HomeMy WebLinkAbout33-18 Site PlanPlan Revisions
Revision Revision Comment
No Date
01
09/11/2018
Planning Comments
02
09/19/2018
Frederic* Water Comments
3
Boundary and Existing Topo
4
Overall Plan
5
E&S Phase I & D
6
E&S Narrative
7
E&S Details
8
Site Plan
02
09/19/2018
9
Existing Utility Plan
02
09/19/2018
10
Trail Sections
11
Trail Sections
12
Trail Sections
13
VDOT Details
14
VRRM Calculations
15
SWM Plan
CALL "MISS UTILITY"
VIRGINIA UTILITY PROTECTION SERVICE (VUPS) AT 811 OR 1-800-552-7001,48 HOURS
PRIOR TO THE START OF WORK. EXCAVATORS MUST NOTIFY ALL PUBLIC UTILITY
OPERATORS WHO MAINTAIN UNDERGROUND UTILITY LINES IN THE AREA OF
PROPOSED EXCAVATING OR BLASTING AND HAVE THOSE FACILITIES LOCATED BY THE
UTILITY COMPANIES PRIOR TO COMMENCING EXCAVATION. THE EXCAVATOR IS
RESPONSIBLE FOR COMPLIANCE WITH ALL COUNTY REQUIREMENTS, VIRGINIA CODE
AND REGULATIONS.
UTILITY NOTICE REQUIRED
Contractors shall notify all public utility operators who maintain underground utility lines In the
area of proposed excavating or blasting at least two (2) working days, but not more than ten (10)
working days, prior to commencement of excavation or demolition. Names and telephone
numbers of the operators of underground utility lines appear below. These numbers shall also be
used to some in an emergency condition.
WaterlSewer: Frederick Water
P.O. Box 1877
Winchester, VA. 22604
(540)868-1061
Power: Rappahannock Electric Coop
137 Kelly Court
Front Royal, VA 22630
1-800-552-3904
Phone: Verizon
P.O. Box 17398
Baltimore. MD 21297
(301)954-6282
Gas: Washington Gas Co.
P.O. Box 2400
Winchester, VA 22604
(540)869-1111
SITE DEVELOPMENT PLAN
SHAWNEE MAGISTERIAL DISTRICT
FREDERICK COUNTY, VA
SP#33-18
OWNER
NAVY FEDERAL CREDIT UNION
820 FOLLIN LN.
VIENNA, VA 22180
703-206-3405
VICINITY MAP
SCALE: I"= 1000'
I�1a97[1119a:4
NAVY FEDERAL CREDIT UNION
820 FOLLIN LN.
VIENNA, VA 22180
703-206-3405
APPROVAL
Sheet List Table
Sheet Sheet Title Revsion Revison
Number No Date
1
Cover Sheet
02
09/19/2018
2
General Notes and Legend
3
Boundary and Existing Topo
4
Overall Plan
5
E&S Phase I & D
6
E&S Narrative
7
E&S Details
8
Site Plan
02
09/19/2018
9
Existing Utility Plan
02
09/19/2018
10
Trail Sections
11
Trail Sections
12
Trail Sections
13
VDOT Details
14
VRRM Calculations
15
SWM Plan
ZONING ADMINISTRATOR
FREDERIC ATER
RE NUMBER
APPROVED
APPROVED AS NOTED ;f
COR CT &RESUBMIT r, i
ITEMS TO CORRECT : 4
REVIEWER " �Vi -
DATE
- SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL
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MNDY L, KEPLEF
Lic. No. 32809
DATE: 07/2412018
SCALE: N/A
DESIGNED BY: KAS/7TC
DATE I FILE NO. 3015L
SHEET 1 OF -15
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GENERAL NOTES VDOT GENERAL NOTES PROJECT NOTES LEGEND
1. Greenway Engineering, Inc. (GE) issued this plan set based on project criteria dictated by the client and municipal codes.
EXISTING INTERMEDIATE CONTOUR
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This plan set is not considered complete or appropriate for construction until ALL necessary agencies have given approval
V1. All work on this project shall conform to the current editions of and latest revisions to the Virginia Department of
EXISTING INDEX CONTOUR
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AND this plan set is signed and sealed by a licensed professional. Any work, planning, scheduling, material purchases
Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and Sediment Control
400
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and/or construction prior to approvals and licensed/professional sealing will be performed at the risk of the personnel
Regulations, and any other applicable state, federal or local regulations. In case of a discrepancy or conflict between the
1. This plan for construction of sidewalk and trails only.
PROPOSED CONTOUR
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authorizing work. GE shall be held harmless from and costs, time delay and/or material changes incurred on work started
Standards or Specifications and Regulations, the most stringent shall govern.
EXISTING EDGE OF PAVEMENT -----
-
rn o w r
before this plan set receives approvals and seals.
2. Methods and materials used in the construction of the improvements herein shall conform to current County Construction
V2. All construction shall comply with the at U.S. Department of Labor, Occupational Safety and Health Administration
(OSHA), and Virginia Occupational Safety &Health (NOSH) Rules and Regulations.
PROPOSED EDGE OF PAVEMENT
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Standards and Specifications and/or current VDOT Standards and Specifications.
-----------
EXISTING CURB AND GUTTER -----------
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3. The Engineer shall not have control over or charge of and shall not be responsible for construction means, methods,
V3. When working within VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in accordance with
PROPOSED CURB AND GUTTER
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techniques, sequences or procedures nor for safety precautions and programs in connection with work shown on these
the current edition of VDOTs Work Area Protection Manual. A transportation management plan needs to be submitted
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plans. The Engineer is not responsible for the contractor's schedules or failure to carry out the work. The Engineer is not
for approval and land use permit issued prior to any execution of work within the VDOT right of way.
TRANSITION TO REVERSE CURB
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responsible for acts of omissions of the contractor, subcontractor, or their agents or employees, or any other person
V4 The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles,
EXISTING TELEPHONE LINE -T----T----T----T---
performing portions of the work.
junction boxes, controllers, etc., owned by VDOT or private / public utility companies. It is the sole responsibility of the
PROPOSED TELEPHONE LINE T T
4. The Contractor, Owner or Developer shall be responsible for securing any third parry inspection/testing service to insure
developer to locate and identify utility facilities or items that may be in conflict with the proposed construction activity.
EXISTING STORM SEWER WITH INLET
construction compliance with these plans and specifications. It is Greenway Engineering's recommendation that a third
VDOT approval of these plans does not indemnity the developer from this responsibility.
party inspection/testing service be employed to ensure that project is completed and materials installed meet the details
PROPOSED STORM SEWER WITH INLET
and specifications in these plans.
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 any field revision shall be the responsibility
EXISTING SANITARY SEWER WITH MANHOLE--a----s---a---
5. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors
of the developer.
responsibility to verify the exact horizontal and vertical location of all existing utilities as needed prior to construction. The
PROPOSED SANITARY SEWER WITH MANHOLE
contractor shall be responsible for the digging of all test holes that may be required, whether recommended or not by
these to determine the exact location and elevation of existing utilities. If any conflicts arising from this existing utility
V6. If required by the local VDOT Land Development Office, a pre -construction conference shall be arranged and held by the
engineer and/or developer with the attendance of the contractor (s), various County agencies, utility companies and
PROPOSED SAN. LAT. CLEANOUT s S
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plans,
ELECTRIC SERVICE--E----s----E----cease
verification or if during the course of construction, any object of an unusual nature is encountered, the contractor shall
662-0185 the
authority.Greenway
VDOT prior to initiation of work.EXISTING
ELECTRIC SERVICE E E
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work in that area and immediately notify Greenway Engineering at (540) and/or proper
0902
Engineering or any engineer associated with these plans shall not be responsible or liable for any construction
that may be associated with the installation or reinstallation any utility or other improvements if not notified of anyundetermined
V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for anyPROPOSED
length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or
inspection.
EXISTING GAS LINE--c----p----c----c---
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discrepancies between actual field conditions and the approved plan.
the developer, the or their agents of any legal responsibility
requested
that impacts
PROPOSED GAS LINE D
EXISTING WATERLINE WI TEE--m1-----F--- __TT
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6. The approval of these plans in noway relieve contractor,
V8. The contractor shall notify the Traffic Operations Center at (540) 332-9500 for any traffic control plan a
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which may be required by the code of Virginia or any other ordinance enacted by the County nor does it guarantee the
VDOT maintained Interstate or Primary roadway to provide notification of the installation and removal of the work zone.
PROPOSED WATERLINE W/ TEE •�T•
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issuance of any required penult by the County, VDOT or any other Agency.
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7. An approved set of plans and all applicable permits must be available at the construction site at all times during
V9. The contractor shall be responsible for maintaining a VDOT permitted temporary construction entrance(s) in accordance
EXISTING FIRE HVDRANT/VALVEIMETER w"
construction. A representative of the developer must be available at all times,
with Section 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to other properties
affected by this project shall be maintained through construction.
PROPOSED FIRE HYDRANTNALVEIMETER 0)
8. Prior to the initiation of any land disturbing activities the Developer, the Contractor or the Responsible Land Disturber shall
PROPOSED REDUCER •M
obtain a Land Disturbance Permit from the County Engineer's office. The Contractor, Developer or his agent shall be
V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the antl of
responsible for obtaining a Virginia Stormwater Management Program (VSMP) Permit and shall be responsible for the
construction.
PROPERTY LINE
registration of the construction site as required by law. They shall also be responsible for obtaining and maintaining on site
EXISTING EASEMENT --
a Stormwater Pollution Prevention Plan (SWPPP). The approval of these plans in no way relieves the developer or his
V11. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum thirty-six (36) inches
agent of the responsibilities contained in the Virginia Erosion and Sediment Control Handbook.
cover and when possible shall be installed under roadway drainage facilities at conflict points.PROPOSED
V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, caves, etc.) encountered during the
EASEMENT ---
-
9. The Developer or his agent shall be responsible for obtaining any required permits from the Virginia Department of
course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that
PROPOSED CENTERLINE
Environmental Quality (DEQ) or the United States Army Corp of Engineers for any plan wetland disturbance as shown on
vicinity until an adequate design can be determined by the engineer and approved by VDOT.
EXISTING CENTERLINE - -
these plans. They shall also be responsible the identification and delineation of any wetlands that may be present on the
construction site.
V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to
EXISTING TREE LINE -
10. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to entering public
placement of fill. A VDOT representative shall be present to insure the soil sample(s) obtained for CBR's is
FLOW LINE •••-
streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to
representative of the location. When soil samples are submitted to private laboratories for testing, the samples shall be
insure that public streets are maintained in a clean, mud and dust free condition at all times.
clearly identified and labeled as belonging to a project to be accepted by VDOT and that testing shall be performed in
FENCELIKE -x -v x x -a -
11. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation (VDOT) and
accordance with all applicable VDOT standards and procedures.
EXISTING UTILITY POLE/GUIDE WIRE j
Frederick County prior to any construction activities within existing State right-of-way.
V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches shall be compacted in accordance
EXISTING TELEPHONE PEDESTAL ❑
12. The developer will be responsible for any damage to the existing streets and utilities which occurs as a result of his
with the lift thicknesses, density and moisture requirements as specified in the current VDOT Road and Bridge
construction project within or contiguous to the existing right-of-way.
Specifications. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise.
SIGNS
13. Warning signs, markers, barricades or flagmen should be in accordance with the State and Federal Manual on Uniform
PARKING INDICATOR
Traffic Control Devices (MUTCD).
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V15. VDOT Standard CD and UD underdrains shall be installed where indicated on these plans and/or as specified byINDICATES
VDOT.
THE NUMBER OF TYP. PARKING SPACES 1
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14. The exact location of all guardrails and paved ditches will be determined by VDOT personnel. joint inspection will be
held with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation
V16. A post installation visuaUvideo camera inspection shall be Conducted by the Contractor on all pipes identified on the
HANDICAP PARKING
(VDOT) to determine if and where guard rail and/or paved ditches will be needed. The developer will be responsible for
plans as storm Sewer pipe and a select number of pipe culverts. For pipe culverts, a minimum of one pipe installation for
providing guardrail and paved ditches as determined by this joint inspection." Refer to Virginia Department of
each size of each material type will be inspected or ten percent of the total amount for each size and material type
VEHICLES PER DAY COUNT 100
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Transportation (VDOT) Guard Rail and Paved Ditch Specifications.
summarized. All pipe installations on the plans not identified as storm sewer pipe shall be considered as culvert pipe for
15. All unsuitable material Shall be removed from the construction limits of the site plan before placing embankment.
inspection purposes. Additional testing may be required as directed by the Area Land Use Engineer or their
PROPOSED BUILDING ENTRANCE
16. All pavement sections shown on these approved plans are based on a minimum CBR value of 6 and are for preliminary
representative.
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design only. Final pavement design shall be based upon actual field tested CBR values. The Contractor or Developer shall
V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum
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responsible for field tests per VDOT standards to obtain actual CBR values for final design. Final pavement designs will
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to installation.
design standards and is the responsibility of the developer.
SANITARY MANHOLE IDENTIFIER 12
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be approved by VDOT and/or the Owner/Developer, which ever applicable, prior
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17. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall be minimum 6"
V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings shall be installed by the
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diameter and conform to VDOT standard SB -i,
developer in accordance with the Manual On Uniform Traffic Control Devices.
STORM DRAIN STRUCTURE IDENTIFIER
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18. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided
to the County Public Works Department prior to issuance of grading and/or site development permits.
V19. The developer shall provide the VDOT Land Development Office with a list of all material sources prior to the start of
P P P P
EXISTING SPOT ELEVATION
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19. Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary sewer lines.
must be urovidetl to the
construction. Copies a all invoices for materials utilized within any dedicated street l prices
local VDOT Land Development Office prior to acceptance of the work. Unit and total prices may be obscured.
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Information should also be obtained from the appropriate authority concerning permits, cut sheets, and connections to
PROPOSED SPOT ELEVATION X
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existing lines.
V20. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. Density will
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20. The Developer and/or Contractor shall be responsible to supply all utility companies with copies of the approved plans and
be determined using the density control strip in accordance with Section 304 of the VOOT Road and Bridge
LIGHT POLE YLo
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advise them that all grading shall conform to the approved plans, and further that the utility companies shall be responsible
Specifications and VTM-10. A certified compaction technician shall perform these tests. Certified copies of test reports
be to VDOT daily, specified otherwise. In addition to checking stone depths, a VDOT
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for homing these plans and the finished grades in the installation of their utility lines.
shall submitted unless
the density
FREDERICK WATER CONSTRUCTION NOTESIx
PROJECT INFORMATION
21. All utilities to be located underground.
representative shall be notified and given the opportunity to be present during the construction and testing of
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22. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating or blasting at
control strip.
PARCEL IDENTIFICATION NO: 64-11-11 (INSTR.# 170002409)
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least two (2) working days, but not more than ten It 0) working days, prior to commencement of excavation or demolition.
V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge
1. The Authority's Water and Sewer Standards and Specifications are available at
STREET ADDRESS: Building 1: 141 SECURITY DRIVE
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23. The developer will be responsible for the relocation of any utilities which is required as a result of his project. The
Specifications. Density shall be determined using the density control strip as specified in Section 315 and VTM-76. A
www.frederickwater.com.
Building 2: 146 SECURITY DRIVE
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relocation should be done prior to construction.
certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT
Building 3: 190 SECURITY DRIVE
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24. All parking lotJstreet light and dry utility design shall be performed and provided separately by others. All dry utility and or
daily, unless specifie otherwise. A VDOT representative shall be notified and given the opportunity to be present during
2. The contractor shall adhere to the Authority's standards and specifications in effect at the time of construction.
Parking Garage: 200 SECURITY DRIVE
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lighting information shown hereon is as specified by others and is included for informational purposes only, as directed by
the construction and testing of the Control strip.
the Owner, Developer and/or public agency requirements. Greenway Engineering has not performed the lighting and/or
V22. In accordance with Section the foundations for pipe culverts thirty-six (36) inches and larger shall explored
3. The contractor shall coordinate with and arrange for inspection by the Authority.
PROJECT SITE AREA: 1 ACRES
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d utility design and does not warrant and is not responsible for the degree and/or adequacy of illumination on this project
dry Y 9
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below the bottom of the excavation to determine the type and condition of the foundation. The contractor shall report
excavation
1.98 A
DISTURBED AREA: 1.98 ACRES
or the adequacy of the dry utility to service the site.
findings of foundation exploration to the engineer and VOOT for approval prior to placing pipe. Foundation designs shall
4. The contractor shall connect a new sewer line to an existing manhole by core drilling the manhole.
CURRENT ZONING: M1
CURRENT USE: PARKING/COMMERCIAL
25. All Sanitary sewers, water mains and appurtenances shall be constructed in accordance with the current standards and
comply with VDOT Road and Bridge Standard PS -1. Where soft, yielding, or otherwise unsuitable foundation is
specifications of Frederick Water.
to the inlet or manhole locations as shown
encountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and
approved by VDOT.
5. A new water (or forced sewer) main shall be connected to an existing main by a wet tap. The Authority shall furnish
PROPOSED USE: COMMERCIAL - GENERAL OFFICE
PREVIOUSLY APPROVED PLANS: SP# 19-04, 83-07, 30-09, 25-10,19-12, 24-13, 24-14,11-17, 27-17
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26. All stormwater piping and structures shown on these plans are only accurate
all needed material and make the tap. An Application for Wet Tap shall be submitted and the initial fee paid before
MAXIMUM BUILDING HEIGHT: 60'
hereon. Detail design of stormwater structures were not provided to Greenway Engineering. Actual pipe alignments will be
based upon developed structural shop drawings as provided by the manufacturer. Contractor shall make adjustments to
V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in accordance with
tap is made.
PROPOSED BUILDING HEIGHT: WA`
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pipe alignments base on provided shop drawings. Greenway Engineering will not be held responsible or liable for any
VDOT's installation criteria. Final approval of the guardrail layout to be given by VDOT after grading is mostly complete.
6. Exact locations of water and sewer services on new lines are to be coordinated with the Authority's inspector.
REQUIRED SETBACKS PROVIDED SETBACKS PARKING SETBACK
discrepancies or changes caused by the structural design. Contractor may submit shop drawings to Greenway
V24. Approval of these plans shall expire five (5) years from the date of the approval letter.
FRONT: 75' FRONT: N/A` FRONT: 25'
Engineering for review and approval at contractor's expense. Shop drawings will be reviewed for compliance with design
7 Th e Authority's maintenance division shall furnish and install all water meters through 2 inch in size. It i the
SIDE: 25' SIDE: N/A' SIDE: 5'
plans. The Owner or Developer will be responsible for any redesign as a result of structural shop drawing design.
V25. VDOT Standard CG -12 Curb Ramps shall be installed where indicated on these plans and/or as specified by VDOT.
contractor's responsibility to have the meter box assembly installed correctly. Before a permanent meterr is installed:
REAR: 25' REAR: N/A` REAR: 5'
27. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard proctor
V26. The foundations for all box culverts shall be investigated by means of exploratory borings advanced below proposed
a. The meter box, with its frame and cover, must be properly aligned with the coppersetter.
AASHTO-T99, ASTM -D698, or VTM-1 as applicable. Density shall be Certified by a registered professional engineer and
foundation elevation to determine the type and condition of the foundation. The contractor shall submit copies of
b. The frame and cover shall be set to final grade.
`NO BUILDING PROPOSED WITH THIS PLAN
results submitted to Frederick County prior to pavement construction. If a geotechnical report has been prepared, it
County
borehole logs and report findings of foundation exploration to the engineer and VDOT for approval prior to constructing
C. The distance between the top of the cover and the coppersetter shall be between 18 and 21 inches.
should supersede the requirements in this note.
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box. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1. Contrary to the Standard, where
d. All components of the meter box assembly shall be in proper working order.
NO SIGN IS BEING PROPOSED WITH THIS PROJECT
28. Refer to Geotechnical Engineer for methods, materials and details for construction of all earthwork activities.
rock is encountered and cast -in-place box is proposed, the thickness of bedding shall be six (6) inches. Where soft,
29. Any retaining wall 2 ft. or greater in height shall require the issuance of a separate building permit.
yielding, or otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation6.
existing lines:
For services that connect to ex
NO SITE LIGHTING IS BEING PROPOSED WITH THIS PROJECT
30. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than one litter
stabilization shall be determined by the engineer and approved by VDOT.
a. The Authority shall furnish and install:
receptacle shall be provided at the construction site.
1. all x 1", 1 Y:' and 2" water services
NO LANDSCAPING IS BEING PROPOSED WITH THIS PROJECT
31. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected in accordance
services,
2. all sewer erices.
sew
FAR CALCULATION: WA
with state law. In the event gravesites are discovered during construction, the owner and engineer must be notified
b. The owner/developer shall:
immediately.
1. coordinate (or have the contractor coordinate) the location of the service lateral with theAuthority's engineering
PARKING CALCULATIONS WA
32. Individual sign permits will be required from the Zoning Office for all free standing and/or facade signs prior to erecting the
2. assistant
sign and may require a separate building permit.
3. submit an Application for Service and pay the required fees.
ADA SPACES REQUIRED: WA
Rev. No. Date
9. All water service lines must have a backflow prevention assembly (double check valve or RPZ, as required). The
PARKING SPACES PROVIDED: WA
assembly must meet ASSE standard number 1015 or 1013.
ADA SPACES PROVIDED: WA
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10. All fire lines must have a backflow prevention assembly (detector double check valve or RPZ, as required). The
assembly shall meet ASSE standard number 1048 or 1047. Any exterior, privately owned fire line shall also have a
OPEN SPACE CALCULATIONS: REQUIRED 25%= 8.99 ACRES; PROVIDED 51.5%= 18.54 ACRES
Bra service meter. The assembly shall be installed immediately before the backflow prevention unit. Radio read
remotes are required.
v RAY L K LER
11. The Authority shall review the mechanical plan(s) for design and material approval of a building's:
LiC. NO. 32809
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a. domestic water meter and its backflow prevention device, and/or its
b. fire service line's backflow prevention device.
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12. DEQ must also approve sewer pump stations. Frederick Water requires a copy of DEC's Certificate to Operate and
a copy of the stations DEQ approved 08M Manual. These documents must be received before substantial
completion is issued and water meters released.
DATE: 0712412018
TRIP GENERATION DATA
OCT 2011
SCALE: WA
CLASS
USE
DWELLING UNITS
TRIP RATE
VPD
FIRE MARSHAL'S NOTE
FREDERICK WATER PROJECT INFORMATION
DESIGNED BY: KASfTTC
FILE NO. 3016E
Fire lane markings and signage:
WA
NIA
NIA
NIA
N/A
Calculation of demand/discharge
WATER AND SANITARY SEWER USAGE WATER DEMAND
Any "No Parking" signs and yellow painted curb locations will be installed
'Resdnetlal: 235 gpd per connection
by field inspection at the direction of the Fire Marshal's Office.
WATER DEMAND 0,000 GPD •Commercial: 75 gpd per 1,000 at
SHEET 2 OF 16
SANITARY SEWER DISCHARGE 0,000 GPD 'Industrial: 25 gpd @ 10 persona per acre
sEwcDISCHARGE
18-09
` TAKEN FROM ITE TRIP GENERATION 9TH EDITION
ga equals water demand
Sewer discharge
IN[
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/ T.M. 64-11-14; '
INDEPENDENCE DR WINCHESTER VA, LLC; T.M. 64-11-13;
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ZONE: M1 INST. 111030024440
/ USE:VACANT ZONE:M1
' USE: COMMERCIAL
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INSTRUMENT YR. 2008
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WINCHESTER REGIONAL AIROR7 ,
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28.69 ACRES
ZONE: MI USE: COMMERCIAL
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SURVEY AND TOPOGRAPHIC INFORMATION
1. Boundary survey was performed by:
GREENWAY ENGINEERING Dated: JULY 2016
Lic. No. 32809
2. Aerial, horizontal and vertical control surveys were DATE: 07/2412018
performed by: GREENWAY EN -1NF:F.RING JULY 2016
Date SCALE: 1"=80'
3. Aerial topographic mapping performed by:
VIRGINIA MAPPING Dated: MARCH 2007 DESIGNED BY: KAS/TTC
FILE NO. 3015L
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2. Aerial, horizontal and vertical control surveys were DATE: 07/2412018
performed by: GREENWAY EN -1NF:F.RING JULY 2016
Date SCALE: 1"=80'
3. Aerial topographic mapping performed by:
VIRGINIA MAPPING Dated: MARCH 2007 DESIGNED BY: KAS/TTC
FILE NO. 3015L
80 40 0 80 160 SHEET 3 OF 15
SCALE: 1" = 80' 18-09
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030 15 0 30 SHEET 5 OF 15
18-09FOR PHASE I&11 EROSION AND SEDIMENT CONTROL ONLY .i.i SCALE: 1" = 30'
EROSION AND SEDIMENT
CONTROL NARRATIVE
Description: The project development will consist of the construction of concrete sidewalks around Management Strategies:
Building #1 and Security Drive. The property is zoned M1 and is located in Westview Business
Centre along Security Drive in Frederick County, Virginia. The total site area is 36.5259 acres, of Construction shall be sequenced such that grading operations will begin and end as quickly as
which approximately 1.98 acres will be disturbed for construction. possible.
Date of construction: Construction will begin following plan approval and will take approximately one The site superintendent shall be responsible for the installation and maintenance of all erosion
(1) months to complete. and sediment control measures. Maintenance of these measures throughout the project is
critical to the effectiveness of the program.
Existing site conditions: The site is currently developed, consisting of commercial office space,
parking lots and stormwater BMP's. Stormwater is collected by the storm sewer and BMPs onsite.
Ad scent areas: The site is bounded by commercial property to the north, east and west of same
zoning. Property zoned RA is to the south.
Offsite areas: No offsite areas will be impacted by this project.
Soils: The existing soil conditions were obtained from the NRCS Soils Survey. Refer to the soils map
this sheet.
Critical areas: No critical areas are identified with this project.
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 ands specifications of the Virginia inia Erosion and Sediment Control Handbook.
Pe
Structural Measures:
Phase l:
Install silt fence (3.05) as shown on the plans to intercept and detain small amounts of sediment
from disturbed areas during construction in order to prevent sediment from leaving the site.
Install inlet protection (3.07) at storm drain inlets as shown on the plans to prevent sediment from
entering, accumulating in and being transferred through the storm drain system.
Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1
or greater) and as needed to stabilize disturbed areas.
Phase II:
Phase I controls shall remain into Phase II for the duration of the project or until drainage area is
stabilized.
Fill slope surface shall be left in a roughened condition to reduce erosion, see Plate 3.29-4.
Contractor shall redirect the concentrated flow away from the fill slope by installing diversion dike
and divert the runoff to sediment traps or sediment basins.
Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1
or greater) and as needed to stabilize disturbed areas.
Contractor to coordinate relocation of existing utilities as necessary.
Vegetative Measures:
Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days
after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied
within seven (7) 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 to
be left dormant for more than six (6) months.
Topsoil that has been stockpiled shall be surrounded with silt fence and protected by mulch and/or
temporary vegetation immediately after grading.
All earth berms, diversions and sediment trap embankments are to be machine -compacted, seeded
and mulched (hay mulch or straw) for temporary and/or permanent vegetative cover immediately
after construction
Erosion control mats shall be installed over steep (2:1) cut and fills slope which have been brought
to final grade and seeded to protect from rill and gully erosion.
After areas above controls have been stabilized, the controls shall be cleaned up and
removed.
Electric power, telephone, storm, sanitary, water & gas supply trenches are to be compacted,
seeded and mulched within five (5) days after backfilling. No more than 500 feet are to be
open at any one time.
All cut and fill slopes are to be seeded and mulched within five (5) days of completion of
grading.
Drainage swales shall be stabilized with check dams until vegetation has been well
established, at which time the check dams shall be removed.
Devices listed above are considered minimum
erosion and sediment controls. Additional
control measures may be necessary due to contractor ctor hasin or other unforeseen een condition .
phasing
s
It is the contractor's responsibilityto provide additional measures to those shown, as needed,
in order to control erosion and contain sediment on site. All measures shall be installed
according to the standards and specifications in the Virginia Erosion and Sediment Control
Handbook.
Stormwater Management:
Increased runoff from this development will be controlled by the Project's stormwater
management facilities (See stormwater management plan sheets 14 and 15 for calculations).
Maintenance Program
All control measures shall be inspected daily by the site superintendent or his representative
and within 24 hours after any storm event greater than 0.5 inches of rain per 24-hour period.
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 of grass is maintained. All areas shall
be fertilized and reseeded as needed until grass is established.
Trapped sediment is to be removed as required to maintain 50% trap efficiency and disposed
of by spreading on site.
Inlet protection shall be checked regularly for sediment build-up. If the gravel outlet is clogged
by sediment, it shall be removed and cleaned or replaced immediately.
The contractor is responsible for keeping existing public roads in a clean, dust and mud free,
condition at all times.
Erosion and sediment control Drouram
1. Hold pre -construction meeting on site with inspector.
2. Clearing and grubbing for sediment control devices only (Silt Fence).
3. Placement of sediment control devices.
4. Obtain inspector's approval prior to beginning grading operations.
5. Clear and grub main area of site protected by installed E&S controls.
6. Rough grade site area.
7. Final grading.
8. Restoration and stabilization of disturbed areas.
9. Remove erosion and sediment control measures with the approval of the inspector. .
Note: The Frederick County Public Works and Engineering Department retain the right to add
and/or modify these erosion and sediment control measures during the construction
process, within reason, to ensure adequate protection to the public and the
environment.
Seeding schedule (soil stabilization):
1. All permanent seeding shall be in accordance with section 3.31 & 3.32 of the VESCH.
2. Spread topsoil at a minimum depth of four (4) inches.
3. Incorporate pulverized agricultural limestone Into the topsoil at a rate of 92 lbs. per 1,000
square feet (2 tons per acre).
4. Fertilize with 10-10-10 fertilizer at a rate of 23 lbs per 1,000 square feet (1,000 lbs per
acre).
5. Seed all areas with a seed mix consisting of 67% Kentucky 31 Tall Fescue and 33% Red
Top Clover,
6. Mulch all seeded areas with straw mulch applied at a rate of 3,500 lbs per acre anchored
with cutback or emulsified asphalt applied at a rate of 200 gallons per acre.
Dust control:
1. Temporary seeding shall be applied to all disturbed areas subject to little or no
construction traffic.
2. All haul roads and other heavy traffic routes shall be sprinkled with water until the surface
is wet and repeated as needed to control dust.
MINIMUM CONSTRUCTION STANDARDS
An erosion and sediment control program adopted with this plan must be consistent with
the VSECH for 9VAC25-840-40 minimum standards:
1. Permanent or temporary soil stabilization shall be applied to denuded areas within
seven days after final grade is reached on any portion of the site. Temporary soil
stabilization shall be applied within seven days to denuded areas that may not be at
final grade but will remain dormant for longer than 14 days. Permanent stabilization
shall be applied to areas that are to be left dormant for more than one year.
2. During construction of the project, soil stock piles and borrow areas shall be
stabilized or protected with sediment trapping measures. The applicant is responsible
for the temporary protection and permanent stabilization of all soil stockpiles on site
as well as borrow areas and soil intentionally transported from the project site.
3. A permanent vegetative cover shall be established on denuded areas not otherwise
permanently stabilized. Permanent vegetation shall not be considered established
until a ground cover is achieved that is uniform, mature enough to survive and will
inhibit erosion.
4. Sediment basins and traps, perimeter dikes, p , pe es, sediment barriers and other measures
intended to trap sediment shall be
constructed as a first step in any land -disturbing
activityand shall be made
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5. Stabilization measures shall be applied to earthen structures such as dams, dikes
and diversions immediately after installation.
6. Sediment traps and sediment basins shall be designed and constructed based upon
the total drainage area to be served by the trap or basin.
a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre
of drainage area and the trap shall only control drainage areas less than three acres.
b. Surface runoff from disturbed areas that is comprised of flow from drainage areas
greater than or equal to three acres shall be controlled by a sediment basin. The
minimum storage rapacity of a sediment basin shall be 134 cubic yards per acre of
drainage area. The outfall system shall, at a minimum, maintain the structural
integrity of the basin during a 100 -year storm of 24-hour duration. Runoff coefficients
used in runoff calculations shall correspond to a bare earth condition or those
conditions expected to exist while the sediment basin is utilized.
7. Cut and fill slopes shall be designed and constructed in a manner that will minimize
erosion. Slopes that are found to be eroding excessively within one year of
permanent stabilization shall be provided with additional slope stabilizing measures
until the problem is corrected.
8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an
adequate temporary or permanent channel, flume or slope drain structure.
9. Whenever water seeps from a slope face, adequate drainage or other protection
shall be provided.
10. All storm sewer inlets that are made operable during construction shall be protected
so that sediment -laden water cannot enter the conveyance system without first being
filtered or otherwise treated to remove sediment.
11. Before newly constructed stormwater conveyance channels or pipes are made
operational, adequate outlet protection and any required temporary or permanent
channel lining shall be installed in both the conveyance channel and receiving
channel.
12. When work in a live watercourse is performed, precautions shall be taken to minimize
encroachment, control sediment transport and stabilize the work area to the greatest
extent possible during construction. Nonerodible material shall be used for the
construction of causeways and cofferdams. Earthen fill may be used for these
structures if armored by nonerodible cover materials.
13. When a live watercourse must be crossed by construction vehicles more than twice
in any six-month period, a temporary vehicular stream crossing constructed of
nonerodible material shall be provided.
14. All applicable federal, state and local requirements pertaining to working in or
crossing live watercourses shall be met.
15. The bed and banks of a watercourse shall be stabilized immediately after work in the
watercourse is completed.
16. Underground utility lines shall be installed in accordance with the following standards
in addition to other applicable criteria:
a. No more than 500 linear feet of trench may be opened at one time.
b. Excavated material shall be placed on the uphill side of trenches.
c. Effluent from dewatering operations shall be filtered or passed through an approved
sediment trapping device, or both, and discharged in a manner that does not
adversely affect flowing streams or off-site property.
d. Material used for backfilling trenches shall be properly compacted in order to
minimize erosion and promote stabilization.
e. Restabilization shall be accomplished in accordance with this chapter.
f. Applicable safety requirements shall be complied with.
17. Where construction vehicle access routes intersect paved or public roads, provisions
shall be made to minimize the transport of sediment by vehicular tracking onto the
paved surface. Where sediment is transported onto a paved or public road surface,
the road surface shall be cleaned thoroughly at the end of each day. Sediment shall
be removed from the roads by shoveling or sweeping and transported to a sediment
control disposal area. Street washing shall be allowed only after sediment is removed
in this manner. This provision shall apply to individual development lots as well as to
larger land -disturbing activities.
18. All temporary erosion and sediment control measures shall be removed within 30
days after final site stabilization or after the temporary measures are no longer
needed, unless otherwise authorized by the VESCP authority. Trapped sediment and
the disturbed soil areas resulting from the disposition of temporary measures shall be
permanently stabilized to prevent further erosion and sedimentation.
19. Properties and waterways downstream from development sites shall be protected
from sediment deposition, erosion and damage due to increases in volume, velocity
and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour
duration in accordance with the following standards and criteria. Stream restoration
and relocation projects that incorporate natural channel design concepts are not
man-made channels and shall be exempt from any flow rate rapacity and velocity
requirements for natural or man-made channels:
a. Concentrated stormwater runoff leaving a development site shall be discharged
directly into an adequate natural or man-made receiving channel, pipe or storm
sewer system. For those sites where runoff is discharged into a pipe or pipe system,
downstream stability analyses at the outfall of the pipe or pipe system shall be
performed.
b. Adequacy of all channels and pipes shall be verified in the following manner:
(1) The applicant shall demonstrate that the total drainage area to the point of
analysis within the channel is one hundred times greater than the contributing
drainage area of the project in question; or
(2) (a) Natural channels shall be analyzed by the use of a two-year storm to verity
that stormwater will not overtop channel banks nor cause erosion of channel bed
or banks.
(b) All previously constructed man-made channels shall be analyzed by the use of
a 10 -year storm to verify that stormwater will not overtop its banks and by the
use of a two-year storm to demonstrate that stormwater will not rause erosion
of channel bed or banks; and
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c. If existing natural receiving channels or previously constructed man-made channels
or pipes are not adequate, the applicant shall:
(1) Improve the channels to a condition where a 10 -year storm will not overtop the
banks and a two-year storm will not cause erosion to the channel, the bed, or the
banks; or
(2) Improve the pipe or pipe system to a condition where the 10 -year storm is
contained within the appurtenances;
(3) Develop a site design that will not cause the pre -development peak runoff rate
from a two-year storm to increase when runoff outfalls into a natural channel or
will not cause the pre -development peak runoff rate from a 10 -year storm to
increase when runoff outfalls into a man-made channel; or
(4) Provide a combination of channel improvement, stormwater detention or other
measures which is satisfactory to the VESCP authority to prevent downstream
erosion.
d. The applicant shall provide evidence of permission to make the improvements.
e. All hydrologic analyses shall be based on the existing watershed characteristics and
the ultimate development condition of the subject project.
f. If the applicant chooses an option that includes stormwater detention, he shall obtain
approval from the VESCP of a plan for maintenance of the detention facilities. The
plan shall set forth the maintenance requirements of the facility and the person
responsible for performing the maintenance.
g. Outfall from a detention facility shall be discharged to a receiving channel, and
energy dissipators shall be placed at the outfall of all detention facilities as necessary
to provide a stabilized transition from the facility to the receiving channel.
h. All on-site channels must be verified to be adequate.
I. Increased volumes of sheet flows that may rause erosion or sedimentation on
adjacent property shall be diverted to a stable outlet, adequate channel, pipe or pipe
system, or to a detention facility.
1. In applying these stormwater management criteria, individual lots or parcels in a
residential, commercial or industrial development shall not be considered to be
separate development projects. Instead, the development, as a whole, shall be
considered to be a single development project. Hydrologic parameters that reflect the
ultimate development condition shall be used in all engineering calculations.
k. All measures used to protect properties and waterways shall be employed in a
manner which minimizes impacts on the physical, chemical and biological integrity of
rivers, streams and other waters of the state.
I. Any plan approved prior to July 1, 2014, that provides for stormwater management
that addresses d esses an flow
y rate capacity and velocity requirements for natural or
man-made channels shall satisfy flow rate capacity and velocity requirements
for
natural or man-made channels if the practices are designed ed to i detain the water
quality volume and to release ease it over 48 hours; rs(ii)detain and release ease over a 24-hour
period the expected rainfall resulting from the one year, 24-hour storm; and (iii)
reduce the allowable peak flow rate resulting from the 1.5, 2, and 10 -year, 24-hour
storms to a level that is less than or equal to the peak flow rate from the site
assuming it was in a good forested condition, achieved through multiplication of the
forested peak flow rate by a reduction factor that is equal to the runoff volume from
the site when it was in a good forested condition divided by the runoff volume from
the site in its proposed condition, and shall be exempt from any flow rate capacity
and velocity requirements for natural or man-made channels as defined in any
regulations promulgated pursuant to § 62.1-44.15:54 or 62.1-04.15:65 of the Act.
m. For plans approved on and after July 1, 2014, the flow rate capacity and velocity
requirements of § 62.1-44.15:52 A of the Act and this subsection shall be satisfied by
compliance with water quanfity requirements in the Stormwater Management Act (§
62.1-44.15:24 at seq. of the Code of Virginia) and attendant regulations, unless such
land -disturbing activities are in accordance with 9VAC25-870-48 of the Virginia
Stormwater Management Program (VSMP) Regulation or are exempt pursuant to
subdivision C 7 of § 62.1-44.15:34 of the Act.
n. Compliance with the water quantity minimum standards set out in 9VAC25-870-66 of
the Virginia Stormwater Management Program (VSMP) Regulation shall be deemed
to satisfy the requirements of this subdivision 19.
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Lic. No. 32809
DATE: 07/24/2018 1
SCALE: N/A
DESIGNED BY: KASITTC
FILE NO. 3015L
SHEET 6 OF 15
18-09
CONSTRUCTION OF A SILT FENCE
(WITH WIRE SUPPORT)
1. SET POSTS MD EXCAVATE A 4•X4• 2. STAPLE WIRE FENCING TO THE POSTS.
TRENCH UPSIGPE ALONG TIE LINE
OF POSTS.
FLOG
3. ATTp THE FILTER FORIC TO THE WIRE
FENCE AND EXTEND R INTO THE TRENCH.
4. EACMU. ANO COMPACT THE
EXCAVATED S011-
3.
OIL
SOURCE:
31eReM
EMENSION OF FABRIC AND WIRE INTO THE TRENCH.
FILTER FABRIC
Ij WIRE 1
from HETB 3.05-1
RUNOFF
WITH SE
GRAVEL AND WIRE MESH
DROP INLET SEDIMENT
FILTER
18' MIN. ---+I GRAVEL (12"MIN. DEPTH)
SEDIMENT :e: WIRE MESH
FILTERED
WATER
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE
WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED,
BUT NOT WHERE PONDING AROUND THE STRUCTURE
MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE
TO ADJACENT STRUCTURES AND UNPROTECTED AREAS.
• GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE
AGGREGATE.
SOURCE: VA. DSWC PLATE. 3.07-2
CURB INLET PROTECTION
WITH 2 -INCH X 4 -INCH
WOODEN WEIR
ClMVELL 6'INXWM SPACIIG
a z•%t
SPMFRS
. T % 4• NILYpRS
TX4•WE1RJ
2• X 4• SPM
SIDE ELEVATION
PERSPECTIVE VIEW
SMO BIG OR
Y MWMUM IENOTII KTERIMT: MEIOM
OFT x
2•x 4' WO —�•)!
r
GMVFL
z' x t svAGER
MRE YM
SOURCE: USDA SCS
GRAVEL FILTER'
RUNOFF WATER
WIRE MESH
FILTERED WATER
CURB INLET
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS
WHERE FORDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED
AREAS.
• GRAVEL SHALT. BE VDOT N3, M357 OR 6 COARSE AGGREGATE.
DSWC PLATE 3.07-6
BLOCK & GRAVEL CURB INLET
SEDIMENT FILTER
CUM INLET
fig:=V�xo�i:�1�►� `�•:lii:�!j���i2�}�5�.
' + N1 . IIIIII
�• I III�I IIIW—
Wig=u`i A li` ire., =�J �I�IIIII
111111�-ATTIC==111111==111111 111�I=11
— = I �IIIIII
SPECIAL APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
(ORB DFLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY
TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE.
• GRAVEL SHALL BE VDO'I g3, #357 OR /5 COARSE AGGREGATE
PLATE 3.07-7 SOURCE: VA. DSWC
PLATE 3.07-8
TABLE 3,31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
'QUICK REFERENCE FOR ALL REGIONS'
Rate
Planting Dates Species (lbs./acre)
Sept, I - Feb, 15
Feb, 16 - Apr, 30
May I - Aug. 31
Seeding
50/50 Mix of
Annual Ryegrass
(Lolium multi-florum)
Cereal (Winter) Rye
(SECat cereate)
Anual Ryegrass
(Lolllum, multi-florum)
German Millet
50 - 100
[1E)01=I1I11
50
Seed shall be evenly applied with a broadcast seeder, drill,
cultipacker seeder or hydroseeder. Small grains shall be
planted no more than one Inch deep, Grasses and legumes
shall be planted with no less than 1/4' Boll cover.
TABLE 3,32-C
SITE SPECIFIC PERMANENT SEEDING MIXTURES
FOR APPALACHIAN/MOUNTAIN AREA
Total Lbs,
Minimum Care Lawn
INLET
SPECIFIC APPLICATION
TO
1
- Kentucky 31 or Turf -Type Tall Fescue
PIPE
THIS METHOD OF INLET PROTECTION IS APPLICABLE
0-10%
TO CURB INLETS WHERE A STURDY, COMPACT INSTALLATION
0-10%
IS DESIRED. EMERGENCY OVERFLOW CAPABILITIES ARE
11II
MINIMAL, SO EXPECT SIGNIFICANT PONDING WITH THIS
bluegrass from approved list for use In
MEASURE.
General Slope (3d or less)
'GRAVEL SHALL BE VDOT COARSE AGGREGATE
- Kentucky 31 Fescue
/3, /357 OR /5
- Red Top Grass
SOURCE: USDA SCS
GRAVEL FILTER'
RUNOFF WATER
WIRE MESH
FILTERED WATER
CURB INLET
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS
WHERE FORDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED
AREAS.
• GRAVEL SHALT. BE VDOT N3, M357 OR 6 COARSE AGGREGATE.
DSWC PLATE 3.07-6
BLOCK & GRAVEL CURB INLET
SEDIMENT FILTER
CUM INLET
fig:=V�xo�i:�1�►� `�•:lii:�!j���i2�}�5�.
' + N1 . IIIIII
�• I III�I IIIW—
Wig=u`i A li` ire., =�J �I�IIIII
111111�-ATTIC==111111==111111 111�I=11
— = I �IIIIII
SPECIAL APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
(ORB DFLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY
TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE.
• GRAVEL SHALL BE VDO'I g3, #357 OR /5 COARSE AGGREGATE
PLATE 3.07-7 SOURCE: VA. DSWC
PLATE 3.07-8
TABLE 3,31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
'QUICK REFERENCE FOR ALL REGIONS'
Rate
Planting Dates Species (lbs./acre)
Sept, I - Feb, 15
Feb, 16 - Apr, 30
May I - Aug. 31
Seeding
50/50 Mix of
Annual Ryegrass
(Lolium multi-florum)
Cereal (Winter) Rye
(SECat cereate)
Anual Ryegrass
(Lolllum, multi-florum)
German Millet
50 - 100
[1E)01=I1I11
50
Seed shall be evenly applied with a broadcast seeder, drill,
cultipacker seeder or hydroseeder. Small grains shall be
planted no more than one Inch deep, Grasses and legumes
shall be planted with no less than 1/4' Boll cover.
TABLE 3,32-C
SITE SPECIFIC PERMANENT SEEDING MIXTURES
FOR APPALACHIAN/MOUNTAIN AREA
xxx If Flatpea Is used, Increase to 30 lbs./acre. All legume seed
must be properly Inoculated. Weeping Lovegrass may also be
Included In any slope or low-maintance mixtures during warmer
seeding periods/ add 10-20 lbs/acre In mixes,
TRACKING
SOURCE: MICHIGAN SOIL EROSION AND SEDIMENTADON GUIDE PLATE. 3.25-4
J
LU
W
O
08
LU
z
V W
W
Q
2
a
J_
U)
5a
V
V
LL
Z
H
U_
LY
NQ
0
J
az
S2 V
Y
LU
W❑
3LL
Q
V)
lY L. �EPLER
N0.32809
56)T -)6A
DATE: 0 7124/2 01 8
SCALE: NIA
DESIGNED BY: KASlTTC
FILE NO. 3015E
SHEET 7 OF 15
18-09
Total Lbs,
Minimum Care Lawn
Per Acre
- Commercial or Residential
200-250 lbs.
- Kentucky 31 or Turf -Type Tall Fescue
90-100%
- Improved Perennial Ryegrass x
0-10%
- Kentucky Bluegrass
0-10%
High -Maintenance Lawn
Minimum of three (3) up to five (5) varieties of
bluegrass from approved list for use In
Virginia. 125 lbs.
General Slope (3d or less)
- Kentucky 31 Fescue
128 lbs.
- Red Top Grass
2 lbs.
- Seasonal Nurse Cropxx
20 lbs.
150 tbs
Low -Maintenance Slope (Steeper than 311)
- Kentucky 31 Fescue
108 lbs.
- Red Top Grass
2 lbs.
- Seasonal Nurse Cropxx
20 lbs,
- Crownvetch xxx
20 tbs,
150 lbs
x Perennial Ryegrass will germinate faster and
at lower Solt
temperatures than fescue, thereby providing cover
and erosion
resistance for seedbed.
xx Use seasonal nurse crop In accordance with
seeding dates as
stated below,
March, April through May 15th
Annual Rye
May 16th through August 15th
Foxtail Millet
August 16th through Sept„Oct,
Annual Rye
November through February
Winter Rye
xxx If Flatpea Is used, Increase to 30 lbs./acre. All legume seed
must be properly Inoculated. Weeping Lovegrass may also be
Included In any slope or low-maintance mixtures during warmer
seeding periods/ add 10-20 lbs/acre In mixes,
TRACKING
SOURCE: MICHIGAN SOIL EROSION AND SEDIMENTADON GUIDE PLATE. 3.25-4
J
LU
W
O
08
LU
z
V W
W
Q
2
a
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U)
5a
V
V
LL
Z
H
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LY
NQ
0
J
az
S2 V
Y
LU
W❑
3LL
Q
V)
lY L. �EPLER
N0.32809
56)T -)6A
DATE: 0 7124/2 01 8
SCALE: NIA
DESIGNED BY: KASlTTC
FILE NO. 3015E
SHEET 7 OF 15
18-09
/
W
I
i/
URBALIMITC
NCEE
DISTURBANCE
I
N n
E
I' ,,7111 _ PROPOSED
oe N
6p�p�FA
- ; N 8
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SEE NOTE #2
THIS SHEET
1
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END SIDEWALK SIDEWALK /
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-
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NDlC4oP� D
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-
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PROP 20' II
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'
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EX. CG Ti SIDEWALK -`
EX CROSSWW
h. ;. „ - -
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1
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-
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THIS SHEET
y,9�e� I FW OP. P
ESM
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FIR P.20'
\ Il
t�t �
PROPOSED
M 678^^
fi80
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/ /W
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EX. S
Rev. No. DaEe
T1:-
1111
.
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CROSSWAL ... ..,. ..` .. ... + .: ...,. •-.:
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L. .:
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CROSSWALK
_
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//
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TRAIL #11
---
- fX.�HAND
,6
RA s \
PROP. 20' F.W. ESMT. �Wi _
_ — �_� s . NM
LIMITS OF
.. .. , : .,. ..
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1'2'
M //
—
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EX CC
/
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��� `�' RIW
LIMITS OF
EX.
_ EX HANDICAP / _--
CG TIE INTp E7(,
.l s EwaLK
__ -1 £X. CG .W4
F,
-- -r_ _� -� ,� DISTURBANCE EX 20 ECSA WATER LINE WATER LINE ESMT.
_ - �� _ EX. HAND/CA NOTES: ESMT INST. NO. 170009030 I INSL N0. 170009030
�° �_
C
V y�
RA L EPLER
I
65� EX
EX HANDICAP I ROMPS
\ msT.#tT600�s64
HANDICAP DISTURBANCE CG 3o�G A SAN SA
EX. —
bYI
RAMPS - - - - -G-
r
G—
- - __T
\ r
_ RAMPS
\ _ X674 /
-r - ^' - - r '
1. CROSS WALKS SHALL BE TYPE CLASS I WHITE PAVEMENT MARKING. LONGITUDINAL LINES SHOULD BE 12
TO 241NCHES WIDE AND SEPARATED BY GAPS OF 12 TO 601NCHES. THE DESIGN OFTHE LINES SHOULD
•. Lic. No. 3za0s
O
II 4 LIMITS OF
DISTURBANCE 'I
RAMPS \
�— ��"INST.-ND—
/ — — r - G- - _ - c- - - G
TG
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'I�
'
_I
-
.- ,.
6'7�' -BENC _ 67?
��
AVOID THE WHEEL PATHS IF POSSIBLE, AND THE GAP BETWEEN THE LINES SHOULD NOT EXCEED 2.5 TIMES
THE WIDTH OF THE LONGITUDINAL LINES.
JD LR
L"S •"+�,
SjONAL
w
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9Ip .� ��.J SED I 'I T
2. CROSSWALK SYMBOLS SHOWN ON THE PLAN ARE TO SHOW THE LOCATION OF THE PROPOSED
CROSSWALKS. CROSSWALK MARKINGS ARE TO BE LONGITUDINAL WITH THE FLOW OF TRAFFIC AND
MATCH THE EXISTING CROSSWALK MARKINGS ON THE NFCU CAMPUS.
•' 3. ALL TRAILS/SIDEWALKS ARE 5'WIDE.
DATE: 07I2M2018
-vu -7 �.�C K� - -1
S____
—
/r I
I
J� SIDEWALK/
`J TYPE B INTO EX. EX S
4. TREES IN CONFLICT WITH SIDEWALK TO BE RELOCATED ADJACENT TO TRAIL TREES WHICH ARE DAMAGED
DURING RELOCATION SHALL BE REPLACED WITH A TREE OF THE SAME TYPE. THERE SHALL BE NO
o I wje-t�
I
�— �_�—��
�- f s EX. CG _�
-- ,n
' /
F
y /W
\ \ E1" S ,�
SIDEWALK ' I
I -
EX GG '�
�—
.: ,'s , REDUCTION IN THE NUMBER OF TREES.
5. ALL SIDEWALKS ARE TYPE A UNLESS NOTED OTHERWISE
SCALE: 1"=30'
// =� �S 7� _
�(�� jI
'C> ' ••�
J!-_ _ ,��
•- --- _ 1 ' j
6. ALL TRAIL SLOPES OVER 5% IDENTIFIED ON PLAN AS SHOWN
7. THE UNDERGROUND UTILITIES SHOWN HEREON HAVE NOT BEEN PHYSICALLY LOCATED BY THE
SURVEYOR,HOWEVER, THE INFORMATION WAS OBTAINED FROM EXISTING PLANS AND/OR SURFACE
DESIGNED BY: KAS/TTC
I
/
I
-
FACILITIES. NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN
THE AREA, EITHER IN SERVICE OR ABANDONED. NO WARRANT THAT THE UNDERGROUND UTILITIES SHOWN
FILENO. 3015L
SHEET 8 OF 15
30 15 0 30 60 ,fX. 20' F.CS.A. \ EX. CROSSWALK ` ARE IN THE EXACT LOCATION INDICATED ALTHOUGH THEY ARE SHOWN AS ACCURATELY AS POSSIBLE
CC
Il / FROM THE INFORMATION AVAILABLE.
I E GA5
S
I \
SCALE: 1" = 30'
WATER LINE
INS L N0. 12001303 1
_
EX S/ — ��_. /
I \
S. CONTRACTOR SHALL COORDINATE WORK NEAR FREDERICK WATER (F.W.) FACILITIES WITH THE F.W.
1� n�
V-V
INSPECTOR. TEST PITS AND WORK SHALL BE PER THE F.W. INSPECTOR REQUIREMENTS(TYP.).
/ I - LIMITS OF 1 H
/ I I DISTURBANCE
I i EX UTILITY EX Dl
VAULT TOP = 673.87 I I a
/INV /N = 665.97 1 I I �FRiO c N V 00
OUT = 66575
EX UNDERGROUND
FIBER OPTIC
I �gULTTILIry EX. SPRINKLER 1 I I I pc 67�T = O1a n m
CONTROL VALVE EX UTILITY
VAULT 1 I 2 0 vdi m
I EX D/ " �
/ ~ t EX. RlNKLER TOP = 676.54 ' t o W
fX. Dl 4 �/ !�` INV /N = 664.22
IjOP = 681.95 _ EX. CG��` CONTRPL VALUE INV OUT = 663.89 I I 3
IN = 675.90 •_ 1 I
IN OUT = 675.85 EX HANDICA�,E,XCLlGJ/.I�T
RAMPl NP•I I M 0 EX. UTILITY I y
�D DIS C VAULT I I
he CG EX 30" p
�_- - EX. LIGHT I I EX. SMH
RCp ` - 1F EX� " TOP = 66336
Iv U,Q /j1/NE=-Ea![-28= BTBRd - {? - 2�L I /NV /N = 653.77 Q z
UNDERGROU Ul \ b M - D- INV OUT = 65375 a
TELEPHONi 1 I �' 1 M '� D� ^ _ I �
}� I •I.• N0. 010008162 _ Ea: `.
EX FIRE .� CG \ -.. J4 W
EX CC� 0� 7YP.) 1 WYQRANT EX c�G X. 6' CP I i W Z
EX. sSMH O:.. r _ LIMITS OF W
TOP = 687.55 I b \ U m \ . • 1/ �( EX. UNDERGROUNDS I I fR C� _ __ fX. (yy A�'I' WATERVNE F.W. ESMT.1� _ �/ W
.: LIMITS OF FIBER OPTIC i�
II�V /N = 675.42 b VA T M DISTURBANCE
/ • ; . 1` EX UN ERGROUND \� 1 rf
OUT = 67519 � �'>� � I sa I EX. FIRE V
® r. EX 'WV HYDRANT
EX. Dl EX' wv
RC ND SEC.
X. '
II I `• ` � � EX TOP = 676.04 E
- m �
MIT--- INV IN = 667.36 EX INV 63.19
EX. CG rj-1 S n x = 9�
IILIMITS OF I DISTURBANCE - IIS INV OUT = 667.04 EX. 12, PVC R \ �S�
^� I FIRE I 1 L _ __ \ = 3.24
\
I I (DISTURBANCE I o
HYDRA INV 67
I , ° - _ _ _ _ _ _ -� _ X \
EX FIRE EX. WV
DEPARTMENT
{I CONNECTION \ �
IIS I o £X. UNDERGROUND
f
III W - " f7BER OPTIC
III I
---------
SII.�� coII I I M l,. I E'•I PROP. _ V/
EXISTING L Q
I BUILDING 11
EX SIGN I. - I �:i EX. S/W Z LLF�
D)>
l'
LL _ 1I > a a
U77LITr
VAULT '- 1 I ' I EX CG - J w O
I�
Z U
Z II �II• �•�> K WW
CCarn
W G
-O I - . UNOERGROUNDI EX. Dl LL
m FIBER OPTIC EX S$MH 1 Q
Z I TOP = 679.44 TOP = 679.38 EX. DI INST. N . 170009030 -/ 2
O I: INV /N = 669.91 INV IN = 669.01 TOP = 676.21 1 / U)
\ m I f . S� - V OUT = 669.83 �.e;.1 I v
Z m INV OUT = 668.58 NV /N = 667.05 EX. UNDERGROUND
m I I INV OUT = 66Z02 EX. ;/w TELEPHONE _ /
I TOP = 66211
.� IX SMH I V
676 O/ '� TOP = 679.86 r _, .f. ��_� ; INV OUT = 650.47 ,�I U
i"+b- INV OUT = 670.31_-- .. I I 1
_
c> T II - EX LIGHT INV 0 T 5ZM {'� -! �:,:. ,i�:-^' ->-' •`I i 24. R -` c�i -i
erI - -
IIII f (TYP.) / - -- EX. SS/W - - - - - _
EX. CG '.
1 � � �� W X J EX. CG \ I
�� ` ` \ / 21
EX. CROSSWALK LIMITS OF
BRL PROP.2lY /y/ 1EX. S/W i DISTURBANCE TOP = 671.94 ``w i�S�
� I (Q
-� EX. SPRINKLER F.W. ESMT. / ° _ INV IN = 666.88
m _LIMITS OF LIMITS OF I EX SIRE O
II XCG CONTROL VALVEDISTURBANCE / HYDNA 3 - -' - IW IN_ 664.60(56) EX. HANDICAP ''� DISTURBANCk_RPW��//��`20' D`,MEL CTNDERGROU D , 3 / II S' EX-CROSSWrj(>1C� INST 0 00 162
IIS I EX. UTILITY �34ir
EX. I 1 VAULT - I �-
I I DERGROUND
III TELEPHONE �.,-, F.W ES l LfR \\ EMC ALVf
PROP EX. WA ON
I I - ! CO VALVE WATF�?LI I FN. ESMT.IA�
E
py R P
Date
�
... _ _ - 11 R oe/Le/zoLa
fX. FBP-�iL�
- EX. CG EX Dl ; 5"'- '�, INV IN = 664.65(24J
r � � DRIVE TOP = 676.37 fa: HANDl�4(' PROP. 20' F.W. ESMT. mow, � � �DF
EX. WATERLINE EX. CG J� -~ SECURITY s \ -_ _ -
EX CG J INV OUT = 671.65 CG _ _ �- -� =EXSC LIMITS OF R - -
LIMITS OF EX. HANDICAP) G
I EX NAND/CAP DISTURBANCE INST#170007504 - / - J/ - -f = DISTURBANCE F X EX 20 FCSA WATER LINE WATER LINE ESMT. /�Q> �Z
I fX. HANDCAR NOTES: ESMT INST. NO 170009030 I VST. NO 170009030 V RA Y L PLER
EX HANDICAP £X. 30' FC•S.A-5A- - PS - - - - G- - T f \ __ RAMP$ 1. CROSSWALKS SHALL BE TYPE A CLASS I WHITE PAVEMENT MARKT G. LONGITUDINAL LINES SHOULD BE 12
LIMITS OF RAMPS EX CG ��- 081 _ .- _�
_ TO 24 INCHES WIDE AND SEPARATED BY GAPS OF 12 TO 601NCHES. THE DESIGN OF THE LINES SHOULD "� �IC. N0.32809
II RAMPS �1M -G -G �•� •/ o/ �- AVOID THE WHEEL PATHS IF POSSIBLE, AND THE GAP BETWEEN THE LINES SHOULD NOT E%CEED 2.STIMES
DISTURBANCE / T --G- G _ _ �- _- _ _ .fOt'
CG �� T -C ----G - -- �� y'\� II- BENC _
III
EX / -G-- - -..11! ^I- I THE WIDTH OF THE LONGITUDINAL LINES.']
u'I Ij G \� I - P \ 2. CROSSWALK SYMBOLS SHOWN ON THE PLAN ARE TO SHOW THE LOCATION OF THE PROPOSED SED
' EX. Dl. CROSSWALKS. CROSSWALK MARKINGS ARE TO BE LONGITUDINAL WITH THE FLOW OF TRAFFIC AND NAL
-S S �, 717P 6J. 6 - MATCH THE EXISTING CROSSWALK MARKINGS ON THE NFCU CAMPUS. DATE: 07/24/2018
J _ ( ��
666. 0( ` \ 4. EEES3. ALL SIIN CONFLICT WITH SIDEWALK TO BE RELOCATED ADJACENT TO TRAIL. TREES WHICH ARE DAMAGED
ALKS ARE 5p WIDE.
�j'S 7Q l"v-'/
M I D �' EX. SSW DURING RELOCATION SHALL BE REPLACED WITH A TREE OF THE SAME TYPE. THERE SHALL BE NO
it II E. $�W REDUCTION IN THE NUMBER OF EES.
•�t�-- 5---- ��--F*-'UNDEROIFOUND I E. S H'> SCALE: 1"=30'
GAS LINE I, I T P fiJ .99 fX. CG I 5. ALL SIDEWALKS ARE TYPE A UNLESS NOTED OTHERWISE.
EX 0l EX 8" GRAVI v I _ I / V l - �'68. 5(f
S. ALL TRAIL SLOPES OVER 5% IDENTIFIED ON PLAN AS SHOWN.
_ -___ - - �� TOP = 675.90 4' FORCE MAI } I f°- N-6 3 RO GA Ll E E R. 8 / 7. THE UNDERGROUND UTILITIES SHOWN HEREON HAVE NOT BEEN PHYSICALLY LOCATED BY THE DESIGNED BY: KASITTC
• 1 SURVEYOR, HOWEVER, THE INFORMATION WAS OBTAINED FROM EXISTING PLANS AND/OR SURFACE
EX. SMH INV OUT = 673.17 (APPROX. e I !�V OUT = 658.49 - OP - 74. 4
EX Dl 3 \ I m r C 69 62 / '" FACILITIES. NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN FILE NO. 3015L
TOP = 661.76 EX. L UNDERGROUND - ' THE AREA, EITHER IN SERVICE OR ABANDONED. NO WARRANT THAT THE UNDERGROUND UTILITIES SHOWN
30, 15 0 30 60 j EX. SSMH TELEPHONE TOP = 676.61 (70' PVC) 20' F.CSA. k EX CROSSWgLK -
lNV /N = 668.39(N) TOP = 680.40 t� / T ARE IN THE EXACT LOCATION INDICATED ALTHOUGH THEY ARE SHOWN AS ACCURATELY AS POSSIBLE
/NV /N = 668.89(Wf /NV OUT = 67217 INV OUT = 673.07 Wq7 LINE ESML / SHEET 9 OF 15
SCALE: 1" = 30' 10'PVC FROM THE INFORMATION AVAILABLE.
INV OUT = 668.17 ( i INST. N0. 720013038 I EX. Sl / I\ 8. CONTRACTOR SHALL COORDINATE WORK NEAR FREDERICK WATER (F.W) FACILITIES WITH THE F.W.
FINSPECTOR. TEST PITS AND WORK SHALL BE PER THE F.W. INSPECTOR REQUIREMENTS (TYP.). 18-09
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18-09
2016 ROAD & BRIDGE STANDARDS
HAMA%.6'-0"--f�MAX.
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SEE ROAD
FOR RETAINING
PLANS
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RMP 12'1 MAX
481 MA%
PERPENDICULAR TO THE CURB. 5.01N
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG -12 DETECTABLE
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TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RMIICANNOT
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S 6 ]] e 8 8
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MIN
SPECIAL DESIGN SECTION FOR APPROVAL.
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CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
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27
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JI IIS
1.265 75 1.496
DROP INLETS ETC ACCESSIBLE ROUTES PROVIDE A CONTINUOUS
INTERVALSRETAIN)
El UN
7
ITYPC
1.180
71
30 FEET
104
0.259
13
8
9
u�
88
1.574 101 1.861
EDULE 80 PIPE
SCC
0.287
'
9
12
1.4LT
WALvTnmG
EDULE 40 PIPE
L S MRS (2 PIPE
DIM
0.315
OE TECTABLE
MIN
O
EXPANSION
JOINT
:ORNIMN. NPS OED.) SCHEDULE 440 PIPE
AT
BACK OF CURB
0.343
I-
�
11
S"
SEE
PI KETS
SOL0D5'
EL TH 0
121
BASE DIAMETER
1]]
0.370
IB
11
13
1.793
ANCHOR
BOLTS
(FOR USE ALONG SIDEWALKS AND RAMPS)
SEE ROADWAY PLANS 2" min. 12"
OR TYPICAL SECTIONS MIN CONCRETE STEPS
FOR DISTANCE TO I'/i' NPS SCHEDULE 40 PIPE POSTS : P/j' MIN. NPS (1.90" O.D.) SCHEDULE 80 PIPE
GRIPPING RAIL
SIDEWALK OR SHARED RAILS P/j' MIN. NPS (1.90" OD.) SCHEDULE 40 PIPE
USE PATH. GRDUNDNG HR -1 TYPE I HANDRAIL
`2 2'/" min ELECTRODE
MINI (FOR USE ALONG STEPS)
NOTES
%" SOCIO STEEL 1. THE CONTRATOR SHALL SUBMIT DRAWINGS DETAILING ALL
SMOOTH ROUND ROD ASPECTS OF FABRICATION AND INSTALLATION OF RAILING.
CONCRETE FOOTING TO INCLUDING CONCRETE FOUNDATIONS FOR APPROVAL BY THE
BE DESIGNED BASED ON GRIPPING RAIL DETAIL ENGINEER PRIOR TO INSTALLATION. SHOP DRAWINGS SHALL
2" ANCHOR BOLTS (FOR USE ALONG SIDEWALKS AND RAMPS) BE SIGNED AND SEALED BY A PROFFESSIONAL ENGINEER.
SOIL CONDITIONS. HOLDING A VALID LICENSE TO PRACTICE ENGINEERING IN
MIN GRIPPING RAL SHALL BE INSTALLED WHEN THE COMMONWEALTH OF VIRGINIA.
THE SIDEWALK OR RAMP GRADES ME EQUAL 2. ALL RALING COMPONENTS AND FASTENERS SHALL BE GAVMIZED IN
EARTH FOUNDATION DETAIL RNLOWILLRBETER THAN 5 INCIDENTAL TOTHEPERCENTGRIPPING
OF TO ACHIEVEEWITH A UNIFORM COATING ON ALLT ROAD MSURFACCES VEIDGE NTINGAND
(FOR USE WITH TYPE IIM IIIRAUNGS) THE RAILING. DRAINAGE HOLES FOR GALVANIZING SHALL BE INCLUDED IN THE
SHOP DRAWINGS.
3. ALL FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A307,
ASTM A563, AND ASTM F846. ALL ANCHOR BOLTS SHALL BE IN
MAX. 6'-0 MAY. 61-0. SEE ROAD PLANS ACCORDANCE WITH PASHTO M314, GRADE 36.
4'/°" O.C. Y" NPS PIPE PICKET 4' FOR RETANING 4. A CHEMICAL ANCHOR SYSTEM FROM VDOT'S APPROVED MATERIAL
SOLID PICKET 4 WALL DETAILS. LIST MAY BE USED IN LIEU OF CAST IN PLACE ANCHORS AND SHALL
BE INCLUDED IN THE SHOP DRAWINGS.
5, POSTS SHALL BE MITERED TO MATCH GRADE OF RAMPS, SIDEWALKS,
AND STEPS.
6. HANDRAILS SHALL MATCH GRADE OF RAMPS SIDEWALKS AND STEPS.
n 7. ALL POSTS AND PICKETS SHALL BE SET PLUMB.
6. RALINGS SHALL BE GROUNDED AND EFFECTIVELY BONDED.
GROUNDING MATERIALS INSTALLATION TO BE IN ACCORDANCE
I WITH ST D. FE 6.
9. COMMERCIALLY AVAILABLE RALING SYSTEMS MAY BE USED IN LIEU
OF DESIGNING AND FABRICATING THE RAILING DOCUMENTATION FROM
AND
THE MANUFACTURER VERIFYING THAT PROJECT REQUIREMENTS ME
RAL EXPANSION JOINTS ATL1 BOLTS MET WITH THE RALING SYSTEM SHALL BE SUBMITTED WITH THE
INTERVALS NOT EXCEEDING 3" MAX. INSTALLATION DRAWINGS AND APPROVED BY THE ENGINEER IN
30 FEET. ACCORDANCE WITH NOTE 1.
i'-3" POSTS 2" MIN. NP5 (2.375" 0.0.) SCHEDULE BO PIPE 10. HANDRAIL TO BE IN ACCORDANCE WITH THE LATEST EDITION OF
RETAKING WALL RAILS 2" MIN. NPS (2.375" O.D.) SCHEDULE AO PIPE THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE.
EXPANSION JOINT PICKETS : Y" MIN. NPS (1.05" 0.0.) SCHEDULE 40 PIPE 11. THIS HANDRAL IS TO BE USED ONLY IS A PROTECTION FOR
OR MIN. SOLID STEEL SMOOTH ROUND ROD GROUNDING PEDESTRIANS AND SHOULD NOT BE PLACED IN MY LOCATION
HR -1 TYPE III BICYCLE RAILING ELECTRODE FORRVEHICULART PROTECTION STANDARD GUARDRTO MY AIL SHOULD
(FOR USE ALONG SHARED USE PATHS) BE USED
SPECIFICATION A COPY OF THE ORIGINAL IGNFILE IN THE CENTRAL OFFICE. \VDOT
REFERENCE STANDARDHANDRAIL
ROAD MO BRIDGE STANDARDS
105 METHOD OF LOCATING AND ERECTING REVISION DATE SHEET I OF 1
236 VIRGINIA DEPARTMENT OF TRANSPORTATION 7111 601.05
504
2016 ROAD & BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS
HYDRANTS
CG -12
NUMBER OF BMS A
NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
ACCESSIBLE ELEMENTS OF A FACILITY THAT CM BE APPROACHED, ENTERED
INSTALLED ON A RADIUS
DETAIL
HYDRNJLIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS)
GENERAL NOTES:
CURB WHEN REQUIRED (CG -2 OR CG -3 IN LINEAR FEET)
DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS)
L
THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES.
EACH OF THE ABOVE ITEMS IS A SEPARATE PAT ITEM AND SHOULD
BE SUMMARIZED FOR EACH CURB CUT RAMP.
2.
DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR
SIpEWALK
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS
DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET
RMP 12'1 MAX
481 MA%
PERPENDICULAR TO THE CURB. 5.01N
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG -12 DETECTABLE
9.
TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RMIICANNOT
WARNING SURFACE AND SHALL BE SUBMITTED TO THE STANDARDS AND
S 6 ]] e 8 8
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MIN
SPECIAL DESIGN SECTION FOR APPROVAL.
12
3,
SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP
4'
TRUCK TRAFFIC) FOR CONCRETE DEPTH.
FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BMS.
50
10,
4,
IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS
10'1 MAX
THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH.
THAT ADJOINING FLARED SIDES CM BE CAST IN PLACE AFTER PLACEMENT OF
II,
WHEN ONLY ONE CURB RMP IS PROVIDED FOR TWO CROSSINGS )DIAGONAL%
PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A 4,
TYPE A
5,
REOUIRED BMS ME TO BE NO.5 X 5" PLACED )'CENTER TO CENTER ALONG
PERPENDICULAR
INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4'A 4'
BOTH SIDES OF THE RAMP FLOOR. MID -DEPTH OF RAMP FLOOR. MINIMUM
27
LANDING AREA MAY INCLUDE THE GUTTER PAN.
CONCRETE COVER 1'/2'.
12,
6.
CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT 10 CURB RAMPS
.
�l 5'MIN
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
ME INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER.
V • 1.000 W1.88(N-ll•0.]50(WN•11.1.48
7.
CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED
-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH
27
BY THE ENGINEER. THEY ME TO BE PROVIDED AT INTERSECTIONS WHEREVER
THE BACK OF CURB.
12�MAY
M ACCESSIBLE ROUTE WITHIN THE RICHT OF WAY OF A HIGHWAY FACILITY
V - INDICATES TOTAL VOLUME OF STEPS N CUBIC YARDS,
u
CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING. PROPOSED,
WITH
ENDING
OR NONEXISTENT, THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS
NOT
TYPE B
2
M SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER. AND SHOULD
6
7
HE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES. FIRE
PARALLEL
1.265 75 1.496
DROP INLETS ETC ACCESSIBLE ROUTES PROVIDE A CONTINUOUS
_.....
TR GATED
UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL
NUMBER OF BMS A
DETECTABLE WARNING
ACCESSIBLE ELEMENTS OF A FACILITY THAT CM BE APPROACHED, ENTERED
INSTALLED ON A RADIUS
DETAIL
AND USED By PEDESTRIANS.
DETAIL
e.
RAMPS MAY BE PLACED ON RAII OR TANGENTIAL SECTIONS PROVIDED THAT
WE N-9
CG -12 DETECTABLE
THE CURB OPENING 1S PLACED WITHIN THE LIMITS OF THE CROSSWALK AND
SURFACE
SPECIFICATION
REFERENCE
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS
5. ONSTEPS 88 MORE INCHES�. ONE HANDRAILON EACH SIDE, AND ONE NTE IMEDATE H.MEIRAL
QUANTITIESFOR TABULATION OF CONCRETE AND STEEL QUANTITIESSEE SHEET 2.
PERPENDICULAR TO THE CURB. 5.01N
TYPICAL PLACEMENT
9.
TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RMIICANNOT
5
S 6 ]] e 8 8
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MIN
NOTES)
12
y.
TRAFFIC, REFER TO STANDARD CG -13, COMMERCIAL ENTRANCE (HEAVY
SHEET I OF 5
REVISION DATE
TRUCK TRAFFIC) FOR CONCRETE DEPTH.
AT INTERSECTION
10,
WHEN CURB RAMPS ME USED IN CONJUNCTION WITH A SHAPED USE PATH,
502
03.05
THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH.
BARS B N0.4
II,
WHEN ONLY ONE CURB RMP IS PROVIDED FOR TWO CROSSINGS )DIAGONAL%
0.494 0.587
Off EXIST. SID�
A 4'w 4'LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAR
WITHIN CROSSWALK
2
INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4'A 4'
OR SHOULDER.
27
LANDING AREA MAY INCLUDE THE GUTTER PAN.
12,
ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF
3
o
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
V • 1.000 W1.88(N-ll•0.]50(WN•11.1.48
WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD
0.148
-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH
27
0.]81
THE BACK OF CURB.
A -A
0.176
V - INDICATES TOTAL VOLUME OF STEPS N CUBIC YARDS,
u
6
WITH
ENDING
RMP
}
�
2
10
6
7
1.034
63
1.265 75 1.496
87
0.231
12
7
8
1.180
71
1419 N 1.878
104
0.259
13
8
9
u�
88
1.574 101 1.861
122
0.287
5 %-65% OF BASE DIAMETER
9
10
1.4LT
94
1.728 US 2.043
DIM
0.315
OE TECTABLE
WARNING
M
7.540
112
AT
BACK OF CURB
0.343
I-
�
11
S"
SEE
NOTE 12
121
BASE DIAMETER
1]]
0.370
IB
DOME
13
_,�'IhII.11.IL I
AT `A' .2" HIGHER THM
EDGE OF PAVEMENT
AT XX .SAME AS TOP OF CURB
TYPE C
PARALLEL S. PERPENDICULAR
TRUNCATED DOME zl
.6"-2.4" C -C
0 0 0 0 0 0
O O O O O O o 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 7
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t o
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O O 0 O 0 O O 0 O O 0 O 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
[ n o 0 0 C 0 0 0 0 0 0 0 0 0
DETECTABLE WARNING
UN
NUMBER OF BMS A
DETECTABLE WARNING
4
INSTALLED ON A RADIUS
DETAIL
PREFERABLY ON THE RICHT SDE DESCENDING.
DETAIL
Nb
�VDOT
WE N-9
CG -12 DETECTABLE
WARNING
SURFACE
SPECIFICATION
REFERENCE
ROAD MD BRIDGE STANDARDS
5. ONSTEPS 88 MORE INCHES�. ONE HANDRAILON EACH SIDE, AND ONE NTE IMEDATE H.MEIRAL
QUANTITIESFOR TABULATION OF CONCRETE AND STEEL QUANTITIESSEE SHEET 2.
OOR
A MEDWAY THE WIDTH.
TYPICAL PLACEMENT
W
N
5
S 6 ]] e 8 8
(GENERAL
NOTES)
12
105
SHEET I OF 5
REVISION DATE
Va
AT INTERSECTION
0.340 0.405
` CONCRETE TO BE AIR ENTRAINED. AIR TO BE 6%;1.5. SLUMP TO BE 5": 1"
502
03.05
O)/IS
BARS B N0.4
VIRGINIA pEPARTMENT OF TRANSPORTATION
I CONCRETE SIDEWALK - B
2016 ROAU IS BKIUGt 51 ANUAKUJ
2016 ROAD & BRIDGE STANDARDS
I
A BARB A TO BE
EWALLY SPACED._
FOR LA0. BMS
SEE TABLEE BELOW.
AT
V2 I.
ELEV. PROPOSED OffAND
E%ISTNO WALK,
BARS YARD, ETC. •-„
S-2
BMS A AND C
A
- N N
.n
ONE BM 8 TO BE
BMS B BARS A PLACED )RIOTER EACH
STEP AND TWO UaER
PLAN ENDING AS SHOWN.
BARS CM 4
Vt - 1.000 CU. FT. V1
HNaRIS TO BE FOR STEPS IUVNG THREE OR MORE RISERS, Na WILL MEET THE
NUMBER OF BMS A
-
4
0. W. FT.
V}-0.]50750
A LNONG IS TO BE PROVIDED WHEREI2 OR MORE STEPS ARE REWIRED.
MNMIM SIZE OF LMaING TO BE W • 1 FOOT X 4 FEET.
PREFERABLY ON THE RICHT SDE DESCENDING.
1/zN
Nb
W. FT.11/z
WE N-9
I WM N-11
1 N•12 N-13-25
W-
W-
W
3'
4'
T'p
V4. 0.708 CU. FT.
5. ONSTEPS 88 MORE INCHES�. ONE HANDRAILON EACH SIDE, AND ONE NTE IMEDATE H.MEIRAL
QUANTITIESFOR TABULATION OF CONCRETE AND STEEL QUANTITIESSEE SHEET 2.
OOR
A MEDWAY THE WIDTH.
TYPICAL PLACEMENT
W
N
5
S 6 ]] e 8 8
A NO. a
6 1 ] 1 B 10 1 9 1a 11
12
CVRB
FROM PICTORIAL VIEW R IS SEEN TNAt1BARS
Va
AT INTERSECTION
0.340 0.405
` CONCRETE TO BE AIR ENTRAINED. AIR TO BE 6%;1.5. SLUMP TO BE 5": 1"
CWB
PROPOSED
SLOPE.
BARS B N0.4
CROSSWALK
I CONCRETE SIDEWALK - B
0.494 0.587
Off EXIST. SID�
Y Vt W2V2 (N -1),V3 (WN•11.2V a
WITHIN CROSSWALK
2
..�
OR SHOULDER.
27
OGMMB 0.768
m
SUBSTITUTING VALUER OF ELEMENTARY VOLUTES'
3
o
0.654
V • 1.000 W1.88(N-ll•0.]50(WN•11.1.48
0.148
4
27
0.]81
SECTION
A -A
0.176
V - INDICATES TOTAL VOLUME OF STEPS N CUBIC YARDS,
CONCOFETE CIA'6
6
WITH
BUFFER STRIP
SI
VI • VMS[M3INMCVI IND) ATE ELEMEAR
NTY VOLUMES
Y.
W - INDICATES CLEAR WDTH OF STEPS, N FEET, BETWEEN
SIDEW&I-S.
N - INDICATES NUMBER OF STEPS N NSTALLATDN EXCLUSIVE
OF LANDING.
Ll - NeDAMS LENGTH OF BARS A N INCHES. L1 - 13.41811 • 8"
B"
12"
L2 - INDICATES LENGTH OF BMS B. N LACHES. L2 - 12W
0 - INDICATES LENGTH OF BMS C. IN INCHES. L3 - 13.416N • IB"
HNaRIS TO BE FOR STEPS IUVNG THREE OR MORE RISERS, Na WILL MEET THE
NUMBER OF BMS A
FOLLOWINGFRONDED
CONDI 1AI
4
11 ON STEPS LESS THAN 44 LACHES WIDE HOMING BOTH SUES ENCLOSED, AT LEAST ONE HANXtAL,
A LNONG IS TO BE PROVIDED WHEREI2 OR MORE STEPS ARE REWIRED.
MNMIM SIZE OF LMaING TO BE W • 1 FOOT X 4 FEET.
PREFERABLY ON THE RICHT SDE DESCENDING.
N-1-5
Nb
I N-7
WE N-9
I WM N-11
1 N•12 N-13-25
W-
W-
W
3'
4'
T'p
h
5. ONSTEPS 88 MORE INCHES�. ONE HANDRAILON EACH SIDE, AND ONE NTE IMEDATE H.MEIRAL
QUANTITIESFOR TABULATION OF CONCRETE AND STEEL QUANTITIESSEE SHEET 2.
OOR
A MEDWAY THE WIDTH.
TYPICAL PLACEMENT
6
N
5
S 6 ]] e 8 8
D
6 1 ] 1 B 10 1 9 1a 11
12
12"
L2 - INDICATES LENGTH OF BMS B. N LACHES. L2 - 12W
0 - INDICATES LENGTH OF BMS C. IN INCHES. L3 - 13.416N • IB"
HNaRIS TO BE FOR STEPS IUVNG THREE OR MORE RISERS, Na WILL MEET THE
�• A.'S°VIAE LII0NG 4KA
FOLLOWINGFRONDED
CONDI 1AI
4
11 ON STEPS LESS THAN 44 LACHES WIDE HOMING BOTH SUES ENCLOSED, AT LEAST ONE HANXtAL,
A LNONG IS TO BE PROVIDED WHEREI2 OR MORE STEPS ARE REWIRED.
MNMIM SIZE OF LMaING TO BE W • 1 FOOT X 4 FEET.
PREFERABLY ON THE RICHT SDE DESCENDING.
CROSSWALK
2. ON STEPS LESS THAN 44 INCHES WIDE HAVING ONE SIDE OPEN. ONE HANDRAIL ON EACH SDE.
THS ITEM MAY BE PRECAST OR CAST N PLACE.
3. ON STEPS LESS THAN 14 INCHES WIDE HAVING BOTH SIDES OPEN, ONE HANDRAILON EACH SDE.
CONCRETETO BE CLASS A3 IF CAST N PRIPLACE. 4000 PSI F PR
FOR OTHER WIDTHS THE APPROXIMATE SPACING OF BARS A
4. ON STS. MORE THAN 44 NCIES WIDE BUT LESS 88 INCHES RDE, ONE HNDRNL ON
L BE EUV& TO /N WITH A WNRIM SPACING OF 6".
CHES WILLOO
N INCHES
EACH
REINFORCING BARS TO BE USED N NSTKLATIONS OF 5 OR MORE STEPS.
5. ONSTEPS 88 MORE INCHES�. ONE HANDRAILON EACH SIDE, AND ONE NTE IMEDATE H.MEIRAL
QUANTITIESFOR TABULATION OF CONCRETE AND STEEL QUANTITIESSEE SHEET 2.
OOR
A MEDWAY THE WIDTH.
ERENa STANDARD CONCRETE STEPS FOR 2:1 SLOPE ROAD AND BRIDGE STANDARDS
W157 REVISION CAE S1EET / OF
504 VIRQNIA DEPARTMENT OF TRANSPORTATION BOLOS
CG -12
W5 DOWELS, 8" LONG
AT 13" C -C- -..
PERMISSIBLE
CONSTRUCTION
JOINT ,
n
2016 ROAD & BRIDGE STANDARDS
12:1 MAX,
1:'s\
1e 2
«l zt MAX IPIWITH BUFFER STRIP
TRUNCATED DOMES
SEE SHEET IOF 5 FOR DETAILS
5'-0" MN
SHAPE LO MATCH FACE
OF ROADWAY CURB
BACK OF CURB
20:1 48:1 A
2'MIN. SECTION A -A
WITH BUFFER STRIP
WITHOUT BUFFER STRIP
7
p
4'MI.
TYPE 8 PARALLEL
APPLICATION
ROADWAY GRADE
IN PERCENT
�• A.'S°VIAE LII0NG 4KA
0
4
•/
OUT59E CF TRAVELWAY
5
CROSSWALK
CUM
I..L BE lK010 O 10i
NOTES: FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE.
3
6
AERPEM%CMAR CRMSW0.1
SEE SHEEL 1 OF 5.
B
3' iiv
cu....K AMI°
0
TYPICAL PLACEMENT
6
N
5
CURB
THE REQUIRED LENGTH OF A PARALLEL RAMP
LBS.
W. YARDS
CVRB
BIFFER STRP
IS LIMITED i0 15 FEET, REGARDLESS OF THE
AT INTERSECTION
0.340 0.405
` CONCRETE TO BE AIR ENTRAINED. AIR TO BE 6%;1.5. SLUMP TO BE 5": 1"
CWB
5'SIDEWKK
SLOPE.
2
CROSSWALK
I CONCRETE SIDEWALK - B
0.494 0.587
a
0.093
WITHIN CROSSWALK
2
MO`
CROSSWALK ��:)
TYPE 8 PARALLEL
APPLICATION
ROADWAY GRADE
IN PERCENT
MINIMUM RAMP LENGTH
IN FEET
4" CURB B' CURB
0
4
fi
I
5
4" 4000 PSI VDOT 6X6 WWM
2
4" 4000 PSI VDOT
8
3
6
9
4
B
RE9F.
STELZ
5
0
S
6
N
5
WITHOUT BUFFER STRIP
\VDOT CG -12 DETECTABLE WARNING SURFACE SPECIFICATION
ROM AND BRIDGE STANDARDS REFERENCE
SHEET 3 OF 5 REVISION DATE TYPE 8 (PARALLEL) APPLICATION Ds
203.07 0)/16 VIRGINIA DEPARTMENT OF TRANSPORTATION 502
2016 ROAD & BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS
S-2
WIDTH VARIES
WIDTH VARIES
2 MIN SEE SITE PLAN 2' MIN
TABLE OF QUANTITIES
DIAGONAL PLACEMENT
LAMONG 48:1 MM,
4" 4000 PSI VDOT 6X6 WWM
W - 3'
4" 4000 PSI VDOT
saPE
INCREMENTS
a18
1M
N CONCRETE
RE9F.
STELZ
LINGIG 48:14A%.
A 48:1 WV.
CONCRETE
STEEL
N
so
LBS.
W. YARDS LBS. W. YARDS
LBS.
W. YARDS
CVRB
1
0.2]5
M
0.340 0.405
` CONCRETE TO BE AIR ENTRAINED. AIR TO BE 6%;1.5. SLUMP TO BE 5": 1"
CWB
9
1
2
CROSSWALK
I CONCRETE SIDEWALK - B
0.494 0.587
a
0.093
1
2
MO`
CROSSWALK ��:)
VER 1
OGMMB 0.768
0.120
3
4
0.654
0.802 0.950
0.148
4
5
0.]81
OWn
n CMN
0.176
CONCOFETE CIA'6
6
WITH
BUFFER STRIP
1.111 61 1.315
71
2
10
6
7
1.034
63
WITHOUT BUFFER STRIP
\VDOT CG -12 DETECTABLE WARNING SURFACE SPECIFICATION
ROM AND BRIDGE STANDARDS REFERENCE
SHEET 3 OF 5 REVISION DATE TYPE 8 (PARALLEL) APPLICATION Ds
203.07 0)/16 VIRGINIA DEPARTMENT OF TRANSPORTATION 502
2016 ROAD & BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS
S-2
WIDTH VARIES
WIDTH VARIES
2 MIN SEE SITE PLAN 2' MIN
TABLE OF QUANTITIES
SEE SITE PLAN 2' MIN
4" 4000 PSI VDOT 6X6 WWM
W - 3'
4" 4000 PSI VDOT
W 4' W 5'
INCREMENTS
a18
1M
N CONCRETE
RE9F.
STELZ
CONCRETE RERF. CONCRETE
STEEL
RE9F.
STEAL
CONCRETE
STEEL
N
CU. YARDS I
LBS.
W. YARDS LBS. W. YARDS
LBS.
W. YARDS
LBS.
1
0.2]5
0.340 0.405
` CONCRETE TO BE AIR ENTRAINED. AIR TO BE 6%;1.5. SLUMP TO BE 5": 1"
0.065
1
2
0.101
I CONCRETE SIDEWALK - B
0.494 0.587
�i
0.093
N.T.S.
2
3
0.528
VER 1
OGMMB 0.768
0.120
3
4
0.654
0.802 0.950
0.148
4
5
0.]81
0.957 1.133
0.176
5
6
0.907
51
1.111 61 1.315
71
0.204
10
6
7
1.034
63
1.265 75 1.496
87
0.231
12
7
8
1.180
71
1419 N 1.878
104
0.259
13
8
9
1.287
88
1.574 101 1.861
122
0.287
15
9
10
1.4LT
94
1.728 US 2.043
04
0.315
I6
10
Ti
7.540
112
1.883 129 2.226
155
0.343
17
11
12
1.888
121
2.038 148 2.408
1]]
0.370
IB
12
13
1.793
140
2.191 Al 2.589
201
0.398
30
13
14
1.919
150
2.345 183 2.771
215
0.426
32
14
15
2.046
180
2.500 195 2.954
229
0.454
35
15
B
2.172
170
2.853 207 3,134
244
0.481
37
16
17
2.299
180
2.606 219 3.317
258
0.509
39
17
IS
2.425
1W
2.962 231 3.489
272
0.537
41
B
D
2.552
200
3AT2 243 1 3.682
287
0.585
43
19
20
2.678
210
3.271 258 3.884
301
0.593
45
20
21
2.805 1
220
3.425 268 1 4.045
315
0.620
48
21
22 1
2.931 1
230
3.579 260 4.227
330
0.648
50
22
23
3.058
240
3.734 292 1.410
344
0.676
52
23
24
3.184
250
3.886 304 4.582
358
0.704
54
24
25 1
3.311 1
260
4.042 318 4.]]3
372
0.731
58
1 25
• Mcr...Iu to W added for .x11 o0dorlal foot of WEN.
N - Mdestss number of Reps eXWuhs of Imdln9.
W - 919cates Wdib betWsuo eldewdW.
For ftta drowino olid dlsowNWons of steps use Meet 1.
DO
ROM D TANDARDS
STANDARD CONCRETE STEPS FOR
VIRONA DEPARTMENT OF TRANSPORTATION
20 SLOPE
WECIFDATXN
REFERENCE
D5
504
SHEET 2 OF 2
1 RZVSDN DATE
801.04
N N
0 o E
c N 4 of DJ
A p N W
- C O N O
N r
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31
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Rev. No. I Date
H op 1,
U RA LK R
Lic. No. 32609
yr- dd)
ti
SSrONAL 1.
DATE: 07124/2018
SCALE: NIA
DESIGNED BY: KASITTC
FILE NO. 3015L
SHEET 13 OF 15
18-09
WIDTH VARIES
WIDTH VARIES
2 MIN SEE SITE PLAN 2' MIN
2' MIN
SEE SITE PLAN 2' MIN
4" 4000 PSI VDOT 6X6 WWM
4" 4000 PSI VDOT
A3 CONCRETE
A3 CONCRETE
2% 1
1M
0
4 .2/2�M\/\\
4
- ••
/\
/\ \\
4" SUBBASE
(21-A STONE)
\. �\. �\ ��.�\ \, \/��� (21-A STONE)
\\.1 l \ /\
COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY
COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY
AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD)
AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD)
` CONCRETE TO BE AIR ENTRAINED. AIR TO BE 6%;1.5. SLUMP TO BE 5": 1"
two,
CONCRETE SIDEWALK - A
1/05n4
t%s
I CONCRETE SIDEWALK - B
1/11115
�i
N.T.S.
VER 1
N.T.S.
VER 1
N N
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c N 4 of DJ
A p N W
- C O N O
N r
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31
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Rev. No. I Date
H op 1,
U RA LK R
Lic. No. 32609
yr- dd)
ti
SSrONAL 1.
DATE: 07124/2018
SCALE: NIA
DESIGNED BY: KASITTC
FILE NO. 3015L
SHEET 13 OF 15
18-09
PROP
TRAIL
PROP.
TRAIL
TRAIL VRRM
COMPS, @
BLDGS 1 & 2
PROP.
TRAIL
EX BLDG 2
-J�
EX BLDG 3
7.
J �
ef
il 17
EX BLDG 1
E% PARKING,-F�
GARAGE �
j�
BLDG 3 VRRM
COMPS. W/TRAIL
PROP.
TRAIL.
TRAIL VRRM
COMPS. @
BLDGS 1 & 2
r►.��ar �-r�s�rris:ler se
PROP.
TRAIL
■
• a
y r -e a
r '�J VRRM AREA LIMITS FROM
1
CAMPUS TRAIL NEAR BLDG t
81 2 (REDEVELOPMENT)
VRRM AREA LIMITS FROM
PARKING
PLAN (NEW DEVELOP ENT),
100 0 100 200
SCALE: 1 " = 100'
Vagina Runoff Reduction Method Worksheet
DER Virginia Runoff Reduction Metheld Re -Development Compliance Spreadsheet Version 3.0
8MP ❑esiyrn Spe[Sfieotrons List: 2011 Stds ISI Specs
Site Summary
Progect title: NFC LI Campus Trail around Bidg 1 g 2
Date: 43270 Total Rain fall (in): 43
Total Disturbed Acreage: 0.77
Site Land Cover 'Summary
Pre-ReDevelooment Land Caves facresl
Post-ReDevelooment Land Cover facres}
Asolls
0Solls
CSolis.
Dsoils
Totals
55ofTotal
Forest/Open (acres)
0.00
0.00
0.00
0,00
0,00
0
Men aged Turf (acres)
0.00
0.00
0.00
0,77
0,77
100
IrnpervlousCover (ocral
0.00
0.00
0,00
0,00
0. DO
0
0.68
1 016
351 1
me i
DAD 1
0.77
100
Post-ReDevelooment Land Cover facres}
Site Tv and Land Cover Nutrient Loads
A soils
B Solis
C Soils
D Soils
Totals
% of Total
Farest/Open (acres)
0-00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00,
0.00
0.00
0.46
0,46
59
Impel to u s Cov er (cc rem)
0.00
0.00
0.00
0,31
031
41
0.68
1 016
351 1
me i
DAD 1
0.77
100
Site Tv and Land Cover Nutrient Loads
FTo'-'lTp-L7'1Reduction Required (lb/yr) 0.58 0,03 0.55
Final Post-Deveinpment
Past-
Post-
Adjusted Pre-
3.14
[Po5t-RaDav4dopmenY
Redevdaprnent
Development
ReDevdiopmeat
CICO
&New lm vioui
P+r }
5'',
liti••rtW lmpvvfou s)
Managed Turita.Cl
Site RV
0.54
0.25
0.95
015
Treatment Volume ft'
1,497
414
1,083
414
TP Load (Ib/yr)
0.94
0.26
0.68
1 016
FTo'-'lTp-L7'1Reduction Required (lb/yr) 0.58 0,03 0.55
Vifon a Rur4df ReducW W wNWmef
OEpVIrglnia Runoff Rodudlam Method New Owelopment Cornpllanm Spriadsheat -Vernon 3.0
aNF Deo grp Sped roerms Lw! MIT Stdta specs
Sita Summary
Total Ralufal - 43 Tol
Sita Lana cover summal
Final Post-Developmeltl.oad
(Post-ReDevelopment & New Impervious)
Prr
ReDevdopment
TN load (lb/yr)
b. 73
3.14
Vifon a Rur4df ReducW W wNWmef
OEpVIrglnia Runoff Rodudlam Method New Owelopment Cornpllanm Spriadsheat -Vernon 3.0
aNF Deo grp Sped roerms Lw! MIT Stdta specs
Sita Summary
Total Ralufal - 43 Tol
Sita Lana cover summal
Slte Tv and Land Cavan Nutrlent Loads
Ittl 101!
A. MAN
esu&
C; "N
Dsdk
Talak
of Tout
Foci loPen(a Cres}
aw
cl
--
CICO
5.:2
5'',
28
Managed Turita.Cl
0160
a. fib
a.w
6.34
7__'?
33
7m erriouscaRef acres
aa7
1.7E
0.06
6.$
a.+
38
To.l Aram cre5].
C38 1
351 1
me i
DAD 1
:'t L
iCa
Slte Tv and Land Cavan Nutrlent Loads
Ittl 101!
11,7
ireetnlellt vllutneTPtoed(rolls]
10.73
Total TN L0IdlIedretl0r Arhkwed Ill
221is
Lwd Ih
IS&
im/7+1
11A3
Total TP LwdReduction Required Dh/rrl
1351
Site Compliance Summary
lobi Runoff Volume Reduction re)
11,7
Tota I SP Load Reduritw Achieved Phlvr!
10.73
Total TN L0IdlIedretl0r Arhkwed Ill
67.30
Remaining hast Deretownmt TP Load
f rreskd'opee (acres!
im/7+1
11A3
kemeining R iwd Reduction (rolp)
I,71
Required
A.06
Dralnaaf Afss CQcnollalG Su'tnmanr
DA.A I DAB 1 OAC DAD D✓iE 10td1
TP load lied tired A. r 4 51 S.c'f1 :.16 0 -:(1 0 40 10..73
to Load Reduced {oil l 168u 1 37r04 1 8.37 ra !>;_i is [Xl 6230
Drell nage Area A Summary
u n d caper 3un,ma n
DAA
DA
D.A.[
DAD
DAE
TutaI
f rreskd'opee (acres!
0.Ct7
D.oc I
0_QD
_ om I
om
A.06
ManagedT ((acres)
118.
o.d8
1A4
aw
O.CD
336
ImPer0-Cover ga[se3)
Z9D
OW
1.76
O.Q7
.22
9.70
To.l Aram cre5].
C38 1
351 1
me i
DAD 1
DOD
11Os
Dralnaaf Afss CQcnollalG Su'tnmanr
DA.A I DAB 1 OAC DAD D✓iE 10td1
TP load lied tired A. r 4 51 S.c'f1 :.16 0 -:(1 0 40 10..73
to Load Reduced {oil l 168u 1 37r04 1 8.37 ra !>;_i is [Xl 6230
Drell nage Area A Summary
u n d caper 3un,ma n
•.al 1
DRt P "Utrons
A Sols_
aSdis
CSdk
D Salk
Total % of Total
rorRSvopenlacre:]
o.m
E.
aoD
ax
acre
aw D
Managed Turf (aired
Dp6trcunt
AL1
C7.7D
1.33
1.48 34
Irnperriovstarer acres
0-00
0.36
0.00
2.60
2.90 66
•.al 1
DRt P "Utrons
TW I Pmperrloas Corer. Ta®ted ganef)
Managed Turf
ImPenWus Cpx
all it®tlnenC
TP Lad 1-DUwnstrmm
drtreated ZP Load
fp Re+sawed
TP Rema[ning
Tatar Ta LoadReduRlm Achlered In D.A.
Practke
Cr4dlt Area
Credit Area
Volume qft']
Dp6trcunt
tP Plattloc{4i1
PWvr]
lT7llr+1
1raatmentwtPe
[acres)
[&'l
garret]
i
i
Rradkes [lis)
Emplaced
ri.h.11k[+#entWn #7 [,r Mlvo all
Eln.pkryed
4.6. CYafi Cha nnel CID Solh[5p er e; l)
0.75
0°.73
2,OI5.81.
Ill
1.77
0.30
0.97
14.I1.11l throning
611.. 51 cfeteMkm 47 or Ml aD BAonaentiw
_
- -
8;967.75
0.00
son
;Art
0.55
L7eca'9
0.618
0.841
3,449.57
831u
I.16
195
0. Z2
Myl
14. h. Man utaltured Treatment DtvkCe
V �
Fikrri
D.fl
1.536
7,all
0.97
3,55
I.I6
7. "t6
TW I Pmperrloas Corer. Ta®ted ganef)
2.90
rotas Turi Alea Treated lanae)
1.28
Total TP load Reduction A.chlered h DA.
/ Ss
ro
TP Remailrillg
Tatar Ta LoadReduRlm Achlered In D.A.
PraRice
L.r
15.x7
Drainage Area B Summary
Sen d Cw er 9un,rna ry
ASals BSdis CSalk OSdI; total 4, of Total
Pxest/apm (aces] 00o D.IXi am 0.46 -:�; 0
Al Tu-[ (acres) �mmmmmIXw aIXi 0.w 01.45 ,<n All
un errkruSc~(acres) 0.00 136 6.06 1.76 3'�ri d7
all Seledlms
TMI IlnpCriods carer Trmted [arfesl
Mandel Nil
1mpnvh Cs
GMP tree
"'"dff[MII
Untreated rA Ladd'
TP RenTaeed
TP Remailrillg
nfay. min
PraRice
Gedi Arm
EredC Aron
vdivrrle pt'1
Del
Dpstr�rn
CC Practtice (itis]
PNn]
Dnln]
7r Cltnxr4 wire
[acres)
gane3
-tree]
i
i
Practices qbs
Emplaced
ri.h.11k[+#entWn #7 [,r Mlvo all
Empbi.ed
4.L.ISI'uetalslgn a74r MirrD biwden'Dan
aa�
w
VJ
xl [Spxx9
0.195
0.543
7p49.50
el M#9
0. 4
?198
8;967.75
0.00
son
;Art
0.55
TMI IlnpCriods carer Trmted [arfesl
250
Total Turf Alta irmted [acre)
0.39
Total TP Lwd Reduction Attila red In DA
Untreated IP iwd
ro
5.06
Total TH Lcad Redudlan Acham ed In DA
Credit Ar®
(alai
37°`
Dralnap Area C Summary
Land Cogs Sucmary
ASA85dk CShck 1 0Sol% TACH 'A of Total
f west(0p en (arses] "i _ o.w 01.0 "'Do
ar„o p
Managed Tlafjacre5] G1, CICO O.w 1AD 1.40 45
emprrtik /5i.cwer jasretj DLX I OAa I 000 I s.67 1.74 55
1 114
fihl P S eleCtims
Pre-
ReDevelopment
Managed Turf
ImPereidusCea'9tlTP
BMP Yrsltment
Lwd from
Untreated IP iwd
TP Bemused
Downstream
IP Remeir4lg
practice
Credit Ar®
CredLAr®
YdDrcIC (iC}
OPsfr[gm
to Rarticte(6Si
WWI
P6I5'r) lreaimrnL t4de
z
(arses)
[acres)
r
Practlaes qbs)
i
i
W0
Emplaced
ri.h.11k[+#entWn #7 [,r Mlvo all
F�
;4
aa�
w
VJ
xl [Spxx9
0.195
0.543
7p49.50
000
iffi
LII
a.13
Pre-
ReDevelopment
Total l mpeniws Caen Trwted[acrno-1
a5d
Total Turf MeA Tfwted [4ctesJ
acro
Total TP Lwd Reductl.onAchle red kr uA.
6 acre r
Ob/acrel
1.16
Tota TLA Londa lion Ac ler n pA
1.22
ih
&d7
Pre-
ReDevelopment
Final Post -Development
Post-ReDevelopmetrt TP
TP Load per acre
TP Load per acre
Load per acre
6 acre r
Ob/acrel
{l6/acre/yr)
0.57
1.22
0.57
Site Compliance Summary
Mal imum %Reduction Required baa 6. 109'
Pr4rReDevelopment Load
Total Runoff Volume Reduction (ft')
0
Total TP Load Reduction Achieved (!b/yr)
0.00
Total TN Load Reduction Achieved (Ib/yr)
0.00
Remnining Post Development TP Lae
0.94
U) G cn
# fa
Remaining TP Load Reduction (lb/yr.
0.58
Required
a
WATER QUALITY NARRATIVE
THIS IS PLAN IS FOR A PROPOSED CAMPUS TRAIL. WATER QUALITY COMPUTATIONS ARE FOR BOTH PHASE 1
& 2 OF THE PROPOSED TRAIL. TO CALCULATE THE PHOSPHORUS CREDITS WE USED TWO VRRM
SPREADSHEETS (NEW DEVELOPMENT - BLDG3/PARKING GARAGE & RE-DEVELOPMENT-BLDG1&2). A
MAJORITY OF THE TRAIL IS LOCATED WITHIN THE BUILDING 3 & PARKING GARAGE DEVELOPMENT AREA,
THEREFORE WE REVISED THE BUILDING 3 SPREADSHEET. WE USED THE REDEVELOPMENT SPREADSHEET
FOR THE TRAIL OUTSIDE THE BUILDING 3 AREA NEAR BUILDINGS 1 & 2. THE RE -DEVELOPMENT SPREADSHEET
COMPUTED 0.58 LB/YR, THE NEW DEVELOPMENT SPREADSHEET FOR BUILDING 3 WAS REVISED TO INCLUDE
THE PROPOSED TRAIL. THE COMPUTED PHOSPHORUS FOR BUILDING 3 CHANGED FROM 2.24 LBfYR TO 2.78
LB/YR FOR A DIFFERENCE OF 0.54 LB/YR. NFCU ALREADY PURCHASED 2.24 LB1YR CREDITS WITH THE
PARKING GARAGE & BUILDING 3 PLAN. THE PHOSPHORUS INCREASE WiTH THE TRAIL IS THE DIFFERENCE
FROM 2.24 TO 2.78. THE OFFSITE WATER QUALITY CREDITS THAT NEED TO BE PURCHASED IS 1.12 LBIYR FOR
THE CAMPUS TRAIL.
NEW DEVELOPMENT (BLDGS)
RE -DEVELOPMENT (BLDG1&2)
TOTAL
TP REQUIRED REDUCTION
4.54 LBfYR
4.58 LB/YR
1.12 LBfYR
N 4ti
CO
LtY T- E C
C N N IT
V
� r
C
� N
�
r.
_ 1 4)
�.
U) G cn
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a
a a
a
z
z
r
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i
i
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F�
;4
aa�
w
VJ
E_
V 1VV 111
I�
0
1-� <
F
E
z
l.4 Ul
IGO
U
I-1
y , D _ `
Y
,1rU",�!
iyi � W
Myl
z
V �
U.
z
Rev. No. Date
RAN Y L, K LER
LIC, NO. 32.809
+ 26A
16.1
DATE: 07/24/2018
SCALE: AS SHOWN
DESIGNED BY: KAS/TTC
FILE NO. 3015LI
SHLET 14 OF 15
0
_ / "1 i�-r ♦ �i 0400
TC FLOW
\ ( ••-+lt PATH (TYP.)
TC FLOW � I
1
PATH (TYP.)
EX. POND
r�F'RICKETTS POND"
EX. !N RIVED CE
I - - • , EX. SECURITY
DRIVE
151J
{
EX. POND
"AIRPORT POND"
14 A ,�
TC FLOW % �r
PATH (TYP.)
Z
a` EX. BIORETENTION 'N'
SIORETENTION `P -+
1 EX. POND
"FARM POND"
BIORETENTION
n r.0
TC FLOW -
PATH (TYP.)
OTENTIAL FUTURI
l -�
PRE -DEVELOPMENT SHIM
DRAINAGE DIVIDE MAP♦ �
200 0 200 400
♦ 0 ,.
SCALE: 1 " = 200' ~ ...�
STORMWATER MANAGEMENT & BEST MANAGEMENT PRACTICES NARRATIVE
1. OVERVIEW
THE PROJECT `NFCU - CAMPUS TRAIL" IS LOCATED IN THE WESTVIEW BUSINESS CENTRE
ALONG SECURITY DRIVE. THUS PROPERTY IS IDENTIFIED IN THE FREDERICK COUNTY TAX
MAPS AS PROPERTY IDENTIFICATION NUMBER 64-11-11 AND IS CURRENTLY ZONED M1
WITH AN AREA OF 36.39 ACRES. THIS PROJECT PROPOSES SIDEWALK, TRAILS AND
BOARDWALK. THE CAMPUS TRAIL IS TO BE BUILT IN TWO PHASES. THE FIRST PHASE IS
SIDEWALK AROUND BUILDING 1 AND SECURITY DRIVE, THE SECOND PHASE IS THE
REMAINING AREA OF THE SITE (AROUND BUILDING 2,3 AND PARKING GARAGE). THIS
REPORT IS PREPARED FOR THE FULL BUILD -OUT OF BOTH PHASES. TO MEET SWM
(WATER QUANTITY) REQUIREMENTS WE ARE UTILIZING EXISTING SWM FACILITIES AS
PROPOSED IN THE NFCU PARKING GARAGE AND BUILDING 3 PLANS. REFERENCE NFCU
BUILDING 3 SWM REPORT FOR ADDITIONAL INFORMATION. TO MEET BMP (WATER
QUALITY) REQUIREMENTS WE ARE PROPOSING PURCHASING OFFSITE WATER QUALITY
CREDITS FOR THE PHOSPHORUS LOAD.
2. WATER QUALITY CONTROL (BMP)
TO CALCULATE THE PHOSPHORUS CREDITS WE USED TWO VRRM SPREADSHEETS (NEW
DEVELOPMENT - BLDG31PARKING GARAGE & RE-DEVELOPMENT-BLDG1&2). A MAJORITY
OF THE TRAIL IS LOCATED WITHIN THE BUILDING 3 & PARKING GARAGE DEVELOPMENT
AREA, THEREFORE WE REVISED THE BUILDING 3 SPREADSHEET. WE USED THE
REDEVELOPMENT SPREADSHEET FOR THE TRAIL OUTSIDE THE 'BUILDING 3 AREA NEAR
BUILDINGS 1 & 2. THE RE -DEVELOPMENT SPREADSHEET COMPUTED 4.58 LBlYR- THE
NEW DEVELOPMENT SPREADSHEET FOR BUILDING 3 WAS REVISED TO INCLUDE THE
PROPOSED TRAIL, THE COMPUTED PHOSPHORUS FOR BUILDING 3 CHANGED FROM 2.24
LBIYR TO 2.78 L6/YR FOR A DIFFERENCE OF 0.54 LBfYR, NFCU ALREADY PURCHASED 2.24
LB/YR CREDITS WITH THE PARKING GARAGE & BUILDING 3 PLAN, THE PHOSPHORUS
INCREASE WITH THE TRAIL IS THE DIFFERENCE FROM 2.24 TO 2.78. THE OFFSITE WATER
QUALITY CREDITS THAT NEED TO BE PURCHASED IS 1.12 LBIYR FOR THE CAMPUS TRAIL.
TP REQUIRED REDUCTION
NEW DEVELOPMENT (BLDG3) 0.54 LBIYR
RE -DEVELOPMENT (BLDG1&2) 0.58 LBNR
TOTAL 1.12 LBNR
OW'= -- --.. 0000
' BIORETENTION"E"
WITH UNDERGROUND
STORAGE
STUDY POINT #1
s
, 1
EX. POND
"'WINCHESTER
PRINTERS POND"
1
EX. POND `13n
-. ,�► �,
POND "An WITH
UNDERGROUND
2 STORAGE
j,
`/�11 1 ri�+ll ( I�
3. WATER QUANTITY CONTROL (SWM)
EXISTING SWM FACILITIES PROPOSED WITH THE 'PARKING GARAGE AND BUILDING 3 WILL
CONTROL THE MINIMAL INCREASE OF RUNOFF FROM THE PROPOSED TRAIL, REFERENCE
NFCU - BUILDING 3 SWM REPORT FOR ADDITIONAL INFORMATION ON THE EXISTING SWM
FACILITIES,
3.1 CHANNEL PROTECTION
TO MEET CHANNEL PROTECTION REQUIREMENTS THE ENERGY BALANCE EQUATION,
FROM 9VAC25-870-66-B-3, WAS USED TO EVALUATE THE STUDY POINT- THE PROPOSED
1 Y 24 HR STORM EVENT WAS REDUCED TO THE REQUIRED MAXIMUM PEAK FLOW RATE
DETERMINED BY THE ENERGY BALANCE EQUATION FOR STUDY POINT 1. SINCE STUDY
POINT 1 INCLUDES OFFSITE AREA WE HAD TO SEPARATE THE ONSITE AND OFFSITE
ENERGY SO THAT WE WERE ONLY APPLYING AN IMPROVEMENT FACTOR TO THE ONSITE
AREA. THE ENERGY BALANCE CALCULATIONS SHOW REMOVING THE ONSITE ENERGY
FROM THE TOTAL, THEN APPLYING THE IMPROVEMENT FACTOR TO THE ONSITE AREA
ONLY AND ADDING IT BACK TO GET A REDUCED TOTAL (REQUIRED PEAK FLOW) AT THE
STUDY POINT.
1YR STORM EVENT
DA REQUIRED PEAK FLOW POST -DEVELOPMENT PEAK FLOW
STUDY POINT #1 94.18 CFS 92.56 CFS
3.2 FLOOD PROTECTION
TO MEET FLOOD PROTECTION REQUIREMENTS OF 9VAC25-870-66-C-2-B THE
POST -DEVELOPMENT PEAK FLOW RATE FOR THE 1 DYR 24HR STORM EVENT WAS
REDUCED TO BELOW PREDEVELOPMENT PEAK FLOW RATES THEREFORE NO
ADDITIONAL DOWNSTREAM ANALYSIS IS NECESSARY FOR STUDY POINT 1. SEE
SUMMARY TABLE BELOW.
10YR STORM EVENT
DA PRE -DEVELOPMENT PEAK FLOW POST -DEVELOPMENT PEAK
FLOW
STUDY POINT #1 262.01 CFS 259.65 CFS
TC FLOW
.� PATH(TYP
�\ TC FLOW
PATH (TYR) EX. POND
wJ "RICKETTS POND"
I
---'� l EX. INDEPEND CE
—;_-- / DRIVE
N11`\ � � - � �, , EX. SECURITY
r f ` j + DRIVE
15)
J '
7
EX. POND �o
AIRPORT POND
4, SUMMARY
14A
E7(. MbRETENTION "An {
-- BIORETENTION "Bn
1 EX. POND
,' "FARM POND"
BIORETENTION —
n.•n
a 4
TC FLOW -
PATH (TYR)
��
POST-DEVELOPMENt SWM
DRAINAGE DIVIDE MAP
200 0 200 400
SCALE: 1 " = 200'
13.
1Il wf, I'
OTENTIAL FU
f
pur
THE WATER QUALITY REQUIREMENTS WILL BE MET BY PURCHASING WATER QUALITY
CREDITS. AN AFFIDAVIT OF CREDIT OF SALE FOR 1.12 POUNDS OF PHOSPHORUS FROM
ONE OF THE DEQ APPROVED NUTRIENT BANK FACILITIES FOR FREDERICK COUNTY
WITHIN THE POTOMAC WATERSHED WILL BE PROVIDED TO BOTH DEQ AND FREDERICK
COUNTY PRIOR TO ISSUANCE OF A LAND DISTURBANCE PERMIT. THE STORM WATER
REQUIREMENTS (CHANNEL AND FLOOD PROTECTION) WERE MET BY EXISTING SWM
FACILITIES FOR STUDY POINTS 1.
THE VA RUNOFF REDUCTION METHOD (VRRM) WAS USED TO VERIFY BMP
REQUIREMENTS WERE MET. HYDROCAD SOFTWARE VERSION 10, BUILD 15 WAS USED TO
ROUTE THE STORMWATER MANAGEMENT FACILITY TO VERIFY SWM REQUIREMENTS
WERE MET.
00-r_7� al -ft fteaft 00
' BIORETENTION"E"
WITH UNDERGROUND
STORAGE
STUDY POINT #1
I
EX. POND
"WINCHESTER
PRINTERS POND
r�
�I I
I
,�rcr�f
EX. POND "'Bn �►
r�1 l f
POND "A" WITH
UNDERGROUND
12 STORAGE V 1
e \
SWM LEGEND
SITE BOUNDARY
DRAINAGE AREA LABELS
DRAINAGE DIVIDES
SITE AREA "ONSITE" (AREA
WITH I.F. FOR ENERGY
BALANCE COMPUTATIONS
PRE -DEVELOPMENT OFFSITE
.-� DRAINAGE DIVIDE MAP
1 10000 0 1000 2000
SCALE: 1 " = 10007'
1
� 1
1
1
! �I
15 _
1
j, r ■ ''r
`\ 16
14A
5�
`�.
21
14 '=
t 12 ` ..
JDY DINT #1
00 E
c
am°°
N N
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of''
t
0
W)�cCL
u LL
Rev. No. I Date
op
RA Y L. X PL
Lic. Na. 32809 %,
ZOIVAL
DATE: 07/24/2018 1
SCALE: AS NOTED
DESIGNED BY: KAS%TTC
FILE NO. 3015L
SHEET 15 OF 15
18-09