HomeMy WebLinkAboutWPO201900060 Plan - Submittal (First) 2020-08-20UVA FOUNDATION -DISCOVERY DRIVE DEVELOPMENT
SITE DATA
TAX MAP PARCEL AND OWNER INFO:
PARCELS 03200-00-00-019EO, 03200-00-00-006R0, AND 03200-00-00-019HO
UNIVERSITY OF VIRGINIA FOUNDATION
P.O. BOX 400218
CHARLOTTESVILLE, VA22904
ZONING: PLANNED DEVELOPMENT INDUSTRIAL PARK (PD-IP)
AIRPORT IMPACT OVERLAY
ENTRANCE CORRIDOR OVERLAY
REFERENCE "ZMA200500003" (APPROVED 3/10/2010, INCLUDES PROFFERS)
MAGISTERIAL DISTRICT: RIO
SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: TIMMONS GROUP
28 IMPERIAL DRIVE
STAUNTON, VA 24401
(504)885-0920
CONTACT: MICHAEL W. DORSEY
CONDUCTED: 9/18/2019 AND 4/23/2020
DATUM: VERTICAL: NAVD88
SETBACKS
*PER UVARP DESIGN CODE: 100 FT FROM LEWIS AND CLARK DRIVE (TO BE LANDSCAPED)
FRONT (BUILDING): 10 FT (MINIMUM) FROM ROW OR EXTERIOR EDGE OF SIDEWALK
IF THE SIDEWALK IS OUTSIDE OF THE ROW
FRONT (PARKING): 10 FT FROM PUBLIC STREET ROW
SIDE AND REAR: ADJ. TO COMMERCIAUINDUSTRIAL: IN ACCORDANCE WITH BUILDING CODE
BUFFER AREA: (PER PROFFER 7.2 & EXHIBIT K OF ZMA200500003)
150' ALONG REAR BOUNDARY
50' ALONG SIDE BOUNDARIES
STEPBACKS: 15 FT FOR EACH STORY THAT BEGINS ABOVE 40 FT IN HEIGHT OR FOR EACH STORY
ABOVE THE THIRD STORY, WHICHEVER IS LESS
PRESENT USE: 32-19E: OFFICE (RESEARCH, LABORATORY)
32-6R: VACANT
PROPOSED USE: 32-19E: OFFICE (RESEARCH, LABORATORY) ±10,745 SF, 3 STORIES, ADDITION
32-6R: 45,220 SF METAL BUILDING FOR RESEARCH (INDUSTRIAL WAREHOUSE)
10,000 SF MEZZANINE: STORAGE + 4,500 SF OFFICE AREA
EXISTING PARKING: 32-19E: 176 SPACES
32-6R: 0 SPACES
32-19H: 134 SPACES
REQUIRED PARKING PER ORDINANCE:
32-19E: [REQUIRED FOR EXIST. BUILDING PER APPROVED SDP 200100047] = 75 SPACES
[ADDITION, OFFICE] (3 FLOORS X 7,163 SF X 0.8) X (1 SPACE 1200 SF) = 86 SPACES
[ADDITION, LABORATORY SPACE] = NO ADDITIONAL PARKING REQUIRED
TOTAL: 161 SPACES
32-6R: [45,220 SF + 5,500 SF LABORATORY SPACE] NO ADDITIONAL PARKING REQUIRED
[4,500 SF OFFICE] (4,500 SF X 0.8) X (1 SPACE / 200 SF) = 18 SPACES
TOTAL: 18 SPACES
32-19H: [APPROVED FOR EXIST. BUILDING] = 134 SPACES
TOTAL: 134 SPACES
TOTAL REQUIRED PARKING = 313 SPACES
PROPOSED PARKING:
32-19E: 175 SPACES 1 SPACE REMOVED FOR PROPOSED HYDRANT ISLAND
32-6R: 39 SPACES
32-19H: 100 SPACES
TOTAL PROPOSED PARKING = 314 SPACES
ADA PARKING REQUIRED:
32-19E: 6 SPACES (AT LEAST 1 VAN ACCESSIBLE SPACE) (PER 2012 VCC)
32-6R: 2 SPACES (AT LEAST 1 VAN ACCESSIBLE SPACES) (PER 2012 VCC)
32-19H: 4 SPACES (AT LEAST 1 VAN ACCESSIBLE SPACES) (PER 2012 VCC)
ADA PARKING PROVIDED:
32-19E: 7 SPACES (FROM APPROVED SITE PLAN SDP200100047)
32-6R: 2 SPACES (1 VAN ACCESSIBLE SPACE)
32-19H: 5 SPACES (1 VAN ACCESSIBLE SPACE)
PROPOSED BUILDING HEIGHT: 32-19E 45' 6.5"
32-6R 38' 3"
TOTAL PROPOSED DISTURBED AREA: 3.41 ACRES
IMPERVIOUS AREA
EXISTING: 0.56 ACRES
POST PHASE 1: 0.83 ACRES
POST PHASE 2: 2.25 ACRES
TRIP GENERATION
LAND USE: GENERAL OFFICE BUILDING & INDUSTRIAL SPACE
ITE CODE: 710
AMOUNT: 55,220
UNITS: SF (GFA)
WFFKIIAY
ADT
AM PEAK HOUR PM PEAK HOUR
836
IN
105
OUT
14
TOTAL
119
IN
24
OUT
116
TOTAL
140
UTILITY DEMANDS
WATER FLOW FOR PARCEL 32-19E (AVERAGE DAILY DEMAND)
3 STORIES X 10,745 SF X 250GPD 11000 SF = 8,059 GPD
AVERAGE HOUR = 8,059 124 = 336 GALLONS PER HOUR
MAX HOUR = 300% OF AVERAGE HOUR = 336 X 3 = 1,007 GALLONS PER HOUR
PEAK DOMESTIC DEMAND = MAX HOUR X 2 = 2,015 GALLONS PER HOUR
VSMP/WPO 2019-00060
COUNTY OF ALBEMARLE VIRGINIA
WATER FLOW FOR PARCEL 32-6R (AVERAGE DAILY DEMAND)
4,500 SF X 250GPD 11000 SF = 1,125 GPD
60 EMPLOYEES X 25 GPD/EMPLOYEE = 1,500 GPD
AVERAGE HOUR = (1,125+1,500) / 24 = 109.4 GALLONS PER HOUR
MAX HOUR = 300% OF AVERAGE HOUR = 109.4 X 3 = 327.1 GALLONS PER HOUR
PEAK DOMESTIC DEMAND = MAX HOUR X 2 = 656.25 GALLONS PER HOUR
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DEVELOPER:
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 AVENUE, SUITE 200
CHARLOTTESVILLE, VA 22903
CONTACT: CRAIG KOTARSKI, P.E.
TELEPHONE: (434) 327-1688
Sheet List Table
Sheet Number
Sheet Title
C0.0
COVER SHEET
C1.0
NOTES & DETAILS 1
C1.1
NOTES & DETAILS 2
C1.2
NOTES & DETAILS 3
C1.3
NOTES & DETAILS 4
C1.4
NOTES & DETAILS 5
C2.0
OVERALL PLAN
C2.1
EXISTING CONDITIONS 1
C2.2
EXISTING CONDITIONS 2
C2.3
DEMOLITION PLAN 1
C2.4
DEMOLITION PLAN 2
C3.0
EROSION AND SEDIMENT CONTROL NOTES AND DETAILS
C3.1
EROSION AND SEDIMENT CONTROL NOTES AND DETAILS
C3.2
EROSION & SEDIMENT CONTROL PHASE 1A
C3.3
EROSION & SEDIMENT CONTROL PHASE 1 B
C3.4
EROSION & SEDIMENT CONTROL PHASE 2A
C3.5
EROSION & SEDIMENT CONTROL PHASE 2B
C3.6
EROSION & SEDIMENT CONTROL PHASE 2C
C4.0
LAYOUT AND UTILITIES 1
C4.1
LAYOUT AND UTILITIES 2
C5.0
GRADING AND DRAINAGE 1
C5.1
GRADING AND DRAINAGE 2
C5.2
ADDITIONAL GRADING SPOT SHOTS
C6.0
STORMWATER MANAGEMENT PLAN
C6.1
STORMATER MANAGEMENT QUANTITY
C6.2
SITE DRAINAGE AREA MAP
C6.3
SITE DRAINAGE AREA MAP 2
C6.4
STORM INLET AND PIPE CALCULATIONS
C7.0
STORMWATER PROFILES
C7.1
UTILITY PROFILES
TOTAL = 30 SHEETS
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SHEET NO.
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SEWER FLOW (AVERAGE DAILY FLOW)
3 X 10,745 SF X 250GPD 11000 SF = 8,059 GPD
SEWER FLOW (AVERAGE DAILY FLOW)
1,125 GPD + 1,500 GPD = 2,625 GPD
GENERALNOTES
LEGEND
ROADS
CD
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�C> DROP INLET & STRUCTURE NO.
CURB
SEWER
(�S�> EXISTING SANITARY SEWER
WATER
EXISTING WATER LINE
0
CURB & GUTTER
GRADING
BENCH MARK
TC = TOP OF CURB
CLEARING LIMITS
C
BC = BACK OF CURB
- - 200 - --
EXISTING CONTOUR
EP = EDGE OF PAVEMENT
TW = TOP OF WALL
200
PROPOSED CONTOUR
BIN = BOTTOM OF WALL
TS = TOP OF STAIRS
+ 240.5
EXISTING SPOT ELEVATION
BS = BOTTOM OF STAIRS
TC 240.5
N/A = NOT APPLICABLE TO THIS PROJECT
PROPOSED SPOT ELEVATION
0
PARKING COUNT
JUNE 27, 2019
ACSA GENERAL WATER & SEWER CONDITIONS
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR
WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF
CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION.
3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS
AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL
UNDERGROUND LINES AND STRUCTURES, AS NECESSARY.
4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER
CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF
PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC.
8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION
OF THE LINE.
10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE
JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL
UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER
LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING
OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL
OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE
SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT.
THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
16. ALL WATER AND SEWER FACILITIES TO BE DEDICATED TO PUBLIC USE AND THE EASEMENTS FOR THOSE FACILITIES AND SHALL BE
IDENTIFIED BY A STATEMENT THAT THE FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY.
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 DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER
MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE
SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE
MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH
AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE
APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED
AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND
CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS
TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO
STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE
VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF
GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED
IMMEDIATELY.
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE
STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER
PROTECTION ORDINANCE SECTION 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND
DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B)
1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT
LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE
BEGINNING CONSTRUCTION.
2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND
STANDARDS.
3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL,
STATE AND LOCAL AGENCIES.
3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION
WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS).
4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES.
5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES,
WATERLINES, ETC, PRIOR TO CONSTRUCTION.
6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE
CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S
REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS.
7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS.
B. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF
WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS.
9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW.
CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED.
11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS.
12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE
ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE
CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER.
13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO
STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO
BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001.
THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE
DEVELOPMENT.
14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A)
15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE
PLACEMENT OF AGGREGATE BASE COURSE.
16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED
NECESSARY.
17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF
ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE
COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE
YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS.
19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER
CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS.
20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED
FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE
BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES
PRIOR TO STATE ACCEPTANCE. (N/A)
22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE.
23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE
WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS.
24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR
ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A)
25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE
OF ROAD. (N/A)
26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM
SLOPE OF 0.004 ft./ft.
27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION
ON EACH SIDE OF THE INLET. (N/A)
28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND
GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S
REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2006 UNIFORM STATEWIDE
BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI A117.1-03.
30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT THE END OF
THE DAY
33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
34. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL NOT HAVE A SURFACE SLOPE GREATER THAN 1:48. ACCESS AISLES SHALL BE AT THE SAME
LEVEL AS THE PARKING SPACE THEY SERVE. ACCESSIBLE PARKING SPACES SHALL BE LOCATED ON THE SHORTEST ACCESSIBLE ROUTE OF TRAVEL
FROM ADJACENT PARKING TO AND ACCESSIBLE BUILDING ENTRANCE. IN PARKING FACILITIES THAT DO NOT SERVE A PARTICULAR BUILDING,
ACCESSIBLE PARKING SPACES SHALL BE LOCATED ON THE SHORTEST ROUTE TO AN ACCESSIBLE PEDESTRIAN ENTRANCE TO THE PARKING FACILITY.
WHERE BUILDINGS HAVE MULTIPLE ACCESSIBLE ENTRANCES WITH ADJACENT PARKING, ACCESSIBLE PARKING SPACES SHALL BE DISPERSED AND
LOCATED NEAR THE ACCESSIBLE ENTRANCES.
35. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS.
ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES
CRAIGW.J.KOTARSKI
Lie. No. 0402048507
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1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE
OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE
REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT.
3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE
INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE
ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS
DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART
1926).
10. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A
STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC.
11. ALL WATER LINES, SEWER LINES AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE
BUILDING DEPARTMENT.
BLASTING NOTES
1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. 7
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.
F�
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112112020
DRAWN BY
A. FONTAINE
DESIGNED BY
A. FONTAINE
CHECKED BY
C. KOTARSKI
SCALE
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SHEET NO.
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2016 ROAD & BRIDGE STANDARDS
1.5" DIA. GALV.
NOTES:
1. PROVIDE SHOP
DRAWINGS FOR
HANDRAIL FOR
REVIEW PRIOR TO
CONSTRUCTIONS
2. RAIL ON BUILDING
SIDE OF RAMP TO T-O"
BE MOUNTED TO
BUILDING FACE.
4" MAX
SL P
AS SHOWN
O W NINP
MAX 1.12
eP
a
P-
III III I�
x Pa A
I -
-
-
I I
MAX 6
CORE DRILL CONCRETE FOR
HANDRAIL POST, EMBED HANDRAIL A
MINIMUM OF 6" BELOW FINISHED
GRADE AND GROUT TO THE FULL
DEPTH OF EMBEDMENT (TYP.)
ADA RAMP
AND HANDRAIL DETAIL
No Scale
EXISTING PAVEMENT PROPOSED PAVEMENT
>
IL SAWCUT THROUGH (L MATCH EX. CROSS
U EX. SURFACE uJ SLOPE UNLESS OTHERWISE
COURSE x SPECIFIED ON PLANS
uJ
w &REMOVE
PAVEMENT PROPOSED
2' MIN. SURFACE
2"± COURSE
EXISTING
PAVEMENT
MILL EX.
SURFACE COURSE
SAWCUT EX. BASE COURSE
EDGE OF PAVEMENT AGGR. BASE
NOTE: PROPOSED PAVEMENT MUST TIE
IN WITH EXISTING PAVEMENT
PAVEMENT REPLACEMENT JOINT DETAIL
No Scale
2%�Z" - K' GAUGE OR
2%z" - 12 CAGE
Y4" HEXHE
SQUARE TUBE SIGN POST
•
�
Yi ' HE%HEAE
GRADE 8 SERRATED
% - 13 GRADE E
�%"-16
i FLANGE NUT
TORQUE FREE 801
/
UPPER SLIP BASE OR
)SEE NOTE 1)
13 GRADE 8 x µIAjSH IRONLOCKB/T
SLIP BASE '" % %" FILLET WELD
TORQUE FREE BOLTWEDGE
(SEE NOTE 1) (SEE DETAILS)
00A %"-13 USS FLAT WASHF
HARDENED. TEFLON COAL
1 %"-13 USS FLAT WASHER WASHER SHIM
13 I FLANGE NUT
8 LARG
YI"-16 x 3%j' GRACE 8 HARDENED, TEFLON COATED
FLANGED SHOULDER BOLT WASHER SHIM
Y4" FLAT WASHER
13 GRACE 8 LARGE FLANGE NUT
MULTI -DIRECTION& COMBINATION
ANCHOR/ SLIP BASE PLATE
(FOUNDATION B) OR
MULTI -DIRECTION& COMBINATION
ANCHOR/ SLIP BASE PLATE - SOIL
(FOUNDATION Cl 0.3125" R
SLIP BASE BREAKAWAY DETAIL MINIMUM w1
THICKNESS IS 0.:
MATERIALS:
TUBE RECEIVER -
3" x N. x 7 GAUGE
ASTM A500
GRADE B TUBE
PLATE - ASTM
A572 GRADE 50
TOP POST RECEIVER/
/z R F0"
SQUARE AR POST
2
I
NOTES:
1. TIGHTEN THE TORQUE FREE BOLT USING THE LARGER Y4" HEX HEAD,
THEN LOOSEN THE BOLTS BY THREE COMPLETE TURNS USING THE Y4
HEX HEAD. RETIGHTEN EACH TORQUE BOLT USING THE SMALLER Yx"
HEX HEAD UNTIL THE III," HEX HEAD TWISTS OFF.
SPECIFICATION A COPY OF THE ORIGIN& SE&EO AND E
REFERENCE SQUARE TIL
STP-1
MAXIMUM STUB HEIGHT
'I/p" RECOMMENDED HEIGHT1
SLIP BASE BREAKAWAY PROFILE DETAIL
TI
REDI-TORQUE MULTI -DIRECTIONAL BOLT ON SAE1035 STEEL
FORGING SLIP BASE TOP FOR 2'/2" SQUARE POST WITH
CAST IRON LOCKING WEDGE
HEAD 2 •
tii�F
.T�
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TX -
+a-�fHE 13 THREADS Ya"
/x
HEAL tY4"
TORQUE FREE MATCH PLATE HARDWARE
700 FOUNDATION TYPE B AND C DETAILS
VIRGINIA DEPARTMENT OF TRANSPORTATION
ROAD AND BRIDGE STANDARDS
REVISION DATE SHEET 7 OF 12
NEW OV15 1321.16
CG-12 NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
HYDR&LIC CEMENT SIDEWALK (DEPTH IN INCHES. AREA IN SQUARE YARDS)
CURB WHEN REQUIRED (CG-2 OR CG-3 IN LINEAR FEET)
GENERAL NOTES DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS)
1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. EACH OF THE MOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD
2. DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR BE SUMMARIZED FOR EACH CURB CUT RAMP.
DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET SIDEWALK RAMP 171 MA%
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE 48:1 MA%
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 q•
FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS.
4. IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR BOWEL BARS SO 8
THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF m:t MAX
PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL SE CLASS A-4.
5. REQUIRED BARS ARE TO BE NO.5 X B" PLACED 1'CENTER TO CENTER &ONG TYPE A
BOTH SIDES OF THE RAMP FLOOR,MD-DEPTH OF RAMP FLOOR. MINIMUM) PERPENDICULAR
CONCRETE COVER P/y".
6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS V • Y( ^'rP'h Yi'A�Sv'�"'fir '"15
ARE INCLUDED IN PAYMENT FOR CURB /CURB AND GUTTER. 5'MIN
7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED r 1200
BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER 12:1 MAX
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
MS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER. AND SHOULD NOT TYPE B
BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE
HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS
PARALLEL
UNOBSTRUCTED,
ACCESSIBLE TEERTPTISTPATH
LLEMENTTSSTABLE, FIRM
FACILIYTHACAN BE APPROACHED ENTERED
AND USED BY PEDESTRIANS. 1
8. RAMPS MAY BE PLACED ON RADIAL OR TANGENTAL SECTIONS PROVIDED THAT YN' ` . 1� 2
THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND 121 MAX
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS
PERPENDICULAR TO THE CURB. 5'WIN XX XTF II
9. TYPICAL CONCRETE SIDEWALK E IR THICK. WHEN THE ENTRANCE Y TRUCK
,
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
TRAFFIC, REFER TO STANDARD CC 13. COMMERCIAL ENTRANCE (HEAVY 4 WIN AT X . 2" HIGHER THAN
TRUCK TRAFFIC) FOR CONCRETE DEPTH. EDGE OF PAVEMENT
10. WHEN CURB RP$ ARE USED IN CONJUNCTION WITH A SHARED USE PATH, AT XX .SAME AS TOP OF CURB
AM
THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH.
It. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL), TYPE C
A 4' x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR PARALLEL III PERPENDICULAR
INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4'
LANDING AREA MAY INCLUDE THE GUTTER PAN. TRUNCATED DOME in
12. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF :6"-2.4" C-C
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE --.� o
WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD 0 0 0 0 0 0 z
-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH y
THE BACK OF CURB. - W O O O O O O O O O O O O
0 0 0 0 0 0 0 0 0 0 0 0 O 7
LANDING RAMP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I o
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SOY-657. OF BASE DIAMETER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DETECTABLE WARNING No
AT BACK OF CURB �� �I 0.9"-1.4•'
SEE NOTE 12. 1 II- BASE DIAMETER VARIABLE FULL WIDTH OF RAMP FLOOR _
DETECTABLE WARNING TRUNCATED DOME PAY LIMITS
INSTALLED ON A RADIUS DETAIL DETECTABLE WARNING
DETAIL
XvoOT CG-12 DETECTABLE WARNING SURFACE SPECIFICATION
ROAD PAID BRIDGE STANDARDS r
EFERENCE
SHEET 1 OF 5 REVISION DATE (GENERAL NOTES) ,05
203.05
07/15 VIRGINIA DEPARTMENT OF TRANSPORTATION 5V4
G-12
S
-5 DOWELS, 8"
LONG PERMISSIBLE
AT 12" C-C
CONSTRUCTION
L`
12:1 MAX _1S
y�. 12:1 MAX �
N
RAMP RAMP
rcrc Teal cl rcrc Teal FI
3818 68AB >I MIKE UANBARR
A
TRUNCATED DOMES
SEE SHEET IOF 5 FOR DETAILS
5'-0" MIN
$RAPE TO MATCH FACE
OF ROADWAY CURB
BACK OF CURB 4 :1
2011 48 :1
2' MIN. SECTION A -A
PERMISSIBLE j
CONSTRUCTION
JOINT M;
S
- SECTION B-B
1
12 1 A., £ V,.\ 4' MN
WITH BUFFER STRIP �-
5' MN
12:1 MAX. -
WITHOUT BUFFER STRIP
N
0
u
II II v`
CROSSWALK CURB
NOTES: FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE.
SEE SHEET 1 OF 5.
THE REQUIRED LENGTH OF A PARALLEL RAMP TYPICAL PLACEMENT
IS LIMITED TO 15 FEET, REGARDLESS OF THE AT INTERSECTION
SLOPE.
WITHIN CROSSWALK
TYPE B PARALLEL
APPLICATION
ROADWAY GRADE
IN PERCENT
MINIMUM RAMP LENGTH
IN FEET
4•' CURB
6" CURB
0
4
6
1
5
7
2
5
8
3
6
9
4
B
12
5
10
15
6
14
15
XVDOT
ROAD AND BRIDGE STANDARDS
SHEET 3 OF 5 REVISION DATE
203.W 07H6
CROSSWALK
I-AdN 49.1MA( DIAGONAL PLACEMENT
LNIWIGMAX. LMDNG 49:IMN.
YWE SLOPE
y CURB
gg 5, u�N CURB
3= '* CROSSWALK �!2., O
CROSSWALK Y 12r,
z � �
CQ`�! ATE CURB n N n CURB
WITH BUFFER STRIP yrc
WITHOUT BUFFER 4TRIY
CG-12 DETECTABLE WARNING SURFACE SPECIFICATION
REFERENCE
TYPE B (PARALLEL) APPLICATION 105
VIRGINIA DEPARTMENT OF TRANSPORTATION 502
2016 ROAD & BRIDGE STANDARDS
SEE STANDARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. B
STANDARD MH-1 NOTE:
FRAME N COVER THE TOP OF MASONRY IS TO BE LEFT
SUFFICIENTLY LOW TO PERMIT PROPER
ADJUSTMENT OF COVER AND FRAME TO
MADE BY THE USE OF MORTAR OR
BRICK AS DIRECTED BY THE ENGINEER.
0
�U
go
31�.1JIF���rt��
►w%////
■��� �H
NE■
IS
■����
NIIMC ICI(-v-W-�LX x WALL IIIK:KNcaar
SECTION B-B
BRICK CONCRETE OR
CONCRETE BLOCK
HALF PLAN VIEW
TABLE OF QUANTITIES
BERTH
BRICK MANHOLE
CONCRETE
MANHO E
BRICK
CONCRETE
CONCRETE
FEET
THOUSANDS
CU. YARDS
CU. YARDS
4
0.5
0.755
1.437
s
0.7
0.755
1.699
6
0.9
0.795
1.961
7
1.0
0.705
2.223
8
1.2
0.785
2.485
9
1.4
0.755
2.747
m
1.8
.7 0 85
3.009
It
LB
0.970
3.4-55
12
2.2
0.970
3.877
u
z.s
o.970
4.n9
14
2.8
0.970
4.541
15
3.1
0.970
4.903
16
3.4
7
5265
17
4.0
1.173
6.032
INCREMENT
0.45
-
0.582
MH-I
1TB
OBTAIN TRUE OUPNTITIES.
2. A BASE THICKNESS OF 9" WAS 115ED N
COMPUTING CONCRETE WARTITES.
3. INCREMENTS TO BE ADDED FOR EACH
ADDITIONAL FOOT OF DEPTH.
4- MATERIALS 1MY BE BRICK, CONCRETE OR
APPROVED CONCRETE MANHOLE BLOCK.
5. IF BLOCKS ARE USED THE MINIMUM
THICKNESS OF SAME IS TO BE 5".
OTHER THICKNESSES ARE TO CONFORM
TO WALL THICKNESS SHOWN FOR
CONCRETE.
6 Al CONCRETE TO BE CLASS A3.
7. WHEN SPECIFIED ON PLANS THE
AVERT S TO BE SHIPPED N
ACCORDANCE WITH STANDARD IS-1.
THE COST OF FURNISHING AND PLACING
ALL MATERIALS INCIDENTAL TO THE
SHAPING S TO BE INCLUDED N THE BD
PRICE FOR THE STRUCTURE.
SPECIFICATION
RERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD AND �aV
FEBRIDGE STANDARDS
302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET 1 OF 5
m8.01
DI-3cw8, 3C
C
MET
BACK OF SIDEWALK
EXPANSION KEYED
JDNT CONST. BARS D-
JONT
BAR I
A
a�' u 8AR 2" 1
n 2 Z N S I
rI■za.x.�+4la�aar�A
�IIII
,
�\\--I'I
PLAN o
1a MAX.
MAX, 20'
Pv- B g.. 3.-0..
z
z
pN
A -A
KEYED CONST. JOINT
WARPED
CUTTER
-BARS A /'APPROe H
B SC I j_ _____________ .. 0.,.... r
1 BARS F BARS E LAB iv ro
W3" DIAMETER BARS E
It
WEEP HOLE FRONT ELEVATION BARS F BARS e
- - - - - (GUTTER REMOVED)
Y/4"
g„ I�� 5X'/� BENT PLATE \ SECTION B-B
ly N
Ll
/�' R
TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CO-7 STADIRDS •• L21/z'X2'/t"XIJx^
TYPE B NOSE DETAIL SHALL BE USED WITH CO-2 & CG-8 STANDARDS.
GALVANT�D
TYPE A
TYPE B Y¢ X P' STD SHEAR CONNECTOR WELDED
GALVANIZED PLATE FOR TYPE A TO BE BENT 2" AN ANGLE OF AR 30' TO ANGLE NON AT 2-C-C.
CONNECTORS PAID IS TO ANCHORED WITH ''/i• X 4" STUD SHEAR NOSE DETAILS
WELDED TO BENT PLATE AT TC-C. 2„
PR. PAVEMENT
01-3A I L DI-38 L 01-3C L7. WARPED PAVEMENT
- - x FLOW T y-p..
7oj,
1 1 DETAIL WHEN USED
FOR USE ON GRADES ADJACENT TO CURB
FOR USE N SAGS WITHOUT GUTTER
BOTH SIDES TO BE SYMMETRIC&
��� STANDARD CURB DROP INLET SPECERENCEN
ROAD AND BRIDGE STANDARDS REFERENCE
SHEET I OF 2 REVISION DATE 12" - 30" PIPEz MAXIMUM DEPTH (H) - S' 233
IOq py 08/10 VIRGINA DEPARTMENT OF TRANSPORTATION W2
01-1
'/z SECTION CAST IRON SECTION STEEL
NOTES
2'-7"
LUGS TO BE
CAST WITH
y- L 2%' x M/i' x'/�'
1.
DEPTH OF INLET (H) TO BE SHOWN M!
m
AR r
m'-4" LONG
PLANS. FOR DEPTH GREATER THAR 10' USE
STANDARD DI -IA
B
B
A A
2.
THE "H" DIMENSION SHOWN ON THE
STANDARDS AND SPECIFIED ON THE PLANS
I
WILL BE MEASURED FROM THE AVERT OF
-
CAST GALV. ONE WELDED
THE OUTFALL PIPE TO THE TOP OF THE
-
F
IRON STEEL JOINT
STRUCTURE. PLAN "H" DMENSKNS ARE
I
APPROXIMATE ONLY FOR ESTIMATING
N
OPTION&
66 ± WELD ALL
PURPOSES AND THE ACTUAL DIMENSIONS
BRACE PINS
43.6 LBS CONNECTORS
I
SHALL BE DETERMINED BY THE
- -
3 LBS TO COLLAR
CONTRACTOR FROM FIELD CONDITIONS.
m
INCLUDING INCLUDING
�ONNECTOR
3.
WHEN SPECIFIED ON THE PUNS THE
AVERT IS TO HE SHAPED N ACCORDANCE
LUGS
WITH STANDARD IS-1. THE COST OF
FURNISHING AND PLACING ALL MATERIALS
/
INCUR INTTHETHE
'"-T'
DA BIDSHAPING
PRICE FORTMEE
4'-2" ''/2" z 1'/2' z 4"J
I ''/t' x 4"
STRUCTURE.
PLAN
LUGS
I 12' 9%1' ORS
4.
N THE EVENT THE INVERT OF THE
(GRATE REMOVED)
CONNECTORS
r ��
OUTFALL PPE IS HIGHER THAN THE
SEE DETAIL A
•
BOTTOM OF THE STRUCTURE, THE INVERT
OF APED
WITHHCEMENTUCMORTM TTURE O WENT
SECTION B-B
COLLAR DETAIL " MN RAISED
STR DING OR BONDING OF WATER IN THE
STRUCTURE.THE COST OF FURNISHING
TO MET SHAPPINNG' IS TO BE ALL MATERIALS INNCL INCLUDED
21 „
NG
N THE BID PRICE FOR THE STRUCTURE.
DIMENSIONS FOR
DUMP NO WASTE DRAINS TO WATERWAYS
S.
STEPS ARE TO BE PROVIDED WHEN H IS
FOR DETAILS SEE
CAST NON ONLY
STANDARRD°ST 71.
DETAIL B
6.
THIS ITEM MAY BE PRECAST OR CAST -
CAST -
DETAIL A
Dl
IN -PLACE.
4AI
HARDWARE
2 �"
1'-3. SEE DETAIL
7.
*4 X 8" SMOOTH DOWELS AT
APPROXIMATELY 12" C-C TO BE
2'-7"
CLOTH
1
PLACED IN ALL AREAS ADJACENT
I I I I �N1- DEPTH 68, N78 Qt GR.
TO CONCRETE
RB z 8 N'DTH
SETTLEMEN"T..IN OF DOWELS
A 2"%4" NOTCH MAY BE PROVIDED.
IC .e„ ''
n
`•I
SEE STANDARD T-DI-3, 4 FOR
ClipV N D. COLLAR C
3" DIAMETER
WEEP HOLE
SEE NOTE 8
8.
ALTERNATE DESIGN.
DIAMETER HCLOLO „
3;' i 12"
-
M7W�
R mum
- t2"-15' IS" OR 24"
EW
C OTM NCHIO
iN-
HARDWARE FIRMLY
EV iV iV F"
TO THE OUTSIDE OF THE STRUCTURE.
Q' > OA
9.
CAST RI PLACE CONCRETE IS TO BE
^ 'A a
1
CLASS A3 (3000 PSU. PRECAST
- Q.-
CONCRETE IS TO BE 4000 PSI.
SECTION A -A
4
J Il' -_ :
m.
ANY NGTHEALTERNATEROV&METHODS of E ENGINEER
MEETING THE AWNUVAL OF THE
CONCRETE QUANTITIES FOR MIN. DEPTH SEE D6rAL B
MAY BE SDSTRUTED FOR THE CAST IRON
AST IRON
LDS AS SHOWN HEREON.
t2" CONCRETE PPE - t440 CU. YO. CONCRETE
15" CONCRETE PPE - 1.528 CU. YD. CONCRETE
APPROXIMATE WEIGHT
11/J' 3'�' CAST IRON
GRATE 383 16 LBS
11.
TO WATERWAY
DUMP NO WASTE DRAMREQUIRED ON ALL 01M
LETTERING IS
IB" CONCRETE PPE - 1.820 CU. YD. CONCRETE
t
IF �I
OUND
GRATE TTERNG MAY
24" CONCRETE PPE - 1.817 CU, YD, CONCRETE
SECTION C-C SECTION D-D
LOCATION
VARY BY
AADDIITrowi FOOT°OF DEPTH.
GRATE DETAIL
STANDARD DROP INLET
SPECIFICATION
REFERENCE
ROAD ON`9vRDC�T STANDARDS
12" -
24" PIPE) MAXIMUM DEPTH (H) - 10'
VIRGINIA DEPARTMENT OF TRANSPORTATION
233
30z
SHEET I OF 1
E__
REVISION DATE
MAX. 6'-01. MAX. 6--0..
O.C. Y4" NPS PIPE PICKET
GRIPPING RAIL rFOR RETAINING SEE ROAD PLANS HR-1
WALL DETAILS.
)~MAX. 6'-0" MAX. 6'-0"
GROUNDING
I
I
ELECTRODE
RAE EXPANSION JOINTS AT
1'
ANCHOR
BOLTS
4"30
INTERVALS NOT EXCEEDING
3" MAX.
FEET.
IT
1'-3"
POSTS 12" MIN. NPS (2.375" O.D.I SCHEDULE 80 PIPE
RETAINING WALL
RAILS 1 2" MIN. NPS (2.375" O.D.) SCHEDULE 40 PIPE
EXPANSION JOINT
PICKETS : yy" IN. NPS ti.05" 0.0.) SCHEDULE 40 PIPE
8&SOLID STEEL SMOOTH ROUND ROD
HR-1 TYPE
II PEDESTRIAN RAILING
(FOR USE &ONG
SIDEWALKS AND RAMPS)
SEE ROADWAY PLANS
OR TYPICAL SECTIONS
2" min
12•,
FOR DISTANCE TO
11/i' NPS SCHEDULE 40 PI
SIDEWALK OR SHARD
GRIPPING RAIL
USE PATH.
GROUNDING
IT' 21/4" rtNK
ELECTRODE
MIN
NO
%y(q' SOLID STEEL
1. T)
PMOOTH ROUND R
CONCRETE FOOTING TO
N
BE DESIGNED BASED ON
GRIPPING RAIL DETAIL
Et
SOIL CONDITIONS.
12"
CNOR BOLTS (FOR USE ALONG SIDEWALKS AND RAMPS)
H(
MIN
GRIPPING PAR. SHALL BE INSTALLED WHEN
TI
THE SIDEWALK OR RAMP GRADES ARE EQUAL
2. A
EARTH FOUNDATION DETAIL TO OR THAN 5 PERCENT.°
RBETNCIDENT& TCOST
V
TOER
RAL WILL HE OF
(FOR USE WITH TYPE II& DIRAILINGS) THE RLNG.
BE
SI
3" MAX.
OR BOLTS
POSTS 4/z' MIN. NPS (1.90" OA.) SCHEDULE 80 PIPE
RAILS : 11/2' MIN. NPS (1.90" O.D.) SCHEDULE 40 PIPE
HR-1 TYPE I HANDRAIL
(FOR USE &ONG STEPS)
3. ALL FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A307•
ASTM A563 AND ASTM F844. ALL ANCHOR BOLTS SHALL BE IN
MAX. 6'-0"��MA%. 6'-0" 4 SEE ROAD PLANS ACCORDANCE WITH AASHTO M314, GRADE 36.
4%2" O.C. Y." NPS PIPE PICKET r FOR RETAINING 4. A CHEMICAL ANCHOR SYSTEM FROM VDOT'S APPROVED MATERIAL
r4'/." O.C.'I/." SOLID PICKET F WALL DETAILS. LIST MAY BE USED IN LIEU OF CAST IN PLACE ANCHORS AND SHALL
RAE EXPANSION
INTERVALS NOT
30 FEET.
RETAINING
EXPANSION
POSTS : 2" MN. NPS (2.375" O.D.) SCHEDULE 80 PPE
RAILS : 2" MIN. NPS PS (1. "" O.D SCHEDULE 40 PIPE
PICKETS : �" MIN. NPS t1.05" OA.) SCHEDULE 40 PIP)
BE INCLUDED IN THE SHOP DRAWINGS.
5. POSTS SHALL BE MITERED TO MATCH GRADE OF RAMPS, SIDEWALKS,
AND STEPS.
6. HANDRAILS SHALL MATCH GRADE OF RAMPS SIDEWALKS AND STEPS.
7. ALL POSTS AND PICKETS SHALL BE SET PLUMB.
S. RAILINGS SHALL BE GROUNDED AND EFFECTIVELY BONDED.
GROUNDING MATERIALS INSTALLATION TO BE IN ACCORDANCE
WITH ST'D. FE-6.
9. COMMERCIALLY AVAILABLE RAILING SYSTEMS MAY BE USED IN LIEU
OF DESIGNING AND FABRICATING THE PALING. DOCUMENTATION FROM
THE MANUFACTURER VERIFYING THAT PROJECT REQUIREMENTS PRE
MET WITH THE BALING SYSTEM SHALL BE SUBMITTED WITH THE
INSTALLATION DRAWINGS AND APPROVED BY THE ENGINEER IN
ACCORDANCE WITH NOTE 1.
10. HANDRAIL TO BE IN ACCORDANCE WITH THE LATEST EDITION OF
THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE.
SPECIFICATION A COPY OF THE ORIGINAL SE&EO AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. `VDDT
REFERENCE STANDARD HANDRAIL ROAD AND BRIDGE STANDARDS
IDS METHOD OF LOCATING AND ERECTING
05 REVISION DATE SHEET 1 OF 1
504 VIRGNNIA DEPARTMENT OF TRANSPORTATION I'll 601.05
CRAIG W I KOTARSKI
Lie, No. 0402048507
9119120 4'11
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44493
a
SHEET NO. .m o
C1.1 E
METAL INSPECTION FRAME W/SOL/D LID
4
EXPANSION JOINT WITH
PREMOLDED EXPANSION 1/4" SEALANT
EXIST GRAD (NEENAH R-1975 OR EQUIVALENT)
TOP OF CURB R=2"
FILLER, "ZIP STRIP" OR NON -SLIP BROOM FINISH
EQUIV., SEAL WITH WWF
3"CONCRETECOLLAR
RUSHED STONE BEDDING
.
\ �\ �\ °
6x6 W2.9xW2.9
SILICONE SEALANT
°
//\//�/ 6"
QCRAIGW.IKOTARSKI�
2„
6" DI CLEANOUT
/�/�
\ \ \ a
//% /
Lic, No. 0402048507
��Q
a 10" 3,000 PSI AIR ENTRAINED PORTLAND
CEMENT CONCRETE
=7
\//j
%\\ j\\ j a� < SURFACEAL
B119120 4
PL D
18 d
a
6" TYPE 21A STONE COVER
OFLINE
BASE
M E
j \\��\\ �' COMPACTED SUBGRADE (CBR 11.2)
CLEANOUT DETAIL
No Scale
VDOT A-3 CONCRETE
O
N o
ut
DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS
{ SUBBASES
N
> E
SIGNAGE NOTES:
�lr-, i�c l ,C
"
w
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(JI
CONTINUE 21B STONE BASE
FW �3
a LL o
ZZ
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HEAVY DUTY CONCRETE SECTION
1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH
FROM ADJACENT PAVEMENT
o U. -
g
Z
THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY
SECTION UNDER CURB
s W L M
O
O
No Scale
REVISION THERE TO:
d
A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
VDOT STANDARD CG-2 CURB
a > o N
2
Z
B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC
W m M
a
06
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CONTROL DEVICES.
DEPARTMENT
z F_ d.
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N
U
U
SIGN
C. THE VIRGINIA OF TRANSPORTATION ROAD AND BRIDGE
cc LL
w
00
STD. U POST
SPECIFICATIONS.
D. THE 2000 INTERNATIONAL FIRE CODE.
� ai
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GALVANIZED
R
F U> m
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2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE
4„ 2'
o N
FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER
W
CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN
d . CONC CURB AND GUTTER CLASS 3A,
° (Pc=3,000 PSI) CONCRETE
00
p
O
NOTE 1 ABOVE.
\/
6„
6,
3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND
INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND
\ 8 - a 1,y1, —�
a a ae
W
W
INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR.
°.
13" \/ a aa.
M
2
2
REFER TO VDOT STD STP-1 DETAIL
FOR MOUNTING REQUIREMENTS
e
a ... a. a e t d 7"
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CONTINUE 21 B STONE
(!]
DATE
STOP BAR DETAIL
COMPACTED BASE FROM ADJACENT
>
SIGN AND POST DETAIL
NOTE: STOP SIGNS TO BE 30" WITH
SUBGRADE PAVEMENT SECTION
112112020
HIGH INTENSITY SHEETING NO SCALE
UNDER CURB
O}
No Scale
DRAWN BY
RESEiM RESERVED
A. FONTAINE
VDOT STANDARD CG-6 CURB & GUTTER
PAWM PARKING
SOLID WHITE LINE
•
•
DESIGNED BY
A. FONTAINE
No Scale
•
CHECKED BY
6'
2" ASPHALTIC CONCRETE SURFACE
COURSE - SM-9.5A
•
G KOTARSKI
lw��tt Wv���
$M-BOO RE $M-$500RE
•
SCALE
TOW AWAY ZOPE TOW AWAY ZONE
�
o o 8" TYPE 21-B AGGREGATE SUBBASE COURSE
•
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�
z z
(TYP.) (TYP.)
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F ABOVE AOC�BBLE U ABOVE
FINISHED FINISHED
STRIPING AND SIGNAGE DETAIL
COMPACTED SUBGRADE
GRADE GRADE
(PER GEOTECHNICAL REPORT)
Z
No Scale
SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR
LL.I
PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING
SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE)
DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
ELLO
2:
WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL
12" MIN
a
BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE.
-�I (� P)
1.5"DIAGALV. I
0
LIGHT DUTY ASPHALT PAVEMENT SECTION
J
VA. SIGN FOR THE DISABLED ON 0.80 GAUGE
RAIL (TYP.)
No Scale
ALUMINUM. COLORS: GREEN BORDER &
LEGEND, BLUE SYMBOL FOR ACCESSIBILITY,
W
WHITE BACKGROUND.
z'-10"
LLI
EXP. (TYp.)
2" ASPHALTIC CONCRETE SURFACE
2'-10" JOINT
COURSE - SM-9.5A
0
PARKING SIGNS FOR THE DISABLED
12" MIN FINISHED
3" INTERMEDIATE BASE COURSE - BM25.OA
No Scale
OVERLAP o 0 6" TYPE 21-B AGGREGATE
(rYP GRADELu
12"0
1�,
\
FABRIC 8" MIN. o 0 0 0 0 o BASE COURSE
CONCRETE BUMPER BLOCK CONCRETE BUMPER BLOCK
(TYP-)0
118"
8" TYPE 21-B AGGREGATE SUBBASE COURSE
0
WASH
M
//\/\ COMPACTED SUBGRADEANCHOR
8" �A/AT/ . AA/A
WITH 5/8" REBAR AS NOTED ON C4.0 & C4.1
IMBEDDED 24" IN GROUND HANDICAP SIGN
112" R
/ / / / / /
VATV�VA�VA�VA�VA1VA/VA�VA=
VDOT#57 \; / FILTER FABRIC WRAP
STONE 12' MIRAFI 140N OR EQUIV.
LOCATION (VAN)
HANDICAP SIGN
(MAX.)
1' q"
8 5
COMPACTED SUBGRADE
GEOTECHNICAL REPORT)
>
J
Q
4" DIA. PERFORATED
LOCATION (TYP.)
FINISHED ° °
(PER
GRAD
z
PVC PIPE
2
2 2' ,
EXP. a
° CONCRETE
JOINT
DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS
u"'I
W
o� o
#3 REBAR (12" O.C.)
> O
Q
EOP FACE OF
1 /8 WASH .
~ 5"#57 STONE
LU
O -'
06
DENOTES GRAVEL SECTION ON PLANS
0 0 o
PAINTED / CURB
18, 18'
- ,. e
HEAVY DUTY ASPHALT PAVEMENT SECTION
Q
0
PER
SPECVDOT. 4
f4 SPEC. PAINTED
8„
9„ +
a
' ^ g
v, W
~� m
LW
r
No Scale
GRAVEL SECTION
STRIPE
V-O" (2) #5 REBARS, BOTTOM CONTINUOUS,
° LAP 2'-2"AT SPLICES
0 Q
o
No Scale
(TYPICAL)
S' 5' 8' 8' 8' i_ 9
° NOTES:
gTT� 1. FINE BROOM FINISH ALL STAIRS.
NON -SLIP BROOM FINISH
7
L
TYPICAL VAN1'
COMPACTED SUBGRADE 2. RAIL ON BOTH SIDES OF STEPS (IF NOTED)
4"
4" DIAMETER STEEL
ACCESSIBLE ACCESSIBLE
3. SEEPIANFORRISERHEIGHT
7
Z
PIPE FILLED WITH
CONCRETE. BOLLARD
HANDICAP SPACES REGULAR SPACE
SHALL BE PAINTED
VARIABLE WIDTH'
MAX. CROSS SLOPE2%
O
TYPICAL PARKING SPACE DETAILS
EXTERIOR STAIRS WITH HANDRAIL
YELLOW
No Scale
No Scale
4
PAVEMENT
1.5"-2" BITUMINOUS CONCRETE SURFACE
COURSE - SM-9.5A
2' FROM
EP
\ \�
7-1/2"6'
/4\3,000
2'-0" DIAMETER
CONC. FOOTING
LENGTH
PSI AIR -ENTRAINED
CONCRETE
O
a 6'
S "
COMPACTED SUBGRADE 4" TYPE 21B STONE COVER
LL
I EP
o o EXISTING
AGGREGATE BASE
Q
". \\X /�\\/�\\/�\\/
��VA��VA��VA���F
REBAR
IMBEDDED 4ANCHOR H IN GROUND;
>
5'
�A��V�VA��VA�� COMPACTED
SUBGRADE
2 PER WHEEL STOP
3.5'
MILL AND OVERLAY SEQUENCE:
REMOVE EXISTING ASPHALT. COMPACT AND
DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS
—
JOB No.
ROLL TEST EXISTING BASE COURSE. THEN
PLACE
'`�T���/
NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN
NEW ASPHALT SURFACE.
ACCORDANCE WITH VDOT STANDARDS.
4449.3
BOLLARD DETAIL
CURB TRANSITION DETAIL
MILL AND OVERLAY PAVEMENT SECTION
PRECAST CONCRETE WHEEL STOP
CONCRETE SIDEWALK PAVEMENT SECTION
SHEET NO.
C1.2
No Scale
No Scale
No Scale
No Scale
c
a
J
s
AlbemadeCounty
r Sevice Authority Hydrant FIoV1i
Date of Report
8/15/2019
s"'"'g"°'tser"`"g f ^� Test Report
I68Spdnap Rudd Chanolteswle.VA2 It
Location DISCOVERY DR
Date and Time of Test 8/15/2019 10:13:00 AM
Minutes of Flow 2
Pipe Size (Inches) _ 8
Pressure Hydrant 11913
Static Pressure (psi) 109
Residual Pressure (psi) is 96
d -1 Q20 Looped � Q20 Multiple Inline Hydrants ��I Q20 Single Flow � Sprinkler Test
�-
Single Flow
Flow Hydrant #1 11894 Pitot Pressure #1 (psi) 50 Yellow 1 I_J Test Flaw 1
1190
Flow Hydrant #2 i Pitot Pressure #2 (psi) Yellow 2 Test Flow 2
0
Flow Hydrant #3 Pitot Pressure #3 (psi) Yellow 3 Test Flow 3
0
Total Estimated Flow (gpm) 1190
AWWA Q20 Calculation (gpm) 3362
(Value of zero in Q20 indicates insufficient pressure drop for calculation)
Comments
Hydrants opened all the way
For method of calculating picot flow with a red Pollard diffuser: see eq.13, Walski and Lutes article 1990 Journal Management and
Operations AWWA. For yellow Pollard diffusers, a best 0t third order polynomial equation of the Pollard flow vs. picot pressure gauge is
-
used.
Estimated Consumption (gal) 2380
For use for water audit
j//�
Signature of Tester: 1
Legend
4147 `-
1672 CSA Hydrant
InService, Ownership
I
Not In Service, ACSA Owned
�
Not In Service, Private Ownershi
�O
In Service, Private Ownership
In Service, ACSA Owned
hip
1176
rtpe•
O 4
O
/ ACSA Fire Line
-
- -
!\ WSA Water Main
1670
\�•..__�Utility Type
FIOW Hydrant Potable Water
189 -�_ _,
4) Raw Water
�
Aro CO
`'^ry Static Residual Hydrant
11913 sQa
Cb
1176
hry
611,
536
Sae \ I
i n
Ctl
- 1726
ssa
1600
sea l
S
P S OB
Oq
Utilities, structures, lot lines, and all appurtenances indicated on this map are intended for general N
layout and reference location only. This prihicut is not intended for any other use than for preliminary
planning and general location purposes. The utilities shown on this map are believed to be accurate,
however, recent utility improvements and/or system changes may have been updated since the W E
IUYG�W F
time of this printout. Any determination of topography or contours, or any depiction of physical
Improvements, property lines or boundaries is for general informal only and shall not be used for the
Service Auth`rity
design, modfication, or construction of improvements to real property or for flood plain date"lnabon. g
Contact ACSA directly for speck utility locations.
Aerial Imagery® Commonwealth of Virginia 0 60 120 180 24Feet
_- i.=..Fit ,
PlanimeVic Data Property of County of Albemarle
ACSA Stab MMOD/20YY
FIRE FLOW TEST REPORT
No Scale
ANCHOR BOLT ON CENTER LINE
OF BEND.
- FOR BENDS 10" THROUGH 12"
USE 2 STRAPS ON BENDS
ADJACENT TO BELLS.
- FOR 18" BEND USE 3 STRAPS
AS SHOWN.
ELEVATION
PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT.
BEND PIPE A B C D E F
4'
111/Y 10' 2'-• 3 Y-e 2'- X-0 2-
1E' To 4'- 3•-0 it S-W 2'
1B' Y 6'-e" T-3' T-0" 4'-8" 2 1/2'
4• - B 2'-e 3' 2l 1' 6 2'-e 1 Ile
e' J'- 4'- 7-e' Y-W X-3" r
22 1/S 10" 3'-3 T 3--0 2'- 3'- 2'
Ile - '- '-0 4?-31 Y
1B' 51'r-8 3' 3 4'- Y-B 21/2"
-0 3'-0" t1l 3'- 2 Ile
B' 3'-8' 8'-6 X-0 Y- X-9' 2 1 4
4S' 10' Il T 3'-U 4'-i 8' 2 1 4
12• s'-3 B'- Y-3 5'- B' 21/Y
18" B'- ll•- 3'-B' e' T-3.21 '
CHART FOR UPPER
VERTICAL BLOCKING
60
3" THREAD
1 NOMINAL INSIDE
DIAMETER EXTRA
STRONG STEEL PIPE
60 0 t4l
9
B
�L
SECTION
till BOLTS TO FACE HOOKON
OF BLOC ANCHOR
S.
CONCRETE BLOCKING FOR
UPPER VERTICAL BENDS
N.T.S.
FIG. W-3A
ID-4
1/ 9
\/r
ENGINE
ON ANY PART OF THE JOINT.
4. THE CONSULTING�•'
CONCRETESHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SZE OF
ALL THRUST BLOCKS.
BLOCKSURED
NTS
4SIZE, DEAD ENDS AND AT VALVES.
2. USE 250D P.S.I. CONCRETE.
53.33 3.58
PIPE DEGREE BEND DIMENSIONS VOL TEE AND PWOS VOL
SIZE OF FEET) OU.YD. CU.YD.
BEND L H T L H T
90 2.50 250 3.01 0.24
45 2Do 2zs 26o a1s zoo 2zs 2so o.1s
221/2 1.50 200 252 0.10
111/4 L50 200 250 0.10
90 3.88 3.16 3.21 0.48
45 2,88 288 277 0.28
9" 221/2 1.68 218 289 0.13 3.16 291 266 0.32
111/4 L68 216 287 0.13
90 4.83 3.83 3.42 a63
10" k 12"
295 0.43 3.83 4.00 283 0.52
zz 1/2 2.33 250 266 aza
11 1/4 1.83 233 2.84 0.18
7D-3
COVER LIFT NOTCH
14 1/2"
12 1/2" 12 3/6"
WATER
t CAST IRON LID
-16" METER BOX
ti; rLN
ti
18"
,.. 6" EXTENSION
r� >
6'
PIPE SLOT
(a Paces)
NOTES:
(t) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE UD FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-13
N�
Q' CL LF
O
LL o
5 E 6-
�� o
_
yEj vV ':S 1�0
rV y� nu
E
n'EO E
O 1 I � ZZ
1vE eE �E FF YS'I
�u"
TYPICAL MANHOLE FRAME &COVER
N.T.S
FIG S-FD
NT MUST BE
WITH CHARLOTIES-
S WHICH IS
QANDARD.
1
OF ANCH VARIES
e' MIN '
(z7o)
ALVE BO
7 W. FT
#66 STONE
42"MIN 6" GATE
VALVE
r i" •.1.
1 ( 8" X 6"
TEE
2500 P.S.I. CONCRETE r�
BASE AND THRUST
BLOCK AGAINST �•"\\V//
UNDISTURBED STABLE
SOIL STEEL PILE
WHEN THE SOIL IS DISNRBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2 MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED A7 LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REWIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.B.
FIG. W-4
To -a
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
a" IN 6„ INITIAL BACKFILL B za' IN Er.
MIN O MIN, MIN. MIN.
v
6" BEDDING
#68 STONE
+ STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
a• I INITIAL BACKFILL a'MI
UNSTABLE e 6 6 6,•
SOIL\MIN MIN MIN MIN. #68 STONE
y"
-GRANULAR FILL AS
=APPROVED BY ACSA
BSI bCK' � STABLESOIL OR ROC
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFlLL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" UFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION &BEDDING
NTS
FIG. W-2
CHART FOR UPPER
VERTICAL BLOCKING
60
3" THREAD
1 NOMINAL INSIDE
DIAMETER EXTRA
STRONG STEEL PIPE
60 0 t4l
9
B
�L
SECTION
till BOLTS TO FACE HOOKON
OF BLOC ANCHOR
S.
CONCRETE BLOCKING FOR
UPPER VERTICAL BENDS
N.T.S.
FIG. W-3A
ID-4
1/ 9
\/r
ENGINE
ON ANY PART OF THE JOINT.
4. THE CONSULTING�•'
CONCRETESHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SZE OF
ALL THRUST BLOCKS.
BLOCKSURED
NTS
4SIZE, DEAD ENDS AND AT VALVES.
2. USE 250D P.S.I. CONCRETE.
53.33 3.58
PIPE DEGREE BEND DIMENSIONS VOL TEE AND PWOS VOL
SIZE OF FEET) OU.YD. CU.YD.
BEND L H T L H T
90 2.50 250 3.01 0.24
45 2Do 2zs 26o a1s zoo 2zs 2so o.1s
221/2 1.50 200 252 0.10
111/4 L50 200 250 0.10
90 3.88 3.16 3.21 0.48
45 2,88 288 277 0.28
9" 221/2 1.68 218 289 0.13 3.16 291 266 0.32
111/4 L68 216 287 0.13
90 4.83 3.83 3.42 a63
10" k 12"
295 0.43 3.83 4.00 283 0.52
zz 1/2 2.33 250 266 aza
11 1/4 1.83 233 2.84 0.18
7D-3
COVER LIFT NOTCH
14 1/2"
12 1/2" 12 3/6"
WATER
t CAST IRON LID
-16" METER BOX
ti; rLN
ti
18"
,.. 6" EXTENSION
r� >
6'
PIPE SLOT
(a Paces)
NOTES:
(t) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE UD FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-13
N�
Q' CL LF
O
LL o
5 E 6-
�� o
_
yEj vV ':S 1�0
rV y� nu
E
n'EO E
O 1 I � ZZ
1vE eE �E FF YS'I
�u"
TYPICAL MANHOLE FRAME &COVER
N.T.S
FIG S-FD
NT MUST BE
WITH CHARLOTIES-
S WHICH IS
QANDARD.
1
OF ANCH VARIES
e' MIN '
(z7o)
ALVE BO
7 W. FT
#66 STONE
42"MIN 6" GATE
VALVE
r i" •.1.
1 ( 8" X 6"
TEE
2500 P.S.I. CONCRETE r�
BASE AND THRUST
BLOCK AGAINST �•"\\V//
UNDISTURBED STABLE
SOIL STEEL PILE
WHEN THE SOIL IS DISNRBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2 MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED A7 LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REWIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.B.
FIG. W-4
To -a
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
a" IN 6„ INITIAL BACKFILL B za' IN Er.
MIN O MIN, MIN. MIN.
v
6" BEDDING
#68 STONE
+ STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
a• I INITIAL BACKFILL a'MI
UNSTABLE e 6 6 6,•
SOIL\MIN MIN MIN MIN. #68 STONE
y"
-GRANULAR FILL AS
=APPROVED BY ACSA
BSI bCK' � STABLESOIL OR ROC
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFlLL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" UFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION &BEDDING
NTS
FIG. W-2
PIPE DEGREE BEND DIMENSIONS VOL TEE AND PWOS VOL
SIZE OF FEET) OU.YD. CU.YD.
BEND L H T L H T
90 2.50 250 3.01 0.24
45 2Do 2zs 26o a1s zoo 2zs 2so o.1s
221/2 1.50 200 252 0.10
111/4 L50 200 250 0.10
90 3.88 3.16 3.21 0.48
45 2,88 288 277 0.28
9" 221/2 1.68 218 289 0.13 3.16 291 266 0.32
111/4 L68 216 287 0.13
90 4.83 3.83 3.42 a63
10" k 12"
295 0.43 3.83 4.00 283 0.52
zz 1/2 2.33 250 266 aza
11 1/4 1.83 233 2.84 0.18
7D-3
COVER LIFT NOTCH
14 1/2"
12 1/2" 12 3/6"
WATER
t CAST IRON LID
-16" METER BOX
ti; rLN
ti
18"
,.. 6" EXTENSION
r� >
6'
PIPE SLOT
(a Paces)
NOTES:
(t) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE UD FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-13
N�
Q' CL LF
O
LL o
5 E 6-
�� o
_
yEj vV ':S 1�0
rV y� nu
E
n'EO E
O 1 I � ZZ
1vE eE �E FF YS'I
�u"
TYPICAL MANHOLE FRAME &COVER
N.T.S
FIG S-FD
NT MUST BE
WITH CHARLOTIES-
S WHICH IS
QANDARD.
1
OF ANCH VARIES
e' MIN '
(z7o)
ALVE BO
7 W. FT
#66 STONE
42"MIN 6" GATE
VALVE
r i" •.1.
1 ( 8" X 6"
TEE
2500 P.S.I. CONCRETE r�
BASE AND THRUST
BLOCK AGAINST �•"\\V//
UNDISTURBED STABLE
SOIL STEEL PILE
WHEN THE SOIL IS DISNRBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2 MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED A7 LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REWIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.B.
FIG. W-4
To -a
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
a" IN 6„ INITIAL BACKFILL B za' IN Er.
MIN O MIN, MIN. MIN.
v
6" BEDDING
#68 STONE
+ STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
a• I INITIAL BACKFILL a'MI
UNSTABLE e 6 6 6,•
SOIL\MIN MIN MIN MIN. #68 STONE
y"
-GRANULAR FILL AS
=APPROVED BY ACSA
BSI bCK' � STABLESOIL OR ROC
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFlLL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" UFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION &BEDDING
NTS
FIG. W-2
7D-3
COVER LIFT NOTCH
14 1/2"
12 1/2" 12 3/6"
WATER
t CAST IRON LID
-16" METER BOX
ti; rLN
ti
18"
,.. 6" EXTENSION
r� >
6'
PIPE SLOT
(a Paces)
NOTES:
(t) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE UD FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-13
N�
Q' CL LF
O
LL o
5 E 6-
�� o
_
yEj vV ':S 1�0
rV y� nu
E
n'EO E
O 1 I � ZZ
1vE eE �E FF YS'I
�u"
TYPICAL MANHOLE FRAME &COVER
N.T.S
FIG S-FD
NT MUST BE
WITH CHARLOTIES-
S WHICH IS
QANDARD.
1
OF ANCH VARIES
e' MIN '
(z7o)
ALVE BO
7 W. FT
#66 STONE
42"MIN 6" GATE
VALVE
r i" •.1.
1 ( 8" X 6"
TEE
2500 P.S.I. CONCRETE r�
BASE AND THRUST
BLOCK AGAINST �•"\\V//
UNDISTURBED STABLE
SOIL STEEL PILE
WHEN THE SOIL IS DISNRBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2 MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED A7 LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REWIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.B.
FIG. W-4
To -a
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
a" IN 6„ INITIAL BACKFILL B za' IN Er.
MIN O MIN, MIN. MIN.
v
6" BEDDING
#68 STONE
+ STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
a• I INITIAL BACKFILL a'MI
UNSTABLE e 6 6 6,•
SOIL\MIN MIN MIN MIN. #68 STONE
y"
-GRANULAR FILL AS
=APPROVED BY ACSA
BSI bCK' � STABLESOIL OR ROC
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFlLL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" UFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION &BEDDING
NTS
FIG. W-2
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
36"MIN
LARGER THAN 5" IN ANY
DIMENSION
24"MI
INTIAL BACKFILL*
8"MIN
(6" LIFTS)
4EMBEDMENT
* THOROUGHLY COMPACTED
SPRING LINE
MECHANICAL BY HAND OR APPROVED
MECHANICAL TAMPER
OF PIPE
HAUNCHING
N0. 68 STONE
- _
BEDDING 6" max
4" min
FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
NOTE
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VOOT RIGHT-OF-WAY SHALL BE
BACKFlLLED ENTIRELY WITH N0. 21A STONE.
2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF N0. 68
STONE SHALL BE PROVIDED
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF N0. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
TD-34
CRAIG W. J. KO'I'ARSKI
LiG, No. 0402048507
�n 8/ 19120
Z
0
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w r21
z
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F
DATE
1/21/2020
DRAWN BY
A. FONTAINE
DESIGNED BY
A. FONTAINE
CHECKED BY
C. KOTARSKI
SCALE
N/A
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JOB N0.
44493
SHEET N0.
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ACO DRAIN
ACO DRAIN
CORRUGATED BELL FOR GRAVITY APPLICATIONS
A
A. BELL END ACCEPTS CORRUGATED POLYETHYLENE;
AND PVC, CORRUGATED PIPE OR EQUIVALENT O.D.
SPECIFICATIONS IN 4", 6", 8", 10", 12", 15", 18", 21", 24",
27" AND 30" SIZES.
B. CURVATURE VARIES WITH MAINLINE DIAMETERS.
2
C. SPIGOT END PVC SDR 35, ASTM D3034
3
DIAMETERS: 4", 6", 8", 10", 12", 15", 18", 21", 24", 27"
3/A
AND 30"
(CONSULT PIPE MANUFACTURER BEFORE USING THIS FOR
3-
SANITARY SEWER APPLICATIONS)
B
PART PARTNAME
1 HUB ADAPTOR
2 SECURING CLAMP*
3
RUBBER SLEEVE(AVAILABLE IN NITRILE AND EPDM BY SPECIAL ORDER)
3A
UPPER SEGMENT**
3B
LOWER SEGMENT***
4
(NOT SHOWN) PIPE MANUFACTURER
TO SUPPLY VALLEY GASKET
MATERIALS
PVC SDR 26 ASTM D3034
BAND SS #301
SCREW SS #305
HOUSING SS #301
ASTM F477
OPTIONAL. #316 STAINLESS STEEL BAND, SCREW AND HOUSING
" DISTANCE BETWEEN 4A AND 4B WILL VARY BY PRODUCT TYPE
INSERTA TEE SIZE
HOLE DIAMETER
WILL NOT APPEAR ON RUBBER SLEEVES FOR CONCRETE OR
4"
(100 mm)
4 Y2'
(114 mm)
CLAY PIPE
6"
(150 mm)
6 Y2"
(165 mm)
8"
(200 Drum)
8 %4"
(222 mm)
10"
(250 mm)
10 %"
(276 mm)
12"
(300 mm)
12'/8"
(327 mm)
15"
(375 mm)
15 %6"
(402 mm)
18"
(450 mm)
19 %6"
(503 mm)
21"
(525 mm)
22 %e'
(573 mm)
24"
(600 mm)
25 %e'
(643 mm)
27"
(675 mm)
28 Y2"
(724 mm)
30"
(750 mm)
32'7/as'
(826 mm)
NOTE: RECOMMENDED METHOD OF CUTTING HOLE IS WITH HOLE SAW FOR PVC AND OTHER PLASTICS, AND DIAMOND BIT FOR CONCRETES,
CLAY, FRP AND D.I. (SEE INSTALLATION INSTRUCTIONS.
HOLE SAWS ARE AVAILABLE FOR PURCHASE OR RENT.)
wenavPvice rinauNl
STR NMNG TAPI
CONTAINS IDTi
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NOT TO SCALE
INSERTA TEE I PO BOX 714 CORRUGATED BELL FOR GRAVITY APPLICATION SPECIFICATIONS
CORNELIUS. OR 97116 SCALE: NTS TITS ECOM OR OSESPOSSESSION
SUBJSSIONO WI-THISERINWMCH INOT CONFER HAS PROPRIETARY OR
11
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DISCLOSURE TO OTVERS IS FORaIODEN, IXCEPt BY ePECIFIC WWTTEN PERMISSION!
DRAWN BY: KW FROM INSIDTraTEE.
GRASSPAVE2 Firelane Detail
Use this detail for delineating a Grasspave2 firelane
FIRFIANE
rLPe'll!"9
RRELANE
FraVJE EDGE
TRFATMENi AREAS
GRAVEL ROADBA
III
GRASSPAVE2 FlRFIANE
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OR BRIT X PAVER
6E"RWNOEp COBBLES
FIREL•WE
RAISEOCONCREIE
CUR& HEIGHT
VARas
ry Fir
PACfED STNOY FWSH WNC0.ETE
GMVEL ROADBASE WAB
NOTE;
TH6 DETAIL R SCHEMATC IN NATURE DESIGNERS SPEOFY SPAONG AND DESIGN OF EDGE
TREATMENTS SPAONG WILL VARY W" NU7YPE, SLOPE, RRE DEPARMRNTNEQUIREMEWS, ETC..
GRASSPAVE2
BYJNYdSTBL€STftLLCdOte
Invisible Structures, Inc.
GP2Firelane1 i.dwg
REINFORCED TURF DETAIL
No Scale
GRASSPAVE2 FlREIANE
SURFACE MOUNTEO
L VIDSCAPE
ulvGHr
COMPACTED SANDY
GRAVELRMDBASE
,�NVUSIBLE
STRUCTURES'
303-233-8383
www.irwisibleseuctures.com
V4.1
One meter channel /^�
li ao�rrtw k-+11E.
llz�F �i'
Or
39.aT0 mNen
E raonEomN
zw I®mN
m°
Knockouts included on every 5th channel
Type 902D In -line catch basin
1031"1262 mml
19.6r I60DmIp
)aT¢W nvnl
I
Gs
H
Bottom Top
I _[�Ellff��flI
Outlet
Product
Outlet size
Invert
GPM
CFS
(Sch. 40)
Depth
A_
Bottom outlet - SK2-00
4" round
7,87"
153
0.34
A_
Bottom outlet - SK2-040
4" round
15.75"
216
0.48
B
Bottom outlet -SK2-00
6" round
7.87"
344
0.77
IL
Bottom outlet - SK2-040
6" round
15.75"
486
1.08
C
End outlet- SK2-00
4" round
7.87"
132
0.29
C
End outlet - SK2-40
4" round
15.75"
202
0.45
D
End outlet - SK2-10
6" round
9.84"
320
0.71
D
End outlet - SK2-40
6" round
15.75"
437
0.97
E
Type SK2.902D
4" round
25.33"
263
0.59
F
Type SK2-902D -
4" round
31.83"
297
0.66
G
Type SK2-902D
4" round
23 76"
254
0.57
IL
Type SK2-902D
F round
31.83"
658
1.47
I
Type SK2-902D
4" round
23 91"
255
0.57
Type SK2-902D
30.40"
290
0.65
4" round
K
Type SK2-902D
6" round
24.68"
570
1.27
L.
Type SK2-902D
4" round
24.13"
256
0.57
M
Type SK2-902D
6" round
31.82"
658
1.47
N
Type SK2-902D
4" round
31.26"
294
0.66
O
Type SK2-902D
6" round
31.26"
651
1.45
P
Type SK2-902D
31S2"
1149
2.56
8" round
6" round
Q
Type SK2-902D
30.32"
640
1.43
R
Type SK2-902D
4" round
23.19"
251
0.56
S
Type SK2-902D
4" round
29.90"
288
0.64
April 2018
).BTINIBmmI
ma
Ipza•pfipmN
Half meter channel
Side
19.69" (0.5 meter)
End Cap
Bottom
F
10.83" (275 mm)
12.83" (326 man)
14.80" (376 mm)
16.77' (426.mm)
Total capacity =19 gallons
Note: These are the pipe flow
0.20"
(5mm)
rates at the specified outlet,
�«
140T channel now rates. 'Catch
basin flow rates are without
trash bucket - using trash
bucket reduces flow.
Bell end to fit
d
4" Or 6"
D
Sch. 40 pipes
c
I. 1.25" (32mm)
L1
4
SPECIFICATION CLAUSE
CO E
E
S200K POWERDRAIN - LOAD CLASS D
EXPANSION JOINT TO PAVEMENT PER
SEE NOTE 4 DESIGN
GENERAL
d� DOCUMENTS
THE SURFACE DRAINAGE SYSTEM SHALL BE
POLYMER CONCRETE S200K CHANNEL SYSTEM WITH
DUCTILE IRON EDGE RAILS AS MANUFACTURED BY
ACID POLYMER PRODUCTS, INC.
MATERIALS
4CHANNELS
SHALL BE MANUFACTURED FROM
ZIPOLYESTER
ff
RESIN POLYMER CONCRETE WITH AN
INTEGRALLY CAST -IN DUCTILE IRON EDGE RAIL.
MINIMUM PROPERTIES OF POLYMER CONCRETE WILL
BE AS FOLLOWS:
COMPRESSIVE STRENGTH: 14.000 PSI
FLEXURAL STRENGTH: 4,000 PSI
TENSILE STRENGTH: 1,500 PSI
WATER ABSORPTION: 0.07%
d /
FROST PROOF YES
Q
DILUTE ACID AND ALKALI RESISTANT YES
4
B117 SALT SPRAY TEST COMPLIANT YES
THE SYSTEM SHALL BE 8" (200mm) NOMINAL
8" (200mm) d
INTERNAL WIDTH WITH A 10.2" (260mm) OVERALL
4
d
WIDTH AND A BUILT-IN SLOPE OF 0.5%. CHANNEL
d d< /
/
INVERT SHALL HAVE DEVELOPED'V' SHAPE. ALL
CHANNELS SHALL BE INTERLOCKING WITH A
/
MALEMALE JOINT.
/
THE COMPLETE DRAINAGE SYSTEM SHALL BE BY
THE C
ACO POLYMER PRODUCTS, INC. ANY DEVIATION OR
PARTIAL SYSTEM DESIGN AND/OR IMPROPER
INSTALLATION WILL VOID ANY AND ALL WARRANTIES
8" (200mm) 8" (200mm)
PROVIDED BY ACO POLYMER PRODUCTS, INC.
NOTES:
CHANNEL SHALL WITHSTAND LOADING TO PROPER
1. IT IS NECESSARY TO ENSURE MINIMUM DIMENSIONS SHOWN ARE SUITABLE FOR EXISTING GROUND CONDITIONS.
LOAD CLASS AS OUTLINED BY EN 1433. GRATE TYPE
ENGINEERING ADVICE MAYBE REQUIRED.
SHALL BE APPROPRIATE TO MEET THE SYSTEM LOAD
2. MINIMUM CONCRETE STRENGTH OF 4,000 PSI IS RECOMMENDED. CONCRETE SHOULD BE VIBRATED TO ELIMINATE
CLASS SPECIFIED AND INTENDED APPLICATION.
AIR POCKETS.
GRATES SHALL BE SECURED USING'POWERLOK
3. EXPANSION AND CONTRACTION CONTROL JOINTS AND REINFORCEMENT ARE RECOMMENDED TO PROTECT CHANNEL
BOLTLESS LOCKING SYSTEM. CHANNEL AND GRATE
AND CONCRETE SURROUND. ENGINEERING ADVICE MAYBE REQUIRED.
SHALL BE CERTIFIED TO MEET THE SPECIFIED EN
4. THE FINISHED LEVEL OF THE CONCRETE SURROUND MUST BE APPROX. 1/8" [3mm] ABOVE THE TOP OF THE CHANNEL EDGE.
1433 LOAD CLASS. THE SYSTEM SHALL BE INSTALLED
5. CONCRETE BASE THICKNESS SHOULD MATCH SLAB THICKNESS. ENGINEERING ADVICE MAY BE REQUIRED TO
IN ACCORDANCE WITH THE MANUFACTURER'S
DETERMINE PROPER LOAD CLASS.
INSTRUCTIONS AND RECOMMENDATIONS.
6. REFER TO ACO'S LATEST INSTALLATION INSTRUCTIONS FOR FURTHER DETAILS.
SK2-D-ECP
S200K - POWERDRAIN - LOAD CLASS: D
ACO Polymer Products, Inc.
825 W. Berechcran St
9470 PInecone Dr.
4211 Pleasant Rd.
Exposed Concrete Pavement
•
Casa Grande, AZ 85122
Mentor, OH 44060
Fort Mill, SC 29708
INSTALLATION DRAWING - ACO DRAIN
7e1: 520421-9986
Tel: 440839-7230
Tel: 440-6397230
DATE: 08/25/15
Fax: 520-421-98AA
Fax: 440-639-7235
Fax: 803-802-1063
Arizona Tel: 888-490-9552 e-mail: sales(a)acousa.com Ohio Tel: 800-543-4764 www.acousa.com South Carolina Tel: 800-543-4764
Product Features
• Certified to EN 1433 Load Class F - 200,000lbs - 4,182 psi
• Uses 'PowerLok'boftless locking system
• Suitable for use with S200K and H2O0K channels
• Manufactured from ductile iron to ASTM A 53684 - Grade 304 65-45-12
• AWShunt lugs
April 2018
O
Side elevation
O
Z
FB
Specifications
General
The surface drainage system shall be ACID PowerDrain or SlabDrain, complete with ACID
ductile iron slotted grate with 'PowerLok' locking as manufactured by ACO, Inc. or similar
approved.
Materials
The covers shall be manufactured from ductile iron and have minimum properties as
follows:
• Independently certified to meet Load Class F
to EN 1433 - 200,000 lbs - 4,182 psi
• Ductile iron to ASTM 536-84 - Grade 65-45-12
• Intake area of 450 sq. cm per 112 meter of grate
The overall width of 13.25" 337mm and overall length of 19.68" 500mm Slots
measure at a maximum of 0.75" (19mm).
Grate
Grate is slotted ductile iron. Ductile iron ASTM 536-84- Grate 65-45-12. After removal of
grates there shall be uninterrupted access to the trench to aid maintenance.
Grates can be used for PowerDrain or SlabDrain.
Installation
The trench drain system and grates shall be installed in accordance with the
manufacturer's installation instructions and recommendations.
delete as appropriate
tarwirw-AC[D�HTmiln -s®s
ACO DRAIN
8" width - ductile iron slotted grate
Plan view
T9 fie' Isao mmI
l;
O
0
v
O
V
Q 4Yi0
0.9r125mN
B� 191.116mJ
Description Part No. Length Width Weight
Inches (mm) Inches (mm) Ihs.
PowerLok grate
SK2 ductile iron longitudinal grate - Cl E
72263
19.68 (500)
9.35 (238)
26.4
PowerLok locking mechanism
PowerLok Grate
ACID PowerLok is a
- Lug
patented boftless locking
system. Grates are
PowerLok Device
removed and replaced with
unlocked' position
minimum time and effort
for ease of maintenance.
Lugs on the rail opposite
PowerLok Rail
the PowerLok device slots
into recesses in the grate.
The PowerLok device is
PowerLok Device
used to engage the lug on
'locked' position
the rail at two locations per
Recess in Grate
grate to'lock'the grate to
PowerLok Rail
the channel.
-
ACO, Inc.
PE
Northeast Sales Office
Will Sales Office
art Sales Office
Follow� on
9470 Pinecone Drive
825 W. Beechcraft St.
4211 Pleasant
4211 Pleasant Road
ryus
®U
Mentor, Ohio 44060
Casa Grande, AZ 85122
Fort Mill, SC 29708
U 111
Tel: (440) 639-7230
Tel: (520) 421-9988
Toll free: (800) 543-4764
Electronic Contact:
Toll free: (800) 5434764
Toll Free: (888) 4909552
Fax: (803) 802-1063
mfo®ACODrain.us
Milo
Fax: (440) 639-7235
Fax: (520) 421-9899
ww YACODrain.us
a N,112018, ACO, Inc. TNs iMarmaaw
is btliawtl to Ee acarare but R is no[gueante� ro be sp. We wmot assume Aabntylw results Wrt buyer pbbim xiN w protlucl
since coldiaons d use ae beyond e• wntml
olthe compalry. k ¢Ma wstomeh respwsihif4y to sraluate suhability antl safely of product for his own use. ACO, Inc.
reserves the right ro change Me pmtlutl antl specificaGwswilhpN w6rz.
April 2018
O
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CRAIG W. I K0•FARSKI
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1�/ASITIC WIPETS I I I �/ I / / / / a - - _! - - I / Y - - - - _ _ _ - _ - N/F UNIVERSITY OF VIRGINIA
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CRAIG W I KOTARSKI
Lie. No. 0402048507
8/ 19120 0
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44493
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\ REMOVE CONCRETE
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NEAREST JOINT) ASPHALT 1 \ \ \
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STEEPS BACK TO MAIN. CONTRACTOR I p li co \
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CHARLOTTESVILLE GAS PRIOR I I \ / ' \ \ RELOCATED \ SAWCUT
\ TO START OR CONSTRUCTION.
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MATCH LINE SEE SHEET C2.3 '
/// PID 03200-00-00-006RO \ \
UNIVERSITY OFVlRG1NlAFOUNDATION
DB 4957 PG 692 \ \ y
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TOP = 540.64'�. I I I I 1J 5. ,ACRES
INV /N (W)= 5� 91 P( /jS�T�C1 l I I I I I F I s3 f 4419 SOW ROAD
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j= / P 55,220 GSFSTRUCTURES TO REROUTE
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\ SAWCUT P. ~ y; �// SO INLET \ \ I \ _ _ \\ N/F WINSTONS RUN LLC
(TY ) I ,IINV CUT = 542.26' \ \ \
TOP=542.26' 8"PVC ✓\ -✓, \ \/\ I \ � \
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ACCESS 5" SM-2A
PROJECT DESCRIPTION AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITHNsrRucrlCNASPHALT TC
. THE FOLLOWING CRITERIA, I cOua;E � 7
THIS PROJECT WILL BE CONSTRUCTED IN TWO PHASES. THE FIRST PHASE INCLUDES THE CONSTRUCTION OF A BUILDING ADDITION
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I i
EXISTING
ETECHNI: PAMF T v - ✓ AND ASSOCIATED UTILITIES AND LANDSCAPING AT 1725 DISCOVERY DRIVE. THE LIMITS OF DISTURBANCE FOR PHASE 1 IS 0.47 '2
MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS _ �� _ ._._. 1-I 1-I 1-I 1-I 1-I 1-I p
ACRES. THE SECOND PHASE INCLUDES THE CONSTRUCTION OF THE EMERGING TECHNOLOGY CENTER TWO (ETC 2) BUILDING AND REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS 1-I LJ LJ 1-I !-I 1- J v C1tAIGw. J, KgFAi;sK15:
PARKING AREA, UTILITIES AND LANDSCAPING ON THE LOT BETWEEN 1725 AND 1670 DISCOVERY DRIVE. THE LIMITS OF THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE s'° rmN. zrn Ar,GREGArE BASE G Lie. No.0402048507
DISTURBANCE FOR PHASE 2 IS 2.94 ACRES. THE LIMITS OF DISTURBANCE FOR THE OVERALL PROJECT CURRENTLY TOTALS 3.41 APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. PROFI E 8/ 19/20
ACRES. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT O4
TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL SSI®yG �a
ADJACENT PROPERTY STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. srGNE 70' MIN STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE SAL
THE PROPERTY IS LOCATED WITHIN THE UVA RESEARCH PARK, BOUNDED BY VACANT LAND TO THE NORTH AND EAST, AND MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. CONSTRUC;'FUN ASPHALT PAVED ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED
INDUSTRIAL USES TO THE SOUTH AND WEST. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ACCESS WASHRACX STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE
ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN
EXISTING SITE CONDITIONS MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE EXISTING 6' ON CENTER. EVERY NINTH POST SHALL CONTAIN A WARNING E
THE SITE IS CURRENTLY USED AS A RESEARCH LABORATORY, WITH ASSOCIATED PARKING, UTILITIES, AND LANDSCAPING. i% 2% PAVEMENT o
CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND 2 12' M N, - SIGN THAT CLEARLY IDENTIFIES THE FENCE AS ATREE a g
DISTURBANCE TAKES PLACE. 1 TP PROTECTION FENCE. ¢ o
OFF -SITE AREAS MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER O 3.38 > E
NO OFF -SITE DISTURBANCE IS PROPOSED. INSTALLATION. ai E
*MUS EXTEND FULL WIDTH A '-POSITIVE DRAINAGE w ,� tq tq
MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. or iNcrzEss AND tcrzess To SEDIMENT TREE PROTECTION r w 3 ~ F'
CRITICAL EROSION AREASTRAPPING DF.VICG ;U.-
A. 2
THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP OPERATION a LL o W
THERE ARE AREAS OF MANAGED STEEP SLOPES LOCATED ON THE SITE. SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. PAN No Scale LL o ^ z Z
MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND w O m
EROSION AND SEDIMENT CONTROL MEASURES a w u 20 z 0 0
TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE d
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. r - z' MIN GRAVEL CURB INLET SEDIMENT FILTER , - u, O
____-..__- PCSIPVE DRAINAGL ^ '�� �' > O rn
CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR 1 ; To EDIVEVT \J ��� W N a S zi
VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. - naAPPwc Crwce. F ; V O O
OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. MS-9, WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 0 m a Lu
to
MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER TER cLorFi_ cc ai
STORMWATER RUNOFF CONSIDERATIONS CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. SECTION A -A = a� z O O
UNDERGROUND PIPES WILL BE USED TO CONVEY STORMWATER ONSITE. THIS SITE PLAN IS PART OF AN OVERALL DEVELOPMENT PLAN MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET '- = w ¢ O
WHICH WILL UTILIZE A REGIONAL BMP TO TREAT STORMWATER RUNOFF FOR BOTH QUALITY AND QUANTITY. REFER TO DOCUMENT PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCEtip~ C rn ¢ g
Q A ntitthntuu water of 1 inch turret 6e installed with a nilttirmuu 1vtch ballcock o
TITLED "STORMWATER MANAGEMENT / BMP ANALYSIS AND FLOODPLAN STUDY FOR THE UVA RESEARCH PARK" BY DEWBERRY & / \ 0 W O O
CHANNEL AND RECEIVING CHANNEL. slnrtoffvah e wpplying a wash hose with a diameter of 1.5 itches for adequate / / v v W W
DAVIS, OCTOBER 1997. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VETCH AND MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL constmttpressure. Wash water roust be carried away front IIIe entrance to all / ` e` �
THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. / ¢ Q
SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE approvetl settliu,! area to remove setlitneut. All setlnuettt shall be prevetdeti firntt o w
MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE entering stonn thauis, flitches or watercourses.
STRUCTURAL PRACTICES: STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. CE 3.02 12" � �
1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION GRAVEL FILTE W W
MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A RUNOFF WATE WIRE MESH
INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. s
PAVED CONSTRUCTION ENTRANCE FILTERED WATER Z z
PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 0
MS-14. ALL APPLICABLE FEDERAL STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE 'E�.'" 'Y,; .?;', a; •::::" - - O O
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2. SILT FENCE BARRIER 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL MET No Scale A- _
GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. (D ~ ~
AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER Lu
3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS 1. SET THE STAKES. 2. EXCAVATEA4^X 4" TRENCH
APPLICABLE CRITERIA: UPSLOPE ALONG THE LINE OF mT a. IT1 �
INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. �+ STAKES.-" e o
PERMANENT STABILIZATION. 6' SEDIMEN �� < w o 0
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. �� i e: > Lu N N
4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, j i / CONCRETE - F ; rn
5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN OR BOTH AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. '_� - II GUTTER 12^ CURB INLET u p
RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE �/G�� �� z M °j
5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS / GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.
STABILIZATION. FL O
NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. 4„ in DATE
ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 3. STAPLE FILTER MATERIAL TO 4. BACKFILL AND COMPACT THE SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS
6, DUST CONTROL - 3,39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT, MS-17, WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE IP APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE 1/21/2020
STAKES AND EXTEND IT INTO THE EXCAVATED SOIL. O 3.07- 6
VEGETATIVE PRACTICES: TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR ADJACENT STRUCTURES AND UNPROTECTED AREAS. STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO 0
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PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE THE DRAWN BY
1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET _ j _ STORMWATER INLET PROTECTION A. FONTAINE
LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL PI �� PI
FENCE AND VEGETATION. i No Scale
•2. TEMPORARY SEEDING DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. FLOW DESIGNED BY 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED MS-18, ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION
WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. = • A. FONTAINE
SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. SHEET FLOW INSTALLATION
TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE
3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. (PERSPECTIVE W 3 2 X 4" WOOD SILT FENCE DROP INLET PROTECTION DROP INLET • CHECKED BY
TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. MS- 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION I F OW I MAX. FRAM WITH GRATE
4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE : • C. KOTARSKI
AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY A A
INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND B FRAME
REINFORCE ESTABLISHED TURF. STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA
1.5° P -� SCALE
ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS° MAX - l N/A
MANAGEMENT STRATEGIES �
1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING 3'
INSTALLATION. v
GENERAL EROSION AND SEDIMENT CONTROL NOTES: POINTS A SHOULD BE HIGHER THAN POINT B. .-� MIN.
2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. �_^ GATHER
SF DRAINAGEWAY INSTALLATION O
3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT N/A 3.05-2 EXCESS
CONTROLS. (FRONT ELEVATION) AT
CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA CORNER Z
4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL SILT FENCE (W/O WIRE SUPPORT) PERSPECTIVE VIEWS L L.I
WITH THE CONTRACT DOCUMENTS OR STATE LAW. REGULATIONS.
No Scale STEAK (n
PERMANENT STABILIZATION ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE .J c
ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING TABLE 3.31-B FABRIC a 1--1
METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN, O Q 6
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS - ` -
FINISHED GRADING, SEEDING SHALL BE IN ACCORDANCE WITH STD. &SPEC. 3.32, PERMANENT SEEDING, SEED TYPE SHALL BE AS el 1' �,
SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES "QUICK REFERENCE FOR ALL REGIONS" MIN.
ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND J
GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR DISTURBANCE. LLJ
MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME PLANTING DATES SPECIES RATE (LBS./ACRE) _ w\
SHALL BE APPLIED PRIOR TO MULCHING. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. p DETAIL A /
SEPT. 1 - FEB. 15 50/50 MIX OF w
SEQUENCE OF INSTALLATION ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT ANNUAL RYEGRASS ELEVATION OF STAKE AND FABRIC ORIENTATION Z `3
PHASE IA (SEE SHEET C3.2) LIMITED TO OFFSITE BORROW OR WASTE AREA SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE (LOLIUM MULTI-FLORUM) 0
)r SPECIFIC APPLICATION Q D
1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. & 50-100 THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE
ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS CEREAL (WINTER) RYE 0 INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER w m
MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. >
(SECALE CEREALE) ui
ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT
2. INSTALL SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES. THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) EXCEEDING 1 C.F.S. ARE TYPICAL. THE METHOD SHALL NOT F--1
3. INSTALL INLET PROTECTION. FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 IP ) O
4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK AND DEMOLITION CAN BEGIN. (LOLIUM MULTI-FLORUM) APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS KB.07-1 O
ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING STREET OR HIGHWAY MEDIANS. . 1z Z a
5. BEGIN ROUGH GRADING THE PROJECT AREA. ACTIVITIES AND DURING SITE DEVELOPMENTo
6. SEED ALL DENUDED AREAS PER VESCH STANDARDS. MAY 1 -AUG. 31 GERMAN MILLET 50 STORM DRAIN INLET PROTECTION a J
TS (SETARIA ITALICA) 3.31 >
PHASE 16 (SEE SHEET C3.3) O
ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. No Scale y
1. CONTINUE GRADING OPERATIONS TO ESTABLISH THE BUILDING PAD ELEVATION. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY TEMPORARY SEEDING PLANT MATERIALS 70' MIN.
5:1 EXISTING z g r
2. INSTALL STORM PIPES AND STRUCTURES AS NEEDED. PROVIDE ADDITIONAL INLET PROTECTION AS SEEN ON PHASE I.B. REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. No Scale A 3' PAVEMENT w O Z n
3. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE \
IS ACHIEVED. / U Q d
TABLE 3.32-D O w U 3
4. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA FILTER 6" MI A MOUNTABLE BERM � t
REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. CLOTH (OPTIONAL) U Q
EXISTING GROUND
PHASE 2A (SEE SHEET C3.4) s
TOTAL LBS. PER ACRE SIDE ELEVATION 2:w
O�0 ���1 MINIMUM CARE LAWN Z
❑pOr 70' MIN. m w o
1. APRE-CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND LLO� ��� ® v COMMERCIAL OR RESIDENTIAL 175-200 LBS. I-� --I W 2 �
ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS ❑0�� ��■ KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% WASHRACK 0' MIN, Q 2 z
MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. ���: ��� IMPROVED PERENNIAL RYEGRASS 0-5% B (OPTIONAL) o 2
2. INSTALL CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES. KENTUCKY BLUEGRASS 0-5% _ -
' T�
3. INSTALL INLET PROTECTION. . 10 EXISTING `o
4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK AND DEMOLITION CAN BEGIN. GENERAL SLOPE (3:1 OR LESS) 12' MIN. MIN. PAVEMENT Z W c
5. BEGIN DEMO AND REMOVAL OF EXISTING STORM AND STORM STRUCTURES PER PLANS SHEET C2.4. KENTUCKY 31 FESCUE 128 LBS. a o
6. BEGIN ROUGH GRADING THE PROJECT AREA. _ RED TOP GRASS 2 LBS. O o
SEASONAL NURSE CROP * 20 LBS. VDOT #1 COARSE AGGREGATE B POSITIVE 10' MIN. ¢
7. SEED ALL DENUDED AREAS PER VESCH STANDARDS. I --I
150 LBS. DRAINAGE TO z 'n 3
*MUST EXTEND FULL WIDTH OF Z H
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) SEDIMENT o H
PHASE 2B (SEE SHEET C3.5) INGRESS AND EGRESS OPERATION Q Q 2
KENTUCKY 31 FESCUE 108 LBS. TRAPPING DEVICE 0 1. CONTINUE GRADING OPERATIONS TO INSTALL RETAINING WALLS AND FINE GRADE PARKING AREAS. x
2. INSTALL STORM PIPES AND STRUCTURES. PERSPECTIVE VIEW RED TOP GRASS 2 LBS. PLAN VIEW 0 z ~
*
3. SEED ALL DENUDED AREAS PER VESCH STANDARDS.. SEASONAL NURSE CROP 20 LBS.ko
CROWNVETCH ** 20 LBS. 12' MIN. O I"
PHASE 2C (SEE SHEET C3.6) X 150 LBS. �T..'MIN.ao
1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE 2C EROSION AND SEDIMETN CONTROL PLANS AS THE kO >STO2. FINERM SYSTEM IS GRADE PROJECT ARAR APPLYY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE STATED BEOWBRUARY 6UCTED. USE SEASONAL NURSE TH THROUGH APRILE WITH SEEDING DAANNUALRYE FILTER CL MIN. U.
T=
CLOTH SECTION A -A LLI d016
o
IS ACHIEVED AND INSTALL RETAINING WALLS.
MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET
3. ALL STORMWATER PIPING AND STRUCTURES SHALL BE INSPECTED FOR SILT / SEDIMENT. IF PRESENT, THE SILT/ SEDIMENT AUGUST 16TH THROUGH OCTOBER............................... ANNUAL RYE 6'-7" Q m o
SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. _ NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE \O
4. ONCE THE SITE UPHILL FROM EACH SEDIMENT TRAP HAS BEEN STABILIZED AND APPORVED BY THE E&S INSPECTOR, SEDIMENT _ / E a
TRAPS CAN BE REMOVED. SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE,
Faealc d o O
5. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. LINE POST VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, `V
6. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE tp GROUNDLNE USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, NNE' a
REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. \ MAX. INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY a tul BRACING FOOTING O REINFORCED CONCRETE DRAIN SPACE Jog NO. 2.2
INOCULATED. WEEPING DURING WA MAY BE ADDED E ANY SLOPE OR CE 3.02
SAF 0-6
PERSPECTIVE VIEW 3.01 PS LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10 20 3 32 SECTION B-B 44493
METAL FENCE LBSJACRE IN MIXES. o
SAFETY FENCE PERMANENT SEEDING MIX FOR PIEDMONT AREA STONE CONSTRUCTION ENTRANCE SHEET NO. ao
C3.0
No Scale No Scale No Scale g' 'E
H _
IFA_
Excavated Drop Inlet Sediment Trap design
drainage area (acres) (<3)
1.5
trap volumes:
elevation (ft)
area (so
wlume(cy)
538.54
2365
539
2546
41.8
540
2956
101.9
540.54
3188
61.4
2052
Storage:
storage required (cy) (134"DA)
2010.
bottom of excavation (ft)
538.5
top of inlet elevation
540.5
storage provided (cy)
205.2
slope of wet storage sides
2:1
FLOW
1
FLOW
r
EXCAVATED DROP INLET SEDIMENT TRAP
No Scale
COMPACTED SOIL
18" MIN.�17 I 1 I
I
a
4.5' MIN.
DD CWD
TEMPORARY DIVERSION DIKE
No Scale
Vt
EXCAVATED DROP INLET SEDIMENT TRAP
SEDIMENT -LADEN RUNOFF
STORM WATER WITH
LARGER PARTICLES
TEMPORARY RIGHT-OF-WAY DIVERSIONS
TYPICAL GRAVEL STRUCTURE
CWD TO HAVE VDOT
STANDARD EC-2
MATTING ON UPHILL
SIDE
FLOW
AS DEPTH BELOW TOP OF
REQUIRED INLET MIN. ll- MAX. 2'
RWD 3.11-1
TEMPORARY RIGHT-OF-WAY DIVERSION
No Scale
LARGER
PARTICLES
SETTLE OUT
ST1
INFLOW
D
D 2
NORMAL POOL
Aunou Ai onni
WOODEN BAFFLE
No Scale
Sediment Trap design #1
drainage area (acres) (<3) 0.87 ]'1VAWA"
trap volumes: circle ORCM CREST OF STORE WEIR
elevation (ft) area (so volume(cy) eRa Ro
544.25 773 E� p
546 1260 65.9 DRY STORAGE - T ow
547.25 1655 6T5
133.4
WETSTORAGE
4.LUX. ` 1
(IX4WlED)
CLOTH CMGNAL
1ftTER caouxO
atv.
wet storage:
wet storage required (cy) (67'DA)
58.3
-WE MATE 113-1
CDARSE AG EGATE'• CLASS L RIMY
bottom of stone weir (ft)
546.00
wet storage provided at this elevation (cy)
65.9
* coarse aggregate
shall be VDOT #3, #357 of #5
slope of wet storage sides 2:1
weir length (ft) (6xDA)
5.3
dry storage:
bottom of trap elevation (ft)
544.25
dry storage required (cy) (67"DA)
58.3
bottom trap dimensions:
54'x14.8'
crest of stone weir
547.3
top of dam elevation (ft)
548.25
dry storage provided at this elevation (cy)
67.5
top width of dam (ft)
2.5'
slope of dry storage sides 2:1
top trap dimensions
65'x27'
SEDIMENT TRAP #1
No Scale
RISER
L = TOTAL DISTANCE
FROM THE POINT OF
INFLOW AROUND THE
BAFFLE TO THE RISER.
RISER
JFLOW
6"
RISER CREST
ELEVATION
POSTS MIN. SIZE 4"
SQUARE OR 5" ROUND.
SET AT LEAST 3' INTO
THE GROUND.
1. SET POSTS AND EXCAVATE A 4"X4"
TRENCH UPSLOPE ALONG THE LINE OF
POSTS. - - -tea
3. ATTACH THE FILTER FABRIC TO
THE WIRE FENCE AND EXTEND IT INTO
THE TRENCH.
2. STAPLE WIRE FENCING TO
THE POSTS.
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
EXTENSION OF FABRIC AND WIRE -All
THE TRENCH.
FILTER FABRIC-A�I\�I/I�P
SILT FENCE (WITH WIRE SUPPO
No Scale
SILT FENCE CULVERT INLET PROTECTION
FENCE I *DISTANCE IS
6' MINIMUM IF �,OPTIONAL STONE COMBINATION
FLOW IS 1
TOWARD I
EMBANKMENT
n
N'
FLOWWRIPRAP
2.5'
"VDOT #3, #357, #5, #56 OR 457 COARSES I
AGGREGATE TO REPLACE SILT FENCE IN "
HORSESHOE " WHEN HIGH VELOCITY OF FLOW
CIP IS EXPECTED 3.08-1
CULVERT INLET PROTECTION
No Scale
CRAIG W. I KO•FARSKI
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SSF /rz' E / a - -I - _ _ I TOTAL STORAGE REQUIRED: 116.6 CY \ - 5601
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_ _ _ _ TOTAL STORAGE PROVIDED: 133.4 CY - -561 -� - De2ooaPc 25
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NOTES:
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1 CONTRACTOR TO COORDINATE WITH
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UTILITY PROVIDER TO RELOCATE EXIST.
+
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FIBER OPTIC LINE AND TELEPHONE LINE
+
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AS NECESSARY FOR CONSTRUCTION.
+ +
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2. EACH OUTDOOR LUMINAIRE EQUIPPED
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WITH A LAMP THAT EMITS 3,000 OR MORE
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+ + + + + + + + LUMINAIRE AND SHALL BE ARRANGED OR
+ + + + + + + + + SHIELDED TO REFLECT LIGHT AWAY FROM
+ + + + + + + + + ADJOINING RESIDENTIAL DISTRICTS.
Gi; + + + + + + + + 1 3. A KNOX BOX SHALL BE REQUIRED FOR THE
. + 11I j / / + + + + + + + + + PROPOSED BUILDING.
+. / / / SD CURB INLET +dj + + + + + + + + ARCHITECT/CONTRACTOR SHALL
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+ 1' aREA / / / — + + + + + + + EASEMENTS FOR THOSE FACILITIES AND
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IMAGE 3: USGS 7.5' QUADRANGLE, EARLYSVILLE, VA 2016
POND 1 WATERSHED (NOT TO SCALE)
•Eu l e : ►_::_
THIS PROJECT INCLUDES THE CONSTRUCTION OF A BUILDING ADDITION AT 1725
DISCOVERY DRIVE, A NEW BUILDING AND PARKING AREA ALONG DISCOVERY DRIVE, AS
WELL AS ASSOCIATED DRAINAGE, UTILITIES, AND LANDSCAPING. OVERALL, THE PROJECT
SITE DRAINS THROUGH A PIPE SYSTEM TO ANALYSIS POINT 1 (SHOWN ABOVE IN PRE AND
POST -DEVELOPMENT DRAINAGE AREA MAPS) AND FOLLOWS AN EXISTING NATURAL
CHANNEL, THROUGH A CULVERT UNDER LEWIS & CLARK DRIVE, ULTIMATELY OUTFALLING
TO A LARGE WET POND (POND 1) SOUTHEAST OF THE SITE.
PER THE DOCUMENT TITLED "STORMWATER MANAGEMENT / BMP ANALYSIS AND
FLOODPLAIN STUDY FOR THE UVA RESEARCH PARK AT NORTHFORK" BY DEWBERRY &
DAVIS, OCTOBER 1997, (IMAGE 1, THIS SHEET) THE RESEARCH PARK PONDS HAVE BEEN
MASTER PLANNED TO HANDLE BOTH STORMWATER QUANTITY AND QUALITY
REQUIREMENTS FOR THE FUTURE BUILD -OUT OF THE RESEARCH PARK. THIS DOCUMENT
LISTS APPROVED CURVE NUMBERS AND DRAINAGE AREAS BASED ON THE ESTIMATED
FUTURE DEVELOPED CONDITION OF THE UVA RESEARCH PARK. THE SUBJECT PROPERTY
FALLS WITHIN SUBBASIN C2 ON THIS MAP. SUBBASIN C2 CONSISTS OF 85.84 AC WITH A CN
VALUE OF 82. "UVA RESEARCH PARK - POND 1 ANALYSIS" DATED MARCH 27, 2020
DEMONSTRATES THAT POND 1 WAS BUILT TO SATISFY WATER QUANTITY AND QUALITY
REQUIREMENTS. ADDITIONALLY, THE PROPOSED CN VALUE REMAINS WITHIN THE PLAN
APPROVED CN VALUE.
THIS PROJECT DRAINS TO THE WET POND DESIGNATED AS POND 1 IN THE "LEWIS AND
CLARK DRIVE - STORMWATER MANAGEMENT EXHIBIT FOR POND 1" PREPARED AUGUST 18,
2020 BY TIMMONS GROUP (IMAGE 2, THIS SHEET). THIS DOCUMENT LISTS APPROVED CURVE
NUMBERS AND DRAINAGE AREAS BASED ON THE UPDATED DEVELOPED CONDITION OF THE
UVA RESEARCH PARK. THE SUBJECT PROPERTY FALLS WITHIN AREA C2 ON THIS MAP. IN
THIS DOCUMENT, DRAINAGE AREA C2 CONSISTS OF 83.90 AC WITH A CN VALUE OF 68.
BASED ON THE USGS TOPOGRAPHIC MAP (IMAGE 3, THIS SHEET) FOR EARLYSVILLE,
VIRGINIA, THE OVERALL WATERSHED DRAINING TO POND 1 IS APPROXIMATELY 450 ACRES.
ANALYSIS DOWNSTREAM OF POND 1 IS UNNECESSARY SINCE THE PROJECT LIMITS OF
DISTURBANCE (3.41 ACRES) IS LESS THAN 1 % OF THE POND DRAINAGE AREA.
AREA C2 WAS ANALYZED TO DETERMINE THE CHANGE IN IMPERVIOUS AND PERVIOUS
SURFACE AREA RESULTING FROM THIS PROPOSED PROJECT. THESE VALUES HAVE BEEN
INCORPORATED INTO THE PREVIOUSLY -APPROVED OVERALL CN VALUE FOR THE
DRAINAGE AREA. THIS PROPOSED DEVELOPMENT RESULTS IN A NET +1.69 ACRES
IMPERVIOUS AREA, WHICH INCREASES THE CN VALUE TO 68. THIS REMAINS SIGNIFICANTLY
BELOW THE APPROVED FULL BUILD OUT DEVELOPMENT PLAN CN VALUE OF 82.
BOTH WATER QUANTITY AND QUALITY REQUIREMENTS FOR THIS SITE WILL BE MET BY
UTILIZING THE EXISTING POND 1. FOR ADDITIONAL INFORMATION, REFER TO THE DESIGN
CALCULATIONS AND NARRATIVE BOOKLET ASSOCIATED WITH THIS PROJECT APPLICATION.
k •c
CRAIG W I YOTAWSKI
Lie. No. 0402048507
8/ 19120 0
F
DATE
1121/2020
DRAWN BY
A. FONTAINE
DESIGNED BY
A. FONTAINE
CHECKED BY
C. KOTARSKI
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CN: 67
TC: 26 MIN
2-YEAR Q: 16.77 CFS
2-YEAR V: 3.65 FPS
10-YEAR Q: 43.25 CFS
10-YEAR ELEV: 523.45'
Fan
535
\
535
\
\
r
\
/
530
530
\
r
/
525
525
10-YR WSE = 523.45'
520
520
N
Ln
M
It
h
h
h
h
9+50 '°+°° 11+00
CROSS SECTION 1
HORIZ SCALE: V=50'
VERT SCALE: 1"=5
515
DRAINAGE AREA: 28.2 AC
CN: 68
TC: 27 MIN
2-YEAR Q: 22.01 CFS
2-YEAR V. 3.43 FPS
10-YEAR Q: 55.25 CFS
10-YEAR ELEV: 510.73'
525 525
520 520
/
/
515 \ / 515
\ / 10-YR WS = 510.73'
510 510
505 505
o 0
o 0
h h h
12+00 9+50 10+00 11+00
CROSS SECTION 2
DRAINAGE AREA: 44.6 AC
CN: 72
TC: 29 MIN
2-YEAR Q: 43.57 CFS
2-YEAR V: 3.48 FPS
10-YEAR Q: 98.19 CFS
10-YEAR ELEV: 495.31'
HORIZ SCALE: 1"=50'
VERT SCALE: V=5
510
\
510
\
505
\
505
\
500
/
500
/ 10-YR
WSE = 4
5.31'
495
495
490
490
9+50 10+00 11+00 12+00
CROSS SECTION 4
HORIZ SCALE: V=50'
VERT SCALE: 1 "=5
SCALE V=80'
0 80' 160'
DRAINAGE AREA: 36.4 AC
CN: 70
TC: 28 MIN
2-YEAR Q: 31.95 CFS
2-YEAR V: 4.56 FPS
10-YEAR Q: 75.61 CFS
10-YEAR ELEV: 502.00'
520 52U
515 515
510 510
/
505 \\ / 505
10-YR WSE = 502.00' \ /
500 \ ✓ 500
11+50 9+50 10+00 11+00
CROSS SECTION 3
HORIZ SCALE: 1 "=50'
VERT SCALE: 1"=5
DRAINAGE AREA: 61.0 AC
CN:70
TC: 31 MIN
2-YEAR Q: 50.02 CFS
2-YEAR V: 3.98 FPS
10-YEAR Q: 118.95 CFS
10-YEAR ELEV: 481.57'
500 500
495 495
490 \ 490
485 \ / 485
\ / 10-YR WSE = 481.57'
480 \ / 480
475 475
13+00 9+50 10+00 11+00 12-00
CROSS SECTION 5
HORIZ SCALE: V=50'
VERT SCALE: 1 "=5
DTIT1.11%IA91111111p_10111va_lkiF_IWR9&-WyaF_1I,ILIIAIF_A01*611L1i0
12+50
THE NATURAL CHANNEL WAS ANALYZED ACCORDING TO 9VAC25-870-97.B
AND 9VAC25-840-40.19.
PER THE NRCS WEB SOIL SURVEY, THE SOIL TYPE ALONG THE ENTIRE
CHANNEL IS 36C - HAYESVILLE LOAM, WHICH ASSUMING THE TOP LAYER OF
LOAM HAS WASHED AWAY, IS CLAY. FROM TABLE 5-22 (VESCH), THE
PERMISSIBLE VELOCITY FOR STIFF CLAY IS 5.0 FPS,
THE ESTIMATED ULTIMATE DEVELOPMENT CONDITIONS OF THE DRAINAGE
AREA UTILIZING THIS CHANNEL ARE ILLUSTRATED ON THIS SHEET. THE
SHADED AREAS REPRESENT THE BUILDABLE AREA AND THE ASSUMPTION
IS THAT 80% OF THOSE AREAS WILL BE IMPERVIOUS. THE CN VALUE IS
SLIGHTLY DIFFERENT AT EACH CROSS SECTION BASED ON THIS ESTIMATED
DEVELOPMENT.
BASED ON THE CROSS SECTIONS ABOVE, AND CONSIDERING ULTIMATE
DEVELOPMENT CONDITIONS:
• 2-YEAR VELOCITY ROUTED THROUGH THE CHANNEL DOES NOT
EXCEED 5 FEET PER SECOND AT ANY SECTION.
• 10-YEAR WATER SURFACE ELEVATION DOES NOT OVERTOP THE
CHANNEL AT ANY SECTION.
THEREFORE THE CHANNEL IS ADEQUATE TO HANDLE THE STORMWATER
CONDITIONS RESULTING FROM THE ESTIMATED ULTIMATE DEVELOPMENT
CONDITIONS, WHICH INCLUDES THIS PROPOSED SITE PLAN.
11+50
CRAIG W I KOTARSKI
Lie. No. 0402048507
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