HomeMy WebLinkAboutSUB202100084 Plan - Revision 2021-11-12OLD TRAIL VILLAGE -BLOCK 7C
SITE DATA:
TAX MAP PARCEL: 055EO-01-7B-00000
MARCH MOUNTAIN PROPERTIES LLC
DB 4954 PG 18C
ADJACENT PARCEL INFORMATION: 055EO-01-7A-02600
SOUTHERN PROPERTY LLC
DB 5071 PG 231
055EO-01-35-000D1
MARCH MOUNTAIN PROPERTIES LLC
DB 5024 PG 441
055EO-01-00-000AO
MARCH MOUNTAIN PROPERTIES LLC
055EO-01-3A-00100
MARCH MOUNTAIN PROPERTIES LLC
0585EO-01-00-000H 0
COUNTY OF ALBEMARLE
PARCEL AREA: 3.05 ACRES
LIMITS OF DISTURBANCE: 2.73 ACRES
ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) IN ACCORDANCE WITH ZMA2015-00001
OVERLAY DISTRICT: MANAGED STEEP SLOPES
MAGISTERIAL DISTRICT: WHITE HALL
SOURCE OF BOUNDARY AND TOPOGRAPHY: TIMMONS GROUP
28 IMPERIAL DRIVE
STAUNTON, VA 24401
TELEPHONE: 540-885-0920
CONTACT:JOE MEDLEY
JOE.MEDLEY@TIMMONS.COM
SURVEY CONDUCTED: 2021
DATUM: HORIZONTAL: NAD83 (NA2011) VIRGINIA STATE GRID SOUTH
VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS
REQUIRED BUILDING SETBACKS (BLOCK 7
FRONT: 0 FT MINIMUM/25 FT MAXIMUM
SIDE: 0 FT MINIMUM
REAR: 0 FT MINIMUM
MAXIMUM BUILDING HEIGHT: SINGLE FAMILY ATTACHED- 4.0 STORIES OR 60 FT
SINGLE FAMILY DETACHED- 2.5 STORIES OR 42 FT
EXISTING USE: VACANT RESIDENTIAL LAND
PROPOSED USE: RESIDENTIAL DEVELOPMENT FOR TOWNHOUSE UNITS
GROSS RESIDENTIAL DENSITY: 30 UNITS/3.05 ACRES = 9.83 DU/AC
PROPOSED OPEN SPACE: 8.73%
MAXIMUM IMPERVIOUS COVER: 1.78 ACRES
WETLAND IMPACTS:
NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT
UTILITIES:
ACSA PUBLIC WATER AND SEWER
PARKING REQUIRED:
2 SPACES PER SINGLE FAMILY ATTACHED (30 UNITS)
1.25 SPACES PER ACCESSORY (4 UNITS)
1 GUEST SPACE PER 4 SINGLE FAMILY ATTACHED (30 UNITS)
73 PARKING SPACES REQUIRED
TOTAL PARKING PROVIDED:
2 GARAGE SPACES PER SINGLE FAMILY ATTACHED (30 UNITS)
2 DRIVEWAY SPACES PER SINGLE FAMILY ATTACHED (27 UNITS)
114 PARKING SPACES PROVIDED
SPECIAL FLOOD HAZARD AREA INFORMATION:
SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
YES [ I NO [ X I
SIDE:
1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE.
2. THE SITE IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT.
3. THE SITE IS LOCATED WITHIN THE SOUTH FORK RIVANNA RESERVOIR WATERSHED OF A PUBLIC WATER SUPPLY RESERVOIR.
4. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY.
ROAD &UTILITY PLAN
COUNTY OF ALBEMARLE, VIRGINIA
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FOREST GLEN EMERALD FOREST
VICINITY MAP
111=10001
DEVELOPER:
MARCH MOUNTAIN PROPERTIES LLC
1005 HEATHERCROFT CIRCLE SUITE 100
CROZET, VA 22932
CONTACT: DAVE BROCKMAN
TELEPHONE: (702) 985-9088
EMAIL: DAVE@OLDTRAILVILLAGE.COM
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200
CHARLOTTESVILLE, VA 22903
CONTACT: CLINT SHIFFLETT, P.E.
TELEPHONE: (434) 327-1690
EMAIL: CLINT. SHIFFLETT@TIMMONS.COM
Sheet List Table
Sheet Number
Sheet Title
CO.0
COVER
C1.0
NOTES & DETAILS
C1.1
NOTES & DETAILS
C.1.2
NOTES & DETAILS
C1.3
NOTES & DETAILS
C2.0
EXISTING CONDITIONS & DEMOLTION
C4.0
LAYOUT PLAN
C4.1
LOT AND EASEMENT PLAN
C5.0
UTILITY PLAN
C6.0
GRADING & DRAINAGE PLAN
C6.1
STORM INLET DRAINAGE MAP
C7.0
STORM PROFILES
C7.1
UTILITY PROFILES
C8.0
ROAD PROFILES
C9.1
STORMWATER CALCULATIONS
L1.0
LANDSCAPE PLAN
L2.0
LANDSCAPE DETAILS
NUMBER OF SHEETS = 17
SIGNATURE PANEL:
DEPARTMENT OF COMMUNITY DEVELOPMENT:
PLANNING & ZONING
ENGINEERING
INSPECTIONS
ARCHITECTURAL REVIEW BOARD
DEPARTMENT OF FIRE AND RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARTMENT OF TRANSPORTATION
HEALTH DEPARTMENT
APPROVAL
DATE
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GENERALNOTES
LEGEND
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).
SEPTEMBER 14, 2021
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 SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
13.
THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF
29.
ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM
THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03.
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
30.
THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
14.
THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER
31.
HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS
32.
ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT
INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
THE END OF THE DAY
15.
ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
33.
VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
16.
PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION
34.
ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED
DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT
BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES.
REVISION OF THE ACSA RULES AND REGULATIONS.
17.
A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO
ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED.
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 Coun only reviews private road as -built plans. The coup does not review or
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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
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measurements. Show the as -built centerline over the designcenterline. Distinguish between the design gu
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
within the right-of-way or easement. An portions outside the right-of-way or easement must be
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corrected b plat or construction.
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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
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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.
c. 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.
Albemarle County
Public Road Acceptance Procedure
The processing, inspection and acceptance of public roads is administered solely by VDOT. The
County is not involved in this process until the road is ready for acceptance.
County bond releases (or partial releases) will be considered on public roads for all portions approved
by VDOT. The following items are required to be submitted for bond releases to be considered:
1. Bond Inspection Request and fee
A form and fee are required for each bond, such as for a project with multiple phases and bonds.
2. As -built plan approved by VDOT, and copies of all recorded drainage easements, sight easements,
and right-of-way plats. Plats should be copies of the actual recorded documents from the Clerk's
office.
An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. VDOT does not
always follow this paperwork or policy, but for bond releases, especially where VDOT has not yet accepted the
road, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of-
way and easements.
3. Written documentation of acceptance from VDOT for the entire roadway or for completed items.
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Formally, this is sent directly to the county on an AM-4.3 from VDOT, when VDOT requests that the Board of
Supervisors pass a resolution of acceptance. After the resolution of acceptance is sent to VDOT, it is usually about
six weeks before actual acceptance takes place, and VDOT issues a formal memo to the county with the road
additions and new route numbers. This final notification is needed for bond release. For partial bond releases prior
to this some comes ondence from VDOT for items inspected and approved is necessary. This is usually in the form
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of letters approving compaction reports, CBR's, pavement cores, pipe video, or other items where partial release is
sought. A final punchlist inspection report from VDOT can be used for a partial bond release, but only if
outstanding items are not too broad. If the punchlist is not official, and only a courtesy review, it carries much less
weight. In any case, if there are problems meeting the eligibility or occupancy minimums, and it is not known how
long improvements may sit, or need replacement, partial releases may not be possible.
4. Signed and sealed letter from a professional engineer listing 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 me certified in detail, and county staff will not
be in the position of discovering discrepancies and deficiencies in the field.
5. Certificate of Completion
This form must be received for release of a bond. It is available on the county website. In the case of reductions, a
letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must
be signed by the owner. This form says all subdivision improvements have been completed. It also says that all
construction conforms to approved plans and any discrepancies have been approved by the County. This means the
as -built plans have been approved by VDOT, and they have agreed to any discrepancies, which should be
documented in acceptance correspondence or punchhsts.
1 Nov 2011
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.
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.
Albemarle County Engineering
Final Plan General Notes
Page I of 4
ALBEMARLE COUNTY
FINAL PLAN GENERAL NOTES
General Construction Notes
1. Prior to any construction within any existing public right-of-way, including connection to
any existing road, a permit shall be obtained from the Virginia Department of
Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of
the permit. Where any discrepancies occur the requirements of the permit shall govern.
2. All materials and construction methods shall conform to current specifications and
standards of VDOT unless otherwise noted.
3. Erosion and siltation control measures shall be provided in accordance with the approved
erosion control plan and shall be installed prior to any clearing, grading or other
construction.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable,
lesser slopes of 3:1 or better are to be achieved.
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the
County Engineer, or designee, it is deemed necessary in order to stabilize a drainage
channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class II1.
9. All excavation for underground pipe installation must comply with OSHA Standards for
the Construction Industry (29 CFR Part 1926).
NOTES:
1. SPLASH BLOCK SHALL BE CONCRETE,
PLASTIC, OR SIMILAR MATERIAL.
2. SPLASH BLOCK SHOULD BE SLOPED
AWAY FROM DISCHARGE POINT.
3. SPLASH BLOCK SHOULD DISCHARGE
SHEET FLOW INTO A VEGETATED
OR STABILIZED FLOW PATH DIRECTLY
DOWNSTREAM.
SPLASH BLOCK,
STABILIZED FLOW PA
DOWNSPOUT & SPLASH BLOCK DETAIL
No Scale
Albemarle County
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 eotech or VDOT certified inspector. This should include at a minimum
g Pce ,
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
f. 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 and plats: Provide drawings of the constructed improvements according to the
Albemarle CountyAs-built Road Plan Policy. Provide copies of all recorded drainage easements
Y P g
easements sight right-of-way Plats should be copies of the actual recorded documents
g and plats.
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 must be received for release of a bond. It is available on the county website. In the case of
reductions, a letter listing the outstanding items that need to be completed before signing the certification is
acceptable. It must be signed by the owner. This form says all subdivision improvements have been
completed. It also says that all construction conforms to approved plans and any discrepancies have been
approved by the County.
STD. GUTTER
WITH BOOT
COUNTY OF ALBEMARLE
STMMD� Department of Community Development
Construction Record Drawings (As -built) for VSMP
The followingis a list of information required on construction record drawings for
� g
stonnwater facilities reference Water Protection Ordinance 17-422 . It is preferable erable that the
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construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
A. A signed and dated professional seal of the preparing engineer or surveyor.
B. The name and address of the firm and individual preparing the drawings on the title sheet.
C. The constructed location of all items associated with each facility, and the inspection records to verify
proper dimensions, materials and installation. The items include, but are not limited to the following:
1. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
2. Video Pipe Inspection for any pipes which are not accessible or viewable.
3. Updated Location with geo-coordinates of all facilities.
4. Verified Drainage Area maps for the drainage area treated and for drainage to the facilities.
g P g g
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.
11211111111911010
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DRAWN BY
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DESIGNED BY
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CHECKED BY
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JOB NO.
47652
SHEET NO.
C1.0
1 Nov 2011
L
SIGNAGE NOTES:
a
■
■
1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH
THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY
REVISION THERE TO:
A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES.
C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE
SPECIFICATIONS.
D. THE 2000 INTERNATIONAL FIRE CODE.
2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE
FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER
CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN
NOTE 1 ABOVE.
3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND
INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND
INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR.
SOLID WHITE LINE 24"
S T 0 P (TYP.)
12
STD. (VARIES)
R1-1
NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL
HIGH INTENSITY SHEETING NO SCALE
SOLID WHITE LINE
6'
2 I 2
(TYP.) (TYP.)
STRIPING AND SIGNAGE DETAIL
NON -SLIP BROOM FINISH
VARIABLE WIDTH'
MAX. CROSS SLOPE 2% 1
A. A I
" 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
\/\,%i�\/i�\%\\\%\\\/\�%i�\/ \\ f� 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
VARIABLE WIDTH' (PLACED IN ONE LIFTS)
NON -SLIP BROOM FINISH MAX. CROSS SLOPE 2%
8" TYPE 21 B AGGREGATE BASE COURSE
r
DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
4" 3,000 PSI AIR -ENTRAINED
CONCRETE
COMPACTED SUBGRADE 4" TYPE 21 B STONE
LIGHT DUTY ASPHALT PAVEMENT SECTION
NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN No Scale
ACCORDANCE WITH VDOT STANDARDS.
m' R= X
1 CONTROL JOINT SPACED
AT WIDTH OF WALK (MAXIMUM)
CONCRETE SIDEWALK PAVEMENT SECTION C
.. i .. ..e .�1' MITE-�.: �.:,'�. i'��, •j° ,
JX�; . a ,. :.. •: EXPANSION JOINT AT MAX
No Scale OF 30', WITH PREMOLDED
EXPANSION FILLER
EXISTING PAVEMENT PROPOSED PAVEMENT
2
a SAWCUT THROUGH rL MATCH EX. CROSS
NOTE: PROPOSED J FJ(, SURFACE W
PAVEMENT MUST TIE U SLOPE UNLESS OTHERWISE
IN WITH EXISTING COURSE x
LU & REMOVE W SPECIFIED ON PLANS
PAVEMENT PAVEMENT
2' MIN. PROPOSED
SURFACE
2"+ COURSE
EXISTING
PAVEMENT
MILL EX. SURFACE COURSE BASE COURSE
SAWCUT EX. EDGE OF PAVEMENT AGGR. COURSE
PAVEMENT REPLACEMENT JOINT DETAIL
No Scale
NORMAL
CONIC WALK
.. .. .�. , y ..
A'.0' . . . ° ..
� COMPACTED SUBGRADE
CONCRETE SIDEWALK JOINT DETAIL
No Scale
PM
4" 21-B STONE
CONIC CURB AND GUTTER CLASS 3A,
(Pc=3,000 PSI) CONCRETE
CG-9B
d
1NA'
CENTRMICE
WIDTH OF
\
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13
LIMITS OF PED.
LIMITS OF PED.
ACCESS ROUTE ®
p
NON -TRAVERSABLE -'
ACCESS ROUTE
/
n n a
WIDTH OF ENTRANCE
UNPAVED SPACE
UNPAVED SPACE
COMPACTED
n
�,,
a. .
EXISTING OR PROPOSED
EXPANSION JOINT
SUBGRADE
b'
SIDEWALK OR SIDEWALK SPACE
o
a
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ENTRANCE
d a '
F
\/
aA d
dd
2 0
V
XE : Z
EXPANSION JOINT
LIMITS OF PED.
CCESS ROUTE ®
o
NON -TRAVERSABLE =
LIMITS OF PED.
ACCESS ROUTE
r
502
E� �E w 4" MIN.
Mil w vTi
U 1
�. CURB INCLUDED IN PEDESTRIAN ACCESS ROUTE DETAIL WITH &
9 ENTRANCE GUTTER rc
WITHOUT UNPAVED SPACE
w 6" 6112 _D
Q w ADDITIONS RIGHT-OF-WAY 5 REG�UIRED IF THE LIMITS 2 -0"
J OF PEDESTRIPN ACCESS ROUTE HK7 EXTEND BEYOND I.-' 0
I/' FLOW LINE i EXISTING OR PROPOSED VDOT R T-OF WAY. VDOT STANDARD CG-6 CURB & GUTTER
EXPANSION JOINT ENTRANCE WDTH • ' - NO Scale
DESIRABLE MINIMUM 16' • b:
ABSOLUTE MINIMUM IT ® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT oo ooeo, e,
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A . 0.o4oe a Face of Curb Invert Line
FACILITY THAT CAN BE APPROACHED. ENTERED AND
EDGE OF PAVEMENT USED BY PEDESTRIANS. IF ACCESS ROUTE IS ADJACENT
TO BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'.
SECTION F-F HALF PLAN CIF PEDESTRIAN ACCESS ROUTES f#1 ARE BEING 2'-0" [:6:
21c
11
IS REOU REED MWITH INIMUM MAX. 2Z CROSS SLOPE.
WIDTH
4' TRERSLE R-/�A t✓I -�
e. 117
WHEN USED IN CONJUNCTION WITH STANDARD • ' D. - D. - D. - D. - D.
PARABOLIC CG-3 OR CG-7, THE CURB FACE ON THIS �' �• • D' " A ' A A -
UZJ SIDE_ W,Y� CURVE STANDARD IS TO RE ADJUSTED TO MATCH THE oo oo,o o.o -
SN'A(%L I SPACE MOUNTABLE CURB CONFIGURATgN. oo`Z o: o
® ® ®----------- xX SECTION E-E q�r/�pOply�IyorO°q'a.•ro rAC!iiaw, SOPS,
N
x X y) /rx•A61 )5 m0/MOInM.
N. 'D• N' '. e.e o•_ C'0X TO 10X CHANGE ;�_3•• M 1OeddM mvm A
49-bop e:Ze PeH b4 b4 CLASS A3 (H.E.S.) CONC. 2"
=e4'�o44o. e.e
6" AGGR. BASE TYPE I SIZE 21B-
5'-0"
12% MAX. SLOPE 5'-0" ® POINT OF GRADE CHANGE t.'�• p,
)R CURB AND GUTTER ONLY yl .� -e : p FIGURE 5-CURB AND GUTTER DETAILS"
FOR SIDEWALK CURB AND GUTTER x x 12 % MAXIMUM INCREASE IN SLOPE AT MINIMUM 10- INTERVALS oo be . o . qoo The following notes apply to CG-6, CG-7 and Rolltop curb:
BUILT CONCURRENTLY
SECTION L C x x x 8 %% MAXIMUM DECREMUM ASE FOR E IN SLOUCCE PE R FIRST 106ILIM N°ENTERVARVAL D e.ee a 1. Curb and gutter may be precast of Class A4 hydraulic cement concrete or cast in
SECTION D-D place using Class A3 hydraulic cement concrete.
STANDARD ENTRANCE GUTTER XVIDoT
ROAD AND BRIDGE STANDARDS 2. When used with stabilized, open -graded drainage layers, the bottom of the curb
REVISION DATE 1 SHEET 1 OF 1 and gutter shall be constructed parallel to the slope of the sub -base courses and
VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 to the depth of the pavement but not less than the thickness shown.
1
711
- CONTINUE 21 B STONE
BASE FROM ADJACENT
PAVEMENT SECTION
UNDER CURB
11
m
NOTES
THIS
WI MANHOLE AND MET INVERTS N ATURES SN,E WITH
TN6 LASS OR IS ER APPLY TO O THOSE STRUCTURES INVERT
OF SPECIFIED
ON PLANS OR WHERE INVERT OF PIPE IS ABOVE AVERT Qi
STRUCTURE.
I1:
-SUIPE TO DRAW To INVERT
OF OUTLET PPE
SECTION A -A
METHOD OF TREATMENT IN DROP INLETS
SLOPE TO DRAIN
TO Man" OF
OUTLET PPE
ADANCEIT TRAVEL LANE MPHALT PAVEMENT WIDENING
X EDGE OF EXISING PAVEMENT
AS DETERMINED IN FELD)
TACK COAT THE PROPOSED
CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ABPHALT LAYERS
----_--- EXISTING SUBBASE PROPOSED SIRBASE
------ COMPACTED SUBGRADE
CONSTRUCTION JOINT DETAIL
® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT MOONING LAYERS
® PROPOSED MNMUM IV, NCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
s MINIMUM 12 INCHES. OR GREATER AS NECESSARY TO ABUT TIE FULL THICKNESS OF EXISTING ASPHALT LAYERS
AS DETERMINED BY CORES ISEE NOTE 3)
NOTES)
1. ASPHALT PAVEMENT WIDENNG SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES NU BE APPROVED BY THE ENGBEEN.
I. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT.
SUBSURFACE MANAGE OF THE EXISTING NO PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN,
3. A MINIMUM OF THREE CORES WALL BE TMEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING
PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APMT.
{. THE ADJACENT TRAVEL LACE SHALL BE MLLED A MINIMUM DEPTH OF 1 Vt PITH INCHES AND READED WITH AN ASPHALT SURFACE COURSE TO MATCH E
PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY LIRE ENGINEER.
5. THE ENGINEER MAY REWIRE THE LIMING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE
AND EFFECTVE SURFACE DIWNAGE.
G. EXISTING PAVEMENT MMKINGS AND MAKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
7. FINAL
TRANSVERSE PAVEMENT TEAK SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
AT TEHN LOCATIONS SHAL BE TESTED LEND A 1D FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(N OF WE
DETAILS OF NSHARING ING A5 SHOWN HEWON IMF FOR EXAMPLE I I
PUP09ES ONLY. EACH MANHOLE OR CROP IN S TO BE SHRED C
MIVWAILY T° BEST FIT THE PARTICULAR LLET ML OUTLET THr
CONITGURATION AND FLOW LINES.
SECTION B-B
SPESPECIFICATIONS.
PLAN!
METHOD OF TREATMENT IN MANHOLES
-%VOOT
ROAD AND BRIDGE STANDARDSSTANDARD
METHOD OF SHAPING
MANHOLE & INLET INVERTS
VIRGINIA CEPMT.EM OF TRNSPCBTATDN
SD" GATDN
REND
C/�T
ASPHALT PAVEMENT WIDENING
FOR WIDENING SUBJECT TO TRAFFIC
VIRGINIA DEPARTMENT OF TRANSPORTATION
SIGN AND POST DETAIL
SHEET 1 of 1
REVISION DATE
302
ROD ANO BRIocESTANOARDs
SHEET 1 of 1
REVISION DATE
No Scale
IOfi.OS
2018 ROAD &BRIDGE STANDARDS
FENNEL ROAD CROSS SECTION
VDOT FLEXIBLE PAVEMENT DESIGN (NEW SUBDIVISION STREETS)
COUNTY
ALBEMARLE
SUBDIVISION
OLD TRAIL VILLAGE BLOCK 7C
STREET NAME
FENNEL & ORION EXT.
DESIGN ENGINEER
TIMMONSGROUP- 1LF
1.5" SM-9.5A
CERTIFYING ENGINEER
N/A
ROLL-TOP CIL ROLL-TOP
2'
1 f (PAVEMENT WIDTH) / �{ [3 0, I \ I 3 0 2% 2% --�
77COMPACTED SUBGRADE
`2" BM25.0
6" 21 A
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
FENNEL ROAD CROSS SECTION (PRIVATE RIGHT -OF -WA
No Scale
ORION EXT. CROSS SECTION
CG-6 C%L
CG 6
26'
2.51 (PAVEMENT WIDTH)
, 2% 1 2% y [25 I-
1 COMPACTED SUBGRADE I
5' 6' I`
SIDEWALK (PLANTING STRIP)
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
ORION EXTENDED CROSS SECTION (PUBLIC RIGHT -OF -WA
No Scale
SIDEWALK (WHERE REQUIRED) VDOT STD. CURB - -
CONSTRUCTED ADJACENT TO w I I euFDROP INLET (DI-3)
AMID PT cu rtM Hun Trip
L
1.6'S
'-- 2" BM25.0
6" 21 A 6
PLANTING STRIP
5'
SIDEWALK
3'
VDOT STD. ROLL-TOP CURB SECTION A -�
I H
PLAN SECTION A -A
NO SCALE NO SCALE
ROLL-TOP CURB TRANSITION TO STANDARD CURB DROP INLET
No Scale
W Slope break for
drainage, if req'd.
LL R- 2 Feet @
U
a � Back of Curb o
C itf
N zz If
LL i i f
dill: :
€iitI icons
i
: wtri
Ll
Meirline Edge of Poveinent
Driveway Entrance Warp Transition Roll top curb
Port Plan of Entroncaa Tronaition
FIGURE 7 - ROLL TOP CURB ENTRANCE DETAIL
Rod.. Return
Wap cwD profile to match
drive Way entrance awon Qrode
_ . { leaf a..H fide of apron
01 imam II
Driveway Entranea /Won for Rolllop Carp ,
Part Section A
FIGURE 8 - ROLLTOP CURB ENTRANCE DETAIL SECTION
SPECIFICATION
REFERENCE
315
STEP 1: DETERMINE DESIGN AADT
DESIGN AADT FOR
STREET SEGMENT 284 NOTE: IF AADT:5 50, USE MINIMUM DR VALUE OF 6.4
STEP 2: DETERMINE DESIGN VALUES CBR, RF, & SSV
SAMPLE NO. CBRT (SOAKED) CBRD RF (APPENDIX 1) SSV (CBRD*RF)
1 4
2
3
4
5
AVG. CBRT
4.0
1 2.7
1 1.0
1 2.7
NOTE: TESTING REQUIREMENTS &RESULTS PROVIDED BY F&R
STEP 3: PAVEMENT DESIGN
THICKNESS INDEX REQUIRED FOR
Q
STREET SEGMENT (APPENDIX II)
DR
11.0
DR = 3.48Ln (AADT) - 1.48Ln (SSV) -7.23
DR MIN
6.4
DESCRIPTION OF AS -BUILT PAVEMENT SECTION
MATERIAL NOTATION
THICKNESS, (h)
a
(a x IT
SURFACE
SM9.5
1 1.5
1.67
2.5
BASE
BM25.0
1 3
1.67
5.0
SUBBASE
21A
1 6
0.6
3.6
DP MUST EQUAL OR EXCEED DR VALUE
OP
11.1
/
PAVEMENT SECTION IS ADEQUATE
11.>
D 0
_
TRIP GENERATION
LAND USE: SINGLE FAMILY
ITE CODE: 210
AMOUNT: 30 UNITS
UNITS: PER DWELLING UNIT
WEEKDAY
ADT
AM PEAK HOUR
PM PEAK HOUR
284
IN
8
OUT TOTAL
1 23 31
IN
20
OUT
11
TOTAL
1 31
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0412612021
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DRAWN BY
J. FOX
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•
DESIGNED BY
•
J. FOX
•
CHECKED BY
:
C. SHIFFLE7T
•
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COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
V
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE UD FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TDTD13
4" DIAMETER BRANCH
AND VALVE -
BOX
PLUG
VARIES
WATER MAINS \--RESTRAINED JOINT FITTINGS
ON-LINE
(TYPE „B")
THREADED COUPLING
PVC SLEEVE , BRASS NIPPLE AND PVC
o CAP
I LUBRICATE ALL THREADS
THRUST BLOCK Ea
METER BOX (SEE FIG. W-7)
VALVE OX
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 SIZE PLUG
DEAD END
(TYPE "A")
TYPICAL BLOW -OFF ASSEMBLY
NTS
FIG. W-B
D)-19
NISHED GRADE
AIR RELEASE VALVE
BRASS OR BRONZE PIPE BRONZE GATE
POSSIBLERADE
IFR
IH
SOLID CEMENT BLOCKS -
�v
USHED 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 WATFjRLINES 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)
TUTS
FIG. W-9
TD-20
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
THE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
6' MIN IYI2'TD 1d
(2701
fjpj1B.
7 CU. FL ALVE BO
#68 STONE
42"MIN 6" GATE
o °• ", .I VALVE
xr
TEE
9
2500 P.S.I. CONCRETE
BASE AND THRUST
BLOCK AGAINST \\vll
UNDISTURBED STABLE
SOIL. STEEL PILE
WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
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
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
M HIGHWAY DEPARTMENT APPROVAL
FINISHED GRADE ---�
I
1 � M.J. GATE VALVE
WATERrA
LINE
6
0
2500 P.S.I.CONCRETEA 2x 2' BEARING AREA.
THRUST BLOCK
n
NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (8) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
M-9
1' COMPRESSON x 3/4' MALE PIPE COUPLING
OR APPROVED EOUAL
0
•Ir
NOTE:
NO SMEATED BTTNGS
DUAL SERVICE
SINGLE SERVICE
NO E
1) SADDLES 91ALL BE USED ON PVC PIPE
FOR USE ON ATTACHED SNGLE FAMILY
RESDENTAL SIERMCES OR DUAL RESIDENTAL
AND IRRIGATION SFRVCES
�7
R
-IMPRESSION A 3/4' MARE PIPE COIPUNG
PPROVED EQUAL
-OR USE ON DETACHED SINGLE FAMILY
RESOENTIAL SOMCE M OE AN IRRIGATION
METER IS NOT PROVIDED.
IRO! UD
_FINISHED GRADE
1/8 BEND CO DUNG-\ ps-
METER
�.I.A.
BIRM AS
�:: •C'•4<y :ye`�r
•.•AA:!A �' Iv:Y`^.^y+: r. NECESSMY
NE
5..v yi.:::a...
SAND OR DUST UNDER
BOX AND SETTER (2-,NCH
:`"=`:?r.N'•a. a 0r3 YDOT SPEC. 203, N0. 67
''{s.,' 4uYr -' .�T' AGGREGATE
MINIMUM TiICNNE55)
-.
.`.^.,iaT.:,l�h .: ..•a"...a
TYPICAL SERVICE
LATERAL INSTALLATION
(5/8"
& 1" METERS)
NTS
FIG. W-6A
TD-10
- ruK cq"uU a BE DMALLLK
USE STRAP ON BEND WITH
ANCHOR BOLT ON CENTER LINE
OF BEND.
- FOR BENDS 10" THROUGH 12"
USE 2 STRAPS ON BENDS
ADJACENT TO BELLS.
- FOR 18" BEND USE 3 STRAPS
AS SHOWN.
ELEVATION
PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT,
BEND
SIZE
A
B
C
D
E
F
4" - IV
1'-9
2'-3
2'-6'
V-2
r-cr
1 Ile
Y
7-
X-0
2' -6'
1'-6
X-11
1 1 4"
71 1/4'
ur
7-
X-9
2'-6'
2'-0
S-0
2"
14"
3'-
4'-3'
T-O'
2'-3"
S-B'
2"
te'
3'-B
V-6'
N-T
S-0"
4'-B'
2 1/2"
4' 6B
7-e
3'-0
2'-6'
T'-e
V-e"
1 I V
e"
3'-
4'-3'
7-e'
7-8"
3'-3"
2"
t/2'
16'
s-3•
5'-6
3'-0
2'-9
X-11
2'
1S'
S-W
6'-3
S-0
T-B"
4'-3
2'
16"
V-0
7-8
3'-3'
9'-0"
5'-5
2 7/T
•4 -
s-O"
V-0
S-D'
Y_3"
V-3'
2 1 4
9"
S-B
W-B
S-O'
3'-8'
Y-9'
2 1 4'
45'
10"
4'-
7'-e
3'-0'
4'
5'-
2 1 4
12'
Y-3
9'-
J'-3'
18'
e'-
11'-
s-9"
e'-0
i-3'
2 1
B
WILT" = UIM. r
CKNESS 0
FILLET WELD
STRAP = 1/4"
ST U
1 4" THICK
ATE WASHEF
3" THREAD,
iv
1 NOMINAL INSIDE
3 4" ANCHOR
DIAMETER EXTRA
BOLTS
STRONG STEEL PIPE
BARS ®12"
IPE B
Oy CENTER FO
12' BENDS &
CONCRETE
CLASS "B"
LARGER C
CHART FOR UPPER SEC11ON
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 View
rG(i42" Minimum
xnri
teel 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
ASTM A38 AND HEX NUT
ASTM A588 (TYP)
UNDISTURBED EARTH UNDISTURBED
2 - 3/4" CIA SOIL (TYP)
ALL -THREAD ROD
a, "•A. WATER MAIN
® 2E
�3
VALUE -r - •�
ssa .
24" MIN
UNDISTURBED EARTH PLAN
CLASS A-3 CONCRETE
MEGA -LUG
MIN �;! .+•
16" a
MIN
18" ELEVATION
UNDISTURBED
" TRENCH 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
NTS
Fig. W-30
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT DF WAY.
VARIES
10'
1 5' 1 1 ._. 1 1 5'. 1 F
WATER SEWER
3 O
LOCATION OF EITHER UTILITIES
(GAS, ELECTRIC, TELEPHONE, CABLE, ETC.)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER & SEWER 30' MINIMUM
III SEE PART 3, PARAGRAPH D) 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
T71-t
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
IL BACKFILL 41
MIN MIN. #68 STONE
'ILL AS
BY ACSA
STABLE SOIL OR ROCK,
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2.140 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.
4.140 ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5.8ELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
TUTS
FIG. W-2
Y,itel
SECTION 1-1
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
VOL
TEE AND PLUGS
VOL
SIZE
OF
(FEET)
W.M.
FEE
CU.YD.
BEND
L
I H
I T I
L
I H
I T
90
2.50
2.50
3.01
0.24
4" & 8•
45
200
2.25
280
0.15
200
225
2.50
0.15
221/2
1.50
200
2.52
0.10
111/4
1.50
ZOO
2.50
0.10
90
3.60
3.16
3.21
0.48
46
266
280
2.77
0.28
8"
221/2
1.66
2.15
289
0.13
3.18
2.91
266
0.32
111/4
1.66
2.16
2.67
0.13
90
4.83
3.83
3.42
0.83
10" de 12"
'�`
3.33
3.58
295
0.43
3.83
4,00
283
Q52
221/2
2.33
2.58
2.86
0.24
11 1/4
1 1.83
1 2.33
1 2.84
1 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 dL SIZE OF
ALL THRUST BLOCKS.
CONCRETE THRUST BLOCKS
NTS
FIG. W-3
TD-3
CLINT W. '!i:
S FFLET a�
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Unn DATE
>
0412612021
O
DRAWN BY
J. FOX
• DESIGNED BY
• J. FOX
• CHECKED BY
• C. SHIFFLE7T
SCALE
N.A.
•
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JOB NO.
47652
SHEET NO.
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ISO FIRE FLOW CALCULATIONS FOR; Date Of Report
Hydrant Flow
OLD TRAIL VILLAGE BLOCK 7C Service Auth6rity ,�� 7�1/zozi
��;1•TH p ///
��:�,
•.>rcd -
Test Report
SEWER SERVICE LATERAL CONNECTION NOTES:
$���
TYPE OF CONSTRUCTION: CLASS 1-WOOD FRAME '' �'° ""' "`''" Inaal sn e;
1 AND NOINVERTELEVATION FOR THE SERVICE LATERAL SHOLE
INDICATED THE TOP (CROWN) ELEVATION OF THE SERVICE
lbi
A.
CONSTRUCTION COEFFICIENT: F=1.5
Location ORLON LN J Pressure Zone CRDZET SERVICE AREA
,
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
NOTE, MIN, RE DIAMETER MANHULE
REQUIRED.
~
0 L I N T W.
BUILDING SIZE: Single Level 4,550 sf 9F- l�
Date'ared lr Teat,
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
TO THE MANHOLE.
IYI. nrP
V $ F F L E T a •
m'[s"Of [ 7/1�20219:04:D0 AM
EFFECTIVEAREA 4,550 sf a = __-
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
(TIRO DROP MANHOLE PVC CROSS 6
Z
-
4w • •
Lit. N 543de 4' •
Minutes of Flow _ L 2
-
BE CONNECTED USING A PIPE SADDLE.
,RY4
oa USE APPROVED FLEXIBLE RUBBER 5t'
• BOOT,
1
7Sw
CONSTRUCTION FACTOR: C NSTRUCTIO C= 1,821
CONSTRUCTION COEFFICIENT: F=1.5 Pipe SIZeInn]� 12
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2R Q
PER FOOT)
02
'
II/ II/ 21
(1/4"
3000 PSI CONC. BASESlo'4.
TYPE OF OCCUPANCY: C-2- LIMITED COMBUSTIBLE Educational institution 0= 0.85 pr Ur,IC„_ ydhant 12901.
ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN
^
a• ASKETED
occuPANCYFAaoR a�
DIAMETER OF IV.
BENCH SLOPED TO FLOW
(psl] 92.1.
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVERvaticPressure
OF 3 FEEL...rP
o - 27'CHANNEL
%PEA
1/4" 1' MIN
j
EXPOSURE(X)ANDCOMMUNICATION(P) X1+P1 -0.00 1
'.• .' PIPE STRAPS o(STAINLESS
IdILaIP reSSL(e I 56.2.
(P06'
SALT
STEED n:at *
o� SPACED EVERYNEEDED
M E
FIRE FLOW: NNF=[C][0](1+[X+P]) = 1,545TREATED
COEFFICIENT: F=1.5 '-Q211L00
FINISHED GROUND
e'VERTICALLY,NR
a �.CONSTRUCTION
90' RESTRAINED BEND'•`^{.ped
*MAIN
- ❑` 0Multi lelnlineH drants ❑0205in IeFlow ❑S rinklerTestSi le Flow`'
P Y g P
MARKER
. •1
\ -
Y Y BRANCHEER
INFLUENT
7 2 J f
ESPRINKLER
REDUCTION = 0%
.Flow Hydrant #1 127301, Pitot Pressure Ri (psi) 43.3 Yellow 1 ✓❑ Test Flow 1 1110
TOTAL FIRE FLOW NEEDED = 2,000 GPM
+' °•
/ / 1
w v
x
?i
...;
y • . . A
W N
Z
FlowHydrant #2 1"9C2 Pitot Pressure•R2 (PSiT 44.6 YeIIouv2 ❑� Test Flow2 112W,_
-
•"�' • a"•• :••"
¢LL 3
0
W
AVAILABLE FIRE FLOW: HYDRANT LOCATION AHS _ _
q-
2„
0
STATIC PRESSURE 92.1 PSI F O1N H rant/K3 Pitot Pressure713 I YeYe ow 3 ❑ Test Flow 3 01
Y� I_
PLAN
'�
W s rt
V
ZO
a
O
U
RESIDUAL PRESSURE 56.2 PSI .I _�
END OF
W J ;
ESTIMATED FLOW 2,236 GPM
PLUG
LATERAL
PROFILE
o_ to
d
MODELED FIRE FLOW 3,258 GPM @ 20 PSI Total Estimated Flow (gpnl) 2236
MAIN LINE SECTION SERVICE
MIN, 6' BEDDING WITH NO. 68 STONE
Cce
ry -
D W
'"
O
Z
O
Prepared By: AWWA Q20 Calculation [gpm] 32ss
d�Of
1O'Q"
1. HEIGHT OFTHE VERTICAL DROP PIPE WILL BEDETERMINEDBYTHE ACSA,BUT SHALL NOT BELESS THNTWO
(2)FEET.
FLEXIBLE CONNECTION NOTE:
w M
� � � x
�
V
�
U
WITH STAINLESS STEEL ALL CONNECTIONS TO
LL
w
Timmons Group
{Ng.a„<m OxomdKnn m,.dr „nP +«•aroP r,,, gzooRy�k �,He �tl
608 Preston Avenue, Suite 200
2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C,SRED THESAME AS THE INCOMING PIPEAND CONNECTED TO
THE DROP FITTING WITH STANDARD
BAND EXISTING MANHOLES SHALL
H_ BE CORED AND A FLEXIBLE
a
In Q C
o
O
V)
(/)
GASKETJOINT.
W
. = v to
z
U
>
Charlottesville, vA22903
COIrIRMn7S
3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADEOF
CONNECTION BOOT "
v >
= Q an
O
Hy' fan' opened a I' a way.4.
STAINLESSSTEEL
INSTALLED
O
F ,
C7
(n
.y
W
W
-
SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT
O
LU
Q
W
Q
W
IN LINE WYE-TEE
TO SPRING LINE OF MANHOLE INVERT.
o_
V)
V)
r«,nBe."a Wr�wleugaM"i e".,.atN"rBdrgmad,6g r:.M4U;waG§sana t",a•nx Osa lu". iMm�m., �:
Ga.m_"Avnw.ra�n�amm6A�,n�rdn,dodxm_I��vwrkalwr" P�g��.
PLAN
5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW.
TYPICAL MANHOLE PLAN
Co J
CoH
W
W
' -
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
Estimated Consumption (gal) �7L
VARIES
7. MINIMUM 72' DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR
SHOWING BRANCH TIE - I N
N
R
TWO 8" DIAMETER DROP CONNECTIONS.
For use for v: ater a ud'.t
SEWER SERVICE LATERAL CONNECTION
STANDARD INTERNAL DROP CONNECTION
ANTS
M
8
SlgnatulleofTester:
N.T.S.
N.T.S.
FIG. S-I-B
j
"
FIG. S-2
FIG. S-1-C2
O
TD-33
TD-30
TD-27
F
0
N
N
w
w
O
O
2
a
0
OO
ti
Q
So
ti
FRAME & COVER
kE
ODO
O
ti
DATE
r E 1, "
FRAME & COVER
(SEE FIG. S-I-D,E)
V)
REMAINING BACKFlLL SHALL`
>mE
m
u
SEE FIG. S-I-D, E
R
Nor1E
R
D
0412612021
NOT CONTAIN ROCK MATERIAL
LARGER
g
Jpp
/ PAVED AREA
/
NONEEPAVEDFAREA
O
}
DRAWN BY
36"MIN THAN 5" IN ANY
SLOPED AREA
SLOPED AREA -'�
DIMENSION
E8 �S
.':;4, w
-,._:;e;tW C11
24 MI
EM I
2'-p" RUBBER COATED STEEL STEPS
V-O" MAx
J. FOX
INTIAL BACKFlLL•
,�� k
a CAST IN PLACE
1'-O" MAX
B"MIN
EMBEDMENT (6" LIFTS)
• THOROUGHLY COMPACTED
g
PRECAST REINFORCED CONCRETE
2'-0"
DESIGNED BY
SPRING LINE O BY HAND OR APPROVED
OF PIPE MECHANICAL TAMPER
E sx E $ EM o
^o a F=
Q " u
sEcnoNs WITH "o" RING SEALS
a OR APPROVED EQUAL
••
•
•
J. FOX
HAUNCHING
° E'" w
RUBBER COATED STEEL
3'-0" MIN
CHECKED BY
N0. 68 STONE _ _
BEDDING
�$ 3 g
o�
1u
X-O" MIN
THE DROP CONNECTION SHALL BE
STEPS CAST IN PLACE
•
6" max
min
x 0
s 6 o
L
o DUCTILE IRON PIPE (CLASS 5O
5" 6" LAYERS ND
BACKFILLED IBY
PRECASTREINFORCED Ji�.e
SECTIONS
•
OUNDATION (SHALL BE
REQUIRED WHEN SOIL
E CP
E- E
COMPACTED HAND TAMPERSN OR
1� ° COMPACTED WITH SELFCOMPACTING
CONCRETE 12- MIN
"0" RING SEALS • 16" MAX
T
•
C. SHIFFLETT
SCALE
CONDITIONS ARE UNSTABLE
m
19TMAx STONE.
MINIMUM ELEVATION T
•
DIFFERENCE ACROSS M.H. 5" 4'-0"
ALL PIPE)
5" T
�y
MINIMUM ELEVATION DIFFERENCE
1YMIN 12"MIN
FROM INLET TO OUTLET
.' ACROSS M.H. FROM INLET TO
VAR I 4 OUTLET SHALL BE 0.20 FEET
SHALL BE 0.20 FEET. VARIES
•
CONCRETE
.' A FILLETED INVERT FOR A SMOOTH
DEPTH OF FLOW
CHANNEL TO BE TFlLLETS
•
G .'" TRANSITION OF FLOW BETWEEN
3/4 DIAMEIER OF
NOTE
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
O
. ;• INLET & WLET PIPE SHALL BE
• i'G PROVIDED.
12 ; • 6' �.., • :.... P... G.
_
SEWER. TT "• 12"
CON1RIBl1TINGFT
BACKFILLED ENTIRELY WITH NO. 21A
A FILLETED INVERT FOR A Shoo •,s':
STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM THE TRENCH SHALL BE SCRAPED
z
3/4 DIA of LNGEST
PIPE IN MANHOLE
TRANSITION OF FLOW BETWEEN
INLET & OUTLET PIPE SHALL BE
M
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF N0. 68
$
MIN. 8" BEDDING WITH NO. 68 STONE
PROVIDED. MIN. 6" BEDDING
STONE SHALL BE PROVIDED'
E$ E s E , E o f
��
NOTE : All NO. 68 STONE
3-WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"g
yg m
NOTES:
BEDDING OF NO. 68 STONE'
25 a
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE
SPECIFICALLY DETERMINED THE CONSULTANT FOR THE SOIL CONDITIONS.
RMINE WHETHER MANHOLES SHALL HAVE
EXTENDEEDD 2. THEHE CONSULTANT NT SHALL DETERMINE
OR NON -EXTENDED BASES
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE
O o ILL
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS 7D BE SEALED & GROUTED
AND D 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
U
DESIGN ON SEWERS WITH STEEP SLOPES.
INSIDE AND OUT.
TYPICAL SEWER PIPE
TYPICAL MANHOLE SECTION
INSTALLATION IN TRENCH
TYPICAL MANHOLE FRAME & COVER
SHOWING BRANCH TIE-IN
TYPICAL MANHOLE WITH DROP CONNECTION
N.T.S
0
NITS
FIG S-I-D
N.T.S
FIG. S-3
Nis FIG. S-I-C
FIG. S-I-A
O
TD-31
1
J
7D-34
•Hp_2A
1D-25
�
Z
PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE
WITH PART V,
J
SECTION G OF THESE SPECIFICATIONS
Of
>
IL1 PL ROADWAY e
SLOPED AREA RUBBER COATED SIEEEI.. STEPS
''`
w
CAST IN PLACE^,`�'•:-•
FRAME & COVER
SEE FIG. 5-I-D, E
• • ` �'•' , • S '
s . ':
LLJ
Of
LLI
(4) 1• (25m"4 mA Haa t th-
4nG1ia2.(eJ1n.")Dv. 2[a99mm] D°i""J
O 7•
PRECAST REINFORCED CONCRETE
•' EXISTING SANITARY
ONTCO GHOUSEBRASE •• • SEWER PIPE
•
Of
Q
�
�
Q
G O
1 c
[BBlmm] -� It7emm1
I` [BOB..] DW7�
BDamm
SECTIONS WITH "0" RING SEALS
OR APPROVED EQUAL
1'-0" MAX 2'-0"'
DOGHOUSE OPENING SHALL '•' -
a ^'• • MIN. 12" CLEARANCE
BE PREFORMED BY • ' '.!• : • BETWEEN EXISTING PIPE
MANUFACTURER OR "• •'Y ': •,.„ AND STONE BEDDING
SAW CUT TO FlT PIPE ' •'i ;••: - :
''•".
LLJ
m
J
J Q
,�ma,,xx
W
PAVEMENT m
�_ za >/I6' I ye-
I IF
a
ANCSAMAY BE APPROVAL�IRm
OUTSIDE DIAMATER !.A:.
PLUS B".
4 ,' O
LL
H�
>
W
36. OR
O O 56' DN _--_i a 26•
�' WITH
Na el STOW BEDDING
O
42' MIN.
[97.mm7 If•'� [660mm t 1/2'
FRAME SECTION [3201 [SBmm]
a
B"x8'x18" AND 4"xB'X18"
SOLID CONCRETE BLOCKS
z
COATED STEEL BAND OR STAINLESS
42' MIN. 0,25' MIN. THICKNESS STEEL CASING INSULATORS
STEEL CASING 12" CONCRETE FILL
I
2• (slmm) LETTERS
taED�D rws")
THE DROP CONNECTION SHALL BE
3'-0" MIN , • DUCTILE IRON PIPE_ (CLASS 501
CENTER W/RIS)ER
WALL 4 EACH DOGHOUSE MANHOLE BASE
p
-- BOTH ENDS
1•
BACKFlLLED IN 8" LAYERS N
[� U
[25mm] NI A 31/e' t/Y'
I�
: 5" COMPACTED BY HAND TAMPERS OR
j BACKFILLED WITH SELF -COMPACTING
I..r,nnnn nn,n nr,n, nnnr...nn..... ninn nn...... nn nn nn.... ...„ r. r, u 1 u 1.1 l 1 n 1 n 111
Q
I
I
3 73/tfi" ► 73/78
Jam_ STONE.
MACHOS ABOVE BASE SHALL FILL DOGHOUSE OPENING
Iv
I
2 tom' [67mm] [676mm]
15
0 26'
12 MIN
16" MAX ELEVATION DIFFERENCE
BE CONSTRUCTED AS SHOWN AROUND EXISTING PIPE
WITH P9 CONCRETE
�.
2'-0' TOR 8' �T DR El'' I 2'-0'
0 11/16. t Sro" [635mm]
[17.1 G/16- O.D. OF GKT GROOVE
Ale SECTION VIEW
MINIMUM
e p ACROSS M.H. FROM INLET TO
5" OUTLET SHALL BE 0.20 FEET
ON FIGURE S-i-A OR NON -SHRINKING GROUT
BDtr 1/4' (6mm) DW
SEE..aLr NEOPRENE GASKET
D A2
120MIN 12"MIN A FILLETED INVERT FOR A SMOOTH
18' DR 20' JOINT OF DS,
UCTILE IRON PIPE I _ I
ESTRAINm JONTS)
(z) wslR 1/15 x s/a x t 1/2
`SEW R PC [SmOm' RUBBER PARK W9Bt045
t 8/e" (2) BLT Hoc 5/e-11xa 1/2 ss
VAR •. 4 TRANSITION OF FLOW BETWEEN
•• INLET & OULET PIPE SHALL BE
ALLOW CONCRETE
WRAP EXISTING PIPE WITH
Q
2400' [4tmm FAARTY 009e1250
1/2'
'"• PROVIDED.
1' FLOW A MIN. NEOPRENE GASKET MATERIAL
1-0" BEYOND BASE
NOTE 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5- BEYOND THE EDGE OF
PLAN VIEW 1 i/6' (2gmm) DU BOSS [6mm [H3m .y OLl STANlFSg STEEL ROD RAARTN�00gErwa tw $
.6 __ FITTING DIMENSION VARIES WITH SLOPE.
OF STRUCTURE BEFORE RULING THE OPENING
PAVEMENT, WHICHEVER IS GREATER.
2, ENDS OF CASING CAN BE SEALED USING APULL-ON END SEAL GASKET IN LIEU OF CONCRETE FILL,
PICKE:AR S LOCKLUG HOLE DETAIL
NOTES: z) W Nx s n' "P
• i• ,'t'.Q
12 �. C•: i "• . e �••' A'
NEOPRENE SECURED BY 2 NON -
CORROSIVE STRAPS, 1 ON
EACH SIDE OF OPENING
O
3, MIDDLE SPACER SHALL BE PLACED AT THE CENTERPDINT OF PIPE JOINT.
rvRrY ON 12A11
1. ALL MANHOLES WIGIN 100 YEAR WATERTIGHT
C WN OR LOCATED IN ABED. SUBJECT R1 FIAOpINB SHALL NAVE MATFRIIGYT FRAME " COVER (2) NUr to JUR 5 a-11 M
E DLSIGF TOR COVERS P7x51SNUA /
1 CO
3. CDVEPS SHALL BE FIXED TO FRAMES WITH LOOMING LUCS DR 9WLWt A55FNS.Y. Pnrsr/ 00991128
IS SHA O RAISES LNG LU
CIA LARGEST
WATER
(2) 1955R LOCK LUG
TYPICAL WATERTIGHT (Sam Pj ODIMN
A
PIPE IN MANHOLE
PIP
12" MIN. CAST -IN PLACE
3,000 PSI CONCRETE BASE
TYPICAL STEEL SLEEVE INSTALLATION
MANHOLE FRAME & COVER LOCK LUG ASSEMBLY
MIN. 8" BEDDING WITH N0. 68 STONE
FOUNDATION SECTION VIEW
UNDER ROADWAYS
N.T.S FIG SHE
NOTES:
1,11II..................„........ 1111,I1,IIII,I,II,IIII,I,II,......i....... l................ l................. .
TD-32
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
NOTES;
N.T.S
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
Fir. W-10
2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW
EXTENDED OR NON -EXTENDED BASES
3. ALL JOINTS, LIFT HOLES INLETS, OUTLETS TO BE SEALED & GROUTED
FLOW TO THE EXISTING 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"
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
47652
NITS
N.T.S
FIG. S-1-CI
FIG. S-1-All
SHEET NO.
C1.3
M-29
TD-26
0
m
0
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C&G ` _ \ \ 12" INV _ PVC 1�
-� \\ - W �' INV OUT6665.23 8"PV(C (NE) O O O O u, n
'_ET W/GRATE EP - - - - - _ 12 t7 , ' ao o0 0o ao t+
TOP=681.26 \ -682 - OL 7-RAIL A a a a nl
1 15" RCP (SE) - OR/VE CA, "'oh o (zy�
�wvrvaoro 0
-f- - -- -- - ---__ (VA R/ABLEW/DTHR/W) \ `\ � _12„w_ U
4556, PG.173 ALB
E�IS
-sg DB. 4038, PG, 704 - _ SD CURB INLET W/ GRATE - - C&G MANAGED STEEP SLOPES TYP °p v v v ~
683 `\ \ I ( ) N N N b to r
DB. 2886 P T0�682.34 \
6813' -
SD CURB INLET W/GRATE
- _ _ G. 134 \
EP INV IN=�B 24�a"_f3�2 (SEA \ \
P
n
--------y'-� ---- = „R
/ _„_ INV OUT-678.1915 P7` w'�_ \\
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MHS
TOP-
INV OUT=684.40 15" RCP (SW)
\
----�- -
/
-------- ---- _ \ \
CON'C'.SWLK -- -___ s-`w J
>,.'-r.. ..\ '°�:.682.9'--_-___ \ `\ `�
_683 \ - _
`-683
TOP87
�_
INV - 7.17-8 GC(SW) MHS
10
1 / CSG 688.7-
INV OUT-666. 97 Q'
\ %NV-iN=66&48 8" PVC ) 0� '6
\ 7/_----682-----\ I _ _ a__ _ MHS / �e EF
oD s� ` INV OUT 667.7018" P CIE) SO CU6 l W/ GRATE TOP=683.54
> pI.\ 59/8' PVC SE)-HAM-INV 1N=680.70 15" RCP SE) NOUT675.448PVCjW-- -F/ - --COORDINATE INVOUT=680.6015"RCi%NW)-
RELOCATION OF i ` a ---------------- --- ------ v
\ TRANSFORMERS WITH
DOMINION POWER_
\ VARIABLE WIDTH _ I \ \ REMOVE • .., 86 R D (F)
STORM EASEMENT _ _ - -683 - - - - - - - _ _ _ \ e \ 48" RISER
ll DB. 5074, PG. 234 J 1 s� \\ \ I TOP=679!39 - / />CONC r
l / 20' STORM I I \ \ INV 00t=669.99 48" R P (NF� - - _ _ _ - "SWL
EASEMENT \ \ REMOVE PORTION
DB. �30, 4, PG\234 \ \ /
\\ sg OF 48" RCP PIPE
- - - 682-BENCHMARK
\ ' Pk NA_IL INSWLK.
� \
I_ / �
\ \ I I C
ROCK
19" RCP\ s)9 _ - I ARMOR
INK(=672.8\ \ \ \ \ I TMP 55E-01-7B-0 / - 682- - , I R �I�VE� _ I I _
MARCH MOUNTAIN PROPERTIES LLC / I `s�� I 4
681- - - DB. 4954, PG. 18C / 1 \ \= ��\ 1 680� / \s\a, ) /I / 1 \` ` REMOVE OR ON \\
\ 1 I \ \ I ZONED: SF , I sB, T - - _ _ - _ �6 / /' / f I
IOF GU ERIC 6
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ILI
-
\ SAM,
I (' 0
Dtn / VACATE I I/y _ \41+ I
20'SANITARY I / ses_ `,e \ ` _ ` ` _ _ -
EASEMENT ' 1 / - - ssf- - . - - - - 685 5
/ DB. 5074, PG. 234 I 1 I II / - - - - -
R/MOVE PORTION
1
_ 682 - 1 ` \ I ' 1 / I 'HOPE \ °�
m A INV=679.03
' I m 1 \ I / I VACATE -- / \ 0 p
/ 10' STORM \
1 \\ \ \ \ \ III 0 1 ` 1 I / EASEMENT
DB. 4704, PG. 389 /
20' STORM
EASEMENT
\ \ \I1 \ 1
REMOVE PIPE ` � / 6$ I 1 \ \ \ ' / , I DB. 5074, PG. 234E
1 GF AVEL WALKING TRAIL
1\ (ILINDYBAIN LOOP)
\ REMOVE MHSVACATE
20' STORM ° TOP=682.33
\ INV 1N=668.63 8-PVC (SW)
\\ \ I \ \ \ \ EASEMENT INV OUT=668.33 8" PVC (NE) \ \ �\ /
DB. 5074, PG. 234 , \ \ \ I / � � REMOVE/
EDGE
\
\ \\ ABANDON PIPE IN PLACE \ S ---_ -_ ---------686 OF GRAVEL
\ 1 \ \ 1 \ USING FLOWABLE FILL \ \ \ - \ \
REMOVE \ REMOVE FHA &
\ \ \ \\ i \2p' I`\ EDGE'\ \ WATERLINEF -666
\ I ( I \ REMOVE MHS S \ OF GRAVEL
TOP=683.44 �` \ \ / I ` \ \ \ SO CURB INLET W/ GRATE
INV IN=669.44 8" PVC (SW) \ \ 'sue \ TOP=682.03
N INV OUT=669.04 8" PVC (E) \
1 \ \ I \ \ � INV 1N=675.03 30" HDPE (SE)
\\ I TI _II N28°1477"W `\ I \ \ \ ` \ ll�V OUT=674.30 30'HDPE (NW)
OD F\\ I \ \ \ I 323.58' v
398.58 (TOTAL) ABANDON PIPE IN PLACE I Z \ \ -)
i \ Q \ 0
\ \ \ USING PLOWABLE FILL \ \ N \ D // N7 5� 685
.,'ROD REMOVE PORTION OF
REMOVE \ \ \ GUTTER/CURB/SIDEWALK
SWMFACILITYL-1 \ \ \ \ \ \ \ REMOVE \ / GRAVEL (F) TO INLET SD CURB INLET /
GRATE
(RETENTION BASIN II) \ \ \ \ \ \ \ \ 20'SANITARY \ \ - - - _
EASEMENT , TOP683.73
DB. 4704, PG. 389 \ \ INV OUT=678.03 15" HDPE (SE)
\\ \\ \\ \ \\ \ \ ` \ /68\ \\ \ \\ `mow \\ \ ^/h 1 . / h \ REMOVE SIGIy \ 684.2'
APPROX. W.S.E- \ \ \ \ • / \ \ \\ \ TMP 55E-01-35-D1 / \ �h' oh I b 682.7' \ CO +/- 672.60 PER \ \ ` \ \ \ MARCH MOUNTAIN PROPERTIES LLC \ \ \ Z e,
MASTER SWM PLAN \ \ \ \ \ \ \ \ \ \ \ Q /y q III
(WPO201600009) \ \ s \ \ \ DB. 5024, PG. 441 \ \ N \ a3- 1 R
ZONED: SF REMOVE`PORTION OF / \\ \ \ '6 `k/-
\ I IIIIIIIIII �
/6v
II I
II \
II \
I L /
SD CURBIINLET W/ GRATE
\
ok INV 1N=684.04 15" RCP (NE)
\ INV 1N=683.74 15" RCP (SE)
\ INV OUT=683.69 15" RCP (NW)
TMP 55E•01-7A-26
SOUTHERN PROD€RTIES LLC
DB. 5071, PG.,231
MHS \\
TOP=68714
INV 1N=676.99 8" PVC (SE)
INV 1N=676.84 8" PVC (SW)
INV OUT=676.74 8" PVC (NW)
1
i
1
S
SD CURB INLET W/ 1
TOP=687.94
INV OUT=681.54 15"
� /
.____________.1__A L_________
-FENNM�RQAD
_ VARIAB4E WIDTH
ICUT (PRIVATE)R/Wr
DB_5074_IPG.2341C/�/ --- - __
-
---'Il
I I
VARIABLEI WIDTH
WATER EASE ENT
DB. 5074 P 234-- I
SD CUkB INLET W/ GRATE
TOP=68787
INV IN=1580.67 15" HDPE (E)
INV IN480.82 15" HDPE (SE)
TOP=685.49 I INV OUT=680.57 15" HDPE (NW)
INV IN=6779918"PVC (SE)
INV OUT=677 b4 8" PVC (NFI)
o I l
I FQ I )
GREIENWELL LANE
f I / 24' (PRIVATE) RAN
- - SAN- 1 DB. 5024, PG. 429
I ,
__ -----
SD CURB INLET W/ GRATE
TOP=683.93
INV IN=677 63 15" HDPE (NW)
INV OUT=67761 15" HDPE (SW)
GUTTER/CURB/SIDEWALK \ \ III 1 l /f2�MOVE SIGN F/' - __ __--__ j I� \ _
L i
OR, PORTION OF-
\ \QP=683.2 UT / r/ / Cq REMOVE '
3� /pUe /`/`-SIDEWALK EC684-
INV IN=670.0 8",dVC (SW) � l D C
INV OUT=669.93 8"'PVC (NE) / Q 4A0,7L7 %R/4y NFW FNTERNAL I
38 CONNECTION
9 ANDCG,12
144
R D F,
\ \ VARIABLE WIDTH / () � �ro
\ \ \ \ I I I SANITARY EASEMENT / `t > 1 / 4t C 'fG `
/
\ \ \ I I DB- 4704, PG. 389 � / �, 1 O � IN
ROD i I I / / R D (F) Q Ci Qo. ->
SD CURB INLET
(F) N29°4641"W 0/Q
48"HDPE 155.24' Qh TOP=682.55
" HDPE (NE)
\NV=671.85 INV=T74.2530
INV OU=6.80 30- HDPE (NW)
ma
----- - - 01 SD CURB INLET
�r
MHD
V I / l TOP=682.00
___ ______ _ __ ___ _ � - 1'j(6) I /`,/[ INV lN=673.7030"HDPE (SE)
-------- -------t---4-1 _ _ - - - -t- '- ---I- - - 'DECIDUOUS l l INV OUT=673.5030"HDPE (NW) INV IN=6771015"HDPE(SE)
------------- - -- -- =� _----------------------------r----------- / - - ' ' lNVlN=676.5524"HDPE(SE)
1 \ / I , , ` \ _ (REE (TYP) / INV 1N=676.58 15-HDPE(SW)
INV OUT=676.50 30" HDPE (NW)
1 I 1
(OPEN SPACE)
I _
I
SD CURB INLET
TOP=681.81
1 I I
20' STOI7M
TMP 55E-01-35-A
S
4
I_I _ _ - _
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INV 1N=673.26 30" HDPE (NE)
I
MARCH MOUNTAIN PROPERTIES LLC
I SO CURB INLET W/ GRATE
/NV OUT=673.2136"HDPE (NW)
I EASEME T I
DB. 5024, PG. 441 MHD
TOP=681.03
I DB. 4704, PG, 3 9
II
TOP=682.37
I I INV 1N=673.18 36" HDPE (SE)
I I ROD
INV 1N=672.62 36" HDPE (SE)
INV 1N=673.63 36" HDPE (SW)
LEGEND:
REMOVE ASPHALT
®
REMOVE CONCRETE
- - -
SAWCUT
SCALE V=20'
0 20' 40'
CLINT W. '!i:
S FFLET a�
•
Lic. N 543dd ��4'�
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DATE
0412612021
DRAWN BY
J. FOX
DESIGNED BY
J. FOX
CHECKED BY
C. SHIFFLETT
SCALE
1"=20'
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JOB NO.
47652
SHEET NO.
C2.0
L
\ ~ 1 lW NOTE:
— C&G ` _ \ \� 1z"W FRONT, SIDE, AND REAR SETBACKS � .11E�LTH 0i ow
EP --_
\ \ O O O O O cn ARE 0' IN THIS BLOCK 0
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681 \ _ l / / l I \ \ \ 1 \ \ \ \ \ \ DB. 5071, PG.,231
\ \ � 302 I I 8s� -��_ ! \\�s �I �- _ �•'\-\ it � ii � s / �� > I \ \ ' �,
681-
1 I I TC \ i I \ I \
300 sso.7s SAN ® \ - --- ` --i
SAN _ I\
coVDOT STD\ ' ---- -
CLASSII 680.40' I -BROWE I I; --------
\
\\\
\ -----,
\ RIPRAP
\ 1 WIDTH =9' TC o 307
8'VV I v V AN
1 WIDTH = 29' / - - -� ! I / N - - _\ 1 I
\ la I n _astc� _- i�-- i �________ I S - SANt-i _ -+ /
\ 1 LENGT 20' \ / 679.81' I - _ ( s - -------- -
! \DEPTH-\g" =i v LOT40 - t - - �>66p - _ 6 8"�/ \\ " --,�/�-----------�--------- j
I t-- _ o - 6a m 30 FENNEL ROAD /
FFE: 681.50 / / -2. I c> --m - / \ _ \ \ \ \ �(r� 6'�p 1 /
GFE:680.05 / 318 , C o II_ __ o ___ _ - 1.�.a _ - - \ - - - 6; -18„�� 310 VAR/AB¢EWIDTH /
VARIABLE WIDTH N Z M / / 679.90' s7s.1�' o T 1� ___ate - sa -
SWM FACILITY EASEMENT ` O / I °' O NMI y.11
\ - ' _ ¢ (PRIVATE) R/W /
y / 679.79' o i i -- - - - --
O---------------
m - - -682 1 / 316 TC 1 I \ I " / nI \ _ \ _ _ i
679.64' \ \ / I _ O I I IL ------_--------
I \ 1 1 A LOT 41
1 \ \ \ \ FFE: 681,05 -3'2 - z ° ` LOT 47 (ADUI
I \\ \ I GFE: 680.50 FFE: 681.90 LOT 48
1 GFE: 680.40 �F / LOT 50 682.90 LOT 49
/ s79sr GFE. 681.40 FFF: 682.90 FF 83.90 LOT 51 (ADU)
679.78' - ' 'GFE: 682.40 FFE: 683.90
z� -GFE: 681.40 u LOT 52 (A
\ I 1 11 \\\ \ \ I \ GFE: 682.40 FFE: 686' LOT 53
GFE:484.05 FFE: 685.55 LOT 54 I LOT 55
1 1
GFE: 684.05 FFE: 68§.&5� FFE: 687.55 LOT 56 (ADU)
1 I LOT 42 GF;<:884.69 GFE: 686.05 FFE: 687.55
FFE: 681.50 °� \ 682 I / _ _ GFE:686.05 1
GFE: 680.50 \ 680.06' 680 \ 6g3 r , - ' r / - - - - - - -6861
\ \\ \ \ \ \ 67ss7' \\ A 68S 687 -
686 v
LOT 43 ` 1 0 0�°2 GREENWELL LANE
FFE: 681.54 \\ 291 b O>y�q�\\ L \ \ ds�s a - 24' (PRIVATE) R/W
1 11 I GFE: 680.5q ssosaa.a5' �6S A F .d .01 \ $� sAN-
\ I 1 I \ \ \ \ -" DB. 5024 PG. 429
\ 1 \ 681 Pq
681
680.90' d 7 \\ �2g \ _ I W
680.80' 0 �
68 TQ W C9
ab
w 4 In
I�------------s&0\ I ° O NO
LOT 44 (ADU) \ d I
FFE: 683.50
100 a \ \ GFE: 682.00 \ stso ° \
\\ \i I\ 82.02' 6B3 \ " / b 682.7' \ .=~c----
TC
`\ \ \ \ \ E' �1 a .. S \ 682.65' 3 / I \ - _- - - b _ \ od, I 684.3'
LOT 45
�0�o� \ 1 \\ FFE:683.50
GFE:682.00 \\ ;, d / ---� `683'--__
tp
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ow
Z4,v 684- - I-t
LOT 46 (ADU) / \l UBG/C E I I
FFE: 683.50 / / - l / 8" \ \ B. 41pq PG R/rY I
GFE:682.00 389 \\
IO M
\ J / \
0 v /Q n I
494
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11/11/21
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0 0412612021
} DRAWN BY
J. FOX
• DESIGNED BY
• J. FOX
• CHECKED BY
• C. SHIFFLETT
SCALE
1"=20'
U
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J Q
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W
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JOB NO.
47652
SHEET NO.
C6.0
L
LTH rr,
\-12"W � � � pr `fir,
6 A
- a
\ \ I
cl
6a2 - \ \ -�/y S FFLET a
.- O 1'RA/LOR/VE --- >2'W� �o��ocy'
(VAR/ABLE WIDTH R/W \ \ -
Q "w v dv A Oo O •
J \ h �12„W_ U NOTE: •Ak
DB. 4558, PG, 173 _ _ AL BEhrT��EBUN�GIS 4� 4� 4� ` Z L Lit.
N . S�Sde 4vv
ssz DB• 4038, PG. 704 g I MANAGED STEEP SLOPES (TYP) v V v v v ~ EXISTING STORM INLETS AND DRAINAGE VALUES WERE OBTAINED 7riL,,�� 111 II/ 21 ��'.
EX DB, 2886, PG. 134 _ - ' 6a \ \ �' `D `D r FROM APPROVED OLD TRAIL BLOCK 7 PHASE 2 ROAD & UTILITY r,�'rS l�G���
683.14' EX \ \\ \ a rr TONAL t ��
\ PLAN (SUB201800012). CALCULATIONS WERE PROVIDED FOR THE rh0000*0 04
+/- 683.00' EX \ \ \
11 / ---- --- +/- 683.32' ` \ \ SSA m NEW STORM SYSTEM THAT NOW CONVEYS STORMWATER FROM
Ex s� a ' , EXISTING STRUCTURES 8, 9, & 19 TO THE SWM FACILITY L-1. LEGEND
683.13' w � \ \ � /
682.9' \� EX \ 688.7'
6S \� - \ +/-683.39; \ \ /6 0g� o 0
EX \ \ / 6� , 0 Qr - AREA G N
7/_ - - - -682- - - - - \ 683.68' s ' 6`3 y09 ¢ o
EX \ / ' / ' >
684.34' EX / / / 1 STR # eE
+/-685. 11' 6'w EX \ / / 1 = _ r' p1
_ I- I \\ \\ +/-685.69' EX aca \ 1 H_ w w 3 W
` 1 \ __ a EX w \ TIME OF CONCENTRATION H_ 3
i \ \ \ - = +/- 686.26' EX EX 6a>s \ w O `m ,�-i z
SQ. FT. 1719 _ _ _ _ \ / C� ------ LL
\+/-68743' +/-688.03' \
SQ. FT. 1726 / S \ ' 11_ I 6� �8 - - ---- ---- \ \ a W z W
SQ. FT. 1721 ` -1-L 6g6 w w -iri O >
. _ _ 83 - - - - _ SQ. FT. 2084 6 \ \ �- _ _ _ / - - a o N I
0.08 0.90 l - -- --- --SQ. FT. / -�11 _1_� //I I /i' i / sss.3' 69�^ zf iM V=
302 2021 1629 / \ -I-1- �1_L & ai LL p
ESQ. FT. \ ' o c = v O v\
�� / SQ. FT. - 1618 \ \ ) / ENCHMA / 1 0.22 0.95 Ln
x v ry z U
` ` - / k NAIL IN SWLix ix
. - - - - 0.29 0.80 / i _ S20 FT. 6 L \ \ v to
\ Tc I
/ / - \ - \ 66 2135 2135 LEV= �640' rn s� EX. 19 ° ry > d d
SQ. FT\ SQ. FT: _ -SQ. FT. 2084 9 \ w v � W W
304 SQ.
�t\�- \ ■■■ ■■�■■ ■�■■■ ■■■■■ - Tc=6MIN w� SS
\ 301 \ (------- I i _ I I I 4 p\ \ \ \--s79-- ` \ S - TMP 55E 01-7A-26 �o w ul ul
40
All I \\ \ \ ■ vi
,I 680 �sSB� - i __J--�-- I I 0.29 0.84 ■ I 300
I II ■ -ire
303// s7s.s�' -_ \ '6 ' •' ` ------ - ( 1 ; I \ i 312 ■ 0
VDOT STD I SAN �■ 4 N N
1 ■ __ 1 \ \ - Tc=6MIN ♦ w NN
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\ \ Lu
BROWtSSTONE I II ■ / � 306 � _ - �■�'■�■- - - ` � I \ - - �
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WIDTH -9' I ■ //� \ / 307 ,\\---��\,_ �■■ \ I -sa\ aNt-- -_� S zz 0�
WIDTH =29• , ■ / 1 -/ /� I 3111�■ l / -SAN--I ` 3 1 ♦ v1 DATE
LENGT\= 20' / - _ I t 6 E■ ■ / - SAN+ - -
\DEPTH =\9„ \ I ■ -------- - - w�,sgo ` - , _ rn \ \ vt ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ `■ ■ 1 ♦ 0309
04/26/2021
4*2 / / - --- - 1 / - _ - - \ \ s� �60'6 �- 310 1 DRAWN BY
VARIABLE WIDTH \ \ I Z m SQ.tT. / / 318 o n-------- - �1 -------- 68� - - 6 - - - � -
N _ _ bw VAR/AB4E WIDTH
\ o D / o I I 1 - - - _ - ¢ (PR/VATE)RNV r - J. FOX
SWM FACILITY EASEMENT ` I v ■ o -- - -
r / l - i DB. 5074, IPG. 2341C
11 / m D �1 \`.i ■ / \ \ I I I --- - - • DESIGNED BY
_ 682 I- - \ ---- -- - - ------ \ ■ ■
I rn A c000 316 1� / , 1 • 0.09 0.95 • J. FOX
> 1 m ■ \ 0 - _ _ 0.20 0.87 % : ii I : i ` - ' - : • CHECKED BY
DO
1 \\ 1\ \ 11 3 ■ \ ` I / ■ �' 308 ' ■ II ■ I ■ EX. 8 • C. SHIFFLETT
1\ \ \ SC ■ 2445 s / 1 / ' • SCALE
' \ \ ■ 2 SQ. FT. ° 1738 1735 1 % T 6 MIN I Tc = 6 MIN
SQ. FT - SQ. FT. 2203
/ 1732 c ■ ■ ■z ■ 1 " = 20'
\ \ ■ - ESQ. FT. 5 _ -0 NMI
11 \ \\ '` �I\ i ■ o - `\ 1 SQ. FT. i 2145 '6 I ■ ■ I I
\ \ \ , G� / ■ SQ. FT. 1732 I
c ■ / / \ - ` -' ; - _ SQ. FT. 1732 1730 ■ ■ I ■
`\ \\\ ` II \ _ \- ■■ 1 / SQ. FT. SQ. FT. Q F-9
682 � � I � i- � SQ. Fl� 11 ■ � II i
03307 `0 \ I 683 f ( 1 I _680
NJ
1\\y 1\ '\I �1 ` \\ I'V ■ 0.56 0.64 ♦ �� i /'
\ _ _ , ■ 0.08 0.95 GREIENWELL LANE (,
5549 \ \ \ ♦ F-
\ 1 \ \ I 316 \ -sas ■ EX. 2116 I / / / DB( 5024, PG. 4I
SQ. FT.■ b \ \ ♦ \'
\ I 1 I ■ \ S 1 Tc=6MIN ■ ■ v
1 I i ■ \ I . \
\ 681 ass 681 ` z rn ■ ■ Tc = 6 MIN U
II II ; "-- i 0.49
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318 \�\ 11\/: \\ 0.36 0.65 f 68 Q �y W Z Lwrinj
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-------------------------------------------- ----- -- r---- 'DECIDUOUS Il[7
\` --------------- - o-_
v\ JOB NO.
II O
SCALE 1"=20' 47652
1\ II \1 I I I ' SHEET NO.
1 I I i i 0 z0' aoC6.1
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ca
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o ~ rn TOP 679.68 Lit. N 543dd �4:
O oNM CO °°Do. NN°'� vo 00 INV IN 673.56(317) 11/11/21 ��'�
oo� Q��nMM m 00°�o�"O`O `O INV OUT673.36 315 • S G •
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TOP 679.47 318: DI-3C 8 ft Throat N
INV IN 673.23 (315) STA 10+61.75 E
INV IN 673.23 (307) TOP 679.67
INV OUT 673.03 (305) INV OUT 673.73 (317 = E
690 �90 H_ U w 3 2
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0412612021
0
DRAWN BY
J. FOX
9+50 ,°+°° "+°° 12+00 STR 3003+0STR 310 14+00 15+00 16+00 16+50 9+50 STR 306 -STR 318 „+50 •• DESIGNED BY
HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' •
VERT SCALE: 1"=5 VERT SCALE: 1"=5 CHECKED BY
• C. SHIFFLE7T
SCALE
• H: 1 " = 50'
V:1"=5'
•
•
ca
am
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0
F M M �
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0
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9+50 10+00 11+00 11+50
STR 308 - STR 312
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
JOB NO.
47652
SHEET NO.
C7.0
690
690
ISTING GRADE
PROPOSE
GRADE
i
685
685
WATEMAINROSSI
G
�
48"
680
680
3.5
/
/
2.8'
9 F
O
125
NAPE
675
2.4'
675
O
307
pE
132.16�
03
� 2.02 /O
301
143.
0' OF
670
670
24" HDPE
�
'50 ° 30
0.5
%
28.81' O
24" HDPE:
0.50°
8" SANITARY
SEWER
665
CROSSINGS
665
PROPOSED
GRADE
685
685
GRADE
AIN
ING
3� 3
5'
680
680
1'
675
311
675
1.
15" HDPE
6.50%
8" SANITARY
SEWER
CROSSING
670
670
EXISTING
GRADE
685
685
PROPOSED
GRADE
680
680
3.8'
675
675
1.5'
317
670
315
34.92' OF
670
15" HDPE
'HDPE
� 0.50°k
0.50%
8" WATERM
IN
CROSSING
665
665
STORM PIPE TABLE
PIPE #
DIA
FROM -TO
UPSTREAM
INVERT
DOWNSTREAM
INVERT
SLOPE
LENGTH
DESCRIPTION
301
24"
302 - 300
671.77
671.37
0.50%
79.57 LF
24" HDPE
303
24"
304 - 302
672.69
671.97
0.50%
143.50 LF
24" HDPE
305
24"
306 - 304
673.03
672.89
0.50%
28.81 LF
24" HDPE
307
15"
308-306
675.90
673.23
2.02°k
132.16 LF
15" HDPE
309
15"
310-308
680.15
676.00
3.31 %
125.47 LF
15" HDPE
311
15"
312 - 308
678.00
676.00
6.50%
30.77 LF
15" HDPE
315
18"
316-306
673.36
673.23
0.50%
26.52 LF
18" HDPE
317
15"
318-316
673.73
673.56
0.50%
34.92 LF
15" HDPE
EX. 8-310
15"
EX. 8 - 310
680.57
680.25
0.61 %
52.25 LF
15" HDPE
EX. 9-8
15"
EX. 9 - EX. 8
681.45
680.82
0.74%
85.64 LF
15" HDPE
EX. 19-8
15"
EX. 19 - EX. 8
681.54
680.67
2.38%
36.57 LF
15" HDPE
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
300
674.62
ES-1 for 36 inch Pipe
302
681.16
9.39'
DI-3A
304
679.70
7.01'
DI-3C 8 ft Throat
306
679.47
6.44'
MH-1
308
682.71
6.93'
DI-3B 4 ft Throat
310
681.71
1.56'
MH-1
312
682.85
4.85'
DI-3B 4 ft Throat
316
679.68
6.32'
DI-3C 8 ft Throat
318
679.67
5.94'
DI-3C 8 ft Throat
EX. 8
687.87
8.79'
DI-2B 6 ft Throat
EX. 9
688.90
9.45'
DI-2B 4 ft Throat
EX. 19
688.90
9.36'
DI-2B 8 ft Throat
L
*,NLTH of
CLINT W.
S FFLET aZ
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v
S� 11/11/21ON At
•
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0 0
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STA 12+70.84 ' _ E
STA 10+00.00 "Ex" STA 11+54.7g STA 12+70.84 ' TOP ,) � w m 3
TOP 683.23 f
4-' TOP 680.12 3 TO X INV IN 668.48 (2-1) ¢ . � 3 W
INV OUT 669.93 (Ex4-3) INV IN 668.80 (Ex4-3) INV IN 668.48 (2-1) STA 10+00.28 2 /NV IN 66790 (3-1) w O `6 ^� z
TOP 681.15
INV OUT 668.60 (3-1) INV IN 667.90 (3-1) INV OUT 671.64 (2-1) INV IN 668.48 (ex pipe) a � � o z w
685 INV IN 668.48 (ex pipe) 685 685 685 > o m
atnry a O2
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(n DATE
0412612021
0
} DRAWN BY
J. FOX
• DESIGNED BY
• J. FOX
• CHECKED BY
• C. SHIFFLETT
SCALE
• H: 1 " = 50'
V:1"=5'
9+50 10+00 11+00 12+00 13+00 13+50 9+50 10+00 11+00 12+00 12+50
SANITARY STR EX4 - EX1 SANITARY STR 5-2 •
HORIZ SCALE: 1 "=50' HORIZ SCALE: V=50' •
VERT SCALE: 1"=5 VERT SCALE: 1"=5
690 690
U
685 685 j
U
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IRON WATERLINE M�
W Q
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ORION LANE WATERLINE FENNEL ROAD WATERLINE JOB NO.
HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5 VERT SCALE: 1"=5 47652
SHEET NO.
C7.1
Lu
680 II
680
EXISTING
PROPOSED
II
8"W
TERLINE
675
GRADE
GRADE
CROSSING
675
5" STORM
ROSSING670
670
Ex4-3
154.79' OF
3_1
EXISTING
GRADE
680
680
PROPOSED
GRADE
675
675
8" CLASS
52 DUCTILE
e
IR
N WATERLINE
18" STORM
CROSSING
670
670
8" SANITAR
SEWER
665
CROSSING
z
665
H
z
O
w
w
w
z�
Z
J W
a
sso w �
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=
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00
J
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ww
655 � w
w�
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u~i
z
655
EXISTING
GRADE
i
PROPOSED
GRADE
680
680
8"WA
ERLINE
CROSSING
675
675
Vt�1
"STORM
CIIOSSING
670
�-
670
1577g�OF
�2po�6
u
665
665
660
660
655
655
PROPOSED
685
EXISTING
GRADE
/
685
GRADE
680
680
3
2.8'
1
675
1
675
BEND WATERLINE
15" STORM
AS NEEDED
O ACHIEVE
CROSSI
G
24" STORM
CLEARANCE
CROSSING
670
15" STORM
670
CROSSING
z
�
w
z
O
F
665 �
z 665
8"
ANITARY
O >
SEWER
�
w
w �
CROSSINGS
Q
zo
�
J J
�
0
sso W�
W
Z
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N
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655 � �
�
8o
N
v
a
co
H 655
L
LOW POINT STA = 11+29.49
LOW POINT ELEV = 680.83
PVI STA = 11+70
PVI ELEV = 680.22
A.D. = 4.14%
K = 38.66
160' VC
o uI)
orn
690 o ro
HIGH PT STA = 14+05.63
HIGH POINT ELEV = 687.31
PVI STA= 13+65.63
PVI ELEV = 686.32
A.D. = -0.62%
K = 129.12
80' VC
OO (O G'
4u) uir
+coo oa
II � II
u LU u °
�
II
II
�w
(a
0_
685
685
312°b
�
680
680
675
675
670
670
p�
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^a
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N°)
No
�03
N
p�
c\iN
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r MO
hLO
N�
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CD
0
9+50 10+00 11+00 14+00
FENNEL ROAD (PRIVATE R/W)
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
ORION LANE FINAL
Number
Length
Radius
Line/Chord Direction
A Value
C5
231.700
200.000
N210 36' 05.64"E
L6
25.046
N540 47' 24.76"E
L7
62.788
N 110 35' 13.47"W
FENNEL ROAD FINAL
Number
Length
Radius
Line/Chord Direction
A Value
C1
42.871
35.000
S150 28' 56.67"W
C2
200.573
5935.367
S21 ° 14' 25.89"E
C3
10.868
990.000
S220 06' 28.52"E
C4
38.158
510.000
S25° 00' 53.27"E
L8
39.095
S270 09' 29.58"E
L9
52.576
S220 52' 16.96"E
L10
34.195
S190 36' 29.60"E
1-111
11.774
S500 34' 22.93"W
-1
G
�? y 4282
o p Am SQ. FT.
N Z D O �
t m _egg
00
Im z co
\ A
(
3122
\ SQ. FT.
1�
I !
M �
I 3307 0
\ SO. FT.
1 � i
1 !
1 5549 \
I SQ. FT. 1
I � 1
1 \
II i 682_
I 1
I \ \
\ 1 \
\ i 1N1 5333
\ \ o\ \ 6a1 \ SQ. FT.
\ / 1
\ \ 1 I
3976
SQ. FT.
6835
SQ. FT.
HIGH PT STA = 10+30.45
HIGH POINT ELEV = 682.95
PVI STA = 10+50
PVI ELEV = 682.78
A.D. _ -0.71%
K = 54.68
39' VC
'tO) to It
O N O N
+ (00 c° o + co
II U II U
U)m U)w
695 m w
LOW POINT STA = 12+50.58
LOW POINT ELEV = 680.01
PVI STA = 12+50
PVI ELEV = 679.63
A.D. = 3.11%
K = 31.24
— 97' VC
A
n
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670
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00
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ORION LANE EXTENDED (PUBLIC R/W
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
VAR/AB, EWIDTH
/P TEI R/W
w .. .. _..".. .. �D .5074, IPG. 234C
=1- M
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173
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J SQ. F SQ. F 201
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P — _684 — -686 686
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24
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(I) DATE
0412612021
0
} DRAWN BY
J. FOX
• DESIGNED BY
• J. FOX
• CHECKED BY
• C. SHIFFLE7T
SCALE
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CHECKED: C. Shifflett UNITS ENGLISH ? S FFLET i
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ul DATE
0412612021
O
} DRAWN BY
J. FOX
• DESIGNED BY
• J. FOX
• CHECKED BY
• C. SHIFFLETT
SCALE
N.A
am
U
PROJECT: Old Trail Block 7C Designed by: J. Fox PROJECT: Old Trail Block 7C DESIGNED BY: J. Fox
STORM SEWER DESIGN COMPUTATIONS LOCATION: Old Trail Village HYDRAULIC GRADE LINE ANALYSIS 0
COUNTY: Albemarle Checked by: C. Shifflett Checked: C. Shifflett z
STORM FREQUENCY 10 INCIDENCE PROBABILITY 10 Year J 0
CO UNITS ENGLISH Q Q
ce
Z
J
W '. U
LL
J
0 (D c2 Q
Q L U
J m �
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Q 0
312 677.35 15 2.17 30.77 0.10% 0.03 9.86 0.38 0 0 0 0 0 0 0 0.38 0.49 TRUE 0.27 677.63 682.84 OK -5.21
EX 9 681.82 15 0.25 85.64 0.00% 0 2.43 0.02 0 0 0 0 0 0 0 0.02 0.03 FALSE 0.03 681.85 688.9 OK -7.05
J
0
JOB NO.
47652
SHEET NO.
C9.1
DRAIN. RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH
U) >
311 312 308 0.290 0.840 0.244 0.244 0.000 0.000 8.901 2.168 678.000 676.000 30.772 0.065 15.000 Circular
INLET
d
Q U
d
U
U
�
w
U
�
�
aa�
>
r?aLU
W vi
CdJ�
�,
aU
pU30
�
`��
Oac4
`��
v
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F.Hw..
ri
�
o
�w• v
p��
O
W
��
F
m
rn
wvi
P.'
a
>?V
a
`
Sag
Inlets
Only
�
z
m
aw_
w�
�
d
302
DI-3A
2.000
0.080
0.90
0.072
Back/Lt.
0.000'RIGFLC
0.072
4
0.288
0
0.001
0.0208
4.362
2.000
0.45851
0.0833
4.00481
3.50
Back/Lt.
0
4
0
0
Ahead/Rt.
0.288
0.001
2
0.288
0.951
0.125
0.333
0.375375
2.951
3.811
Weir Flow
304
DI-3C
8.000
0.247
0.90
0.2223
Back/Lt.
0.000'RICdI
0.043
0.25
0.01075
Back/Lt.
0.233
4
0.932
0.252
0.001
0.0208
9.660
2.000
0.20704
0.0833
4.00481
3.50
Back/Lt.
0
4
0
0
Ahead/Rt.
1.184
0.001
8
1.184
1.503
0.125
0.333
0.375375
3.503
6.020
T > 6.0 ft
308
DI-3B
4.000
0.190
0.90
0.171
0.000'RI(i£i
0.010
0.25
0.0025
0.174
4
0.696
0
0.696
0.0200
0.0208
2.398
2.000
0.83403
0.0833
4.00481
0.999
3.50
0.1458
0.1665
6.327
4.000
0.632
0.835
0.581
0.115
2.099
312
DI-3B
4.000
0.222
0.90
0.1998
O'RI(�IT
0.068
0.25
0.017
0.217
4
0.868
0
O.S6S
0.0200
0.0208
3.091
2.000
0.64704
0.0833
4.00481
0.986
3.50
0.1458
0.1646
6.988
4.000
0.572
0.783
0.680
0.188
2.271
316
DI-3C
8.000
0.332
0.90
0.2988
Back/IA.
0.000'RI
0.228
0.25
0.057
Back/IA.
0.356
4
1.424
0
0.0100
0.0208
5.571
2.000
0.34066
0.0833
4.00481
3.50
Bacic/Lt.
0
4
0
0.115
Ahead/Rt.
1.539
0.0100
8
1.539
1.790
0.156
0.500
0.312
3.790
7.171
Weir Flow
318
DI-3C
8.000
0.440
0.90
0.396
Back/Lt.
0.000'RI
0.048
Q25
0.012
Back/Lt.
0.408
4
1.632
0
0.0100
0.0208
6.355
2.000
0.31471
0.0833
4.00481
3.50
Back/IA.
0
4
0
0
Ahead/Rt.
1.632
0.0100
8
1.632
1.861
0.156
0.500
0.31?
3.861
7.d�7
Weir Flow
EX 8
DI-2B
6
0.090
0.90
0.081
O'RIGFIT'
0.081
4
0.324
0
0.324
0.0150
0.0208
l.(i64
2.000
1.20192
0.0833
4.00481
1.000
3.50
0.1458
0.1666
4207
6.000
1.426
1.000
0.324
0.000
L664
E}L 9
DI-2B
4
0.030
0.90
0.027
O'RIGFIT'
0.027
4
0.108
0
0.108
0.0150
0.0208
1.103
2.000
1.81324
0.0833
4.00481
1.000
3.50
0.1458
0.1666
2.652
4.000
1.508
1.000
0.108
0.000
1.103
EX.19
DI-2B
8
0.220
0.90
0.198
O'RIQI'T
0.198
4
0.792
0
0.792
0.0150
0.0208
3.257
2.000
0.61406
0.0833
4.00481
0.981
3.50
0.1458
0.1639
6.186
8.000
1.293
1.000
0.792
0.000
2.313
PIPE
NO
FROM POINT
TO POINT
AREA
"A"
Acre
(3)
COEFF.
"C"
(4)
INLET
TIME
Minutes
(7)
FALL
In/Hr
(8)
Q
CFS
(9)
of Pipe
Ft.
(12)
SLOPE
Ft./Ft.
(13)
SIZE
(Dia. Or
Sp an/Rise)
In.
(14)
SHAPE
Capacity
CFS
(15)
Friction
Slope
Ft./Ft.
VEL
Vn
Ft/Sec
(16)
FLOW
TIME
Min.
(17)
REMARKS
(18)
INCRE-ACCUM
MENT
(5)
ULATID
(6)
ADDTL
CA
UPPER
END
(10)
LOWER
END
(11)
REFERENCE
(1)
STA.
REFERENCE
(2)
STA.
EX.19-8
EX.19
EX.B
0.222
0.950
0.211
0.211
0.000
0.000
8.901
1.877
681.540
680.670
36.575
0.024
15.000
Circular
]0.790
0.001
6.612
0.092
EX. 9-8
EX.9
EX.B
0.030
0.950
0.029
0.029
0.000
0.000
8.901
0.264
681.450
680.820
85.639
0.007
15.000
Circular
6.001
0.000
2.429
0.588
EX. 8-310
EX.B
310
0.090
0.950
0.086
0.325
0.000
0.588
8.522
2.769
680.570
680.250
52.254
0.006
15.000
Circular
5.475
0.002
4.484
0.194
309
310
308
0.000
0.000
0.000
0.325
0.000
0.782
8.405
2.731
680.150
676.000
125.467
0.033
15.000
Circular
12.724
0.002
8.276
0.253
INLET
OR
JUNCTION
INLET
STATION
OUTLET
WATER
SURFACE
ELEV.
DIA.
PIPE
Do
(In)
DESIGN
DISCH.
Cto
(CFS)
LENGTH
PIPE
Lo
(Ft)
FRICTION
SLOPE', Sfo
(FT/F�
FRICTION
LOSS
Hf
(Ft)
JUNCTION LOSS
FINAL
H
(Ft)
Inlet
Water
Surface
9evation
Rim
Bev
Comments
Vo
Ho
(Ft)
Qi
Vi
QYi
Vi*2/2g
Hi
Angle
FIO
Fit
1.3
Ht
0.5
Ht
302
672.97
24
14.29
79.57
0.34%
0.27
6.18
0.15
14.08
6.16
86.72
0.59
0.21
20.19
0.15
0.5
0
TRUE
0.52
673.49
681.02
OK -7.52
304
673.57
24
14.08
143.5
0.33%
0.47
6.16
0.15
12.27
6
73.59
0.56
0.2
89.44
0.39
0.73
0
TRUE
0.84
674.41
679.7
OK -5.28
306
674.49
24
12.27
28.81
0.25%
0.07
6
0.14
6.13
8.54
52.39
1.13
0.4
88.71
0.79
1.33
0
TRUE
0.74
675.23
679.47
OK -4.25
308
675.23
15
6.13
132.16
0.77%
1.01
8.54
0.28
2.73
8.28
22.6
1.06
0.37
91.29
1.06
1.71
2.23
TRUE
2.13
677.35
682.71
OK -5.35
310
677.35
15
2.73
125.47
°
0.15/0
0.19
8.28
0.27
2.77
4.48
12.42
0.31
0.11
0
0
0.38
0
TRUE
0.38
677.73
681.71
OK -3.98
EX 8
681.25
15
2.77
52.25
0.16%
0.08
4.48
0.08
1.88
6.61
12.41
0.68
0.24
57.1
0.38
0.7
0.9
TRUE
0.53
681.78
687.87
OK -6.09
EX 19
681.78
15
1.88
36.57
0.07%
0.03
6.61
0.17
0
0
0
0
0
0
0
0.17
0.22
TRUE
0.14
681.92
688.9
OK -6.98
316
675.23
18
6.79
26.52
0.36%
0.09
5.12
0.1
3.66
4.42
16.21
0.3
0.11
64.87
0.17
0.38
0.49
TRUE
0.34
675.57
679.68
OK -4.11
318
675.57
15
3.66
34.92
0.27%
0.1
4.42
0.08
0
0
0
0
0
0
0
0.08
0.1
TRUE
0.15
675.71
679.67
OK -3.96
L
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'LN I I �� seg \ DATE
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1 yam_.._..... - 68
1 - ------- I _ _
2 _ _ _ �6 FENNEL ROAD O DRAWN BY
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II '!1 i i I • CHECKED BY
3122
I • C. SHIFFLETT
- I
SQ. FT.
2445 ' I I • • SCALE
• SQ. FT. 69, 1738 1735 1732 I I 1 " = 20'
SQ. FT. -SQ. FT. SQ. FT. 2203 0
\ SQ. FT. 2145 " - \ ' I
\ SQ. FT. 1732
�SQ. FT. 1732 1730
1
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JOB NO.
47652
SCALE V=20'
SHEET NO.
0 20' 40' L 1.0
L
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
NOT TO SCALE
PLANT SCHEDULE
TREES
QTY
BOTANICAL NAME
COMMON NAME
MIN. INSTALLED SIZE
ROOT
CANOPY
ACE OGL
9
ACER RUBRUM 'OCTOBER GLORY'
OCTOBER GLORY RED MAPLE
2.5" CAL.
B&B
452SF
BET CIM
8
BETULA NIGRA'CULLY IMPROVED' TM
HERITAGE IMPROVED RIVER BIRCH
2.51, CAL.
B&B
464SF
QUE PAL
9
QUERCUS PALUSTRIS
PIN OAK
2.5" CAL.
B&B
419SF
QUE PHE
9
QUERCUS PHELLOS
WILLOW OAK
2.5" CAL.
B&B
419SF
STREET TREE
REQUIREMENTS
* per Sec. 32.7.9.5 of the Albemarle County Code
STREET
LENGTH
REQUIREMENTS
CALCULATIONS
REQUIRED
PROVIDED
ORION LANE
279.7 LF
1 LG TREE PER 50 LF
280.0 / 50 = 5.6x2 = 11.2
12 LG TREES
12 LG TREES
EXTENDED
OLD TRAIL DRIVE
343.9 LF
1 LG TREE PER 50 LF
344.0 150 = 6.88
7 LG TREES
7 LG TREES
TREE COVER
CALCULATIONS
* per Sec. 32.7.9.8 of the Albemarle County Code
SITE AREA
REQUIREMENT
CALCULATION
REQUIRED QUANTITY
PROVIDED QUANTITY
2.73AC
2.73ACx.1
(GROSS SITE AREA)
10% COVER
= 0.273 AC
11,892 SF
12,212 SF
= 11,891.9 SF
NOTE:
-ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT, MATURE HEIGHT;
THE TOPPING OF TREES IS PROHIBITED. SHRUBS AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE
OVERALL HEALTH OF THE PLANT.
=W
ROOT BALL
12 GAUGE GALVANIZED WIRE
3-2"x2" HARDWOOD STAKES
GALVANIZED WIRE GUY
12 GAUGE. ALLOW FOR A
SLIGHT AMOUNT OF MOVEMENT
8' 2"x2" HARDWOOD STAKE,
2'-6" MIN BELOW SURFACE.
STAKE SHALL BE DRIVEN A MIN
18" OUT FROM TRUNK AND
OUTSIDE OF ROOTBALL
2-3" MULCH LAYER TO EDGE OF DRIPLINE.
KEEP 4-6" AWAY FROM TRUNKFLARE
SET ROOTBALL FLUSH TO GRADE OR 1-2"
HIGHER IN SLOWLY DRAINING SOILS. DO
NOT COVER THE TOP OF THE ROOTBALL
WITH SOIL. ROOTFLARE SHALL BE VISIBLE
ABOVE FINISHED GRADE
6"SAUCER
BACKFILL PLANTING PIT WITH NATIVE
SOIL. INCORPORATE SLOW -RELEASE
GRANULAR FERTILIZER
1" COMPOST LAYER
PLACE ROOTBALL ON
UNEXCAVATED OR TAMPED SOIL
NOTE: ONLY STAKE TREES WITH
LARGE CROWNS, 2" CALIPER OR
GREATER, IF LOCATED ON WINDY
SITES, OR WHERE TAMPERING
MAY OCCUR.
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 SEWERNVATER CONNECTIONS.
NOTIFY LANDSCAPE ARCHITECT OF CONFLICTS.
• VERIFY ALL PLANT MATERIAL QUANTITIES ON THE PLAN PRIOR TO
BIDDING, PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL
BE VERIFIED PRIOR TO BIDDING.
• PROVIDE PLANT MATERIALS OF QUANTITY, SIZE, GENUS, SPECIES, AND
VARIETY INDICATED ON PLANS. ALL PLANT MATERIALS AND
INSTALLATION SHALL COMPLY WITH RECOMMENDATIONS AND
REQUIREMENTS OF ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY
STOCK". IF SPECIFIED PLANT MATERIAL IS NOT OBTAINABLE, SUBMIT
PROOF OF NON AVAILABILITY TO THE LANDSCAPE ARCHITECT,
TOGETHER WITH PROPOSAL FOR USE OF EQUIVALENT MATERIAL.
• PROVIDE AND INSTALL ALL PLANTS AS IN ACCORDANCE WITH DETAILS
AND CONTRACT SPECIFICATIONS.
• SOIL TESTS SHALL BE PERFORMED TO DETERMINE SOIL CHARACTER
AND QUALITY. NECESSARY SOIL AMENDMENTS SHALL BE PERFORMED
PER TEST RESULTS TO ENSURE PLANT HEALTH.
CONSTRUCTION/INSTALLATION
• LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS
AND MATERIALS THAT ARE IN AN UNHEALTHY OR UNSIGHTLY
CONDITION, AS WELL AS PLANTS AND MATERIALS THAT DO NOT
CONFORM TO ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY STOCK"
• LABEL AT LEAST ONE TREE AND ONE SHRUB OF EACH VARIETY AND
CALIPER WITH A SECURELY ATTACHED, WATERPROOF TAG BEARING
THE DESIGNATION OF BOTANICAL AND COMMON NAME.
• INSTALL LANDSCAPE PLANTINGS AT ENTRANCES/EXITS AND PARKING
AREAS ACCORDING TO PLANS SO THAT MATERIALS WILL NOT
INTERFERE WITH SIGHT DISTANCES.
• CONTRACTOR IS RESPONSIBLE FOR WATERING ALL PLANT MATERIAL
DURING INSTALLATION AND UNTIL FINAL INSPECTION AND ACCEPTANCE
BY OWNER. CONTRACTOR SHALL NOTIFY OWNER OF CONDITIONS
WHICH AFFECTS THE GUARANTEE.
INSPECTIONS/GUARANTEE
• UPON COMPLETION OF LANDSCAPE INSTALLATION, THE LANDSCAPE
CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR WHO WILL
VERIFY COMPLETENESS, INCLUDING THE REPLACEMENT OF ALL DEAD
PLANT MATERIAL. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A
FINAL INSPECTION BY THE LANDSCAPE ARCHITECT.
• ALL EXTERIOR PLANT MATERIALS SHALL BE GUARANTEED FOR ONE
FULL YEAR AFTER DATE OF FINAL INSPECTION AGAINST DEFECTS
INCLUDING DEATH AND UNSATISFACTORY GROWTH. DEFECTS
RESULTING FROM NEGLECT BY THE OWNER, ABUSE OR DAMAGE BY
OTHERS, OR UNUSUAL PHENOMENA OR INCIDENTS WHICH ARE BEYOND
THE CONTRACTORS CONTROL ARE NOT THE RESPONSIBILITY OF THE
CONTRACTOR.
• PLANT MATERIAL QUANTITIES AND SIZES WILL BE INSPECTED FOR
COMPLIANCE WITH APPROVED PLANS BY A SITE PLAN REVIEW AGENT
OF THE PLANNING DEPARTMENT PRIOR TO THE RELEASE OF THE
CERTIFICATE OF OCCUPANCY.
• REMOVE ALL GUY WIRES AND STAKES 12 MONTHS AFTER INSTALLATION.
CLINT W. !:
S FFLET a�
Lic. N s43ee ��4'.
04/26/21
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0412612021
DRAWN BY
M. RACHNER
DESIGNED BY
M. RACHNER
CHECKED BY
C. SHIFFLETT
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JOB NO.
47652
SHEET NO.
L2.0