HomeMy WebLinkAboutWPO202100030 Plan - VSMP 2021-06-08MONTICELLO HIGH SCHOOL
MODULAR CLASSROOM ADDITION AND RENOVATION
SITE DATA:
TAX MAP PARCEL: 09100-00-00-00200
LIMITS OF DISTURBANCE: 0.50 AC
ZONING: R15 RESIDENTIAL
SETBACK: 15FRONT
5' SIDE
20' REAR
MAGISTERIAL DISTRICT: SCOTTESVILLE
SOURCE TOPOGRAPHY: TIMMONS GROUP, APRIL 2021
DATUM: HORIZONTAL: NAD83 (NA2011) VIRGINIA STATE GRID SOUTH
ZONE
VERTICAL: NAVD88 ESTABLISHED THROUGH LEICA
SMARTNET
BUILDING HEIGHT: 18.33' (ADDITION)
BUILDING AREA: 7,750 SF
PROPOSED USES: MODULAR CLASSROOM ADDITION AND ASSOCIATED SITE WORK
WETLAND IMPACTS: NONE
WATER SUPPLY: ACSA
SANITARY SEWER: EXISTING SEWER SYSTEM
DRAINAGE DISTRICT: MOORES CREEK
THERE ARE CRITICAL SLOPES LOCATED WITHIN THE PROJECT LIMITS.
THERE ARE NO CONSTRUCTION ACTIVITIES PROPOSED WITHIN THE 100-YR FLOODPLAIN.
THE SITE IS NOT LOCATED IN A WATER SUPPLY PROTECTION DISTRICT.
VSMP PLAN
COUNTY OF ALBEMARLE, VIRGINIA
ALBEMARLE COUNTY PUBLIC SCHOOLS DISTRICT
06/03/2021
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LAKE REYNOVIA
MILL CREEK
VILLAGE
HOMES III
AVON PARK
LY"N HILLS
VICINITY MAP
SCALE 111:20001
SITE LOCATION
OWNER:
ALBEMARLE COUNTY SCHOOL BOARD
401 MCINTIRE RD
CHARLOTTESVILLE, VA 22902
CONTACT: JOE LETTERI
TELEPHONE: (434) 975-9340
FAX: (434) 975-9341
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200,
CHARLOTTESVILLE, VA 22903
CONTACT: JONATHAN SHOWALTER, P.E.
TELEPHONE: 434-327-1688
EMAIL: JONATHAN.SHOWALTER@TIMMONS.COM
APPROVED
by the Albemarle County
Community Development Department
Date 06/08/2021
File WP0202100030
Sheet List Table
Sheet Number
Sheet Title
CO.O
COVER
C1.0
NOTES AND DETIALS
C1.1
NOTES AND DETAILS
C2.0
EXISTING CONDITIONS AND DEMO PLAN
C3.0
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.1
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.2
EROSION & SEDIMENT CONTROL PLAN - PHASE I
C3.3
EROSION & SEDIMENT CONTROL PLAN - PHASE II
C4.0
LAYOUT AND UTILITY PLAN
C5.0
GRADING AND DRAINAGE PLAN
C6.0
STORMWATER MANAGEMENT PLAN
C6.1
STORMWATER CALCULATIONS
C6.2
STORMWATER CALCULATIONS
TOTAL NUMBER OF SHEETS = 13
SIGNATURE PANEL:
APPROVAL
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
DATE
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GENERALNOTES
1. ALL MATERIALS AND CONSTRUCTION METHODS SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF
TRANSPORTATION'S SPECIFICATIONS AND STANDARDS.
2. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS
BY ALL FEDERAL, STATE AND LOCAL AGENCIES.
3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING
ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS).
4. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS,
SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION.
5. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION
PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN
GRADE AS DIRECTED BY THE OWNER, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH THE
CURRENT VERSION OF THE VDOT ROAD AND BRIDGE STANDARDS AND SPECIFICATIONS.
6. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT I AND I LD-94 (D) 121.13.
7. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE
WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND
SPECIFICATIONS.
8. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR
REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
9. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED.
10. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE
RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE
REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER.
11. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF
CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM
THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS
PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION
OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT.
12. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED
PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE.
13. ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL
FACILITIES AS DEEMED NECESSARY.
14. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30
GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS.
15. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST
WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS.
16. THE OWNERS REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND
PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT
THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE
COURSE(S).
17. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT
STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE.
18. ALL VEGETATION AND ORGANIC MATERIAL MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO
CONDITIONING OF THE SUBGRADE.
19. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER FOR ALL MATERIALS AND BE IN
ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS.
20. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft.
21. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2009
UNIFORM STATEWIDE BUILDING CODE, 2009 VIRGINIA CONSTRUCTION CODE, 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN
AND ICC/ANSI A117.1-03.
22. REFER TO SHEET L1.0 FOR ALL LANDSCAPING GENERAL NOTES.
23. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
24. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION
PERFORMED BY THE BUILDING DEPARTMENT.
25. ALL ROOFDRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS.
26. BUILDING OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY
FOR A PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH. CONTACT VDOLI FOR ADDITIONAL
REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS.
27. BUILDING INSPECTIONS MUST VERIFY PROPER ABANDONMENT OF SITE UTILITIES BEFORE CONCEALMENT.
GENERAL CONSTRUCTION NOTES FOR EROSION AND
SEDIMENT CONTROL
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE
WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM
STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT
NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION
CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO
PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING
ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING
EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL
BE MADE IMMEDIATELY.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE
OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28.
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF
7:OOAM TO 9:OOPM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER
TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND
DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
16. THE OWNER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER
MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF
THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE
MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN
MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS
TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE
APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT
180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY
BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY
EROSION CONTROL INSPECTOR.
19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING
TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET
STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A
GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE
CLEANED AND REPAIRED IMMEDIATELY.
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE
STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD,
A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT
ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE
PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT.
3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL
PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALMERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR
BETTER ARE TO BE ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR
DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION
INDUSTRY (29 CFR PART 1926).
ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT.
ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING
CONSTRUCTION OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT
FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM
THE COUNTY EROSION CONTROL INSPECTOR.
BLASTING NOTES
1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT.
SITE PLAN LEGEND
101- WATER
STORM PIPE
STORM MANHOLE
DROP INLET 8 STRUCTURE NO
CURB
CURB 8 GUTTER
LIMITS OF DISTURBANCE
X FENCE
XXX MAJOR CONTOUR
XXX MINOR CONTOUR
TC 725.94 PROPOSED SPOT ELEVATION
0 PARKING COUNT
GRADING
TC = TOP OF CURB
TW = TOP OF WALL
BW = BOTTOM OF WALL
TS = TOP OF STAIRS
BS = BOTTOM OF STAIRS
FC = FACE OF CURB
EP = EDGE OF PAVEMENT
EX. = EXISTING
PROP.=PROPOSED
APPROX. = APPROXIMATELY
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ANCHOR WITH 5/8" REBAR
IMBEDDED 24" IN GROUND HANDICAP SIGN
HANDICAP SIGN LOCATION (VAN)
LOCATION (TYP.)
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VDOT
8' 1 5' 18' 8' 8'
TYPICAL I VAN
ACCESSIBLE ACCESSIBLE
HANDICAP SPACES
TYPICAL PARKING SPACE DETAILS
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REGULAR SPACE
SIGNAGE NOTES
1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF
EACH OF THE FOLLOWING AND ANY REVISION THERETO:
A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS.
D. THE 2000 INTERNATIONAL FIRE CODE.
2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH
UNDERGROUND UTILITIES OR OTHER CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN NOTE 1
ABOVE.
3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL SIGNS TO
BE FURNISHED AND INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR.
SOLID WHITE LINE 24"
f
(TYP.)
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12
(TYP.)
STD.
R1-1
NOTE: STOP SIGNS TO BE 30" WITH
HIGH INTENSITY SHEETING
STOP BAR DETAIL
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STOP
STRIPING & SIGNAGE NOTES & DETAILS
No Scale
CC 12
GENERAL NOTES:
1, THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES.
2. DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR
DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE
WARNING SURFACE AND SHALL BE SUBMITTED TO THE STANDARDS AND
SPECIAL DESIGN SECTION FOR APPROVAL.
3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP
FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS.
4. IF RAMP FLOOR 15 PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS 50
THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF
PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4.
5. REQUIRED BARS ARE TO BE NO.5 X B" PLACED TCENTER TO CENTER ALONG
BOTH SIDES OF THE RAMP FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM
CONCRETE COVER
6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS
ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER.
7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED
BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER
AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY
CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED,
OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS
AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NOT
BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE
HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS
UNOBSTRUCTED. STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL
ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED. ENTERED
AND USED BY PEDESTRIANS.
8. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT
THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS
PERPENDICULAR TO THE CURB. Y
9. TYPICAL CONCRETE SIDEWALK 15 4" THICK. WHEN THE ENTRANCE RADIICANNOT
T
NOTEICOMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS)
CURB WHEN REQUIRED (CC-2 OR CG-3 IN LINEAR FEET)
DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS)
EACH OF THE ABOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD
BE SUMMARIZED FOR EACH CURB CUT RAMP.
SIDEWALK RAMP 121 MA%
48' MAX
4'
B
10n MAT(
TYPE A
PERPENDICULAR
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TYPE B
PARALLEL
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ACCOMMODATE THE URNING REQUIREMENTS OF AN INFANT TRACK
TRAFFIC. REFER TO STANDARD CC-13, COMMERCIAL ENTRANCE (HEAVY
A, MIN •,y - a-.
AT )K 2" HIGHER THAN
TRUCK TRAFFIC)FOR CONCRETE DEPTH.
,
T EDGE OF PAVEMENT
10, WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH,
\ AT )Y:K , SAME AS TOP OF CURB
THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH,
11, WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL).
TYPE C
A 4'. a•LANDmG AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR
PARALLEL & PERPENDICULAR
INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4'
LANDING AREA MAY INCLUDE THE GUTTER PAN.
-
72. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF
TRUNCATED DOME 01
-2.4" C-C
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
o
WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD
O O O O O
-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH
THE BACK OF CURB.
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IUK DIAMETER
DETECTABLE WARNING
AT BACK OF CURB
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BASE DIAMETER
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PAY LIM TS
DETECTABLE WARNING TRUNCATED DOME
DETAIL
DETECTABLE WARNING
INSTALLED ON A RADIUS
DETAIL
XVD❑T
CC-12 DETECTABLE
WARNING SURFACE
SPECIFICATION
REFERENCE
ROAD AND BRIDGE STANDARDS
EEr 1 OF 5
REVISION DATE
(GENERAL NOTES)
105
203.05
07/15
VIRGINIA DEPARTMENT OF TRANSPORTATION
502
No Scale
2.0" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A
(PLACED IN SINGLE LIFT)
4" TYPE 21B AGGREGATE BASE COURSE
COMPACTED SUBGRADE
DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
LIGHT DUTY ASPHALT PAVEMENT SECTION
No Scale
R= %4"
,ytl._Ta,
CONTROL JOINT SPACED
AT WIDTH OF WALK (MAXIMUM)
FEXPANSION JOINT AT MAX OF 30', WITH
PREMOLDED EXPANSION FILLER
CONC. WALK
474
VDOT A-3 CONCRETE
\..d .. .I •' ... s4�
21B STONE BASE
FROM ADJACENT PAVEMENT
SECTION UNDER CURB
EXISTING PAVEMENTI PROPOSED
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PAVEMENT
MILL EX.
SURFACE COURSE
SAWCUT EX.
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MATCH EX. CROSS
SLOPE UNLESS OTHERWISE
SPECIFIED ON PLANS
PROPOSED
SURFACE
COURSE
BASE COURSE
AGGR.BASE
NOTE: PROPOSED PAVEMENT MUST TIE
IN WITH EXISTING PAVEMENT
PAVEMENT REPLACEMENT JOINT DETAIL
No Scale
EXIST GRADE METAL INSPEC77ON FRAME W/ SOLID LID
(NEENAH R-1975 OR EQUIVALENT)
3" CONCRETE COLLAR
CRUSHED STONE BEDDING
6" DI CLEANOUT
PLUG AT END
OF LINE
CLEANOUT DETAIL
No Scale
COMPACTED SUBGRADE 4" 21-B STONE
CONCRETE SIDEWALK JOINT DETAIL
No Scale
VARIABLE WIDTH'
NON -SLIP BROOM FINISH MAX. CROSS SLOPE 2%
`4" 3,000 PSI AIR -ENTRAINED
CONCRETE
COMPACTED SUBGRADE 4" TYPE 21 B STONE
NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH VDOT STANDARDS.
CONCRETE SIDEWALK PAVEMENT SECTION
No Scale
. d
1 �OR AS SHOWN ON PLAN
WHEN NOT ALONG SIDEWALK
CURB WIPE DOWN DETAIL
No Scale
ksphalt Pavement Restoration Detail for Open Cut Utility Installations
Mill & resurface Mill & resurface
xxs Saw -cut existing pavement •4+
to the full depth of asphalt 7.5" total asphalt
12" min. 12" min.
Asphalt Concrete Surface Material" concrete pavement
depth or equal to
the depth of existing
�6" min. Asphalt Concrete Base, Type BM-25.0A asphalt concrete,
whichever is greater
1.5" min.
Aggregate Base Material, Type
I Sub -base course depth
10" min.shall be 10" or equal to
Size No. 21 A or 21B depth of existing sub-bas,
.
whichever is greater
NOTES
' Asphalt Concrete Surface Material:
SM-9.5A for ACT < 10,000
SM-9.5D for ADT > 10,000
The district administrator's designee shall determine the
restoration requirements for other pavement types.
" Trench width and pipe bedding shall be in
accordance with VDOT Std. 1PB-1
12 inches minimum beyond the edge of the trench
on longitudinal open cuts, or 25 feet minimum beyond
the trench centedine on perpendicular open cuts, or as
determined by the district administrators designee.
Date: August 27, 2014
' Horizontal and vertical surfaces
6' Bench "Bench shall be tacked with RC-260 liquid
Min. Min. asphalt at a rate of 0.1 gallon per
SY, or as determined by the
district administrator's designee
Select Material Type I with minimum CBR = 30
0 Class I Section
3l material R accordance
with Section 302 of the Road and Bridge
Specifications
No. 26 or 27 aggregate pipe bedding in
accordance with Sections 205 & 302 of
the Road and Bridge Specifications
J � �
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TOP=51588, III OP
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MAPPING FROM ACSA
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MULTI -LEVEL
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SAWCUTS�MARK �� ASPHALT
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MULTI -LEVEL
BRICK SCHOOL FACILITY
MONT/CELLO H.S.
(1400 INDEPENDENCE WAY)
COORDINATE FINAL SEWER AND
WATER LINE ROUTING, SIZE, MINIMUM
COVER, CONNECTION TO EXISTING
FACILITIES WITH MEP ENGINEER AND
PLUMBER BEFORE BEGINNING
DEMOLITION OR CONSTRUCTION
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ASPHALT
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CEQAR
THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE
DIRECT AND RESPONSIBLE CHARGE OFJOSEPH C. MEDLEY
FROM AN ACTUAL GROUND SURVEY MADE UNDER MY
SUPERVISION; THAT THE ORIGINAL DATA WAS OBTAINED
ON THE FOLLOWING DATES' APRIL 9 & 13, 2021. THIS
BASE -MAP AND DIGITAL GEOSPATIAL DATA INCLUDING
METADATA MEETS MINIMUM ACCURACY STANDARDS
UNLESS OTHERWISE NOTED.
SURVEYNOTES:
1. HORIZONTAL DATUM IS BASED ON NAD83 (NA2011),
VIRGINIA STATE GRID, SOUTH ZONE VERTICAL DATUM IS
BASED ON NAVD88. DATUM ESTABLISHED THROUGH
NETWORK RTK GPS (LEICA SmaLtNET) OBSERVATIONS.
2. TOPOGRAPHIC DATA DEPICTED BASED ON A CURRENT
FIELD SURVEYBY THIS FIRM, COMPLETED APRIL 13, 2021.
3. THIS IS NOT A BOUNDARY SURVEY' PURPOSE OF
SURVEY IS TO DEPICT EXISTING CONDITIONS AND
TOPOGRAPHY WITH NO BOUNDARY RESEARCH, RECOVERY,
OR ANALYSIS IMPLIED.
4. MISS UTILITY TICKET INITIATED, TICKET NO.
B109502483-00B. NO UNDERGROUND UTILITYINVESTIGATION
BEYOND INFORMATION PROVIDED VIA MISS UTILITY HAS
BEEN CONDUCTED BY THIS FIRM.
5. NO TITLEREPORT FURNISHED; EASEMENTS MAYEXIST
WHICH ARE NOT SHOWN HEREON.
G�K�IPIC�II/:an�ira:� %' Isi
LEGEND
0
WATER VALVE
FIRE HYDRANT
QD
STORM DRAINAGE(SD) MANHOLE
99
STORM INLET W/GRATE
0
ROOF DRAIN/DOWN-SPOUT
RCP
REINFORCED CONCRETE PIPE
PVC
POLY -VINYL CHLOR/DEPIPE
HDPE
HIGH -DENSITY POLY -ETHYLENE PIPE
®
SAN/TARYMANHOLE
04
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®
UTILITY VAULT, ASNOTED
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-
UNDERGROUND POWER/ELEC UTILITY
—X—
FENCE LINE
EDGE OF PAVEMENT (EP)
CONIFEROUS TREE
a� DECIDUOUS TREE (DEC)
SWK SIDEWALK
SIGN
LEGEND:
® REMOVE ASPHALT
REMOVE CONCRETE
----- SAW CUT CURB SIDEWALK
OR ASPHALT (SIDEWALKS
AND CURB TO BE CUT AT
NEAREST JOINT)
SCALE 1"=20'
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Lic. No. 040_057151
06/03/2021
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IOB NO.
44694.00
SHEET NO.
C2.0
EROSION AND SEDIMENT CONTROL NARRATIVE
MINIMUM STANDARDS:
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
PROJECT DESCRIPTION
THIS PROJECT INCLUDES THE ADDITION OF A MODULAR CLASSROOM TO MONTICELLO HIGH SCHOOL, SITE
IMPROVEMENTS, AND ASSOCIATED UTILITIES & LANDSCAPING. THE LIMITS OF DISTURBANCE IS 0.50 ACRES.
ADJACENT PROPERTY
THESE IMPROVEMENTS ARE BEING MADE WITHIN THE PROPERTY BOUNDARY. THE PROPERTY IS BOUNDED BY MILL CREEK
DRIVE TO THE SOUTH. PIEDMONT VIRGINIA COMMUNITY COLLEGE TO THE NORTH. RESIDENTIAL APARTMENTS TO THE
EAST AND COMMERCIAL AND RESIDENTIAL PROPERTIES TO THE WEST.
EXISTING SITE CONDITIONS
THE SITE IS CURRENTLY A FLAT FIELD AREA.
OFF -SITE AREAS
NO OFF -SITE AREAS WILL BE DISTURBED AS A PART OF THIS PROJECT.
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.
EROSION AND SEDIMENT CONTROL MAINTENANCE
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 SEDIEMENT BARRIERS SHALL BE INSTALLED DOWNSLOPE OF AREAS WITH
MINIMAL GRADES TO FILTER SETTLEMENT LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PRPOSE IS TO
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. TEMPORARY SEDIMENT BASIN - 3.14 A TEMPORARY DAM WITH A CONTROLLED STORMWATER RELEASE STRUCTURE IS
TO BE USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS LONG ENOUGH FOR THE MAJORITY OF
THE SEDIMENT TO SETTLE OUT.
6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS PLACED AT THE OUTLETS OF PIPES OR CHANNEL SECTION
TO PREVENT SCOUR AND PROTECT THE OUTLETS STRUCTURE.
7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR
MOVEMENT
8. TREE PROTECTION - 3.38 PROTECTION OF DESIRABLE TRESS FROM MECHANICAL AND OTHER INJUSRY DURING LAND
DISTURBING AND CONSTRUCTION ACTIVITY.
VEGETATIVE PRACTICES:
9. 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.
10. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY
PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY.
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
1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER,
AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COMMUNITY DEVELOPMENT OFFICE. CLEARING LIMITS
MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE.
2. INSTALL CONSTRUCTION ENTRANCE, TREE PROTECTION AND SAFETY FENCE. E&S MEASURES FOR MOBILE
CLASSROOMS REMOVAL AREAS DENOTED ON PLANS SHALL NOT BE INSTALLED UNTIL SCHOOL IS OUT OF SESSION
FOR THE SUMMER OF 2021. NO WORK SHALL BEGIN IN THOSE AREAS UNTIL ALL ESC MEASURES IN THOSE AREAS
ARE INSTALLED.
3. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CON BEGIN.
4. ROUGH GRADE PROJECT AREA.
5. SEED ALL DENUDED AREAS PER VESCH STANDARDS.
PHASE II
1. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER
FINAL GRADE IS ACHIEVED.
2. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED.
SILT FENCE MUST BE MAINTAINED THROUGH GRADING AND CONSTRUCTION.
3. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES
CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR.
AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH
THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS:
MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS
AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE
APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN
DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE
TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR
PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY
PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS
AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE
PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A
GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
MS-4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO
TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE
MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND
DIVERSIONS IMMEDIATELY AFTER INSTALLATION.
MS-6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL
DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN.
A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF
DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES.
B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER
THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE
CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL
SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR
STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND
TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS
UTILIZED.
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 THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK, CHAPTER 8 PAGES 20-24.
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.
" uN.ITR-INM.SH0WAITL•R v
Lic, No. 0407-057151
ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND 06/03/2021
EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN.
ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING,
OR LAND DISTURBANCE.
ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES.
ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS
(INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION
CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY
FOR REVIEW AND ACCEPTANCE.
ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS
DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE)
ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT.
ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE.
ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE
ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES
IMMEDIATELY.
SOILS INFORMATION:
71B - RABUN CLAY LOAM, 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED,
HYDROLOGIC SOIL GROUP: B
71C - RABUN CLAY LOAM, 7 TO 15 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED,
HYDROLOGIC SOIL GROUP: B
79B - MEADOWVILLE SILT LOAM, 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL
DRAINED, HYDROLOGIC SOIL GROUP: B
72C3 -RABUN CLAY 7 TO 15 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED,
HYDROLOGIC SO IL GROUP: P: B
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1. SET THE STAKES.
fry
FLOW
3. STAPLE FILTER MATERIAL TO STAKES AND
EXTEND IT INTO THE TRENCH.
SILT FENCE
No Scale
2 X 4" WOOD
FRAME
1.5'
MAX.
2. EXCAVATE A 4"X 4" TRENCH UPSLOPE
ALONG THE LINE OF STAKES.
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEM
POINTS A SHOULD BE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
10 WIRE SUPPORT)
SILT FENCE DROP INLET PROTECTION
3'
MIN.
PERSPECTIVE VIEWS
pN
DROP INLET
WITH GRATE
FRAME
DETAIL A
ELEVATION OF STAKE AND FABRIC ORIENTATION
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE
INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN
5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT
EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY
TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET
OR HIGHWAY MEDIANS.
I P 3.07-1
No Scale
EO
s 12"
GRAVEL FILTER
RUNOFF WATER WIRE MESH
FILTERED WATER
.4 .: •.
IT
SEDIMENT I I d : e, ••.�•��
CONCRETE' •'
GUTTER \� CURB INLET
12"
' GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.
SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO
CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND
aUNPROTECTED AREAS.
3.07- 6
STORMWATER INLET PROTECTION
No Scale
TYPICAL ORIENTATION OF VESCH TREATMENT 1 SOIL (STABILIZATION
BLANKET)
SOIL STABILIZATION BLANKET (TREATMENT-1
No Scale
POLYETHYLENE
FABRIC (ATTACH
TO POSTS WITH
METAL TIE WIRES
tom:•:•.•.•.•::•.....•..•:::::::8::�:•_.•:•:•1
•.•.•.•.•.•.•.•:•.•.•.•
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PERSPECTIVE VIEW
METAL (T) OR
(U) POSTS
w
FABRIC
SAF PERSPECTIVE VIEW PERSPECTIVE VIEW
PLASTIC FENCE METAL FENCE
SAFETY FENCE
No Scale
PIPE OUTLET CONDITIONS
r•2
SECTIOI•
A A
L:LUIH
IPE OUTLET TO FLAT
REA WITH NO
EFINED CHANNEL
-�i.���il�iij t:�y���l�i •
3do(MIN.)
IPE OUTLET TO
JELL DEFINED
HANNEL
TABLE 3.31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
"QUICK REFERENCE FOR ALL REGIONS"
PLANTING DATES SPECIES RATE (LBS./ACRE)
SEPT. 1 - FEB. 15 50/50 MIX OF
ANNUAL RYEGRASS
(LOLIUM MULTI-FLORUM)
& 50-100
CEREAL (WINTER) RYE
(SECALE CEREALE)
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
(LOLIUM MULTI-FLORUM)
TS MAY 1 - AUG. 31 GERMAN MILLET 50
(SETARIA ITALICA)
TEMPORARY SEEDING PLANT MATERIALS
No Scale
TABLE 3.32-D
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
3.1-1 TOTAL LBS. PER ACRE
MINIMUM CARE LAWN
COMMERCIAL OR RESIDENTIAL 175-200 LBS.
KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100%
IMPROVED PERENNIAL RYEGRASS 0-5%
KENTUCKY BLUEGRASS 0-5%
NOTES:
1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR
CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING
PLATES 3.18-3 AND 3.18-4.
�P 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6
INCHES. 3.18-1
OUTLET PROTECTION
No Scale
GENERAL SLOPE (3:1 OR LESS)
KENTUCKY 31 FESCUE 128 LBS.
RED TOP GRASS 2 LBS.
SEASONAL NURSE CROP ` 20 LBS.
150 LBS.
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1)
KENTUCKY 31 FESCUE 108 LBS.
RED TOP GRASS 2 LBS.
SEASONAL NURSE CROP ` 20 LBS.
CROWNVETCH " 20 LBS.
150 LBS.
` USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES
AS STATED BELOW:
FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE
MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET
AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE
NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE
" SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF
FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL
OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU
OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE
PS ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER
SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES.
PERMANENT SEEDING MIX FOR PIEDMONT AREA
No Scale
uu ul u u
1:1 p p p
D D pop
STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
Tp FENCE AS A TREE PROTECTION FENCE.
NO SCALE 3.38
TREE PROTECTION
No Scale
S
" uN.ITK.1NJ1.SH0W..kIT1R v
Lic. No. 0407057151
` �l 06/03/2021%
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SHEET NO.
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SOIL TYPE:
71C
1 I I I \ I III EROSION CONTROL LEGEND
11
I 1 I I I l l x LIMITS OF CLEARING AND GRADING
I
SOIL AREA DIVIDE
I I I I I I I SAF —SAF— SAFETY FENCE 3.01
I I I I I I
I I I I I I I I I I PCE PAVED CONSTRUCTION ENTRANCE 3.02
I I I I I I
INLET PROTECTION 3.07
- I 1 gti`L I I I I I I
I I \ I I I I I _ TS TEMPORARY SEEDING 3.31
I SOIL TYPE:, I I i l I PS PERMANENT SEEDING 3.32
I
1 I I 71 B I I— I I I I I I MU MULCHING 3.35
I I I
STEEP SLOPES MANAGED
\ \ \ (TYp) , 1 I 1 TP Tp TREE PROTECTION FENCE 3.38
DUST CONTROL 3.39
1
I
\I I I I I I I\1 BM AREAS STEEPER THAN 3:1 TO BE 3.36
J LIMITS OF DISTURBANCE = 0.50 ACRES 1 \ 1 1 STABILIZED WITH STABILIZATION
1 \ BLANKET
N �
"VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER
(PART OF) TMP 91-2 I \ 1 I \ \
J I I THE COUNTY SCHOOL BOARD OF
I I ALBEMARLE COUNTY, VIRGINIA I 1 I \
/ I I DB. 1740, PG- 559 \\ I I I I I I I I
1
1 I I ZONED: R15 \ GRASS/
I \' FIELDAREA
1
SO INLET W/ GRATE
TOP=51588'
INV. IN=513.64' 15" HOPE (N)
INV. IN=513.58' 15" HOPE (E)
INV. OUT=513.55' 15" HOPE
APPROXIMATE LOCATION
OF EXISTING PAVED
PATH
SO CURB INLET W/MHO
TOP=51795'
INV. IN=513.53' 15" HOPE
SD /NLET W/ GRATE
TOP=513.61'
INV. IN=510.40' 15" HOPE
INV. OUT=510.27' 15" HOPE
OUTLET
INV. (OUT)=492.80' 18" RCP
---
------ 18„RCP
o /
MHD -
TOP=511.29'
INV. 1N=506.80' 15" HOPE (E)
INV. IN=503.77' 15" HOPE (NE)
INV. IN= 500. 14' 18"RCP (SE)
INV OUT=499.91' 18"RCP
-
� I /
APPROXIMA TE L0CA TION
OF EXISTING PAVED /
PATH 162 '522- - -
-523- - - - i - - - -
// I\ WOOD SINGLE
Z
\ 6"x 6"POST W/ SINGLE RAIL
/CURB / /� � `\ \\ 1 I DC �� 1\ 1 11 � 11 I 11 II I 1 ` _
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CURB A \\ \ \ / 1 \I I 1 1 , 1 1 II (DEAD} �\
\\ \\ RWP �\ \ \ \\ / �1 1 1 II I 1 I I SD/NLETW/GRATE 1
INV. 1N=515.26' 15" RCP \\
SD CURB INLET W/MHO \ \ \ \ \ \ I I 1 1 1 1 INV. OUT�14.98' 15.1?
TOP=S>8.95' (12 STANDARD SPACES TOTAL, 9 CAPTURED IN.SURVEY) (2 HC S*CES) !y \ \ h I I P I \ 1 1 l I\ \ \ �\
INV, our=sl4.&7\HOPE \ \ `. io+s�b I \ \\ I N
IN
SO CURBINLET W/MHO ASPHALT \\ \ TS'
TOP=520J0' \ \ \ \ / 1 \ - - - - _� - -24=Z
INV OUT=51599',15'NOPE ` - - - - _ /
(7 SPACEA)` \ \ DC \ fi RCp - - - - - - - - - -fi' — /
LIGHT ON 2'Ln - \ � \ � `\ \ GP - UGP IP ' � ��%''� 52
I I CONC. BASE `� `% \ / \ / — —UGP
III TOP=522.8' �� rip\ \ I P / 1/ ' / 8•G \ ` l I
\ \\ U 1 \ I / ::;:%.;;::.'.:.••::• III 1 ELECTRIC
I I 15 \\ ) \ \ \\ \ \ /i PCE . T T
/ III \ 1 VAULT
/ \\ I I \ \a
—UGP — UGP — /. - - _ \ 1 \ /// : • : I •N=51' ' 1\�\ I LIGHT ON 2f.0 O .0TP \ 1 \
CURB CONC BASQ _ // `\ 6 E 1 \
EP \ TOP=524.1' \ / —W ' (16 SPACES)
_ W ` 1
\ — — —yy Np W 1--W ELECTRIC
W — _ \ p VAULT
l/ W — — — — \ \ ASPHALT
ASPHALT
WA TERLINE PER G/S / \ / - _B WfiMARK 4(%_ \` 6Y DE
1 I
ll MAPPING FROM ACSA (10 STANDARD SPACES SHOWN + 1 NC AT WEST,. NOT SHOWN) \ // I _ E � BRIDGE SPIKE SET C 1
l L ) (REC'D 04-09-21) \ \
ELEV=52553' y2fj(9 SPACES)
8" PINE
ONT ROVIDO
II I I \ \Q)CI I \
WAVE AS m
OE 12- INS \ ATE SOU CEO I
I II
EP \CONC. STAIR ONS RUCTONE TRAD ��// 3 TREADS,
` - //'Q4RISERS W/RAIL
—5& CHEEK WALL i
- 2�IP I
I I_
i
_ _ - z - - - - - -CONE UAW- _ - - _ - - _ - - - / n \\ \ \ ( WA TERLINE PER GIB ,,
_ 8 TREADS, - - - - \ , 1 1 Ci CONC STEPS MAPPING FROM ACSA 1
- -9 RISERS *Y RAC _ ' - - - - - \ I N 2 4 TREADS, (REC'D 04-0921) W I76- SO CURB INLET W/MHO
&CHEEK WAL - - —515 / \ \ 1 i 5 RISERS W/RAIL CONC WALL CEDA/T\\ \ QU\ \ TOP=52562'
L / '4L INV IN=521.06'8"PVC (SW) I
Er -514- - - - x�'y \\\ \ I / (W=0.67) EP I 7� JI \ INV OUT=521.02'15"RCP
Li^ '\----------------------o---------`'y- --------_ __ \\ 1 \ I \� 7 ' - - _527-� - _ - i r - i „fVs. - - - v CURB .� ,� /
------ ------ - _ --- l!!I 0
/ 18" RCP - _ - - - 11 J ` \\ \ \ 1 / / / - - - - - -528- _ - - - - - 1A1V177L,[T=52fi.28' -5?7_ - �' \ \ II8" CEDsiRI
CLEAN -OUT CANOPY CONC. S6(RAMP W/RAIL) I I // I
CONC SWK (RAMP W/ RAIL) 11 / 1 �(/
11 \ FFE=529.01'
IIIMULTI-LEVEL 9-0
I \ \ I \ BR/CKSCHOOL FACILITY I ASPHALT i �\
FFE=514.83' SDINLETW/GRATE II BLDG. LINE MONT/CELLO H. S. I 8I'CEQAR
ABOVE
TOP=513.12' 11 (1400 INDEPENDENCE WAY)
FFE=514.83' INV. IN=508.25'15"RCP(NE) II I I /
INV /N=508. 15' 15" RCP (SW)
MULTI -LEVEL INV OUT=W8.1'+18•RCP U11�
BRICKSCHIPL FACILITY 11 BLDG. BELOW, 3
MONTIC LO HS N 11 AT ENTR.
(1400 /NOEPE ENCE WAY) 11 (2) CONC STAIR(S)
\I EA. STAIR= \
11 11 TREADS, \
11 12 RISERS W/ RAIL
3 i i & CHEEK WALL \
\1
I 11 \
SDINLETW/GRATE 11
TOP=5I\ \
INV OUT=509.43' 15" "RCP RCP I I
11 \
1
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SOIL TYPE
72C3
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ISCALE 1 "=20'
_ 0 20' 40'
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" uNITRANM.SHOWALTL'R v
I.Ic. No. 0407-057151
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0511012021
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TOP=51588'
INV 1N=513.64' 15" HDPE (N)
INV. IN=513 58' 15"HDPE (E)
INV. OUT=51355' 15" HOPE
APPROXIMATE LOCATION
OF EXISTING PAVED
PATH
SD CURB INLET W/ MHD
TOP=51796'
INV. IN=�51353' 15"HDPE
SD INLET W/GRATE
TOP=51361'
INV. 1N=510.40' 15" HDPE
INV. OUT=510.27' 15" HOPE
OUTLET
INV (00T)=492.80' 18" RCP
— -- ----- �8"RCP ------
A
MHD
TOP=511.29'
INV. IN=506.80' 15" HOPE (E)
INV. IN=503.77' 15"HDPE (NE)
INV. IN= 500.14' 18'RCP (SE)
INV. OUT=499.91' 18'RCP
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TOP=517 69' I
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SO CURB INLET W7MHD 0i
(12 STANDA/7D SPACES TOTAL, 9 CAPTURED /ALSURVEYJ ( 2 HC SACES) '\`p. I P 1 1 1 5 \ �\
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PS \ I I \ \ \ f _4= / 1 \ \ \ \ \
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INOUT=51599' 15'HOPE — >-� — \
\ (75PACE�)\ ` \\ \ c`w; :',';;:;,;: _ MU PC - MU — — — — —_iL�\\ \\ �1�INE
LIGHTON2'0 \ i \ \ \ UGP U.... IP 524— \\ 1IGP
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III TOP=522 8' %r \ \ I P ,� + / \ I 1 1
��%� \ \ \ I I // ::;:•:::;: III ELECTRIC
Y �5° \\ \ \ \\ /i ,'•PCE.: 4!?e' TW/ WHO �/ I i 1\ \ VAULT
II -�
- f - — —UGP — \ \ —UGP \ \ / ::l' '.IN;ST ' 15" CP i \\\ I \ \ m
1 L/GHTONAD I .07'1 "RCP \ \ 1 \
CURB CONC. BASG // I i \\ 6 E I \ I
EP 1 TOP=524.1' \ ' (16 SPACES)
\ ELECTRIC
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/ WATERLINEPERGIS / _BJV.EFIMARK \ 6h DEG I
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(REC'D 04-09-21) LL,
\\ ELEV=52553' PAVED WASH RACXWI "4CES) "PINE ^\ ,d I I C I
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' - _ _ - - - - -CQNQ STAR- _ _ _ _ _ /\ \\ \ \ t WATERL/NE PER GIS\\ \ I
6 TREADS, _ - - - \ \ \ CONC STEPS MAPPING FROM ACSA \\ \ \ X
� RISERS WJ MIT- - ' _ - - _ - - - - - 1 N 2 4 TREADS. (REC'D 04-09-21) I 'CE A SD CURB INLET W/MHD
XO & CHEEK WALL i L —515� y.//\ \ \ 5 RISERS W/ RAIL CONC WALL I CEDAR\\ \ C0 \ NV IN-5 1.
-514- �./\ \ I I (W=067J INV, OUT- 21.02- 15-RCWI
��.` EP , \ J INV. OUT=521.02'15"RCP
-o---------- - -rt ------ \ 1 \ 1 - -527- — - - - \ r - 0 CURB I
-___--t_ _ _ ________ 1 ti r / "fV6 J�T-O I --------------------------18"RCP _ _ _ _ \ \ I I / - - - - - -528- _ - - - - -INV OUI=526.28' - �52T- - x I
1 I &" CEDAIRI
\1 / CLEAN -OUT CANOPY 1 / X
/ 1 1 CONC. S�iVK (RAMP W/RAIL) 1 S � I �
CONC SWK (RAMP W/RAIL) I I / I I I �ry0
FFE=529.01' C)
ASPHALT
BLOC LINE BRICK SCHOOL FACILITY I If �\
FFE=514.83' SD INLET W/GRATE 11 MONTICELLO H. S. I bJ'CEL)AR
TOP=513.12' 11 ABOVE (1400 INDEPENDENCE WAY)
FFE=514.83' INV, IN=508.2F 15" RCP (NE)
INV. IN=508. 15' 15" RCP (SW) d I I I I I
MULTI -LEVEL
INV. OUT=508. V± 18"RCP UII
3.
BR/CKSCHOOL FACILITY
Ix II
N 11
BLDG. BELOW,
11 AT ENTR.
MONTICELLO H.S.
It
\
(1400INDEPENDENCE WAY)
\1
(2)CONC STA/R(S)
11
EA. STAIR =
\
11
11 TREADS,
1 \
12 RISERS W/ RAIL
\
3
`II
& CHEEK WALL
\
11
11
\
SD INLET YY/CRATE 1 \
TOP=513.38' 11
�
INV. OUT=509.43' 15" RCP \ I
\
11
i
EROSION CONTROL LEGEND
*
LIMITS OF CLEARING AND GRADING
SOIL AREA DIVIDE
SAF
—SAF—
SAFETY FENCE
3.01
PCE
PAVED CONSTRUCTION ENTRANCE
3.02
IP
®
INLET PROTECTION
3.07
TS
TEMPORARY SEEDING
3.31
PS
PERMANENT SEEDING
3.32
MU
MULCHING
3.35
Tp
TP
TREE PROTECTION FENCE
3.38
DC
DUST CONTROL
3.39
BM
AREAS STEEPER THAN 3:1 TO BE
3.36
STABILIZED WITH STABILIZATION
BLANKET
* "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER
SCALE 1"=20'
0 20' 40'
" uNlTRANASH0ULTL'R v
I.Ic. No. 0407-057151
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0511012021
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SD INLET W/GRATE
TOP=515.88'
INV. 1N=513 64' 15" HDPE (N)
INV. 1N=513.58' 15" HDPE (E)
INV. OUT=513.55' 15"HOPE
APPROXIMATELOCATION
OF EXISTING PAVED
PATH
SD CURB INLET W/MHO
TOP=51796'
INV. 1N=513.53' 15'HOPE
SD INLET W/GRATE
TOP=513.61'
INV. IN=510.40' 15" HDPE
INV. OUT=510.27' 15" HDPE
OUTLET
INV. (OUT)=49280' 18"RCP
-----------------
18"RCP
MHD
TOP=511.29'
INV. IN=506.80' 15" HDPE (E)
INV. 1N=503.77' 15"HDPE(NE)
INV. IN= 500.14' 18"RCP (SE)
INV OUT=499.91' 18"RCP
0
OWN
APPROXIMATELOCATION
OF EXISTING PAVED
SD CURB INLET W/ MHO
TOP=518.95'
INV. OUT=514.87' 15"HOPE
SD CURB INLET W/MHD
TOP=520. 10'
INV. OUT=515.99' 15" HDPE
LIGHT ON 2' 0
I CONC. BASE
I I TOP 522.8' '
III
(� —UGP — — -
W///7�
/ WATERLINEPER GIS J
MAPPING FROMACSA
(RECD 04-09-21)
WOOD BARRIER
6"x 6" POST W/ SINGLE RAIL
(12 STANDARD SPACES TOTAL, 9 CAPTURED /N SURVEY)
ASPHALT
(7 SPACES)
30' LONG RAMP WITH
HANDRAILS (DESIGN BY
OTHERS)
7.83' X 6' LEVEL
LANDING
(PART OF) TMP 91-2
THE COUNTY SCHOOL BOARD OF
ALBEMARLE COUNTY, VIRGIN/A
DB. 1740, PG. 559
ZONED: R15
SEWER
COORDINATE FINAL SEWER AND
PUMP PER
WATER LINE ROUTING, SIZE,
PLUMBING
MINIMUM COVER, AND CONNECTION
PLANS
LOCATION TO EXISTING FACILITIES
WITH PLUMBING PLANS AND
PLUMBER BEFORE BEGINNING
CLEANOUT
CONSTRUCTION
1
CURB
RAMP
(2 HC SPACES)
PROPOSED
CG-2 TO
XISTI NG�T
N JOINT
—UGP — —
LIGHT ON2'O
CURB CONC BASE
� ��` EP TOP=524. Y
— — — —W — — MTACLwWATEIiAND SEWER W
ASPHALT LINES TO CROSS UNDER
ACSA WATER MAIN WITH 1.5'
OF VERTICAL SEPARATION /
(10 STANDARD SPACES SHOWN + 1 HC AT WEST, NOT SHOWN) ,
CONC. STAIR
8 TREADS,
l / / 9 RISERS W/ RAIL
& CHEEK WALL
l is
/ 18" RCP
FFE=514.83'
i MULTI -LEVEL
BRICK SCHOOL FACILITY
MONTICELLO H.S.
(1400 INDEPENDENCE WAY)
3
WI H N TES ON THE
PL
CONC. SWK (RAMP W/ RAIL)
SD INLET W/ GRATE
TOP=513.12'
INV. IN=508.25' 15"RCP (NE)
INV. IN=508.15' 15" RCP (SW)
INV. OUT=506. V± 18"RCP
SD INLET W/GRATE
TOP=513.38'
INV. OUT=509.43' 15"RCP
J 1
11
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11
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�111
Tx 8" ELECTRICAL
TRANSFORMER PAD
(DESIGNED BY OTHERS)
STEEP SLOPESA4ANAGED—
9'
MODULAR +
CLASSROOM 1
FIFE = 523.40
1
7'
EP
CURB VLETW/ VHD TIE ROP SED G-6
'-523.2
.1N=51.22'15" CP TOE ISTIN AT
OUT= 14.07' 1 'RCP NEA EST J INT ( P.)
� \ — — — — yV — (16 SPACES)
—C RESTOR
uau[r ASPHALT PAV ENT
RESTORATION
ASPHALT
DETAIL 17,
BENCHMARK
E BRIDGE SPIKE SET \ (g SPACES)
C&G ELEV=525.53'
—CONC. IR
3 TREADS, \
4 RISERS W/ IL
& CHEEK WALL
SAWCUT, REMOVE AND REPLACE
ASPHALT AS REQUIRED FOR WATERLINEPERGIS
169 LF 2" HDPE IPS WATER-0jQNNf -§ION PER MAPPING FROMACSA
DR11 200 PSI PAVEMgNiETRENCHING DETAIL (REC'D 04-09-21)
WATER SERVICE 5RISERS W/RAIL CONC. WALL
(W=0.67)
EP
CURB
4"PVC
INV. OUT=526.28'
CLEAN -OUT CANOPY
—� CONC. SWK (RAMP W/ RAIL)
MULTI -LEVEL
BRICK SCHOOL FACILITY
BLDG. LINE MONTICELLO H.S.
ABOVE (1400 INDEPENDENCE WAY)
BLDG. BELOW,
AT ENTR.
(2) CONC. STAIR(S)
EA. STAIR =
11 TREADS,
12 RISERS W/RAIL
& CHEEK WALL
i
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12" PINE
(DEAD)
\
SD INLET W/GRATE
X
TOP=51769'
INV. 1N=51526' 15" RCP
INV. OUT=514.98' 15"RCP \
\X
1
24"PINE-E
— — — —UGP
�1
LEGEND:
HEAVY DUTY ASPHALT
CONCRETE SIDEWALK
LIGHT DUTY ASPHALT
NOTES
1. WATER SERVICE LINE TO BE 2" HDPE IPS DR11 (200 PSI) SHALL
BE MANUFACTURED FROM A PE 3408 RESIN LISTED WITH THE
PLASTIC PIPE INSTITUTE (PPI) AS TR-4. THE RESIN MATERIAL
WILL MEET THE SPECIFICATIONS OF ASTM D3350-02 WITH A CELL
CLASSIFICATION OF PE 345464C. PIPE SHALL HAVE A
MANUFACTURING STANDARD OF ASTM D2737 (COPPER TUBING
SIZE), ASTM D2239 (IRON PIPE SIZE, CONTROLLED INSIDE
DIAMETER) AND ASTM D3035 (IRON PIPE SIZE, CONTROLLED
OUTSIDE DIAMETER). THE PIPE SHALL CONTAIN NO RECYCLED
COMPOUNDS EXCEPT THAT GENERATED IN THE
MANUFACTURER'S OWN PLANT FROM RESIN OF THE SAME
SPECIFICATION FROM THE SAME RAW MATERIALS. ALL PIPES
SHALL BE SUITABLE FOR USE AS PRESSURE CONDUTIS, AND
PER AWWA C901, HAVE NOMINAL BURST VALUES OF THREE
TIMES THE WORKING PRESSURE RATING (WPR) OF THE PIPE.
PIPE SHALL ALSO HAVE THE FOLLOWING AGENCY LISTINGS OF
NSF 14 AND NSF 61.
CG 12
1 I vauLr
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\� LUSH URB O
\�\ IE PR POS
6" DEC i
tDEW LK T
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6"DEC
'PINE
\\\
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12" PINE X
F WIDE
\ �, I I
STRIPED
\\
PEDESTRIAN
\ \
I
CROSSWALK
\\\
16" \\�
CEDAR
IAl
SD CURB INLET W/MHO
j TOP=52562'
INV IN=521.06'8"PVC (SW)
V. I INOUT=521.02' 15" RCP
n
8" CEDAJ
S n
m
IASPHALT
8" CEDAR \
SCALE V=20'
0 20' 40'
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DATE
0511012021
DRAWN BY
YT
DESIGNED BY
AM
CHECKED BY
is
SCALE
1"=20'
JOB NO.
694.005
SHEET NO.
C4.0
A
SD INLET W/GRATE
TOP=51588'
INV. IN=5I3.64' 15"HDPE (N)
INV. /N=�513.58' 15" HDPE (E)
INV. OUT=513.55' 15"HDPE
APPROXIMATELOCATION
OF EXISTING PAVED
PATH
1
I
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1
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520.94' STEEP SLOPES MANAGED
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520.82'
®
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520.39'
.35(TYP)
19,
\
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ALL DOWNSPOUTS ON THIS SIDE OF THE OFI
520.78'
520.55 '
ECK 520.35'
I
I , II 111 I
THE BUILDING SHALL BE PIPED UNDERI
623.40'
TRAILERS ABOVE GRADE BY PLUMBER TO
620.70"
\
I
1 1
I
'
OUTLET TO DITCH ON THE OTHER SIDE OF THE'
1
h
I
BUILDING (TYP.
DOWNSPOWT (TYP.)
11
\
1
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I
'\
(PART OF) TMP 91-2 \\
-----'-\ --------
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I
THE COUNTY SCHOOL BOARD OF
I
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ALBEMARLE COUNTY, VIRGINIA \
I I
I \ \
,
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DB. 1740, PG. 559 \\
ZONED: R15
- ,
MOD LAR
I I I I
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III
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1
\
'A
CLASSROOM
I I
/
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REA FFE = 5a q.40
-T
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\
CONSTRUCT RAMP AT GRADE
/
I I I I
I I
I
I I
I
WITH A 1.5% CROSS SLOPE TO
I I I
I I
I
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ENSURE POSITIVE DRAINAGE
I I I
I
'S22 ACROSS IT AND OFF THE
\
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1 1 1
SOUTHEAST SIDE INTO THE DITC
\
\
\
ILOI
I
I I I I
I I I I
I I I I
UTLET ALL DOWNSPOUT PIPES
TO 2'X1' CONCRETE SPLASH
BLOCKS (TYP.)
N
/
/
�
1�
LO
,
II II
I
APPROXIMATE LOCATION /
� �
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OF EXISTING PAVED 1 /
\
520.92
/
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11
6'x6"POST W/SINGLE RAIL /
/- 1 `'";
1
I
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1( 1 11
m
URB - _ _ _ _ _ _ _ _ I 1 1 1 1 I 1 I =1 CONSTRUCT WEIR TxT SQUARE WALL AROUND TOP OF
\ EP \ I I 1 1 1 1 I 1 I \ 12"PINE1 EXISTING DROP INLET STRUCTURE. PROVIDE A3"TALL BY
\ CURB a 521.64" 1 1 I I I l 1 1 I 1 (DEAD) 4.5" WIDE ORIFICE OPENING AT ELEVATION OF TOP INLET
\ \ I 1 I STRUCTURE 517.70. CONSTRUCT TOP WEIR WALL ELEVATION
\ R%MP \ ( I 1 1 I I I , 1 I \ x TO 518.50. PROVIDE MORTARED BOTTOM OR MASTIC SEAL
\ \ \ 1 ECK 1 I I I I I SD GRATE \ AROUND BASE TO ENSURE LOW FLOW PASSES ONLY
\ OOp I 523.40' 1 P-517.69'
\ 1 \ 520.00' I i519.50' I I I I I I INV. IN51526'15'RCPI THROUGH ORIFICE OPENING. LOCATE ORIFICE OPENING AT
\ \ \ 521.56' \ 519.12" O I 1 1 1 , 1 INV. OUT=514.96' 15"RC1P CONFLUENCE WITH SCALE DRAINAGE TO THE NORTH OF
SO CURB INLET W/MHD (12 STANDARD SPACES TOTAL 9 CAPTURED IMSURVEY) A 1 1 \ R'�\ THE INLET.
TOP=518.95 (2 HC SPACES) \ k
INV OUT=514.8715"HOPE
520
SD CURB INLET W/MHD \ \ _ L , / I I \
ASPH>QLT S 52P7T - �'�-�'' - \� _ \ \ \ \ \ 1
TOP=520. f 0' � \ \ \ / ' ?2 � \ � \
\ \ \ \ - - - - - S 23-97� - - -521� ) \ \ \
INV. OUT=5>599'15"HOPE \ _ - �23 -\1 _ \
7 SPACES \ - - - - � 1'C
( ) \
LIGHT ON 2'0 UGP - 1 24-� 524 \\\ \ _�-Jl P
I I CONC BASE
QI
I I TOP-522.8' \
^\ \ \ \ I\ 1\ / / EP EWf 524.61 I I l I ELECTRIC
II
S CURB / LET / HD EX C 523.8 / / \\ I I \ \ VAULT
\ // T P=523' .2 \\ \
/ -UGP - \ UGP C&G �U _ _ \ \ \ / V. 1N=51 .22' 15' 524.21' \\\ I \ \ y1
LIGHTON2(O INV OUT= 14.07'1 "RCP \\ 16"\
CURB CONC. BASF E
EP -W (16 SPACES) // \ I \ 1
\ TOP=524. I' EX. 524.30"
-W \\ \ II
\ 1 - �
N _�_,,y _ W �524� EX. 524.38' \\ I I I
C1 \ - - - -W \ ELECTRIC \\ I I I I
IN - - - - - W \ O 2 VAULT \ 151 \ l
\ ASPHALT
ASPHALT
WATERLINE PER GlS i / _ _BENE%IMARK \\ `L� I I
l / MAPPING FROM ACSA (10 STANDARD SPACES SHOWN + 1\1C AT WEST, NOT SHOWN) E BRIDGE SPIKE SET
\ // / _ \\ 6 I I I I
/l (RECD 04-09-21) \ 52553'
\ \ (9 SPACES) "PINE \\\l I I
\ ELEV=
SD CURB INLET W/ MHD \ 1
TOP=517.96' / / J0 \ \ EP \ � �Qci ` 30TREADS, STAIR IN�I\ 12"eINE\\\ I xl
V 1N=513.53' 15"HDPE l / _ r - C I / '\h I 4 RISERS W/RAIL \ \, I
\
520 \ / j / I I & CHEEK WALL - _ - _ �52r5-
SO INLET W/GRATE /l i/" / - - - - - - - - - - \ A\ I I I Y
TOP=593.61' // �/ �5 - - - _ - - - --CQN�SSA/R- - - - - _ - - - WA TERLINE PER G/S
INV. 1N=510.40'15"HDPE // _ _ 8TREADS _ - - - - - - \ \ \ 1 V CONG STEPS MAPPING FROM ACSA '&-ry6'
I
INV. OUT=510.2T 15" HOPE / / / // - - - _ - ZJ RISERS W/ Po1 /t - ' - - - - - - - - - - I N 2 4 TREADS, {RECD 04-09-21 J 1 SD CURB INLET W/MHD
_ _ _ _ - &CHEEK WRL� - - -515- }/n \ \ �•� 5RISERS W/RAIL CONC. WALL I CEOAfh\\ \ \ TOP-52562'
OUTLET l / „ _ -514- - \, /\ \ 1 I CONI . INV 1N=521.06'8"PVC (SW)
INV. (OUT)=492.80' 18"RCP ///1�j _ y'Y ) EP I / \ /NV. OUT=521.02' 15"RCP
--------- "-------- `- -=z- -�---------- - \ \ I - - -5- - - - - - - ` i r - - / °-PVG - - - -a- CURB �
18' RCP 18" RCP _ _ \ 1 / - - - - 528- _ - - av o [Z=s2e.2e' -
EDAJ
MHD \ I I CLEAN-OU7 CANOPY CONC. SkK (RAMP W/ RAIL) I S a I �/ X
TOP=511.29' CONC SWK (RAMP W/ RAIL)
INV. 1N=506.80' 15"HDPE (E) l a I I \ I
INV. 1N=503.7T 15"HDPE (NE) 1 I /
INV. 3.774'18"RCP(NE) / 1 I I I I 1 I MULTI -LEVEL
INV. OUT=499.91' 18"RCP / II \ ASPHALT
I1 ` I I BRICK SCHOOL FACILITY I \
- 1 MONTICELLO H S
BLDG. LINE 8L CEgAR
FFE-514.83 SO INLET W/GRATE I I
ABOVE
TOP=513.12' I1 (1400INDEPENDENCE WAY)
FFE=514.83' INV. IN=508.25'15"RCP(NE) 11 /
INV. IN=508.15' 15" RCP (SW) {L 11 I I I
MULTI -LEVEL
INV. OUT=508. V + 18" RCP U 11 n
BRICK SCHOOL FACIL/TY
r IIQ
11
BLDG. BELOW,
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MONT/CELLO H.S.
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11
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C�
" ux.\TK-\NM.SH0W..kLTL•R v
I.Ic. No. 0407-057151
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SHEET NO.
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,ICELLO;HIGH SCHOOL SIDE PLAN,[AT:
EXISTING OUTFALL CHANNEL INSET
(SCALE = V=40')
s
EXISTING CHANNEL-/
SLOPE = 7.8%
Tc = 5 min.
Q2 = 6.06 cfs
Q 10 = 8.00 cfs
2-YR VELOCITY = 3.87 FPS
10-YR DEPTH = 0.53'
DITCH SECTION A -A
(No Scale)
VCRETE LINED
CHANNEL -
SLOPE = 5.90%
Tc = 5 min.
Q2 = 6.06 cfs
Q10 = 8.00 cfs
2-YR VELOCITY = 15.18 FPS
10-YR DEPTH = 0.41'
DITCH SECTION B-B
(No Scale)
EXISTING OUTFALL CHANNEL ANALYSIS
WATER QUALITY CALCULATION (PHOSPHORUS REDUCTION REQUIRE
SUMMARY FROM RUNOFF REDUCTION SPREAD SHEET (SEE C6.1
STORMWATER CALCULATIONS):
TOTAL ON SITE DISTURBED ACREAGE: 0.50 ACRES
PRE -DEVELOPMENT LAND COVER:
0.00 AC FORESTED/OPEN SPACE
0.49 AC TURF
0.01 AC IMPERVIOUS
POST -DEVELOPMENT LAND COVER:
0.00 AC FORESTED/OPEN SPACE
0.27 AC TURF
0.23 AC IMPERVIOUS
REQUIRED REMOVAL: THE 0.40 LBS/YR REQUIRED REMOVAL WILL BE SATISFIED BY PURCHASING NUTRIENT
CREDITS. TO BE PURCHASED FROM A DEQ APPROVED CREDIT BANK IN ACCORDANCE WITH LIS CODE OF
VIRGINIA 62.1-44.15:35.
WATER QUANTITY CALCULATIONS:
CHANNEL PROTECTION (ENERGY BALANCE):
QDEVELOPED :5( 0'90*(QPRE-DEVELOPED*RVPRE-DEVELOPED)IRVDEVELOPED)+ON SITE OUTSIDE LOD - UNDETAINED LOD
OK 0.37 CFS <- 0.90'(0.32 CFS`0.018 AC-FT)/(0.045 AC -FT) + 0.40 -0.12 = 0.40 CFS
FLOOD PROTECTION
FOR THIS PROJECT, THERE IS CURRENTLY AN EXISTING STORM SYSTEM AT MONTICELLO HIGH
SCHOOL THAT CAPTURES THE EXISTING FLOW FROM THE PROJECT AREA. THIS SYSTEM WILL BE
ADEQUATE FOR THE FLOW FROM THE PROPOSED CONDITION. THE EXISTING STORM SYSTEM OUTLETS
INTO A CONCRETE CHANNEL WHICH LEADS TO A PLUNGE POOL. THE PLUNGE POOL OUTFALLS TO A
DITCH WHICH RUNS DOWN TO AN EXISTING POND. THE TOTAL DRAINAGE AREA TO THE POND IS
AROUND 177 ACRES. THE PROJECTS LIMITS OF DISTURBANCE IS ESTIMATED TO BE 0.85 ACRES.
THEREFORE, THE SITE'S CONTRIBUTING DRAINAGE AREA IS EQUAL TO LESS THAN 1% OF THE TOTAL
DRAINAGE AREA. THIS SATISFIES THE LIMITS OF ANALYSIS REQUIREMENT FOR FLOOD PROTECTION.
CHANNEL PROTECTION REQUIREMENTS ARE SATISFIED PER 9VAC25-870-66. FLOOD PROTECTION IS
SATISFIES PER 9VAC25-870-66 SECTION C PART 3.
\...\LT H ! J�,
0�
" ux.ITH•1N N. SH0ULTL-R
I.Ic, No. 040=057151
06/03/2021
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DRAWN BY
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DESIGNED BY
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CHECKED BY
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SCALE
AS SHOWN
3OB NO.
694.0
SHEET NO.
C6.0
DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0
02o11 BMP standards and specifitations r-' 2013 Draft amp standardsand specifications
Project Name: Monticello HS Modular
Date: V10/2DZ1
Linear Development Project? No
Site Information
Post -Development Project (Treatment Volume and Loads)
Enter Total Disturbed Area (acres) 3 0.50
Pre-ReDevelODmerrt Land Cover facresl
A Soils
BSoas
CSods
DSods
Forestibpenspace laces)- undisturbed
C.J
Ise: L:'axn space
hb nWed Turf l�l - disturbed, graded
0.49
I s ..u-J s r alhe r W rf Lobe
0.43
II rviou s laver la,sesl
(Ai
O 01
a.sG
Rost-Develmment Land Cover lacresl
ASoih
BSo its
iSails
DSoas
Tc lsls
Forat/Open Spaue IaunI undisturbed,
Y�L•'dc' la,t-W pen spew or reforested
hbrraged Turf {aces) - disturbed, graded
0.27
Lr ,a�9s n• alher Wrd la be
brperwous rater lac esl
,.-,
0.23
Areacheckl
oK.
0K.
oK.
DK.
0.50
Constants
A•171ii, Rai rdal I {males]
43
jTarget8aodall Event lrlcr•^sl
LAG
'Totd Phosp4rarus {TP I UK Irry/ L I
026
Tall Nitrngm {TNI£MEInr6+tl
lac
'TargetTP 1I {ffi/aoeATI
0A1
Pi; an Mesa caeerdicn radar)
a90
Runoff Coefficients IRvi
data input cells
co nsta nt values
cakulttion cells
Ch Eck:
BMPDesign SpecifJcationsList.
2013 Draft Stds & Specs
Linear prgiect?
No
Land cover creas entered correctly?
Vp
Total disturbed area entered?
A sods
8 seas
C Sails
D Soas
Faresl/CLpen S_�:;
4A2
0- a3
C04
Cos
Mm�ed Tura
0.15
0.20,C22
0.25
IrnperviousCwer
0.91
1 C95
4195
GAS
Land Cover Summary -Pre
pre -Re Devebptnent
Listed
AdprsLedt
II Sparc raver {acres]
OAG
COD
Weighted Rvlfwasil
aAG
C0D
%Forest
0%
a%
Managed Turf CcIer{aaesl
OA9
C27
Weighted •b{wrfl
0.20
C2D
%Managed Turf
98%
96%
rrpeviols Co erlacesl
OAI
Col
Minpesviausl
095
Cgs
%Impaviws
2%
1 7%
Total Site Area laces)
OSO
7.29
site RV
0.22
0.23
TreatmentVolume and Nutrient Load
Pre- R.e Dave Ippne ntT leatnx nt Y'd onyx
lace-ftl
0.0a9C
O.aR53
Prr Re Deve lepmenlT reatme nt Vd lase
Iaubafeetl
�...
-�-
P re- Re Develop runt TP L_s_
III I
a.25
0.14
PrC Lk_➢cr pmm TP nod Per=r.
{I a'saq.kl
GAS
n>:
Basel ine TP Load I Ib/1rl
JOAl Waaajryr applied is pre rCd3xtapm arm olc Yadmlt
pavnus and propaod for now IMPenaos ca.erl
0.M
Ads usted LwdCawr Sunsmmy:
:ve R[Demkpa. tAondcowrmunus pervous lard msrrtfares [/openspacen
srspsoged turf] acreage prepared Jar new.impess+ians caves.
Adjusted Nr6J ¢reag is cami [err[ with Posf-ReDevebpsrasN acreage (nei ms
acrmg oJrcw.impervipus mtrrl.
Column 1 shows kod reiurtcn requriaxnt for rnv mpe'rviays mtcv (Jrmedon
newdevelgrxn[ Lwdlisruf, C4111r�¢re/ynaj-
L D-229
STORM SE WER DE SIG N C OMPUTATION S
STORM FREQUENCY 10
Lam) Cover Surnmarv-Pas a iFaroJ)
Past ROev.B New Impennuent
Fora 4'Dpc n sp.>_-c•
n 00,
Vlilzghted Rv{foratl
I COG
% Forest
O%
Managed Turf Cctc r
{anal
427
Weighted Lhrltvrfl
C20
%Managed Turd
54%
inIrtiass Cmer
Iacesl
0.23
RAinpeaapusl
Cgs
%Imperv'laus
46%
Firrai Ste Area {acres I
0.50
Final Post Dev site f6'
0.55
Final Post-
Developnmt
Treatme nt Vd u r
lace ftl
Final Post
Deve Japmmt
Treatment 4' d u me
Ieubic ketl
Final Po It
Deve by men[ I F
La ad
I.;;
q.' aseJ e l
Land Casey Srnaaary,Peat
FlooW lDevelol•neat
Forest/Upenspace
Corer acres)
COD
Weighted Rvlferestl
COD
%Forest
0%
Mmaged Turf rover
lat*al
o.z2
Weighted W lturfl
C20
%Mmaged Turf
26%
Re Dev.1inpervious
Laver iarxsl
COI
Rvlirlpeaviousl
Cgs
%lnperdi us
4%
rota ReOev-site Area
l-es)
O�
ranee Ste Rv
0,29
Lard Coto &masonry -Post
Past-Devebpmmt New Irripcttiaus
Ncw lmpcn.%o sCofer
0.v{dnperviousl -
IEst-Re Developrlent
Post-Dwelopanert
0.0227
Tmaw notVdurne
0A111163
Trea•nmr Yol,ane
0.0174
{aoe-ft)
Past -Re Deve lopmerd
�laurft)
Po3t4)a4s1glmert
933
TreatlnentVdume
231
Trea•nmt Volume
759
Ieubkfeetl
Ibstate Development
Icubic feet)
C.E2
Load ITPI
OA4
Post- Deve laptrert TP
OAS
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TP Load Reduction TP Load Reduction
Requ ire! for Required for New
Redeveloped Area 0.01 Intpemiow Area 039
P b/v rl hb/ x I'
TP Load Reduction Required Ilb/yr) I OAO
PROJECT: Monticello Modular Addition
LOCATION: Charlottesville
COUNTY: Charlottesville
NOAA STATION:
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Designed by: A. Mabee
Checked by: J. Showalter
UNITS E3rGLI5H
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ELEV. 518.50
ELEV. 517.70
�I 4.5"
PROFILE OF WALL WITH ORIFICE
WEIR WALL DETAIL
N.T.S.
PLAN VIEW
WATER OUANTITY CALCULATIONS
DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT)
EX LIMITS OF DISTURBANCE
AREA = 0.50 ACRES
0.03 ACRES (IMPERVIOUS)
0.47 ACRES (MANAGED TURF)
0.00 ACRES (WOODS)
Tc=5MIN
CN=63
Q (CFS) V (AC -FT)
1 YEAR 0.32 0.018
2 YEAR 0.60
10 YEAR 1.60
EX DRAINAGE AREA ON PROPERTY OUTSIDE LOD
ADDL ONSITE AREA TO YARD INLET
AREA = 1.07 ACRES
0.00 ACRES (IMPERVIOUS)
1.07 ACRES (MANAGED TURF)
0.00 ACRES (WOODS)
TC=10MIN
CN=61
Q (CFS)
1 YEAR 0.38
2 YEAR 0.83
10 YEAR 2.57
DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT)
PROPOSED LIMITS OF DISTURBANCE
AREA = 0.50 ACRES
0.23 ACRES (IMPERVIOUS)
0.27 ACRES (MANAGED TURF)
0.00 ACRES (WOODS)
TC= 5 MIN
CN=78
Q (CFS) V (AC -FT)
1 YEAR 0.99 0.045
2 YEAR 1.38
10 YEAR 2.68
PROPOSED LIMITS CAPTURED IN SWALE
AREA = 0.45 ACRES
0.20 ACRES (IMPERVIOUS)
0.25 ACRES (MANAGED TURF)
0.00 ACRES (WOODS)
TC = 5 MIN
CN=77
EXISTING INLET TOP Q (CFS)
NEIR WALL SURROUNDING 1 YEAR 0.84
iXISTING INLET 2 YEAR 1.20
10 YEAR 2.35
PROPOSED UNDETAINED LIMITS OF DISTURBANCE
AREA = 0.05 ACRES
0.03 ACRES (IMPERVIOUS)
0.02 ACRES (MANAGED TURF)
0.00 ACRES (WOODS)
TC = 5 MIN
CN=83
Q (CFS)
1 YEAR 0.12
2 YEAR 0.16
10 YEAR 0.30
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Front View
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Project: Swale Storage Roulings.gpw
Monday, 05110 / 2021
Hydrograph Report
Hydraflow Hydrographs Extension for Autodeslc®Civil 3D®2079 byAuOotlask, Irlc. r2020
Hyd. No. 7
Swale Storage Routing
Hydrograph type =Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 5 -Combined Proposed Flow tMtfsrB:ion
Reservoir name =Swale Storage Max. Storage
Storage Indication method used.
4 (cfs) Swale Storage Routing
Hyd. No. 7 -1 Year
2.00
Monday, 05 / 10 / 2021
= 0.367 cfs
= 12.20 hrs
= 0.074 acft
= 518.49 ft
= 0.013 acft
4 (cfs)
2.00
1.00
1.00
o.00 0.00
0 2 4 6 B 10 12 14 16 18 20 22 24 26
- Hyd No. 7 -Hyd No. 5 ®Total storage used = 0.013 acft Time (hrs)
Hydrograph
Report
Hydraflow, Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020
Hyd. No. 5
Combined Proposed Flow to Yard Inlet
Hydrograph type =Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 3, 4 Contrib. drain. area
Monday, 05 / 10 / 2021
= 1.080 cfs
= 11.97 hrs
= 0.074 acft
= 1.520 ac
� (�)
Combined Proposed Flow to Yard Inlet
Hyd. No. 5 - 1 Year
Q (�)
2.00
2.00
1.00
1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- H No. 5 - Hyd No. 3 - Hyd No. 4
Pond Report
Hydraflow Hydrographs Extension for Au[odesleatr Civil
3D®2079 byAulodesk,
Inc. v2020
Monday, 05 / 10 / 2021
Pond No. 1 -Swale Storage
Pond Data
Pond storage is based on user -defined values.
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area
(sgfl)
Incr. Storage (acft)
Total storage (acft)
0.00 517.70
n/a
0.000
0-000
0.30 518.00
n/a
0.001
0.001
1.30 519.00
n/a
0.024
0.025
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrtRsr]
[p] [B]
[C]
[D]
Rise (in) = 3.00
O.OD
0.00
0.00
Crest Len (ft)
= 12.g0 Inactive
0.00
0.00
Span (in) = 4.50
O.rID
0.00
0.00
Crest EL (ft)
= 518.50 0.00
0.00
0.00
No. Barrels = 1
0
0
0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 517.70
O.OD
0.00
0.00
Weir Type
= Broad Broad
-
-
Length (fl) = 0.00
Q00
O.OD
0.00
Multi -Stage
= No No
No
No
Slope (k) = 0.00
O.OD
0.00
Na
N-Value = .013
.013
.013
Na
Orifice Coeff. =0.60
0.90
0s0
Os0
ExfiL(inlhr)
=0.000 (byWetarea)
Multistage = Na
No
No
No
7,N Elev. (ft)
= 0.00
rlo(a(i•reNO,r
o1b®meaeb dn�ii8(Igatla.0(agmid. Wal®etle�d Yarifice contli4onslicl and submegence lsi.
Hydrograph Report
Hydraflow Hydrographs Extension for Aulotlesk0l Civil 3D®2019 byAuOodask, Inc. r2020
Monday, 05 / 10 / 2021
Hyd. No. 7
Swale Storage Routing
Hydrograph type =Reservoir
Peak discharge
= 1.592 cfs
Storm frequency =
2 yrs Time to peak
= 12.03 hrs
Time interval =
2 min Hyd. volume
= 0.115 acft
Inflow hyd. No. =
5 -Combined Proposed Flow tMtfsrffle]�ion
= 518.60 ft
Reservoir name =Swale
Storage Max. Storage
= 0.015 acft
Storage Indication method used.
Swale Storage Routing
0 (cfs)
Hyd. No. 7 -- 2 Year
0 (cfs)
2.00
2.00
1.00
, .00
o.00
o.00
0 2 4 6 B 10 12 14 16 18 20 22 24 26
- Hyd No. 7
-Hyd No. 5 ®Total storage used
= 0.015 acft Time (hrs)
Hydrograph Report
Hydratlow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020
Hyd. No. 5
Combined Proposed Flow to Yard Inlet
Hydrograph type =Combine Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 3, 4 Contrib. drain. area
Monday, 05 / 10 / 2021
= 1.820 cfs
= 11.97 hrs
= 0.115 acft
= 1.520 ac
Combined Proposed Flow to Yard Inlet
� (�) Hyd. No. 5 - 2 Year
2.00
� (�)
2.00
1.00
1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 5 -Hyd No. 3 -Hyd No. 4 Time (hrs)
Stage (ft) Stage � DISC118rge Elev (0)
z.00
s1s.7o
1.80
sls.so
1.60
519.30
1.40
s19.10
1.20
516.90
1.00
s18.70
0.80
516.50
0.80
518.30
0.40
518.10
0.20
s17.90
0.00 517.70
0.00 2.00 4.Iq 6.00 8.00 10.00 t2.00 14.00 16.00
Total O Discharge (cfs)
Hydrograph Report
Hydraflow Hydrographs Extension far Autodesk®Civil 3D®2019 by Autodesk, Inc. r2020
Hyd. No. 7
Swale Storage Routing
Hydrograph type =Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 5 -Combined Proposed Flow tbllfirfflion
Reservoir name =Swale Storage Max. Storage
Storage Indication method used.
4 (cfs) Swale Storage Routing
Hyd. No. 7 -- 10 Year
5.00
Monday, 05 / 10 / 2021
= 4.470 cfs
= 11.97 hrs
= 0.268 acft
= 518.72 ft
= 0.018 acft
L! (cfs)
5.00
4.00
4.00
3.00
2.00
3.00
2.00
1.00
1.00
o.00 o.00
0 2 4 6 B 10 12 14 16 18 20 22 24 26
- Hyd No. 7 -Hyd No. 5 � Total storage used = 0.018 acft Time (hrs)
0 10 1 1 1
1 1 1
1 =
-------------
1 1 1
Stage (ft) Stage / Storage Elev (0)
z.ao s1s.7o
1.80
sls.so
1.60
519.30
1.40
519.10
1.20
1.00
518.90
518.70
0.80
516.50
0.80
518.30
0.40
518.10
0.20
s17.90
0.00 517.70
0.000 0.003 0.00.5 0.006 0.070 0.013 Q015 0.019 0.020 0.023 0.025
Storage Storage (acft)
Hydrograph Report
Hydraflow Hydrographs Extension for AWorlesk®Civil 3D®2019 by NMdnslr, Inc. r21120
Hyd. No. 7
Swale Storage Routing
Hydrograph type =Reservoir Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 5 -Combined Proposed Flow tMtfsrffion
Reservoir name =Swale Storage Max. Storage
Storage Indication method used.
Swale Storage Routing
0 (cfs) Hyd. No. 7 -100 Year
12.00
Monday, 05 / 10 / 2021
= 10.52 cfs
= 11.97 hrs
= 0.621 acft
= 518.91 ft
= 0.023 acft
0 (cfs)
12.00
10.00
8.00
10.00
8.00
6.00
4.00
6.00
4.00
2.00
2.00
o.00 o.00
0 2 4 6 B 10 12 14 i6 18 20 22 24 26
Time (hrs)
- Hyd No. 7 -Hyd No. 5 ®Total storage used = 0.023 acft