HomeMy WebLinkAbout08-04 Prototype - Auto. Testing Facility - Back Creek - Backfile (2)U
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GENERAL NOTES
VD0T GENERAL NOTES
LEGEND
VICINITY MAP
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V1. All work on this project shall conform to the latest editions of the Virginia Department of
SCALE 1"= 2000'
1.
Methods and materials used in the construction of the improvements herein shall conform to the current
Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and
EXISTING INTERMEDIATE CONTOUR33
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a specifications.
Count construction standards and specifications and/or current VDOT standards and
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Sediment Control Regulations and any other state, federal or local regulations applicable. In the
event of conflict between an of these standards, specifications or the most stringent shall be
EXISTING INDEX CONTOUR
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Measures to control erosion and siltation, including detention ponds serving as silt basins during construction,
plans,
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govern.
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must be provided prior to issuance of the site development permit. The approval of these plans in no way
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PROPOSED CONTOUR
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e Virginia Erosion and Sediment
relieves the developer or his agent of the responsibilities contained in the g
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V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and
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EXISTING EDGE OF PAVEMENT
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Control Handbook.
Health Administration and VOSH Rules and Regulations.
PROPOSED EDGE OF PAVEMENT
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3.
t eer, Virginia Department of Transportation
A permit must be obtained from the Office of the Residers Engin i g p P
Count to State -of-way.
V3. When working on VDOT right-of-way, all traffic control whether permanent or temporary, shall
EXISTING CURB AND GUTTER
EX C&G
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4.
VDOT and Frederick prior construction in existing right
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in accordance with the current edition of work area protection manual. Furthermore, all
traffic control fla ers must be certified in accordance with the latest edition of the VDOT Road and
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of plan guarantee permit permit
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Bridge Specifications, Section 104.04-C.
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PROPOSED CURB AND GUTTER
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required under State law.
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The location rails will be determined b VDOT A joint inspection will be held
V4. The developer shall be responsible for relocating, at his expense, an and all utilities including
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TRANSITION FROM CG 6 TO CG 6R
TRAN ITI FR
CG-6 CG-6R
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exact of all guard personnel.
VDepartment of Trans ortation
Representatives of the Virginia d e r septa i
he Developer, Count Representatives,an R eT
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traffic si nil poles, unction boxes, controllers, etc. owned b VDOT or private utility company. It is:iCV
the sole responsibility of the developer to locate and identify utility facilities or items which may
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EXISTING TELEPHONE LINE
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w d rail and of paved ditches will be needed. The developer will be
(VDOT) to determine if and here guar it / p P
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responsible for providing guardrail and paved ditches as determined by this Joint inspection. Refer to
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be m conflict with the proposed construction activity. VDOT approval of these plans does not
relieve the developer of this responsibility.
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PROPOSED TELEPHONE LINE
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6.
Virginia Department of Transportation VDOT Guard Rail and Paved Ditch Specifications.
An v of Tans and all applicable must be available at the construction site. Also, a
V5. Design features relating to field construction, regulations, and control or safety of traffic may
EXISTING STORM SEWER
PROP. 15 RCP:,:
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approved ed set permits
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representative of the developer must be available at all times.
be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of
any field revision will be the responsibility of the developer.
PROPOSED STORM SEWER
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Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic
V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT
EXISTING SANITARY SEWER
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Control Devices (MUTCD).
land use permits for any work on VDOT right-of-way.
PROPOSED SANITARY SEWER
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PROJECT INFORMATION
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B.
All unsuitable material shall be removed from the construction limits of the roadway before placing
V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged
EXISTING ELECTRIC SERVICE
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embankment.
and held by the engineer and/or developer with the attendance of the contractor, various County
SITE LOCATION FREDERICK COUNTY
9.
All pavement sections on the approved laps are minimum sections to be utilized when the actual California
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agencies, utility companies and VDOT prior to initiation of work.
PROPOSED ELECTRIC SERVICE
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EX STREET ADDRESS N/A
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Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed
V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for
EXISTING GAS LINE
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NEW STREET ADDRESS N/A
for actual determination of required pavement thickness prior to placement. All final pavement and base
"Pavement
any undetermined length of time. VDOT will also require 48 hours notice for any inspection.
PROPOSED GAS LINE
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PARCEL IDENTIFICATION N0. 63-A-60B (DB 748, PG 648)
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course thicknesses shall be designed in accordance with VDOT's Design Guide for Subdivision and
LOT ARE :: 5.49 ACRES
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Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true
V9. The contractor will be responsible for maintaining adequate access to the project from the
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support values of the soils in the subgrade. Final pavement design shall be submitted during construction
adjacent public roadway through construction and maintenance of a construction entrance in
PROPERTY LINE
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DISTURBED AREA 3.95 ACRES
accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore,
and prior to placement.
access to other properties affected by this project shall be maintained through construction. The
FLOW LINE -..
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CURRENT ZONING M1
10.
All roadside ditches at grades of more than 5� shall be paved with cement concrete to the limits indicated
Developer shall have, within the limits of the project, an employee certified by the Department of
Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation
FENCELINE
# X # # * x * X * X
CURRENT USE VACANT
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on the plans and as required at the field inspection.
control devices and measures for. proper installation and deficiencies immediately after each rainfall,
EXISTING POWER POLE
PROPOSED USE INDUSTRIAL
at lest daily during prolonged rainfall, and weekly when no rainfall event occurs.
BUILDING HEIGHT: MAXIMUM ALLOWED = 60' PROPOSED = 35'-MAXIMUM
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11.
All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall
EXISTING TELEPHONE POLE
WITH THE
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be minimum 6' diameter and conform to VDOT standard SB-1.
V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and
SIGNS: NONE PROPOSED. ANY FUTURE SIGNAGE MUST CONFORM
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at the end of construction.
EXISTING WATERLINE W/ TEE
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STANDARDS OF SECTION 165-30 OF THE FREDERICK COUNTY
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12.
Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than
ZONING ORDINANCE.
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one litter receptacle shall be provided at the construction site.
V11. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum
PROPOSED WATERLINE W/ TEE W
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BUILDING SETBACKS: REQUIRED: FRONT: 75 PROP: FRONT: 91.71
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13.
The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to
36" cover and, when possible, to be installed under roadway drainage facilities.
SIDE: 25' SIDE: 28.16'
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entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take
EXISTING FIRE HYDRANT
REAR: 25' REAR: 80.37'
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whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free
V12. Any unusual subsurface conditions encountered during the course of construction shall be
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condition at all times.
immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity
EXISTING WATER VALVE
PARKING CALCULATIONS
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until an adequate design can be determined by the engineer and approved by VDOT.
REQUIRED PARKING FOR OFFICE REQUIRED PARKING FOR SHOP AREA
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14.
* Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary
V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT
PROPOSED WATER METER
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OFFICE=1 SPACE PER 250 S.F. 1 SPACE PER 1 EMPLOYEE
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sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut
representative prior to placement and fill. Where CBR testing is required, a VDOT representative
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EXISTING REDUCER
8445 S.F./250 S.F,=34 SPACES 10 EMPLOYEES=10 SPACES
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sheets, and connections to existinglines.
shall be present to insure the sample obtained is representative of the location. When soil samples
PROPOSED REDUCER
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15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current
are submitted to pthe samples
identified and labeledles shall be clearly
private laboratories for testing, py
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TOTAL REQUIRED PARKING=44 SPACES
standards and specifications of Frederick County and/or the Frederick County Sanitation Authority.
as belonging to a project which will be accepted by VDOT and that testing shall be conducted
according to all applicable VDOT standards.
STOP SIGN
TOTAL PROPOSED PARKING=48 SPACES
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16.
The location of existing utilities shown in these plans are taken from existing records. It shall be the
HANDICAP RAMP (CG-12)
DENOTES LOCATION OF STD VDOT
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REQUIRED HC PARKING FOR 26-50 SPACES=2 HC SPACES
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contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed
V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be
cG-12 AND/OR JUISDIC pN�,
PROPOSED HC SPACES=2
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prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing
compacted in 6" lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method
A, within plus or minus 2% of optimum moisture for the full width of any dedicated street
STANDARD RAMP CONSTRICTION
OPEN SPACE CALCULATIONS F.A.R. CALCULATIONS
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utility verification and the proposed construction.
the direction VDOT Inspector,
PARKING INDICATOR
12
right-of-way. At of density tests performed by a qualified
INDICATES THE NUMBER OF TYPICAL PARKING
SPACES
D=151 891.6 S.F. LOT AREA=239 144.4 S.F.
OPEN SPACE NROV! 1` - ,
17.
The developer will be responsible for an damage to the existing streets and utilities which occurs as a
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independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A
25% OPEN SPACE REQUIRED= BUILDING AREA=39,000 S.F.
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result of his construction project within or contiguous to the existing right-of-way.
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copy of all tests shall be submitted to VDOT prior to final VDOT approval
TEST PIT LOCATION
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239,144.4 S.F. X 0.25=59,786.1 S.F. 39,000 S.F./239,144.4 S.F.=0.16 F.A.R.
18.
When grading is proposed within easements of utilities, letters of permission from all involved companies
must be provided to Frederick County Sanitation Authority prior to issuance of grading and/or site
V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and
further where determined necessary by VDOT Inspector.
151,891.6/239,144.4=0.6•<;I OPEN SPACE PROVIDED
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HANDICAP PARKING
19.
development permits.
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The developer will be responsible for the relocation of any utilities which is required as a r_. z.r of his
V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall
meet VDOT minimum design standards and is the responsibility of the developer.
VEHICLES PER DAY COUNT
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100
LANDSCAPE CALCULATIONS
TOTAL. PROPOSED IMPERVIOUS PARKING LOT AREA=48,253 S.F.
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110,022837
project. The relocation should be done prior to construction.
V17. Prior to acceptance b VDOT of an streets, an required street si na a and/or pavement
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PROPOSED BUILDING ENTRANCE
48,253 S.F./2,000 S.F.=25 PERIMETER PLANTINGS
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20.
These plans identify the location of all. known gravesites. Gravesites shown on this plan will be protected
markings must be installed by the developer or at VDOT's discretion, by VDOT on an account
REQUIRED INTERIOR PARKING LOT = 5% OR 1 PER 10 SPACES
in accordance with state law. In the event gravesites are discovered during construction, the owner and
receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The
bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed
49 SPACES/10 = 5 INTERIOR PLANTINGS
TOTAL REQUIRED PLANTINGS=30 TREES
engineer must be notified immediately.
EXISTING STREET LIGHT
a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on
TOTAL PROVIDED PLANTINGS=31 TREES
21.
The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering
VDOT's approved list. A copy of this list may be obtained from the District Material Section.
PROPOSED STREET NAME SIGN
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at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan.
Contact the local VDOT Residency Office with any questions regarding sign material and placement.
PROPOSED SANITARY LATERAL CLEANOUT
22.
Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard
AASHTO-T99, ASTM-D698, VTM-1 Density be by
V18. The developer must provide to the local VDOT office a list of all material sources prior to
construction. Copies of all invoices for materials within any dedicated street right-of-way must be
SANITARY MANHOLE IDENTIFIER
12
proctor or as applicable. shall certified a registered
to the local VDOT Residency Office to
RESi=ONSIBLE L/4ND DISTURBER
professional engineer and results submitted to Frederick County prior to pavement construction. If a
provided prior acceptance of the work. Unit and total prices
be
geotechnical report has been prepared, it should supersede the requirements in this note.
may obscured.
STORM DRAIN STRUCTURE IDENTIFIER
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23.
Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating
V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical
spreader. Density will be determined using the density control strip as specified in VDOT's Road and
CERTIFICATION #:
or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement
Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these
EASEMENT LINE
DATE:
of excavation or demolition. Names and telephone numbers of the and operators underground utility lines
tests. A certified copy of the test results shall be provided to the Residency Office. In additions to
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in Frederick County appear below. These numbers shall also be used to serve in an emergency condition.
checking stone depths, a VDOT representative shall be notified and given the opportunity to be
CENTERLINE
THE RESPON515LE LAND DISTURBER
present during the construction and testing of the density control strip.
EXISTING SPOT ELEVATION
12.0
15 T+-••IE PARTY RESPONSIBLE FOR
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V20. Asphalt concrete pavement shall be laced in accordance with the latest edition of VDOT's Road
CARRYING OUT THE LAND DISTURBING
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and Bridge Specifications -Section 315. Density will be determined using the density control strip as
PROPOSED SPOT ELEVATION
7153
ACTIVITY AS 5ET FORTH IN THE
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specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests.
A certified copy of the test results shall be provided to the Residency Office. A VDOT representative
be the to be during the testing
EXISTING TREE LINE
PLAN5.
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UTILITY CONTA CTS
shall notified and given opportunity present construction and of the
control strip.
EXISTING TREE
15 OAK 15" PINE 0TRIP
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GENERATION DATA
V21. Approval of these plans shall expire three (3) years from the date of the approval letter.
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CLASS
USE
PER S.F.
TOTAL S.F.
TRIP RATE USE
VPD
Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co.
P.O. Box 1877 P.O. Box 24U0
V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector.
PROPOSED TREE
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i�15" OAK 15" PINE
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Winchester, VA. 22604 Winchester, VA 22604
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FCSA CON�J TR UCTION ND TES
(540) 868-1061 (540) 869-1111
130
INDUSTRIAL PARK
1,000 S.F.
39,000 S.F.
6 PER 1,000 S.F.
OF GROSS FLOOR AREA
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Power: Allegheny Power Phone: Verizon
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P.O. Box 1458
MD 21741 P.O. Box
Hagerstown, Baltimore, MD 21297
MD
ADDITIONALLY1. WATER MEET ALLNES ARE TO BE REQU REQUIREMENTS OF THE CONSTRUCTED
FREDER FREDERICK COUNTY SANITATION AUTHOR TY. S. THE LINES SHALL
DATE
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REVISION
CO VER SHEET
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1-800-654-3317 (301) 954-6282
2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY.
Project Name:
MISS UTILITY 1-800-257-7777
3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR.
4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT
PROTOTYPE
SITE
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IS RESPONSIBLE FOR THE INSTALLATION OF WATERROVEQ
TERS METER IS SET, THEY THE FRAME AND COVER TO
Owner:
FIRE MARSHAL'S NOTE
BE PROPERLYUALIGNED WITH ITSEFORE METERA OXRANDENT
YOKE BAR 2 THE FRAME AND COVER
, ) ER TO BE SET TO THE FINAL
GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE BAR BE BETWEEN 18 AND 21
PROTOTYPE TECHNOLOGY 441 VICTORY RD.
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Fire lane markings and signage:
INCHES; AND 4) ALL COMPONENTS OF THE METER BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. IT IS THE
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WINCHESTER, VA 22602
Any "No Parking" signs and yellow painted curb locations will be installed
DEVELOPERS CONTRACTORS RESPONSIBILITY TO HAVE THE METER BOX ASSEMBLY INSTALLED CORRECTLY,
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GROUP, INC.
by field inspection at the direction of the Fire Marshall's Office.
5. THE CONTRACTOR SHALL INSTALL WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES.
(540) 722-4061
Developer:
A.) A WATER SERVICE (AND FORCE MAIN SEWER SERVICE) REQUIRES THE INSTALLATION OF A SADDLE
FIRE FLOW DATA: HYD# FIRE FLOW DATA: HYD#
WITH CORPORATION STOP AND MAKING THE TAP.
LANTZ CONSTRUCTION CO. 539 S. MAIN ST.
STATIC PRESSURE = STATIC PRESSURE =
B.) A GRAVITY SEWER SERVICE REQUIRES THE INSTALLATION OF A WYE, 18" LONG STUB PIECES, AND
15" LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS.
WINCHESTER, VA 22602
j�EET INIJj�
SHEET EX
RESIDUAL
PRESSURE = RESIDUAL PRESSURE =
C.) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF
EACH CONNECTION.
WINCHESTER, VA 22602
Engineer Certifying Plan:
AVAILABLE FLOW = AVAILABLE FLOW =
6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE:
151 WINDY HILL LANE
A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP.
COVER SHEET
SHEET 1 OF 8
GREENWAY ENGINEERING WINCHESTER, VA 22602
SOURCE: SOURCE:
B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK
E&S CONTROL & DRAINAGE DIVIDES SHEET 2 OF 8
DATE: DATE:
BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED.
EROSION & SEDIMENT CONTROL DETAIL SHEET 3 OF 8
(540) 662-4185
DATE:
SEPT.,
2003
SITE PLAN
SHEET 4 OF 8
7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE.
GRADING PLAN SHEET 5 OF 8
8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS
REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT IS
LANDSCAPE PLAN
SITE DETAIL & PROFILES
SWM COMPUTATIONS
SHEET 6 OF 8
SHEET 7 OF 8
SHEET 8 OF 8
APPROVAL
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SCALE:
N/A
HANDICAPPED PARKING NOTE
REQUIRED.
9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ
FREDERICK COUNTY ZONING ADMINISTRATOR DATE
DESIGNED
BY: CR
Handicapped parking spaces and aisles shall slope
BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE
READOUT IS REQUIRED.
FILE
NO. 1058P
no greater than 2% in all directions.
* SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL
SHEET 1
OF 8
* SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL
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EROSION/SEDIMENT CONTROL LEGEND
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NO. KEY SYMBOL DESCRIPTION
3.02 CE TEMPORARY GRAVEL CONSTRUCTION
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3.05 SF x-x-3E SILT FENCE
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3.07 IP STORM DRAIN INLET PROTECTION
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3.09 pD DD TEMPORARY DIVERSION DIKE
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3.10 FD FD TEMPORARY FILL DIVERSION
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3.12 DV -*-* *- DIVERSION
3.13 ST -ice- TEMPORARY SEDIMENT TRAP
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1-6.80
ROUTE 37 '
R/W VARIES
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DESIGNED BY:
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FILE NO.
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1058P
SHEET -2
OF-8
TYPICAL
TREATMENT-
2
SOIL STABILIZATION
MATTING
SLOPE
INSTALLATION
FILL SLOPE SECTION
SOIL STABILIZATION MATS SHOULD
Q
BE INSTALLED VERTICALLY
DOWNSLOPE FOR BEST RESULTS.
5 NOTE: SLOPE SURFACE
Q Q SHALL BE SMOOTH
Q
AND FREE OF
ROCKS, LUMPS OF
N'. Q
DIRT, GRASS AND
5'
/ Q
BECPLAC DTFLATLL
ON SURFACE FOR
PROPER SOIL
CONTACT.
_4'
2
6. Phu
/
Q RZ
DIRT SHALL BE
TAMPERED PRIOR
TO LAYING TOP
LAP OVER
TOE
BERM
MAINTAIN SLOPE ANGLE
TRENCH INTO BERM AND
PROGRESS DOWNSLOPE
SLOPE LINING
TOP OF
SLOPE LINING CUT SLOPE
(WET SLOPE)
DRY SLOPE)
TREATMENT — 2�
POLYPROPELYENE
f 2
NON —WOVEN
(NEEDLE PUNCHED)
CIOTNURCE
TREATMENT — 2
GEOTEXTILE FILTERCLOTH (
BEHIND
FLL{ER SO �F1ER)
p0P �AOV
TREATMENT
4' ER
or
SOIL------_
BOTTOM OF FILL SLOPE --
BOTTOM OF CUT SLOPE
—T
LBOTTOAir M OF CUT SLOPE
tR__ SpOU ER
SOURCE: VDOT ROAD AND
BRIDGE STANDARDS
PLATE: 3.36-5
815
so
it
s41
195
1130
CONSTRUCTION OF A SILT FENCE
(WITH WIRE SUPPORT)
1. SET POSTS AND EXCAVATE A 4"X4' 2. STAPLE WIRE FENCING TO THE POSTS.
TRENCH UPSLOPE ALONG THE LINE
OF POSTS.
V ; I , I
1
FLOW
3. ATTACH THE FILTER FABRIC TO THE WIRE
FENCE AND EXTEND IT INTO THE TRENCH.
4
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
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G
FLOW
7 p, _�O I
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1
Sberrood & I1ant
STONE CONSTRUCTION ENTRANCE
70' MIN. EXISRNG
PAVEMEN�
A s 5:1
FX7£R CLOTNJ 6' MIN. A (Mai OABL) BERM
OP7SIDE ELEVATION
EX75 7NG GROUND
70' MIN.
B WASNRACK 110,
MIN.
• 10' MIN.
12' MIN EX1577NG
PAVEMENT
VDOr it I POSfMF DRAINAGE 10 MIN.
COURSE APGREG47£ B TO SEDIMENT
TRAPPING DEVICE
• MUST IXTEND FULL WDTH
OF INGRESS AND EGRESS PLAN VIEW
OPERA77ON
`11— SECTION A —A
RvNFDRCED CONCRETE -/ `- DRAIN SPACE
SECTION B—B
SOURCE.ADAPTED from 1983 Moryland Standards for Soil erosion and Sediment Control, and Vo. DSWC Plote 3.02-1
HEIGHT
OF OBJECT
HE I
HT OF OBJECT
50'
HEIGHT
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SIGHT
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61
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—
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INTX. OF ENTRANCE 4 5PADY ELM RD.
815
EROSION AND SEDIMENT CONTROL NARRATIVE:
PROJECT DESCRIPTION
THE PROPERTY IS LOCATED IN FREDERICK COUNTY AND FRONTS ON RT. 651-5HADY ELM RD. THIS SITE 15 TO BE DEVELOPED
AS SHOWN HEREON. SWIM WILL BE TAKEN CARE OF BY UTILIZING DRY POND. THE TOTAL PROPERTY CONSISTS OF 5.49 ACRES
OF WHICHAPPROXIMATELY 3.95 ACRES WILL BE DISTURBED FOR THE CONSTRUCTION OF THE BUILDING AND PARKING.
EXISTING SITE CONDITIONS
THE SITE IS CURRENTLY VACANT AND CONSISTS OF A MIX OF FIELD AND TREES. SLOPES RANGE FROM 2 TO l PERCENT THROUGHOUT THE PROPERTY.
ADJACENT PROPERTY
THE SITE IS BOUNDED BY RT, 31 TO THE NORTHEAST, AND BY M-1 ZONED PROPERTY TO THE SOUTHEAST AND SOUTHWEST, AND BY RT. 651 TO THE NORTHEAST.
EROSION AND SEDIMENT CONTROL MEASURES
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED
ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VETCH).
STRUCTURAL MEASURES
A CONSTRUCTION ENTRANCE WITH WASHRACK SHALL BE PROVIDED TO THE SITE FROM RT. 651. RUNOFF FROM THE ENTRANCE SHALL BE CONTROLLED BY
SILT FENCE INSTALLED ADJACENT TO THE ENTRANCE.
SILT FENCE SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE EROSION ACROSS THE SITE.
VEGETATIVE MEASURES
PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITIJIN SEVEN (l) DAYS AFTER FINAL GRADING IS REACHED ON ANY
PORTION OF THE SITE, TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (l) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT
WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) DAYS. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL AREAS THAT ARE LEFT DORMANT
FOR MORE THAN SIX (6) MONTHS.
TOPSOIL THAT HAS BEEN STOCKPILED IS TO BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER
GRADING.
ALL FILL AREAS AND POND EMBANKMENTS ARE TO BE MAGHINE-COMPACTED, SEEDED AND MULCHED (HAY MULCH OR STRAW) FOR TEMPORARY AND/OR
PERMANENT `I/EGETATIVE COVER
ALL FILL FILL SLOPES OF 2:1 OR GREATER SHOULD HAVE MATTING AND GROWN VETCH TO PREVENT EROSION AND ALLOW FOR LOW MAINTENANCE AS IT IS DIFFICULT
TO MOW A SLOPE WITH A 2:1 RATIO.
CONSTRUCTION SEQUENCING
1. INSTALL CONSTRUCTION ENTRANCE AND WASH RACK
2. INSTALL SILT FENCE
3. CONSTRUCT DETENTION POND/SEDIMENT BASIN
4. BEGIN CLEARING AND EXCAVATING
5. INSTALL CHECK DAMS AND OTHER PROTECTION MEASURES
MANAGEMENT STRATEGIES
CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY AS POSSIBLE,
SEDIMENT TRAPPING MEASURES SHALL BE INSTALLED AS A FIRST STEP IN GRADING AND SHALL BE SEEDED AND MULCHED IMMEDIATELY AFTER INSTALLATION.
THE SITE SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES.
AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS SHALL BE CLEANED UP AND REMOVED.
DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE NECESSARY DUE TO
CONTRACTOR PHASING OR OTHER ANTICIPATED CONDITIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE SHOWN AS
NEEDED IN ORDER TO CONTROL EROSION AND SILTATION. ALL MEASURES SHALL BE INSTALLED ACCORDING TO THE STANDARDS IN THE VETCH.
MAINTENANCE
ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE
REPAIRED BY THE END OF THE DAY. SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE
FERTILIZED AND RESEEDED AS NEEDED. IS
TRAPPED SEDIMENT IS TO BE REMOVED A$ REQUIRED TO MAINTAIN 50% TRAP EFFICIENCY AND DISPOSED OF BY SPREADING ON SITE.
GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND GLEANED OR
REPLACED.
PERMANENT STABILIZATION
ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINAL GRADING. SEEDING SHALL BE DONE
ACCORDING TO STANDARD AND SPECIFICATION NO. 3.32 OF THE VETCH.
SEEDING NOTE5:
1. TOPSOIL SHALL BE SPREAD AT A DEPTH OF 4".
2. PULVERIZED AGRICULTRUAL LIMESTONE SHALL BE INCORPORATED INTO SOIL AT A RATE
OF 92 LBS. PER 1000 S.P. (2 TONS PER ACRE).
3. FERTILIZE WITH 10-10-10 AT A RATE OF 23 LBS. PER 1000 SF. (1000 LBS. PER ACRE).
4. SEED MIX SHALL CONSIST OF 61% KENTUCKY 31 TALL FESUE AND 33% SERICEA LESPEDEZA
APPLIED AT THE RATE OF 120 LBS. PER ACRE.
5. STRAW MULCH SHALL BE APPLIED TO ALL SEEDED AREAS AT THE RATE OF 3500 LBS.
PER ACRE AND ANCHORED WITH CUTBACK, OR EMULSIFIED ASPHALT APPLIED AT A RATE
OF 200 GALLONS PER ACRE.
6. IRRIGATION SHALL BE PROVIDED AS FOLLOWS: 2 SPIGOTS
NOTES:
810 I. A LAND DISTURBANCE PERMIT NEEDS TO BE APPLIED FOR
AND ISSUED BY FREDRICK COUNTY PRIOR TO INITIATING
ANY SITEWORK.
2. ALL PROPOSED UTILITIES SHALL BE LOCATED UNDERGROUND.
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CODE, IF
A DRAINAGE SYSTEM IS TO BE INSTALLED.
DATE: SEPT.,
2003
2. ALL REQUIRED MAN ACCESS DOORS SHALL COMPLY WITH ACCESSABILITY
UNDER CHAPTER
11 OF THE IBC AND CABO A117.1-98. THERE LOCATION
TO BE DETERMINED BY THE ARCHITECT.
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3. BUILDING
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DESIGNED BY: CR
FILE NO. 1058P
SHEET 5 OF-8
TREE LEGEND
SYMBOL
QUANTITY
NAME
REMARKS
CALIPER
GA
3
GREEN ASH
5$5
2" MIN
JE
2
JAPANESE ELM
545
2" MIN
DW
5
DOGWOOD
545
2" MIN
RB
4
EASTERN RED BUD
545
2" MIN
WO
ro
WHITE OAK
545
2" MIN
RO
4
RED OAK
545
2" MIN
FP
2
FLOWERING PEAR
545
2" MIN
FC
2
`=LOWERING CHERRY
545
2" MIN
HL
3
HONE' LOCUST
5$5
2" MIN
NOTE -
TOTAL SITE AREA=5.49 AC.
NOTE5:
OWNERS SHALL MAINTAIN REQUIRED LANDSCAPING IN GOOD CONDITION AND SHALL
MAKE RESPONSIBLE PROVISIONS TO PROTECT LANDSCAPED AREAS FROM DAMAGE
CAUSED BY VEHICLES, PEDESTRIANS, SHOPPING CARTS ETC. MAINTAINING LANDSCAPING
IN GOOD CONDITION SHALL INCLUDE ALLOWING LARGE SPADE TREES TO GROW
ACCORDING TO THE NATURAL HEIGHT, WIDTH AND PABIT OF THE PARTICULAR SPECIES
AND SHALL SPECIFICALLY PRECLUDE THE TOPPING OF REQUIRED LARGE SPADE TREES.
TOPPING IS DEFINED AS THE DRASTIC CUTTING BACK OF TREE BRANCHES AND
REDUCTION OF THE SPADE CANOPY TO STUBS OR LATERAL BRANCHES THAT ARE NOT
LARGE ENOUGH TO ASSUME A TERMINAL ROLE. DEAD OR DYING VEGETATION SHALL BE
REPLACED PER THE DIRECTION OF THE ADMINISTRATOR. REPLACEMENT SHRUBS SHALL
BE OF A SIZE CONSISTANT WITH THAT WHICH COULD NORMALLY BE EXPECTED BASED
UPON THE SPECIFIC SPECIES AND THE LENGTH OF TIME ELAPSED SINCE INITIAL
INSTALLATION OF SAID REQUIRED LANDSCAPE ELEMENTS. REPLACEMENT TREES SHALL
BE 1/2" CALIPER LARGER FOR EACH YEAR SINCE INITIAL INSTALLATION OF SAID
REQUIRED TREES,EXCEPT THAT NO OWNER SHALL BE REQUIRED TO REPLACE ANY TREE
WITH ANOTHER TREE LARGER THAN FIVE (5) INCHES IN CALIPER.
Prune codominant leaders
Prune rubbing or —
cross branches
0
DO NOT STAKE OR WRAP
TRUNK UNLESS NECESSARY.
REMOVE ALL TAGS AND LABELS.
NO LESS THAN 2" CALIPER
AT 6" ABOVE GRADE.
6"
Cut away all balling ropes and
Remove top of wire basket
Widen and score hole wall
Remove container and cut circling -`---'-"-"
roots if container -grown, or as much
burlap as possible if field grown Leave solid soil pedestal- do
not dig deeper than ball depth
Dig hole 2-3 times root ball width
TREE PLANTING DETAIL
NO SCALE
DO NOT prune ternimol
leader or branch tips
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Prune broken branches -
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Prune suckers C__ _____-.EX.OV ERN- E qp LINES _ _L. PED
.18 — __ _ __ _ ` _
2"-3" mulch kept away from trunk —=_== - ---- ---___ __ _ -`--- E y`- UP
_- r
�— Soil well to contain water ----- `— - -
EX. OVERHEUP E,4D LINES
UNAMENDED backfill soil 11111ill----- _ _
— Partially backfill, water to 4r/8"IRF
settle soil, finish backfilling
Area for water drainage
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DATE: SEPT., 2003
SCALE: 1" =30'
DESIGNED BY: CR
60
FILE NO. 1058P
SHEET 6 OF-8
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NOTES:
1. THIS ITEM NAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE,
4000 PSI IF PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL
BE PAID FOR AS RADIAL COMBINATION CURB &
GUTTER.
4. FOR USE WITH STABILIZED OPEN -GRADED
DRAINAGE LAYER, THE BOTTOM OF THE CURB
AND GUTTER $HALL, BE CONSTRUCTED PARELLEL
TO THE SLOPE OF SUBBASE COURSES
AND TO THE DEPTH OF THE PAVEMENT.
4" 2 R 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED
IS 40 MPH OR LESS ON RURAL HIGHWAYS AND
45 MPH OR LESS IN DEVELOPED URBAN AND
SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE
D EXCEEDED STANDARD CC-7 IS REQUIRED.
e D' e
' ► e to
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D.
A.
C -
The bottom of the curb and
gutter may be constructed
6" I 2'-0" parallel to the slope of
subbase courses provided a
minimum depth of 7" is
maintained.
This area may be concrete
SPECI
ENCEN COMBINATION 6" CURB & GUTTER
105
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
201.03
?' SURFACE SM-12.5A
OR SM-9.5A
6" BASE
BM-25
2" TYPE 1 SUBBASE
AGGR. BASE 21-8
•IPACTED SUBGRAOE SHALL BE COMPACTED
TO 957. DENSITY AT OPTIMUM MOISTURE CONj
PER VDOT VIM-1 METHOD
NOTE.'
ULTIMATE PAVEMENT SECTION SHALL MEET OR EXCEED THE EXISTING
PAVEMENT SECTION ON RT. 651 (SHADY ELM RD.). THE CONTRACTOR
SHALL PERFORM A TEST BORING FOR VERIFICATION PURPOSES.
STANDARD TYPICAL SECTION FOR
ENTRANCES, TURN LANES AND TAPER
PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 6. SOIL TEST
OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED
PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION.
trench width
•', as required
I
concrete
thrust block
6" dia. schedule 40 steel
direction of setting to be approved prior to installation
FIRE HYDRANT ASSEMBLY
Figure 9
pad 1'-6" sq. x 6" deep
I screw type
I{ adjustable
valve box
locator marker
mechanical joint
swivel tee with
6" branch
(radius to be as
shown on plane)
------
1
SrD CG-12-\,;� y`
4' SIDEWALK ®\
--- 6" \
Note: Width "B" 2'-0" or as
shown on typical section.
XX Street approach some
A surfacing as mainline
--I roadway
C
J®Radial ombination
` curb and gutter
(St'd. CG-6)
1
e ( I 8
I o
SIX
of-
-6ptional Flow Line
----- y
A _J -A
i
Mainline roadway
PLAN VIEW
CG-11
(Radius to be as
shown on plans)
r2"
19 B
6" Class A3 (H.E.S.
; �••
-
Concrete
a
Expansion Joint
SECTION C-C
10' Parabolic Curve
Edge
D ® Construct Grade changes with a parabolic curve.
of shoulder BR Max.
Optional Flow Lne
®
_
or
-�� Slope Change
D When St'd. CG-11 is used for entrances built
_
in conjunction with VDOT projects, please
Mainline Roadway
- ` -
- - - - note the following:
8% Max
Slope Change
®
_
-'- --•- D XXMainline pavement shall be constructed
D to the R/W line (except any subgrode
40' Min. for Street Connection
stabilization required for mainline
pavement which can be omitted in
20' Desirable for Commercial Entr.
the entrance.)
5' Min.
SECTION A - A
A Radial curb or combination curb
and gutter shall not be constructed
beyond the R/W line except for
Guidelines for Grade Change D
replacement purposes.
When used in conjunction with standard
Entrance Volume Desirable Maximum
CG-3 or CG-7, the curb face on this
Standard is to be adjusted to match the
High (more than 1500 VPD) 0 % 3 %
mountable curb configuration.
Medium •500-1500 VPD 3 % 6 R
See Standard CG-12 for Curb Romp design
to be used with this Standard.
Low (less than 500 VPD) 6 % 8 %
® When the entrance radii cannot accommodate
the turning requirements of anticipated heavy
truck traffic, consideration should be given to
increasing the depth of adjacent proposed
sidewalk to 7 Inches.
X Optional flowline may be used for entrances
in cut sections.
Optional flowline may require warping of a
portion of gutter to preclude ponding of water.
SPECIFICATION
METHOD
OF TREATMENT -
CONNECTION FOR
STREET INTERSECTIONS
soz
AND COMMERCIAL
ENTRANCES
VIRGINIA DEPARTMENT OF TRANSPORTATION
203.04
ONSITE TYPICAL PAVEMENT SECTION
NOT TO SCALE
LIGHT PAVEMENT SECTION
2.0" SM-2A
2.0" BM-2
6" 21-B BASE
STONE
PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF (o. SOIL TEST
OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED
PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION.
SDR 35 spigot SDR 35 spigot by
by gosketed SDR 21 gosketed
bell 45' bend %bell adapter
(see note) /
2'
ti
`I SDR 21 gosketed
SDR 35 8"x4" pipe and fittings
asketed bell Wye SCH 40
Bsee note) slvweldecup
t
rr:
property
line
location
stone -
4" pipe at 2.00%
minimum grade
concrete cradle if top
of main is greater
than 15' deep
16' min.
cover
treated 2"x 4" with.
top 6" painted green
Note: If top of main is
greater than 15 ft deep
use heavy wall SDR 35
GRAVITY SEWER SERVICE LATERAL
Figure 15
CG-12C STD. CG-2
2'-0" 5"-0"
# 5 DOWELS, 8"
® LONG O 12" C-C PERMISSIBLE
TD. CG-2 6' 12:1 SLOPE 12:1
R CG-6 48:1 MAX MAXIMUM CONST. J INT
20:1 48:1 MAX CURB
�0. :. :'. SECTION B-B
PERMISSIBLE ®7" WHERE STD. CG-3 CG-7 IS USED
CONST
JOINT RUCTION SECTION A -A
B i
1n-------- I
En
6' I'll' 1
T 1f_
MINEr
-]
V � 4t�� •N1,fi:
A 2' MIN ATE 2" HIGHER THAN
TANGENT PLAN CROSSWALK EDGE OF PAVEMENT
TYPICAL PLAC MENT oOP OF CU BME as
AT INTERSECTION TYPE C (PARALLEL & PERPENDICULAR)
WITH BUFFER STRIP APPLICATION
THIS COMBINED (PARALLEL & PERPENDICULAR) DESIGN FOR ALTERATIONS CAN BE USED WITH
ADJOINING BUFFER STRIP. LANDING AT BOTTOM OF TWO SLOPING SIDES WITH 60" X 60" MIN.
+ DIMENTIONS. THE SHORT PERPENDICULAR RUN TO THE STREET CAN BE PROTECTED BY A LANDSCAPED
SETBACK OR CONNECTED TO THE SIDEWALK WITH A WARPED SURFACE.
NOTES:
=0 1. DETECTABLE WARNING TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SLIP RESISTANT INTEGRAL
SURFACE COVERING THE FULL WIDTH OF THE RAMP FLOOR BY 2 FOOT IN LENGTH IN THE DIRECTION OF TRAVEL.
DiA• OTHER TYPES OF MATERIAL WITH THE TRUNCATED DOME DETECTABLE WARNING MAY BE USED WITH THE APPROVAL
OF THE ENGINEER.
T
2. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES, TRUNCATED DOMES TO BE STAMPED DuA• IF CAST -IN -PLACE OR PRECAST IN TOP SURFACE. THE COLOR OF THE DETECTABLE WARNING SECTION SHALL BE A
TRUNCATED DOME CONTRASTING COLOR WITH THE ADJACENT SURFACES (ADJACENT SURFACES INCLUDING FLARED SIDES).
3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING PERMISSABLE
DETAIL CONSTRUCTION JOUNT WITH REQUIRED BARS.
4. IF RAMP FLOOR IS PRCAST, HOLES MUST BE PORVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES
--2ifi" C-C CAN BE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4.
5. REQUIRED BARS ARE TO BE NO. 5 X B" PLACED 1' CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP
O O O O FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 1I".
0 0 0 0 0 0 0 0 0 0 0 0 0 6. CURB/CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS ARE INCLUDED IN PAYMENT
0 0 0 0 0 0 0 0 0 0 0 0 0 0 FOR CURB/CURB AND GUTTER.
O O O n O 0 O O O O 000 O O 7. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS STANDARD IS
236" C-C O O O C) 0 0 0 0 0 0000 0 0 o TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB AND CONFIGURATION.
O O 0000
O O O O O O O O O O O O r, AFFECT
B. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. THEY ARE TO
000000000000000 BE PROVIDED AT INTERSECTIONS WHENEVER AN ACCESSIBLE ROUTE WITHIN THE RIGHT-OF-WAY OF A HIGHWAY
0 0000000 000 0000 FACILITY CROSSES A CURB REGUARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, OF NONEXISTENT. THEY
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER,
000000000000000
AND SHOULD NOT LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE HYDRANTS, DROP
_ IV STABLE,
INLETS, ECT. WILL AFFECT PLACEMENT. ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS, UNOBSTRUCTED,
I`
3 At STABLE, FIRM, AND SUP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE
PAY I APROACHED, ENTERED, AND USED BY PEOSONS WITH MOBILITY IMPAIRMENTS.
DETECTABLE WARNING 9 RAMPS MEY THE LIMITS PLACED OFA ON RADIAL OR TANGENTAL SECTIONS PROVIDED THAT THE CURB OPENING IS PLACED
WITHIN
DETAIL 10. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADII CANNOT ACCOMODATE THE TURNING
REQUIREMENTS OF ANTICIPATED HEAVY TRUCK TRAFFIC THE CONCRETE SIDEWALK DEPTH SHOULD BE INCREASED
SHEET 3 OF 3 TO 7".
C G -12 D E C TA B L E WARNING SURFACE SPECIFICATION
REFERENCE
REV.3/03 TYPE C (PARALLEL & PERPENDICULAR) APPLICATION
203.07 VIRGINIA DEPARTMENT OF TRANSPORTATION 502
LUIRE MESH REINFORCING V.D.O.T.
ROAD AND BRIDGE STANDARDS SECTION 30ID4
a(oil _X/
ll
CLASS A-3 CONCRETE
T � ,\ram\ \ \ \ \ ,..... ...•\•: \ :.. ; \.. \ . \'-.
T r\ r\ r\ r\\r\\r\\r\ r\ r\\r\\r\ r\ r\ r C?" BACJ' E 21- A
COMPACTED SUBGRADE
(COMPACTED TO 95% DENSITY AT OPTIMUM
MOISTURE CONTENT, \/DOT VTM-1 METHOD)
Dt-dumppad
TEA&S 4 DU1'*-1f5TEF' FIAD
(NOT TO SCALE)
1"X4"X4'-8" SLATS, 2-FINI5H NAIL AT
TOP AND BOTTOM
2"X4"X4' BEAMS. TOE NAIL TO POST
4"X4"X8' POSTS
128" T 4'-0"
NOTES:
1. PRESERVATIVE STAIN ON ALL WOOD.
COLOR TO (MATCH THAT OF BLDG.
2. FINISHED SIDE OF FENCE SHALL FACT= I n
ADJOINING PROPERTY, IF APPLICABLE. _ �o
COMPACTED GRAVEL
WOOD PENCE IDET,41L E-OfiR DUMfSTES ENCLOSUIRE
NOT TO SCALE
SIGN SHALL BE LOCATED SUCH THAT IT WILL NOT BE
OBSCURED BY VEHICLE PARKED IN SPACE.
F.C. OR
E.P. SIGN (SEE DETAIL)
2'
T
I
��
WHEEL STOP
5
* WHEN THE SPACE PROVIDED IS VAN ACCESSIBLE,
DIMENSION SHALL BE 8' IN ACCORDANCE WITH
VUSBC MINIMUM REQUIREMENTS.
LIGHT COLORED REFLECTIVE
BACKGROUND MAT'L. -
DARK COLORED 2" LETTERS
& 3/8" BORDER
INTERNATIONAL SYMBOL
OF ACCESSIBILITY
I 1
`RESERVED
PARKING
61 G 24
9
4.0' MIN.
7.0' MAX.
DISPLAY CONDITIONS
UNLAWFUL 4" STEEL PIPE FILLED WITH CONCRETE
PARKING IN THIS
SPACE IS SUBJECT
TO A FINi OF DARK COLORED REFLECTIVE
' 50.00 TO 100.00 BACKGROUND MATERIAL
NOTE:
LIGHT COLORED 1" LETTERS RAMP FOR HANDICAPPED MUST BE LOCATED
AT SAME POINT ADJACENT TO THE 8' AISLE.
HP-1 COUNTY OF
650.41 PRINCE WILLIAM HANDICAPPED PARKING SPACE STANDARD
VIRGINIA
TREE
CG-6
C 1
GRASS PASS THROUGH
AREA
CG-6
Zr.
PASS THROUGH ISLAND DETAIL
NTS
rPPICKLE DITCH DETAIL
NTS
2.0'
2' WIDE-4" THICK 3:1
3:1 CONCRETE DITCH
0.5
4" THICK 2000 P.S.I. CONC.
Source: USDA-SCS Plate 3.17-2
CONCRETE CHANNEL DETAIL
NEENAH MODEL
NEENAH MODEL R- 4990-MX HEAVY DUTY
TYPE X STD STEEL GRATE H2O LOADING GRATE TYPE A OR EQUAL
SUPPORT FRAME 7
()
(TYP) 8 39" i-
TYP.
5' SIDEWALK III 6" a
III 1.2 - 36 12
-'� "
III a (TYP.) III
III _ fli
I I �-III-I � I-IIIIIII
5' SIDEWALK
THICK 3000
P.S.I. CONCRETE
CAI C4Im
Z
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to
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O
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0
W
50�0
w
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MARK D. SMITH �
iro No, 022837
`sI�NAL _
E-
W
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W
DATE: SEPT., 2003
SCALE: N/A
DESIGNED BY: CR
FILE NO. 1058P
SHEET 7 OF 8
Reservoir Report
Page 1
Reservoir No. 1 - pond 1
Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour
areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (acft)
Total storage (acft)
0.00 772.75
00
0.000
0.000
0.25 773.00
3,285
0.009
0.009
0.75 773.50
4,013
0.042
0.051
1.25 774.00
4,755
0.050
0.102
1.75 774.50
5,511
0.059
0.161
2.25 775.00
6,282
0.068
0.228
2.75 775.50
7,067
0.077
0.305
3.25 776.00
9,576
0.096
0.400
3.75 776.50
11,407
0.120
0.521
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C] [D]
[A] [B]
[C]
[D]
Rise In = 15.0
12.0
0.0 0.0
Crest Len It
= 12.56 0.00
0.00
0.00
Span In = 15.0
12.0
0.0 0.0
Crest El. ft
= 774.30 0.00
0.00
0.00
.No. Barrels = 1
1
0 0
Weir Coeff.
= 3.33 0.00
0.00
0.00
Invert El. It = 772.75
772.75
0.00 0.00
Weir Type
= Riser ---
-
-
Length It = 92.0
0.1
0.0 0.0
Multi -Stage
= Yes No
No
No
Slope % = 1.09
1.00
0.00 0.00
N-Value = .013
.013
.000 .000
Orif. Coeff. = 0.60
0.60
0.00 0.00
Multi -Stage = n/a
Yes
No No
Exflltration Rate
= 0.00 in/hr/sqft Tailwater Elev.
= 0.00 it
Note: All outflows have been analyzed under inlet and outlet canlrol.
Stage '/ Storage / Discharge Table
Stage Storage Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C
Wr D
Exfll
Total
ft acft it
cfs
cis
cis cfs cis
cis cis
cis
cis
cis
0.00 0.000 772.75
0.00
0.00
--- - 0.00
--- ---
---
---
0.00
0.25 0.009 773.00
0.19
0.19
-- 0.00
--- ---
---
0.19
0.75 0.051 773.50
1.40
1.38
- - 0.00
--- ---
-
1.38
1.25 0.102 774.00
2.58
2.55
--- 0.00
--- ---
-
--
2.55
1.75 0.161 774.50
5.57
1.83
- 3.74
--- -
-
--
5.57
2.25 0.228 775.00
7.30
0.49
- - 6.80
--- -
-
7.29
2.75 0.305 775.50
8.18
0.27
-- - 7.86
--- --
--
8.13
3.25 0.400 776.00
8.97
0.19
- - 8.72
--- ---
-
-
8.90
3.75 0.521 776.50
9.69
0.14
... - 9.23
-
-
-
9.37
Hvdroqraph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Volume
(acft)
Inflow
hyd(s)
Maximum
elevation
(it)
Maximum
storage
(acft)
Hydrograph
description
1
Rational
13.92
1
5
0.168
--
____
_-_
pre
2
Rational
18.52
1
5
0.223
--
--
------
post
3
Reservoir
5.48
1
13
0.217
2
774.52
0.163
pondl
Hyd. No. 3
pondl
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 2
Max. Elevation
= 774.52 ft
-_ -- Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge
= 5.48 cfs
Time interval
= 1 min
Reservoir name
= pond 1
Max. Storage
= 0.163 acft
Storage Indication method used.
Outflow hydrograph volume = 0.217 acft
Hydrograph Discharge Table
Time Inflow Elevation
Clv A
Civ B
CIv C Clv D Wr A Wr B
Wr C Wr D Exfil Outflow
(min) cfs ft
cfs
cfs
cfs cfs cfs cfs
cfs cfs cfs cf!1
2 7.41 773.00
0.19
0.19
---- ----- ---- -----
----- ----- ----- 0.19
4 14.82 773.32
0.89
0.86
----- ----- - - --
----- ----- ----- 0.86
6 16.98 773.63
1.76
1.73
----- ----- ----- - ---
----- ----- ----- 1.73
8 13.89 773.80
2.22
2.17
---- --- - --------
----- ----- - -- 2.17
10 10.81 774.33
3.32
3.03
-- ---- 0.26 -----
----- ----- ---- 3.29
12 7.72 774.48
5.27
2.07
---- --- 3.19 ----
---- ---- -- - 5.26
14 4.63 774.49
5.47
1.91
---- ---- 3.55 -----
----- ---- ----- 5.47 <
Hyd. No. 3 - Reservoir - 2 Yr - Op = 5.48 cfs - pondl
2
1
to
C� 1
0.0 17.9 35.8 53.7 71.6 89.5 •0
Time (min)
/ Hyd. 2 / Hyd. 3
0
SI
20
,.. Jl,F1LC. I - I V
Hydrograph Summary Report Page, - Hydrograph Summary Report Page,
Hyd.
Hydrograph
Hydrograph
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
interval
peak
hyd(s)
elevation
storage
description
(origin)
(cfs)
(min)
(min)
(acft)
(ft)
(acft)
1
Rational
17.89
1
5
0.216
---
------
-----
Pre
2
Rational
23.82
1
5
0.287
-•--
------
-----
post
3
Reservoir
614
1
14
0.279
2
774.79
0.200
pondl
Repot
Page,
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
ponds
Hydrograph type =Reservoir
Peak discharge
= 6.84 cfs
Storm frequency = 10 yrs
Time interval
= 1 min
Inflow hyd. No. = 2
Reservoir name =pond 1
Max. Elevation = 774.79 ft
Max. Storage
= 0.200 acft
Outflow hydrograph volume = 0.279 acft
Storage Indication method used.
Hydrograph Discharge Table
Time Inflow Elevation Clv A
CIv B
Civ C Clv D Wr A Wr B
Wr C Wr D Exfil
Outflow
cfs
(min) cfs ft cfs
cfs
cfs cfs cfs cfs
cfs cfs cfs
2 9.53 773.03 0.23
0.23
----- ----- ----- -----
---- ------
1.18
4 19.06 773.44 1.19
1.18
----- ----- ----- -----
-----
6 21.84 773.73 2.05
2.0
-'---
1.57' -----
----- ----- -----
4.29
8 17.87 774.41 4.29
2.71
----- --_--
5.46; -----
----- ----- -----
6.48
10 13.90 774.65 6.49
1.02
-----
----- 6 02 -
_-__-
6.79
12 9.93 774.76 6.79
0.77
.--- -- 6.11 -----
---- ----- ----
6.84 «
14 5.96 774.79 6.85
0.73
----- -----
Hyd. No. 3 -Reservoir -10 Yr - Qp = 6.84 cfs - pondl
0.0 17.3 34.6 51.9 69.2 bb-* I u%5.0 I G I.1 100`1 1 , 3.0
Time (min)
/ Hyd. 2 / Hyd. 3
100 lao
110
110
J
2 �l®(d YR. ST .RM DISCI -IA CxES
UTL STD MN-1 i j7NROUCs4� OET STRUC'URE
EX. C=RAfJE ; BARREL
l
i70P OF RI
S -i74
P OP. CzR,a,DEI_ T- EC-1CzRADE----- __. -.. f
.POND 56TTOi"i
i
j 92'-,15" RGP CL. III � 1.m9io I l .
INv ORI �5 E
-
i
} �RisEtz to s1= FILLED f
z IUJITN 2.5' 01=16ROU7
z
9+90 10+00 lm+l,a 10+20 I0+30 10+40 10+5m I0+6*J�0I 1®I 11-
+I7�0g- 110+Sra ira+90 11+00 11+10 11+20 11+30
®I N®l� AL L
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (acft) (ft) (acft)
1 Rational 24.33 1 5 0.293 ---- ----- ------ pre
Uj
Uj
AM, IV
2 Rational 32.39 1 5 0.390 --- ----- --- post
3 Reservoir 7.84 1 14 0.379 2 775.31 0.246 pondl
CO C\j
CO to
C\1 co
CCL
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co 00
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6
Hydrograph Report Pagel
Pond computations
" Hydraflow Hydrographs by Intelisolve W
TOTAL SITE AREA=5.49 AG. �1
� Hyd. No. 3 TOTAL AREA t0 POND-6.87 AG. �
Pre -Development Site Discharge Computations
pondl A
Peak discharge = 7.84 cfs OFF-SITE=2.03 AC17.52 AG.=0.2699 x 0.35=00945
Hydrograph type =Reservoir
uenc = 100yrs Time interval = 1 min ON-SITE=5.49 AG./-1.52 AG.=0.7301 x ®35=(d.2555
Storm Ire
q y y Reservoir name =pond 1 Cw (PRE)=035 OF
Inflow hyd. No. = 2
Max. Elevation = 775.31 ft Max. Storage = 0.276 acft 2 Yr. pre 7.52 AG. x 035 x 530=13.95 CFS
I® Yr. pre 1,��2 AC. x 035 x 6.80=17.90 CFS
Storage Indication method used. Outflow hydrograph volume = 0.379 acft 100 Yr, pre
1.52 AG. x 035 x 930=24.48 GFS MARK D., SMITH �
Hydrograph Discharge Table Post -Development lUe(ghted "G" � No. 022837
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil outflow 2.03 AG. TOFF -SITE DET.)/6.81 AG.=02955 x 0.35=0.1034
�``U
(min) cfs ft cfs cis cfs cfs cfs cfs cfs cfs cis cis 2.00 AC. (ON -SITE � ®.90 DET.)/6.57 AG.=®.2911 x ®.9®=®.262®
2 12.95 773.08 0.32 0.32 ----- ----- ----- ----- ----- ----' ----- 0.32 2,84 AC. ION -SITE 6 035 DE7J/6.51 AG.=0.4134 x 0.35=0.1447 ZONAL
4 25.91 773.55 1.52 1.52 ---- ----- ----- ----- ----- ----- ---- 1.52 Gw (POST)=®.51
6 29.69 774.30 3.09 3.07 ----- ----- 6.24 ----- ----- 6.92
----- -----
8 24.29 774.82 6.93 0.68 ----- ----- 7.04 ----- ---- ----- 7.47
10 18.89 775.09 7.47 0.43 ----- ----- 7.73
12 1,3.49 775.24 7.75 0.35 ----- ---- 7.38 ----- - ---- -----
7.51 ----- ----- ----- ----- 7.84 «
14 8.10 775.31 7.86 0.33 ---- ---
0.0 ,17.6 35.2 52.8 70.4 bb.0 l uo.o 140-4 1-I-u.0 1 ou` 1 , J.O
Time (min)
/ Hyd. 2 / Hyd. 3
Post -Development Site Discharge (Deta(ned Areas)
2 Yr. post
t®
W C\2
O LLD
co 00
y c:>. 1
x �
LU O
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6
Hydrograph Report Pagel
Pond computations
" Hydraflow Hydrographs by Intelisolve W
TOTAL SITE AREA=5.49 AG. �1
� Hyd. No. 3 TOTAL AREA t0 POND-6.87 AG. �
Pre -Development Site Discharge Computations
pondl A
Peak discharge = 7.84 cfs OFF-SITE=2.03 AC17.52 AG.=0.2699 x 0.35=00945
Hydrograph type =Reservoir
uenc = 100yrs Time interval = 1 min ON-SITE=5.49 AG./-1.52 AG.=0.7301 x ®35=(d.2555
Storm Ire
q y y Reservoir name =pond 1 Cw (PRE)=035 OF
Inflow hyd. No. = 2
Max. Elevation = 775.31 ft Max. Storage = 0.276 acft 2 Yr. pre 7.52 AG. x 035 x 530=13.95 CFS
I® Yr. pre 1,��2 AC. x 035 x 6.80=17.90 CFS
Storage Indication method used. Outflow hydrograph volume = 0.379 acft 100 Yr, pre
1.52 AG. x 035 x 930=24.48 GFS MARK D., SMITH �
Hydrograph Discharge Table Post -Development lUe(ghted "G" � No. 022837
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil outflow 2.03 AG. TOFF -SITE DET.)/6.81 AG.=02955 x 0.35=0.1034
�``U
(min) cfs ft cfs cis cfs cfs cfs cfs cfs cfs cis cis 2.00 AC. (ON -SITE � ®.90 DET.)/6.57 AG.=®.2911 x ®.9®=®.262®
2 12.95 773.08 0.32 0.32 ----- ----- ----- ----- ----- ----' ----- 0.32 2,84 AC. ION -SITE 6 035 DE7J/6.51 AG.=0.4134 x 0.35=0.1447 ZONAL
4 25.91 773.55 1.52 1.52 ---- ----- ----- ----- ----- ----- ---- 1.52 Gw (POST)=®.51
6 29.69 774.30 3.09 3.07 ----- ----- 6.24 ----- ----- 6.92
----- -----
8 24.29 774.82 6.93 0.68 ----- ----- 7.04 ----- ---- ----- 7.47
10 18.89 775.09 7.47 0.43 ----- ----- 7.73
12 1,3.49 775.24 7.75 0.35 ----- ---- 7.38 ----- - ---- -----
7.51 ----- ----- ----- ----- 7.84 «
14 8.10 775.31 7.86 0.33 ---- ---
0.0 ,17.6 35.2 52.8 70.4 bb.0 l uo.o 140-4 1-I-u.0 1 ou` 1 , J.O
Time (min)
/ Hyd. 2 / Hyd. 3
Post -Development Site Discharge (Deta(ned Areas)
2 Yr. post
o WU)
z
H
5
w
Ix
0:�Olt -h
6
Hydrograph Report Pagel
Pond computations
" Hydraflow Hydrographs by Intelisolve W
TOTAL SITE AREA=5.49 AG. �1
� Hyd. No. 3 TOTAL AREA t0 POND-6.87 AG. �
Pre -Development Site Discharge Computations
pondl A
Peak discharge = 7.84 cfs OFF-SITE=2.03 AC17.52 AG.=0.2699 x 0.35=00945
Hydrograph type =Reservoir
uenc = 100yrs Time interval = 1 min ON-SITE=5.49 AG./-1.52 AG.=0.7301 x ®35=(d.2555
Storm Ire
q y y Reservoir name =pond 1 Cw (PRE)=035 OF
Inflow hyd. No. = 2
Max. Elevation = 775.31 ft Max. Storage = 0.276 acft 2 Yr. pre 7.52 AG. x 035 x 530=13.95 CFS
I® Yr. pre 1,��2 AC. x 035 x 6.80=17.90 CFS
Storage Indication method used. Outflow hydrograph volume = 0.379 acft 100 Yr, pre
1.52 AG. x 035 x 930=24.48 GFS MARK D., SMITH �
Hydrograph Discharge Table Post -Development lUe(ghted "G" � No. 022837
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil outflow 2.03 AG. TOFF -SITE DET.)/6.81 AG.=02955 x 0.35=0.1034
�``U
(min) cfs ft cfs cis cfs cfs cfs cfs cfs cfs cis cis 2.00 AC. (ON -SITE � ®.90 DET.)/6.57 AG.=®.2911 x ®.9®=®.262®
2 12.95 773.08 0.32 0.32 ----- ----- ----- ----- ----- ----' ----- 0.32 2,84 AC. ION -SITE 6 035 DE7J/6.51 AG.=0.4134 x 0.35=0.1447 ZONAL
4 25.91 773.55 1.52 1.52 ---- ----- ----- ----- ----- ----- ---- 1.52 Gw (POST)=®.51
6 29.69 774.30 3.09 3.07 ----- ----- 6.24 ----- ----- 6.92
----- -----
8 24.29 774.82 6.93 0.68 ----- ----- 7.04 ----- ---- ----- 7.47
10 18.89 775.09 7.47 0.43 ----- ----- 7.73
12 1,3.49 775.24 7.75 0.35 ----- ---- 7.38 ----- - ---- -----
7.51 ----- ----- ----- ----- 7.84 «
14 8.10 775.31 7.86 0.33 ---- ---
0.0 ,17.6 35.2 52.8 70.4 bb.0 l uo.o 140-4 1-I-u.0 1 ou` 1 , J.O
Time (min)
/ Hyd. 2 / Hyd. 3
Post -Development Site Discharge (Deta(ned Areas)
2 Yr. post
z
H
5
w
Ix
0:�Olt -h
6
Hydrograph Report Pagel
Pond computations
" Hydraflow Hydrographs by Intelisolve W
TOTAL SITE AREA=5.49 AG. �1
� Hyd. No. 3 TOTAL AREA t0 POND-6.87 AG. �
Pre -Development Site Discharge Computations
pondl A
Peak discharge = 7.84 cfs OFF-SITE=2.03 AC17.52 AG.=0.2699 x 0.35=00945
Hydrograph type =Reservoir
uenc = 100yrs Time interval = 1 min ON-SITE=5.49 AG./-1.52 AG.=0.7301 x ®35=(d.2555
Storm Ire
q y y Reservoir name =pond 1 Cw (PRE)=035 OF
Inflow hyd. No. = 2
Max. Elevation = 775.31 ft Max. Storage = 0.276 acft 2 Yr. pre 7.52 AG. x 035 x 530=13.95 CFS
I® Yr. pre 1,��2 AC. x 035 x 6.80=17.90 CFS
Storage Indication method used. Outflow hydrograph volume = 0.379 acft 100 Yr, pre
1.52 AG. x 035 x 930=24.48 GFS MARK D., SMITH �
Hydrograph Discharge Table Post -Development lUe(ghted "G" � No. 022837
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil outflow 2.03 AG. TOFF -SITE DET.)/6.81 AG.=02955 x 0.35=0.1034
�``U
(min) cfs ft cfs cis cfs cfs cfs cfs cfs cfs cis cis 2.00 AC. (ON -SITE � ®.90 DET.)/6.57 AG.=®.2911 x ®.9®=®.262®
2 12.95 773.08 0.32 0.32 ----- ----- ----- ----- ----- ----' ----- 0.32 2,84 AC. ION -SITE 6 035 DE7J/6.51 AG.=0.4134 x 0.35=0.1447 ZONAL
4 25.91 773.55 1.52 1.52 ---- ----- ----- ----- ----- ----- ---- 1.52 Gw (POST)=®.51
6 29.69 774.30 3.09 3.07 ----- ----- 6.24 ----- ----- 6.92
----- -----
8 24.29 774.82 6.93 0.68 ----- ----- 7.04 ----- ---- ----- 7.47
10 18.89 775.09 7.47 0.43 ----- ----- 7.73
12 1,3.49 775.24 7.75 0.35 ----- ---- 7.38 ----- - ---- -----
7.51 ----- ----- ----- ----- 7.84 «
14 8.10 775.31 7.86 0.33 ---- ---
0.0 ,17.6 35.2 52.8 70.4 bb.0 l uo.o 140-4 1-I-u.0 1 ou` 1 , J.O
Time (min)
/ Hyd. 2 / Hyd. 3
Post -Development Site Discharge (Deta(ned Areas)
2 Yr. post
6.87 AG. x 0.51 x 5.30=18.57 CFS
10 Yr. post
6.8-1 AC. x 0.51 x 6.8(d=23.83 CFS
100 Yr. post
6.87 AC. x 0.51 x 930=32.58 GFS
Post -Development
Site Discharge (Undetalned Areas)
2 Yr. post
0.65 AG. x 0.35 x 530=1.21 CFS
I>a Yr. post
0.65 AG. x 035 x 6.8(d=1.55 CPS
100 Yr. post 0.65 AC. x 035 x 930=2.12 GFS
Allowable Discharge From SUJM Fac(11ty
2 Yr,=3.11 GFS (PRE OFF -SITE) + 8.98 CFS (PRE ON-5ITE)=12.15 CFS
-1.21 GFS ION -SITE UNDETAINED)=11.54 CFS
i® Yr.=4.83 GFS (PRE OFF -SITE) + 11.52 GFS (PRE ON-SITE)=1635 GFS
-1.55 CFS (ON -SITE UNDETAINED)=14.Sm CFS
100 Yr.=6.61 GFS (PRE OFF -SITE) 415.15 GFS (PRE ON-5ITE)=2236 GFS
-2.12 CFS (ON -SITE UNDETAINED)=20.24 CFS
0
U.
FROM TO DRAIN. RUNOFF CA INLET RAINFALL RUNOFF INVERT LENGTH SLOPE DIA. n CAPACITY Actual Vel FLOW REMARKS
POINT POINT AREA COEFF. INCREM. ACCUM. TIME INTENSITY Q ELEVATIONS (ft) In Pipe TIME
Uj
CL
ACRES C MIN. IN./HR. C.F.S. UPPER LOWER FT FT/FT IN. C.F.S. FPS SEC.
2 ] POND DISCHARGE 11.01 772.75 771.75 92 0.01.09 15 0.01.3 N/A N/A -
DATE: SEPT., 2003
SCALE: 11V:� 1" - 0'
DESIGNED BY: CR
FILE N0. 1058P
SHEET 8 OF 8
DATE: SEPT., 2003
SCALE: 11V:� 1" - 0'
DESIGNED BY: CR
FILE N0. 1058P
SHEET 8 OF 8