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GENERAL NOTES
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VD0T CENERAL NOTES
LEGEND
VICINITY MAP
1. Methods and materials used in the construction of the improvements herein shall conform to the current
SCALE 1 "= 2000'
County construction standards and specifications and/or current VDOT standards and specifications.
Vl. All work on this project shall conform to the latest editions of the Virginia Department of
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2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction,
Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and
Sediment Control Regulations and an other state, federal or local regulations applicable. In the
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EXISTING INTERMEDIATE CONT-B�R- '--_._ 33 �' -_`
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11zust be provided prior to issuance of the site development permit. The approval of these plans in no way
the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment
event of conflict between any of these standards, specifications or plans, the most stringent shall be
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relieves
EXISTING INDEX CONTOUR
Control Handbook.
Resident Engineer, Virginia Department Transportation
govern.
V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and
PROPOSED CONTOUR 40EX
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3. A permit must be obtained from the Office of the of
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(VDOT) and Frederick County prior to construction in existing State right-of-way.
Health Administration and VOSH Rules and Regulations.
EXISTING EDGE OF PAVEMENT
PROP E/P
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® 'ke Road
4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is
required under State law.
V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall
be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all
traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and
PROPOSED EDGE OF PAVEMENT
EX C&G
EXISTING CURB AND GUTTER
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5. The exact location of all guard rails will be determined by VDOT personnel. A joint inspection will be held
Bridge Specifications, Section 104.04-C.
PROP C&G
PROPOSED CURB AND GUTTER
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with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation
to determine if and where rail and/of ditches will be needed. The developer will be
V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including
CG-6 CG-6R
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(VDOT) guard paved
responsible for providing guardrail and awed ditches as determined b this joint inspection." Refer to
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traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is
TRANSITION FROM CG-6 TO C.G-6R
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Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications.
the sole responsibility of the developer to locate and identify utility facilities or items, which may
be in conflict with the proposed construction activity. VDOT approval of these plans does not
EXISTING TELEPHONE LINE
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6. An approved set of plans and all applicable permits must be available at the construction site. Also, a
relieve the developer of this responsibility.
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PROPOSED TELEPHONE LINE T T
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representative of the developer must be available at all times.
7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic
V5. Design features relating to field construction, regulations, and control or safety of traffic may
be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of
EX 15" RCP
EXISTING STORM SEWER -"
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PROP. 15 RCP
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any field revision will be the responsibility of the developer.
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Control Devices (MUTCD).
be from the construction limits of the roadway before
PROPOSED STORM SEWER
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8. All unsuitable material shall removed placing
V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT
EXISTING SANITARY SEWER
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embankment.
land use permits for any work on VDOT right-of-way.
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SHEET INDEX
9. All pavement sections on the approved plans are based on a minimum CBR value of 6. CBR values less
PROPOSED SANITARY SEWER
than 6 will require revised pavement section prepared by Greenway Engineering and approved by the owner.
V7. If required b the! local VDOT Residency Office, a re -construction conference must be arranged
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and held by the engineer and/or developer with the attendance of the contractor, various County
EXISTING ELECTRIC SERVICE
COVER SHEET 1
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10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated
agencies, utility companies and VDOT prior to initiation of work.
SITE PLAN 2
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on the plans and as required at the field inspection.
PROPOSED ELECTRIC SERVICE
DEMOLIi°YON PLAN 2A
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11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall
V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for
any undetermined length of time. VDOT will also require 48 hours notice for any inspection.
EXISTING GAS LINE
WATER LINE & SANITARY FORCE MAIN % SITE DETAILS PROFILES
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be minimum 6" diameter and conform to VDOT standard SB-1.
EROSION AND SEDIMENT CONTROL DETAILS 4
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V9. The contractor will be responsible for maintaining adequate access to the project from the
PROPOSED GAS LINE a
EROSION oc SEDIMENT CONTROL PLAN,DETAILS AND NARRATIVE 5
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12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than
adjacent public roadway through construction and maintenance of a construction entrance in
LANDSCAPE PLAN AND DETAILS 6
one litter receptacle shall be provided at the construction site.
accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore,
PROPERTY LINE - -
STORM DRAINAGE COMPUTATIONS 7
13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to
access to other properties affected by this project shall be maintained through construction. The
FLOW LINE
POND 1 COMPUTATIONS 8
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entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take
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
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POND 2 COMPUTATIONS 9
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whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free
control devices and measures for proper installation and deficiencies immediately after each rainfall,
FENCELINE X N N X--X-
PROJECT INFORMATION
condition at all times.
at lest daily during prolonged rainfall, and weekly when no rainfall event occurs.
EXISTING POWER POLE Q
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PARCEL IDENTIFICATION: TM 54-((A))-81J
14. Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary
V1O. Contractor shall ensure adequate drainage is achieved and maintained on the site during and
EXISTING TELEPHONE POLE
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sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut
at the end of construction.
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sheets, and connections to existing lines.
EXISTING WATERLINE W/ TEE -�--- DTI
STREET ADDRESS: 150 FORT COLLIER ROAD (EXISTING BUILDING)
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15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current
Vll. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum
36" cover and, when possible, to be installed under roadway drainage facilities.
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PROPOSED WATERLINE �� TEE �-T-r-�-
TOTAL AREA 5.082 ACRES
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standards and specifications of Frederick Count and/or the Frederick Count Public Service Authority.
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DISTURBED AREA 3.70 ACRES PLAN
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V12. Any unusual subsurface conditions encountered during the course of construction shall be
PROPOSED FIRE HYDRANT
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CURRENT ZONING: Ml t
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16. The location of existing utilities shown in these plans are taken from existing records. It shall be the
contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed
immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinityAPRED
until an adequate design can be determined by the engineer and approved by VDOT.
EXISTING WATER VALVE � � ""
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WAREHOUSE^ -
CURRENT USE: vl FICE /
prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing
PROPOSED ZONING: M-1
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utility verification and the proposed construction.
V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT
PROPOSED WATER METER m
PROPOSED USE: OFFICE/WAREHOUSE-Df
representative prior to placement and fill. Where CBR testing is required, a VDOT representative
EXISTING REDUCER` -------ram -
17. The developer will be responsible for any damage to the existing streets and utilities which occurs as a
shall be present to insure the sample obtained is representative of the location. When soil samples
result of his construction project within or contiguous to the existing right-of-way.
are submitted to private laboratories for testing, the samples shall be clearly identified and labeled
PROPOSED REDUCER
BUILDING HEIGHT BUILDING AREA
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as belonging to a project which will be accepted by VDOT and that testing shall be conducted
�MAXIMUM
60 FEET
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18. When grading is proposed within easements of utilities, letters of permission from all involved companies
according to all applicable VDOT standards.
STOP SIGN
EXISTING OFFICE 2289 SF
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must be provided to Frederick County Public Service Authority prior to issuance of grading and/or site
VEHICLES PER DAY COUNT 100
PROPOSED: 35 FEET
EXISTING WAREHOUSE 3559 SF
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development permits.
V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be
BUILDING SETBACKS REQUIRED
compacted in 6 lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method
PROPOSED STREET NAME SIGN +
PROPOSED OFFICE 3011 SF
19. The developer will be responsible for the relocation of any utilities which is required as a result of his
A, within plus or minus 2% of optimum moisture for the full width of any dedicated street
FRONT 75 FEET
project. The relocation should be done prior to construction.
right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified
be in the VDOT Road Bridge Specifications. A
PROPOSED SANITARY LATERAL CLEANOUT
PROPOSED WAREHOUSE 17520 SF
SIDE 25 FEET
I OF
20. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected
independent agency shall conducted as required and
copy of all tests shall, be submitted to VDOT prior to final VDOT approval.
SANITARY MANHOLE IDENTIFIER 12
REAR 25 FEET ENVIRONMENTAL FEATURES
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in accordance with state law. In the event gravesites are discovered during construction, the owner and
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engineer must be notified immediately.
V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and
further where determined necessary by VDOT Inspector.
STORM DRAIN STRUCTURE IDENTIFIER O
PARKING SL a BACKS REQUIRED PERCENT
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TUNG USUMA
21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering
at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan.
V16. The installation of any entrances and mailboxes within any dedicated street right--.,..f-way shall
FRONT ?5 FEET FEATURE DISTURBED
SIDE 5 FEET
`d No. 0267156715
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meet VDOT minimum design standards and is the responsibility of the developer.
EASEMENT LINE - - - - -
REAR 5 FEET FLOODPLAINS 0
22. Controlled fills shall be compacted to 95% of maximum density as determined by method per standard
CENTERLINE -
LAKES &PONDS 0
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proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified. ?�-�- a regir.e ed
V17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement
PARKING CALCULATIONS
AL
professional engineer and results submitted to Frederick County prior to pavement construction. If a
markings must be installed by the developer or at VDOT's discretion, by VDOT on an account
EXISTING SPOT ELEVATION 12.0
WETLANDS >1AC 0
geotechnical report has been prepared, it should supersede the requirements in this note.
receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The
PROVIDED 65 SINKHOLES 0
lines in the
bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed
+
PROPOSED SPOT ELEVATION 715.1
43
23. Contractors shall notify operators who maintain underground utility area of proposed excavating
a minimum of four (96) feet from the edge of pavement. Sign posts shall be of a type found on
REQUIRED 1/ EMPLO`.a">jE NATURAL S.W. 0
or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement
VDOT's approved list. A copy of this list may be obtained from the District Material Section.
EXISTING TREE DRIP LINE
(WAREHOUSE) DETENTION AREAS
of excavation or demolition. Names and telephone numbers of the and operators underground utility lines
Contact the local VDOT Residency Office with any questions regarding sign material and placement.
STEEP SLOPES >15� 0
in Frederick County appear below. These numbers shall also be used to serve in an emergency. condition.
250 SF 22
24. Building shall comply with the Virginia Uniform Statawide Building Code and sections 304, use group B (Business)
V181/
The developer must provide the local office a list of all material sources prior to
Copies invoices for dedicated be
THESE PLANS ARE IN CONFORMANCE WITH
5300 SF OFFICE WOODLANDS 0
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and section 311, use group S (Storage) of the BOLA National Building Code 1996. Other codes that apply are CABO
construction.
con Hof all a materials within any street right-of-way must
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A117.1-92 Accessible and Usable Buildings and Facilities.
provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices
FREDERICK COUNTY STANDARDS AND
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may be obscured.
ORDINANCES. ANY DEVIATION OR CHANGE
TOTAL SPACES 65 F.A.R. CALCULATIONS
bases and sub bases shall placed the sub -grade by means of a mechanical
Density be determined the density VDOT's Road
IN THESE PLANS SHALL BE APPROVED BY
THE ZONING ADMINISTRATOR PRIOR TO CONSTRUCTION
MIN. REQUIRED H.C. SPACES 3 SITE AREA 5.082 AC/221375 SF
FCSA CONSTRUCTION NOTES
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spreader. will' usingg control strip as specified in and
PROVIDED H.C. SPACES 3
Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these
F.A.R. BLDG. AREA
1. The Authority's Water and Sewer Standards and Specifications are available at www.fesa-water.com
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tests. A certified copy of the test results shall be provided to the Residency Office. In additions to
LOADING CALCULATIONS EXISTING (EX.) 0.03 5848 SF
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checking stone depths„ a VDOT representative shall be notified and given the opportunity to be
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2. The water and sanitary sewer portion of these plans are valid for two years from date of FCSA approval.
present during the construction and testing of the density control strip.
PROVIDED 1 PROPOSED (PROP.) 0.09 20531 SF
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3. Water and sewer lines are to be constructed in accordance with these plans and shall meet all Authority requirements.
V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road
APPROVAL
REQUIRED 1
TOTAL F.A.R. 0.12 26379 SF
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and Bridge Specifications -Section 315. Density will be determined using the density control strip as
(1/ 40000 SF WAREHOUSE)
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4. The contractor shall coordinate with, and arrange for inspection by, the Authority.
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
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shall be notified and given the opportunity to be present during the construction and testing of the
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5. When an existing water main is tapped for the installation of anew line:
control strip.
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a) The Authority shall furnish all labor and material.
FREDERICK COUNTY ZONING ADMINISTRATOR DATE
*ANY PROPOSED SIGNS OUTDOOR LIGHTING AND STORAGE WILL
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b) The developer/contractor must:
1. make application and deposit
V21. Approval of these plans shall expire three (3) years from the date of the approval letter.
MEET THE REQUIRED ZONING STANDARDS OF FREDERICK COUNTY.
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pay
2. mark the tap location.
V22. Final Location of CG-12 curb ramps shall be determined by VDOT inspector
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6. The contractor shall tie-in a new sewer line to an existing manhole by core drilling the manhole.
*
PROPOSED SIGNS = NONE
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FIRE MARSHALL S NOTE
SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT
PROPOSED OUTDOOR LIGHTING= ALL NEW OUTDOOR LIGHTING WILL BE WALL
7. Exact locations of water and sewer services on new lines are to be coordinated with the Authority's Inspector.
APPROVAL
MOUNTED AND WILL CONFORM WITH 165-35A
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8. The Authority's maintenance department shall furnish and install all water meters through 2" in size.
Fire lane markings and signage:
Any "No Parking" signs and yellow painted curb locations will be installed
* SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL
OF THE FREDERICK COUNTY ORDINANCE
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It is the developer's/contractor's responsibility to have the meter box assembly installed correctly.
by field inspection at the direction of the Fire Marshall's Office.
REGARDING GLARE.
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Before a permanent meter is installed:
PROPOSED OUTDOOR STORAGE AREAS = NONE
a) The meter box, with its frame and cover, must be properly aligned with the eoppersetter.
TRIP GENERATION DATA
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b) The frame and cover shall be set to final grade.
c) The distance between the top of the cover and the coppersetter shall to be between 18 and 21 inches.
COVER SH,ET
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CLASS
USE
TRIP RATE USE
VPD
d) All components of the meter box assembly shall be in proper working order.
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9. For water and sewer services that connect to existing lines:
150
WAREHOUSE (NEW)
PER 1000 SF
17520 SF
4.96
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a) The location of the service lateral is to be coordinated with the Authority's Engineering Assistant.
(PG. 198)
b) An Application for Service must be made and fees paid before work will begin.
710
OFFICE (NEW)
3011 SF
11.01
33
Project Name:
Project Number:
c) The Authority shall furnish and install all 5/8", 3/4" and 1" water services.
PER 1000 SF
d) For all 1 1/2" and 2" water services, the Authority shall make the tap and bring the piping to the property line.
The furnish install the The Authority install the
(PG. 1052)
TOTAL VPD (PROP.)
120
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OIL EQUIPMENT PROI � R T I S
2'710A
mi
contractor shall and meter vault assembly. will meter.
e) The Authority will install all sewer laterals.
710
PER 1000 SF
2289 SF
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OFFICE (EXIST)
11.01
25
Magisterial District:
Date of Plan: (Month, Day, Year)
(PG. 1052)
10. Any water service line must have a backflow prevention assembly (double check valve or RPZ,
as required). The assembly must meet ASSE standard No. 1015 or 1013.
150
WAREHOUSE (EXIST)
PER 1000 SF
3559 SF
4.96
18
STONEWALL
JANUARY 30, 2004
11. All fire lines shall have a fire service meter assembly and a backflow prevention assembly (detector
(PG. 198)
TOTAL VPD (EXIST.)
1 43
UTILITY CONTACTS
Owner:
Address, Including Zip Code & Telephone No.
P.O. BOX 1324
double check valve or RPZ, as required). The assembly shall meet ASSE standard No. 1048 or 1047.
Radio read remotes are required.
LEW SPANGLER
WINCHESTER, VA 22601
DATE: JAN. 30, 2004
HANDICAPPED PARIfINC NOTE
Frederick County Sanitation Authority Phone: Verizon
(540) 662-7474
P.O. Box 1877 P.O. Box 17398
Winchester, VA. 22604
ester, A. Baltimore, MD 21297
SCALE: NONE
Developer:
Address, Including Zip Code & Telephone No.
(5nc
(301) 954-6282
SAME AS OWNER
SAME AS OWNER
Handicapped parking spaces and aisles shall Slope
Power: Allegheny Power Gas: Shenandoah Gas Co.
DESIGNED BY: DLF/JTA
no greater than 2% in all directions.
P.O. Box 1458 P.O. Box 2400
Engineer Certifying Plan:
Address, Including Zip Code &Telephone No.
Hagerstown, MD 21741 Winchester, VA 22604
151 Windy Hill Lane
FILE N0. 2710A
1-800-654-3317 (540) 869-1111
Greenway Engineering
Winchester, VA 22602
MISS UTILITY 1-800-552-7001
(540) 662-4185
SHEET 1 OF 9
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LE65END
NOTES
I. SANITAW MOSER INJECTOR PUMP AND HOLDING TANK TO BE
PROVIDED I1451DE THE K*dM_WXJ E BUILDING SIZED BY THE
BUILDING MECHANICAL ENGINEM INVLRT OF THE 2" FORGE
MAIN AT THE BUILDING TO SE ADJUSTED AGGORDINGLY AFTER
DETERMINING THE EXACT LOCATION DURING THE DE516N OF THE
SEKACA! INJECTOR SYSTEM.
2. THE PROPOSED SUILDING5 WILL NOT BE SPRINKLERED.
3. PAINTING AND 5154AGE AT ALL FtRE LANES AS WELL A5
NORMAL AND Z61EWCY AOCE55 POINTS TO THE STRUOTI)FES
WILL BE PWAVED PLR THE .
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08-108, PCs, 101 JO 0 JO
S \ _ �� �. �� 4/�A GRAPHIC SCALE
C 55 I' RIP AP5\� �R� r%N \ _ CAS ��`♦ /—bq2 - �o / �T� (IN FEET)
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\ 1.00i PONDISC s �'StRUC+�lRE 6ql YfUis„$C044/`1/\CREST=6942\��
HANDICAP PARKING SIGN q5s �•r?2 \
VAN ACCESSABLE 63 L�F. G GREBE Ss �bT/93?3 S?/.
INE�LO' FLOI,
CN �1N�L —• -.. SCq ,\` ` ♦05` � F�VT/ST/ "`.
\\ s. 6. 1%
CG-6 9E,` Q� t = NCB \ TO BE
qb� \ EXISTING 12'x48' TAPER \ ♦♦ DEMOLISHED
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18� q5i -� ♦♦'05' q3-n G
\ S x 10' RAP
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RB C s 2' MAPLE . INY:= II 5a °: , 'EX 6q4`�''
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W/C SS 1 `g�,p 53 �2.' o"1"•MAPLE �i5x ` 7, S o`io\ \ 4k,,t4 \•. T/ ' \ 1 EW-6 (2) NEW 40'--24" RCPS 6 1.09-
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\ 54-A-SF 0 �' POND SM'T. q63 x -12. ' iaG' a, !M 1 ♦ / E \`� 'ti\ \�
ZONED: M-I X \ I�fV.= `6d4zO q5 3p� ~� ♦ /t'iF/F� b� �, �. S
\ um: INDU3
\ D3-619, PCs. 839 .6 EX
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HEAVY P 'S1`GTI ' �• �6 � n�\�> \
CIS
HANDICAP PARKIN , Y q EW- \ x r G SIGN ,, .
\ I METAL r0 (VAN ACC
Ems, � SABLE) � a • • ,1 . I . ' \ � \
�,e `sYy I SxE 10120 LF 10" PVC a ��' t 4' C �g C 0
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PER Fr_5A INSPECTOR
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DB-816, PCs. illl U3E: INDUSTRIAL kEP�AGE EXIST 6" W/L = REMOVE EXISTINGB" X 6" REDUCER
1-S x6 REDUCER
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INV. (105.21) EXIST 8" W/L (FIELD VERIFY LOCATION)
EX. 6" W/M (APPROX. LOCATION)
INV.=691.02
CONNECT INTO EXIST S" W/L
FIELD VERIFY LOCATION
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SHEET 2A OF- 9
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SILT FENCE CULVERT INLET
PROTECTION
DISTANCE IS E6' MINIMUM IF FLOW
IS TOWARMBANKMENT D
FLOW
OPTIONAL STONE COMBINATION
l 1.0' 1.5'
—�1
h•
FLOW
— 2.s
;VDOT 13, #357, #5, #56 OR #57 COARSE AGGREGATE --CLASS I RIPRAP
TO REPLACE SILT FENCE IN ' HORSESHOE " WHEN
HIGH VELOCITY OF FLOW IS EXPECTED
SOURCE: ADAPTED from VDOT Standard Sheeh and Va. DSWC PLATE. 3.08-1
TEMPORARY SEDIMENT TRAP
1' VARIABLES
ORIGINAL
GROUND
ELEV.
67 CU. YD./ACRE
N
1.0'
VARIABLE
67 CU. YD./ACRE 1
(EXCAVATED) 4' MAX.
FILTER CLOTH ORIGINAL
.• GROUND
ELEV.
*SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP
CROSS SECTION OF OUTLET
CLASS I RIPRAP
LENGTH (IN FEET) _
6 X DRAINAGE AREA
(IN AC
a �
/ /DIVERSION
DIKE
COARSE AGGREGATE
EXCAVATED / / FILTER CLOTH
AREA
".COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5
OUTLET (PERSPECTIVE VIEW)
SOURCE: VA. DSWC
PLATE. 3.13-2
PIPE OUTLET CONDITIONS
A A,
'IPE OUTLET TO FLAT
LREA WITH NO DEFINED
:HANNEL
L a
o%
d
SECTION A —A FILTER CLOTH KEY IN 6'-s'; RECOMMENDED FOR ENTIRE PERIMETER
3do (MIN.)
PIPE OUTLET TO WELL
DEFINED CHANNEL
PLAN VIEW
I" I
L a
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d
SECTION A —A ►--'
FILTER CLOTH KEY IN 6'-9"; RECOMMENDED FOR ENTIRE PERIMETER
NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION
BASKET, OR CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED
USING PLATES 3.18-3 AND 3.18-4.
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT
LESS THAN 6 INCHES.
Source: Va. DSWC Plate 3.18-1
GRAVEL CURB INLET SEDIMENT
FILTER
GRAVEL FILTER 12 =,
� =I ►�:� IIIII �1 IIIII
� ,'llllll�illlll � IIIII
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS
WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED
AREAS.
GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.
SOURCE: VA. DSWC PLATE 3.07-6
STONE CONSTRUCTION ENTRANCE
70' MIN.
A
j FILTER CLOTH 6' MIN. I p I
SIDE ELEVATION
GROUND
70' MIN.
B WASHRACK
(REQUIRED)
12' MIN.
10'
L VDOT /1 I
I ~� POSITIVE DRAINAGE
COURSE AGGREGATE B
TO SEDIMENT
TRAPPING DEVICE
• MUST EXTEND FULL WIDTH
OF INGRESS AND EGRESS
PLAN LAN VIEW
" v`V" SECTION A -A
SECTION B-B
EXISTING
PAVEMENT
5:1
T
10' MIN.
EXISTING
PAVEMENT
10' MIN.
UKMN arAVe
BERM
SOURCE: ADAPTED from 1983 Maryland Standards for Solt erosion and Sediment Control, and Va. DSWC Plate 3.02-1
TEMPORARY DIVERSION DIKE
SOURCE: VA. DSWC
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.
FLOW
3. ATTACH THE FILTER FABRIC TO THE WIRE
FENCE AND EXTEND IT INTO THE TRENCH.
SOURCE:
Slienlood k
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
FLOW G
�-
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
FILTER FABRIC
11 -`
WIRE
from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1
PLATE 3.09-1
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No. 026715
`sIONAL
DATE: JAN. 30, 2004
SCALE: N/A
DESIGNED BY: ML
JOB NO. 2710A
SHEET 4 OF 8
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Erosion and Sediment Control
Narrative Erosion and Sediment Control Notes
Project Description I. All vegetative, structural erosion, and sediment control practices shall be constructed
The purpose of this project Is for the construction OF a 21,451 5F building and associated and maintained in accordance with the minimum standards and specifications set forth in \
parking lot and infostructure Improvements located at 150 Fort Collier Road, Frederick County, Virginia. the latest edition of the Virginia Erosion and Sediment Gontrol Handbook and Virginia \
The overall site area is 5.0 acres, and the site disturbed area for this project is VR 625-02-00 Erosion and Sediment Control Regulations. e \
2. The contractor shall install the tree protection, silt fence and construction entrance as
approximately 3.7 acres. p
Existing 51te Conditions shown to the plan prior to or as a first step in clearing. \ \ \\\
The site Is currently occupied by an office building and storage yard. To the rear Of the 3 Within seven days of reaching final grade, the contractor shall install permanent \
stabillzation to disturbed areas that are not to be paved or built upon. .�
parcel i5 an open field and gravel loading area. 4. The contractor wlll contact the plan approving authority one week prior to the \ \ \
Rf
Adjoining Properties commencement of land disturbing activity and one week prior to final inspection. I�;sr> toI TAIL
The site borders industrial/commerclal land use to the north, west, and south. To the east 5. The contractor is res onsible for Installation of any additional erosion control measures IP �� \� Z I
the site borders a correctional facility. necessary to prevent erosion and sedimentation as determined by the plan approving / _ ` - ��\ ~� �\ �� 4 tom: ee CT1ONAL FACILITY
Soils 6. A copy of the approved erosion and sediment control plan shall be maintained on the
�� ...�
Soils in this area are classified as Frederick-Popltmento looms (I6B) .The I6B soil typically 7. The contractor Is responsible for maintaining drainage of all disturbed areas to sediment
has moderately slow to moderate permeability, medium surface runoff and erodability. P 9
control devices at all times.
Erosion Control Measures
8. The contractor shall inspect all erosion control measures periodically and after each
Hold pre -construction meeting on site. runoff producing rainfall event. Any necessary repairs of cleanup to maintain the
Install tree protection. effectiveness of the erosion control devices shall be made immediately. %%
Install construction entrance. r ■`
Install diversion dike and silt fence. cf. Topsoil stockpile shall be. stabilized with slit fence and temporary seeding. Excess D •■■ ;�■';;, _ \„�1- , �� SF
Install sediment traps. topsoil shall be removed from the site and disposed Of in accordance with the If' •'�+h* ■ r �1y�(
Clear and grade site. Erosion and Sediment Control handbok at a permitted disposal area. r ■, _ • •: y^'' b� % ♦�
Install check domsstorm drainsculvert Inlet and outlet protection. STORM WATER MANAGEMENT :\�• ST- �" ` t� � G SF
Upon completion of grading, stabilize the site. I . r ■ •"' 411T �� O
TWO PONDS ARE TO BE CONSTRUCTED ON THE 51TE TO CONTROL THE - �� ■ .... ■ ■
■
■ ��
Temporary Stabilization P05T-DEVELOPMENT RUNOFF TO PRE DEVELOPED RATES FOR THE I ■ ■ • ■ ■ ■
Temporary stabilization shall be applied to any denuded areas of the site that are not PROP05ED 51TE IMPROVEMENTS. THE 5TORAGE VOLUMES AND POND I \ \■ 1 .3
7
continuously worked within days. R15ER 5TRUGTURE5 FOR THE PONDS WAS DETERMINED U51NG 2 AND 10 I
Permanent Stabilization YEAR DE516N 5TORM5 AND BY PROVIDING A 100 YEAR OVERFLOW.
POND I LOCATED THE 50UTHEA5TERLY QUADRANT OF THE SITE DETAINS LGG \
Permanent erosion control measures include the,
establishment of gross on all surfaces not \
g A TOTAL DRAINAGE AREA OF ci.54 ACRES AND INCLUDES A LARGE
paved or built upon. Permanent stabilization shall be accomplished in accordance with the - -, IP
seeding schedule below and Section 3.32 of the Virginia Erosion and Sediment Control AMOUNT OF OFF5ITE RUNOFF. POND 2 LOCATED AT THE NORTHERN END
`\ \
Handbook. OF THE SITE DETAINS A DRAINAGE AREA OF 4.5 ACRES WVHIGH AL50
Seedin Schedule INCLUDES A LARGE PERCENTAGE OF OFFSITE RUNOFF. BOTH PONDS
g CONSISTS T F RI R STRUCTURES WHICH HAVE BEEN SIZED FOR THE 100 I1JNaES
GO 5 5 5 O 5E 5 UG 5 T>cTr�C
I. Topsoil shall be spread at a minimum depth of 4".
54-A-8F
p p P YEAR OVERFLOWS
ZONW: t1W r.
2. Pulverized agricultural limestone shall be incorporated Into the topsoil at a rate of C12 ibs THE CONTROLLED RUNOFF FROM POND 115 RELEASED INTO THE IP
per 1,000 sf (2 tons per acre). ADJACENT ROADSIDE DRAINAGE DITCH WHIGH DI5GHARG•E5 D5471%, PC%83
G
3. Fertilize with 10-10-10 at a rate of 23 Ibs per 1,000 sf (1,000 Ibs per acre). DOWNSTREAM INTO A CULVERT THAT GR055E5 UNDER FOiRT COLLIER
4. Seed mix consisting of 67% Kentucky 31 Tall Fescue and 33�5 Red Glover. ROAD. THE EXISTING CULVERT AT THIS LOCATION IS BEING REPLACED v t + + + + + --
t II r r f I r r n BY TWO 24" PIPE5 DUE TO THE INADEQUACY OF THE CULVERT FOR �\ y�( } + +,•♦+�+•
5. Straw mulch shall be applied to a seeded areas at a ate o 3.500 bs per acre, and BOTH THE PRE5ENT AND PROP05ED FLOW5. \ t+EtaL T 'I1 2 AGR t R LP . •♦•;'•++ \
anchored with cutback or emulsified asphalt at a rate of 200 gallons per acre. I S on µa h Ylf ti �~ •,♦
Maintenance Program POND 2 OUTFALL5 INTO ADJACENT TWIN 20 xis ELLIPTICAL CULVERTS Stan ` �R` )yt '+'♦' `+\' ' ® `' \
e contractor shall Inspect all erosion and sediment control measures after each rainfall THAT GRO55 UNDER FORT COLLIER ROAD. FROM OUR CULVERT \ I i S
I. The, IX ONE S7o� ��>� \�'� � � �'+' ' ,•♦ + � t \ \
p \ oGc
t
E TWIN CULVERTS ARE ADEQUATE FOR THE CONTROLLED x , � ! ���� � � ,3 �Py�: � `��. � ♦ ♦i♦ + and at least daily during prolonged rainfall. Damaged or deficient areas shall be repaired ANALYSIS THESS'[� �� `• \ \
or replaced Immediately. DEVELOPED RUNOFF. \ILD s F► +++♦♦ .' `♦`.
t, P..697� ; � �a i ♦ ♦ ♦ ♦ ♦ ♦ ♦
2. The contractor shall make a daily review of all areas of construction activity to Insure I � 1�� �50 �; ♦ ♦ .. , . ♦ . . ♦ ♦ \
erosion control effectiveness. Additional measures shall be installed immediately where ° 3$S9sfiNlCg v •,•♦+,+ �,•+♦♦♦ •♦+ �\ l
deficiencies are found. \`ti ° %� ` • • + + \
3. 5ediment shall be removed when the sediment volume reaches one half the height of the
trapping device. '�"�•- .m„�,` \� \ \ \ \
4. All required permits and fees to begin land disturbance shall be the responsibility of the
contractor. \ r«; _. ,:11.;'tA3^.� Ip .
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-ARC AL
DS-a�ih,19C•+.
D13-816, M fill I
Ilp
"' ---- _ �WAREHOIiSE
` 8,520 EF
700 ' - b 98
MINIMUM TOP WID TH (W)
REQUIRED FOR SEDIMENT
TRAP EMBANKMENTS
ACCORDING TO HEIGHT OF
EMBANKMENT (FEET)
1. w
H HO W
1.5 0.5 2.0
2.0 1.0 2.0
2.5 1.5 2.5
3.0 2.0 2.5
3.5 2.5 3.0
Ho H 4.0 3.0 3.0
4.5 3.5 4.0
5.0 4.0 4.5
�- EXCAVATED AREA
MAX. DEPTH = 4'
ORIGINAL
GROUND
ELEV.
SOURCE: VA. DSWC PLATE. 3.13-1
I
0
OPFICE
3pll SF
FF = 699.1'
WAREHOUSE
9000 SF
FF
x
INV. _
EX V WR9 (AFFROX LOCATION) -
40 0 40
GRAPHIC SCALE (IN FEET)
WF
FOW COLLIER faFCW
ZONED: M-1
& VACANT
D 3-1S�S, n�•a 13
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_ REDUCER %
(APPROX.
'x-x--X---X LOCATION)
INY.x69lDJ2
TRAP
NO.
DRAINA6E
AREA
AGRE5
STORA6E
REGU I RED
GU.FT.
STORAGE
PROVIDED
GU.FT.
BASIN DIMENSIONS
TRAP DIMEN51ON5
GLEAN OUT
DEPTH
FT.
L
FT.
W
FT.
D
FT.
L
FT.
W
FT.
H
FT.
I
2A3
10,600
13,500
CIO
30
5
15
2.5
2.5
1.5
2
OA2
3,:-:330
1 4,125
45
1 35
1
6
1 5.0
1 4.0
1 1.5
TEMPORARY DIVERSION DIKE
COMPACTED 501L
• t.
18° MIN.
FLOW
-1 I I=t I I.I I I=1 I I=1 1 1=1 I I.I I I.I
45MIN.
ERO51014/5EDIMENT CONTROL LEGEND
NO.
KEY
SYMBOL
DESCRIPTION
3.02
GE
TE►"��RY GRAVEL CONSTRUCTION
ENTRANCE
5.05
O
x x x
SILT FENCE
3.12
O
DIVER51ON DIKE
®
- - - -
LIMITS OF CLEARING 4 GRADING
3.13
5T
SEDIMENT TRAP
3.07
GIP
®
CULVERT INLET PROTECTION
3.15
®
®
CULVERT OUTLET PROTECTION
- -
DRAINAGE DIVIDE
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DATE: JAN.30, 2004
SCALE: 1" = 40'
DESIGNED BY: ML
FILE NO. 2710A
SHEET ' 5 OF- 9 I
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LANDSCAPE TABULATIONS
TOTAL SITE AREA 5.082 ACRES
PARKING: PAVED/GRAVEL 109886 SF
BUILDING: OFFICE 5300 SF
WAREHOUSE 21564 SF
TOTAL IMPERVIOUS AREA 3.15 ACRES/136750 SF
MINIMUM LANDSCAPE AREA (25% LOT AREA) 1.27 ACRES
LANDSCAPE AREA PROVIDED 1.932 ACRES
LANDSCAPE OPEN SPACE 70,595 SF (1.62 AC.)
TREE SAVE AREA : 13563 SF (.312 AC.)
PERIMETER PLANTING REQUIREMENTS
PARKING PERIMETER :
TOTAL IMPERVIOUS AREA
TREES REQUIRED :
TOTAL TREES PROVIDED
1 TREE/2000 SF IMPERVIOUS AREA FOR THE
FIRST 100,000 SF, 1 PER 5,000 SF AFTER
136750 SF
58 TREES
58 TREES
INTERIOR PLANTING REQUIREMENTS
MINIMUM LANDSCAPE AREA (5% INTERIOR PARKING LOT AREA)
TOTAL INTERIOR PARKING AREA : 20611 SF
INTERIOR PARKING AREA REQUIRED 5%=1031 SF
INTERIOR PARKING AREA PROVIDED 1100 SF
REQUIRED 1 TREE PER 10 PARKING SPACES: 65 SPACES
6.5 TREES REQUIRED , 7 TREES PROVIDED
SYM, BOTANICAL NAME COMMON NAME SIZE (HEIGHT) QUANTITY
RM
Acer rubrum
OCTOBER GLORY
MIN. 2.5" GAL.
65
RED MAPLE
@ PLANTING
BGH
O
!,Ilex x me5erveae
BLUE GIRL HOLLY
3' HT.
115
Blue G1rl"
GUY WIRE #12 GAUGE
3 5TAKE5
RUBBER H05E
TREE WRAP WITH 50% OVERLAP
2 DOUBLE SHREDDED HARDWOOD
MULGH/3" 5AUGER. PLACE TOP 1/8 OF
ROOT13ALL A13OVE FIN15H GRADE
ROOTBALL-REMOVE TOP 1/5 OF
BURLAP AND GUT ROPE AND/OR
REMOVE WIRE BASKET FROM BALL
BAGKF ILL
LIGHTLY COMPACTED 5ETTLING MOUND
TYPICAL PLANTING DETAIL-- TREES UNDER 2-1/2" GALIPER
(NOT TO 5GALE)
5ET TREE LEVEL AND PLUMB--5TRAIGHTEN
AFTER SETTLEMENT IF REQUIRED. 5ET TREE
WITH TOP 1/5 OF ROOT BALL ABOVE FINISHED
GRADE
ENGA5E WIRE AROUND TRUNGK IN BLACK
RUBBER HOSE. SECURE AT HEIGHT ABOVE
FIN15HED GRADE EQUAL TO 1/3-1/2 OF TREE
REMOVE TOP 1/3 OF BURLAP AND GUT ROPE
AND/OR REMOVE WIRE BA5KET FROM BALL
GUY WIRE #12 GAUGE
2" DOUBLE 5HREDDED HARDWOOD
3" 501L 5AUGER
3 5TAKE5
BAGKFILL
LIGHTLY COMPACTED SETTLING MOUND
5UBGRADE
TYPICAL PLANTING DETAIL-- EVERGREEN TREES
(NOT TO 5GALE)
ALL TREES SHALL BE NURSERY GROWN, BALLED AND BURLAPPED, AND PLANTED IN
ACCORDANCE WITH THE LANDSGAPE SPEGIFIGATIONS ADOPTED JOINTLY BY THE
VIR61NIA NURSERYMEN'S ASSOCIATION, THE VIR6INIA SOCIETY OF LANDSCAPE
DESIGNERS AND THE VIFOINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE
ARCH I TEGT5.
NOTE: ALL PLANTINGS WILL GONFORM WITH SECTION 165-36B OF THE FREDERIGK
COUNTY ZONING ORDINANGE.
ACTUAL LOCATION OF PL.ANTINe5 MAY VARY FROM TH15 PLAN.
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ZONED: M-1
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USE: CORECI'IONAL FAGLITY
DB-'t08, PG. Udl
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GRAPHIC SCALE
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DATE: JAN. 30, 2004
SCALE: 1" = 30'
DESIGNED BY: ML
FILE NO. 2710A
SHEET - 6 OF 9
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697.0
696.5
696.0
0
695.5
ro
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1 695.0
694.5
694.0
693 5
SECTION A -A
Worksheet for Irregular Channel
Results
Wtd. Mannings Coefficient
0.030
Water Surface Elevation
694.31
ft
Flow Area
3.22
ft2
Wetted Perimeter
7.57
ft
Top Width
7.38
ft
Height
0.56
ft
Critical Depth
694.46
ft
Critical Slope
0.016831 ft/ft
Velocity
5.60
ft/S
Velocity Head
0.49
ft
Specific Energy
694.80
ft
Froude Number
1.50
Flow is supercritical.
SECTION B-B
Worksheet for Irregular Channel
ON-51
Results
/ G
Wtd. Mannings Coefficient
0.030
5EG7'/-01')
Water Surface Elevation
Flow Area
691.76
ft
6.03
ft2
-�
I /
sec /V
Wetted Perimeter
8.96
ft
1j I _ /Q
Top Width
Height
8.58
0.96
ft
ft
4 IV6
�
1
POA/D /
Critical Depth
Critical Slope
691.59 ft
0.016408 ft/ft
•'7 (r �' �� /�'S
O� •j j"
Velocity
3.40
fus
Velocity Head
0.18
ft
Specific Energy
691.94
ft
Froude Number
0.72
697.
696.0
695.0
z�f 694.0
c
0
W 693.0
692.0 l-
691.
Pon
.., 688.2
-30.0 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 _2
..,•.. -cv.v 0.0 20.0 40.0 60.0
tatlon t Station (ft) - v Station (ft)
1PI
IaPin
\ \ L oT11te
07
/G o�iEC �, \ A yJA ele r `. E 7, F G� �o�/Ec M-/ K /� ENA
r { ZoivEiD M' .� _ � % � � / � , �.?. G/NE �D;� I `{ Zo.v6D M Z 14, M-1 I
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1x - y
�IAA'r-
V�COVN .z�'- - 11, ; - ` �. V� y� _� COU� " Y°'--���}- -r ; , ; , -G V_bf ,•' 1
NOUS/ JX
Mole
.7=
Flow is subcritical
ep
.:•
• : •
689.;
OFFSITE A -A
Cross Section for Irregular Channel
Results
Wtd. Mannings Coefficient
0.030
Water Surface Elevation
688.51
ft
Flow Area
7.93
ft2
Wetted Perimeter
51.11
ft
Top Width
51.11
ft
Height
0.31
ft
Critical Depth
688.53
ft
Critical Slope
0.023836 ft/ft
Velocity
2.67
ft/s
Velocity Head
0.11
ft
Specific Energy
688.62
ft
Froude Number
1.20
Flow is supercritical.
OFF - S/ -/-/c.
SECT"
7- COZI/EP RO-
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A4,rAlT to7725 i
s
PROJECT: oil Equipment Products iSTA / STR: St TO S2 '
CULVERT DESIGN FORM
Frederick County, VA FILE:
DESIGNER/DATE: Mark Lucas
4/2/2004
HYDROLOGICAL DATA
METHOD:
CULVERT TYPE: CMP 1
Q_
SCS
i - -
ENT. TYPE: I
ELs'
Area = 7.8ac.+1.4a 9.2 ac
i
I !
_
H
NO. OF PIPES 2 i
-
DIAMETER !FEET
0
iMANNING'S N=;0.022 I
I Ke =0.9 ;
Elj = 669.40 r
ELo =168900
ELtr =,69350
ELsh 2 16995
, .
L= .-
j40:00__..._.._..i------._.._.-.__7
H�
DESIGN FLOWS / TAILWATER
R.I. {YEARS FLOW1CF��TW (FT)j
101 21251 11
100 43.2 1 5
-- - t -- ---_j
-.
-
CULVERT DESCRIPTION:
TOTAL ' FLOW , _ HEADWATER CALCULATIONS
CONTROL
APPROX
CONTROL
MATERIAL -SHAPE -SIZE -ENTRANCE
FLOW I PER INLET CONTROL j OUTLET
HW
OUTLET
COMMENTS
Q BARREL HWi/D HWi EL(hi) TW
do
(dc+D)/2 ho Ke H EL(ho)
ELEV.
VEL.
CFS O/N
EXIST 24' CMP Pro ectin 10 YEAR
21.25! 10.63 0.961 1.91' 691.37 1.5i 1.18
1.59 1 59 0.9 0.59 691.18
691.31
420
I.C.
_ 100YEAR.
43.2i 21.60! 1.90 3.811 692.811 1.51 1.68
1.84
1.841_ 0.9
2.43i 693.27
693.27�
7_68
O.C.
TECHNICAL FOOTNOTES:
1) HWi BASED ON POLYNOMIAL BEST -FIT EQUATIONS FROM THE FHA PUBLICATION
5) ho = TW OR (dc+D)/2 WHICHEVER IS GREATER
ENTITLED CALCULATOR DESIGN SERIES #3
6) H = (1 + Ke + (29 n^2 L) /.RA1.33) VA2 / 2g
2) HWi MAY NOT BE ACCURATE FOR VALUES < O.SD AND > 4.SD
7) EL(ho) = ELo + H + ho
3) EL(hi) = HWi + ELI (INVERT OF INLET CONTROL SECTION)
4) TW BASED ON DOWNSTREAM CONTROL OR FLOW DEPTH IN CHANNEL
"�.
ROJECT: Oil Equipment Products STA /STR: S3 TO S4 CULVERT DESIGN FORM
Frederick County, VA FILE: DESIGNER/DATE: Mark Lucas 4/2/2004
HYDROLOGICAL DATA
METHOD: -------- ..._.
CULVERT TYPE: (CMP C
SCS __._............._......__.. ]3� ENT. TYPE: Pro•ectin . ,
Area = 3.7ac(swm pond) + 0.80(uncontrolled)=4.5 ac. ! ..l ""--
NO. OF PIPES = 12 I
.. ._
DIAMETER = 1 5 FEET ........ i
MANNING'S N=10 022 -1 '
Ke
DESIGN FLOWS / TAILWATER EU
EARS) FLOW CFS __ TW
EL_
o = 6136.95
10 13.5
100 24.71 1.25 ELsh =1693.00 j" I
L=i 39.96,_.._......_I._......._................ I I
CULVERT DESCRIPTION: TOTAL FLOW _ __ HEADWATER CALCULATIONS __ CONTROL APPROX
MATERIAL -SHAPE -SIZE -ENTRANCE I FLOW PER INLET CONTROL OUTLET CONTROL CONTROL
OUTLET COMMENTS
Q BARREL I HWi/D I HWi I EL(hi) I TW do (dc+D)/2 ho Ke H EL(ho) ELEV. VEL.
rrFR1 nml I
TECHNICAL FOOTNOTES:
1) HWi BASED ON POLYNOMIAL BEST -FIT EQUATIONS FROM THE FHA PUBLICATION
ENTITLED CALCULATOR DESIGN SERIES N3
2) HWi MAY NOT BE ACCURATE FOR VALUES <0.5D AND> 4.5D
3) EL(hi) = HWi + ELI (INVERT OF INLET CONTROL SECTION)
4) TW BASED ON DOWNSTREAM CONTROL OR FLOW DEPTH IN CHANNEL
5) ho = TW OR (dc+D)/2 WHICHEVER IS GREATER
6) H = (1 + Ke + (29 nA2 L) / R^1.33) VA2 / 2g
7) EL(ho) = ELo + H + ho
684.9
684.8
684.7
684.6
r-
c
.0 684.5
M
N
W
684.4
684.3
684.2
684.1
684.0
-60.0
OFFSITE B-B
Cross Section for Irregular Channel
F
Results S EC7'� 0
Wtd. Mannings Coefficient 0.030
Water Surface Elevation 684.49 ft
Flow Area 11.86 ft2 c Ialc� Qa
Wetted Perimete C, /�
r
Top Width
48.51
47.98
ft
ft
Height
0.49
ft
Critical Depth
684.55
ft
Critical Slope
0.020505
ft/ft
Velocity
3.62
ft/s
Velocity Head
0.20
ft
Specific Energy
684.70
ft
Froude Number
1.28
Flow is supercritical.
Flow is divided.
Water elevation exceeds lowest end station by 0.49 ft
-40.0 -20.0 0.0 20.0 40.0 60.0
Station (ft)
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SCALE: N/A
DESIGNED BY: ML
JOB NO. 2710A
SHEET 7 OF 9
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Reservoir Report
Page 1
Reservoir No. 2 - SWM Pond 1
Hydraflow Hydrographs by Intefisolve
Pond Data
Pond storage is based on known contour areas. Average end area method
used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 694.75
00
0
0
0.50 695.25
2,730
683
683
1.25 696.00
5,227
2,984
3,666
2.25 697.00
12,636
8,932
12,598
3.25 698.00
25,495
19,066
31,663
3.55 698.30
30,624
8,418
40,081
3.85 698.60
35,964
9,988
50,069
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise in
= 24.0
24.0
0.0
0.0
Span in
= 24.0
24.0
0.0
0.0
No. Barrels
= 2
1
0
0
Invert El. ft
= 694.75
795.00
0.00
0.00
Length ft
= 27.0
0.0
0.0
0.0
Slope %
= 1.00
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len ft
= 20.00
14.00
0.00
0.00
Crest El. ft
= 697.50
697.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Rect
---
---
Multi-Stage
= Yes
Yes
No
No
Multi -Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 it
Note: All outflows have been analyzed under inlet and outlet control.
Stage /
Storage /
Discharge
Table
Stage
Storage
Elevation
Civ A
Civ B
Clv C
Clv D
Wr A
Wr B
Wr C
Wr D
Exfil
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
0
694.75
0.00
0.00
---
0.00
0.00
---
---
---
0.00
0.05
68
694.80
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
0.10
137
694.85
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
0.15
205
694.90
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
0.20
273
694.95
0.00
0.00
---
0.00
0.00
0.00
0.25
341
695.00
0.00
0.00
---
---
0.00
0.00
---
---
0.00
0.30
410
695.05
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
0.35
478
695.10
0.00
0.00
---
---
0.00
0.00
-
0.00
0.40
546
695.15
0.00
0.00
---
--
0.00
0.00
0.00
0.45
614
695.20
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
0.50
683
695.25
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
0.58
981
695.33
0.00
0.00
---
---
0.00
0.00
---
---
0.00
0.65
1,279
695.40
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
0.73
1,578
695.48
0.00
0.00
---
---
0.00
0.00
---
--
0.00
0.80
1,876
695.55
0.00
0.00
--
0.00
0.00
0.00
0.87
2,174
695.63
0.00
0.00
-
0.00
0.00
-
0.00
0.95
2,473
695.70
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
1.03
2,771
695.78
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
1.10
3,070
695.85
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
1.18
3,368
695.93
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
1.25
3,666
696.00
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
1.35
4,560
696.10
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
1.45
5,453
696.20
0.00
0.00
---
---
0.00
0.00
---
--
---
0.00
1.55
6,346
696.30
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
1.65
7,239
696.40
0.00
0.00
---
---
0.00
0.00
---
---
0.00
1.75
8,132
696.50
0.00
0.00
---
0.00
0.00
---
---
0.00
1.85
9,025
696.60
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
1.95
9,918
696.70
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
2.05
10,812
696.80
0.00
0.00
---
---
0.00
0.00
-
---
---
0.00
2.15
11,705
696.90
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
2.25
12,598
697.00
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
OIL EQUIPMENT PRODUCTS
SWM POND 1
PREDEVELOPMENT
DRAINAGE AREA= 9.84 ACRES
C= 0.55
Q2= 16.7 CFS
Q 10= 23.6 CFS
Q100= 41.7 CFS
POST DEVELOPMENT
DRAINAGE AREA TO POND (CONTROLLED)= 7.8 ACRES
C= 0.80
Q2= 22.6 CFS
Q 10= 31.2 CFS
Q100= 54.6 CFS
UNCONTROLLED ONSITE (FRONT PARKING LOT) 1.58 ACRES
C= 0.85
Q2= 4.9 CFS
QIO= 6.7 CFS
Q100= 11.8 CFS
TARGET POND OUTFLOWS
PREDEVELOPMENT- UNCONTROLLED ONSTrE
Q2= 16.8-4.9=11.9 CFS
Q10= 23.6-6.7=16.9 CFS
Q 100= 41.7-11.8=29.9 CFS
POND DESIGN OUTFLOWS
Q2= 10.5 CFS
Q10= 18.0 CFS
Q 100= 38.2 CFS
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Hyd. No.1 - Rational - 2 Yr - Qp =16.73 cfs - Pre -Developed 2,10 & 100
Year
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Time (hrs)
/ Hyd. 1
Hyd. No. 2 - Rational - 2 Yr - Qp = 4.86 cfs - Uncontrolled-2,10, & 100
REA
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Time (hrs)
/ Hyd. 2
Hyd. No. 3 - Rational - 2 Yr - Qp = 22.56 cfs - Post Development-2,10,
&100 Year
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Time (hrs)
/ Hyd. 3
Hyd. No. 4 - Reservoir - 2 Yr - Qp =10.51 cfs - Pond 1
0.0 0.2 0.4 0.7 0.9 1.1 1.3 1.5 1.7 2.0 2.2
Time (hrs)
/ Hyd. 3 / Hyd. 4
U)
Hyd. No.1 - Rational -10 Yr - Qp = 23.59 cfs - Pre -Developed 2,10 & 100
Year
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Time (hrs)
/ Hyd. 1
Hyd. No. 2 - Rational -10 Yr - Qp = 6.71 cfs - Uncontrolled-2, 10, & 100
Oy i
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Time (hrs)
/ Hyd. 2
Hydrograph Plot
Hyd. No. 3
Post Development-2,10, &100 Year
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 7.8 ac
Intensity
= 4.996 in/hr
IDF Curve
= Fredcova.idf
0
Hydraflow Hydrographs by Intelisolve
Peak discharge = 31.17 cfs
Time interval = 1 min
Runoff coeff. = 0.8
Time of conc. (Tc) = 12 min
Asc/Rec limb fact=1/2.67
Hydrograph Volume = 41,185 cuft
3- Rational -10Yr-Qp-31.17cfs
11n
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30
20
10
0
0.0 4.4 8.8 13.2
17.6 22.0 26.4 30.8
352 39_R
44
Time (min)
/ Hyd. 3
Hyd. No. 4 - Reservoir -10 Yr - Qp =17.99 cfs - Pond 1
4
3
-
2
1
0
0.00 0.20
0.40
0.60
0.81
1.01
1.21
1
41 1
F1 1
R1 9 r
/ Hyd. 3
Time (hrs)
/ Hyd. 4
►2
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0
Hyd. No.1 - Rational -100 Yr - Qp = 41.71 cfs - Pre -Developed 2,10 &
100 Year
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Time (hrs)
/ Hyd. 1
Hyd. No. 2 - Rational -100 Yr - Qp =11.76 cfs - Uncontrolled-2,10, & 100
15
Time (hrs)
/ Hyd. 2
Hydrograph Plot
Hyd. No. 3
Post Development-2,10, &100 Year
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 7.8 ac
Intensity
= 8.756 in/hr
IDF Curve
= Fredcova.idf
Q
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Hydraflow Hydrographs by Intellsolve
Peak discharge = 54.63 cfs
Time interval = 1 min
Runoff coeff. = 0.8
Time of conc. (Tc) = 12 min
Asc/Rec limb fact = 1/2.67
Hydrograph Volume = 72,183 cuft
3 - Rational -100 Yr - Qp - 54.63 cfs
60
5
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3
Q
2
1
8.8 13.2 17.6 22.0 26.4 30.8 35.2 39.6 44.0
Time (min)
/ Hyd. 3
0
0
0
0
0
0.0 4.4
Hyd. No. 4 - Reservoir -100 Yr - Qp = 38.20 cfs - Pond 1
0.0 0.2 0.4 0.5 0.7 0.9 1.1 1.3 1.4 1.6 1.8
Time (hrs)
/ Hyd. 3 / Hyd. 4
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Hyd. No. 4 - Reservoir -100 Yr - Qp = 38.20 cfs - Pond 1
0.0 0.2 0.4 0.5 0.7 0.9 1.1 1.3 1.4 1.6 1.8
Time (hrs)
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OIL EQUIPMENT PRODUCTS Hydrograph Plot Hydrograph Plot I>_
�o fntenf pr)ele ark the �, deiitiofi SWM POND 2
j1' i11r _ t gg� rya HydraflowHydrographs bylntellsol HydrallowHydrographs bylntelisoh Hydrograph Plot
W......;-. ..� _wa e:, r ..-.v; ti. .,. ate_ ..°<-�: '..,,.,$t.3..:3 n:. .�. ..y".",'"_. :.._� _��t. �i.,. - _�c.?: r.,�*. n �,�`r>. �.... "'�.��x, .,...>
Hyd. No. 1 Hyd. No. 1 LU
HydraBow Hydrographs by Intelisolve
Rational i 10.451 1 1 13.00 1 14,877 1 Pre Development PREDEVELOPMENT Pre Development W
4.5 ACRES re Development Hyd. No. 1
p P D lopm
Reservoir 8.31 1 22.00 15,681 2 693.47 5,483 Pond 2 Outflow C= 0 67 Hydrograph type = Rational Peak discharge = 10.45 cfs Hydrograph type = Rational Peak discharge = 14.53 cfs
Pre Development
.... _ _ _ _
Storm frequency 2 yrs Time interval 1 min Storm frequency 10 yrs Time interval 1 min
'° Q2= 10.5 CFS Drainage area = 4.5 ac Runoff coeff. = 0.67 Drainage area = 4.5 ac Runoff coeff. = 0.67 Hydrograph type = Rational Peak discharge = 25.52 cfs
w
---- Q10= 14.5 CFS Intensity = 3.466 in/hr Time of conc. (Tc) = 13 min Intensity = 4.818 in/hr Time of conc. (Tc) = 13 min Storm frequency = 100 yrs Time interval = 1 min
-- OF Curve = Fredcova.idf Asc/Rec limb fact = 1/2.65 IDF Curve = Fredcova.idf Asc/Rec limb fact=1/2.65 Drainage area = 4.5 ac Runoff coeff. = 0.67
Q100= 25.5 CFS Intensity = 8.465 in/hr Time of conc. (Tc) = 13 min z
1 Q Hydrograph Volume=14,877c Hydrograph Volume=20,580cu OF Curve = Fredcova.idf Asc/Rec limb fact=112.65 W W
0
CO CC)
Hydrograph Volume = 36,332 cult 4
a '
e e fl ur0 Im ra POST DEVELOPMENT
No. t� )tjFti{tevba 0rag3 V M
ru dscrt _w DRAINAGE AREA TO POND (CONTROLLED)= 4.16 ACRES
h
O CQ
15
!+ 0.79 - to
Rational 14.53 1 13.00 20,680 Pre Development 1 - Rational - 2 Yr Qp =10.45 cfs 1 - Rational -10 Yr - Qp =14.53 cfsto
l
Q2= 11.3 CFS
Q10-- 15.8 CFS 15 15 1 - Rational -100 Yr - Qp = 25.52 cfs Z x ►o
r W
Reservoir 12.54 1 20.00 21,917 2 693.75 6 409 � Pond 2 Outflow Q100= 27.7 CFS 30 +� � (
O
_ � I i t UNCONTROLLED ONSrrE (FRONT PARKING LOT) 0.34 ACRES 25 1J
C= 0.80 -. 1 __ 10
_ Q2= 1.4 CFS "- -
to Q)
0 2 I= 1
d 0 Y Q 10= 1.8 CFS C3 ,Un
Q 100= 3.2 CFS
15 ^
r► ttta] ' 't3 I MtnMEMO toy rn rn
1 Q) 0
Q ;:as ,1.{ r a) - -;h a. _( ) s TARGET POND OUTFLOWS � Q)
Rational 25.52 1 13.00 36,332 i
Pre Development 0 5
0
7-Ow-�`I y�AA ;� $ PREDEVELOPMENT- UNCONTROLLED ONSITE 0.0 4.7 9.4 14.1 18.8 23.5 28.2 32.9 37.6 42.3 47.0
"' 0.0 4.7 9.4 14.1 18.8 23.5 28.2 32.9 37.6 42.3 47.0 � w� j Reservoir 23°07 1 19.00 38,734 2694.34 9,081 Pond 2 Outflow
Q2= 10.5-1.4=9.1 CFS Time (min) Time (min) 0.0 4.7 9.4 14.1 16.8 2i5 28.2 32.9 37.6 42.3 47.0
I, I ` Q10= 14.5-1.8=12.7 CFS
/ Hyd. 1
_ Q100-- 25.5-3.2=22.3 CFS / Hvd. 1 i Time (min)
Hyd. No. 2 - Rational -10 Yr - Qp =15.76 cfs - Post Development -To / Hyd. 1
POND DESIGN OUTFLOWS Hyd. No. 2 -Rational - 2 Yr - Qp =11.34 cfs -Post Development -To Pond Pond
_ Hyd. No. 2 -Rational -100 Yr - Qp = 27.69 cfs -Post Development -To
Q2= 8.3 CFS 15 2
Q10= 12.5 CFS Pond
Q 100= 23.1 CFS 3 - - � Z
15 O
25
Reservoir Report 1
Page 1 ) W
Reservoir No. 1 - SWM Pond 2 Hydrafow Hydrographs by Inteli solve V C3 10--2 W
Pond Data C%
Q
Pond storage is based on known contour areas. Average end area method used. 1 -
Stage / Storage Table 5 5
Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (tuft) Total storage (tuft) 10-
0.00 691.50 00 0 0
0.50 692.00 2,390 598 598 0 5
2.50 694.00 4,240 6,630 7,228
3.25 ssaas 6s55 4,048 11,276 0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 W
0 F'
Culvert /OrifIce Structures Weir Structures 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7r 0.8 0.9 1.0 Time (hrs) 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 A
[A] [B] [C] [D] [A] [B] [C] [D] Time (hrs) / Hyd. 2 Time (hrs)
Rise in = 24.0 12.0 0.0 OX Crest Len ft = 20.00 4.00 0.00 0.00 / Hyd. 2 /Hyd. 2
Span In = 24.0 12.0 0.0 0-0 Crest El. ft = 694.25 693.00 0.00 0.00
rels
Invert El.
= 2 , 0 0 Weir CoeffType = Rise 3.33 0.--- 0.00 Hydrograph Plot Hydrograph Plot ,I,TH op
Invert EI. ft 691.50 691.75 0.00 0..00 Weir Type =Riser Rect � i
SlopeLengt%ft = 1.00 0.0 0.0 0.0 Multi -Stage =Yes Yes No No HydraflowHydrographsbylntelisolve Hydrograph Plot
Slope e = .013 OA0 0.00 OAO HydraBow Hydrographs by Intelisoh f�
N-Value = A13 A13 0.00 -OOo Hyd, NO. 4 HydraflowHydrographsbylntelisolt
'i��d. No. 4
orir. coed. = oso oso o.00 o.�oo �
Multi -Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = O.Oo it Post Development -Uncontrolled Post Development -Uncontrolled Hyd. No. 4 V TUNG NIM AD}IIKUsm
Note: Allrnt"towstwettemananedunder'mletandoutlet� trol• Hydrograph type = Rational Peak discharge = 1.44 cfs Hydrograph type = Rational Peak discharge = 1.84 cfs "d No. 026715
Post Development -Uncontrolled - �Y
Stage /Storage /Discharge Table )915
Storm frequency = 2 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 min P `� U
Drainage area = 0.3 ac Runoff coeff. = 0.8 Hydrograph type =Rational Peak discharge = 3.16 cfs O
Stage Storage Elevation efsCiv a CISClv s c s c CISCiv o wr a wr s wr c cfs
o cfs Total Drainage area = 0.3 ac Runoff coeff. = 0.8 Time interval - 1 min SS
It tuft_ ft cis cts cfs cfs cfs cfs cfs cfs cfs cfs
Intensity = 5.287 in/hr Time of conc. (Tc) = 5 min Intensity = 6.782 in/hr Time of conc. (Tc) = 5 min Storm frequency = 100 yrs
0.00 0 691.50 0.00 0.00 --- - 0.00 0.00 -- IDF Curve = Fredcova.idf Asc/Rec limb fact = 1/1 IDF Curve = Fredcova.idf Asc/Rec limb fact 1/1 Runoff coeff. = 0.8
_ Drainage area = 0.3 ac Time of conc. (Tc) = 5 min 10 L
0.50 5sa ss2.00 0.27 0.26 --- --- 0.00 0.00 0.26 Intensity = 11.620 in/hr
6.65 Asc/Rec limb fact = 1/1
2.25 1,276 694.75 4116 .07 3.07 --- 21-0 13.96 -- -- 11.07 Hydrograph Volume =553cult IDF Curve = Fredcova.idf
3.25 11,276 694.75 41.07 2.07 --- -- 21.04 17.96 --_ __ _-_ 41.07 Hydrograph Volume = 431 r
Hydrograph Volume = 948 c,
1.5
1
d
0
0
4 - Rational - 2 Yr - Qp =1.44 cfs
/\
0___
1.11.
"t
-
5
/
0 /
0
1 2 3
4 5 6 7 8 9 11
Time (min)
/ Hyd. 4
Hydrograph Plot
N
C3
4 - Rational -10 Yr - Qp =1.84 cfs
2.
1.
0.
0.
0
5
100
5
0
1 0 1 2 3 4 5 6 7 8 9 10
Time (min)
/ Hyd. 4
HydraBow Hydrographs by Intelisolve
Hyd. No. 3
Pond 2 Outflow
Hydrograph type = Reservoir Peak discharge = 8.31 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = SWM Pond 2
Max. Elevation = 693.47 ft Max. Storage = 5,483 cult
4or2ee lmiomiw method used.
1
Hydrograph Volume=15.681 cut!
3 - Reservoir - 2 Yr - Qp = 8.31 cfs
V IG GY VV-
Time (min)
/ Hyd. 2 / Hyd. 3
Myarograpn Plot
1 0 1 2 3 4 5 6 7 8 9 10
Time (min)
/ Hyd. 4
HydraBow Hydrographs by Intelisolve
Hyd. No. 3
Pond 2 Outflow
Hydrograph type = Reservoir Peak discharge = 8.31 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = SWM Pond 2
Max. Elevation = 693.47 ft Max. Storage = 5,483 cult
4or2ee lmiomiw method used.
1
Hydrograph Volume=15.681 cut!
3 - Reservoir - 2 Yr - Qp = 8.31 cfs
V IG GY VV-
Time (min)
/ Hyd. 2 / Hyd. 3
Myarograpn Plot
4or2ee lmiomiw method used.
1
Hydrograph Volume=15.681 cut!
3 - Reservoir - 2 Yr - Qp = 8.31 cfs
V IG GY VV-
Time (min)
/ Hyd. 2 / Hyd. 3
Myarograpn Plot
HydraBow Hydrographs by Intelisolve
Hyd. No. 3
Pond 2 Outflow
Hydrograph type
= Reservoir
Peak discharge
= 12.54 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2
Reservoir name
= SWM Pond 2
Max. Elevation
= 693.75 ft
Max. Storage
= 6,409 cult
Storage Indication method used.
N
V
Q
Hydrograph Volume = 21,917 cull
3 - Reservoir -10 Yr - Qp =12.54 cfs
0.0 11.3 22.6 33.9 45.2 56.5 67.8 79.1 90.4101.7113.0
Time (min)
/ Hyd. 2 / Hvd. 3
4 - Rational -100 Yr - Qp = 3.16 cfs
0 1 2 3 4 5 d / v rJ
Time (min)
i 1-11%0 a
Hydrograph Plot
Hyd. No. 3
Pond 2 Outflow
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Max. Elevation = 694.34 ft
Storage Irdkakn method used.
H
O
l�
O
HydraBow Hydrographs by Intelisolve r
CQ
Peak discharge = 23.07 cfs Q
Time interval = 1 min z
Reservoir name = SWM Pond 2 O
Max. Storage = 9,081 cult Q
Hydrograph Volume = 38,734 cult I
3 - Reservoir -100 Yr - Qp = 23.07 cfs
0.0 10.6 21.2 31.8 42.4 53.0 63.6 /4.Z 1i4.6 `10.4 l Vo.O
Time (min)
/ Hyd. 2 / Hyd. 3
�,dP
DATE: JAN. 30, 2004
SCALE: N/A
DESIGNED BY: ML
JOB NO. 2710A
SHEET 9 OF 9
}
JUN 2 2004
8
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GENERAL NOTES VD0T GENERAL NOTES LEGEND VICINITY MAP
1. Methods and materials used in the construction of the improvements herein shall conform to the current Vl. All work on this project shall conform to the current editions of and latest revisions to the Virginia EXISTING INTERMEDIATE CONTOUR - - - - - SCALE: 1" = 2000'
Count construction standards and specifications and/or current VDOT standards and specifications. -_-- '` -330
Y P / P Department of Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and EXISTING INDEX CONTOUR ®---- -------.---------- 330
Sediment Control Regulations, and any other applicable state, federal or local regulations. In case of a -
2. Measures to control erosion and siltation, including detention ponds serving as silt basins during discrepancy or conflict between the Standards or Specifications and Regulations, the most stringent shall PROPOSED CONTOUR 400
construction, must be provided prior to issuance of the site development permit. The approval of these plans in govern. EX E /P \ \`LU
no way relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment EXISTING EDGE OF PAVEMENT ,`;
Control Handbook. V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health PROP E/P fit° 1�
P �' P P Y PROPOSED EDGE OF PAVEMENT � 22 �
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Administration (OSHA), and Virginia Occupational Safety & Health (VOSH) Rules and Regulations. EX C&G / / ®rp -�� ��
3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation
(VDOT) and Frederick County prior to construction in existing State right-of-way. V3. When working within VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in EXISTING CURB AND GUTTER
4. Approval of this plan does not guarantee issuance of an entrance permit b VDOT when such accordance with the current edition of VDOT's Work Area Protection Manual. Furthermore, all traffic control PROPOSED CURB AND GUTTER PROP C&G
pp p g p y T h n ch permit is
flaggers must be certified in accordance with Section 104.04(c) of the VDOT Road and Bridge Specifications. � 4 �� =:
required under State law. TRANSITION FROM CG-6 TO CG-6R CG-6 0 CG-6R �® ��
V4 The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic ° �, CD LO
5. The exact location of all guard rails will be determined by VDOT personnel. A joint inspection will be held EXISTING TELEPHONE LINE �' C-i
signal poles, junction boxes, corntrollers, etc., owned by VDOT or private / public utility companies. It is the - - T - - - - T- - - - T- - - �; �% tij� nt OD �
with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation ddi.�. '�, �� j�., CQ d
sole responsibility of the developer to locate and identify utility facilities or items that may be in conflict � a �,
VDOT to determine if and where guard rail and of paved ditches will be needed. The developer will be PROPOSED TELEPHONE LINE T �; I p
( g / P P with the proposed construction activity. VDOT approval of these plans does not indemnify the developer from Q- co co U
responsible for providing guardrail and paved ditches as determined by this joint inspection. Refer to this responsibility. EXISTING STORM SEWER EX 15' RCP r` .r ca N
Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications. `SUMS ® ° , / a an cc 0 q
V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject PROP. 15" RCP �® '�� r� S o I W
g g g Y Y J �. o�, . '.`�
6. Ana roved set of plans and all applicable permits must be available at the construction site. Also, a to thane as deemed necessary b VDOT. An additional expense incurred as a result of an field revision PROPOSED STORM SEWER
PA P PP P g Y Y Y P Y �Qfs T �w Z x uD �
representative of the developer must be available at all times. shall be the responsibility of the developer. r-
EXISTING SANITARY SEWER -- .-- S-- - --. -�- S- -- ..- -s 8-- -�. -� � � �� � � Q; � I a)
7. 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 land use PROPOSED SANITARY SEVER ✓ \ `� I UJ
r o
Control Devices (MUTCD). permits for any work within VDOT right-of-way. S `��/� /ice \ , % �fl� W a� to
EXISTING ELECTRIC SERVICE - - E - - - - E - - - - E - - - � ^a � '~
8. All unsuitable material shall be removed from the construction limits of the roadwaybefore placing V7. If required b the local VDO'�T Resident Office, a re -construction conference shall be arranged and held
P g q Y Y P g SHEET INDEX ��
embankment. by the engineer and/or developer with the attendance of the contractor, various County agencies, utility PROPOSED ELECTRIC SERVICE E
companies and VDOT prior to initiation of work.
9. All pavement sections on the approved plans are based on a minimum CBR value of 6. CBR values less EXISTING GAS LINE - - G- - - -- G- - - - G- --- -
than 6 will require revised pavement section prepared by Greenway Engineering and approved by the owner. V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for any COVER SHEET 1 �'
undetermined length of time. VDOT requires and shall receive 48 hours advance notice prior to any required PROPOSED GAS LINE G SITE PLAN 2 N
10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated or requested inspection. PROFILES 3
on the plans and as required at the field inspection. PROPERTY LINE ®® --® EROSION AND SEDIMENT CONTROL PLAN 4
V9. The contractor shall be responsible for maintaining adequate access to the project from the adjacent LANDSCAPING PLAN 5 o W
11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall public roadway via a construction entrance that is constructed and maintained in accordance with Section FLOW LINE "'- "' "' "' ~ "' "' w
qJ
be minimum 6" diameter and conform to VDOT standard SB-1. 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to other properties affected DETAILS 6
by this project shall be maintained through construction. The Developer shall have, within the limits of the FENCELINE X X - x STORM WATER MANAGEMENT COMPUTATIONS 7
12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than project, an employee certified by the Virginia Department of Conservation and Recreation (VDCR) in Erosion EXISTING POWER POLE
one litter receptacle shall be provided at the construction site. and Sediment Control who shall inspect erosion and siltation control devices and measures on a continuous
basis for proper installation and operation. Deficiencies shall be promptly rectified. EXISTING TELEPHONE PEDESTAL
13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to Z Z entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end EXISTING WATERLINE W/ TEE -'� W- -� " `�- W-' r THESE PLANS ARE IN CONFORMANCE WITH FREDERICK COUNTY STANDARDS AND ORDINANCES. ANY DEVIATION W W
whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free of construction. OR CHANGE IN THESE PLANS SHALL BE APPROVED BY THE ZONING ADMINISTRATOR PRIOR TO CONSTRUCTION Z
condition at all times. PROPOSED WATERLINE W/ TEE ;
Vll. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum EXISTING FIREHYDRAN, 0 0 0
14. Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary thirty-six (36) inches cover and. when possible shall be installed under roadway drainage facilities at conflict PROJECT INFORMA TION In
sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut sheets, points. EXISTING WATER VALVE z z
and connections to existing lines. " W"- ' �'" W® -" ®Wp " ®®"
PARCEL IDENTIFICATION: TM 54-((A))-81J W z z
V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, caves, etc.) encountered PROPOSED WATER METER STREET ADDRESS: 150 FORT COLLIER ROAD (EXISTING BUILDING) Q' Z Z
15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current during the course of construction shall be immediately brought to the attention of the engineer and VDOT.
standards and specifications of the Frederick County Sanitation Authority. Work shall cease in that vicinity until an adequate design can be determined by the engineer and approved PROPOSED REDUCER TOTAL AREA: 5.082 ACRES CL p,
by VDOT. DISTURBED AREA 1.38 ACRES BUILDING AREA
16. The location of existing utilities shown in these plans are taken from existing records. It shall be the STOP SIGN CURRENT ZONING: Ml
contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT CURRENT USE: OFFICE/WAREHOUSE EXISTING OFFICE 5,300 SF
prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing representative prior to placement and fill. Where CBR testing is required, a VDOT representative shall be PARKING INDICATOR PROPOSED ZONING: M-1 utility verification and the proposed construction. present to insure the sample obtained is representative of the location. When soil samples are submitted to 12 OFFICE WAREHOUSE EXISTING WAREHOUSE 21,079 SF
INDICATES THE NUMBER OF TYPICAL PARKING SPACES
private laboratories for testing, the samples shall be clearly identified and labeled as belonging to a project PROPOSED USE: /
17. The developer will be responsible for any damage to the existing streets and utilities which occurs as a to be accepted by VDOT and that testing shall be performed in accordance with all applicable VDOT standards PROPOSED OFFICE 2,289 SF W o 0
result of his construction project within or contiguous to the existing right-of-way. and procedures. HANDICAP PARKING BUILDING HEIGHT PROPOSED WAREHOUSE 23,559 SF � L -�
18. When grading is proposed within easements of utilities, letters of permission from all involved companies V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches . shall be compacted MAXIMUM 60 FEET Q en co
PROPOSED: 35 FEET BUILDING SETBACKS REQUIRED
must be provided to Frederick County Public Works Department prior to issuance of grading and/or site in six (6) inch lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method A VEHICLES PER DAY COUNT within 100
development permits. plus or minus 2% of optimum moisture for the full width of any dedicated street right-of-way. At the FRONT 75 FEET
19. direction of VDOT, density tests shall be performed by a qualified independent agency in accordance with VDOT SIDE 25 FEET
The developer will be responsible for the relocation of any utilities which is required as a result of his Road and Bridge Specifications. Certified copies of test reports shall be submitted to VDOT daily, unless PROPOSED BUILDING ENTRANCE PARKING SETBACKS REQUIRE IRED ,LTH OF
project. The relocation should be done prior to construction. REAR 25 FEET
D
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prspecified otherwise. PROPOSED STREET NAME SIGN FRONT 25 FEET 20. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected V15. VDOT Standard CD and UD uxnderdrains shall be installed where indicated on these plans and/or as PROPOSED SANITARY LATERAL CLEANOUT S SIDE 5 FEETin accordance with state law. In the event gravesites are discovered during construction, the owner Find specified by VDOT. REAR 5 FEETRengineer must be notified immediately. F.A.R. CALCULATIONS K D. SMITH
SANITARY MANHOLE IDENTIFIER 12 It No. 022837
V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet SITE AREA 5.082 AC/221,372 SF 21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering VDOT minimum design standards and is the responsibility of the developer. PARKING CALCULATIONS
at (540) 662 4185 immediately of any discrepancies between actual field conditions and the approved plan. STORM DRAIN STRUCTURE IDENTIFIER O REQUIRED : OFFICE = 1 SPACE PER 250 SF TOTAL BLDG. AREA = 52,227/221,372 = 0.24 F.A.R.
V17. Prior to VDOT acceptance o:f any streets, all required street signage and/or pavement markings shall be ZONAL
22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard installed by the developer or, at any
discretion, by VDOT on an account receivable basis following the EASEMENT LINE WAREHOUSE = 1 SPACE PER EMPLOYEE
proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by a registered Manual On Uniform Traffic Control Devices. PROPOSED OFFICE 4089 SF/250 = 17 SPACES
professional engineer and results submitted to Frederick County prior to pavement construction. If a CENTERLINE
geotechnical report has been prepared, it should supersede the requirements in this note. V18. The developer shall provide the VDOT Residency Office with a list of all material sources prior to the PROPOSED WAREHOUSE : 15 EMPLOYEES = 15 SPACES ENVIRONMENTAL FEATURES
start of construction. Copies of all invoices for materials utilized within any dedicated street right-of-way EXISTING SPOT ELEVATION X5'4 TOTAL SPACES REQUIRED = 32 SPACES
23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating must be provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices 5
or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement of may be obscured. PROPOSED SPOT ELEVATION X35- TOTAL SPACES PROVIDED = 67 SPACES PERCENT
excavation or demolition. Names and telephone numbers of the and operators underground utility lines in •o,�..i�✓`� PARKING CALCULATIONS FEATURE DISTURBED
Frederick County appear below. These numbers shall also be used to serve in an emergency condition. V19. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. EXISTING TREE LINE
Density will be determined using, the density control strip in accordance with Section 304 of the VDOT Road (EXISTING BUILDINGS)
24. All utilities to be located underground. and Bridge Specifications and VTM-10. A certified compaction technician shall perform these tests. Certified SURVEY AN TOPOGRAPHIC INFORMATION EXISTING OFFICE 9811 SF/250 = 40 SPACES FLOODPLAINS 0
copies of test reports shall be submitted to VDOT daily, unless specified otherwise. In addition to checking LAKES & PONDS 0
25. All outdoor lighting must be shielded from adjoining properties and road right-of-ways. stone depths, a VDOT representative shall be notified and given the opportunity to be present during the EXISTING WAREHOUSE : 25 EMPLOYEES = 25 SPACES
Note: An lace within these plans stating Greenway Engineering, shall represent Greenway Engineering, Inc. construction and testing of the density control strip. 1. Boundary survey was performed by: TOTAL = 65 SPACES WETLANDS >1AC 0
Y P P g Y g g• P g� g�
FCSA�r �r D TT � c Dated: �,
CONST11 U CTION NoTli'S V20. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge PROVIDED SPACES = 65 SINKHOLES 0 U
Specifications. Density shall be determined using the density control strip as specified in Section 315 and 2, Aerial horizontal and vertical control surveys were NATURAL S.W. 0
1. The Authority's Water and Sewer Standards and Specifications are available at www.fcsa-water.com VTM-76. A certified compaction technician shall perform these tests. Certified copies of test reports shall be TOTAL SPACES REQUIRED FOR SITE = 90
submitted to VDOT daily, unless specified otherwise. A VDOT representative shall be notified and given the performed by: DETENTION AREAS Q'
E,
d
2. The water and sanitary sewer portion of these plans are valid for two years from date of FCSA approval. opportunity to be present during the construction and testing of the control strip. (Year) TOTAL SPACES PROVIDED = 132 STEEP SLOPES >15% 0 V)
Q 3. The contractor shall adhere to the standards and specifications in effect at the time of construction. V21. In accordance with Section 302.03, the foundations for pipe culverts thirty-six (36) inches and larger 3. Aerial topographic mapping performed by: HANDICAPPED SPACES REQ.= 101-150 = 5 SPACES WOODLANDS 0Dated: HANDICAPPED SPACES PROVIDED = 5 SPACES shall be explored below the bottom of the excavation to determine the type and condition of the foundation.
4. The contractor shall coordinate with, and arrange for inspection by, the Authority. The contractor shall report findings of foundation exploration to the engineer and VDOT for approval prior to [--�
placing pipe. Foundation designs shall comply with VDOT Road and Bridge Standard PB-1. Where soft, yielding, 0 NERS CERTIFICATE LOADING CALCULATIONS �w
5. The contractor shall tie-in a new sewer line to an existing manhole by core drilling the manhole. or otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation LOADING SPACES REQUIRED : 1 PER 40000 SF W ►�
6. When an existing water main is tapped for the installation of a new line: stabilization shall be determined by the engineer and approved by VDOT. The foregoing Site Plan of the land of APPROVED PLAN BLDG. AREA = 26379 SF OO F''
O
a) The Authority shall furnish all labor and material. V22. Approval of these plans shall expire three (3) years from the date of the approval letter. PROPOSED BLDG. AREA = 25848 SF UD
b) The contractor must: is with the free consent and in accordance with the desires
1. make application and a deposit TOTAL = 52227 SF
PP pay P V23. VDOT Standard CG-12 Curb Ramps shall be installed where indicated on these plans and/or as specified of the undersigned owners, properties and trustees if any. U
2. mark the tap location. by VDOT. 52227/40000 = 2 SPACES '
3. coordinate installation with the engineering -assistant. SPACES PROVIDED = 6 0 > co� (�
V24. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in � Q
7. Exact locations of water and sewer services on new lines are to be coordinated with the Authority's Inspector. accordance with VDOT's installation criteria. Final approval of the guardrail layout to be given by VDOT after DATE * ANY PROPOSED SIGNS,OUTDOOR LIGHTING AND STORAGE WILL 4 W
8. The Authority's maintenance department shall furnish and install all water meters through 2" in size. grading is mostly complete. APPROVAL MEET THE REQUIRED ZONING STANDARDS OF FREDERICK COUNTY.
It is the contractor's responsibility to have the meter box assembly installed correctly. ' PROPOSED SIGNS = NONE PROPOSED OUTDOOR STORAGE AREAS = NONE �
Before a permanent meter is installed: FIRE MARSHALL S NOTE PROPOSED OUTDOOR LIGHTING= ALL NEW OUTDOOR LIGHTING WILL BE WALL MOUNTED
a) The meter box, with its frame and cover, must be properly aligned with the coppersetter. 0
b) The frame and cover shall be set to final grade. Fire lane markings and signage: AND WILL CONFORM WITH 165-35A OF THE FREDERICK COUNTY ORDINANCE F-+
c) The distance between the top of the cover and the coppersetter shall to be between 18 and 21 inches. Any "No Parking" signs and yellow painted curb locations will be installed FREDERICK COUNTY ZONING ADMINISTRATOR DATE REGARDING GLARE.
d) All components of the meter box assembly shall be in proper working order. by field 'inspection at the direction of the Fire Marshall's Office. *APPROVAL OF THESE PLANS SHALL EXPIRE FIVE (5) APPROVED
� T SITE
T a.
9. For water and sewer services that connect to existing lines: TRIP CENER YEARS FROM THE DATE OF PLANNING APPROVAL PREVIOUSLY AP P R o V E D ►J I T E PLAN # 0 6 - 0 4
a) The location of the service lateral is to be coordinated with the Authority's engineering assistant. A TION DA TA Project Name: Project Number:
b) An Application for Service must be made and fees paid before work will begin. CLASS USE TRIP RATE USE VPD A IKENS �l n d WA D, LLC 2710AW
c) The Authority shall furnish and install all 5/8", 3/4" and 1" water services.
d) For all 1 1/2" and 2" water services, the Authority shall make the tap and bring the piping to the 150 WAREHOUSE (NEW) PER 1,000 SF 23,559 SF 4.96 117
property line. The contractor shall furnish and install the meter vault assembly. The Authority will install the Magisterial District: Date of Plan: (Month, Day, Year)
meter. 710 OFFICE (NEW) PER 1,000 SF 2,289 SF 11.01 25
e) The Authority will install all sewer laterals. 710 OFFICE (EXISTING) PER 1,000 SF 5,300 SF 11.01 58 STONEWALL 3/12/2007
10. Any water service line must have a backflow prevention assembly (double check valve or RPZ, 150 WAREHOUSE (EXISTING) PER 1,000 SF 21,079 SF 4•96 104
as required). The assembly must meet ASSE standard No. 1015 or 1013. Owner: Address, Including Zip Code & Telephone No. DATE: MARCH 12, 2007
UTILITY CONTA CTS TOTAL PO BOX 2071
11. All fire lines shall have a backflow prevention assembly (detector double check valve or RPZ, as required). 304 AIKENSc3►I`].d WARD, LLC WINCHESTER, VA. 22604
The assembly shall meet ASSE standard No. 1048 or 1047. Any exterior, privately owned fire line shall also have a 540-667-4848 SCALE: N/A
fire service meter. This assembly shall be installed immediately before the backflow prevention unit. Radio read Water/ Frederick County Sanitation Authority Phone: Verizon
remotes are required. Sewer: P.O. Box 1877 P.O. Box 17398 Developer: Address, Including Zip Code & Telephone No.
Winchester, VA. 22,604 Baltimore, MD 21297 SAME AS OWNER DESIGNED BY: AS
12. FCSA to review the mechanical plan(s) for design and material approval of: 1) the domestic water meter and (5nc ester, A. (30ti ore, M 82 SAME AS OWNER
its backflow prevention device, and/or 2) the fire service line's backflow prevention device. Power: Allegheny Power Gas: Shenandoah Gas Co. FILE NO. 2710AW
HANDICAPPED PARKING NOTE P.O. Box 1458 P.O. Box 2400 Engineer Certifying Plan: Address, Including Zip Code & Telephone No.
Hagerstown, MD 21741 Winchester, VA 22604 151 WINDY HILL LANE SHEET 1 OF 7
Handicapped parking spaces and aisles shall slope 1-800-654-3317 (540) 869-1111 GREENWAY ENGINEERING WINCHESTER, VA 22602
no greater than 2% in all directions. Virginia Utility Protection Service 1-800-552-7001 (540) 662-4185 XX-XXX
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