HomeMy WebLinkAboutWPO202100004 Plan - VSMP 2021-01-25SOUTHWOOD PHASE 1 -BLOCKS 9, 101 & 11
SITE INFORMATION
TAX MAP PARCEL, ZONING, AND OWNER INFO:
LIMITS OF DISTURBANCE: 7.97 ACRES
OVERLAY DISTRICT: ENTRANCE CORRIDOR
MAGISTERIAL DISTRICT: SCOTTSVILLE
SOURCE OF BOUNDARY AND TOPOGRAPHY:
BOUNDARY
WILLIAM S ROUDABUSH, JR. 1974
ROUDABUSH, GALE, & ASSOCIATES, INC 2003
ROUDABUSH, GALE, & ASSOCIATES, INC 2015
BENCHMARKS
(SPOT ELEVATION) AT THE INTX
OF HICKORY & BITTERNUT ELEV=451.0
09000-00-00-001AO
PARCEL AREA: 8.83 ACRES
DB 3375 PG. 063
ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD)
09OA1-00-00-001E0
PARCEL AREA: 22.92
DB 4773 PG. 328
ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD)
09OA1-00-00-001DO
PARCEL AREA: 86.80
DB 3375 PG. 063
ZONING: R2 RESIDENTIAL
OWNERSHIP OF ALL PARCELS:
SOUTHWOOD CHARLOTTESVILLE LLC
919 WEST MAIN STREET
CHARLOTTESVILLE, VIRGINIA 22903
TOPOGRAPHY SUPPLEMENTAL TOPO
LOUISA AERIAL SURVEYS, INC. TIMMONS GROUP
P.O. BOX 340 28 IMPERIAL DRIVE
MINERAL, VA23117 STAUNTON, VA24401
DATE OF PHOTOGRAPHY: 03/23/04 TELEPHONE: 540.885.0920
DATE OF COMPILATION: 02/02/07 CONTACT: PAUL HUBER, L.S.
PAUL.HU BER@TIM MONS.COM
SURVEY CONDUCTED: MARCH 2O19
HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID
VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS
DRAINAGE DISTRICT: MOORES CREEK
WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT.
TOTAL IMPERVIOUS AREA = 4.63 AC
WPO PLAN
COUNTY OF ALBEMARLE, VIRGINIA
BURIAL SITES: NO CEMETERIES FOUND ON SITE.
BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM BUILDING
HEIGHT PROPOSED IS THREE STORIES.
STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH THE USE OF A STORMTECH ISOLATOR ROW,
A STORAGE PIPE, AND A CONTECH JELLYFISH FILTER.
AGRICULTURAL/FOREST DISTRICT: NONE
SPECIAL FLOOD HAZARD INFORMATION:
SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
YES[ ] NO[X]
ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO.
NOTES:
1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE.
2. A PORTION OF BUILDING UNITS SHOWN ON THIS PLAN ARE AFFORDABLE UNITS (16 IN TOTAL).
3. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7
OF THE CODE.
4. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY.
BLOCKS 9-11 SITE PLAN TRIP GENERATION
WEEKDAY
LAND USE
IT
CODE
AMOUNT
UNITS
ADT
AM PEAK HOUR
PM PEAK HOUR
IN
OUT
TOTAL
IN
OUT
TOTAL
APARTMENTS/
TOWNHOMES
220
86
D.U.
641
13
34
47
30
17
47
SIGNATURE PANEL:
DEPARTMENT OF COMMUNITY DEVELOPMENT:
PLANNING & ZONING
ENGINEERING
INSPECTIONS
ARCHITECTURAL REVIEW BOARD
DEPARTMENT OF FIRE AND RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARTMENT OF TRANSPORTATION
APPROVAL
I9L•\Iq
1/22/Zo21
Oa< H I
SITE
LOCATION
VICINITY MAP
111=10001
DEVELOPER:
HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE
967 2ND ST SE
CHARLOTTESVILLE, VA 22902
OWNER:
SOUTHWOOD CHARLOTTESVILLE LLC
919 WEST MAIN STREET
CHARLOTTESVILLE, VA 22903
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200
CHARLOTTESVILLE, VA 22903
CONTACT: CLINT SHIFFLETT, P.E.
TELEPHONE: (434) 327-1690
Sheet List Table
Sheet Number
Sheet Title
CO.0
COVER
C1.0
NOTES & DETAILS
C1.1
NOTES & DETAILS
C1.2
NOTES & DETAILS
C1.3
NOTES & DETAILS
C1.4
NOTES & DETAILS
C2.0
EXISTING CONDITIONS & DEMOLITION PLAN
C3.0
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.1
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.2
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.3
EROSION & SEDIMENT CONTROL PLAN PHASE I
C3.4
EROSION & SEDIMENT CONTROL PLAN PHASE I
C3.5
EROSION & SEDIMENT CONTROL PLAN PHASE I
C3.6
EROSION & SEDIMENT CONTROL PLAN PHASE II
C3.7
EROSION & SEDIMENT CONTROL PLAN PHASE II
C3.8
EROSION & SEDIMENT CONTROL PLAN PHASE II
C4.0
LAYOUT & UTILITIES PLAN
C4.1
LAYOUT & UTILITIES PLAN
C4.2
LAYOUT & UTILITIES PLAN
C5.0
GRADING & DRAINAGE PLAN
C5.1
GRADING & DRAINAGE PLAN
C5.2
GRADING & DRAINAGE PLAN
C5.3
DETAILED GRADING PLAN
C5.4
DETAILED GRADING PLAN
C5.5
DETAILED GRADING PLAN
C6.0
STORMWATER MANAGEMENT PLAN
C6.1
STORMWATER MANAGEMENT CALCULATIONS
C6.2
STORMWATER QUALITY SUMMARY
C6.3
STORMWATER SUMMARY PLAN
C6.4
PIPE & INLET CALCULATIONS
C6.5
PIPE & INLET CALCULATIONS
C7.0
STORM PROFILES
C7.1
STORM PROFILES
SIG' IT 918TANGE PROF-'I=F=S-
L1.0
OVERALL LANDSCAPE PLAN
L1.1
DETAIL LANDSCAPE PLAN
L1.2
DETAIL LANDSCAPE PLAN
L1.3
DETAIL LANDSCAPE PLAN
L2.0
LANDSCAPE NOTES AND DETAILS
WPO PLAN TOTAL NUMBER
OF SHEETS = 38
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LEGEND
GENERALNOTES
1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS
INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED
WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION.
2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S
SPECIFICATIONS AND STANDARDS.
3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL
FEDERAL, STATE AND LOCAL AGENCIES.
3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY
CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS).
4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES.
5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS,
SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION.
6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES,
THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED
BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS.
7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS.
8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN
THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND
SPECIFICATIONS.
9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR
REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED.
11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS.
12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED
TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS
AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER.
13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF
CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT
SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL
MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY
WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT.
14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES.
(N/A)
15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO
THE PLACEMENT OF AGGREGATE BASE COURSE.
16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL
FACILITIES AS DEEMED NECESSARY.
17.
VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD
ACSA GENERAL WATER &SEWER CONDITIONS
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).
JUNE 27, 2019
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.
1.
WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL
19.
THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST
BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS.
2.
THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF
20.
THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED
CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION.
THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR
3.
THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND
INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND
21.
A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT
LINES AND STRUCTURES, AS NECESSARY.
STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A)
4.
ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER
22.
ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE
CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
SUBGRADE.
5.
DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
23.
CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN
6.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS.
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,
24.
APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A
OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC.
PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF
8.
ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
WAY. (N/A)
9.
VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF
25.
GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE
THE LINE.
OF ROAD. (N/A)
10.
TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
26.
ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM
11.
THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE
SLOPE OF 0.004 ft./ft.
JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
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
12.
THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL
20' TRANSITION ON EACH SIDE OF THE INLET. (N/A)
UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER
28.
CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE
LATERAL STUB -OUT
STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE
SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER
ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
29.
ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM
13.
THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF
STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03.
THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
30.
THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
31.
HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
14.
THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER
32.
ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT
MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS
THE END OF THE DAY
INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE
33.
VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
CONTRACTOR.
34.
ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED
15.
ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL
BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES.
APPROVAL IS GIVEN BY THE ACSA.
Albemarle County
As -built Road Plan Policy
As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle
County. The following is a list of the minimum information required on the drawings. Additional information
may be requested. The County only reviews private road as -built plans. The county does not review or
approve public road as-builts. For questions regarding public roads, please consult with VDOT.
1. A signed and dated professional seal of the preparing engineer or surveyor.
2. The name and address of the firm and individual preparing the drawings on the title sheet.
3. "As -built" must be labeled on the drawings with the date of preparation or revision.
4. The constructed location of all items associated with the road construction must be shown. The items
include, but are not limited to the following:
a. Horizontal Alignment - Show and label measurement points, and an interpreted line between
measurements. Show the as -built centerline over the design centerline. Distinguish between the design
elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and
at frequent enough intervals to accurately portray the as -built centerline and the position of the roadway q gh Y P Y � P Y
within the right-of-way or easement. Any portions outside the right-of-way or easement must be
corrected by plat or construction.
b. Vertical Alignment - Show and label measurement points, and an interpreted line between
measurements. Show the as -built centerline over the design centerline. Distinguish between them by
labels and line type. Write the constructed vertical elevations adjacent to the design elevations.
Distinguish between the elevations by striking a single line through the design elevation. Measurements
shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built
centerline. For alignments which deviate significantly from the design, provide curvature and sight -
distances. Corrections may be required for alterations from the design alignment.
b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every
station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges
over the design edges. Show and label constructed edge of pavement radii for all intersections and cul-
de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included.
c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure,
culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert
elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide
computations verifying design standards.
d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of
flow, and linings.
e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must
be within platted right-of-way or drainage easements. Provide copies of recorded documents.
e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and
applied end treatments, compared to design.
f. Right of way and associated easements - Label deed book and page numbers for all dedicated right-
of-ways, sight easements, slope easements, etc., and provide copies of recorded documents.
g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike
through any design elements which were not applied. Inspection reports are required for fill
compaction, CBR's, and pavement applications.
h. Street Trees - if street trees are on the design plan, provide design and as -built locations and species.
i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features.
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Private Road Acceptance Procedure
This is the procedure developed by the Albemarle County Community Development Department for the
completion of private roads. The items in this list must be completed in the order given.
1. Tests and Inspections: Have all necessary tests and inspections performed by a professional
engineer or geotech, or VDOT certified inspector. This should include, at a minimum,
a. California Bearing Ratio (CBR) tests,
b. stone depth inspections, including installation of under -drains and cross -drains,
c. fill compaction tests,
d. pipe and drainage structure video inspections or equivalent,
e. base and surface pavement inspections, documenting materials, thickness and compaction
L concrete tests
g. structural and related inspections for any bridges and foundations
Compile a report of these tests, certified by a professional engineer, and submit this report with the
as -built plans.
2. As -built plans andplats: Provide drawings of the constructed improvements according to the
Albemarle CountyAs-built Road Plan Policy. Provide copies of all recorded drainage easements
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sight easements, and right-of-way plats. Plats should be copies of the actual recorded documents
from the Clerk's office. Before completing as -built drawings, make any corrections necessary to
ensure all improvements are within right-of-ways and easements.
3. Bond inspection: Request a bond reduction or release inspection from the County, which will
reduce or release your bond, indicating completion or partial completion, or generate a letter
indicating items in need of documentation or completion. The following documents will be needed
with your bond inspection request;
A. Completed Bond Inspection Request form and fee
A form and fee are required for each bond, such as for a project with multiple phases and bonds.
B. As built documents per items 1 and 2 above.
An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. For any
releases or reductions, the minimum requirements of this policy must be met, if only to ensure that all
improvements are in right-of-way and easements.
C. Signed and sealed letter from a professional engineer listed and certifying that completed
improvements are built according to plan.
Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required.
Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or
"generally in accord". Improvements were either built to plan, or they were not. As -built measurements,
construction inspections, and other field verifications should be cited and included. Tolerances should be
noted. The items not built according to plan must be listed, with explanations. Deviation in pavement
materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added,
this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of
pipes or grades, this should be verified by revised computations and attached to the letter. If there are
outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more
than a statement of opinion or assurance. Please demonstrate that the improvements and construction have
been inspected, investigated and documented, and are certified in detail, and county staff will not be in the
position of discovering discrepancies and deficiencies in the field.
D. Completed Certificate of Completion
This form moat be. received for release of a bond_ It is available on the county wehsite_ In the case of
35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A
STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. Cryan
36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS.
37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR
A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI.
CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131).
BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT.
ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL
MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION
OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES;
CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY
EROSION CONTROL INSPECTOR.
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 50150 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)
A COUNTY OF ALBEMARLE
Department of Community Development
Construction Record Drawings (As -built) for VSMP
The following is a list of information required on construction record drawings for
stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the
construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
A. A signed and dated professional seal of the preparing engineer or surveyor.
B. The name and address of the firm and individual preparing the drawings on the title sheet.
C. The constructed location of all items associated with each facility, and the inspection records to verify
proper dimensions, materials and installation. The items include, but are not limited to the following:
1. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
2. Video Pipe Inspection for an pipes which are not accessible or viewable.
P Y
3. Updated Location with geo-coordinates of all facilities.
4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities.
5. Current physical and topographic survey for all earthen structures. Ponds should include a survey
of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required
for alterations from the design.
6. Plants, location and type.
7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the
installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s),
inlet and outlet protection, alignment and invert elevations compared to design.
8. Computations: For significant deviations from design, provide sealed computations verifying that
the as -built condition is equivalent or better than design.
9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical
sections and linings.
10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage
must be within platted easements. Provide copies of recorded documents.
11. Guardrail, fences or other safety provisions - Display the constructed location of all safety
provisions; fences, guardrail, including the type, length and applied end treatments, compared to
design.
12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to
material types and depths. Include inspection reports, boring or test pit reports and materials
certifications. Biofilter media must be an approved state mix.
13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable.
14. Compaction reports are required to verify fill compaction in dams.
15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning.
Albemarle County Engineering
Final Plan General Notes
Page I of 4
ALBEMARLE COUNTY
FINAL PLAN GENERAL NOTES
General Construction Notes
1. Prior to any construction within any existing public right-of-way, including connection to
any existing road, a permit shall be obtained from the Virginia Department of
Transportation (VDOT). drawn may n t therequirements of
raps O .This plan as dra of accurately reflect P ) P Y Y
the permit. Where any discrepancies occur the requirements of the permit shall govern.
2. All materials and construction methods shall conform to current specifications and
standards of VDOT unless otherwise noted.
3. Erosion and siltation control measures shall be provided in accordance with the approved
erosion control plan and shall be installed prior to any clearing, grading or other
construction.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable,
lesser slopes of 3:1 or better are to be achieved.
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the
County Engineer, or designee, it is deemed necessary in order to stabilize a drainage
channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
9. All excavation for underground pipe installation must comply with OSHA Standards for
the Construction Industry (29 CFR Part 1926).
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JOB NO.
47036
SHEET NO.
C1.0
L
CD-1
CUT
.aenE PAVEMENT
SUBBASE
UBGRADE
FILL
COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS
CENTER LINE SECTION
(WITH TYPE 1SELECT MATERIAL)
TRENCH PLACEMENT
E PAVEMENT SURFACE & BASE
0 0 0 0 .8. 0 0 S S o f SUBBASE
E SELECT MATERIAL TYPE I OR I Gam/
057 AGGREGATE, N6 AGGREGATE OR CRUSHED
CLASS MEETING NB GRADATION REQUIREMENTS.
CEOTEXTILE DRAINAGE FABRIC PLAN VIEW
(PLACEMENT OF CD-1 COMBINATION UNDERDRAIN)
OR
1 PAVEMENT SURFACE & BASE
0 0 0 000 0 000 0 0 SUBBASE OR CEMENT STABILIZED SUBBASE
= FSELECT MATERIAL TYPE➢OR SUBGRADE
0 0 00 oho o0�-06 (CEMENT OR LIME STABILIZED)
GEOTEXTLE N57 AGGREGATE, N8 AGGREGATE OR CRUSHED
F GLASSMEETING NB GRADATION REQUIREMENTS. GENERAL NOTES
1. UNLESS SPECIFICALLY INDICATED, COM6NATION UNDERDRAIN WILL NOT BE
LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ME STABLIMD.
2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO
INSURE COMPACTNESS.
NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND
SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MN. (3 X
DESIRABLE) GRADE.
CRUSHING STRENGTH
TYPE OF PIPE
)(W.T. 4" MOM. DIAMETER I(W.T. 1 6" NON. DIAMETER
SMOOTH WA.L Pvc
.m
0.153
SMOOTH WAL PE
70 PSI xxx
70 PSI N3fN
4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWWSE PROVIDE
OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP
INLETS OR MANHOLES.
5. ON SUPERELEVATED SECTIONS,TRENCH 6 TO BE UNDER ENTIRE PAVEMENT AREA
WITH OUTLET PIPE ON LOW SEE ONLY.
6. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE
INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE.
X WALL THICKNESS (MIN) - INCHES 7. ILL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO
BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE.
NNN TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRANAGE
STRUCTURE.
�V=r STANDARD COMBINATION UNDERDRAIN SPECIFICATION
ROAD AND BRIDGE STANDARDS REFERENCE
SHEET 1 OF 1 REWSION DATE (AT LOWER END OF CUTS) 232
501
108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701
CD-2
r� IVL -UNITS OF PAY FOR
TOP OF
-f EDGE OF PAVEMENT
COMBINATION UNDERDRAIN CD-2 ON FILLS I I��' TRAVEL LAEs
CENTER LINE SECTION 1_-€--Li_�-----fsq__ _
(WITH TYPE 1SELECT MATERIAL) ) I,N
EDGE OF PAVEMENT
TRENCH PLACEMENT SHOULDER LIE
ICALI►�I TOE OF FILL
-PAVEMENT SURFACE M BASE /
0 0 0 0 0 0 0 o SUBBASE LIMITS OF PAY FOR
OUTLET PIPE
-6-66.6.6-6.6.6-6.6.6-o--SELECT MATERIATYPEIORI PLAN VIEW SHOWING PLACEMENT OF
CD-2 UNDERDRAIN
,„ #57 AGGREGATE, N8 AGGREGATE OR CRUSHED
GEOTEXRLE ,p GLASS MEETING #8 GRADATION REQUIREMENTS.
DRAINAGE NON -PERFORATED OUTLET PIPE
FABRC
OR
SURFACE & BASE
TYPE OF PIPE
CRUSHING STRENGTH
i(W.T.
" NON. DIAMETER
3(W,T,
6" NOLL DIAMETER
SMOOTH WALL PVC
.103
1
1 0.153
SMOOTH WALL PE
1
1 70 PSI SONS(
70 PSI NNN
0 0 0 0 0 i666.6
0 o SUBBASE OR CEMENT STABILIZED SUBBASE
_ �- SELECT MATERIAL TYPE R OR SUBGRADE *WALL THICKNESS (MIN) -INCHES
.0-0�6`•'0 0 (CEMENT OR LINE STABILIZED) XXX TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION.
N3] AGGREGATE, NN AGGREGATE OR CRUSHED
GEOTEXRLE GLASS MEETING NB GRADATION REQUIREMENTS.
GENERAL NOTES
1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO
INSURE COMPACTNESS.
APPROACH SLAB PAVEMENT 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND
SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. to
DESIRABLE) GRADE.
BRIDGE 2 SUBBASE 3. ON CURB AND CUTTER SECRONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE
OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAN INTO DROP
CD-2 - INLETS OR MANHOLES.
5'-0" S� NOAZIS 01" �T� THD 4. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA
WITH OUTLET PIPE ON LOW SIDE ONLY.
S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" ABOVE
INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE.
PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO
BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE.
7. OUTLET PRE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE
STRUCTURE.
SPECIFICATIONSTANDARD COMBINATION UNDERDRAIN XVDOT
REFFERENCEERENCE
ROAD AD BRIDGE STANDARDS
232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 OF 1
s01
701 VIRGINIA DEPARTMENT OF TRANSPORTATION DB.05
CG-6
NOTES(
1. THIS REM MAY BE PRECAST OR CAST N PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST N PLACE,
4000 PSI F PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
OF 300 FEET OR LESS (ALONG FACE OF CURB)
SHALL BE PIN) FOR AS RADIAL COMBINATION
CURB & GUTTER.
4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE
LAYER,THE BOTTOM OF THE CURB & GUTTER
SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE
OF SUBBASE COURSES AND TO THE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF CG-6
IS BASED ON ROADWAY CLASSIFICATION AND
DESIGN SPEED AS SOWN N APPENDIX A OF
R THE ROAD DESIGN MMUIL N THE SECTION
ON GS URBAN STANDARDS.
`D
m
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D
D
D
D
D
A
BE CONCRETE
OF THE CONTRACTOR
ERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS
105 REVISION GATE SHEET 1 OF 1
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
zD1.o3
A
LJ
A
R1-1
STOP
'Reduce spacing 40%
A
B
C
D
E
F
18
.375
6
6 C
3
7.75
24
.625
8
8 C
4
10
30
.75
10
10 C
5
12B
36
.875
12
12 C
6
15
48
1.25
16
16C
8
20
COLORS: LEGEND - WHRE (RETROREFLECTIVE)
BACKGROUND - RED (RETROREFLECTIVE)
1-1
MUTCD STOP SIGN DETAIL
No Scale
TOP OF CURB
CONTINUE 21 B STONE BASE j
FROM ADJACENT PAVEMENT
SECTION UNDER CURB
FLUSH CURB (PARKING LO
No Scale
VDOT A-3
CONCRETE
NON -SLIP BROOM FINISH
VARIABLE WIDTH'
MAX. CROSS SLOPE 2%
d
4" 3,000 PSI AIR -ENTRAINED
CONCRETE
COMPACTED SUBGRADE
4" TYPE 21A STONE COVER
DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS
NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH VDOT STANDARDS.
1.5" ASPHALTIC CONCRETE SURFACE
COURSE - SM-9.5A
2" INTERMEDIATE BASE COURSE - IM19.OA
3" INTERMEDIATE BASE COURSE - BM25.OA
8" TYPE 21-B AGGREGATE SUBBASE COURSE
COMPACTED SUBGRADE
(PER GEOTECHNICAL REPORT)
DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS
HEAVY DUTY ASPHALT PAVEMENT SECTION
No Scale
2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A
(PLACED IN ONE LIFTS)
8" TYPE 21 B AGGREGATE BASE COURSE
COMPACTED SUBGRADE
DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
LIGHT DUTY ASPHALT PAVEMENT SECTION
No Scale
2016 ROAD & BRIDGE STANDARDS
NOTE: WHEN A PEDESTRIAN ACCESS ROUTE
_ CROSSES A COMERCIAL ENTRANCE
THE CROSS SLOPE SHALL BE 27.. FOR
A WIDTH OF 5 FEET.
CG-11
A� %%STREET APPROACH SAME SURFACING
GENERAL NOTES
(RADIUS TO BE AS
o C AS MAINLINE ROADWAY (SEE NOTE 3)
SHOWN ON PLANS)
ul
1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3
_ _ _ _ _
_
IUS TO BE
AS
OR CG-7, THE CURB FACE ON THIS STANDARD IS TO
OWN ON PLANS)
BE ADJUSTED TO MATCH THE MOUNTABLE CURB
CG-2
CONFIGURATION.
/
(SEE - -
2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE
- - -
aDEWALK
USED WITH THIS STANDARD.
SIDEWALK
(SEE
NiaSIDEWALK
- -
NOTE5)
UNPAVED SPACE
3, MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE
R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION
REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE
EXPANSIONEXPANSIONOMITTED
IN THE ENTRANCE.)
JOINT
JOINT4.
RADIAL CURB OR COMBINATION CURB AND GUTTER
SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE
NOTE: WIDTH "B" 2'-0" OR
AS MAINLINE ROADWAY
E%CEPT FOR REPLACEMENT PURPOSES.
SHOWN ON TYPICAL
SECTION. A ��
PLAN VIEW
ENTRANCE NOTES
5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE
TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
MAINLINE ROADWAY SLOPE
TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS
10'PARABOLIC CURVE (ENTRANCE ONLY)
WITHIN THE LIMITS OF THE RADII SHOULD BE
INCREASED TO 7". (SEE CG-13)
EDGE OF PAVEMENT OR
OPTIONAL FLOW LINE
8%MAX.
GRADE CHANGE ® _ _ -
D
6. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW
_ _
p
(SEE
LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
MAINLINE ROADWAY
_ - - - - - - - - - -
- NOTE 7)
THE ENTRANCE.
8% MAX. ® -
D
7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES
GRADE CHANGE -
"D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE
D
TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET
CONNECTIONS.
5' MIN.
20' MINIMUM FOR
COMMERCIAL ENTRANCE
INTERSECTION NOTES
8. WHEN CG-11 IS USED FOR STREET CONNECTIONS, THE
M CONSTRUCT
GRADE CHANGES WITH A PARABOLIC CURVE.
CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH
AASHTO POLICY AND THE APPLICABLE REQUIREMENTS
SECTION A A
OF THE VDOT ROAD MANUALINCLUDI
GN
IREMENTS. STOPPING
SIGHT DISTANCE D KE VIALUE REO
9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A
PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE
2" B
ACROSS THE INTERSECTION.
ALLOWABLE ENTRANCE GRADE CHANGES
�,���\ •n. i0 1":1' -
CLASS A3 ,p- ,o •e. •e. •n.
(H.E.S.) n , e • n. ' �• ' °' - -
CONCRETE
SECTION C-C
ENTRANCE VOLUME
GRADE CHANGE
'D"
DESIRABLE
MAXIMUM
HIGH
MORE THAN 1500 VPD
0 %
3 %
MEDIUM
500-1500 VPD
_<3 X
6 %
LOW
LESS THAN 500 VPD
_<6%
8%
NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT
APPLICABLE TO STREET CONNECTIONS
SPECIFICATION XVDOT
REFERENCE METHOD OF TREATMENT
ROAD AND BRIDGE STANDARDS
502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 of 1
VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.04
2016 ROAD & BRIDGE STANDARDS
PRIVATE ROAD CROSS SECTION
C%L
CG-6 1.5" SM-9.5A
22'
2 5' (PAVEMENT WIDTH)
f 3% 1
1 COMPACTED SUBGRADE
2" IM-19.OA
5, 6' 3" BM-25.OA
SIDEWALK (PLANTING STRIP)
47' PARCEL WIDTH
COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS
NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND
ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.)
PRIVATE ROAD CROSS SECTION
No Scale
ALLEY 1 (WHOLE LENGTH)
ALLEY 3 (9+85.27 - 17+25 & 19+65 - 20+55.64)
0.5' 6'
(PLANTING STRIP)
C%L 1.5" SM-9.5A 0.5'
CG-6 VARIES 20' MIN
(PAVEMENT WIDTH)
2.5 �_ t 2% TYPICAL (VARIES)
SUBGRADE I „
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
ALLEY CROSS SECTION
No Scale
CG-2
2 IM-19.0A
3" BM-25.OA
TE & EMERGENCY ACCESS EASEMENTS
AGGREGATE SHALL EXTEND
V BEYOND THE BACK OF CURB (TYP.)
ALLEY 3 (17+25 - 19+65)
ALLEY 4 (WHOLE LENGTH)
C%L 1.5" SM-9.5A
VARIES 20' MIN
(PAVEMENT WIDTH)
f2% TYP
COMPACTED SUBGRADE \_2" IM-19.0A
3" BM-25.OA
r- PRIVATE & EMERGENCY ACCESS EASEMENTS�i
NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND
ALBEMARLE COUNTY DESIGN STANDARDS. 1' BEYOND THE BACK OF CURB (TYP.)
ALLEY CROSS SECTION
No Scale
CG-2 005'
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
ALLEY 2 (WHOLE LENGTH)
C%L 1.5" SM-9.5A
VARIES 20' MIN
(PAVEMENT WIDTH)
COMPACTED SUBGRADE
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
ALLEY CROSS SECTION
No Scale
2" IM-19.OA
3" BM-25.OA
TE & EMERGENCY ACCESS EASEMENTS
AGGREGATE SHALL EXTEND
V BEYOND THE BACK OF CURB (TYP.)
CG-2
5'
SIDEV
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
J' G
v
cyan D. Cichocki
Lie. No. 53741
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DATE
111812021
DRAWN BY
C. GAYNER
DESIGNED BY
C. GAYNER
CHECKED BY
B. CICHOCKI
SCALE
N.A.
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JOB NO.
47036
SHEET NO.
C1.1
0,F
IS-1
WI
ADJACENT TRAVEL LANE ASPHALT PAVEMENT WIDENING
(0) 32 (251 (13DVIA HOLES D27 1/2" DiA 138mm
BOLT GIRDLE. [899mm] [ ]
O 26 1/4^ DIA 7'
^��H
0
CONCRETE BUMPER BLOCK
/� SHAPE TO ELEVATION
��g• OF MID -POINT OF
LARcesr PIPE.
2 x EDGE T E%NEC PAVEMENT
AS DETERMINED IN FIELm
[176mm]
�- [667mm] -�
j
ryan D. Cichocki `L
ANCHOR WITH 5/8" REBAR�j
I
J
IMBEDDED 24" IN GROUND
HANDICAP SIGN
'- SHAPE TO
.- COTS I
v OF PIPE I
TACK COAT THE PROPOSED
CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS
24• DIA
[BO6 DIA -1
lac. NO. 53741
R•
ape) /
HANDICAP SIGN LOCATION (VAN) FACE OF
I
_________________
rL( w
LOCATION (TYP.) CURB
/' I I
EXISTING SUBBASE PROPOSED SUBBASE
�_ za TANS Du ^� s/B^
[722mM] 116mm]
Sslo
p'
'
COMPACTED SUBGRADE
O O 91 mm] jl�--- I660mm
/ [38mm]
NAL
EOP
CONSTRUCTION JOINT DETAIL
FRAME SECTION [20mm ]
I
PAINTED
� SLOPE TO DRAIN TO INVERT
9 OF OUTLET PIPE
''
® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS
2• (51mm) LETTERS
(RECESSED FLUSH)
f+l E
O O
o 18' 18'
PER 2 % MAX'
�� SECTION A A
® PROPOSED "ALUM 1'/, INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
1• l 3 1/8" 1/Y
C25mm] A
N U
N Ji
4"
P5 DETERMINED BY CORES (SEE NOTE 3)
PN [ gmm] [73mm]
C
VDOT
4 PAINTED
SPEC.
TRANSITION BETWEEN
WE DMIETDI3 WHEN METHOD OF TREATMENT IN DROP INLETS
DIFFERENT S12E5 OF
3 13/16' 9 22 13/16"
2 1/8' 579mm]
[97mm] [
E
E
STRIPE
PIPES ARE ENCOIAOEDED.
B
NOTES:
I54mm 0 25'
1 3/8" [635mm]
Oj
W
_ '>
(TYPICAL)
ASPHALT PAVEMENT WIDENING SHNL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER.
4 11/i6^ [35mm] 9/16" O.D. OF GKT GROOVE
[17mm]
v w 3
8' S' 8' 8' 8' 11��
III
\\
2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF TM LAYERS OF EXISTNG PAVEMENT.
SUBSURFACE DRAINAGE OF THE EXISTNG AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN.
[14mm] SECTION VIEW 1/¢" (6mm) DIA
GM BOLT NEOPRENE GASKET
Q U• p
0 LL
.,
TYPICAL VAN
T 111
NOTES
SHARING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH
THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN
3. A MINIMUM OF THREE CORES SHALL SE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AMID THICKNESS OF EXISTING
PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET MART.
SDI ASSEMBLY
(2) WSHR 1/16 X 5/8 X 1 1/2
4a3 RUBBER PART/ 00981045
w Q m y
d' W L ,.•1
Q V GO
Z
ACCESSIBLE ACCESSIBLE
HANDICAP SPACES REGULAR SPACE
ON PLANS OR WHERE INVERT OF PPE IS ABOVE INVERT OF TO INVERT OF
STRUCTURE. OUTLET PPE
MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED /
.. THE ADJACENT TRAVEL LANE SHALL BE III A MINIMUM DEPTH OF 1'/, INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH TIE
PROPOSED PAVEMENT WIDENING SURFACE COURSE. UNLESS WAVED BY THE ENGINEER.
1 5/8. (2) BLT HEX 5/8-11X3 1/2 SS
S C (2) CORED 1�Dt.24OO
l W PICKBARS [5mmIII PART 00981250
I [41mmM
J
W J - LE;
°'I O M
> r
0
P
IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING.
t�
5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS-SLOPEFFF------
AND EFFECTIVE SURFACE DRAINAGE.
1/2" (2) WSHR 5/B ID 1.50 OD A
rn N
a OTHE
CL
INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A
PORTLAND CEMENT CONCRETE M% CONFORMING TO MASS A3 OR AT
CLASS C1, EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE /
UP TO 4"DIAMETER AND CONSIST OF STONE, BROKEN BRICK. ��,;!
/
S. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
.63 DIA. STAINLESS STEEL ROD
1 1/8' (29mm) DIA BOSS [73mm PART 00931318
PLAN VIEW
PICKBAR & LOCKLUG HOLE DETAIL
V' LU O) M
Z_ I- r✓ V
f
w'
V
,IN
BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE �J/I//// ..� ...
I I
7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JgNTS
NUT HX S e-11 ZN NYLK
'l) /
Q LA) X
U)
SIVLL BE LEFT SMOOTH BY MEANS OF HARD TROWELLING. NONE I V
OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED.
AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(c) OF THE
SPECIFICATIONS.
NOTES
PART 00981264
J Q
ILL.
w
n
Q
DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - a
PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED --
1. ALL MANHOLES WITHIN 100 YEAR FLOODPLNN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER. (2) NUT NX JAM 5/8-11 ZN
2 ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WILL BE CONSIDERED, PART/ W001228
Q •7
Ln i C N
Z
NITO BEST FITTHE PARTICULAR INLET AND OUTLET
CONFIGURATION AND FLOW LINES. SECTION B-B
3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LUGS OR SIMILAR ASSEMBLY.
(2) 1935R LOCK LUG
U W 10
= > L1
0
•r
PLAN
TYPICAL WATERTIGHT (SHOO) PART# 00193585
~ C ui
H
METHOD OF TREATMENT IN MANHOLES
LOCK LUG ASSEMBLY
MANHOLE FRAME & COVER
VDOT
STANDARD METHOD OF SHAPING
SPECIFICATION
REFERENCE
VOQ�
ASPHALT PAVEMENT WIDENING
SPECIFICATION
REFERENCE
N.T.S FIG S-I-E
0-v
W J
ROAD AND BRIDGE STANDARDS
MANHOLE & INLET INVERTS
ROAD AND BRIDGE STANDARDS
FOR WIDENING SUBJECT TO TRAFFIC
O w
UD ~
SHEET 1 OF 1
REVISION DATE
SHEET 1 OF 1
REVISION DATE
TYPICAL PARKING SPACE DETAILS
VIRGINIA DEPARTMENT OF TRANSPORTATION
302
VIRGINIA DEPARTMENT OF TRANSPORTATION
MIS
106.06
303.02
NO Scale
2016 ROAD & BRIDGE STANDARDS
(ji
FRAME & COVER
M
PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE
SEE FIG. S-I-D, E
0
SIGN
"
WITH PART V, SECTION G OF THESE SPECIFICATIONS.
cD
PLACE W GALVANIZED " WITNESS POST WITH
FRAME & COVER
STREET SURFACE OR
STD. U POST
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
NON -PAVED AREA
O
GALVANIZED
0 AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
:.
'': ''
(SEE FIG. S- -D,E)
TO HIGHWAY DEPARTMENT APPROVAL.
SLOPED AREA
F
e� '•: ..
�•'a
STREET SURFACE OR
- w-'• -
2-0' RUBBER COATED STEEL STEPS
w
FINISHED GRADE
SET DOGHOUSE BASE .' EXISTING SANITARY
NON -PAVED AREA
1'-0" MAX e CAST IN PLACE
w
H
ON CONCRETE BLOCKS .. •• SEWER PIPE
:a
SLOPED AREA -�
U
DOGHOUSE OPENING SHALL .� • ." •' M. l' MIN. 12" CLEARANCE
• :
�''•`'�' ='L�l "="
°
J PRECAST REINFORCED CONCRETE
'�
a
6'
BE ORMED BY• •
MANUFACTURER OR '' ''r ' • AND STONEXBE DING ISTING PE
1'-O" MAX
A.A
SECTIONS WITH "0" RING SEALS
0
DATE
5;"IN`Ny +
SAW CUT TO FIT PIPE { �'; ;' �
'
e OR APPROVED EQUAL
(n
'
OUTSIDE DIAMATER ' "•.' �
• "
POST TO BE
N!,"
�' ADJUSTABLE TRAFFIC RATED
:
PLUS 8• • ,."•.,•-r: %
3'-O" MIN e
j
1/18/2021
DRIVEN
VALVE BDX W/ LID
12" THICK VDOT
THE DROP CONNECTION SHALL BE
O
DRAWN BY
Z U
No. 68 STONE BEDDING
r
RUBBER COATED STEEL
e 0 DUCTILE IRON PIPE (CLASS 50)
}
IT"x6"x16" AND 4"x8"X16"
•. 3'-D" MIN
STEPS CAST IN PLACE
5" BACKFILLED IN 6" LAYERS AND
SOLID
D CONCRETE BLOCKS
COMPACTED BY HAND TAMPERS OR
C. GAYNER
z N
WALL (4 EACH)R DOGHOUSE MANHOLE BASE
PRECAST REINFORCED
12 MIN BACKFILLED WITH SELF -COMPACTING
1111,IINIII NNIII NI I,NNNNIIINI I,,,NN„IIII,,,NN,,,,II,,,NN,,,IIIN,11,,,,, 11,IIII,,,INIIIIIIHNIN NN1,1111„ 1111111
CONCRETE SECTIONS 12 MIN
"0" RING SEALS A 1 6" MAX :
16" MAX TONE S
a .
-
S
DESIGNED BY
-111-11
MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING
AROUND EXISTING C PIPE
MINIMUM ELEVATION T
MINIMUM ELEVATION DIFFERENCE
••
C. GAYNER
LA
BE CONSTRUCTED AS SHOWN WITH 3,000 PSI CONCRETE
DIFFERENCE ACROSS M.H. 5" � 4'-O"
12"MIN 12"MIN ,� ACROSS M.H. FROM INLET TO
CHECKED BY
ON FIGURE S-1-A OR NON -SHRINKING GROUT
FROM INLET TO OUTLET
VARIE OUTLET SHALL BE 0.20 FEET
•
M.J. GATE VALVE
SHALL BE 0.20 FEET. a
CONCRETE VARIES
,� °,
A FILLETED INVERT FOR A SMOOTH
B. CICHOCKI
-- --
ALLOW CONCRETE WRAP EXISTING PIPE WITH
DEPTH OF FLOW FILLETS
CHANNEL TO BE
3/4 DIAMETER OF -
,' , "TRANSITION OF FLOW BETWEEN
.. s. t. INLET & OULET PIPE SHALL BE
P PROVIDED.
'
: •
SIGN AND POST DETAIL
SCALE
TO FLOW A MIN.
1'-0" BEYOND BASE NEOPRENE GASKET MATERIAL
`��•
CONTRIBUTING T ,• -- -
.'. .
12" . �: D ":• '.., , P ,.s• �' P.
•
N.A.
NO Scale
T
BEFORE FILLING THE OPENING
OF STRUCTURE NEOPRENE SECURED BY 2 NON-
SEWER. . •• , '.
" 12
A FILLETED INVERT OR A SMOG ''" •• • ,1': "
3/4 DIA OF LARGEST
RED R
WATER LINE
CORROSIVE STRAPS, 1 ON
EACH SIDE OF OPENING
TRANSITION OF FLOW BETWEEN
PIPE IN MANHOLE
•
PAW PARKING VA. SIGN FOR THE DISABLED ON 0.80 GAUGE
INLET & OUTLET PIPE SHALL BE
MIN. 6" BEDDING WITH NO. 68 STONE
ALUMINUM. COLORS: GREEN BORDER &
b1 1-
( 12" MIN. CAST -IN PLACE
PROVIDED. MIN. 6" BEDDING
LEGEND, BLUE SYMBOL FOR ACCESSIBILITY,
WHITE BACKGROUND.
P _j
�� 3,000 PSI CONCRETE BASE
FOUNDATION SECTION VIEW
NOTE : W/ NO. 68 STONE
1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE
NOTES:
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
T�I
2500 P.S.I.
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
CONCRETE 8 ° 2'x 2' BEARING AREA.
NOTES:
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
WILL DETERMINE WHETHER MANHOLES SHALL HAVE
2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES.
Mom/
SPACES SHALL BE IDENTIFIED BY ABOVE
THRUST BLOCK 4
2. THE CONSULTANT
W
PENALTY PENALTY GRADE SIGNS AS RESERVED FOR PHYSICALLY
e.
.'
1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW
EXTENDED OR NON -EXTENDED BASES.
ALL JOINS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED 3.
INSIDE AND OUT.
IM _$5DO RE _S500F�E DISABLED PERSONS. PROVIDE ONE (1) R-7-8
e e , a.
FLOW TO THE EXISTING PIPE.
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED
4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE
TOWAWAYZONE TOWAWAYZONt SIGN AT EACH PARKING SPACE INDICATED ON
o :: ° .
2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE.
INSIDE AND OUT.
DESIGN ON SEWERS WITH STEEP SLOPES.
O
SITE PLAN. SIGN SHALL BE ALUMINUM
b
3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6"
TYPICAL MANHOLE SECTION
,-�
(PAINTED WHITE) WITH GREEN LETTERS AND
VAN INTERNATIONAL WHEELCHAIR SYMBOL. SIGN
OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE
BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN
SHOWING BRANCH TIE-IN
Ao 6'ABOVE SHALL BE PLACED ON STEEL POST 1-1/2"0
NOTE: IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
ACCORDANCE WITH THESE SPECIFICATIONS.
TYPICAL MANHOLE WITH DROP CONNECTION
FINISHED PAINTED BLACK SET IN MIN. 2' of CONCRETE.
TYPICAL MANHOLE BASE
N.T.S
T�
V ,
GRADE
TYPICAL GATE VALVE
SHOWING "DOGHOUSE" INSTALLATION
FIG. S-I-A
HITS
0
� /1
--
M-25
ADA PARKING SIGNS
NTS
FIG. W-5
N.T.S
FIG. S-1-Al
FIG. S-I-C
No Scale
VARIES VALVE BOX
NOTE: HYDRANT MUST BE
NISHED GRADE
( ,
V
4" DIAMETER BRANCH
EQUIPPED WITH CHARLOTTES -
VILLE THREADS WHICH IS
-
AND VALVE
THE LOCAL STANDARD.
Q14
COVER LIFT NOTCH
- -
�Ir I�IIIs
;
J
J
M.J. PLUG
VARIES
LENGTH OF BRANCH VARIES
6' MIN
2' TO 10'
1/2"
12 3/8"
12 1/2"
AIR RELEASE VALVE
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
LARGER THAN 5" IN ANY
Lu
�
�
Q
f.
(270')
36"MIN
LL.I
h
18"-22"
7 CU. FT. VALVE BOX
STONE I
WATER
BRASS OR BRONZE PIPE BRONZE GATE
VALVE
DIMENSION
24' MI
KFlLL+
8"MIN
w
m
1� Q
0
06
#68
(fin LIFTS)
WATER MAIN RESTRAINED JOINT FITTINGS
7 ^,`
CAST IRON LID
PIOSSIBLERADE I•
BY HAND OR EMBEDMENT THOROUGHLY COMPACTED
APPROVED
LL
w
(n
w
42"MIN
18' METER BOX
IF
-
SPRING LINE MECHANICAL TAMPER
OF PIPE
O
}}
z
•' VALVE
HAUNCHING
ON-LINE
"B")
% '�; ; :'
1; 8" X 6"
IH
- I=) I III=11
i=III„ ICI
NO. 68 STONE -
BEDDING 6" max
Q O
Q
(TYPE
TEE
I I
4" min
v
Z
2500 P.S.I. CONCRETE ,. +
BASE AND THRUST ; `:'";:'. i '•1� ' o,',::•
BRICK SUPPORTS OR
SOLID CEMENT BLOCKS
OUNDATION (SHALL BE
BLOCK AGAINST ' 'N''
UNDISTURBED STABLE
yA
-
CRUSHED STONE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
VARIES THREADED COUPLING
NIPPLE AND PVC
SOIL STEEL PILE
11ry
ti pl
'' o 'L
K N SOFT
ALL PIPE)
Q
PVC SLEEVE '0 CAP
RESTRAINED JOINT FITTINGS
�'%
COPPER
T LUBRICATE ALL THREADS
WHEN THE SOIL IS DISTURBED OR WHEN
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
18"
O
THRUST BLOCK
METER BOX (SEE FIG. W-7)
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
, " : ^ ;• .• 6" EXTENSION
CORPORATION STOP
O
NOTE~
VALVE OX
NO. 57 STONE
6"
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
PIPE SLOT
BACKFILLED ENTIRELY WITH NO. 21A STONE.
M.J. FITTING a PIPE SLOPED
NOTE
(2 PLACES)
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
TO DRAIN IF
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
- GRADE ALLOWS
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
NOTES:
STONE SHALL BE PROVIDED'
VARIES VARIES 2' BRASS PIPE
•
( INCLUDING DITCHES)
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS OR APPROVED EQUAL
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE '
WATER MAIN AND VALVE 2" THREADED TAP
VALVE BOX.
4, GAOTE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
NOTES:
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A " A.R.V.
1
O�
IT IS ALLOWED
AND FITTINGS. FOR WATER
ARE SAME SIZE PLUG
5. FIRE HYDRANTS SHALL BE STALLED AT LOCATIONS WHERE WEEP
IN
HOLES ARE ABOVE THE PREVAILING
(i) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS.
/'�
GROUNDWATER ELEVATION. IF
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
V /
DEAD END
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
THE MANHOLE CONE.
(TYPE "All)
TYPICAL SEWER PIPE
JOB NO.
TYPICAL METER BOXES
TYPICAL BLOW -OFF ASSEMBLY
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
(5/8"-l" METERS)
INSTALLATION IN TRENCH
47036
AIR RELEASE VALVE (ARV)
HITS
FIG.
N.T.S.
FIG. W-4
NTS
NTS
NTS
SHEET NO.
G,1.2
MG. W-7
FIG. W-9
FIG. S-3
0
m
0
3
CL
0
90
oo
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o�
c
m-
a
c rn
a0
Oc
(7 3OE
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0
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o�
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2 Y
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X C
0.0
d m
m =
12
d `o
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a c
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10 a
0
0.2
m
a
c m
(D c
c o
Ti E
L
F E
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N' MIN.
�e
1B MIN.
j Sr MIN.
zm
1 IeN
. I
NOTES
1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT.
2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4".
MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8".
3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED
WATER PROOFING COMPOUND.
TYPICAL METER VAULT (1 1 /2" METER)
NTS
FIG. W-7B
4" DIAMETEF
AND VALVE
WATER
ID-15
ON-LINE
(TYPE „B")
PLUG
•^^""
THREADED COUPUNG
PVC SLEEVE
BRASS NIPPLE AND PVC
o
CAP
i
LUBRICATE ALL THREADS
THRUST BLOCK
'D
METER BOX (SEE FIG. W-7)
VALVE
NO. 57 STONE
M.J. FITTING
2" PIPE SLOPED
M DRAIN IF
=
GRADE ALLOWS
VARIES VARIES
2" BRASS PIPE
WATER MAIN AND VALVE 2" THREADED TAP
ARE SAME 51ZE PLUG
DEAD END
(TYPE "A")
TYPICAL BLOW -OFF
ASSEMBLY
NITS
FIG. W-8
ID-19
NISHED GRADE
AIR RELEASE VALVE
BRASS OR BRONZE PIPE BRRLON E GATE
VA
IFRPOSSIBLERADE
�F I,.
p�
SOLID CEMENT BLOCKS
K CRUSHED STONE
COPPER" SOFT
CORPORATION STOP
NOTES:
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12 AND LARGER USE 2" A.R.V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NTS
FIG. W-9
TD-20
VARIES
BOX
TO METER BOX (SEE FIG.
THRU W--7E).
VARIES 2" COPPER
WATER MAIN M.J. FITTING
PLUG THREADED FOR
2" COMPRESSION FITTING
RESTRAINED JOINT FITTINGS
NOTES:
• GATE VALVE WILL BE 4' UNLESS OTHERWISE SPECIFIED BY THE ACSA.
• SERVICE LINE TO CONNECTAT MAIN WITH X"x4"TEE.
• REFER TO FIG. Wd FOR THRUST BLOCK DETAILS ON TEE.
• REFERTONG.W-5 FORTHRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE.
• NOCONCRETESHOULD BE POUREDON ANY PARTOFTHE RESTRAINED JOINT. USE PIASTICSHEETINGAS
PROTECTION FOR BOLTS.
' • USE 25OD PS.L CONCRETE.
1
PIPE SLOT
(2 PLACES)
LARGE METER SERVICE LINE
NTS
FIG. W-6C
M-12
[COVER UFT NOTCH
12 3/8"
WATER
CAST IRON LID
18" METER BOX
6" EXTENSION
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TDTD13
METER SIZE
DIMENSION
A
DIMENSION
B
DIMENSION
C
1 1/2'
311'
3'0'
318,
2'
3'1'
S'0'
31
5' MIN.
10,
61 MIN.
4-
5' MIN.
12' MIN,
TREATER
THAN 4'
PROPOSALS WILL BE SUBMITTED.
i B i
DOOR HINGES
r----- ---- -----�
I I
I
I I
I I
I I
I I
I
I I
LIFT HANDLE
TYPICAL METER VAULT
N.T.S.
FIG. W-7A
TD-14
SIDE VIEW
75- DIAMETER DRILLED
IDLE FOR TOUCH READ
NITS,
TOP VIEW
3" DIAMETER FLAT
BEARING SURFACE
UNDERNEATH
24' X 36'
1LUMINUM ACCESS
AATCH
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
MLLE THREADS WHICH IS
THE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
6' MIN 2' TO 10'
(2701
18"-22' ALVE BOX
7 CU. FL
#68 STONE
42"MIN . ;' 6" GATE
VALVE
TEE
9
2500 P.S.I. CONCRETE
BASE AND THRUST iI�„�+• R
BLOCK AGAINST \\vll
UNDISTURBED STABLE
SOIL. STEEL PILE
WHEN THE SOIL IS DISTURBED !M 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.
A THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. W-4
M-8
PLACE 5' GALVANIZED " VATNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
M HIGHWAY DEPARTMENT APPROVAL
FINISHED GRADE ---�
1 � M.J. GATE VALVE
WATER LINE
2500 P.S.I.
CONCRETE '• Al A 2'x 2' BEARING AREA
THRUST BLOCK ': G
4, d
n
NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (8) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
1' COMPRESSION x 3/4- MALE PIPE COUPLING
OR APPROVED EQUAL
Y TYPE 'K'--.
SOFT COPPER
1'AS
NOTE
NO SWEATED FITTINGS
DUAL SERVICE
I' TYPE K
�Fi COPPER
SINGLE SERVICE
NOTE:
1) SADDLES SHALL BE USED ON PVC PIPE.
NTS
FIG. W-5
M-9
RE
FOR USE ON ATTACHED SINGLE FAMILY
RESIDENTIAL SERVICES OR DUAL RESIDENTIAL
AND IRRIGATION SntMCES.
x
FL
'1` COMPRESSION x 31e MAIE PIPE COUPLING
OR APPROVED EQUAL
FOR USE ON DETACHED SINGLE FAMILY
RESIDENTIAL SERVICE WHERE AN IRRIGATION
METER IS NOT PROVIDED.
CAST IRON uu
FMIRED GRADE
36" MIN.
POPPERSETTpt
1/8 am OUFLNIB-\
A�
METER
OWORATIM STOP
BRICK AS
NECESSARY
SANG :R DUST DOER
�,;
''?rx'
'°'x':° "Tt i DRAM PIPE, tr
,.•'•i•1.;�,",I 4-
BOX AND SETTER (2-INCH
F
O SITM
Y�.�K, LONC S03. POCKET, WET
T
MINIMUM THICKNESS)
A
W!i'.ti ...4sI"mvYa'ti SL"`a' SPEC. 203, N0. 57 AGGREGATE
TYPICAL SERVICE
LATERAL INSTALLATION
(5/8"
& 1"
METERS)
NTS
FIG. W-6A
TU-10
- FOR BENDS 8" & SMALLER
USE STRAP ON BEND WITH
ANCHOR BOLT ON CENTER LINE
OF BEND.
- FOR BENDS 10" THROUGH 12"
USE 2 STRAPS ON BENDS
ADJACENT M BELLS.
- FOR 18" BEND USE 3 STRAPS
AS SHOWN.
ELEVATION
PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT,
BEND
SIZE
A
B
C
D
E
F
V- IV
7'-9
2'-3
7-e'
V-2
r-
1 1 4
W
2'-
3'-0
P' 1'
1'-6
2'-B
1 1 4^
11 1/W
ur
X-
S-9
2'-6"
2'-0
S-0
2"
7e'
S-8
V-6"
3'-3.
S-O'
4'-B'
4' - e
2'-6
3'-0
2'-6"
1'-6
V-W
1 I V
or
3'-
4'-3'
7-B'
7-8"
3'-3"
2"
t/2'
16'
S-3•
C-B
3'-D
V-9
X-11
2"
12'
S-W
B'-3
3'-0
3'-6ID
4'-3
2'
1B"
V-D
7'-8
3'-3'
4'-0"
5'-8'2
1/Y
4" -
S-O"
V-0
S-O"
Y-3"
V-S
2 1 4
9"
S-B
W-8
S-0'
3'-8'
Y-9"
2 1 4'
4S
To-
4'-
Z-6
3'-0'
4'
5'-
2 1 4
1Y
S-3
9'-
J'-3'
6'-0
5'-BID
2 1/2'
te•
e•-
tt'-
s-9^
e•-0
r-3-
z t
B
-I-In = Ulm. r
CKNESS 0
FILLET WELD
STRAP = 1/4"
ST U
1 4" THICK
rPLLATE WASHEF
3" THREAD,
iv
1 NoINSIDE
3 4" ANCHOR
DIAMETER EXTRA
BOLTS
STRONG STEEL PIPE
BARS 0 12"
IPE B
2 ' BENDS & CENTER Fos
12
CONCRETE
CLASS "B"
LARGER C
CHART FOR UPPER SECTION
VERTICAL BLOCKING NOTE: STANDARD 90° HOOK ON END OF ANCHOR
BOLTS TO FACE CENTER OF BLOCKS.
CONCRETE BLOCKING FOR
UPPER VERTICAL BENDS
N.T.S.
FIG. W-3A
M-4
6"
NOTE: RESTRAINED JOINT FITTINGS.
Side Mew
42" Minimum
rt..,
Ql Beam,
in. size) •--�
3' min. penetration Into undisturbed
soil or as approved by the
ACSA.
TYPICAL THRUST BLOCK IN FILL AREA
NTS
FIG. W-3B
TDTD=5
ASTM A38 AND HEX NUT
ASIM A588 (TYP)
UNDISTURBED EARTH UNDISTURBED
2 - 3/4" CIA SOIL (TYP)
ALL -THREAD ROD
ar.r
a ^ WATER MAIN
x
�3
VALUE -r - •�
ssa .
24" MIN
UNDISTURBED EARTH PLAN
+' "> CRASS A-3 CONCRETE
VI I;.
' MEGA -LUG
16" a
MIN
18" ELEVATION
UNDISTURBED
" TRENCH 1 24"
RAN ^WIDTH MIN
W �
1 �
SECTION
NOTE:
1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY.
2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM
DIMENSION SHOWN.
3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS
LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY.
_C_ROSS ANCHOR RESTRAINTS FOR VALVES
NIS
Fig. W-30
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT DF WAY.
VARIES
10'ir-•-' 10'
1 5' 1 1 ._. 1 1 5'. 1 F
WATER SEWER
3 0
LOCATION OF EITHER UTILITIES
(GAS, ELECTRIC, TELEPHONE, CABLE, EM)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER & SEWER 30' MINIMUM
1X SEE PART 3, PARAGRAPH DI SEPARATIDN OF WATER & SEWER SYSTEMS.
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90" TO THE RIGHT OF WAY,
UTILITY LOCATIONS & EASEMENT WIDTHS
NTS
FIG W-1
TTH-1
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
I UI
INITIAL BACKFILL
BEDDING
9 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
4'MI INITIAL BACKFILL 4
STABLE 8"
-OIL MIN. MIN.- _ MIN MIN. #68 STONE
-GRANULAR FILL AS
_ APPROVED BY ACSA`�
�A I �� STABLE SOIL OR ROCK,
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 BACKFILL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
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
SECTION 1-1
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
YOL
TEE AND PLUGS
VOL
SIZE
OF
FEET)
W.M.:FEET)(x1.M.
BEND
L
H
IT
L
H
i
90
2.50
2.50 1101
0.24
4" & 6•
45
ZOO
2.25
7 So
0.15
200
225
25D
0.15
221/2
1.50
200
2.52
0.10
111/4
1.50
2.00
2.50
0.10
90
3.60
3.16
3.21
0.48
46
288
288
2.77
0.26
8"
221/2
1.66
2.15
289
0.13
3.16
2.91
2.66
0.32
111/4
1.66
2.16
287
0.13
90
4.83
3.83
3.42
0.63
10" & 12"
'�`
3.33
3.58
"Be'0.43
3.83
4.00
283
Q52
221/2
2.33
2.58
288
0.24
11 1/4
1.83
2.33
2.84
0.18
1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES
SIZE, DEAD ENDS AND AT VALVES.
2 USE 2500 P.S.I. CONCRETE.
3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT.
4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE M THE VERIFY THE TYPE & SIZE OF
ALL THRUST BLOCKS.
CONCRETE THRUST BLOCKS
NIS
FIG. W-3
TD-3
G
v
ryan D. Cichocki
Lie. No. 53741
M E
0
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N Vi
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Ui
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0
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w
w w
= a
U
a
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O
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>
111812021
O
DRAWN BY
C. GAYNER
• DESIGNED BY
• C. GAYNER
• CHECKED BY
B. CICHOCKI
• • SCALE
N.A.
•
•
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JOB NO.
47036
SHEET NO.
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L
,TH OF
SEWER SERVICE LATERAL CONNECTION NOTES:
�fjt
1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS
O
INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
NOTE, MIN, 60' DIAMETER MANHOLE
REQUIRED.
'Z
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
qan D. Cichocki
TO THE MANHOLE
LE PVC CROSS U'"z
Lie. No. 53741
2. SEWER LATiRALS TAPPED INTO AN EXISTING SEWER MAIN SHALLBE CONNECTED USING A PIPE SADDLE.
USE APPROVED FLEXIBLE RUBBER3.
MINIMUM GRADE FOR SEWER SERVICE CONNECT)ON SHALL BE 2RBOOT.(1/4"
PER FOOT )
COVER 2' MIN
�°
IC
3000 PSI CONC. BASEIONAL
ROADWAY EL
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM
DIAMETER OF 4°.
GASKETEU aSTOP COUPLING °
BENCH SLOPED TO FLOW
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
CHANNEL 1/4" 1' MIN
OF 3 FEET.
DROP %PEPE STRAPSTAINLESS
STEEDSALTACED EVERY !n„'+: _
VERTICALLY ,: [N i,
.' -�
CD uTREATED
N
A
FINISHED GROUND MARKER
90' RESTRAINED BE '•�, {' *',"';'•"
��
'� V `\ • -
BRANCH
vi
j p
= PAVEMENT m
SEWER
a-4 INFLUENT
12
E
PIPE
/J
S
Lu
COATED STEEL BAND OR STAINLESS 42' MIN,
•SEWER
PIPE
- \
q. 2"
¢ LL p
LL n
0,25' MIN, THICKNESS STEEL CASING INSULATORS
42' MIN,
FLAN
Q
W 0 f6 y
STEEL CASING - I 112' BOTH ENDSFILL
'i i
_j V 00
Z
PLUG END OF
PROFILE
w w -Oi
O
N
I rz:
MAN LINE SERVICE LATERAL
SECTI ON
MIN, 6' BEDDING WITH NO. 68 STONE
o_ (n N N
0 Lu
EL
1.HEIGHTOFTHEVERTICALDROPPIPEWILLBEDETERMINEDBYTHEAFSA,BUTSHALLNOTBELESSTHANTWO
FLEXIBLE CONNECTION NOTE:
Z f? v
V
2'-o'I 7' OR B' 7' OR B'_ 2'-D' 2'-0'
12)FEET.
WITH STAINLESS STEEL ALL CONNECTIONS TO
3 OJ � ¢
9&
w
I I 1 ��
2. VERTICAL DROP PIPE SMALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO
BAND EXISTING MANHOLES SHALL
6"
Q
UCTILE IRON PIPE I� 18' OR 20' JOINT OF DS,
THE DROP FITTING WITH STANDARD GASKETJOINT.
W BE CORED AND A FLEXIBLE
x c ry
Z
ESIRAINED JOINTS) f 1
3.VERTICALDROPPIPESHALLBESTRAPPEDTOTHEMANHOLEATPIPEJOINTS.STRAPSSHALLBEMADEOF
CONNECTION BOOT
= v >
a
O
0
NOTE 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF
STAINLESSSTEEL
INSTALLED
O
c u;
0 ry
.y
>
PAVEMENT, WHICHEVER IS GREATER.
4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT
rn
�
2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL.
IN LINE WYE-TEE
TO SPRING LINE OF MANHOLE INVERT.
d
3, MIDDLE SPACER SHALL HE PLACED AT THE CENTERPIDNT OF PIPE JOINT.
PLAN
5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT45 DEGREES, INTO THE FLOW.
TYPICAL MANHOLE PLAN
6.VERTICALDROPPIPESHALLBEINSTALLEDAT90DEGREESFROMTHEACCESSSTEPS.
WATER
VARIES
7.MINIMUM72'DIAMETERMANHOIEREQUIREDFORASINGLEIWOR12"DIAMETERDROPCONNECTION,OR
SHOWING BRANCH TIE - IN
TYPICAL STEEL SLEEVE INSTALLATION
TWO8" DIAMETER DROP CONNECTIONS.
UNDER ROADWAYS
R
N
0
SEWER SERVICE LATERAL CONNECTION
STANDARD INTERNAL DROP CONNECTION
NTS
p
N.T.S
N.T.S.
N.T.S.
FIG. W-10
FIG. S-1-B
(_')
FIG. S-2
FIG. S-1-C2
O
TD-33
TD-30
TD-27
F
0
w
w
w
2
Q
Q
FRAME & COVER
kE
E
z
O
DATE
r E
FRAME & COVER
(SEE FIG. S-I-DIE)
i/)
NING BACKFlLL SHALL
` L� >mE
-�
SEE FIG. S-I-D, E
NNE PASVEOFAREA R
ACE R
0
111812021
ONTAIN ROCK MATERIAL
g u
J p
/
/
NONEEPAVEDFAREA
}
DRAWN BY
36R THAN 5" IN ANY
``3
SLOPED AREA
'":�
SLOPED AREA -'�
SION
EM 8 �
�'...,r„.
BACKFlLL*
v I
k
2'-p" RUBBER COATED STEEL STEPS
-D" MAx a CAST IN PLACE
1'-0" MAX
C. GAYNER
B°MINAL
LIFTS)
,��
EMBEDMENT
HOROUGHLY COMPACTED
0
PRECAST REINFORCED CONCRETE
2'-O"
DESIGNED BY
SPRING LINE OY HAND OR APPROVED
OF PIPE ECHANICAL TAMPER
fEN
E sx E $ EG o
^o < F
E_0 p-" u
Q ° ,
sEcnoNs WITH "o" RING SEALS
e OR APPROVED EQUAL
'•
STEEL
•
•
C. GAYNER
NCHING
N0. 68 STONE
E" N
�$ 0
Y-C' MIN
RUBBER COATED
STEPS CAST IN PLACE 3'-0" MIN
_
DING 6" max
v3
o� a
x 4 ao 0
o
6
THE DRY CONNECTION SHALL
o DUCTILE IRON PIPE (CLASS 50�
PRECAST REINFORCED Ji�.
•
CHECKED BY
4" min
NDATION (SHALL BE
WHEN SOIL
s \�
E
E_ EDITIONS
5" BACKnLUED COMPACTED IN 6" LAYERS BY HA DTAM µERDs oR
1TMI�N� BACKFlLLED m7H SELF -COMPACTING
CONCRETE SECTIONS 12" MIN
"0" RING SEALS • 16" MAXUIRED
•
•
B. CICHOCKI
ARE UNSTABLEco
m
1eMAx sTONE.
MINIMUM ELEVATION
DIFFERENCE ACROSS M.H. 5" 4'
CAALE
PIPE)
5" T
"
-0"
„E �E
�E
MINIMUM ELEVATION DIFFERENCE
1YMIN 12"MIN
FROM INLET TO OUTLET
my
.' ACROSS M.H. FROM INLET TO
VARI 4 SHALL BE 0.20 FEET
SHALL BE 0.20 FEET.
VARIES
•
.OUTLET
CONCRETE
A FILLETED INVERT FOR A SMOOTH
DEPTH OF FLOW
CHANNEL TO BE FILLETS
•
G TRANSITION OF FLOW BETWEEN
DIAMETER OF :
NOTE :
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
O
;• INLET & OULET PIPE SHALL BE
• i�'G PRowoED.
12 ; 6: i"• :....> °•, �'
CONTRIBUTING
CON
SEWER. TT
�••• 12"
•
J
BACKFILLED ENTIRELY WITH NO. 21A
FT
A FILLETED INVERT FOR A SMoo • ,s':
STONE.
FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
z
OF LARGEST
PIPE IN MANHOLE
�MIN.
TRANSITION OF FLOW BETWEE2.
INLET &OUTLET PIPE SHALL BE
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF N0. 68
STONE SHALL BE PROVIDED'
$
o E E s E E o f
BEDDING NTH NO. 68 STONE
PROVIDED. MIN. 6" BEDDING
3-WHERE ROCK IS
,
�� -A
NOTES:
NOTE : W/ NO. 68 STONE
W
ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
g m w
BEDDING OF NO. 68 STONE'
R" 6" �" 25
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE
a
HE SPECIFICALLY DETERMINED TE THE CONSULTANT M FOR THE saL CONDITIONS.
2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE
O
O O
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED
INSIDE AND OUT.
EXTENDED OR NON -EXTENDED BASES.
4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED
TYPICAL SEWER PIPE
DESIGN ON SEWERS NTH STEEP SLOPES.
INSIDE AND OUT.
\
TYPICAL MANHOLE SECTION
INSTALLATION IN TRENCH
TYPICAL MANHOLE FRAME & COVER
TYPICAL MANHOLE WITH DROP CONNECTION
SHOWING BRANCH TIE-IN
N.T.S
FIGS-I-D
0
/1
NTS
N.T.S
V 1
FIG. S-3
NTS
FIG. S-I-A
TD-31
FIG S-I-C
�
( ,
V
TD-34
1D-28
M-25
O
(�
PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE
Q
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WITH PART V, SECTION G OF THESE SPECIFICATIONS
i
J
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SLOPED AREA RUBBER COATED STEELSTEPS
:.: ��..
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CAST IN PLACE
FRAME & COVER
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(4) 1. Osmm) uA NgFE 1 th-
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SEE FIG. S-I-D, E
PRECAST REINFORCED CONCRETE
SET DOGHOUSE RASE +,; :
ON CONCRETE BLOCKS ; SENFR PIPE SANITARY
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SECTIONS WITH "0" RING SEALS
OR APPROVED EQUAL
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. ;
DOGHOUSE OPENING SHALL '•' '
BE PREFORMED BY ° ' "" + MIN. 12" CLEARANCE
,' + • BETWEEN EXISTING PIPE
MANUFACRER OR "• •'Y '
AND STONE BEDDING'"SAW CUT
FITAT PIPE ' •'* ;°:
'' -ne
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06
87/16"OR
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A FITTING MAY BE REQUIRED
OUTSIDE DIAMATER
IA •". •
PLUS B".
ta" THICK VDOT
Z
W
0 o GIB• Dw a 26'
p� NTH ACSA APPROVAL
No. 68 STONE BEDDING
O
[914mm] [660mm Uzi
FRAME SECTION 13/tt)' r [SBmm]
a
SOLD CO AND 4" LOCK" S
SOLID CONCRETE BLOCKS
O
0
Z
[20mm� l
2'(51mm)uT1a1S
D"CESSED "H)
THE DROP CONNECTION SHALL BE
N-O" MIN ,•• DUCTILE IRON PIPE (CLASS 50)
_YETI
CENTER W/RISER
WALL (4 EACH) DOGHOUSE MANHOLE BASE
�
BACKFlLLED IN 6° S AND
[umm] NI A 31/6' t/Y- I
c>P• �}- I [79mm] [)�:�D,]'I
22 13/t8
� COMPACTED BY HAND TAMPERS OR
j e 5° S�EILLED WITH SELF -COMPACTING
il,nnnnnn nnnn nnnnnmiinnnn,i,nnn,nninunnn nnn nnnn,u„„i,ninuiuninnni
FILL DOGHOUSE OPENING
2 1/6' 3 13/IB" �►
[97mm] [i723'B]
Jam_
16" MAX
MANHOLE ABOVE BASE SHALL
BE CONSTRUCTED AS SHOWN AROUND EXISTING PIPE
0 1t/18' 13ro* [635mm]
I�'a 9/16- O.D. OF GKT GROOVE
MINIMUM ELEVATION DIFFERENCE
p ACROSS M.H. FROM INLET TO
5" a
ON FIGURE S-1-A WITH 3000 PSI CONCRETE
OR NON -SHRINKING GROUT
Q
[77mm]
cut DOLT [14mm] SECTION VIEW 1/4' (6mm) DIA
..
,e OUTLET SHALL BE 0.20 FEET
SEE ASSENDLr NEOPRENE GASKET
DEua (2) RsIR 1/15 X 3/8 X 1 1/2
120MIN 12"MIN A FILLETED INVERT FOR A SMOOTH
VARIE '. 4 TRANSITION OF FLOW BETWEEN
O
S R (z) cDRED 1800, t RUBBER PART# OSSI016
E W PDXeaes CSmm (2) BLT REN s/9-11xs t/z ss
2400' Iatmm vAmY
•, INLET & DULET PIPE SHALL BE
,,e PROVIDED.
ALLOW CONCRETE
TO FLOW A MIN. WRAP EXISTING PIPE WITH
IR 5/8so
1/2' ID
PLAN VIEW 1 i/B' (2gmm) Du BOSS 16mm 113m OLl STANlF55 STEEL ROD PAARTY�""OOgB1Ji6 130 $
G __ FITTING DIMENSION VARIES WITH SLOPE.
A JA
OF S BEYOND BASE NEOPRENE GASKET MATERIAL
OF STIRUCNRE BEFORE FILLING THE OPENING
•
O
PICKEiAR sIACIQUG HOLE DETAIL NW NX
NOTES: P fY BD9812B�4 11 2N NN!(
" t•.Q
12 �. ; C': i "• ..� , e +.. A'
NEOPRENE SECURED BY 2 NON -
CORROSIVE STRAPS, 1 ON
EACH SIDE OF OPENING
1. ALL MANHDEES SITNM 100 YEAR FIAODPWN OR LOCATED IN AREDS SUBJECT R1 FLOONNB SHALL NAME MATFRIIGHT FRAME & COVER M NUT NX " s/8-11 IN
IALTERNATIVECONSIDERED.
WERS
SHADESIGN
B Fl XSD TO MAAREESSTMINWLOOCMNG UEQUR ASSENB.Y. P.wEY DD9B122B
3/4 CIA OF LARGEST
PIPE IN MANHOLE
TMaMIN.
12" MIN. CAST -IN PLACE
TYPICAL WATERTIGHT Wont) PAm�/ ODUJIG 1IMN
3,000 PSI CONCRETE BASE
LOCK LUG ASSEMBLY
MANHOLE FRAME &COVER
8" BEDDING WITH NO. 68 STONE
FOUNDATION SECTION VIEW
N.T.S FIO SHE
NOTES:
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
„„„„„„„„
„ „ I....t....... ...............tlll ,t, i„III,.............I..,....... , , ,,,,,,....„.....
NOTES;
1
TD-32
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES
1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW
FLOW TO THE EXISTING
O
3. ALL JOINTS, LIFT HOLES TA INLETS, OUTLETS TO BE SLED & GROUTED
PIPE.
INSIDE AND OUT.
2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE.
3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6"
' ^
UJ
OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE
BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN
ACCORDANCE WITH THESE SPECIFICATIONS.
TYPICAL MANHOLE DROP CONNECTION
TYPICAL MANHOLE BASE
JOB No.
WITH STEEP INCOMING SLOPE
SHOWING "DOGHOUSE" INSTALLATION
47036
NTS
N.T.S
FIG. S-1-CI
FIG. S-1-Al
SHEET NO.
C1.4
TD-29
TD-26
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LEGEND - - - / \ \
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EXISTING EDGE OF PAVEMENT _ — EX. EP— — \ \ / /425.0
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111812021
DRAWN BY
C. GAYNER
DESIGNED BY
C. GAYNER
CHECKED BY
B. CICHOCKI
SCALE
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JOB NO.
47036
SHEET NO.
C2.0
L
EROSION AND SEDIMENT CONTROL NARRATIVE:
PROJECT DESCRIPTION
THIS PROJECT INCLUDES THE CONSTRUCTION OF A RESIDENTIAL COMMUNITY, PARKING LOTS AND
ASSOCIATED SITE WORK,UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 7.97 ACRES.
ADJACENT PROPERTY
THE PROPERTY IS BOUNDED BY A ROUTE 631 ON THE NORTH AND WEST, A RESIDENTIAL COMMUNITY ON THE
SOUTH, AND HORIZON ROAD AND A MOBILE HOME PARK ON THE EAST.
EXISTING SITE CONDITIONS
THE EXISTING SITE IS MOSTLY WOODED.
OFF -SITE AREAS
NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE
PROJECT SHALL HAVE AN APPROVED ESC PLAN.
CRITICAL EROSION AREAS
EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE
SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITH BLANKET MATTING.
EROSION AND SEDIMENT CONTROL MEASURES
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED
OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION.
STORMWATER RUNOFF CONSIDERATIONS
A PORTION OF THE PROPOSED DEVELOPMENT WILL BE CONVEYED TO ONE STORMTECH ARCH DETENTION PIPE
WITH ISOLATOR ROW AND ONE DETENTION PIPE WITH A CONTECH JELLYFISH FILTER STRUCTURE. THESE
FACILITIES HAVE BEEN DESIGNED TO MEET STORMWATER QUALITY REQUIREMENTS. ALL OTHER AREAS WILL
SHEET FLOW INTO THE SURROUNDING VEGETATED AREAS. ALL EROSION AND SEDIMENT CONTROL MEASURES
SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE
INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS.
STRUCTURAL PRACTICES:
1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE
PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE
MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD
TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF
AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED.
ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT
SEDIMENT FROM LEAVING THE SITE.
3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL
DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM
ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION.
4. DIVERSION DIKE - 3.09, 3.11 & 3.12 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM
A CERTAIN AREA.
5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO
DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET' AND "DRY' STORAGE LONG ENOUGH
FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT.
5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS
STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE TRAP
SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE
DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF.
6. TEMPORARY SEDIMENT BASIN - 3.14 A TEMPORARY DAM WITH A CONTROLLED STORMWATER RELEASE
STRUCTURE IS TO BE USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS LONG
ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT.
5.1. MAINTENANCE OF SEDIMENT BASIN - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS
STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE
BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE
DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF.
6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING
DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS.
7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO
SURFACE AND AIR MOVEMENT.
VEGETATIVE PRACTICES:
1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED
AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND
SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION.
2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30
DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING
GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT
IS APPLIED.
3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE
COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL
BEAUTY.
4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL
STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT
AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF.
MANAGEMENT STRATEGIES
1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH
IMMEDIATELY FOLLOWING INSTALLATION.
2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING.
3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO
MINIMIZE PERIMETER CONTROLS.
4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER
REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW.
PERMANENT STABILIZATION
ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING
IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC.
3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND
"GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED
TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES' IN TABLE 3.32-D OF THE HANDBOOK. FOR
MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED,
FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING.
SEQUENCE OF INSTALLATION
PHASE I (SEE SHEETS C3.03 & C3.05)
1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR,
OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY
DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1)
WEEK OF NOTICE.
2. INSTALL CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES.
3. CLEAR AND GRADE SEDIMENT TRAPS, BASINS AND ASSOCIATED STORMWATER PIPES. REFER TO
GRADING AND DRAINAGE PLAN ALONG WITH PIPE PROFILES FOR ADDITIONAL INFORMATION.
4. INSTALL DIVERSION DIKES, CLEAN WATER DIVERSIONS & INLET PROTECTION.
5. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN.
6. SEED ALL DENUDED AREAS PER VESCH STANDARDS.
PHASE II (SEE SHEETS C3.06 & C3.08)
1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT
CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL.
2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN
DAYS AFTER FINAL GRADE IS ACHIEVED.
3. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT,
SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S
INSPECTOR.
4. ONCE THE SITE UPHILL FROM A SEDIMENT TRAP OR BASIN HAS BEEN STABILIZED AND APPROVED BY ESC
INSPECTOR, REMOVE THE SEDIMENT TRAP OR BASIN.
5. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS
ACHIEVED.
6. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION
CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR.
MINIMUM STANDARDS:
AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE
CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS:
MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN
SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL
STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT
FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION
SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE
STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE
FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON
SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE
PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED
UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL
INHIBIT EROSION.
MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO
TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND
SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND
DIVERSIONS IMMEDIATELY AFTER INSTALLATION.
MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA
TO BE SERVED BY THE TRAP.
A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF
DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES.
MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE
EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF
PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES
UNTIL THE PROBLEM IS CORRECTED.
MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN
AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE.
MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL
BE PROVIDED.
MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED
SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING
FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE
OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT
CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING
CHANNEL.
MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE
ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE
GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR
THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE
STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS.
MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN
ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF
NONERODIBLE MATERIAL SHALL BE PROVIDED.
MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR
CROSSING LIVE WATERCOURSES SHALL BE MET.
MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE
WATERCOURSE IS COMPLETED.
MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING
STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA:
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN
APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES
NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY.
D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO
MINIMIZE EROSION AND PROMOTE STABILIZATION.
E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH.
MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS
SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE
PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE
ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE
REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT
CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS
REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS
WELL AS TO LARGER LAND -DISTURBING ACTIVITIES.
MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS
AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED,
UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND
THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL
BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
MS- 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM
SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK
FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION
IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA
ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS.
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION
AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE
LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND
EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN.
ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING,
GRADING, OR LAND DISTURBANCE.
ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES.
ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS
(INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY
EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT
CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE.
ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE)
ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT.
ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE.
ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT
MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL
DEVICES IMMEDIATELY.
SOILS INFORMATION:
16 - CHEWACLA SILT LOAM, 0 TO 2 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT
POORLY DRAINED, HYDROLOGIC SOIL GROUP: B/D
27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED,
HYDROLOGIC SOIL GROUP: B
27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED,
HYDROLOGIC SOIL GROUP: B
39E - HAZEL LOAM, 25 TO 45 PERCENT SLOPES. 20 TO 40 INCHES TO LITHIC BEDROCK, EXCESSIVELY DRAINED, HYDROLOGIC
SOIL GROUP: B
TABLE 3.31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
"QUICK REFERENCE FOR ALL REGIONS"
PLANTING DATES SPECIES RATE (LBS./ACRE)
SEPT. 1 - FEB. 15 50/50 MIX OF
ANNUAL RYEGRASS
(LOLIUM MULTI-FLORUM)
& 50-100
CEREAL (WINTER) RYE
(SECALE CEREALE)
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
(LOLIUM MULTI-FLORUM)
MAY 1 - AUG. 31 GERMAN MILLET 50
(SETARIA ITALICA)
TEMPORARY SEEDING PLANT MATERIALS
No Scale
TABLE 3.32-C
SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN
AREA
TOTAL LBS. PER ACRE
MINIMUM CARE LAWN
COMMERCIAL OR RESIDENTIAL
200-250 LBS.
KENTUCKY 31 OR TURF -TYPE TALL FESCUE
90-100%
IMPROVED PERENNIAL RYEGRASS `
0-10%
KENTUCKY BLUEGRASS
0-10%
HIGH -MAINTENANCE LAWN
MINIMUM OF THREE (3) UP TO FIVE (5)
VARIETIES OF BLUEGRASS FROM
APPROVED LIST FOR USE IN VIRGINIA.
125 LBS.
GENERAL SLOPE (3:1 OR LESS)
KENTUCKY 31 FESCUE
128 LBS.
RED TOP GRASS
2 LBS.
SEASONAL NURSE CROP "
20 LBS.
150 LBS.
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1)
KENTUCKY 31 FESCUE
108 LBS.
RED TOP GRASS
2 LBS.
SEASONAL NURSE CROP "
20 LBS.
CROWNVETCH "`
20 LBS.
150 LBS.
` PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL
TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND
EROSION RESISTANCE FOR SEEDBED.
" USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES
AS STATED BELOW:
MARCH, APRIL THROUGH MAY 15TH .............................. ANNUAL RYE
MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET
AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE
NOVEMBER THROUGH FEBRUARY................................. WINTER RYE
"` IF FLATPEA IS USED, INCREASE TO 30 LBS./ACRE. ALL LEGUME SEED
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY ALSO BE
INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING
WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES.
J' G
cyan D. Cichocki
Lie. No. 53741
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DATE
111812021
DRAWN BY
C. GAYNER
DESIGNED BY
C. GAYNER
CHECKED BY
B. CICHOCKI
SCALE
N.A.
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PERMANENT SEEDING MIX FOR PIEDMONT AREA
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TEMPORARY RIGHT-OF-WAY DIVERSIONS
PIPE OUTLET CONDITIONS
NTH
70' MIN. 5:1 EXISTING
A 3' PAVEMENT
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VDOT /j21A 1$"
STONE MIN•
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TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION
6" M
FILTER q MOUNTABLE BERM
CLOTH (OPTIONAL)
U Lie. No. 53741
�� 1/a m p
SHALLOW BLANKET)
SIDE ELEVATION
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ado do
SLOPE
�I ON SHALLOW SLOPES, STRIPS NETTING
PROTECTIVE COVERINGS MAY BE APPLIED
EXISTING GROUND
70' MIN.
( x N. IONALr
-
$,
PIPE OUTLET TO FLAT
ACROSS THE SLOPE.
WASHRACK T 10' MIN.
e OPTIONAL E
MINIMUM
AREA WITH NO
WHERE THERE IS A BERM AT THE
BERM
I
m E
TYPICAL GRAVEL STRUCTURE O
RWD 3.11-1
DEFINED CHANNEL
PLAN VIEW
TOP OF THE SLOPE, BRING THE
MATERIAL OVER THE BERM AND _
10 EXISTING
12' MIN.* MIN. PAVEMENT
° o
N c
La
STEEP ANCHOR IT BEHIND THE BERM.
SLOPE
oN STEEP SLOPEs, APPLY PROTECTIVE
COVERING PARALLEL TO THE DIRECTION
a OF FLOW AND ANCHOR SECURELY.
VDOT#1 COARSEAGGREGATE e ' POSITIVE 10' MIN.
DRAINAGE TO
*MUST EXTEND FULL WIDTH OF SEDIMENT
INGRESS AND EGRESS OPERATION TRAPPING DEVICE
PLAN VIEW
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¢ a t 3
s W s M
TEMPORARY RIGHT-OF-WAY DIVERSION
No Scale
0 o�y
BRING MATERIAL DOWN TO
A LEVEL AREA BEFORE
a J N
ZO
1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO
TERMINATING THE 4
12' MIN.
IN.
ce j o N
W w M
a
TRENCH UPSLOPE ALONG THE LINE OF THE POSTS.
SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED
INSTALLATION. TURN TiE 12"
3" MIN.
Z f
'�
V
POSTS.
p®®pyy 6'
_IIN� "X
CLOTH FOR ENTIRE PERIMETER
DITCH FLOW END UNDER 4" AND STAPLE "" '''''"' ' "'
AT 12" INTERVALS.
FILTER CLOTH SECTION A -A
In a
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IN DITCHES, APPLY PROTECTIVE COVERING
ar
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PARALLEL TO THE DIRECTION OF FLOW.
USE CHECK SLOTS AS REQUIRED. AVOID
JOINING MATERIAL IN THE CENTER OF THE
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DITCH IF AT ALL POSSIBLE.
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PIPE OUTLET TO
SECTION B-B
vi
WELL DEFINED
CHANNEL
PLAN VIEW
BM 3.36-1
CE 3.02
0
3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE
THE VIARE HE TRENCH. NCE AND EXTEND IT INTO EXCAVATED SOIL.
0
SOIL STABILIZATION BLANKET (TREATMENT-1)
STONE CONSTRUCTION ENTRANCE
F
No Scale
No Scale
r
La
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TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET)
INSTALLATION CRITERIA
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ANCHOR NOTES
SLOT APPROXIMATELY 200 STAPLES REQUIRED
0
DATE
SECTION A -A
GRAVEL CURB INLET SEDIMENT FILTER
>
FILTER KEY IN 6"-9"; RECOMMENDED
PER 100 SQ. YDS. OF MATERIAL ROLL.
1/18/2021
CLOTH FOR ENTIRE PERIMETER
ANCHOR SLOTS, JUNCTION SLOTS &
0
DRAWN BY
CHECK SLOTS TO BE BURIED 6" TO 12".
}
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
FILTER FABRIC
NOTES:
1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR
CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING
JUNCTION 12" MAX.4:1 OR FLATTER
SLOT 6" MAX. STEEPER THAN 4:1
EDGE AND END JOINTS
CHECK SLOT TO BE SNUGLY ABUTTED I I I I III
-_-
•
C. GAYNER
DESIGNED BY
�I-- - WIRE-
I- - -
= =III= =
PLATES 3.18-3 AND 3.18-4.
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6
TERMINAL FOLD
(JUTE MESH WILL HAVE
LAP JOINT 2" MIN. (JUTE STAPLED LAP JOINT IN
\
/� /
C. GAYNER
CHECKED BY
III-
LIEU OF EDGE JOINT) I I I I I
/
•
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SF 3.05-1
INCHES.
MESH ONLY) I
TAMP FIRMLY
•
B. CICHOCKI
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O
ANCHOR SLOT 5' MAX. 4:1 OR FLATTER 3' I I
MAX. STEEPER THAN 4:1 I
N 1 1 1
6- 1 I
O I I I I
GRAVEL FILTER 12
RUNOFF WATER WIRE MESH
• •
•
SCALE
N.A.
SILT FENCE (WITH WIRE SUPPORT)
No Scale
OUTLET PROTECTION
CHECK SLOT
;,,; FILTERED WATER
•
1 O 2" I I I I
<'
•
No Scale
��II ��II �I ��II �I
TAMP Z
FIRMLY CHECK SLOT I I I I
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CONCRETE
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06
I -I 1-I 1-I!'-I1-17
COMPACTED SOIL CWD TO HAVE VDOT
STAPLE FORMED FROM NO.11 STEEL WIRE. IN ECKSLOT NOT
INTERVALS; NOT REO: D W1TH
EO.'D ' TH
6' STAPLE MIN. LENGTH FOR SANDY SOIL.
GUTTER 72 CURB INLET
STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,
STANDARD EC-2
t MATTING ON UPHILL
t
18" MIN. SIDE
ALL COMBINATION BLANKETS
6' STAPLE MIN. LENGTH FOR OTHER SOIL.
JUNCTION SLOT
TAMP FIRMLY
GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.
\
O
J
_
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
I I I I I
TERMINAL FOLD
k t t t t t � FLOW
12" TAMP FIRMLY
Q
ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
GREATER
GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL
� �IIIloll
��
1�
2
SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
WHERE INLETS iERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO
\
W
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
FENCE AS A TREE PROTECTION FENCE.
TP NO SCALE
3.38
- - -
4.5' MIN.
O 2"
F ~16
BM O
3.36-2
CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND
UNPROTECTED AREAS.
IP 3.07- 6
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06
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DD CWD 3.09-1
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TREE PROTECTION
F!nIL STABILIZATION BLANKET TREATMENT-1
STORMWATER INLET PROTECTION
No Scale
le
No Scale
99
O
7O
7
PORARY DIVERSION DIKE
TEMPORARY
No Scale
Q
ERNST CONSERVATION SEEDS
RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132
SILT FENCE DROP INLET PROTECTION
rN'1 -1
O
<
SILT FENCE CULVERT INLET PROTECTION
2 X 4" WOOD DROP INLET WITH
FRAME GRATELLJ
z
ENDWALL
BOTANICAL NAME COMMON NAME
FRAME
co
1
O
PRICEILB
15 p p�
TI
U
TOE OF
FILL -CULVERT
30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90
MAX. l )-"
O
w }�
Z
O
20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85
� � 3'
���
Z
W
LL
FASTBALL RGL' FASTBALL RGL'
(TURF TYPE)
'CLIMAX'
MIN. GATHER
- ^ EXCESS
-� AT
U U
0U
Q
20.00% PHLEUM PRA TENSE, TIMOTHY, 1.20
CLIMAX'
CORNERS
TOE OF
PERSPECTIVE VIEWS
U)
SILT FILL
FENCE DISTANCE IS 6' MINIMUM
IF FLOW IS TOWARD
12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25
10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00
Q
O
06
Z
FLOW
EMBANKMENT
ALBANY PINE BUSH- ALBANY PINE BUSH -
NYECOTYPE NY ECOTYPE
STAKE
�'
O
O
FABRIC
'^
**OPTIONAL STONE COMBINATION
8.00% AGROSTIS ALBA REDTOP 8.00
O
1
1 0' 1.5
~�
III ,' y, 111 MIN.
N
0L
100% MIX PRICE/LB BULK: $3.61
� ;' 11
ti.
FLOW- 25
SEEDING RATE: 40-60 LB PER ACRE
WOODLAND OPENINGS
DETAIL A
ELEVATION OF STAKE AND FABRIC ORIENTATION
THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR
WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX
O
**VDOT #3, #357, #5, #56 OR #57 COARSE CLASS I
FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION APPLICABLE WHERE THE INLET
AGGREGATE TO REPLACE SILT FENCE IN " RIPRAP
ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE
ON
A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE
HORSESHOE " WHEN HIGH VELOCITY OF FLOW
FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF
THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE
IS EXPECTED
THE MIX WILL NOT.
TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING
CIP 3.08-1
CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS.
IP 3.07-1
JOB NO.
47036
CULVERT INLET PROTECTION
SLOPE STABILIZATION SEED MIX
STORM DRAIN INLET PROTECTION
SHEET NO.
C3.1
NO Scale
No Scale
No Scale
L
TYPICAL VESCH TREATMENT-2 SOIL STABILIZATION MATTING
INSTALLATION
01
CHECK SLOTS TO BE
CONSTRUCTED AS PER
MANFACTURERS
RECOMMENDATIONS.
OPEN CHECK
SLOT
041
•c7iX.- 4
EDGES OF
MATERIAL 6"
TRANSVERSE CLOSED
CHECK SLOT UPSTREAM AND
LOA
BM
SOIL STABILIZATION BLANKET (TREATMENT-2)
Sediment Trap #1 design
drainage area (acres) (<3)
1.28
VARMBIE
trap volumes:
a RF CREST OF STORE WEIR
4RIA9 [
elevation (ft) area (sf)
volume(cy)
CMND
0
477 523
478 696
22.6
ORYSTORAGE N
„ VARMLL
479 893
294
480 1113
37.1
481 1357
45.7
WET STORAGE
482 1625
55.2
(E%CINMED)
CLOT"
oMGINAL
190.1
`FILTER
GROUND
ELEV.
-SEE PLAIE 3.13-I
COARSE AGGREGATE**
CUSS I RIPRAP
wet storage:
wet storage required (cy) (67*DA)
85.8
bottom of stone weir (ft)
480.0
wet storage provided at this elevation (cy)
89.1
"coarse aggregate shall be V DOT #3, #357 of #5
slope of wet storage sides
2:1
weir length (ft) (6xDA)
7.7
dry storage:
bottom of trap elevation (ft)
477
dry storage required (cy) (67*DA)
85.8
bottom trap dimensions:
26'X22'
crest of stone weir
482.0
top of dam elevation (ft)
483.0
dry storage provided at this elevation (cy)
101.0
top width of dam (ft)
4.5'
slope of dry storage sides
2:1
top trap dimensions
49'X43'
ST1 3.13 E2
SEDIMENT TRAP 1
No Scale
TOE REQUIREMENTS FOR
BANK STABILIZATION
FILTER CLOTH UNDERLINER (PREFERRED)
GRANULAR FILTER
Sediment Trap # 2 design
drainage area (acres) (<3)
2.41
trap volumes:
elevation (ft) area (sf)
volume(cy)
424
957
426
1506
91.2
427.25
1900
78.8
428
2155
56.3
429.25
2518
108.2
334.6
wet storage
wet storage required (cy) (67*DA)
161.5
bottom of stone weir (ft)
42725
wet storage provided at this eleNation (cy)
170.1
slope of wet storage sides 21
dry storage:
dry storage required (cy) (67*DA)
161.5
crest of stone weir
429.3
dry storage provided at this elevation (cy)
164.5
slope of dry storage sides 21
SEDIMENT TRAP 2
No Scale
Sediment Basin #1 Design
Drainage Area (acres)
3.51
Basin Volumes:
Elevation (ft) Contour Area (sf)
Volume (cy)
438
1415
441
2881
238.7
442
3421
116.7
444
4575
296.1
Wet Storage
DOWNSTREAM
TERMINAL
Ofi Y CREST OF STORE WEIR
GROUND \
ELM.
-SEE PLATE 3.13-1
Wet Storage Required (cy) (67*DA)
2352
Dewatering Orifice Elevation (ft)
441.0
Wet Storage Provided at this Elevation (cy)
238.7
Available Volume Before Cleanout (cy) (34*DP
119.3
Cleanout Elevation (ft)
440.00
Distance from Cleanout to Orifice (ft) (> 1')
1.0
Dry Storage:
Dry Storage Required (cy) (67*DA)
235.2
Riser Crest Elevation (ft)
444.0
Dry Storage Provided at this Elevation (cy)
296.1
Diameter of Dewatering Orifice (in)
3.0
Diameter of Flexible Tubing (in) (Orifice+2")
5.0
Runoff. (See Routing in Calc. Book)
C (Use 0.45 for Bare Earth)
0.45
Tc (min)
5
I Tyr 3.69 Qp 2yr
5.8
125yr 6.85 Q 25yr
10.8
Principle Spillway:
Available Head (ft)
1.0
Diameter Riser (in)
21
Diameter Trash Rack (in)
30
Barrel Length (ft)
69
Diameter of Barrel (in)
18
Barrel Inv. In Elevation (ft)
440.69
Barrel Inv. Out Elevation (ft)
440.00
DRY STORAGE
WET STORAGE
(ExI;xwTED)
1' VIIRIABIE
1 A'
WVwlIE
1 )
FLTER GAM dOGNAL
ELW. G
nM.
COARSE ACIiiEGATE_ CIASS I RPRAP
**coarse aggregate shall be VDOT #3, #357 of #5
weir length (ft) (6xDA)
14.5
bottom of trap elevation (ft)
424
bottom trap dimensions:
46'x27'
top of dam elevation (ft)
430.3
top width of dam (ft)
4.5
top trap dimensions
745c53'
MIN. TWI SPILLWAY
Y WITHOUT
HIGH WATER
STORM ELEV.) %
DRY " STORAGE
WET STORAGE
SEDIMENT CLEANOUT POINT
WET - STORAGE RE
(•TO 34 C.Y. ACRE)DUCED
RISER CREST
DOEEVIQ RING
Design High Water
Top of Dam (ft)
Top Width of Dam (ft)
Bottom of Basin (ft)
Approx. Bottom Dimensions:
Upstream Face Slope:
Downstream Face Slope:
Baffles:
Length of Flow, L (ft)
Effective Width, We (ft)
L / We (Baffles required if < 2)
Collars:
Depth of Water at Spillway Crest (ft)
Slope of Upstream Face (Z1)
Slope of Barrel (Sb)
Length of Barrel in Saturated Zone (Ls)
Number Collars Required
Dimension of Collars
Emergency Spillway:
Bottom Width (ft)
Slope of Exit Channel (ft/100ft)
Length of Exit Channel (ft)
Crest of Spillway (ft)
CREST OF EMERGENCY
SPILLWAY
445.0
447.0
6.0
438.0
112' x 56'
21
21
R7
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No
135
60
2.3
0
0
0
0
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N/A
3.19-1 ST 3.14
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° \ SLOPES / r �i / / / / / / / T � I ,� � � ��� � / \ \ \ \ \ \
\ ° (TYPICAL \o\\ v / _ _
/ ) 00 r' / 0 GND _ 46' 28" // I I / \ \� �� �� / \\ \ \ \ \ \ _ - - _ _ _ 111812021
/ o / o o / / / / / r 438.50 1 / ' \ \ / _ TC O
I o zoo , / / /, , r / / , GND _ _ 1 / \ �� \ \ \ �\ \ ah } DRAWN BY
/ o / r / l / \ \ \ \\
/�o° /o° / / / / / r , / , / / / // ° / h3/'.80' -- / C / I / \ \\ \ r " - 453.61'
/ o / /D°o �� 'AND 47. / / _ \�\ \` -- \\ \ \\� \ __a-
/-o / o ' o r / // / / / r r / / 437.85'- - - - \ \\ \ \\ \� \ \
o / r >�/ / / / / / / / /� ' G \ / / \ \ l TC
_ TC _ DESIGNED C. EBY
/ `F 1 / \ \\ \�\ \
° / O� / A / / a / / 449'.09' I I \ \ 452.19 .
\ 452.95 54'20`
// / ' / / ° / / 440.50 GND \ / TC I I I /
/ o / of / / / I / / / / / ' / _ - _ TC \ \ / / 44996' I S Y/ \ sd I \ \ \ \ \ \ I • C. GAYNER
° ooF / / r / 436 445.89' a/ I I Fo I \\ 2 �\ \ \
/ GND \ \ / V'� o \ \ \ \ 9 \
o/ / / / / , / / / / / / 443.00' L� \ I I \ • CHECKED BY
o / o / o/
/ o o / / / / / / , / // • // >vJ _ G /// ///////// / / ///r ', , // , / //r/ / //,/ /' 445a16g' . D II I
\\ \
\\ \• •• B. CICHOCKI
31 5\ ° Jl4
0'
o 4�6.8GND 0bGND1Q0640 - SCALEC9 438.00450.6
o .00'/ I 451115' 452' o/ 45.00
1"=20'
° /° TC 4/o/° -446.54
o ,
oo/ o, GN
/ FFE=459.65' I FFE=4$8.65' I
-I
4�/ FFE=4--.0o'I I FFIE-459.1 F E_460.20Io�r �
TI
o rO I I I I
o /
/ .� _ `\ _ _ -_
o
, CD I
o, 423.330�
o j \ \ I I I1 9I I2-9
M° o ° o 4(f0 445.
1 1
CD
ay' / / / / / , / / / / r/ ,' / // ' ' ' /4c .' ,GND 727
_ 22' \ rn , / N \
o/ / 4G4N17D0: 40' FFE=4b6�\ I
° TC 4&7.70` I 1GND GND GND 11 46 NO6D' 0.7
° y457
o
I _
-
GND
/// / / / / // //� / /// / / � // / / / / / / / / / / / ✓/ / '> ' / / ' /
/ \ \ l I I1 I 1 I I I I
/461.63'
o ° , / I 444.46/ O% 44T 5' 4
447*s, FFE=455/
/
\
462.56'
GND
A47.47' 3aT.Ds
6.
° / r)Y / / / / / 44� P / r / / 44' "9� � - GND � FFE=455.05' \ _
' ' ��y TC ' ' 444. / / / / / 447.05' \ 4 E \ \ \ \ \ 1 \ v0 \ \ \ / Z
/ ' / / / N
\ \ \ \ \ As \ O \ �\ \ \ \ \ U Q
/ �y / / r TC a'� _ 8, - - - -FEE=455,Of 0.
% l / / /r / / / / / b r / 443.yt / / / / / �• TC ' " / i / As8 \ \ \ \ \ \ \ \ \ \ Q LL
CA
aa.sz' / / / / _ 455.4 ' / / \ \ \ \ \ \ a \ \ J Z
Lr-
LP / // /' /',/ '1 ab I ° \ \ \ \ \ \ \ \ Q
GND _ - R' _ I - 7 54.85 ' \ \ \ \ \ \ \ \ \ \\ m Q
445.30' - �n - \ \ J
44,6.30' / ph / \
1�
If// // I / / -1. / % / cNe \ q \ \ \ \ \LL
Uu � 0
\ \ \ \ \ V / / / I >I / 44$$ 00' / I �h� / SS \ \ / - \ \ \ \ \ \ 1 z w
11 11 11 II 1 1 / l I I I 'I 13% GiID I FFE=483.30' i \ - _ \ \ \\ \ �� 1 = J
\ 1 LP / / / ' 4%15.00' I / _ ` _ \ ( \ \ \ \ \ \ \ 1 OU Q
I 442150' / I 1 I GND l I / \ - - -' ' \ 1 T L
4c 1 1 1 I 44.45' I FFE�53.00' / / ' \ \! \ \ \ \ \ \ \ \� y I-
I 1 I I \ \ 1 \ 1 \ I 1-1.54 GND24' I I - _q \ \ \ \ \ \ \ w
442.�3' 1 1 I �° 4 45' /40' - - - - - - 54 _ _ - - - - - ' ' \ \ \ \
� - _ \ \\ \ \
FFH=452.45' I I OrQ-O �� ♦ \ \ / - _ / _ \ \ / \ \ \\ \\ \ 1 \ \ \\ \�
\I \ 11 \\ \ \\ \
I \ \ \ \ 1 \ \ \ \ 43.13'\ 1 I 443I.80' I
\ \ \ \ \ \ 1 \4.J
�FE=451.80"
\ \ \ \ \ \ \ \ \ \ \ \ \ \ 443.40'
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ F�E=451.40' 1 1.63' I \ti0� 1 \�
45 D / / SOP ,' ,/ /, - - -_--------- - \
---
' JOB NO.
/ / ✓ / la \ \ \ \ \ \ i / \ Ns.
\_ \ L �LCI ado 4� a•�y�• �g3 cT
47036
L- SCALE :20' \\/ SHEET NO.
_ \ -` ,� ���Q/�.^ • t• n -/
\ �1 KEY PLAN Y> 0' - -40'
C5.3
L
OLD LYNCHBURG ROAD
- /
- - - / - - - I STATE ROUTE 6b1
(VAStYING RM/ WID\TH E4.30"C1VPAPPRd I 1\ \ \ \ \\ 1 \ \ \ \ \\- J� --1='" _--------- --------- - �f
a- III
Cichocki
\ 9 U tic. No. 53741
LENGTH:
11 1 / /
WIDTH 1:7.5' I / / / / /' - \\ I \ I QQ O L d�� 411 71�x Sg Gti
- / O(aQ' Q _ 16�!/ D SCALE 1"=20' ZONAL
WIDTH2:10.5 I / / / / I �-
//RIPRAP-CtASS-II / / / / / // '' - ,''' ,'' '� ,_ �•• •j F�63Q ��
- - OHP- -/ t- - -s O/iP / - - Hp- OHP- ' ' z� I /JJy ,,11 Q [� 4n� , �] n _
/ - - OHP- - - OHP - - P / OHP- - - OHP- - / OHP�' / - OH / / / / /! / / _' Q�Oo� . 'CAN �Q S �y • t• 1 „•7i/ 11 O 2O� 4O'
L off KEY PLAN = oHP---'= - T ol1 � � o
swMa- - - __-- - __--" LE._1�4ZjL ¢o
CTRIC - ' GND / STORMTECli AROFf PIPE - / / / / - ' _ - _ _ _ - - E
/ / / / / - - _ - - _
x
' WITH ISOLATOR ROW / / / / / (YP/ / / / - - - ~ v w 3
/ ' / i _ _ _ - ' ' ' LL 1�
448 o ° / ' / 45T / / / ' / / m / Aug / ' a � v z
63 / N / n ' / ' N '� / 41 41 / a u�i N a
"4 - / / U m ..
472 / zH• a
30inQ w
/ / / / / ' / / �' / / / / / TC �v
/ - 450.64' _ - o / / / / ' / / / / / / / / / / S v ry Z
04
4j 50.57' -1.D �`i•/- / /
�O W
GND N%6647.92
ALLEY 1
451.36' 451.7A11� /
00
S4 M42_ 4
F7-480. 5' FFE=451.65' - FFE=452.45' o - ' ' GND
7 FFE=45i.25' FFE=452.05 - ° - _ ' 454.75' - - - p� l / I l / I / l p / / / / / / / / / / _ - _
TIC
1, 4 5.31' \ \ _ - 0� / / 1 1 / �.31' / ma/ �/ A6 Ag / / / / / / / 471�96' / ' 473.05' ' ' 47 M
_ GND `4.O o Dt I / 1 / 62 / / �$ i / O
40' - ' ' - / / _ - - - - 451.08' GND - �15638' - \3j ^ ^ / l I 1 / IfC l
GND / / / o / TIC _
- \ / / / �D / 470.50' •FFE=473.00' ,1 � / 472)8" FFE=474.05' / / (D
452.21' Gr]p \ l / 1 1 461L49' I l / / 46 / 470.27' / / /FFE=473.90' 3.20' / FFE=474.04' � �
FFE=454:6 457.30' \ \ _ - / / / I I / / / GNID / / / / GMb / STAIR$ 6° / / / / ' FFE=474:05' / .� F
GN 1 461.70' / / • FFE=g73.00'/ '
FFE=456.35' - _ / / 469.30'
-FF-FF-452.45' - - - 458.29' / I 1 I I q� l 4ND / 0
F=451.25' _ - - _ FFE_454.86' _ / 1 F�E-469.50' w
FF �51.65' FF=452.05" FF=452.45' _ _ "� ° \ / 1 '�•1 / /461.50' / / LP / / p1
_ _ _ - - FFE=457.15' �/y GND' _ 1 1 / / / / / / w w
I 1 I / / / / 469.26' / / GND / 0A° ' / ' F
TC - - 459.30'-, / I 1 / / / / FFE=473.50' 13 / FF1474.35' / 2 Q
452.08' _ _ -p, LP 1 1 / GND / 471.16' / FFE=473.50' ' S FFE=474.34' / / ' U
52.15' _ - - - FFE�54.65' 4Ej l 1 / / / / / •3? Q
E=457.95 466.18, I / GN 46 33' / / o /
TIC FEE•4 �6. `5' / 1 I ( // • $TAIRyS/ 7" / o z
l I I FFE=g69.51' � FFE�74 5�
/ / GN / 46 2' / / / '3 O
_ _ - _ _ FFE- 58.75 - - - / / 1 I / • FFE=473.50'
FFE=454.85' _ _ - - GND I I / 46 .50' / / / / / / / / V) DATE
' �.• �,. - - ^' _ GF�454.85' 60.54' / / 1 / / �� I I 122' I / ^ / / / / / /
\ - - FFE-456.35' / 1 �0 46 GND
0' 49 I I I / / / / / ' / / / K
j° I I A°�° / / D 1/18/2021
- FFE- .35' _ FFE=45 . 5' 0/ / / FFE 474 7
\ _ _ / 1 I I F=473.99' / 2 / FFE 474 74' 40' / / O
_ - - - FFE=457.15 / / I I / q 3,
452.08' _ _ - - _ / 1 I /l 1 / �J �S o 20 / } DRAWN BY
\ \ � TIC FFE=460.35 / 1 -474 OU / RE=a7a.75' C. GAYNER
_ - ' 452. _ - o\0 00 - - - - - - / I 1 I FFL=470.00' •469 8' I ,,pfl� / / / / f
- FFE= 5 . 5' 20'� � / �N I / T
\ \ \ \ \ \ - - \ - - _ - F 57.95' - - - - - / 1 I 1 1 +D I I / • FFE=1tiM174.00' / / / / /
_ - FFE- 7.95' { I 1
462.00
453 61C' _ - - - - - FFE=458.75' _ , - _ _ - / 1 ; 1 I �2� 1 I (IND I I I I �j 1 W / GND I Ifi-4 °� / N
\ \ \ \ \ \ \ _ I 1 � ° 462.00 I 1 / 1 FFE 74.50' I '32 � � FFE=475.25' / • DESIGNED BY
- - - - 1 I I 12. FFE-474.50'
FFE= 58.75' 1 I 47 50' .1• /
F I I � '4,� FE=475.25' / C. GAYNER
\ \ \� \ ^^ ^ ` ^ ` \\ - ' ' - - IV � _ FFE=459.55' 71 I '
^ _ - ' _ - - ,\o\ ` ` - _ i p61 I I \I 1 1 I FFEL4170.50' 470. 6' I // / / / I • FF ITAIRS (� 6" 1 I Q / 9 / / / / CHECKED BY
TIC
FFE- 9:55� I ONE I FFE=475.2
5#.2if y _ FFE=460.35 - 6ND I I I I I I / o / 5
I 1 1 / N / / / B. CICHOCKI
462.GND ^ \ I� \\ \ 1 I / / GND I
` ��_ _ /D --\ \ ^ \ \ ^3\'^T3'C' `` ^ \ iW1I _ _ - - - h - - - _ '� - _ - _ �•`60o u9, ,\\ - \ ^
- _ / / / / 1 \ \ 1 \ \ •lUN \ \ \ \ \ \ \ F\ I I II I 1
'
SCALE
4G2.50� IN - FFE= 6.14
STAIRFEE=475.00' FFE- 76.14' N.A.
ND GN_@` $ @ 6" I 1FF51476.15
k515.\ =qFFE=4R1.00'
45D\
1 •
\ \ ^ ^\ ^ ^ ^ ^ \ �' Z I \ \ \ 4R0. T \GND GND \ \ 1 I I •H I / I 4
4 5' �ND�_�_��3 .'� - GND ^^ ^ ^^^ -� ^ o -^ ^ 0 6GAD
-6 90' ' \ \ \ \ / iW 4� \ co \ \ \ \ \ \ \470.90'\ \ I I
Sg - \ ^ ^ �958. ' ` \ \ \ \ .p t70 ` TIC R C 2 \\ 6� 00' \ \ \ 47P.96' \ $T,AI RS 7" \ I 4 95' 1 0
^GND \^ ` \ - - - - - - - - _ \ ^ ^ 46304'- TC 462.52' 1 0 \ 1463.00� \ \ \ \ GNI)\ ND FE=47`�00' \ \ \ I \ \ I 1 II I IFFE=476.55' 1
5�W ^ ` W / ^ ` HP� 1 \ GND \ / T
^ ^ ^ ^ ^ ^ ^ o ^ 462. 8' \ 71.02' \ \ \ \ FAQ=475.00 t7 0 1 1
bh 461.56' 462.351 / \ \ \ \ \ \\ 1 1 �FE=476.54'
=E=459.65' / / FE=460.82' - / 1 1
F E=460.20' � � T 454 95 ^ ^ �p� ^ ^ ^ /--\ _ - - \ \ \ \ \ \ � \ \ 6� 1
/ h _ / I 1 \ \ 455.85^ ` ^ \^ ^ \Oo - ^ ^ D`� ` ^ \ _ } 'fC �O� \, O \F 1 q 4 \ \ \ \ \ T`G \
�- _ j. C G6, 6j \468 s \ \ \ \ \ 474,74' \ I
463.31' \ \ \ \ \ \ \
Q \ G \ \ \ \ \ \ \ \ \ \ 1 47
Tc
1 I / o / / - -�-FFE•46 - - - - _ _ ' 456.�5' ^ \ ^�TJD\ ^ ^ ^ ` ^ \ �O 461.46' p _ - ^� 463.94' D� I I 1 \ \ \ 1 \ \ 7C \ O
/ _ _ - h cp \ \ 4�' TI
992+' 4O' \ TC TO _ _ W � (p I � I \ W � \ \ \
1 1 Q� / n / - / - _ _- - - 7 / GND/ GND \ Q 401.04' 462.24' _ I 7 I b- yt \ co \ n n \ N \ \ \ \ \
457.95' \ \ \ oo _ ^ ^ / / I I b' R a \ 7 \ �� \ ^ \ \ \ \ \ n� \
I / 'FFE=463C85 - _ _ / GN4 \ \ \ ^ \
GND I ND D I _ _ - _ - /- - / 457,95' \ \ 6ND� ALLEY$ \ ~ \ \\ \ \ ^ \
46 .06' _ _ -FFE=4S4.55'
Q I 4 0.74' _ _ _ - _ _ - - - - / \ GND u' \ - _ _ ' ' / I \ \ \ \ \ \ \ \ \ TIC
--- G458,5
ND / \
1461.63' �+ - - - _ _ _ _ _ 458.95• 4159.85' .>
FFE=465.13'- - - _ _ _ J �ND / ° �Qo O�- S,
I I I 1 I 1 462.56` / EFE=465.95' � /62
46/
- 462.05' GND GND / \o \ o\ ^ W- ^
- _ - 4 ND - 464.25' GND GND / \ \ \ \ \ \ o ^Z O Q
FFE=466.95' - - _ 64 IG 463.15' -GND - 46 45' GND ro
62.05' GND _ _ 465.35' - - p GND \ 7
\ 1 1 \ \ \ A- - _ 6 463.15' 464.25' 465.35' IS D / 46�55' GIND 4 OS' \ GND \ GAD \\GND \ \ \ Q 0 > L
\ 1 \ p \ / 463.82' - r - FEE=467.85' \ 466.45' 6ND 470 75' I \ 05' 474.25' G� w
/ S 467.55' - 4�0 5' GND 5 \ \ \ 477
.70' Q
R� 472.b5' GND \ 475.25' J J
474.25'\ GND. \ \ C[
\ \ \ • - - - ` _ 40' ' I I \473.05' \ \ 475.25 \ 476�5' \ GND Q a
/ ' 47 \ \ \ \ \ 477.70-\ QVZ' rn
\ \ \ \ \ R ' w V
\ \ \ \ \ \ \ N O ��' ----/ 40' \
\ \ \ \ \ O \\ \\ 2 VRO O 1/ - - - _ _ _ EFE\470.05' FFE=471.15' - / j3 // I \ \ \ \ \ \ \ \ \ \ ��` TI < 0
\ \ \ \ q FFE=472.25' FFE=473.35' \ \ \ \ Dc
\ \ \ \ \ 465.93' I FFE=474.45' / FE=480.05' \ \ \ W C)
LL
FFE=475.55' j � \ \ \ \ \ \ _ - \ - � �
\, \ \ \ \ \ \ \ I 0 ` \ / �' - FFE=478.75' \ FFE=482.2 \ \ \ Q
Nr.466.75_ ��47 FF€=481.05' FF 484.25'
\ \ \ \ \ I - N o / • Y•FE=483.25' �_ \ LL
^O
U
\ \ \ \ \ \ \ \ \ \ \ \ 11 \ \ 1 o I I r - - - / 469.89' \ \ 470.97' \ 472.05'- \ \ / / _ -
414. / 47 .38' / - '476.17 4 \ / - - -
97' ND
TIC
480.17 D - - - GND 4.11'
481 48 .41' - - 483.E , - -
\ ROD _ // ------ G O
I \ /
/ N \ I \I \ \ \\ \\ \ \ \ o \ �\ / / V O%R/W ---
a l P POSED 61' / -T 485. \�
I /
4.
-\II \ \ \ \\' \\ \ I \I 1 / _ _ \ / JOB NO.
\\ \ I I I I '
\ �'� \�(� I I J - -- / 47036
\ \ \ \\\ / /\\ \� \\�\ \\ \ \ \ 11 I11 I II I I/ / I 111 11 r��• I �/ II II -' // / / SHEET NO.
It,
II I 11 ' I II I / / 11 I 1 I J ' I I I .G / / � � _ / - - - - - - / / C5. 4
L
/ I / I I I \ I I I , I------------ '----------�--------------------------- +--------------- '-------------- -I --------------- A --------------------------- I------------,-------------------------------------------------- 1-----------------�
I / I I I I I I I
I 1 I_ A---------1------------- A-- I I \ \
/ , I �-----------------------------------------------�
--------t-----------t-----F------f------------�------------�---------;---------{--------- \---------t-----------I-------I t- i -t------------ 1
\r----------------`-------
- \--------- 1 1 \
\ -\ 1 ____________ 1 I I 1 \ I I \ \ \ 1 \ \
L 1 \ \
r ______ a ______ 1 1 \
\ \ 1 1 I \ - - - -\----------------\----------------\---------------------------- n D. Cichocki Z
\ \ I \ \ \ \ 1 \ 1 1\ 1 1 \ \ 1 \ \ Lie. No. 53741
\ \
OLD LYNCHBURG ROAD \ \ \\ \\ \\ \\
\\STATE ROUTE 631 \ \ \ \\ \ \\ ` \ \ \ \ \` \/ \ 0 ��Z2/LI
\ \ \ \ \ t (VARYING tZM/ WIDTH \ 1 ` \ \ \ \ / \-- - -- - ---- ------------ ----------------------�- ---------- ` ` \ \ \ ` \ ` 1 \ \ \
-IONAL
---------------------------------
OHT
c OHP- , OHP- f / � =-1)hFf= -i �_ ' / \ ` / t 1 / 1 I / _ > E
% O�� OH_P�- OIJP� T =-OFIP-- \ E
IE U �- --- - _wW m ,
47 -/ / ' j� ' 46.13/ '_ _ �� / g7 //' D'OJ U1x W
H. ELECom
472.66' /' Lu
TELE.&TVL Ey� / /' \\° °yr\ _ _--------- OW
co /co / 1L ALLEY 1 / / ' LP / ' / / / / ' OH - HT / ^ - _ _ -
/ / / ' ' / ' / 473.68' /
,' TO
/
/' / D, / / / Ate/ A8 A D \ _ - \ ' ' •_
OD
TO c
471,96' / / 473.05' / / ' / 474 0,5' / / ' / ' , / ' , / / _ ' \ \ _/ O
' GND / / / Q.�o 473
GND / 470.50' .FFE=473.00' ,1• / 472J8" FFE=474.05' / / OHT�
470.27' / / /FFE=473.Q0' 3.20 / FFE=474.04' /
STAIRS 6" FFE=474A5, / It I/ ' / 4 / / ' / / - ' ' / / / / ' ' - ' \ \ HP� / IW-I H
/ / • FFE=473.00'/ , / / / / 1'
Q O
/
DATE/
GND FFE=473.50' 6MFB474.35' O
471.16' 50" FFE=474.34' 74
STAIRS'@ 7" / / FFE=474�35 / ' / ' ' ' ' / ' / / o ' ' _ ' j 111812021
/ . FE=473.50j / ' ' / / / / 1'� / ' _ ' / / a _ - - _ ' ' O
/ / / / /' , / DRAWN BY
/ k/ / 40' ' /' / /' , / /' C. GAYNER
I / / 471.70' F=473.9V 1. / S FFE 474/74' / / / '
FFE 94.74' , / / / / / / ' ' '
' / / / 'DESIGNED BY
/ / • FFE-474.00' /' / /' / / ° / , ZO' / f �E=474.75' -1 � Q / , ' / / ' / / / ' ' � � / � / / / / / / / / / d
/ • C. GAYNER
G1q/ W / / ' ' / / / / / • CHECKED BY
/ 47 60' FFEP474.50' I 132°I / ' FFE=475.25' /
/ I 12 FF - 74.50' I W / 1 / / / / 6+ /
1 I I ^a.8g FE=475.25' / / >_ / , , / / , , r ° / / / a B. CICHOCKI
TAIRS C� 6" 1 I / ° / � R� TC , , / ti ® •
/ I Q / 474.50' FFE=475.25' 0_ / 4��91' I / , / / I I / / ' ' • • SCALE
/ // • FFE�I I I I I / / / /
N.A.
GND I I �o I
\ \ 1473.00' FILE=475.00' .1?� I / ' ' / T '
I .) FFE=4�76.14' / / 47 .93'
\ I R I I •23'o FFE�176.14' 1 Nil 1 I/ / •
\ STAI S @ 6" I I I I o FFF7-476.15' / /
\ \ FFE=475.0q II \I I- II I I, / // ' ' •
-GND \ \ I I OH` I I
470,96' \ \ STAIRS 7" \ I ""��I a 95' I , I o I \ \ I I 1 \\ T
\ ND FFE=475,00' \ I po I I / /FFE-476.55' 1' I - \ ` \ I I I I I / 1 \
4 7-
Fk=475.00 \ �� 0 o I I
\0\ \\ a10 FFE=476.54' I I \ \ \\ 1 / I \ \ I
CL OZ5
00'FFE=\5.}FE=476.55' 4 J A�\\
478
G \ \ \ 71.74' \ \ \ TO
477 31-
\ YC \ \
\ \ \ \\ \ \ \ ALLEYS\ \ \ \ \\ \\ \ \ \ \ \
\ \ 1
40,
0I.N7D5' I 4GyyGN05D
1 I 11
`
\
\
CC
4&1. Q
4775' G50D \GND 762Gf472.b5' 47525' GND
474.25'\ GND. G D 4ZZ770'
473.05' N48 Q477.70'\ 4I8 \
\
40' \ \ \\ \\ \\ \\\ \ \ 482 ' I 1 \\ \\ \\ \ O 0
483 4 / / / / / \ \ \\ \ ui
Z LLI
�4 / / / / \ \ \
6=480.05' \ \ \ \ \ \ - - \ - \ \ / 485 \ � J
FFE=478.75' \ FFE=482.25" \ \ \ \ 4 5.7 ' \ 486 I / / / \ \ \ \ u
FF€=481.05' -FFE=483.25' U
�_
F .25' F484
\ \ \ \ \ FFE=485.70' / I / / / / / / \ \ \
LU
\ - ---
ZW
TO
- - - -C-- - _- 406�so' ORII IZON ROAD \\ \ \ _ --
-
HORIZON ROD
P POSED 61' V OT R/W -T - 485.33'
484.79' /D�> 0
±176TO HI KORY STREET
co
COX
'-f74/C
off. - - - - - - - - - - - - - - - -
o g3 JOB NO.
/ / 0,�\\✓ ---ems --------- __ 47036
/ / ' / / ' / / / / \ \ \ \ t/��•Jy ddd n • ��F� 3 Q � I SCALE V=20'
/ / ' /' '/ / // / / // \ I �\ \ Cfd �Q �ti • J• .n1 v•">'tl n _ _ _ _ SHEET NO.
KEY PLAN - - -o - " " 20' 40' C5. 5
L
0 1 423. 1 1 / !
k° ° l i 1 I 1 / `124.6 ,' / ,' - ,' ,' \ \\ \\l I I l I LEGEND
o 1�1 / I
e0l/II,II 11 I / / ,' ' /' / _ /4321 I� PRE -DEVELOPED OFFSITEDRAINAGE I I IMPERVIOUS AREA
0
'/1I�II ' // ' // ' /.'// _ __-',--�� '; /i AREA TO ANALYSIS POINT I I I I
rl 1 + 23.o I l / / / /' / ,' / - _ _ - _ - I n D. Cie 0cki 'Z
I _ - - TOTAL: 2.83AC. I I DETAINED IN WP0201900062 p
o _ _ '_ ___ i= - / IMPERVIOUS: 1.53 AC. _ :, , _ \
\ \ \ \ \ \ \ \ \ \� 1c. Na. 53741
f - _ 1 / - - _ - - _ _ / I ! - _ _ _ _ - _ _ - i = �„ / i , DIVERTED IN WP0201900062 /Z2rL�
_i' ' // //// / / // // // /' / 'i // // /1111 l I11 r1// I i // TURF: 0.00 AC. %//// d �>
to i - ` / / / 9 / / / / / ,' ,' / / / , ' / / _ - _ _ /i _ _ _ ='` - - // / /'/ 1 / / //�, ' / FOREST.• 1.30 AC. '' / /
,/ I 11 / , / , / / / '� , _ -ice /i / / / I I CiN. 81
_ // l \ ` ` I / / / / , , / ' ,' / / / _ / /: %.�'_. \\\ \ ��-yr/� _ _ i--L_` - r -� _ _ -T \ \ _ 3G ZONAL _ _ _
- ' i--• , /.1 I 1 \1 ` 1 / / / / / / / / / / (((( -i/ i,y ,// / i / /// I TC: 8.3 /_ _ ' / - ` -�T- - _ _ ',1 \
/. L� `\ O" r ' ! ' / i _l/__ � T `�- `
° / /4190 i//I \ \L\\\ ' / '/ / /, , / ,' / / / /-��-- -/�J , /l,/ / //7LDILY/CBUG
.00eO°/ / / l \ \ l / / / / / , / / t-i , / r I / I I ( 1 1 I I l ~ _N__ ___ __ D I________ 1 \ _ �i
// / \ \ / / / / I I l -�- �'�'- a \�
' - - // ' / °\ T \ // /' /ii T ! 7 - rt T II / Y1Ni3\\- T\ � - ♦ `� ��aC o
0 o 9 L / _ \ _ _-
0 o 'r 5f1 /1 1 N �-- , Lij�l�/ �-L - - �/ \ _ _ _ \ \ \\L \ \ ` \ �a \ \� - - --- �\ \ \ ¢ E
/ / i / '� / I s.3 I y%ANALYSI6R ,'/ / % '/, / i;,_ _ / Tor 4=� _ \\ �\\ _-- �- w v E
dl' IGH 1 PPE -DEVELOPED ONSITE DRA/NA�E 498.9 \
tSTANC/�'/% -__+_, \ ---; @ ¢LLT,3
AREA TO ANALYSIS POINT _ / a o
d// pEASEME T I / / /,/ \\ \\ �\ \\' �; - I - - _ _ / / I I l ' / / ;PRE -DEVELOPED ONSlTE DRA/NAGS / / / _ ,-- _ ',___ , o
J/ / \ \ \ / _ / � / / / / / / _ _ _ _ _ _ ri \ - s M
o r /// / \ \�( ,-. TOTAL:3.15AC. --450� // /l ll/ '/ // / / . , / ' / -� ' / '' 1-' _ \_ \ ¢_jc oo z
/ / / \ c �- AREA TO ANALYSIS ,r// _ \\�\ o
/ / / / \ _ _ / / l 1 / / / / / / - / / - i I / �i- _ ��- _ _ -iri O
417.4/ //7i/l./lr i8.8 0 ° j / // r / / . \\ \ a r� IMPERVIOUS: 0.00AC. l l I l / /� , / / / / , / _ - / / / / _ \ "' .
o / / r \ \\ '_�_ �_ / /l I l ill TOTAL:4.27AC. // , / �- . r - - _ r/ �; ��� _ _� �>on° P
0 r ' • a.f i , TURF: O.00AC. - 1 / / /. i /'/' / /' /' / ' / H ! o/ • / \\r�'� _ c� u�L
o f d/ - \ _ 7 lAC.r - / I f _ \ z_ f a
l r IMPERVIOUS: 0.00
/ _ WOODS: 3.15 A. C _ l l/ r
o• � 'i - / / �' \ _ i' \ � _ I 1 /' TURF.• 0.00 AC. ' / / � ' � � � - r , ' � , / I , f / ' I I ��� _� � � o � C�J
o / / / l f HP� / y 3 0 x
\\ 8 / \ / / 9' O / '�/' , % i / l l CN: 60 _ _� _ / / /III I / / / i i i / , / i - / , / / / = a �/ J ¢ W
\may <O, %" ' : '� _ ;\ ' . ' / I I _ , _ _ _ 1 / l 1 1 1 FOREST• 4.27AC. / /' , ' - / 9 v
A� / 1
o \ <o / _ / / _ Tc: 8.6 _ _ _ _ 1 I 1 1 ' ' / ' / - / - \ l�/'/ / / i - ' ' �� 5 - _ \ J = o Q O
\ r, , / /A ,i /ii' - ��\\ 1 �aL\- - 11 �
\ \\ I III I I l Q / , /� 1 4 �0 , "iP/ /� , , / /� i /Q/� - _ _ \ /' / / / III ' \`\\ate\� l / _ - - - -N- _� / / 1 11 Tc: 14.2 // VI
I'/n/l//Z"I1I\\f / / /�\ `(� , �,/y /f //'/i'ii'.IkAi// _ ��� r / / /III I I I I I �\\� �� r --- - / 1 \ \\ I I I I 1 I I / / ,' r/i// /s\ �� ��\ ry
/ / / � \ / / I I I \ \�_ x _ \\ \ \ \ \ \ \ I 1 1 \ / _ i //i�C,C / r � � � �\ \ .O+
/ � /^ ! r \ \ \ \ \ \ \ \ l l I I 1 I \ 9p \ \ / T / ///� � - _ \
/1// I /i// o / // '/ ,/ %'Lu
\ \\ I/ / I 1I I I II / _ �\\ \ \ \\ \ \ \\ \\\ \ \ l _\ `\ l \ 1 \ 1 f
\ / 9' / / / // / / /_ _ ,445� \ 1 c �� \ \ _ ! \ \ \ /-- -,e' W J
/// f/ I / rq-�,� /' ' ''_-'\�_\. I I = _ -_-_' `\\ +,'�� \��\\ `\ \`\ \\ \� \ _ _ ' \\ I ' ' \ \\ ` +t \\ \ - / - -%moo'=��% ✓�`k;`,`.�\'� '�__�__
9/ o
>/ r///l1/l l / II/ /'//,I ,1 //// 1,/ /1//+(/'�/ // �//►/� / �''i �_ '-- - -_ -0
/00-PRE-�D�EV_ELOP-ED- O-F-FS-I-TE-I - - i G�/IIII/ r A_1ki,/%I'lilt Nk+ 49/3:0/ T
ii 'ir"/ijC//`15.1 AREA TO ANALYSIS POINT2
\a11 I1\
-(DETAINED /N WPO201900062)
-__ ' _ 1 O
// - - - - ~
//z/ It I TOTAL:3.09AC. +
/ . \ 1 I III I 1 I I , � - 4. �, /ii
\ PRE-DEVEL PED dNSITE \ 1 1 \ I 1 _ _ 1 / \I \ \ \ \ _ _ - - - _ _ _-_TURFIMPERO/OOAC..18AC. \ ` _ ' _- - Ltr___ as Lu
\ \ \ / / / _� _ - \ --
or�;'%;\\ 1 DRAINAGE AREA (SHEET FLOW) \ \ v\ \ \ 1 // , _ _ _ _ _ _ ` `_ \\ \\ - / - - - -� - - WOODS: 2.91 AC. _ _ ' __=_- '--_ _ - = a
TOTAL: 0.44AC. \ \ \�\ I _ _ _ _ \ I _ \ - 0 - - / - s;_=_ _ c� o
IMPERVIOUS: O.00AC.\ \\\\\ \\ , _ _ -\/ _ / / ' c �- \ \ -�- _ - _ _ - _ _ _CN: 62 \ /�`- -� _ _� ¢ ~
��.> is ��� a
90.
TURF. 0.00 AC. \ _ 1 I �18ara \
WOODS: 0.44 AC. \ \ (� �/ _ - 1I I �I ` �\ \ - - - - - - J - I \ \ DATE
CN= 60 \ \ 1 / U1111
+1/18/2021
I/4895�`_-fDEVELO ED O SITE - ____ \o
if
Tc=60 \ \\ � \k �� � �� I _ \ - \ \ � da \ \ DRAWN BY
/ r l \ _ 1- _ - - RAINAGEAREA TOANALYSIS-- \ 'III \\�\ \O E OFFS/ E RA NA` \ ' - - Z \ 1 \ I \ \ \\\ \ \\ \ }
\ G _- - i �- _. � -U`G �- _ _ � L \
AREA TO ANALYSIS POINT 11 \ \ \ cT �� ' / - - - - = OINT 2 (DIVERTED TO ANAL YS/S \ 1 - ] - _ \ \ V \ � \ 1 e \ 1 \�; \ \ \ \
+ 14.1 / ' ° 'i / - J .� \ I a _ i r , _ T-o+��-i /� \s _ - \ \ yC` \ v \ 11.F// /�1 \ \ 11 \\ \ C. GAYNER
- (DETAINED /N WPO201900062)` �' \ `\ �. - - / - - OINT 1 /N WPO201900062) _ _ ` \ U - a IL/� \ 1 ' i li �' \ \\ \ \\\ 00
+� ` \ 1 \ \ \ \ \\\\\ \ \ DESIGNED BY
- TOTAL: 0.81 AC. \ \� / < j TOTAL: 0.76 AC.
P�JJEVELOPED SIFF I EDRAlNAG �\ \ \ I T- = o _ _ -� \/\ \ /% /� / \ \ \\ \ \ \ \ \\\ \ •
\\ �/ Z IMPERVIOUS: 0.12AC. „ ` \ \ 1 `
IMPERVIOUS: 0. 00 AC. Q \� AREA TO ANALYSIS POINT 1' �\ \ \ \ L / n / ' ` _ _ - - - \ \ \ r / ,r / �\ \ \ \ \\ \ \\ \\ \ \ \� p\\ \ C. GAYNER
� .� � '1 \ \� \ � TURF.• 0.00 AC. _ 475 -q• � k 1 . / �� \ \^ \ \ \ \ 111 \ \ 1 1 n\ •
/ TURF. 0.00 AC. Jam,\ TOTAL: 2.16 AC. \�+ �yry/ l \ \\\ \ I
0, '/ \ - - - / = WOODS: 0.77AC. _ ` \ \ V �� Jr `\ }'- - / I WOODS: 0.64 AC. - _ _ r 1 \ \ \ ` ` \ g� \� \ \ \ / 1\I\\ 1111� p\ • CHECKED BY
I �� \� x Q _ 1 1 \ \ \ 1 \ I
IMPERVIOUS: 0.51 AC. \ I I y. \ \ \ \ \ .' h \ - ' 47 CN: 66 - /� - _ CN: 62I a✓ \ _ _ _ - - _ - _ / `\ \\ \ 1 \ 1\ 111 111111 • B. CICHOCKI
r / , ; - -r I \ \ - -'- -Tc: 12.8 ' ! \ 1 \ \ A I 1 \1 \ \
� TURF.' 0.00 AC. J 12 / \ \ _ _� _ , 1 , I / � \ � 11 � '\ \ ` 1 I I 1 1\
/ - I Tc: 9.15> WOODS: 1.65 AC., c / , , I / f) l \ \ + 1 \( \ I I 1 \\ • SCALE
'�-b�V�LbPED bRAI AGE SAS UG ,I\` _ :oN �- // fl \
CN:69 \ / 1V�� -\ `.. 9� / 1 r /l //-_ 1 \\ I I \�\
/ �/� \ < \ \ \ - e - - 11 \ / / \ l / , / / 1-- / b 1 I I I I 1180 11 1"=80'
0 1 423.1 / ri/ / ' J - - - - I •
0
00I11L1T124.6 VOOST-DEVELOPED
\ II LEGEND
`° , DRAINAGE
l�/ I I I / , ' , _ _ _ - / 4321 AREA TO ANALYSIS POINT 2 I PROPOSED
q III 1 1 / , / I / ! I POST -DEVELOPED DRAINAGE I I I �--�
(ONSITE, UNDETAINED) IMPERVIOUS AREA
23.o / PbST-DEVELOPED DRAINAGE - - - _ _ _ r , I
- _ TOTAL: 0.57 AC. AREA FF ANALYSIS POINT 2 I
o' I 'AREA TO SWM A _ _ - - , _ (OFFSITE, UNDETAINED) _ _\\ \ \ \ \ \ \ \ \ I cb
o _ / IMPERVIOUS: 0.09 AC. �� \ ` \ \ \ \ \ \ \ \ \ \� CONCEPTUAL FUTURE
/ / - - %;'// / o / ONSITE, DETAINED) - - _ /- - -� _ , TOTAL: 2.84 AC._ \� , , ; \ \\\El I / ( , - _ TURF: 0.48 AC. / / IMPERVIOUS AREA
_�- / / ° _ _ - -� IMPERVIOUS: 1.54 ACC
-- O o - , 1 TOTAL: 1.68 AC. - - - - WOODS: 0.00 AC.,'' / / - ____- _ - - / / -
/ $9 / ' - - '_ ,_ _ / TURF: 0.42 AC_ - = -- -_ _ ,
IMPERVIOUS: 1.38 AC. i / - \\\ / / WOODS: 0.88 AC - _ - - _ - - -= ' = - - '
__
% % CN: 67 r =c DETAINED BY HORIZON
TURF• 0 30 AC _ �, ' c/ `-/- - - - - -- - \ _ ` / 1�
/ CN: 81 / I T - ` RD DRAINAGE
.419.'0, /CN: 9DS: O.00AC. �� , r �' 1' Tc 6.O.DLYryc
/ - / / I /-- ` ` `
4
POST -DEVELOPED 6RAINAGE AREA It_fl 77�r l
_
TO ANALYSIS POINT AkNALYVSIS R r�l
(ONSITE, UNDETAINED),lf I �� ,34ss.s ` v ~
TOTAL:1.16AC.
/// \ I / \"'•/ \ \\\\\' ii ii i _ _- _ _ `, Ill l/!/ i /-_ i' '/' /-- -� -__ _ _-��_\ \\ LU
IMPERVIOUS: 0.20 AC� / / \ \C - _ �c450, / ' I/ / / ; , / / / ' , _ - /' 1 - _ _--_= _ \ a
'/ + 417.E TURF: 0.84 AC../ rid /+ /'\\_ l/IV.I / ,' -/' / / / ���-�! _ i ' / /1/// I r �� ���\� > G
/'/ ' WOODS: 0.12 AC., / , \ - _ - _ / r / /'.' / - _ - -_ X ,� _ / / I / / / _ _'� i \� ' w w
r / i , , \ - - _ - \, ' I l / /,' ' ' ' / / ' _ ' , / // /� - - �� �L / / // / I o$#(!'li / I l I I - `� _ - / _ / CC U1
rf/fpll �_ _ _ ` Q
+ 1416.8 /� 1c:6.0 6 / / �' / i` - 11 n°i / / // -' -' / _ /, - '_'/-/ �'\ �� \ f�VHP j /,/=a'��`
% I POST-DEVEL PED DRAINAGE AREA r / / - _ - / c ✓ 1 LLJ Q
7 �6 / O / / // _ _ ` _ TO SWIM (ONSITE, DETAINED) _ _
6 / _ TOTAL: 4.00 AC. , / i / . r / - - / - _'� - - IA _ _ _ _ J rl Q
1 I / / / �>,P/ l/� IMPERVIOUS: 2.94AC. \ / ( / / • / / / r �/ J r ��^ r LL
-
/''' P I /pl/ l/ll� III\ I � / \ b / / ' // � �. r � 1 ! ' ' / ♦ ���/�\ i f J �fC/
I� / /o,' °P/ / // _ - TURF:1.06AC. \�� '\; `\ ( \ - _ _ T' %d�..� '/�\` `,f;�� Lu
- /.p9 LLJ
O/ / / \ 1 - J� , , \ _ _ WOODS: 0.00 AC. \ \ \ \ \ \ 1 I 1 1 \ \ 1 / 1\ 1 / i-- / ry,e' /i�� �/ /,/ I �`/ V / z / ( P
Al /'/ /��'/ i / 9 q �, / fi /I/ / // / / / i _ _ - - J CiN: 88 \ \/ I 11 \ I \ ( \ _ /i /ii `�\ \ % ✓ `� / - _ - /r O
i'i' I ' 1 0//0 f _ /'/ I \ \ I I I/ I 1 \ \ `\ \ \\� / '%i��'` r^ki��`.l' l �z,'�___ \L U Q
r/ , ly 50�\, _ _ � / "' - Tc: '� �`'/
000
I \\-\---------------- --- _-__ I �" �/ ' ' •"\J//f'/•I\//,/`r//li/rr/i
-
/ 0/ 493
,0o
15.1 q
\
r'/�'i / / I , \ \\ \• _ \ �_ 42 __' - � r \ \ �-- - - -_ � �•`�1 �,ii/%/ \\= _iI -_=-�'•48 O
r-
%l6'ir,/// PO TDEV LO D INAGEAr2EA----
iiiii/
\\ \ \ - - - _ \ PO` T-DEVEL PED OFFSIT�E� DRAINAGE - - - _ ��-
' (ONSITE, UNDETAINED) ' _ - - - 0 - -
TOTAL: 0.17 AC. \I 1 1 - - ' - - - r / AREA TO SWIM A - - - - - - - - _ /
IMPERVIOUS: 0.01 AC. \ \ 1 / TT - _ _ _ _ - _ - - �- �- - - ��
TOTAL: 2.91 AC.
TURF: 0.16 AC , \\, -�_ �► I � +`
\ \ \ � IMPERVIOUS: 0.56 AC. r \ � � \ � r � 489.
- v - TURF: 0.00 AC. / / -IL
\ r I
WOODS: O.00 AC) bEVELOPE I ��� ♦ - - - - _ - _ - - ' -4 \ _ -�
CN: 63 DRAINAGE AREA O �r/ \� WOODS: 2.35 AC. --� ' ' \ ' - - - I- \ j I
�- 1/ 1 �t 1 oa \ \\\\\\
o - Tc: 6.0� (ONSITE, DETAINED BY + /\ \ CN: 67 _ _ _ s 1? Lam-]- _ \ \ �\ \ 1 \14.11
HORIZON ROAD DRAINAGEk \ \\� \ : 6,0 - - - fie= - - _ _ - _ - -� o ;� \ \ LI ?�a IC \ q
Yi // d� / / /� . / -•%--�- - __ I I\\\\�C.)f-
IMPERVIOUS: 0.01` -� 7� 1 \
TURF: 0.16 AC. !i \� l
�� �'�1 % \/~ JOB NO.WOODS: 0.00
CN: 63 �1 --'W `17 I \ \ / I \ \ / \I / I \
/ r _ -- - _ -- ' / , --- '_ - / I / 1� \ \ I 1 1
\ _ r / _ _ \ / \ \ \ \ 1\ 11 1 11 47036
/ / i � Tc: 6.0 „mow\ 1 1 , / _ _I _ \ w1 1 / % \ C1 \ \ I I A I I 1 \1 \\ \
- I .Ix �/ / PO= �VLOPEDI�SRAI�AGE A��A UG \ ` �� ' - _% \N,.. / 1 /1 o l \ \ \ + 1 \ I III\\\ SHEET NO.
. // /\Il ` - -- I� \�G / / .(\'>7 �'Y�// /''I/ /�' \ ` \ ILIJ 11 11so'\ C6.0
I / i /'% / ' �'� / / \\ \ \ `_-----8� -� / 1 ko l / ' l rj
L
WATER QUANTITY ANALYSIS POINT 2
WATER QUANTITY ANALYSIS POINT 3 SHEETFLOW
STORMWATER NARRATIVE
THIS PROJECT INCLUDES THE CONSTRUCTION OF ONE (1) PRIVATE ROAD AND
FOUR (4) ALLEYS, A RESIDENTIAL COMMUNITY, AND ASSOCIATED UTILITIES
AND LANDSCAPING.
ENERGY BALANCE REQUIREMENTS AND FLOOD PROTECTION REQUIREMENTS
FOR THE 10-YEAR STORM WILL BE MET THROUGH THE USE OF ONE
STORMTECH ISOLATOR ROW AND ONE UNDERGROUND STORAGE PIPE.
NOTE THAT ALL STORM DRAIN, STORMWATER QUALITY, AND STORMWATER
QUANTITY CALCULATIONS INCLUDE A TOTAL OF 0.82 ACRES OF ADDITIONAL
IMPERVIOUS AREA (NOT SHOWN ON THESE PLANS) FOR FUTURE
DEVELOPMENT.
WATER QUANTITY ANALYSIS POINT 1
DRAINAGE AREA ANALYSIS (PRE -DEVELOPED
PRE AREA 1 (ONSITE)
AREA = 3.15 ACRES
IMPERVIOUS = 0.00 ACRES
TURF = 0.00 ACRES
WOODED = 3.15 ACRES
Tc= 8.6 MIN.
Q (CFS) V (AC -FT)
1 YEAR 1.15 0.092
10 YEAR 8.09 0.434
PRE AREA 2 (OFFSITE)
AREA = 2.16 ACRES
IMPERVIOUS = 0.51 ACRES
TURF = 0.00 ACRES
WOODED = 1.65 ACRES
Tc=9.7 MIN.
Q (CFS) V(AC-FT)
1 YEAR 2.24 0.125
10 YEAR 8.18 0.430
PRE AREA 3 (OFFSITE, DETAINED BY WP0201900062)
AREA = 0.81 ACRES
IMPERVIOUS = 0.04 ACRES
TURF = 0.00 ACRES
WOODED = 0.77 ACRES
Tc=9.5 MIN.
Q (CFS) V (AC -FT)
1 YEAR 0.40 0.028
10 YEAR 2.30 0.122
COMBINED FLOW AT ANALYSIS POINT 1
Q (CFS)
1 YEAR 3.78
10 YEAR 18.57
DRAINAGE AREA ANALYSIS (POST -DEVELOPED
POST AREA 1 TO SWM A (ONSITE, DETAINED)
AREA = 1.68 ACRES
IMPERVIOUS = 1.38 ACRES
TURF = 0.30 ACRES
WOODED = 0.00 ACRES
Tc=6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 5.81 0.278
10 YEAR 11.90 0.597
POST AREA 2 TO SWM A (OFFSITE, DETAINED)
FLOW THROUGH SWM A
AREA = 2.91 ACRES
Q (CFS)
IMPERVIOUS = 0.56 ACRES
1 YEAR 3.83
TURF = 0.00 ACRES
10 YEAR 14.18
WOODED = 2.35 ACRES
Tc=6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 2.84 0.139
10 YEAR 10.97 0.504
POST AREA 3 (ONSITE, UNDETAINED)
AREA = 1.16 ACRES
IMPERVIOUS = 0.20 ACRES
TURF = 0.84 ACRES
WOODED = 0.12 ACRES
Tc=6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 1.13 0.055
10 YEAR 4.37 0.201
COMBINED FLOW AT ANALYSIS POINT 1:
Q (CFS)
1 YEAR 9.81
10 YEAR 27.59
CHANNEL PROTECTION (ENERGY BALANCE):
QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED
QMAX (1-YR) < 0.80*(3.78 CFS * 0.246 AC -FT) / (0.278 AC -FT + 0.055 AC -FT)
QMAX (1-YR) <_ 2.23 CFS + 2.84 CFS = 5.07 CFS
QMAX (1-YR) = 3.83 CFS + 1.13 CFS = 4.96 CFS <_ 5.07 CFS OK
FLOOD PROTECTION
POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10
14.18 CFS + 4.37 CFS = 18.55 CFS <_ 18.57 CFS OK
DRAINAGE AREA ANALYSIS (PRE -DEVELOPED
PRE AREA 1 (ONSITE)
AREA = 4.27 ACRES
IMPERVIOUS = 0.00 ACRES
TURF = 0.00 ACRES
WOODED = 4.27 ACRES
Tc = 14.2 MIN.
Q (CFS) V (AC -FT)
1 YEAR 1.12 0.122
10 YEAR 8.41 0.573
PRE AREA 2 (OFFSITE)
AREA = 2.83 ACRES
IMPERVIOUS = 1.53 ACRES
TURF = 0.00 ACRES
WOODED = 1.30 ACRES
Tc = 8.3 MIN.
Q (CFS) V(AC-FT)
1 YEAR 6.07 0.319
10 YEAR 15.57 0.826
PRE AREA 3 (OFFSITE, DETAINED BY WP0201900062)
AREA = 3.09 ACRES
IMPERVIOUS = 0.18 ACRES
TURF = 0.00 ACRES
WOODED = 2.91 ACRES
Tc = 20.1 MIN.
Q (CFS) V (AC -FT)
1 YEAR 0.99 0.108
10 YEAR 6.16 0.466
PRE AREA 4 (OFFSITE, DIVERTED BY WP0201900062)
AREA = 0.76 ACRES
IMPERVIOUS = 0.12 ACRES
TURF = 0.00 ACRES
WOODED = 0.64 ACRES
Tc = 12.8 MIN.
Q (CFS) V (AC -FT)
1 YEAR 0.52 0.037
10 YEAR 2.31 0.139
COMBINED FLOW AT ANALYSIS POINT 2
Q (CFS)
1 YEAR 7.88
10 YEAR 30.24
DRAINAGE AREA ANALYSIS (POST -DEVELOPED)
POST AREA 1 TO SWM B (ONSITE, DETAINED) FLOW THROUGH SWM B
AREA = 4.00 ACRES
IMPERVIOUS = 2.94 ACRES
Q (CFS)
TURF = 1.06 ACRES 1 YEAR
4.67
WOODED = 0.00 ACRES 10 YEAR
26.62
Tc = 6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 13.82 0.662
10 YEAR 28.34 1.421
POST AREA 2 (ONSITE, UNDETAINED)
AREA = 0.57 ACRES
IMPERVIOUS = 0.09 ACRES
TURF = 0.48 ACRES
WOODED = 0.00 ACRES
Tc = 6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 0.56 0.027
10 YEAR 2.15 0.099
POST AREA 3 (OFFSITE, UNDETAINED)
AREA = 2.84 ACRES
IMPERVIOUS = 1.54 ACRES
TURF = 0.42 ACRES
WOODED = 0.88 ACRES
Tc = 6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 6.50 0.300
10 YEAR 16.50 0.777
COMBINED FLOW AT ANALYSIS POINT 2:
Q (CFS)
1 YEAR 20.79
10 YEAR 49.96
CHANNEL PROTECTION (ENERGY BALANCE):
QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED
QMAX (1-YR) < 0.80*(7.88 CFS * 0.586 AC -FT) / (0.662 AC -FT + 0.027 AC -FT)
QMAX (1-YR) < 5.36 CFS
QMAX (1-YR) = 4.67 CFS + 0.56 CFS = 5.23 CFS <_ 5.36 CFS
OK
FLOOD PROTECTION
POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10
26.62 CFS + 2.15 CFS = 28.77 CFS <_ 30.24 CFS
OK
DRAINAGE AREA ANALYSIS (PRE -DEVELOPED)
PRE AREA 1 (ONSITE)
AREA = 0.44 ACRES
IMPERVIOUS = 0.00 ACRES
TURF = 0.00 ACRES
WOODED = 0.44 ACRES
Tc = 6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 0.19 0.012
10 YEAR 1.23 0.057
DRAINAGE AREA ANALYSIS (POST -DEVELOPED
POST AREA 1 (ONSITE)
AREA = 0.17 ACRES
IMPERVIOUS = 0.01 ACRES
TURF = 0.16 ACRES
WOODED = 0.00 ACRES
Tc = 6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 0.11 0.006
10 YEAR 0.55 0.025
CHANNEL PROTECTION (ENERGY BALANCE):
QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED
QMAX (1-YR) < 0.80*(0.19 CFS * 0.012 AC -FT) / (0.006)
QMAX (1-YR) < 0.30 CFS
QMAX (1-YR) = 0.11 <_ 0.30 CFS OK
FLOOD PROTECTION
POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10
0.55 CFS <_ 1.23 CFS OK
TOP OF WEIR
PLATE 441.85'
0.5' WEIR
ELEV. = 439.11'
STEEL PLATE
TOP OF 72" STORAGE PIPE
ELEV. = 442.46'
10 YEAR WSE
441.82'
0 2 YEAR WSE
---------- 439.28'
1 YEAR WSE
438.41'
ELEV.
8.5" ORIFICE IN STRUCTURE 430.4U'
SIDE TO CONTECH 6.5" ORIFICE WITH DEBRIS CAGE
JELLYFISH FILTER INV 436.46'
INV 436.46
UNDERGROUND CMP WEIR PLATE SECTION
DETAIL - SWM A
TOP OF CONTROL
STRUCTURE ELEV. = 452.00'
TOP OF V WEIR
ELEV=450.70' 10 YEAR WSE
451.22'
3' Weir
ELEV. = 449.70'
YEAR WSE
450.31'
0 1 YEAR WSE
WEIR WALL IN 449.54'
CONTROL
STRUCTURE
ELEV.
10.5" ORIFICE IN WEIR WALL
WITH DEBRIS CAGE
INV 446.50'
CONTROL STRUCTURE DETAIL
FOR SWM B STORMTECH
e
;ainD. Cichocki
Lic. No. 53741
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DESIGNED BY
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CHECKED BY
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47036
SHEET NO.
C6.1
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DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0
DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0
STORMWATER QUALITY ANALYSIS
SITE DATA
POST -DEVELOPED PROJECT AREA
FOREST/OPEN SPACE = 0.00 ACRES
MANAGED TURF = 2.84 ACRES
IMPERVIOUS COVER = 4.62 ACRES
POST DEVELOPMENT LOAD (TP) = 11.31 LBNR
TOTAL LOAD REDUCTION REQUIRED = 8.25 LBNR
TOTAL LOAD REDUCTION ACHIEVED = 4.30 LBNR
REMAINING TP LOAD REDUCTION REQUIRED = 3.95 LBNR
*REMAINING TP LOAD REDUCTION TO BE ADDRESSED WITH THE PURCHASE
OF NUTRIENT CREDITS.
2011 BMP Standards and Specifications 'Q 2013 Draft BMP Standards and Specifications
Project Name:
Date:
Southwood Blocks 9-11
1/15/2021
BMP Design Specifications List: 2013 Draft Stds & Specs
Site Information
Post -Development Project (Treatment Volume and Loads)
Land Cover (acres)
A Soils
B Soils
C Soils
D Soils
Totals
Forest/Open Space (acres) -- undisturbed,
0.00
protected forest/open sace or reforested
Managed Turf (acres) -- disturbed, graded
for yardsorotherturftobe
2.84
2.84
Impervious Cover (acres)
4 62
4.62
7.46
Constants
Annual Rainfall (inches)
43
Target Rainfall Event (inches)
1.00
Total Phosphorus (TP) EMC (mg/L)
0.26
Total Nitrogen (TN) EMC (mg/L)
1.86
Target TP Load (lb/acre/yr)
0.41
Pj (unitless correction factor)
0.90
Land Cover Summary
Forest/Open Space Cover (acres)
0.00
Weighted Rv (forest)
0.00
% Forest
0%
Managed Turf Cover (acres)
2.84
Weighted Rv (turf)
0.20
% Managed Turf
38%
Impervious Cover (acres)
4.62
Rv (impervious)
0.95
% Impervious
62%
Site Area (acres)
7.46
Site Rv
0.66
Runoff Coefficients (Rv)
data input cells
1 constant values
A Soils
B Soils
C Soils
D Soils
Forest/Open Space
0.02
0.03
0.04
0.05
Managed Turf
0.15
0.20
0.22
0.25
Impervious Cover
0.95
0.95
0.95
0.95
Treatment Volume and Nutrient Loads
Treatment Volume
0.4131
(acre-ft)
Treatment Volume (cubic feet)
17,994
TP Load (lb/yr)
11.31
TN Load (lb/yr)
80.88
Informational Pur oses Onl
Site Results (Water Quality Compliance)
Area Checks
FOREST/OPEN SPACE (ac
IMPERVIOUS COVER (ac
IMPERVIOUS COVER TREATED (ac
MANAGED TURF AREA (ac
MANAGED TURF AREA TREATED (ac
AREA CHECK
calculation cells
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
AREA CHECK
0.00
0.00
0.00
0.00
0.00
OK.
2.94
1.38
0.00
0.00
0.00
OK.
2.94
1.38
0.00
0.00
0.00
OK.
1.06
0.30
0.00
0.00
0.00
OK.
1.06
0.30
0.00
0.00
0.00
OK.
OK.
OK.
OK.
OK.
OK.
Site Treatment Volume (ft3) 17,994
Runoff Reduction Volume and TP By Drainage Area
RUNOFF REDUCTION VOLUME ACHIEVED (ft3
TP LOAD AVAILABLE FOR REMOVAL (lb/yr
TP LOAD REDUCTION ACHIEVED (lb/yr
TP LOAD REMAINING (lb/yr
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
TOTAL
0
0
1 0
0
o
0
6.85
3.13
1 0.00
0.00
0.00
9.98
2.74
1.56
0.00
0.00
0.00
4.30
4.12
1.57
0.00
0.00
0.00
5.68
NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 0.00 0.00 0.00110.00 0.00
Total Phosphorus
FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 11.31
TP LOAD REDUCTION REQUIRED (lb/yr) 5.25
TP LOAD REDUCTION ACHIEVED (lb/yr) 4.30
TP LOAD REMAINING (lb/yr): 7.01
REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 3.95
Total Nitrogen (For Information Purposes)
POST -DEVELOPMENT LOAD (lb/yr) 80.88
NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00
REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 80.85
BMP Design Specifications List: 2013 Draft Stds & Specs
Site Summary Project Title: Southwood Blocks 9-11
Date: 44211
Total Rainfall = 43 inches
Site Land Cover Summary
Update Summary Sheet
Prins Preview Pdnt
A soils
B Soils
C Soils
D Soils
Totals
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
2.84
0.00
0.00
2.84
38
Impervious Cover (acres)
0.00
4.62
0.00
0.00
4.62
62
7.46
100
Site Tv and Land Cover Nutrient Loads
Site Rv
0.66
Treatment Volume ft3
17,994
TP Load (lb/yr)
11.31
TN Load (lb/yr)
80.88
Total TP Load Reduction Required
Ib r 8.25
Site Compliance Summary
Total Runoff Volume Reduction (ft3)
0
Total TP Load Reduction Achieved
(lb/yr)
4.30
Total TN Load Reduction Achieved
(lb/yr)
0.00
Remaining Post Development TP Load
(lb/yr)
7.01
Remaining TP Load Reduction (lb/yr)
3.95
Required
Drainage Area Summary
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0.00
Managed Turf (acres)
1.06
0.30
0.00
0.00
0.00
1.36
Impervious Cover (acres)
2.94
1.38
0.00
0.00
0.00
4.32
Total Area (acres)
4.00
1.68
0.00
0.00
0.00
5.68
Drainage Area Compliance Summary
D.A. A
D.A. B
D.A. C
D.A. D
DA. E
Total
TP Load Reduced (lb/yr)
2.74
1.56
0.00
0.00
0.00
4.30
TN Load Reduced (lb/yr)
0.00
0.00
0.00
0.00
0.00
0.00
Drainage Area A Summary
Land Cover Summary
A Soils
B Soils
C Soils
D Soils
Total
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
1.06
0.00
0.00
1.06
27
Impervious Cover (acres)
0.00
2.94
0.00
0.00
2.94
74
4.00
BMP Selections
Managed Turf
Impervious
BMP Treatment
TP Load from
Untreated TP
TP Removed
TP Remaining
Downstream
Practice
Credit Area
Cover Credit
3
Volume (ft)
Upstream
Load to Practice
(Ib/yr)
(Ib/yr)
Treatment to be
(acres)
Area (acres)
Practices (Ibs)
(Ibs)
Employed
Total Impervious Cover Treated (acres)
2.94
Total Turf Area Treated (acres)
1.06
Total TP Load Reduction Achieved in
D.A.(lb/yr)
2.74
Total TN Load Reduction Achieved in
D.A. (lb/yr)
0.00
Drainage Area B Summary
Land Cover Summary
A Soils
B Soils
C Soils
D Soils
Total
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
0.30
0.00
0.00
0.30
18
Impervious Cover (acres)
0.00
1.38
0.00
0.00
1.38
82
1.68
BMP Selections
Managed Turf
Impervious
BMP Treatment
TP Load from
Untreated TP
TP Removed
TP Remaining
Downstream
Practice
Credit Area
Cover Credit
Volume (ft3)
Upstream
Load to Practice
(Ib/yr)
(Ib/yr)
Treatment to be
(acres)
Area (acres)
Practices (Ibs)
(Ibs)
Employed
Total Impervious Cover Treated (acres)
1.38
Total Turf Area Treated (acres)
0.30
Total TP Load Reduction Achieved in
D.A. (lb/yr)
1.56
Total TN Load Reduction Achieved in
D.A. (Ib/yr)
0.00
e
;ainD. Cichocki
lic. No. 53741
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DATE
111812021
DRAWN BY
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DESIGNED BY
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CHECKED BY
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SCALE
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SHEET NO.
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o ° ,' / / _ _ -' / /' / _ `:�Ir /\ 11 I I EXISTING AND PROPOSED
IMPERVIOUS AREA
' °p // // / '/ /,''---'' / '/ If CONCEPTUAL ir1 1 \\\\\�\\1 1� CONCEPTUAL FUTURE
o , 4231 / / I rll I I , \ \�
°° / / /� , , _ - / / / /1 J \ �I\,` 1 1 I AN 1 � 1 IMPERVIOUS AREA
°° 1 �/ // 424.E // / /' �'� / / / / // i \\ �\�I JI 1 1 !
/° I I I I I I / / //' ,' ,' / / / /' ---- �/ 432.4
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n�/ I\------------j--1----\----------I \ I
�o \\ 1�\\ /' ( _/_--F---/--i--mil-- C-s- illa I \\ \\ \ /'� \ )� \ \ \ \ Y \ \ \ \ \ \ \ 1 ,1 \ I I \ 1\ 1 \ \ \ \ \ \STATERdUTE� 1 \ \
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INLET
AREA
C
112
0.63
0.80
114
0.27
0.74
116
0.26
0.86
118
0.24
0.79
120
1 0.11
1 0.75
122
0.16
0.87
125
2.91
0.46
204
0.04
0.49
206
0.90
0.80
208
0.28
0.80
210
0.01
0.90
212
0.29
0.77
214
0.23
0.73
216
0.05
0.68
218
0.08
0.76
220
0.32
0.81
222
0.15
0.64
224
0.26
0.75
226
0.32
0.69
228
1.02
0.73
230
0.04
0.76
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DESIGNED BY
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SCALE
1 "=50'
JOB NO.
47036
SHEET NO.
C6.3
L
ROUTE
PROJECT Southwood Blocks 9-11
DESIGNER: CG
CHECKED:
DATE 1/22/2021
UNITS:NGLISH
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2.016
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0.0200
6.527
2.000
0.30642
0.0833
4.165
0.785
3.52
0.1466
0.1351
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1.599
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0.53908
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0.964
3.52
0.1466
0.1614
6.578
6.000
0.912
0.987
0.885
0.011
2.410
118
DI-3B
6.000
0.240
0.80
0.192
ORI(TTF
0.192
4
0.768
0
0.768
0.0200
0.0200
3.200
2.000
0.625
0.0833
4.165
0.%4
3.52
0.1466
0.1642
6.100
6.000
0.984
0.999
0.768
0.000
2.287
120
DI-3B
6.000
0.110
0.75
0.0825
0.000RIGHT
Q083
4
0.332
0
0.332
0.0300
0.0200
1.556
2.000
L28535
0.0833
4.165
1.000
3.52
0.1466
0.1666
4.802
6.000
1.249
1.000
0.332
0.000
1.556
122
DI-313
6.000
0.160
0.87
0.1392
0.000RIGHT
0.139
4
0.556
0
0.556
0.0300
0.0200
1.888
2.000
1.05932
0.0833
4.165
1.000
3.52
0.1466
0.1666
5.964
6.000
1.006
1.000
0.556
0.000
1.887
204
DI-1
1.500
0.040
0.49
0.0196
ORIGHT
0.02
4
0.08
0
0.080
0.0480
0.0480
0.836
2.000
2.39234
0.0833
1.73542
1.000
2.85
0.1186
0.1666
3.042
1.500
0.493
1.000
0.080
0.000
0.836
206
DI-313
6.000
0.900
0.80
0.72
ORIGHT
0.72
4
2.88
0
2.880
0.0400
0.0200
6.564
2.000
0.30469
0.0833
4.165
0.783
3.52
0.1466
0.1348
14.733
6.000
0.407
0.610
1.756
1.124
3.095
208
DI-3C
6.000
0.280
0.80
0.224
Back/Lt.
0.000RIGHT
0.224
4
0.896
0
0.0300
0.0200
3.041
2.000
0.65768
0.0833
4.165
3.52
Back/Lt.
0
4
0
0
Aheacl
0.896
0.0300
6
0.896
1.416
0.160
0.333
0,48048
3.416
5.898
Weir Flow
210
DI-3B
6.000
0.010
0.90
0.009
ORIGHT
0.009
4
0.036
0
0.036
0.0200
0.0200
Q731
2.000
173598
0.0833
4.165
1.000
3.52
0.1466
Q1666
1.673
6.000
3.586
1.000
0.036
0.000
0.730
212
DI-3B
6.000
0.290
0.75
0.2175
0.0WRIGTP
0.218
4
0.872
0
0.872
0.0600
0.0200
1.963
2.000
1.01885
0.0833
4.165
1.000
3.52
Q1466
Q1666
8.870
6.000
Q676
0.869
0.758
0.114
1.962
214
DI-3B
6.000
0.230
0.73
0.1679
ORIG TF
0.168
4
0.672
0
0.672
0.0400
0.0200
1.921
2.000
1.04112
0.0833
4.165
1.000
3.52
0.1466
0.1666
7.040
6.000
Q852
0.968
0.651
0.021
1.920
216
DI-313
6.000
0.050
0.68
0.034
ORIG TF
0.034
4
0.136
0
0.136
0.0500
0.0200
1.013
2.000
1.97433
0.0833
4.165
1.000
3.52
Q 1466
Q1666
3.848
6.000
1.559
1.000
0.136
0.000
1.012
218
DI-313
6.000
0.080
0.75
0.06
ORIG TF
0.06
4
0.24
0
0.240
0.0600
0.0200
1.211
2.000
1.65153
0.0833
4.165
1.000
3.52
0.1466
0.1666
5.159
6.000
1.163
1.000
0.240
0.000
1.210
220
DI-3B
6.000
0.320
0.81
0.2592
ORIGHT
0.259
4
1.036
0
1.036
0.0500
0.0200
2.682
2.000
0.74571
0.0833
4.165
0.996
3.52
0.1466
0.1660
9.048
6.000
0.663
0.859
0.890
0.146
2.163
222
DI-1
1 1.250
0.150
0.64
0.096
Back/Lt.
0.000RIGHT
0.096
4
0.394
0
0.0211
0.0500
1.756
2.000
1.13895
0.0833
1.666
2.80
Back/Lt.
0
4
0
0
Ahead/Rt.
0.384
0.0211
1.250
1.25
0.384
1.209
0.400
4.459
2.016
Weir Flow
224
DI-3B
6.000
0.260
0.75
0.195
0.000RIGHT
0.195
4
0.78
0
0.780
0.0160
0.0200
3.620
2.000
0.55249
0.0833
4.165
0.968
3.52
0.1466
0.1620
5.791
6.000
1.036
1.000
0.780
DOW
2.388
226
DI-3B
6.000
0.320
0.69
0.2208
ORIGHT
0.221
4
0.884
0
0.884
0.0200
0.0400
2.863
2.000
0.69857
0.0833
2.0825
Q981
3.04
0.1266
0.1643
6.471
6.000
Q927
0.991
0.876
0.008
2.413
228
DI-1
2.500
1.020
0.73
0.7446
0.000RIGHT
0.745
4
298
0
2980
0.0300
0.0200
7.238
2.000
0.27632
0.0833
4.165
0.737
3.52
0.1466
0.1281
14.132
2.500
0.177
0.755
2.249
0.731
3.256
230
DI-3B
6.000
0.040
0.75
0.03
0.000RIGHT
0.03
4
0.12
0
0.120
0.1000
0.0300
0.849
2.000
2.35571
0.0833
2.77667
1.000
3.28
0.1366
0.1666
4.495
6.000
1.335
1.000
0.120
0.000
0.848
LD-229 PROJECT: Southwood Blocks 9-11 Designed by: CG
STORM SEWER DESIGN COMPUTATIONS LOCATION: ChadottesvAlle
COUNTY: Charlottesville Checked by:
STORM FREQUENCY 10
UNITS ENGLISH
PIPE
NO.
FROM POINT
TO POINT
DRAIN.
AREA
"A"
Acre
(3)
RUNOFF
COEFF.
"C"MENT
(4)
CA
INLET
TIMEEND
Minutes
(7)
RAIN
FALL
IrlCFS
(8)(9)
RUNOFF fNVERTELEVATION
LENGTH
of Pipe
Ft.
(12)
SLOPE
Ft./Ft.
(13)
SIZE
(Dia Or
Span/Rise)
In.
(14)
SHAPE
Number
of Pipes
Capacity
CFS
(15)
Friction
Slope
Ft./Ft.
NORMAL FLOW
FLOW TIME
INCRE- CCOMU
MENT -LATER REMARKS
Minutes Minutes
(17) (17) (18)
INCII
(5)
CCUM-
LATED
(6)
7atualotalQ
UPPER
(10)
LOWER
END
(11)
Depthof
Flow,dn
Ft.
Areaof
Flow,An
SgFt
Hrn
Ft.
Vn
Ft/Sec
(16)
En
Ft.
REFERENCE
(1)
STA.
REFERENCE
(2)
STA.
101
102
100
0.00
0.00
0.00
5.13
6.50
0.00
4.25
427.00
426.74
52.28
0.00497
15
Circular
1
4.93
0.00380
0.89
0.94
0.37
4.52
1.21
0.19
5.33
103
104
102
0.00
0.00
0.00
5.03
6.53
0.00
4.25
433.50
430.70
56.01
0.04999
15
Circular
1
15.65
0.00380
0.45
0.39
0.25
10.85
2.27
0.09
5.11
105
SWMA-1
104
0.00
0.00
0.00
5.00
0.00
4.25
436.46
435.43
17.24
0.05974
15
Circular
1
17.11
0.00380
0.43
0.37
0.24
11.57
2.50
0.03
5.03
107
108
102
0.00
0.00
0.00
5.07
6.52
0.00
2.50
433.20
430.83
39.52
0.05997
15
Circular
1
17.14
0.00130
0.32
0.25
0.19
9.97
1.87
0.07
5.13
109
SWMA-2
108
0.00
0.00
0.00
5.00
0.00
2.50
436.46
434.56
37.95
0.05007
15
Circular
1
15.66
0.00130
0.34
0.27
0.20
9.35
1.70
0.07
5.07
111
112
SWMA
0.63
0.80
0.50
0.50
5.00
6.54
0.00
3.30
441.73
441.08
16.18
0.04017
15
Circular
1
14.03
0.00230
0.41
0.35
0.23
9.34
1.77
0.03
5.03
113
114
SWMA
0.27
0.74
0.20
0.20
5.00
6.54
0.00
1.31
441.09
440.85
4.00
0.06000
15
Circular
1
17.14
0.00040
0.23
0.16
0.14
8.25
1.29
0.01
5.01
115
116
SWMA
0.26
0.86
0.22
0.22
5.00
6.54
0.00
1.47
440.25
440.05
4.00
0.05000
15
Circular
1
15.65
0.00050
0.26
0.18
0.16
8.00
1.25
0.01
5.01
117
118
SWMA
0.24
0.80
0.19
0A1
5.31
6.44
0.00
2.69
437.19
436.90
28.27
0.01026
15
Circular
1
7.09
0.00150
0.53
0.50
0.28
5.38
0.98
0.09
5AO
119
120
118
0.11
0.76
0.08
0.22
5.14
6.50
0.00
1.45
437.74
437.29
45.00
0.01000
15
Circular
1
7.00
0.00040
0.39
0.32
0.22
4.50
0.70
0.17
5.31
121
122
1120
0.16
0.87
0.14
0.14
5.00
6.54
0.00
0.91
438.17
437.84
33.43
0.00987
15
Circular
1
6.95
10.000201
0.31
0.23
0.18
3.92
0.54
0.14
5.14
123
124
SWMA
0.00
0.00
0.00
5.05
6.53
0.00
8.34
444.57
439.14
90.58
0.05995
15
Circular
1
17.14
0.01480
0.62
0.60
0.31
13.87
3.60
0.11
5.16
125
EX.1
124
0.00
0.00
0.00
5.00
0.00
8.34
448.80
446.47
38.91
0.05988
15
Circular
1
17.13
0.01480
0.62
0.60
0.31
13.86
3.60
0.05
5.05
201
SWMB
200
0.00
0.00
1 0.00
1 5.00
0.00
26.62
446.50
446.25
28.08
0.00890
30
Circular
1
41.92
0.00370
1.45
2.94
0.68
9.04
2.72
0.05
5.05
203
204
SATM B
0.04
0.50
0.02
0.74
5.31
6.44
0.00
4.84
447.68
447.50
36.00
0.00500
15
Circular
1
4.95
0.00500
1.00
1.05
0.38
4.60
1.33
0.13
5.44
205
206
204
0.90
0.80
0.72
0.72
5.00
6.54
0.00
4.71
448.20
447.78
85.00
0.00494
15
Circular
1
4.92
0.00470
0.98
1.03
0.38
4.56
1.30
0.31
5.31
207
208
SWMB
0.28
0.80
0.22
0.65
5.88
6.27
0.00
4.16
453.20
450.18
75.56
0.03997
15
Circular
1
13.99
0.00370
0.47
0.42
0.25
9.94
2.00
0.13
6.01
209
210
208
0.01
0.90
0.01
0.43
5.74
6.31
0.00
2.75
455.83
453.82
67.00
0.03000
15
Circular
1
12.12
0.001601
0.41
0.34
0.23
7.99
1.40
0.14
5.88
211
212
210
0.29
0.75
0.22
OA2
5.58
6.36
0.00
2.70
456.45
455.93
52.07
0.00999
15
Circular
1
7.00
0.00150
0.54
0.51
0.28
5.33
0.98
0.16
5.74
213
214
212
0.23
0.73
0.17
0.20
5.31
6.44
0.00
1.31
465.54
458.54
127.21
0.05503
15
Circular
1
16.42
0.00040
0.24
1 0.16
0.15
8.01
1.23
0.27
5.58
215
216
214
0.05
0.68
0.03
0.03
5.00
6.54
0.00
0.22
468.26
465.64
74.93
0.03497
15
Circular
1
13.09
0.00000
0.11
0.06
0.07
4.03
0.37
0.31
5.31
217
218
SWMB
0.08
0.75
0.06
1.61
5.90
6.26
0.00
10.24
453.93
453.00
18.53
0.05019
15
Circular
1
15.68
0.02230
0.74
0.75
0.34
13.62
3.62
0.02
5.92
219
220
218
0.32
0.81
0.26
1.55
5.82
6.29
0.00
9.86
457.25
454.03
64.36
0.05003
15
1 Circular
1
15.65
0.02070
0.72
0.73
0.34
13.48
3.54
0.08
5.90
221
222
220
0.15
0.64
0.10
0.10
5.00
6.54
0.00
0.63
460.46
457.35
62.12
0.05006
12
Circular
1
8.64
0.00030
0.18
0.10
0.11
6.41
0.82
0.16
5.16
223
224
220
0.26
0.75
0.20
1.19
5.62
6.35
0.00
7.63
465.02
457.35
153.30
0.05003
15
Circular
1
15.65
0.01240
0.62
0.60
0.31
12.67
3.11
0.20
5.82
225
226
1
224
0.32
0.69
0.22
1.00
5.49
6.39
0.00
6.39
466.43
465.12
65.66
0.01995
15
Circular
1
9.88
0.00870
0.73
0.75
0.34
8.57
1.87
0.13
5.62
227
228
226
1.02
0.73
0.75
0.75
5.00
6.54
0.00
4.87
467.19
466.53
44.08
0.01497
15
Circular
1
8.56
0.00510
0.68
0.68
0.33
7.20
1.48
0.10
5.10
229
230
226
0.04
0.75
0.03
0.03
5.00
6.54
0.00
0.20
471.28
466.53
118.87
0.03996
15
Circular
1
13.99
0.00000
0.10
0.05
0.07
4.07
0.36
0.49
5.49
LD347 PROJECT: Southwood Blocks 9-11 DESIGNED BY: CG
HYDRAULIC GRADE LINE ANALYSIS
Checked:
INCIDENCE PROBABILITY 10 Year
INLET
OR
JUNCTION
STA.
11 ERT
EL.
OUTFLOW
PPE
11
OF FLOW
OUTFLOWSURFACE
PIPE
OUTLET
WATER
ELEV.
1,
PIPE
Do
(h/mrn)
DESIGN
DISCH.
Qo
(CFS1CMS)
LENGTH
PIPE
Lo
(RIM)
FRICTION
SLOPE, Sfo
(FT/FT)
(MIA)
FRICTION
LOSS
Hf
(RIM)
JUNCTION
LOSS
SURFACE
FLOW
Adj. Ht
1.3
Ht
(FUM)
Inlet
Shaping?
Y/N
0.5
Ft
(Ft/M)
FINAL
H
(Ft/M)
Inlet
Water
Surface
Bevation
Top of W
Top of Inlet
Bev.
APPROX.
Adjustment?
Vo
Contr.
Ho
(FVM)
Vr2/2g
Hi (Ezpn)
0.35'MAX.
(Vil
SKEW
Angle
K
Bend
H
(FUM)
Sum
HE
(WM)
vi
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
200
1
1
1 448.250
SWM B
446.250
2.50
448.250
30
26.620
28.08
0.00375
0.105
1 9.043
0.317
1 13.615
1 2.878
1.007
1 0.0
0.00
0.000
1.325
0.000
1.325
YES
0.662
0.768
449.018
455.300
O.K.
218
453.000
1.25
454.000
15
10.238
18.53
0.02237
0.415
13.615
0.720
13.484
2.823
DABS
0.0
0.00
0.000
1.708
0.376
1.708
YES
0.854
1.268
455.268
461.320
O.K.
220
454.030
1.25
455.268
15
9.862
64.36
0.02076
1.336
13.484
0.706
12.674
2.494
0.873
0.0
0.00
0.000
1.579
1.628
1.579
YES
0.789
2.126
457.970
465.190
O.K.
224
457.350
1.25
1 458.350
1 15
1 7.631
153.30
0.01243
1.906
12.674
0.624
8.566
1.139
0.399
0.0
0.00
0.000
1.022
1.237
1 1.022
1 0.511
2.417
465.636
472.450
O.K.
226
465.120
1.25
466-120
15
6.393
65.66
0.00872
0.573
8.566
0.285
7.203
0.806
0.282
0.0
0.00
0.000
0.567
1.411
0.737
YES
0.368
0.941
467.162
473.690
O.K.
230
466.530
125
1 467.530
1 15
1 0.196
1 118871
0.00001
0.001
4.068
0.064
0.000
0.000
0.000
0.0
0.00
0.000
0.064
1 0.196
0.084
YES
0.042
0.043
i 471.383
1 476.990
O.K.
208
450.180
1 125
451.180
1 15
1 4.156
75.56
10.00369
0.279
1 9.940
1 0.384
7.994
1 0.992
0.347
1 0.0
1 0.00
0.000
1 0.731
1 1.404
0.950
1 YES
0.475
1 0.754
1453.667
460.500
1 O.K.
210
453.820
125
454.820
15
2.752
67.00
0.00162
0.108
7.994
0.248
5.331
0.441
0.154
0.0
0.00
0.000
0.403
0.057
0.403
YES
0.201
0.310
456.235
461.910
O.K.
212
455.930
125
456.930
15
2.695
5207.
0.00155
0.081
5.331
0.110
8.005
0.995
0.348
0.0
0.00
0.000
0.459
1.386
0.596
YES
0.298
0.379
457.309
463.940
O.K.
214
458.540
125
459.540
15
1.309
127.21
0.00037
0.047
8.005
0.249
4.026
0.252
0.088
0.0
0.00
0.000
0.337
1.082
0.438
YES
0.219
0.265
465.779
472.090
O.K.
216
465.640
125
466.640
15
0222
74.93
0.00001
0.001
4.026
0.063
0.000
0.000
0.000
0.0
0.00
0.000
0.063
0.222
0.082
YES
0.041
0.042
468.373
475.590
O.K.
204 447.500 125 449.018 15 4.839 36.00 0.00500 0.180 4.596 0.082 4.564 0.323 0.113 0.0 0.00 0.000 0.195 0.129 0.195 YES 0.098 0.278 449.295 452.380 O.K.
206 447.780 125 449295 15 4.710 85.00 0.00474 0.403 4.564 0.081 0.000 0.000 0.000 0.0 0.00 0.000 0.081 4.710 0.105 YES 0.053 0.455 449.750 452.070 O.K.
222 1 1 457.350 1 1.00 1 458.150 1 12 1 0.628 1 62.12 1 0.00028 1 0.017 1 6.409 1 0.159 1 0.000 1 0.000 0.000 0.0 0.00 1 0.000 1 0.159 1 0.628 1 0.207 1 YES 1 0.104 1 0.121 1 460.642 1 469.270 1 O.K.
228 466.530 125 467.530 15 4.874 44.08 0.00507 0.224 7.203 0.201 0.000 0.000 0.000 0.0 0.00 0.000 0.201 4.874 0.262 YES 0.131 0.354 467.884 474.760 O.K.
LD-347 PROJECT: Southwood Blocks 9-11 DESIGNED BY: CG
HYDRAULIC GRADE LINE ANALYSIS
Checked:
INCIDENCE PROBABILITY 2 Year
INLET
STA.
INVERT
B..
DB7IH
OF FLOW
OUTLET
WATER
DIA.
PIPE
DESIGN
DISCH,
LENGTH
PIPE
FRICTION
SLOPE, Sfo
FRICTION
LOSS
JUNCTION
LOSS
SURFACE
Adj, Ht
1.3
Inlet
Shaping?
0.5
FINAL
Inlet
Water
Top of
Top of Inlet
Contr.
Hi (Expn)
SKEW
Bend
Sum
OR
OUTFLOW
OUTFLOW
SURFACE
Do
1M
Lo
(FT/F0
Hf
Vo
Ho
Vi
Vi'2/2g
0.35'MAX.
Angle
K
H
HE
FLOW
Ht
Ht
H
Surface
Bev.
JUNCTION
PPE
PIPE
ELEV.
(h/mm)
(CFS/CMS)
(FM
(MIA)
(Ft/M)
(RIM
(V122g)
(Ft/M)
(Ft/M)
(Ft/K
YRJ
(FVM)
(FUM)
Bevaticn
APPROX.
(1)
(2)
1
1 (3)
(4)
1 (5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
1
(16)
1 (17)
1 (18)
(19)
100
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1427.740
102
426.740
1.25
427.740
15
4.250
52.28
0.00386
0.202
4.523
0.079
10.846
1.827
0.639
0.0
0.00
0.000
0.719
0.000
0.719
YES
0.359
0.561
428.301
436.730
O.K.
104
430.700
1.25
431.700
15
4.250
56.01
0.00386
0.216
10.846
0.457
11.566
2.077
0.727
0.0
0.00
0.000
1.184
0.000
1.184
YES
0.592
0.808
433.945
447.170
O.K.
SWM A-1
435.430
1 1.25
436.430
15
4.250
1 17.24
0.00386
0.066
11.566
0.519
0.000
0.000
0.000
0.0
0.00
0.000
0.519
0.000
1 0.519
YES
0260
1 0.326
436.885
1 447.780
O.K.
106 1 1 430.830 1 1.25 1431.830 1 15 1 2.503 1 39.52 1 0.00134 1 0.053 1 9.967 1 0.386 1 9.348 1 1.357 1 0.475 1 0.0 1 0.00 1 0.000 1 0.861 1 0.000 1 0.861 1 YES 1 0.430 1 0.483 1433523 1 446.450 1 O.K.
SWM A-21 1 434.560 1 1.25 1 435.560 1 15 1 2.503 1 37.95 1 0.00134 1 0.051 1 9.348 1 0.339 1 0.000 1 0.000 1 0.000 1 0.0 1 0.00 1 0.000 1 0.339 0.000 1 0.339 1 YES 1 0.170 1 0220 1 436.798 1 447.780 1 O.K.
G
ryan D. Cichocki
Lie. No. 53741
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DATE
111812021
DRAWN BY
C. GAYNER
DESIGNED BY
C. GAYNER
CHECKED BY
B. CICHOCKI
SCALE
N/A
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JOB NO.
47036
SHEET NO.
C6.4
LD347 PROJECT: Southwood Blocks 9-11 DESIGNED BY: CG �TH OF
HYDRAULIC GRADE LINE ANALYSIS
Checked:
INCIDENCE PROBABILITY 10 Year
� ryan D. Cichocki 'Z
U lie. No. 53741
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INCIDENCE PROBABILITY 10 Year w M �
a �
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F
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w
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DATE
111812021
O
} DRAWN BY
C. GAYNER
• DESIGNED BY
• C. GAYNER
• CHECKED BY
B. CICHOCKI
• • SCALE
N/A
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V/
JOB NO.
47036
SHEET NO.
C6.5
N1VB2T DEPTH OUTLET DW. DESIGN LENGTH FRICTION FRICTION UNCTION
INLET
OR
JUNCTION
STA.
A.
OUTFLOW
PIPE
OF FLOW
OUTFLOW
PIPE
WATER
SURFACE
ELEV.
RFE
Do
(h/mm)
DISCN.
Oo
(CFS/CMS)
PPE
Lo
(RIM)
SLOPE Sfo
(FT/FT)
(NVM)
LOSS
HF
(R/M)
LOSS
SURFACE
FLOW
Adj. Hl
1.3
Hl
(Ft/M)
hlet
Shaping?
YIN
0.5
H
(RIM)
FNAL
H
(RIM)
hlet
Water
Surface
Elevation
Tap of MH
Top of hl�
Bev.
ARi20X
Adjustment?
Vo
Contr.
Ho
(FUM)
Vi
VP2/2g
Hi (Expo)
0.35'M4X
(Vi2/2g)
SK&V
Angle
K
Bend
H
(RIM)
Sum
HL
(R/M)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
SW M A
437.900
124
439.140
1.25
440.140
15
8.340
90.58
0.01485
1.345
13.869
0.747
13.863
2.984
1.044
0.0
0.00
0.000
1.791
0.000
1.791
YES
0.896
2.240
445.185
455.840
O.K.
EX 1
446.470
1.25
447.470
15
8.340
38.91
0.01485
0.578
13.863
0.746
0.000
0.000
0.000
0.0
0.00
0.000
0.746
0.000
0.746
YES
0.373
0.951
449.415
456.640
O.K.
118
436.900
1.25
437.900
15
2.685
28.27
0.00154
0.044
5.378
0.112
4.496
0.314
0.110
0.0
0.00
0.000
0.222
1.237
0.289
YES
0.144
0.188
438.088
444.500
O.K.
120
437.290
1.25
438.290
15
1.448
45.00
0.00045
0.020
4.496
0.078
3.919
0.238
0.083
0.0
0.00
0.000
0.162
0.539
0.211
YES
0.105
0.125
438.415
443.410
O.K.
122
437.840
1.25
438.840
15
0.909
33.43
0.00018
0.006
3.919
0.060
0.000
0.000
0.000
0.0
0.00
0.000
0.060
0.909
0.078
YES
0.039
0.045
438.885
442.660
O.K.
116
440.050
1.25
441.050
15
1.465
4.00
0.00046
0.002
7.998
0.248
0.000
0.000
0.000
0.0
0.00
0.000
0.248
1.465
0.323
YES
0.161
0.163
441.213
445.220
O.K.
114
440.850
1.25
441.850
15
1.308
4.00
0.00037
0.001
8.251
0.264
0.000
0.000
0.000
0.0
0.00
0.000
0.264
1.308
0.344
YES
0.172
0.173
442.023
446.340
O.K.
112
441.080
1.25
442.080
15
3.297
16.18
0.00232
0.038
9.338
0.339
0.000
0.000
0.000
0.0
0.00
0.000
0.339
3.297
0.440
YES
0.220
0.258
442.338
447.910
O.K.
INLET
OR
JUNCTION
STA.
INVERT
B_
OUTFLOW
PIPE
DB�Oi
OF ROW
OUTFLOW
RFE
OUTLET
WATER
SURFACE
AB/.
DW.
PIPE
Do
(h/tm1
DESIGN
D60i.
Qo
(CFSIQdS)
LENGTH
RFE
Lo
(RIkQ
FRICTION
SLOPE Sfo
(Fr/FT)
(MR.1)
FRICTION
LOSS
HF
(RIM)
JUNCTION LOSS
SURFACE
FLOW
Adj. Fk
1.3
Ht
(FUM)
Inlet
Shaping?
0.5
Ht
(WM)
FNAL
H
(RIM)
Inlet
Water
Surface
Elevation
Tap of MH
Tap of Inlet
Bev.
APFROX
Adjustrrent?
Vo
Contr.
Ho
(RIM)
Vi
Vi'2/2g
Hi (Expo)
0.35MAX.
(Vi2/2g)
SKEW
Angle
K
Bend
H
(FUM)
Sum
HL
(R/M)
YIN
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
SWM B
448.500
218
453.000
1.25
454.000
15
10.238
18.53
0.02237
0.415
13.615
0.720
13.484
2.823
0.988
0.0
0.00
0.000
1.708
0.376
1.708
YES
0.854
1.268
455.268
461.320
O.K.
220
454.030
1.25
455.266
15
9.862
64.36
0.02076
1.336
13.484
0.706
12.674
2.494
0.873
0.0
0.00
0.000
1.579
1.628
1.579
YES
0.789
2.126
457.970
465.190
O.K.
224
457.350
1.25
458.350
15
7.631
153.30
0.01243
1.906
12.674
0.624
8.566
1.139
0.399
0.0
0.00
0.000
1.022
1.237
1.022
YES
0.511
2.417
465.636
472.450
O.K.
226
465.120
1.25
466.120
15
6.393
65.66
0.00872
0.573
8.566
0.285
7.203
0.806
0.282
0.0
0.00
0.000
0.567
1.411
0.737
YES
0.368
0.941
467.162
473.590
O.K.
230
466.530
1.25
467.530
15
0.196
118.87
0.00001
0.001
4.068
0.064
0.000
0.000
0.000
0.0
0.00
0.000
0.064
0.196
0.084
YES
0.042
0.043
471.383
476.990
O.K.
208
450.180
1.25
451.180
15
4.156
75.56
0.00369
0.279
9.940
0.384
7.994
0.992
0.347
0.0
0.00
0.000
0.731
1.404
0.950
YES
0.475
0.754
453.667
460.500
O.K.
210
453.820
1.25
454.820
15
2.752
67.00
0.00162
0.108
7.994
0.248
5.331
0.441
0.154
0.0
0.00
0.000
0.403
0.057
0.403
YES
0.201
0.310
456.235
461.910
O.K.
212
455.930
1.25
456.930
15
2.695
52.07
0.00155
0.081
5.331
0.110
8.005
0.995
0.348
0.0
0.00
0.000
0.459
1.386
0.596
YES
0.298
0.379
457.309
463.940
O.K.
214
458.540
1.25
459.540
15
1.309
127.21
0.00037
0.047
8.005
0.249
4.026
0.252
0.088
0.0
0.00
0.000
0.337
1.082
0.438
YES
0.219
0.265
465.779
472.090
O.K.
216
465.640
1.25
466.640
15
0.222
74.93
0.00001
0.001
4.026
0.063
0.000
0.000
0.000
0.0
0.00
0.000
0.063
0.222
0.082
YES
0.041
0.042
468.373
475.590
O.K.
204
447.500
1.25
448.500
15
4.839
36.00
0.00500
0.180
4.596
0.082
4.564
0.323
0.113
0.0
0.00
0.000
0.195
0.129
0.195
YES
0.098
0.278
448.778
452.380
O.K.
206
447.780
1.25
448.780
15
4.710
85.00
0.00474
0.403
4.564
0.081
0.000
0.000
0.000
0.0
0.00
0.000
0.081
4.710
0.105
YES
0.053
0.455
449.235
452.070
O.K.
222
457.350
1.00
458.150
12
0.628
62.12
0.00028
0.017
6.409
0.159
0.000
0.000
0.000
0.0
0.00
0.000
0.159
0.628
0.207
YES
0.104
0.121
460.642
469.270
O.K.
228
466.530
1.25
467.530
15
4.874
44.08
0.00507
0.224
7.203
0.201
0.000
0.000
0.000
0.0
0.00
0.000
0.201
4.874
0.262
YES
0.131
0.354
467.884
474.760
O.K.
L
124: MH-1
STA 10+90.58
TOP 455.84
INV IN 446.47 (125)
460 INV OUT 444.57 (123)
EXA: MH-1
STA 11+29.42
TOP 456.64
INV IN 449.00 (EX.)
INV OUT 448.80 (125)
460 455
PROPOSED
HORIZON
ROAD GRADE
455
PROPOSED
455
GRADE
/
ISTING
BADE
450
450
PROPOSED
1Ly 6F
WATER
445 LINE
h
o
445
SANITARY
(�
PIPE 3-1
1. '
3
O
440
/
y$ Q�
440
SWM A
72" CMP
6po
(�
INV. IN 439.14
435
435
9+50 10+00 11+00
SWM A - STR EX.1
HORIZ SCALE: 1"=50'
VERT SCALE: 1 "=5
102: MH-1
STA 10+00.00
TOP 436.73
INV IN 430.70 (103)
INV IN 430.83 (107)
INV OUT
I108: MH-1
STA 10+39.52
TOP 446.45
INV IN 434.56 (109)
IKI\/ ni IT dzz 9n r1 mi 450
PROPOSED
GRADE
445
445
440
FT
440
MM
A
72'
CMP
IN
.OUT
4
6.46
435
435
`�g•
N�o oho
®y.
1I) OF
1?
430
952 EXISTIN
430
" , S_ 60
GRADE
425
425
420
1
420
9+50 10+00
1 STR 102 - SWMA
HORIZ SCALE: 1"=50'
VERT SCALE: 1 "=5
120: DI-31B 6 ft Throat
STA 10+73.27
TOP 443.41
m
INV IN 437.84 (121)
Cm
2
INV OUT 437.74 (119)
118: DI-313 6 ft Throat
116: DI-3B 6 ft Throat
STA 10+28.27
m o v
STA 10+04.00
TOP 444.50
°? + N �
TOP 445.22
INV IN 437.29 (119)
❑ " v O
H O >
INV OUT 440.25 015) 455
INV OUT 437.19 (117)
450
N
450
450
EXISTING
GRADE
445
445
PROPOSED
GRADE
440
440
SWM A
72" CMP
115
INV. IN 440.05
4.00' OF
15" HDPE
@ 5.00%
435
435
430
1 430
450 455
PROPOSED
GRADE
445
445
EXISTING
GRADE
440
440
SWM A
72" CMP
INV. IN 436.90
121
117
119
0 OE
33 43'
F
435
28.27' OF
45.
15" HD
E
435
@ 1.00% @
.00%
430
1
430
425
425
12+00 9+50 10+00 11+00 9+50
SWM A - STR 116
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
465 [200: ES-1 for 30 inch Pipe
STA 10+04.00
TOP 449.00
INV IN 446.25 (201) 455
460
460
PROPOSED
GRADE
455
455
SWM E
I
STORK
V
DETEN
ISOLA]
450
450
445
201
445
2
30" HDPE
EXISTING
@ 0.90%
GRADE
440
1
440
ITECH
TION WITH
OR ROW
11+50 9+50 10+00 11+00 STR 200 - STR 202
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
10+00 11+00
SWM A - STR 122
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
204: 18" Basin - Circular Grate
STA 10+36.00
TOP 452.38
INV IN 447.78 (205)
4 I V OUT 447.68 (203)
S�
STORM
DETENTION
ISOLATOR
112: DI-3B 6 it Throat
STA 10+16.18
TOP 447.91
INV OUT 441.73 (111)
455 455
450
450
PR
POSED
GRADE
445
445
EXI
TING
440
GRADE
440
SWM A
72" CMP
111
INV. IN 441.08
16.18' OF
15" HDPE
@ 4.00%
435
435
430
1
430
100: ES-1 for 15 inch Pipe
r114: DI-313 6 ft Throat STA 10+04.00
STA 10+04.00 TOP 428.12
TOP 446.34 INV IN 426.74 (101)
INV OUT 441.09 (113) 455 450
450
450
445
PROPOSED
445
GRADE
EXISTIN
GRADE
440
440
SWM A
72" CMP
113
INV. IN 440.85
4.00' OF
15" HDPE
@ 6.00%
435
1 435
430
430
102: MH-1
104: MH-1
STA 10+56.28
STA 11+12.29
TOP 436.73
TOP 447.17
INV IN 430.70 (103)
INV IN 435.43 (105)
INV IN 430.83 (107)
INVOUT427.00001)
INV OUT 433.50 ((103)
45tl
445
445
PROPOSED
GRADE
440
440
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A
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436.46
435
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435
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425
425
101
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15" HDPE
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11+50 9+50 10+00 11+00 9+50 10+00 11+00 9+50
SWM A - STR 112 SWM A - STR 114
HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5 VERT SCALE: 1"=5
206: DI-31B 6 ft Throat
STA 11+21.00
TOP 452.07
INV OUT 448.20 (205)
460
PROPOSED
GRADE
455
455
EXISTING
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440
440
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SWM B - STR206
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
STOR
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208: DI-3C 6 It Throat 210: DI-3B 6 it Throat
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TOP 460.50 TOP 461.91
INV IN 453.82 (209) INV IN 455.93 (211)
4R5 INV OUT 453.20 (207) INV OUT 455.83 (209)
10+00 11+00
STR 100 - SWM A
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
[212: DI-313 6 It Throat
STA 11+94.63
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INV IN 458.54 (213)
INV OUT 456.45 (211)
12+00
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TOP 472.09 STA 13+96.77
INV IN 465.64 (215) TOP 475.59
INV OUT 465.54 (213) INV OUT 468.26 (215)
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475
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CELTIS OCCIDENTALIS 'MAGNIFICA'
PLA OCC
PLATANUS OCCIDENTALIS
EVERGREEN TREES
BOTANICAL NAME
JUN EAS
JUNIPERUS VIRGINIANA
FLOWERING TREES
BOTANICAL NAME
CER CAN
CERCIS CANADENSIS
CDR FLO
CORNUS FLORIDA
SHRUBS
BOTANICAL NAME
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ILEX GLABRA
ILE WIN
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HYPERICUM CALYCINUM
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EVERGREEN TREES
BOTANICAL NAME
JUN EAS
JUNIPERUS VIRGINIANA
FLOWERING TREES
BOTANICAL NAME
CER CAN
CERCIS CANADENSIS
COR FLO
CORNUS FLORIDA
SHRUBS
BOTANICAL NAME
ILE GLA
ILEX GLABRA
ILE WIN
ILEX VERTICILLATA
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HYPERICUM CALYCINUM
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CELTIS OCCIDENTALIS-MAGNIFICA'
PLA OCC
PLATANUS OCCIDENTALIS
EVERGREEN TREES
BOTANICAL NAME
JUN EAS
JUNIPERUS VIRGINIANA
FLOWERING TREES
BOTANICAL NAME
CER CAN
CERCIS CANADENSIS
COR FLO
CORNUS FLORIDA
SHRUBS
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County of Albemarle
Conservation Plan Checklist — To be placed on Landscape Plans
(Handbook, pp III-284-111-297 for complete specifications)
1. The following items shall be shown on the plan:
❑ Trees to be saved;
❑ Limits of clearing (outside dripline of trees to be saved);
❑ Location and type of protective fencing;
❑ Grade changes requiring tree wells or walls;
❑ Proposed trenching or tunneling beyond the limits of clearing.
2. Marldnes:
❑ All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators.
❑ No grading shall begin until the tree marking has been inspected and approved by a County Inspector.
3. Pre -Construction Conference:
❑ Tree preservation and protection measures shall be reviewed with the contractor on site.
4. Equipment Operation and Storage:
❑ Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees
to be saved.
5. Soil Erosion and Stormwater Detention Devices:
❑ Such devices shall not adversely affect trees to be saved.
6. Fires:
❑ Fires are not permitted within 100 feet of the dripline of trees to be saved.
7. Toxic Materials:
❑ Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved.
8. Protective Fencing:
❑ Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing.
❑ Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction.
9. Tree Wells:
❑ When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail
submitted for approval.
10. Tree Walls:
❑ When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail
submitted for approval.
11. Trenchine and Tunneling:
❑ When trenching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling
under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots.
12. Cleanup:
❑ Protective fencing shall be the last items removed during the final cleanup.
13. Damaged Trees:
❑ Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist.
NOTE: IT IS THE DEVELOPER'S RESPONSEIHLJTY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION
REQUIREMENTS.
OWNER SIGNATURE (DATE)
CONTRACT PURCHASER SIGNATURE
PLAN VIEW:
7
HEIGHT VARIES
WITH PLANTS
12" MIN.
(DATE)
5/1/06 Page 1 of 1
EDGE OF BUILDING,
WALK OR STRUCTURE
VOIDS
MULCH LINE
PLANT UNDER DRIP LINE OF
LIMBED UP SHRUBS & TREES
TRIANGULAR INFILL SPACING
PLANT PERIMETER
AT INDICATED SPACING
PLANT UP TO EDGE OF SHRUBS
UNLESS OTHERWISE NOTED
PLANT
2-3" MULCH LAYER
1" COMPOST LAYER
AMENDED SOIL MIX
UNDISTURBED EARTH
GROUNDCOVER/ PERENNIAL PLANTING
NOT TO SCALE
NOTE: STAKE EVERGREENS U OR
TALLER, ON SLOPES, WITH LARGE
CROWNS, OR IF LOCATED ON
WINDY SITES.
REMOVE TAGS, LABELS, AND
PLASTIC SLEEVING. DO NOT
STAKE UNLESS NECESSARY (SEE
NOTE). DO NOT WRAP TRUNK
SET ROOTBALL FLUSH TO GRADE
OR 1-2" HIGHER IN SLOWLY
DRAINING SOILS. DO NOT COVER
THE TOP OF THE ROOTBALL WITH
SOIL. ROOTFLARE SHALL BE
VISIBLE ABOVE FINISHED GRADE.
PRUNE SUCKERS
1:1 SLOPE ON SIDES OF PLANTING
HOLE
SCARIFY SIDES BEFORE PLANTING
PLACE ROOTBALL ON
UNEXCAVATED OR TAMPED SOIL
3 X ROOTBALL
DIAMETER
EVERGREEN TREE - STAKING SPECIFIED
NOT TO SCALE
PRUNE CODOMINATE LEADERS
REMOVE BROKEN, BADLY
DEFORMED, RUBBING, NARROW
CROTCH ANGLES, WATER
SPROUTS, OR CROSS -BRANCHES.
REMOVE TAGS, LABELS, AND
PLASTIC SLEEVING. DO NOT STAKE
UNLESS SPECIFIED (SEE
NOTE) DO NOT WRAP TRUNK
PRUNE SUCKERS
IF FIELD GROWN, CUT AWAY ALL
BALLING ROPES. REMOVE
BURLAP OR WIRE BASKET FROM
TOP % OF BALL. IF CONTAINER
GROWN, REMOVE CONTAINER
AND CUT CIRCLING ROOTS
1:1 SLOPE OF SIDES OF
PLANTING HOLE
SCARIFY SIDES BEFORE PLANTING
TAMP SOIL AROUND ROOTBALL
BASE FIRMLY WITH FOOT
PRESSURE SO THAT ROOTBALL
DOES NOT SHIFT
DECIDUOUS TREE - STAKING SPECIFIED
INSTALL SHRUBS SO THAT THE
TOP OF THE ROOTBALL IS A
THE SAME GRADE A
ORIGINALLY GROWN OR 1
ABOVE IN POOR DRAININ
SOILS. DO NOT COVER THE TO
OF THE ROOTBALL WITH SO
REMOVE ALL STRING, WIRE, AN
BURLAP FROM TOP Y3 OF BAl
BACKFILL PLANTING PIT WIT
NATIVE SOIL. INCORPORAT
SLOW -RELEASE GRANULA
FERTILIZE
SCARIFY BOTTOM AND SIDE
OF PIT
SHRUB PLANTING
NOT TO SCALE
PRUNE CODOMINATE LEADERS
RUBBER HOSE
GALVANIZED WIRE GUY
12 GAUGE. ALLOW FOR A
SLIGHT AMOUNT OF MOVEMENT
2"X2" HARDWOOD STAKE
2'-6" MIN BELOW SURFACE.
STAKE SHALL BE DRIVEN A MIN 18" OUT
FROM TRUNK AND OUTSIDE OF ROOTBALL
IF FIELD GROWN CUT AWAY ALL
BALLING ROPES. REMOVE BURLAP OR
WIRE BASKET FROM TOP Y3 OF BALL. IF
CONTAINER GROWN, REMOVE
CONTAINER AND CUT CIRCLING ROOTS
1" COMPOST LAYER
BACKFILL PLANTING PIT WITH NATIVE
SOIL. INCORPORATE SLOW -RELEASE
GRANULAR FERTILIZER
2-3" MULCH LAYER, MULCH TO EDGE
OF DRIPLINE. KEEP 4-6" AWAY FROM
TRUNK FLARE
6" SAUCER
TAMP SOIL AROUND ROOTBALL
BASE FIRMLY WITH FOOT
PRESSURE SO THAT ROOTBALL
DOES NOT SHIFT
CROOT BALL
129GAUGE GALVANIZED WIRE
� 3-2"x2" HARDWOOD STAKES
GALVANIZED WIRE GUY
12 GAUGE. ALLOW FOR A
SLIGHT AMOUNT OF MOVEMENT
8' 2"x2" HARDWOOD STAKE,
2'-6" MIN BELOW SURFACE.
STAKE SHALL BE DRIVEN A MIN
18" OUT FROM TRUNK AND
OUTSIDE OF ROOTBALL
2-3" MULCH LAYER TO EDGE OF DRIPLINE
KEEP 4-6" AWAY FROM TRUNKFLARE
SET ROOTBALL FLUSH TO GRADE OR 1-2"
HIGHER IN SLOWLY DRAINING SOILS. DO
NOT COVER THE TOP OF THE ROOTBALL
WITH SOIL. ROOTFLARE SHALL BE VISIBLE
ABOVE FINISHED GRADE
6" SAUCER
BACKFILL PLANTING PIT WITH NATIVE
SOIL. INCORPORATE SLOW -RELEASE
GRANULAR FERTILIZER
1" COMPOST LAYER
PLACE ROOTBALL ON
UNEXCAVATED OR TAMPED SOIL
NOTE: ONLY STAKE TREES WITH
LARGE CROWNS, 2" CALIPER OR
GREATER, IF LOCATED ON WINDY
SITES, OR WHERE TAMPERING
MAY OCCUR.
REMOVE ALL DEAD, BROKEN,
DISEASED, AND WEAK
BRANCHES AT TIME OF
PLANTING
2-3" MULCH LAYER, KEEP AWAY
FROM TRUNK
1" COMPOST LAYER
PROVIDE MULCH UP AND OVER
SAUCER
6" SAUCER
REMOVE CONTAINER. SCARIFY
PERIMETER ROOTS
PLANT SCHEDULE
TREES
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
CANOPY
CEL MAG
7
CELTIS OCCIDENTALIS'MAGNIFICA'
MAGNIFICA COMMON HACKBERRY
2.5" CAL.
B&B
651SF
PLA OCC
15
PLATANUS OCCIDENTALIS
AMERICAN SYCAMORE
2.5" CAL.
B&B
1362SF
EVERGREEN TREES
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
CANOPY
JUN EAS
16
1 JUNIPERUS VIRGINIANA
EASTERN RED CEDAR
7'-8' HT.
IB&B
32SF
FLOWERING TREES
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
CANOPY
CER CAN
10
CERCIS CANADENSIS
EASTERN REDBUD
6'-7' HT.
B&B
124SF
COR FLO
10
CORNUS FLORIDA
FLOWERING DOGWOOD
7'-8' HT.
B&B
124SF
SHRUBS
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
SPACING
ILE GLA
10
ILEX GLABRA
INKBERRY HOLLY
24" HT./SPRD.
CONTAINER
ILE WIN
16
ILEX VERTICILLATA
WINTERBERRY
24" HT./SPRD.
CONTAINER
GROUND COVERS
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
HYP CAL
159
1 HYPERICUM CALYCINUM
CREEPING ST. JOHN-S WORT
1 GAL.
CONTAINER
STREET TREE REQUIREMENTS
per Sec. 32.7.9.5 of the Albemarle County Code.
STREET
FRONTAGE
REQUIREMENTS
CALCULATIONS
REQUIRED
PROVIDED
1 LARGE SHADE TREE PER 50 LF
(230=50) = 4.6 x 2 =
10 LARGE SHADE
10 LARGE SHADE
ROAD 1
230 LF
OF FRONTAGE
9.2
TREES
TREES
INTERIOR PARKING LOT LANDSCAPE AREA REQUIREMENTS
per Sec. 32.7.9.6 of the Albemarle County Code.
REQUIREMENT
PARKING LOT AREA
CALCULATIONS
REQUIRED
PROVIDED
5% OF GROSS PARKING
6,262 SF
6,262 x .05 = 313.1 SF
314 SF
2,187 SF
AREA
INTERIOR PARKING LOT TREE REQUIREMENTS
per Sec. 32.7.9.6 of the Albemarle County Code.
PARKING LOT
REQUIREMENT
PARKING SPACES
CALCULATIONS
REQUIRED
PROVIDED
1 LARGE SHADE
3 LARGE SHADE
3 LARGE SHADE
PARKING LOT 1
TREES PER 10
26 PARKING SPACES
26/10 = 2.6
TREES
TREES
PARKING SPACES
1 LARGE SHADE
PARKING LOT 2
TREES PER 10
7 PARKING SPACES
7/10 =
1 LARGE SHADE
1 LARGE SHADE
.7
TREES
TREES
PARKING SPACES
1 LARGE SHADE
PARKING LOT 3
TREES PER 10
4 PARKING SPACES
4/10 =
1 LARGE SHADE
1 LARGE SHADE
.4
TREES
TREES
PARKING SPACES
TREE CANOPY REQUIREMENTS
per Sec. 32.7.9.8 of the Albemarle County Code.
REQUIREMENT
SITE AREA
CALCULATIONS
REQUIRED
PROVIDED
15% OF THE LOT AREA IS
27,659 SF(PROPOSED) +
TO BE COVERED BY TREE
389,863 SF
389,863 x .15 = 58,479.45 SF
58,480 SF
34,943 SF(EXISTING) _
CANOPY
62,602 SF
GENERAL NOTES
PRE -CONSTRUCTION
• CONTRACTOR IS RESPONSIBLE FOR CONTACTING "MISS UTILITY" AT
1.800.552.7001 FOR LOCATION OF ALL UTILITY LINES.TREES SHALL BE
LOCATED A MINIMUM OF 5 FEET FROM SEWERANATER CONNECTIONS.
NOTIFY LANDSCAPE ARCHITECT OF CONFLICTS.
• VERIFY ALL PLANT MATERIAL QUANTITIES ON THE PLAN PRIOR TO
BIDDING, PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL
BE VERIFIED PRIOR TO BIDDING.
• PROVIDE PLANT MATERIALS OF QUANTITY, SIZE, GENUS, SPECIES, AND
VARIETY INDICATED ON PLANS. ALL PLANT MATERIALS AND
INSTALLATION SHALL COMPLY WITH RECOMMENDATIONS AND
REQUIREMENTS OF ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY
STOCK". IF SPECIFIED PLANT MATERIAL IS NOT OBTAINABLE, SUBMIT
PROOF OF NON AVAILABILITY TO THE LANDSCAPE ARCHITECT,
TOGETHER WITH PROPOSAL FOR USE OF EQUIVALENT MATERIAL.
• PROVIDE AND INSTALL ALL PLANTS AS IN ACCORDANCE WITH DETAILS
AND CONTRACT SPECIFICATIONS.
• SOIL TESTS SHALL BE PERFORMED TO DETERMINE SOIL CHARACTER
AND QUALITY. NECESSARY SOIL AMENDMENTS SHALL BE PERFORMED
PER TEST RESULTS TO ENSURE PLANT HEALTH.
CONSTRUCTION/INSTALLATION
• LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS
AND MATERIALS THAT ARE IN AN UNHEALTHY OR UNSIGHTLY
CONDITION, AS WELL AS PLANTS AND MATERIALS THAT DO NOT
CONFORM TO ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY STOCK"
• LABEL AT LEAST ONE TREE AND ONE SHRUB OF EACH VARIETY AND
CALIPER WITH A SECURELY ATTACHED, WATERPROOF TAG BEARING
THE DESIGNATION OF BOTANICAL AND COMMON NAME.
• INSTALL LANDSCAPE PLANTINGS AT ENTRANCES/EXITS AND PARKING
AREAS ACCORDING TO PLANS SO THAT MATERIALS WILL NOT
INTERFERE WITH SIGHT DISTANCES.
• CONTRACTOR IS RESPONSIBLE FOR WATERING ALL PLANT MATERIAL
DURING INSTALLATION AND UNTIL FINAL INSPECTION AND ACCEPTANCE
BY OWNER. CONTRACTOR SHALL NOTIFY OWNER OF CONDITIONS
WHICH AFFECTS THE GUARANTEE.
• UPON COMPLETION OF LANDSCAPE INSTALLATION, THE LANDSCAPE
CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR WHO WILL
VERIFY COMPLETENESS, INCLUDING THE REPLACEMENT OF ALL DEAD
PLANT MATERIAL. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A
FINAL INSPECTION BY THE LANDSCAPE ARCHITECT.
• ALL EXTERIOR PLANT MATERIALS SHALL BE GUARANTEED FOR ONE
FULL YEAR AFTER DATE OF FINAL INSPECTION AGAINST DEFECTS
INCLUDING DEATH AND UNSATISFACTORY GROWTH. DEFECTS
RESULTING FROM NEGLECT BY THE OWNER, ABUSE OR DAMAGE BY
OTHERS, OR UNUSUAL PHENOMENA OR INCIDENTS WHICH ARE BEYOND
THE CONTRACTORS CONTROL ARE NOT THE RESPONSIBILITY OF THE
CONTRACTOR.
• PLANT MATERIAL QUANTITIES AND SIZES WILL BE INSPECTED FOR
COMPLIANCE WITH APPROVED PLANS BY A SITE PLAN REVIEW AGENT
OF THE PLANNING DEPARTMENT PRIOR TO THE RELEASE OF THE
CERTIFICATE OF OCCUPANCY.
• REMOVE ALL GUY WIRES AND STAKES 12 MONTHS AFTER INSTALLATION.
(W. III
Wo. 14
01/18/21
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DATE
111812021
DRAWN BY
M. RACHNER
DESIGNED BY
M. RACHNER
CHECKED BY
F. HANCOCK
SCALE
N/A
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JOB NO.
47036
SHEET NO.
L2.0