL.
B&B
COR FLO
6
CORNUS FLORIDA / EASTERN DOGWOOD
1.5" CAL.
B&B
MAG VIR
5
MAGNOLIA VIRGINIANA / SWEET BAY
1.5" CAL.
B&B
SHRUBS
QTY
BOTANICAL / COMMON NAME
MIN. INSTALLED SIZE
ROOT
REMARKS
ILE DWA
42
ILEX CORNUTA DWARF BURFORD' / DWARF BURFORD HOLLY
15-18"
5 GAL.
ILE GLA
45
ILEX GLABRA / INKBERRY HOLLY
15-18"
5 GAL.
ILE VER
34
ILEX VERTICILLATA / WINTERBERRY
15-18"
5 GAL.
ILE H04
46
1 ILEX X 'HOOGENDORN' / HOLLY
15-18"
5 GAL.
ITE VIR
43
ITEA VIRGINICA / VIRGINIA WILLOW
15-18"
5 GAL.
=W
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.
DO NOT PRUNE TERMINAL LEADER
OR BRANCH TIPS
REMOVE TAGS, LABELS AND
PLASTIC SLEEVING DO NOT
WRAP TRUNK
PRUNE BROKEN BRANCHES
2-3" MULCH LAYER TO EDGE OF
DRIPLINE. KEEP 4-6" AWAY FROM
TRUNK FLARE
BACKFILL PLANTING PIT WITH NATIVE
SOIL. INCORPORATE SLOW -RELEASE
GRANULAR FERTILIZER
6" SAUCER
1" COMPOST LAYER
IF FIELD GROWN CUT AWAY ALL
BALLING ROPES. REMOVE BURLAP OR
WIRE BASKET FROM TOP %3 OF BALL. IF
CONTAINER GROWN, REMOVE
CONTAINER AND CUT CIRCLING ROOTS
TAMP SOIL AROUND ROOTBALL BASE
FIRMLY WITH FOOT PRESSURE SO
THAT ROOTBALL DOES NOT SHIFT
STREET TREE PLANTING REQUIREMENTS
* per Sec. 32.7.9.5 of the Albemarle County Code.
REQUIREMENT
YARD LENGTH
CALCULATIONS
REQUIRED
PROVIDED
1 LARGE TREE PER 40 LF
827 LF
827/40 = 20.7 TREES
21 TREES
21 TREES
PARKING LOT LANDSCAPE REQUIREMENTS
* per Sec. 32.7.9.6 of the Albemarle County Code.
REQUIREMENT
AMOUNT
CALCULATIONS
REQUIRED
PROVIDED
5% OF THE PAVED
PARKING AREA IS TO
80,546 SF
80,546 x .05 = 4,027 SF
4,027 SF
4,719 SF
LANDSCAPED
1 LRG. OR MED. SHADE
160/10 - 16 SHADE
TREE PER 10 PARKING
160 SPACES
16 SHADE TREES
24 SHADE TREES
TREES
SPACES
TREE CANOPY REQUIREMENTS
* per Sec. 32.7.9.8 of the Albemarle County Code.
REQUIREMENT
SITE AREA
CALCULATIONS
REQUIRED
PROVIDED
10% OF THE SITE IS TO
13,831 SF(PROPOSED) +
BE COVERED BY TREE
388,615 SF
388,615/.10 = 38,862 SF
38,862 SF
99,638 SF(EXISTING) _
CANOPY
113,469 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 ARCHITECTS, TOGETHER WITH
PROPOSAL FOR USE OF EQUIVALENT MATERIAL.
• PROVIDE AND INSTALL ALL PLANTS AS IN ACCORDANCE WITH DETAILS
AND CONTRACT SPECIFICATIONS
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
NOT FOR
CONSTRUCTION
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DRAWN BY
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DESIGNED BY
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CHECKED BY
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