HomeMy WebLinkAbout55-22 Site Plan1COVER SHEET1" 1000'
SENSENY PLACE
SITE DEVELOPMENT PLAN
RED BUD MAGISTERIAL DISTRICT
FREDERICK COUNTY, VA
SP# 55-22
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 serve in an emergency condition.
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.
VICINITY MAP
SCALE: 1" 1000'
OWNER
TRUSTEE'S OF ST. PAUL'S ON
THE HILL EPISCOPAL CHURCH
1527 SENSENY ROAD
WINCHESTER, VA 22602
(540) 667-8110
DEVELOPER
WESLEY HOUSING DEVELOPMENT CORPORATION
5515 CHEROKEE AVENUE SUITE 200
ALEXANDRIA, VA 22312
(571) 308-2102 SENSENY PLACERED BUD MAGISTERIAL DISTRICTFREDERICK COUNTY, VA04/20/2020
RLK/KAS
DWG# 19-03
37
6387W
Plan Revisions
Rev No.Rev Date Comment
01 04-29-2020 CITY OF WINCHESTER PUBLIC SERVICES COMMENTS
02 05-12-2020 CITY OF WINCHESTER PUBLIC SERVICE COMMENTS
03 06-19-2020 FREDERICK COUNTY PUBLIC WORKS COMMENTS
04 07-13-2020 FREDERICK COUNTY PUBLIC WORKS COMMENTS
05 09-30-2020 VDOT & FREDERICK WATER COMMENTS
06 10-26-2020 VDOT COMMENTS
07 11-12-2020 FREDERICK WATER COMMENTS
08 11-30-2020 CITY OF WINCHESTER PUBLIC SERVICE COMMENTS
09 12-03-2020 VDOT COMMENTS
10 12-18-2020 VHDA COMMENTS
11 01-14-2021 BID SET - RELOCATED DUMPSTER PAD AND SITE LIGHTING
12 01-26-2021 RELOCATE JUNCTION BOX
13 02-16-2021 VHDA COMMENTS (HR DETAIL & LANDSCAPE BARRIER/GATE)
14 09-08-2022 FREDERICK COUNTY REVISION (UPDATE VHDA CHANGES)
15 10-17-2022 ADJUST SHARED BUFFER SCREEN FENCE, ADD SWM FENCE
DATE
APPROVAL
=ONING ADMINISTRATOR
SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGSHEET OF
DESIGNED BY:
FILE NO.
SCALE:
DATE:
LIST OF SERVICES: CIVIL ENGINEERING I GIS I LAND SURVEYING I ENVIRONMENTAL I ANALYTICAL LABORATORY I QUALITY CONTROL TESTING & INSPECTIONS PROUDLY SERVING VIRGINIA & WEST VIRGINIAOFFICES IN: WINCHESTER, VA & MARTINSBURG, WVGas:Washington Gas
P.O. Box 2400
Winchester, VA 22604
(540) 868-7923
Verizon
P.O. Box 17398
Baltimore, MD 21297
(301) 954-6282
Water/Sewer: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
Communications:Comcast Comunications
195 Rainville Road
Winchester, VA 22602
(540) 504-0942
Sheet Index
Sheet Number Sheet Title Revsion No Revison Date
1 Cover Sheet 14 10-04-2021
2 General Notes and Legend 05 09-30-2020
3 Project Information and Proffers
4 Boundary and Existing Topo 05 09-30-2020
5 ALTA NSPS Land Title Survey (Painter-Lewis)
6 Demolition Plan 05 09-30-2020
7 E&S Phase I 05 09-30-2020
8 E&S Phases I & II For Entrance Road 05 09-30-2020
8A E&S Phase I & II Offiste Water & Sewer 05 09-30-2020
9 E&S Phase II 05 09-30-2020
10 E&S Narrative 03 06-19-2020
11 E&S Details 03 06-19-2020
12 E&S Details 03 06-19-2020
13 E&S Details
14 Site Plan 15 10-17-2022
15 Road Improvememt Plan 08 11-30-2020
16 Grading Plan 15 10-17-2022
17 Utility Plan 15 10-17-2022
17A Utility Plan - Offsite Water & Sewer 08 11-30-2020
18 Sight Distance
19 Pavement Marking Plan 10 12-18-2020
20 Life Safety Plan
21 BMP Map & VRRM Summary
22 SWM Divides Map
23 SWM Details
24 Sanitary Sewer Profiles 08 11-30-2020
24A Sanitary Sewer - Private Pump Station 06 01-05-2021
25 Storm Sewer Profiles 05 09-30-2020
26 Storm Sewer Profiles 06 10-26-2020
27 Waterline Profiles 07 11-12-2020
28 Storm Sewer Computations 06 10-26-2020
28A Storm Sewer HY8 Computations 05 09-30-2020
29 Retaining Wall Profile 05 09-30-2020
30 VDOT Details 09 12-03-2020
31 VDOT Details 09 12-03-2020
31A VDOT Details 05 09-30-2020
31B VDOT Details 13 02-05-2021
32 Site Details 10 12-18-2020
32A Site Details 05 09-30-2020
33 Winchester City Details
34 Frederick Water Details 07 11-12-2020
34A Frederick Water Details 07 11-12-2020
35 Landscape Plan 15 10-17-2022
36 Lighting Plan 14 09-08-2022
36a Lighting Plan - Details 14 09-08-2022
37 Auto-Turn Simulation 05 09-30-2020
15 10-17-2022
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING54-A-128
1527 Senseny Road
4.971 Acres Per ALTA Survey (5.19 Acres per Frederick County GIS)
5.62 Acres
RP - Residential Performance District w/Proffers (RZ#02-18)
Church
Church & Senior Residential
SP#18-20
Multifamily Residential Other - Church
35'
35'35'
50'50'
50'15'
175.7'106.0'
175.7'106.0'
332.4'560.9'
56.8'80.8'
60' (80' if Setbacks Increased per Code)Other - Church: 45'
60'45'
10'
5'
5'
10'
10'
10'
Total Lot Area = 4.971 Acres = 222,156 SF
Total Units = 63 Units
Units/Acre = 12.67 < 20 Max
93 Spaces = 1 per 3 Church Seats (84 Seats x 1
3 = 28), 0.8 per 1 Bedroom Units (43 Units
x 0.8 = 35) & 1.5 per 2 Bedroom Units (20 Units x 1.5 = 30)
94 Spaces (29 Church & 65 Residential) (See Parking Waiver Dated January 24, 2019 on
Sheet 3. The original concept was for 71 units and the proposed residential building has
been reduced to 63 units with parking adjusted accordingly.)
4 Spaces per Table 1106.1 VCC
8 Spaces (2 Church & 6 Residential)
Required: 30%, 4.971 Acres x 0.30 = 1.49 Acres OR 64,961 SF
Proposed: 51.72%, 2.571 Acres or 111,993 SF
Required: 2.1 units at $32,500 = $68,250
Proposed:Trail, Community Room, Fitness Room & 3 Pieces of Equip. = $184,882
All lighting shall conform to section 165-201.07 of the Frederick County zoning ordinance
All signs shall conform to 165-201.06 of the Frederick County zoning ordinance. A
freestanding monument sign, not to exceed 15-FT in height and 100 square feet (SF) in
sign area, is permitted. A separate sign permitted is required.
1.Construction may not begin until plans are approved and a pre-construction meeting has been held.
2.These plans are in conformance with Frederick County standards and ordinances, any deviation or change in these
plans shall be approved by the Zoning Administrator prior to construction.
3.The Master Development Plan (MDP) requirement was waived by the Planning Director on December 11, 2019 as the
applicant has chosen to process a site plan in lieu of an MDP (§165-801.03(A)(5)).
PROPOSED SAN. LAT. CLEANOUT
PROPOSED CENTERLINE
E;ISTING SPOT ELEVATION
STORM DRAIN STRUCTURE IDENTIFIER
SANITARY MANHOLE IDENTIFIER
PROPOSED SPOT ELEVATION
E;ISTING CURB AND GUTTER
PROPOSED EDGE OF PAVEMENT
E;ISTING EDGE OF PAVEMENT
PROPOSED STORM SEWER WITH INLET
E;ISTING STORM SEWER WITH INLET
PROPOSED TELEPHONE LINE
E;ISTING TELEPHONE LINE
TRANSITION TO REVERSE CURB
PROPOSED CURB AND GUTTER
PROPOSED ELECTRIC SERVICE
E;ISTING ELECTRIC SERVICE
PROPOSED SANITARY SEWER WITH MANHOLE
E;ISTING SANITARY SEWER WITH MANHOLE
PROPOSED GAS LINE
E;ISTING GAS LINE
FENCELINE
FLOW LINE
PROPOSED WATERLINE W/ TEE
PROPERTY LINE
E;ISTING TELEPHONE PEDESTAL
E;ISTING WATERLINE W/ TEE
E;ISTING UTILITY POLE/GUIDE WIRE
SIGNS
PROPOSED REDUCER
E;ISTING FIRE HYDRANT/VALVE/METER
INDICATES THE NUMBER OF TYP. PARKING SPACES
PARKING INDICATOR
HANDICAP PARKING
PROPOSED BUILDING ENTRANCE
VEHICLES PER DAY COUNT
PROPOSED FIRE HYDRANT/VALVE/METER
LIGHT POLE
E;ISTING TREE LINE
E;ISTING EASEMENT
PROPOSED EASEMENT
E;ISTING CENTERLINE
E;ISTING INDE; CONTOUR
E;ISTING INTERMEDIATE CONTOUR
PROPOSED CONTOUR
Parcel Identification No.
Street Address:
Project Site Area:
Disturbed Area:
Current Zoning:
Current Use:
Proposed Use:
Previously Approved Plans:
Required Setbacks:
Public Street or Highway ROW
Front:
Rear:
Side:
Provided Setbacks:
Public Street or Highway ROW
Front:
Rear:
Side:
Maximum Building Height:
Proposed Building Height:
Parking Setback:
Front:
Rear:
Side:
Sign Setback:
Front:
Rear:
Side:
Density:
Parking Required:
Parking Provided:
ADA Parking Required:
ADA Parking Provided:
Open Space Calculations:
Recreation Facilities:
Outdoor Lighting:
Signs:
PROJECT INFORMATION
LEGEND
NOTES
FIRE MARSHAL'S NOTE
GENERAL PLAN AND CONSTRUCTION NOTES VDOT GENERAL NOTES
Fire lane markings and signage:
Any "No Parking" signs and yellow painted curb locations will be installed
by field inspection at the direction of the Fire Marshal's Office.
V1. All work on this project shall conform to the current editions of and latest revisions to the Virginia Department of
Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and Sediment Control
Regulations, and any other applicable state, federal or local regulations. In case of a discrepancy or conflict between the
Standards or Specifications and Regulations, the most stringent shall govern.
V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health Administration
(OSHA), and Virginia Occupational Safety & Health (VOSH) Rules and Regulations.
V3. When working within VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in accordance with the
current edition of VDOT’s Work Area Protection Manual. A transportation management plan needs to be submitted for
approval and land use permit issued prior to any execution of work within the VDOT right of way.
V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, junction
boxes, controllers, etc., owned by VDOT or private / public utility companies. It is the sole responsibility of the developer to
locate and identify utility facilities or items that may be in conflict with the proposed construction activity. VDOT approval of
these plans does not indemnify the developer from this responsibility.
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 of the
developer.
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 VDOT
prior to initiation of work.
V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any undetermined
length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or requested inspection.
V8. The contractor shall notify the Traffic Operations Center at (540) 332-9500 for any traffic control plan that impacts a VDOT
maintained Interstate or Primary roadway to provide notification of the installation and removal of the work zone.
V9. The contractor shall be responsible for maintaining a VDOT permitted temporary construction entrance(s) in accordance 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.
V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction.
V11. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum thirty-six (36) inches cover
and when possible shall be installed under roadway drainage facilities at conflict points.
V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, caves, etc.) encountered during the
course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that
vicinity until an adequate design can be determined by the engineer and approved by VDOT.
V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to
placement of fill. A VDOT representative shall be present to insure the soil sample(s) obtained for CBR’s is representative
of the location. When soil samples are submitted to private laboratories for testing, the samples shall be clearly identified and
labeled as belonging to a project to be accepted by VDOT and that testing shall be performed in accordance with all
applicable VDOT standards and procedures.
V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches shall be compacted in accordance with
the lift thicknesses, density and moisture requirements as specified in the current VDOT Road and Bridge Specifications.
Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise.
V15. VDOT Standard CD and UD underdrains shall be installed where indicated on these plans and/or as specified by VDOT.
V16. A post installation visual/video camera inspection shall be conducted by the Contractor on all pipes identified on the plans as
storm sewer pipe and a select number of pipe culverts. For pipe culverts, a minimum of one pipe installation for each size of
each material type will be inspected or ten percent of the total amount for each size and material type summarized. All pipe
installations on the plans not identified as storm sewer pipe shall be considered as culvert pipe for inspection purposes.
Additional testing may be required as directed by the Area Land Use Engineer or their representative.
V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum design
standards and is the responsibility of the developer.
V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings shall be installed by the
developer in accordance with the Manual On Uniform Traffic Control Devices.
V19. The developer shall provide the VDOT Land Development Office with a list of all material sources prior to the start of
construction. Copies of all invoices for materials utilized within any dedicated street right-of-way must be provided to the local
VDOT Land Development Office prior to acceptance of the work. Unit and total prices may be obscured.
V20. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. Density will be
determined using the density control strip in accordance with Section 304 of the VDOT Road and Bridge Specifications and
VTM-10. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to
VDOT daily, unless specified otherwise. In addition to checking stone depths, a VDOT representative shall be notified and
given the opportunity to be present during the construction and testing of the density control strip.
V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge Specifications.
Density shall be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction
technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified
otherwise. A VDOT representative shall be notified and given the opportunity to be present during the construction and
testing of the control strip.
V22. In accordance with Section 302.03, the foundations for pipe culverts thirty-six (36) inches and larger shall be explored below
the bottom of the excavation to determine the type and condition of the foundation. The contractor shall report findings of
foundation exploration to the engineer and VDOT for approval prior to placing pipe. Foundation designs shall comply with
VDOT Road and Bridge Standard PB-1. Where soft, yielding, or otherwise unsuitable foundation is encountered, the
foundation design and/or need for foundation stabilization shall be determined by the engineer and approved by VDOT.
V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in accordance with VDOT’s
installation criteria. Final approval of the guardrail layout to be given by VDOT after grading is mostly complete.
V24. Approval of these plans shall expire five (5) years from the date of the approval letter.
V25. VDOT Standard CG-12 Curb Ramps shall be installed where indicated on these plans and/or as specified by VDOT.
V26. The foundations for all box culverts shall be investigated by means of exploratory borings advanced below proposed
foundation elevation to determine the type and condition of the foundation. The contractor shall submit copies of borehole
logs and report findings of foundation exploration to the engineer and VDOT for approval prior to constructing box.
Foundation designs shall comply with VDOT Road and Bridge Standard PB-1. Contrary to the Standard, where rock is
encountered and cast-in-place box is proposed, the thickness of bedding shall be six (6) inches. Where soft, yielding, or
otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be
determined by the engineer and approved by VDOT.
V27.The contractor/developer and subcontractors will be required to submit detailed Maintenance of Traffic plans for the work to
be pursued throughout the life of the project for review and consideration of approval by the VDOT Engineer. Additional MOT
plans may be required that combine or require revisions to the existing TTC's in the latest edition of the Virginia Work Area
Protection Manual. The VDOT Engineer shall be afforded at least 14 days to review MOT submittals for consideration of
approval.
GENERAL
1.Greenway Engineering, Inc. (GE) has issued this plan set based on project criteria dictated by the client and municipal codes.
This plan set is not considered complete or appropriate for construction until ALL necessary agencies have given approval AND
this plan set is signed and sealed by a licensed professional. Any work, planning, scheduling, material purchases and/or
construction prior to approvals and licensed/professional sealing will be performed at the risk of the personnel authorizing work.
GE shall be held harmless from all costs, time delays and/or material changes incurred on any work that is preformed prior to
this plan set being approved and sealed.
2.The approval of these plans in no way relieves the Developer, Contractor, Subcontractor, or any of their agents of any legal
responsibility which may be required by the code of Virginia or any County enacted local ordinance, nor does it guarantee the
issuance of any required permits by the City, County, State, VDOT or any other governing Agency.
3.An approved set of plans as well as all applicable permits and required documents must be available at the construction site at
all times during construction. A representative of the Developer must be available at all times.
4.GE and/or the Engineer shall not not be responsible for or have control over or charge of construction means, methods,
techniques, sequences or procedures, nor for safety precautions and programs in connection with any work shown on these
plans. GE and/or the Engineer is not responsible for any Contractor's schedules or failure to carry out the work. GE and/or the
Engineer is not responsible for acts of omissions by the Contractor, Subcontractor, or their agents, employees, or any other
person performing portions of the work.
5.Methods and materials used in the construction of the improvements herein shall conform to current City and County
Construction Standards and Specifications and/or current VDOT Standards and Specifications. Should a conflict between
design specifications and these plans occur the most stringent requirement shall apply.
6.The Developer and/or Contractor shall be responsible for constructing the site in accordance with the approved plans and
construction documents and the scope of work shall conform with grades, depths, dimensions, ect. shown hereon.
7.All known cemetery and/or gravesite locations have been identified on these plans. Any cemetery or gravesite shown on these
plans shall be marked and protected in accordance with state law. The developer or contractor shall be responsible for
marking, installing protecting and maintaining protection of any known sites during construction and in the event that any
unknown gravesites is discovered during construction, the Owner and Engineer must be notified immediately and adequate
protection from construction shall be installed immediately.
PERMITS AND INSPECTIONS
1.The Developer or his agent shall be responsible for obtaining all required permits from the appropriate State and/or local
agencies and to comply with their requirements and all applicable National, State and Local laws and shall be responsible for
obtaining any required permits from the Virginia Department of Environmental Quality (DEQ) or the United States Army Corp of
Engineers for any plan wetland disturbance as may be shown on these plans. They shall also be responsible the identification
and delineation of any wetlands that may be present on the construction site.
2.Prior to the initiation of any land disturbing activities the Responsible Land Disturber, Developer, or the Contractor shall obtain
a Land Disturbance Permit from the Frederick County Public Works Department and shall be responsible for filing a Virginia
Stormwater Management Program (VSMP) registration statement for the construction site as required by law . They shall also
be responsible for obtaining and maintaining on site a Stormwater Pollution Prevention Plan (SWPPP). The approval of these
plans in no way relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment Control
Handbook.
3.Upon completion of all construction activities and permanent site stabilization, the Developer shall submit to Frederick County
Public Works Department a DEQ Notice of Termination form, a copy of the sites construction inspection log book, an engineer
certified red-lined as-built of the approved plans with computations for all permanent stormwater management facilities, water
quality, and stormwater conveyance systems, a recorded copy of the required BMP Maintenance Agreement (if needed) , any
VSMP Permit maintenance fees (if required), and a written request to Frederick County Planning for bond release. The
Developer shall also schedule a Final on site inspection with Frederick County Public Works Department.
4.The Contractor, Owner or Developer must obtain a VDOT Land Use Permit (Entrance) from the Office of the Resident Engineer,
Virginia Department of Transportation (VDOT) and provide to Frederick County prior to any construction activities within existing
State right-of-way.
5.The Contractor, Owner or Developer shall be responsible for scheduling all required State and local inspections and for the
securing of any third party inspection/testing service to insure construction compliance with these plans and specifications and
shall keep and maintain a site inspection log book. It is Greenway Engineering's recommendation that a third party
inspection/testing service be employed to ensure that project is compliant and that materials installed meet the details and
specifications in these plans.
6.Any retaining wall 2 ft. or greater in height shall designed by a Structural Engineer require the issuance of a separate building
permit.
7.Individual sign permits will be required from the Zoning Office for all free standing and/or facade signs prior to erecting the sign
and may require a separate building permit.
UTILITIES
1.The location of existing utilities shown in these plans are taken from existing available records and may not be representative of
exact locations. It shall be the contractors responsibility to verify the exact horizontal and vertical location of all existing utilities
as needed prior to construction. The contractor shall be responsible for the digging of all test holes that may be required,
whether recommended or not by these plans, to determine the exact location and elevation of existing utilities. If any conflicts
arising from this existing utility verification or if during the course of construction, any object of an unusual nature is
encountered, the contractor shall cease work in that area and immediately notify Greenway Engineering at (540) 662-4185
and/or the proper authority. Greenway Engineering or any engineer associated with these plans shall not be responsible or
liable for any construction cost that may be associated with the installation or reinstallation any utility or other improvements if
not notified of any discrepancies between actual field conditions and the approved plan.
2.The developer will be responsible for the relocation of any existing utilities which may be required as a result of his project. Any
required relocation of existing utilities should be completed prior to construction.
3.The Developer and/or Contractor shall be responsible to supply all utility companies with copies of the approved plans and
advise them that all grading shall conform to the approved plans, and further that the utility companies shall be responsible for
honoring these plans and the finished grades in the installation of their utility lines.
4.All proposed utilities to be located underground.
5.The Developer and/or Contractor shall notify 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.
6.The developer shall be responsible for notifying City of Winchester and all other appropriate utility companies prior to
construction of water and/or sanitary sewer lines. Information should also be obtained from the appropriate authority concerning
permits, cut sheets, and connections to existing lines.
7.All sanitary sewers, water mains and appurtenances shall be constructed in accordance with the current standards and
specifications of City of Winchester.
8.When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to
the City of Winchester Public Works Department prior to issuance of grading and/or site development permits.
9.The developer shall be responsible for any damage to the existing streets and/or utilities which may occur as a result of
construction within or contiguous to an existing right-of-way or utility.
10.All stormwater piping and structures shown on these plans are only accurate to the inlet or manhole locations as shown 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 pipe alignments
base on provided shop drawings. Greenway Engineering will not be held responsible or liable for any discrepancies or changes
caused by the structural design. Contractor may submit shop drawings to Greenway Engineering for review and approval at
contractor's expense. Shop drawings will be reviewed for compliance with design plans. The Owner or Developer will be
responsible for any redesign as a result of structural shop drawing design.
11.All parking lot/street light and dry utility design shall be performed and provided separately by others. All dry utility, structural
base design, electrical design, photometrics and or other lighting information shown hereon is as specified by others and is
included for informational purposes only, as directed by the Owner, Developer and/or public agency requirements. Greenway
Engineering has not performed any lighting and/or dry utility design and does not warrant and is not responsible for the degree
and/or adequacy of illumination on this project or the adequacy of the dry utility to service the site. Any changes to the lighting
design, once the plan is approved, shall be approved by the County prior to installation.
SITEWORK
1.Refer to the Geotechnical Engineer Report for methods, materials and details for construction of all earthwork activities.
2.All vegetation, root material, topsoil, and any other unsuitable material shall be removed from the construction limits of the site
before removal or placing of fill material. Earthwork clearing shall extend a minimum of 10' beyond all building and pavement
limits with an additional 1 foot of clearance for each foot of fill required.
3.Controlled (Structural) fills shall be compacted to 95% of maximum dry density as determined by method "A" per standard
proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable (Non-structural fills 85% to 90%). Structural fills shall extend a
minimum of 5' beyond the limits of all foundation elements at bearing elevation. Density shall be certified by a registered
professional engineer and results submitted to Frederick County prior to pavement construction. If a geotechnical report has
been prepared, it should supersede the requirements in this note. No visual pumping, no rocks larger than 6-inches. Materials
classified as OL, OH, MH or PT are not suitable for use as structural fill. All fill should be placed on stable subgrades. Fill should
not be placed on surfaces that are muddy or frozen, or have not been approved by testing and/or proof-rolling. All fill material
compacted by heavy compaction equipment should be placed in maximum 10-inch loose lifts. All fill material compacted by
hand-operated tampers or light compaction equipment should be placed in maximum 4-inch loose lifts. Fill placed on sloping
ground should be properly benched into residual soils such that a smooth interface will not be present. Fill material placed
below and extending 10 feet beyond the foundations for the structure should be compacted to at least 98% of maximum dry
density as determined by the Standard Proctor Test Method (ASTM-D698).
4.All fills greater than 2 feet shall require compaction testing.
5.All fills with slopes steeper than 3:1 or more than 10 feet in height shall require a Slope Stability Analysis.
6.All fill embankments being constructed against slopes of existing embankments or hillsides; or across existing embankments,
hillsides, and depressions at a skew angle of 30 degrees or more or slopes are steeper than 4:1 shall be benched in a series of
horizontal cuts beginning at the intersection with original ground and continuing at each vertical intersection with the previous
cut. Material removed during benching shall be placed and compacted as embankment material. For existing slopes steeper
than 4:1 but less than 1 12:1, the bench shall be a minimum of 6 feet wide. For existing slopes steeper than 1 12:1 but less than
12:1, the bench shall be a minimum of 4 feet wide.
7.All pavement sections shown on these approved plans are based on a minimum CBR value of 6 and are for preliminary design
only. Final pavement design shall be based upon actual CBR values. The Contractor or Developer shall be responsible for field
tests per VDOT standards to obtain actual CBR values for final design. Final pavement designs will be approved by VDOT
and/or the Owner/Developer, which ever applicable, prior to installation. GE shall be held harmless from all costs, time delays
and/or material changes incurred on any work that is preformed prior to final pavement design approval.
8.Concrete for pads and/or sidewalks shall be a minimum Class A3 or 3000 psi (with air) and shall be placed in accordance to
ACI practices or as otherwise specified per structural design. All concrete areas requiring a separate permit shall be designed
by a registered professional structural engineer.
9.The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to entering public
streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to
insure that public streets are maintained in a clean, mud and dust free condition at all times.
10.Warning signs, markers, barricades or flagmen should be in accordance with the State and Federal Manual on Uniform Traffic
Control Devices (MUTCD).
11.The exact location of all guard rails and paved ditches will be determined by VDOT personnel. "A joint inspection will be held
with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation (VDOT) to
determine if and where guard rail and/or paved ditches will be needed. The developer will be responsible for providing guardrail
and paved ditches as determined by this joint inspection." Refer to Virginia Department of Transportation (VDOT) Guard Rail
and Paved Ditch Specifications.
12.Any changes to the approved Landscape Plan shall be approved approved by the County prior to installation.
13.All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall be minimum 6"
diameter and conform to VDOT standard SB-1.
14.Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than one litter receptacle
shall be provided at the construction site.
15.All excavations shall be benched according to OSHA regulations to permit safe entry.
PERMANENT STORMWATER MANAGEMENT EMBANKMENTS
1.Satisfactory fill materials for use in constructing permanent stormwater management facility embankments shall include
materials classified in ASTM D-2487 as GC, GM, SC, SM, CL, or MI groups. Soils must contain a minimum of 20% plus No. 200
sieve and be "Well Graded" material, with no stones greater than 6 inches, mixed with the clay. A minimum of three samples
shall be classified.
2.All fill areas shall be "Keyed In" and compacted in horizontal layers not to exceed a maximum loose lift of 8 inches thick. All fill
shall be compacted with a sheepsfoot, rubber-tired or vibratory roller to a density of 100% of maximum dry density with a
moisture content within +/- 2% of optimum per Standard Procter Test (ASTM D698) or the Modified Proctor Test (ASTM D1557)
as director by the geotechnical engineer. Compaction test shall be performed at one test per 5,000 square feet on each layer.
3.Principal spillway must be installed concurrently with fill placement and not excavated into the embankment. All fills beside
pipes or structures shall be placed in horizontal layers not to exceed 4 inches in depth and shall be compacted by hand
tampers. Fill material shall completely fill all spaces under and beside pipes. Equipment should not be driven within 4 feet of any
structure part during backfilling operation and shall never be driven over until compacted fill has been placed to a depth
specified by the structural live load capacity of the structure or pipe.
4.Embankments shall be constructed with a relatively impervious core and cutoff trench. Core material shall be classified as GC,
SC, or CL. The cutoff trench shall be excavated in impervious material a minimum of depth and width of 4 feet with side slopes
no steeper than 1:1 and located at or upstream of the embankment centerline. The impervious core shall extend up to the
10-year water surface elevation (see engineering design). The surface of the embankment shall be covered with a minimum 6
inches of clean topsoil and stabilized with grass.
5.Stormwater management facility earthen embankments shall not be greater than 25' in height measured from the downstream
toe of slope to the top of the embankment with embankment slopes no steeper than 2:1and a combined minimum upstream and
downstream slope of 5:1. The minimum top width of the embankment shall be 8' for embankments 14' or less in height and shall
be level.
6.Any groundwater seepage encountered during cutoff trench construction shall be drained by means of a foundation drain to the
outside/ downstream toe of the embankment slope. Foundation drains shall be downstream and outside of the limits of the
cutoff trench. The constructed foundation drain section shall be an excavated 2' x 2' trench backfilled with hand compacted #57
stone wrapped in geotextile fabric.
7.A geotechnical or construction inspector should be on site during embankment construction.
8.All embankment construction, compaction testing, and construction inspections shall be the responsibility of the site contractor.
CONSTRUCTION STAKE-OUT/ ASBUILTS
1.All stake-out to be performed by GE. If the contractor does not utilize GE for stake-out then the contractor assumes all liability
for accuracy of construction.
2.All cutsheet and grades are to be reviewed by Engineer of Record prior to issuance for construction.
3.Asbuilts of the SWM system is required to verify conformance with the approved plans. Please contact GE when installation is
complete.
4.All stormwater collection, stormwater management and water quality features must be inspected by Engineer of Record during
construction. As-built certification, required to terminate VSMP permit and bond release with the County upon the completion of
the project, must be completed by GE.
TOPOGRAPHY
1.Topography shown on this plan has been conducted per the VA Administrative code 18VAC10-20-382 and the minimum
standards and procedures set forth in chapter 4 (§ 54.1-400 et seq.) of Title 54.1 of the Code of Virginia. This plan shows the
design assumptions utilizing these accuracy standards. Inverts and other elevations shown hereon must be field verified by the
contractor prior to construction. If a discrepancy is found, the contractor shall cease work in that area and immediately notify
Greenway Engineering. Greenway Engineering shall be held harmless for any discrepancies or conflicts if not notified
immediately.
2.Contractor shall confirm all existing tie-in points of this project prior to the start of construction. GE shall be notified of any
discrepancies between actual field conditions and the approved plan prior to the start of construction.
USECLASS * TRIP RATE
TRIP GENERATION DATA
UNITS/SEATS VPD
* TAKEN FROM ITE TRIP GENERATION 9TH EDITION
252 Senior Adult Housing - Attached 63 3.44/unit 216.7
560 Church 84 1.85/seat 155.4
Total = 372.1
FREDERICK COUNTY INSPECTIONS DEPARTMENT NOTES
1. Proposed residential apartments and religious worship structure shall comply with the 2015 Virginia Uniform Statewide
Building Code, 2015 Virginia Building Code (VBC); Section 305 Assembly Use Group, Sections 310, Residential Use
Group. Other code that applies is ICC A117.1-09 Accessible and Usable Buildings and Facilities and the Virginia Energy
Code 2015.
2. Demolition permit is required. An asbestos permit is required. If asbestos is found, an asbestos abatement permit will be
required. Retaining walls require a permit and inspections.
3. Proposed structure shall comply with height and area as specified in Table 506 with applicable increases. Building is
provided with a NFPA 13 sprinkler system as required. FDC located on the plans.
4. Location of the structure from adjacent property lines shall comply with T601/602 of the Virginia Building Code.
5. All required egress shall be handicap accessible. Handicap parking shall be provided per Section 1106.6 (Where
multiple accessible entrances are provided; parking shall be dispersed). Signage shall comply with VBC 1106.8.
6.Special inspection requirements of Chapter 17 of VBC shall apply to this type of structure (soils, concrete, steel, etc.)
FREDERICK WATER CONSTRUCTION NOTES
1. Frederick Water’s Water and Sewer Standards and Specifications are available at www.frederickwater.com
2. The contractor shall adhere to Frederick Water standards and specifications in effect at the time of construction.
3. The contractor shall coordinate with and arrange for inspection by Frederick Water.
4. The contractor shall connect a new sewer line to an existing manhole by core drilling the manhole.
5. A new water (or forced sewer) main shall be connected to an existing main by a wet tap.
Frederick Water shall furnish all needed material and make the tap.
a. An Application for Wet Tap shall be submitted and the initial fee paid before the tap is made.
6. Exact locations of water and sewer services on new lines are to be coordinated with Frederick Water’s inspector.
7. Frederick Water’s maintenance division shall furnish and install all water meters through 2 inch in size.
It is the contractor’s responsibility to have the meter box assembly installed correctly.
Before a permanent meter is installed:
a. The meter box, with its frame and cover, must be properly aligned with the yoke bar.
b. The frame and cover shall be set to final grade.
c. The distance between the top of the cover and the yoke bar shall be between 20 and 23 inches.
d. All components of the meter box assembly shall be in proper working order.
8. For services that connect to existing lines:
a. Frederick Water shall furnish and install:
i. all ⅝”x¾”, ¾”, 1”, 1½” and 2” water services
ii. all sewer services.
b. The owner/developer shall:
i. coordinate (or have the contractor coordinate) the location of the service lateral with Frederick Water’s
engineering assistant.
ii. submit an Application for Service and pay the required fees.
9. All water service lines must have a backflow prevention assembly (double check valve or RPZ, as required). The
assembly must meet ASSE standard number 1015 or 1013.
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 privately owned fire line, interior or exterior, shall
also have a fire service HP Protectus III meter. This assembly shall be installed immediately before the backflow
prevention unit. Radio read remotes are required.
11. Frederick Water shall review the mechanical plan(s) for design and material approval of a building’s:
a. domestic water meter and its backflow prevention device, and/or its
b. Fire service line’s water meter and backflow prevention device.
12. DEQ must also approve sewer pump stations. Frederick Water requires a copy of DEQ’s Certificate to
Operate and a copy of the station’s DEQ approved O&M manual. These documents must be received
before substantial completion is issued and water meters released.
January 2019
FREDERICK WATER PROJECT INFORMATION
WATER AND SANITARY SEWER USAGE
WATER DEMAND 19,732 GPD
SANITARY SEWER DISCHARGE 19,732 GPD
Calculation of demand/discharge
WATER DEMAND
*Residential: 235 gpd per connection
*Commercial: 75 gpd per 1,000 sf
*Industrial: 25 gpd @ 10 persons per acre
SEWER DISCHARGE
Sewer discharge equals water demand
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
N 32°06'42" E 918.87'S 26°58'44" E 339.07'S 35°50'07" W 685.31'
EX
1
EX
2
EX
4
EX
J
EX
L
EX
K
EX
2A
EX
K1
EX
K2
N 71°45'25" W 253.81
'
EX
3
EX
K1A 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGNOTES:
1.PROPERTY OWNER IS TO CONSERVE THE 50' MATURE WOODLAND FULL SCREEN FOR RESIDENTIAL
SEPARATION BUFFER. THE PROPERTY OWNER IS NOT ALLOWED TO CLEAR THIS VEGETATION.
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
N 32°06'42" E 918.87'S 26°58'44" E 339.07'S 35°50'07" W 685.31'
EX
1
EX
2
EX
4
EX
J
EX
L
EX
K
EX
2A
EX
K1
EX
K2
N 71°45'25" W 253.81
'
EX
3
EX
K1A
DEMO EX.
PVMNT (TYP)
DEMO EX. UTILITY
POLE (TYP)
DEMO EX. LIGHT
POLE (TYP)
DEMO EX.
LIGHT POLE
(TYP)
DEMO
EX. GAS
DEMO EX. SAN SEW
DEMO EX. STRUCTURAL STEEL
AND CONCRETE FOOTERS (TYP)
DEMO EX. FIRE PIT
DEMO EX.
PVMNT (TYP)
DEMO EX. STORM
CULVERT (TYP)
DEMO EX. ELECT (TYP)
DEMO EX. ELECT (TYP)
DEMO EX.
ELECT (TYP)
DEMO EX. 1
STORY
BUILDING
CAP EX. GAS LINE
TO REMAIN IN PLACE
DEMO EX.
2-STORY
BUILDING
DEMO EX.
SAN SEW
DEMO EX.
SIGNS (TYP)
DEMO EX.
SIGN (TYP)
DEMO EX. SIGN (TYP)
RELOCATE EX.
UTILITY POLE
RELOCATE
EX. MAILBOX
EX. SAN SEW
MH TO REMAIN
DEMO EX.
SIGNS (TYP)
DEMO EX. GAS
METER AND
HVAC UNITS
DEMO EX. SAN SEW
DEMO EX. STORM
DEMO EX.
STM SEW
DEMO EX.
STM SEW
EX. WATERLINE TO REMAIN.
(CONNECTS TO ADJACENT
PROPERTIES)
RELOCATE IF
NECESSARY
RELOCATE IF
NECESSARY 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGNOTES :
1.DEMOLITION SCHEDULE SHALL BE SET BY THE CONTRACTOR. THIS SHEET IS TO
DELINEATE, AT MINIMUM, ITEMS REQUIRING REMOVAL FOR CONSTRUCTION.
2.EXISTING UTILITIES TO BE RELOCATED AS NECESSARY FOR CONSTRUCTION OF
PROPOSED SITE AND INFRASTRUCTURE.
LEGEND
STORM SEWER AND SANITARY SEWER PIPE DEMOLITION
PAVEMENT AND BUILDING DEMOLITION
GAS AND ELECTRIC DEMOLITION
EX
1
EX
2
EX
4
EX
J
EX
L
EX
K
EX
K1
EX
K2
EX
3
EX
K1A
22
23
TO CFS #3
DA=0.50 AC
C=0.60 (SEE
NOTE 5)
TO CFS #4
DA=0.14 AC
C=0.60 (SEE
NOTE 5)
TO CFS #5
DA=0.37 AC
C=0.60 (SEE
NOTE 5)
TO CFS #6
DA=0.28 AC
C=0.60 (SEE
NOTE 5)
TO CFS #7
DA=0.14 AC
C=0.60 (SEE
NOTE 5)
TO SB
DA=5.12 AC
C=0.56
TO CFS #8
DA=0.34 AC
C=0.60
TO CFS #2
DA=0.17 AC
C=0.60
TO CFS #1
DA=0.37 AC
C=0.60
12" COMPOST
FILTER SOCK
EX. WETLAND, STREAM AND
RIPARIAN BUFFER ARE
CRITICAL AREAS TO PROTECT
EX. WETLAND, STREAM AND
RIPARIAN BUFFER ARE
CRITICAL AREAS TO PROTECT
TO CFS #7A
DA=0.09 AC
C=0.60 (SEE
NOTE 5)
82 20
GND
74 20
INV
72 00
INV
10
11
12
82 20
GND
82 20
GND8220
GND
90 00
INV
"UPPER" DIVERSION
DITCH
"LOWER" DIVERSION
DITCH 674672671680678680678678
676
675
676
694692690688686684682690
690
692
692
694
694
696 68668468868
0
68
2
68
2
68
4
68
8
TEMPORARY LINING
NA GREEN DS150 OR
APPROVED EQUAL
TEMPORARY LINING
NA GREEN C125BN
OR APPROVED EQUAL
SEDIMENT BASIN
BAFFLE
PROP. SANITARY
SEWER.
PROP. SANITARY
SEWER.
PROP. RETAINING
WALL
PROP. RETAINING
WALL 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING603001530
SCALE: 1" = 30'
FOR PHASE I EROSION AND SEDIMENT CONTROL ONLY
NOTES:
1.SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL
STABILIZATION BLANKETS (EC-2).
2.SUPER SILT FENCE AND ACF ENVIRONMENTAL SMART FENCE OR
FILTREXX COMPOST FILTER SOCK MAY BE USED IN LIEU OF ONE
ANOTHER WITH VARIANCE FROM FREDERICK COUNTY.
3.ALL COMPOST FILTER SOCKS ARE 8" SIZE UNLESS NOTED
OTHERWISE. FILTER SOCKS SHALL BE PLACED ON LEVEL
CONTOUR AND ENDS PLACED UPSLOPE TO PREVENT RUNOFF
FROM BYPASING.
4.DRAINAGE DIVIDES (GRAY COLOR) FOR COMPOST FILTER SOCKS
(CFS#3-#8) ARE INITIAL DIVIDES TO THE SOCKS DURING SITE
CLEARING OPERATIONS AND SIZING OF THE SOCKS ARE BASED
ON THESE AREAS. AS THE RETAINING WALL IS INSTALLED AND
FILL OPERATIONS BEGIN THE DRAINAGE AREAS WILL BE
REDUCED TO THE SOCKS AND MAJORITY OF THE DRAINAGE
AREAS WILL BE DIVERTED TO THE SEDIMENT BASIN (DRAINAGE
DIVIDE CYAN COLOR).
EROSION/SEDIMENT CONTROL LEGEND
NO. KEY SYMBOL DESCRIPTION
CE3.02
LCG LIMITS OF CLEARING & GRADING
DRAINAGE DIVIDES
PERMANENT SEEDING3.32 PS
CRITICAL AREA - DISTURBANVCE IN CRITICAL AREAS TO BE
KEPT TO A MINIMUM. ANY DISTURBED AREAS TO BE SEEDED,
MULCHED AND TACKED IMMEDIATELY.
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
SF SILT FENCE3.05
STORM DRAIN INLET PROTECTION3.07 IP
SMF SMART FENCE
CFS COMPOST FILTER SOCK
ROCK CHECK DAMSCD3.20
CIP CULVERT INLET PROTECTION3.08
DD TEMPORARY DIVERSION DIKE3.09
TSD TEMPORARY SLOPE DRAIN3.15
OP OUTLET PROTECTION3.18
DRAINAGE DIVIDE TO
SEDIMENT BASIN
MATCH LINE SHEET 8
696694692
690684690686688692 696
690692 694696698690690692692
694
696
690692
694
690
688
6
9
0
688EX1EX2EX4
EX2CN 71°45'25" W 253.81'EX3STAIRS (5R)5' S/W74.02'105.98'88.8'113114125476934A21208A82223LIGHT POLE(TYP)116TO 6
DA=12.26 AC.
C=0.40
TO 4A
DA=1.39 AC.
C=0.35
TO 5
DA=0.40 AC.
C=0.33
TO 2
DA=0.11 AC.
C=0.85
TO 9
DA=0.11 AC.
C=0.53
TO EX. 2
DA=1.68 AC.
C=0.37
TO EX. 2C
DA=1.41 AC.
C=0.73
TO 21
DA=6.81 AC.
C=0.44
TO 8A
DA=0.03 AC.
C=0.86
TO 8
DA=0.02 AC.
C=0.88
TO 3
DA=0.18 AC.
C=0.69
TO 4
DA=0.05 AC.
C=0.30
TO 23
DA=0.64 AC.
C=0.58
TO 116
DA=0.06 AC.
C=0.90
TO EX. 2B
DA=15.31 AC.
C=0.38EX1EX2 EX4EX2CEX32223TO CFS #2
DA=0.17 AC
C=0.60
12" COMPOST
FILTER SOCK
TO CFS #1
DA=0.37 AC
C=0.60 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGFOR PHASE I & II EROSION AND SEDIMENT CONTROL ONLY
NOTES:
1.SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL
STABILIZATION BLANKETS (EC-2).
2.SUPER SILT FENCE AND ACF ENVIRONMENTAL SMART FENCE OR
FILTREXX COMPOST FILTER SOCK MAY BE USED IN LIEU OF ONE
ANOTHER WITH VARIANCE FROM FREDERICK COUNTY.
603001530
SCALE: 1" = 30'
603001530
SCALE: 1" = 30'
EROSION & SEDIMENT CONTROL PHASE I VIEW
EROSION & SEDIMENT CONTROL PHASE II VIEW
MATCH LINE SHEET 7
MATCH LINE SHEET 9
EROSION/SEDIMENT CONTROL LEGEND
NO. KEY SYMBOL DESCRIPTION
CE3.02
LCG LIMITS OF CLEARING & GRADING
DRAINAGE DIVIDES
PERMANENT SEEDING3.32 PS
CRITICAL AREA - DISTURBANVCE IN CRITICAL AREAS TO BE
KEPT TO A MINIMUM. ANY DISTURBED AREAS TO BE SEEDED,
MULCHED AND TACKED IMMEDIATELY.
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
SF SILT FENCE3.05
STORM DRAIN INLET PROTECTION3.07 IP
SMF SMART FENCE
CFS COMPOST FILTER SOCK
ROCK CHECK DAMSCD3.20
CIP CULVERT INLET PROTECTION3.08
DD TEMPORARY DIVERSION DIKE3.09
TSD TEMPORARY SLOPE DRAIN3.15
OP OUTLET PROTECTION3.18
MATCH LINE SHEET 8AMATCH LINE SHEET 8A
696694692
696
690692 694696698698690692
694
696
690692
694
690
6
9
0
688EX4N 71°45'25" W 253.81'EX3FUTURE PRAYER LABYRINTH5' S/W74.02'39.01'105.98'88.8'112113114542066FUTURE CHURCHADDITIONFFE:696.50'34A21202223LIGHT POLE(TYP)SCREENING FENCESEE SHEET ##.116COMPOST FILTER
SOCK DIVERSION
TO 6
DA=12.26 AC.
C=0.40
TO 4A
DA=1.39 AC.
C=0.35
TO 5
DA=0.40 AC.
C=0.33
TO 9
DA=0.11 AC.
C=0.53
TO 21
DA=6.81 AC.
C=0.44
TO 3
DA=0.18 AC.
C=0.69
TO 4
DA=0.05 AC.
C=0.30
TO 23
DA=0.64 AC.
C=0.58
TO 116
DA=0.06 AC.
C=0.90 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGFOR PHASE I & II EROSION AND SEDIMENT CONTROL ONLY
NOTES:
1.SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL
STABILIZATION BLANKETS (EC-2).
2.SUPER SILT FENCE AND ACF ENVIRONMENTAL SMART FENCE OR
FILTREXX COMPOST FILTER SOCK MAY BE USED IN LIEU OF ONE
ANOTHER WITH VARIANCE FROM FREDERICK COUNTY.
603001530
SCALE: 1" = 30'
EROSION & SEDIMENT CONTROL PHASE I & II VIEW
MATCH LINE SHEETS 7& 9
EROSION/SEDIMENT CONTROL LEGEND
NO. KEY SYMBOL DESCRIPTION
CE3.02
LCG LIMITS OF CLEARING & GRADING
DRAINAGE DIVIDES
PERMANENT SEEDING3.32 PS
CRITICAL AREA - DISTURBANVCE IN CRITICAL AREAS TO BE
KEPT TO A MINIMUM. ANY DISTURBED AREAS TO BE SEEDED,
MULCHED AND TACKED IMMEDIATELY.
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
SF SILT FENCE3.05
STORM DRAIN INLET PROTECTION3.07 IP
SMF SMART FENCE
CFS COMPOST FILTER SOCK
ROCK CHECK DAMSCD3.20
CIP CULVERT INLET PROTECTION3.08
DD TEMPORARY DIVERSION DIKE3.09
TSD TEMPORARY SLOPE DRAIN3.15
OP OUTLET PROTECTION3.18
EX
1
EX
2
EX
4
EX
J
EX
L
EX
K
EX
K1
EX
K2
EX
3
EX
K1A
STAIRS (5R)
FUTURE PRAYER LABYRINTH
5' S/W
5' S/W74.02
'
39.01'34.02'39.2'
105.98'88.8'100
101
102
102A
103
103A
104
104B
106
106A
106B
109F
109D
109C
109A
111
111A
112
113
114
200
201202
203
202A
204
205
1
2
5
4
108
105
107
110A
104A
10
11 12
109E
206
DUCTILE IRO
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRO
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDUCTILE
I
R
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLA
S
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DO NOT POL
L
U
T
E
DUCTIL
E
I
R
O
N
NYLO
P
L
A
S
T
DRAINS
T
O
W
A
T
E
RW
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
7
115
6
9 80.81'3
4A
21
20
8A
8
22
23
116
109
696694692690684
690
696696
69
6 69669469469
2
692
694
696
696
686
688
692
6
9
6
6
9
4
696696696
696 674673.6673.5672671680678686688690682684680678682.5686688690692694682684686688690692694688
686
690
692
694686688690684682.6682.5682680692690692
694
696
698
698
696
698
6
8
5
6
8
5
685
678
676
675
690
676
678
680
682
684
6
8
6
6
8
8
6
9
0
696
69469669469269469669
0
692694690688690688TO 6
DA=12.26 AC.
C=0.40
TO 4A
DA=1.39 AC.
C=0.35
TO 5
DA=0.40 AC.
C=0.33
TO 2
DA=0.11 AC.
C=0.85
TO 108
DA=0.39 AC.
C=0.70
TO 103A
DA=1.88 AC.
C=0.54
TO 101
DA=0.13 AC.
C=0.59
TO 200
DA=0.22 AC.
C=0.75
TO 103
DA=0.11 AC
C=0.79
TO 102A
DA=0.08 AC.
C=0.75
TO 201
DA=0.22 AC.
C=0.80
EX. WETLAND, STREAM AND
RIPARIAN BUFFER ARE
CRITICAL AREAS TO PROTECT
EX. WETLAND, STREAM AND
RIPARIAN BUFFER ARE
CRITICAL AREAS TO PROTECT
SEDIMENT BASIN
BAFFLE
TO 206
TO 111ATO 114
TO 205
TO 205
& 111A
TO 111A
TO 202A
TO 202ATO 106
TO 106 TO 104BTO
106B
TO
109F
TO 102
DA=0.09 AC.
C=0.76
TO 115
DA=0.51 AC.
C=0.62
TO 8A
DA=0.03 AC.
C=0.86
TO 9
DA=0.11 AC.
C=0.53
TO 3
DA=0.18 AC.
C=0.69
TO 4
DA=0.05 AC.
C=0.30
TO 21
DA=6.81 AC.
C=0.44
TO 116
DA=0.06 AC.
C=0.90
TO 8
DA=0.02 AC.
C=0.88 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGNOTES:
1.SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL
STABILIZATION BLANKETS (EC-2).
2.SUPER SILT FENCE AND ACF ENVIRONMENTAL SMART FENCE OR
FILTREXX COMPOST FILTER SOCK MAY BE USED IN LIEU OF ONE
ANOTHER WITH VARIANCE FROM FREDERICK COUNTY.
FOR PHASE II EROSION AND SEDIMENT CONTROL ONLY EROSION/SEDIMENT CONTROL LEGEND
NO. KEY SYMBOL DESCRIPTION
CE3.02
LCG LIMITS OF CLEARING & GRADING
DRAINAGE DIVIDES
PERMANENT SEEDING3.32 PS
CRITICAL AREA - DISTURBANVCE IN CRITICAL AREAS TO BE
KEPT TO A MINIMUM. ANY DISTURBED AREAS TO BE SEEDED,
MULCHED AND TACKED IMMEDIATELY.
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
SF SILT FENCE3.05
STORM DRAIN INLET PROTECTION3.07 IP
SMF SMART FENCE
CFS COMPOST FILTER SOCK
ROCK CHECK DAMSCD3.20
CIP CULVERT INLET PROTECTION3.08
DD TEMPORARY DIVERSION DIKE3.09
TSD TEMPORARY SLOPE DRAIN3.15
OP OUTLET PROTECTION3.18
MATCH LINE SHEET 8
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGMINIMUM 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, sediment barriers and other measures
intended to trap sediment shall be constructed as a first step in any land-disturbing
activity and shall be made functional before upslope land disturbance takes place.
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 capacity 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 capacity 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 verify 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 cause erosion
of channel bed or banks; and
(c)Pipes and storm sewer systems shall be analyzed by the use of a 10-year
storm to verify that stormwater will be contained within the pipe or system.
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 cause erosion or sedimentation on
adjacent property shall be diverted to a stable outlet, adequate channel, pipe or pipe
system, or to a detention facility.
j.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.
l.Any plan approved prior to July 1, 2014, that provides for stormwater management
that addresses any flow rate capacity and velocity requirements for natural or man-made
channels shall satisfy the flow rate capacity and velocity requirements for natural or
man-made channels if the practices are designed to (i) detain the water quality volume
and to release it over 48 hours; (ii) detain and release 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 62.1-44.15:65 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 quantity requirements in the Stormwater Management Act (§
62.1-44.15:24 et 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.
EROSION AND SEDIMENT
CONTROL NARRATIVE
Description: The project proposes redevelopment of an existing church with a new church and senior housing
apartment. This project will also include improvements to Senseny Road at the existing entrace of the site.
The property is zoned RP and is located off of Senseny Road Route 657 in Frederick County, Virginia. A total
of 5.62 will be disturbed for construction.
Date of construction: Construction will begin following plan approval and will take approximately twelve (12)
months to complete.
Existing site conditions: The site is currently used as a place for worship for the community and consists of the
existing church building, paved parking, some maintained grass areas and woods to the east. The site primary
drains east to west to an intermittent stream that follows the west property line and flows south to north. All of
the site areas drain to the intermittent stream which is a unnamed tributary to Abrams Creek. Typical slopes
range between 2% and 40%.
Adjacent areas: The site is bounded by Senseny Road Route 657 on the south. To the west is an existing
school which is zoned RP. Located to the north are existing apartments zoned RP. A vacant parcel zoned B1,
townhouses and apartments zoned RP are located to the east.
Offsite areas: We are proposing road improvements to Senseny Road and some grading on lot TM 54-A-127C
(vacant parcel) for a roadside ditch for Senseny Road. Parcels TM 54E-7-27 & 54E-7-29 will also have some
grading and storm sewer adjustment for Senseny Road improvements.
Soils: The existing soil conditions were obtained from the NRCS Soils Survey. Refer to the soils map this sheet.
Critical areas: There is an intermittent steam and wetland located along the west property line. There is also a
Riparian Buffer associated with the stream. These are the critical areas and extra care should be taken to
preserve these areas and avoid release of sediment into the stream and wetlands. The stream and wetland
can not be disturbed without an USACE permit.
Erosion And Sediment Control Measures: Unless otherwise indicated, all vegetative and structural erosion and
sediment control measures shall be constructed and maintained according to the minimum standards and
specifications of the Virginia Erosion and Sediment Control Handbook.
Structural Measures:
Phase I:
Install Temporary Construction Entrance with Wash Rack (3.02) as shown on the plan to minimize sediment
carried onto roadway.
Install perimeter E&S trapping controls silt fence (3.05), compost filter sock (super silt fence/smart fence) as
shown on the plans to intercept and detain sediment from disturbed areas during construction in order to
prevent sediment from leaving the site. Super silt fence, and smart fence may be used in lieu of compost filter
sock.
Install inlet protection (3.07) and culvert inlet protection (3.08) shall be located at culvert and inlet entrances as
shown to prevent sediment from entering, accumulating in and being transferred by the culvert prior to
permanent stabilization of the disturbed area.
Install proposed sanitary sewer line.
Install the outfall for the proposed SWM dry pond and modify the outfall to function as a sediment basin (3.14)
as shown on the E&S details. The majority of the cut for this site will be from the area of the SWM pond and
the SWM pond can function as a sediment basin during grading operations until the site is stabilized.
Install temporary diversion dikes (3.09) and diversion (3.12) ditch as shown on the plans to divert runoff to the
sediment basin. Immediately stabilize all berms and dikes.
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 to the extent practical and/or until
drainage area is stabilized.
Install inlet protection (3.07) and culvert inlet protection (3.08) after proposed storm sewer structures are
installed.
Install rock check dams (3.20) as shown on the plans to reduce the velocity of concentrated stormwater flows
and to trap sediment generated from adjacent areas or the ditch itself.
Outlet protection (3.18) shall be installed on all outlets as shown on the plan sheets.
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.
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 one year.
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 (3:1) cut and fills slope which have been brought to final
grade and seeded to protect from rill and gully erosion.
Management Strategies:
Construction shall be sequenced such that grading operations will begin and end as quickly as possible.
The site superintendent shall be responsible for the installation and maintenance of all erosion and
sediment control measures. Maintenance of these measures throughout the project is critical to the
effectiveness of the program.
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 phasing or other unforeseen conditions. It is the
contractor's responsibility to 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.
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 program:
Phase I
1.Hold pre-construction meeting on site with inspector.
2.Install construction entrance.
3.Clearing and grubbing for sediment control devices only (Perimeter E&S controls, diversion dikes,
and silt fence).
4.Placement of sediment control devices.
5.Obtain inspector's approval prior to installation of the proposed sanitary sewer main.
6.Install gravity sewer line. Contractor to seed and stabilize areas disturbed within the riparian buffer
immediately.
7.Install sediment basin and SWM outfall structure with modifications to function as a sediment basin.
8.Install diversion dikes and diversion ditches.
9.Clear and grub main area of site protected by installed E&S controls.
10.Obtain inspector's approval prior to beginning grading operations.
Phase II
11.Begin earth moving activities and rough grade remainder of site. Install retaining wall with fill
placement (rough grading). Place fill to allow runoff to drain towards the sediment basin to filter
sediment laden runoff by working in a south to north direction.
12.Install storm drainage devices with sediment control measures (inlet protection).
13.Final grading.
14.Restoration and stabilization of disturbed areas.
15.Contractor to provide 100% vegetation in any area disturbed within the riparian buffer.
16.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.
VARIANCE REQUEST - SMARTFENCE & COMPOST FILTER SOCK:
We are requesting the use of an alternative erosion and sediment control measures that is not listed in
the Virginia Erosion and Sediment Control Handbook.
1.ACF Environmental - Smartfence: Smartfence is an perimeter erosion control device equivalent to
super silt fence, see detail on sheet 11.
2.Filtrexx - Compost Filter Sock: Compost filter sock is equivalent to super silt fence, see detail on
sheet 11. This will allow for less disturbance since it can be installed on the surface and requires no
excavation.
3.ACF Environmental - CRAFS: CRAFS is a corrugated retention and filtration system for sediment
control at areas of concentrated runoff with 95% sediment trapping efficiency, see detail on sheet 11.
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGSEDIMENT BASIN CONVERSION TO SWM BASIN NOTES:
1.THE DETAIL ABOVE SHOWS THE PERMANENT RISER AND OUTFALL STRUCTURE IN COLOR GRAY AND TEMPORARY E&S
MODIFICATIONS TO THE SEDIMENT BASIN ARE SHOWN IN BLACK.
2.INSTALL PRINCIPAL RISER , OUTLET PIPE, AND DAM EMBANKMENT AS SHOWN ON SWM POND DETAIL SHEETS.
3.E&S MEASURES TO REMAIN UNTIL UPSTREAM AREAS ARE PERMANENTLY STABILIZED.
4.DURING E&S PHASE, WHILE IN USE AS A SEDIMENT BASIN, THE PRINCIPAL RISER SHALL BE MODIFIED AS SHOWN ABOVE.
TEMPORARILY BLOCK WEIR AND ORIFICE OPENINGS AND INSTALL TEMPORARY DEWATERING ORIFICE AND DEWATER
DEVICE.
5.TO CONVERT FROM SEDIMENT BASIN TO SWM BASIN
-DEWATER BASIN AS NECESSARY USING PUMPED WATER FILTER BAG.
-REMOVE ALL ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE BASIN.
-REGRADE BASIN BOTTOM TO MATCH PROPOSED GRADING SHOWN ON THE GRADING PLAN AND POND DETAIL SHEETS.
-REMOVE TEMPORARY DEWATERING DEVICE AND GROUT DEWATERING ORIFICES CLOSED (UNLESS OPENING IS
PROPOSED WITH SWM BASIN).
-REMOVE TEMPORARY BLOCKING.
-SEE SHEET 23 FOR SWM BASIN DETAILS.
30" RCP ASTM C-361
(RUBBER GASKETS
W.T. JOINTS)
4'
2.6'
**THE 100 YEAR WATER SURFACE ELEVATION
(WSE) ASSUMES ALL OPENINGS BELOW THE
TOP OF THE RISER ARE CLOGGED AND THE
STARTING WSE IS AT THE TOP OF THE RISER.
3
:
1
12' WIDE
PROP. GRADE
1 YR WS ELEV 677.60'
10 YR WS ELEV 678.99'
100 YR WS ELEV 680.01'**
SWM BASIN PRINCIPAL RISER
MODIFIED FOR SEDIMENT BASIN
NTS
TOP OF RISER
ELEV =679.20
TOP OF BERM
ELEV.=682.20
TYP.TRASH RACK BY
PLASTIC SOLUTION OR
APPROVED EQUAL
6.0" ORIFICE
INV.=672.00
INV.=674.80
2' CLAY LINER WITH 6"
TOPSOIL CAP
TERMINATE LINER
@ 10 YR WSE
4000 PSI CONCRETE
PRECAST RCP BASE AND
RISER STRUCTURE (VDOT) -
SWM-1 SQUARE INSIDE 4' x 4'
CONCRETE FILL
FOR BUOYANCY
NORMAL POOL WS ELEV 675.00'
INV.=675.00 12" SCH 40 PVC
WEIR ELEV = 677.80
2.0' W x 0.67' H
VDOT EW-1 (SEE LOW FLOW
ORIFICE DETAIL, THIS SHEET)
ELEV = 672.20
BLOCK OPENING
TEMP. PERFORATED POLYETHYLENE
DRAINAGE PIPE (6") DEWATERING
SYSTEM SEE DETAIL THIS SHEET
INSTALL 4"
DEWATERING
ORIFICE = 676.50
BLOCK OPENING
DRY STORAGE ELEV 679.20' (VOL=1,165.99 CU.YDS.)
GRADE 671.0
AT BOTTOM
OF SB
WET STORAGE ELEV 669.50' (VOL=430.04 CU.YDS.)
100 YR WS ELEV 680.02'
N 32°06'42" E 918.87'S 26°58'44" E 339.07'S 35°50'07" W 685.31'
EX
1
EX
2
EX
4
EX
J
EX
L
EX
K
EX
K1
EX
K2
N 71°45'25" W 253.81
'
EX
3
EX
K1A
10
10 11
4
5
5
5
5
4
5
10
8
12
STAIRS (5R)
CG-6
CG
-
6
R
5' S/W 5' S/W
5' S/W
C
G
-
6
CG-6
CG-6
CG-6
CG-6
CG-6CG-6R
EX. SAN.
ESMT TO BE
VACATED
R=35'R=
5
0
'R=5'R=3
5
'
R=6
0
'
R
=
3
5
'
R=5'
R
=
5
'
R=4.5'R=20'R=2
5'R=5'R
=
2
0
'
R=5'R=5'
R=
2
5
'
R=
5
'R=3'R=4.5'R=10'R=
5
'R=4.5'R=12'
R
=
5
'R=
3
8
'R=5'R=5'R=5'R=
5
'R=
1
2
'
R=5'R=
5
'
R=12'R=5'R=
5
'R=
5
'R=
5
'R=
5
'
R=5'R=5'
R=5'
R=12'R=
1
2
'CG-6R
CG-6R CG-6R
CG-6R CG-6RCG-6RCG-6RCG-6CG-6CG-6R
CG-6R
FUTURE PRAYER LABYRINTH
5' S/W
5' S/W5' S/W221.52'59.02'59.02'111.84'74.02
'
39.01'34.02'39.2'
12
'5' S/W14'22
.
7
3
'
5' S/W
105.98'56.75'332.3
8
'88.8'93.23'TRASH
ROOM
100
101
102
102A
103
103A
104
104B
106
106A
106B
109F
109D
109C
109A
111
111A
112
113
114
200
201202
203
202A
204
205
1
2
5
4
108
105
107
110A
104A
10
11 12
109E
206
DUCTILE IRO
N
DO NOT POL
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IR
O
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTIL
E
I
R
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPL
A
S
T
DUCTILE I
R
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAY
S
NYLOPLAST
DUCTIL
E
I
R
O
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPL
A
S
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DO NOT POLL
U
T
E
DUCTILE
I
R
O
N
NYLOP
L
A
S
T
DRAINS TO
W
A
T
E
R
W
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
7
115
6
9
TEMP.
GRADING ESM'T
5' S/W67.2'99.1'90.2'209
.
8
'42.5'CG-2
R=8'
R=1
5
'
R
=
4
7
'
R=35'
R=20'80.81'175.68'
R=20'
3
4A
21
20
8A
8
CG-6CG-6CG-
6
22
23 20'30'
20'40'9'
TYP20'24'22'20'22'20'
23.5'
9' TYP
20'24'20'10'20'22'20'10'20'24'20'9' TYP
24'
73'
24'20'
9' TYP 9' TYP
11'9' TYP
11'9' TYP20.5'20.52'20.5'20.91'24'RETAINING WALL W/ HANDRAIL
(STRUCTURAL DESIGN BY OTHERS)
ACCESSIBLE SPACE TYP.
SEE NOTE 6, MAX SLOPE
2% ALL DIRECTIONSACCESSIBLE SPACE TYP.
SEE NOTE 6, MAX SLOPE
2% ALL DIRECTIONS
CURB TRANSITION
CG-6R TO CG-6 (TYP)
CG-12B
CG-12B
5' S/W
DUMPSTER PAD
FUTURE STORAGE
PAD (10'x10')
R=5'
R=5'
TEMPORARY
GRADING ESM'T
CONC. S/W
(5'x5')
CURB CUT
(2' W)
SCREENING FENCE
SEE SHEET 35.SCREENING FENCE
SEE SHEET 35.
ROW DEDICATION
PROP. SAW TOOTH
CURB (TO PROVIDE
OVERLAND RELIEF), 5-
OPENINGS, SEE DETAIL
SHEET 31
12' TRAIL INGRESS/
EGRESS ESM'T.
CG-12B
CG-12B
PROP. 10' ASPHALT TRAIL
EX. SAN. ESMT
TO BE VACATED
PRIVATE PUMP
STATION
(SEE DETAILS)
PUMP STATION
CONTROL PANEL
(SEE DETAIL)STANDBY
GENERATOR
(SEE SHEET 24A)
116
CG-12B
109
CG-12B12'20'
FITNESS
ROOM
COMMUNITY
ROOM
9'9'18'20'
9'9'
20'25'
12'
DUMPSTER
APRON
BOLLARDS
(TYP.)
NOSE DOWN CURB
NOSE DOWN CURB
CURB FLUSH
W/EP
FENCE W/DOUBLE GATE
(DESIGN BY OTHERS)
FENCE W/DOUBLE GATE
(DESIGN BY OTHERS)
BLACK CHAIN LINK FENCE
GATES (DESIGN BY OTHERS)
BLACK CHAIN LINK
FENCE (TYP.)
PROPOSED BUILDING
4 STORY SENIOR RESIDENTIAL (63 UD UNITS)
16,440 SF
FUTURE BUILDING
ADDITION CHURCH
4,050 SF 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGACCESSIBLE ROUTE
-MAX. RUNNING SLOPE 5%
-MAX. CROSS SLOPE 2%
KEY
CHURCH & ACCOMPANYING
PARKING SPACES
NOT IN VHDA CONTRACTMATCH LINE SHEET 15UNIVERSAL DESIGN GENERAL NOTES:
1.RESIDENTIAL BUILDING DEVELOPED WITH 43 ONE BEDROOM AND 20 TWO BEDROOM UNITS FOR A TOTAL OF 63 UNITS. 63 U.D. UNITS.
U.D. UNIT PER U.D. REQUIREMENTS.
2.ACCESSIBLE ROUTE MAX RUNNING SLOPE 5% AND MAX CROSS SLOPE 2%.
3.ACCESSIBLE ROUTE DOES NOT TRAVEL BEHIND OR THROUGH PARKING SPACES.
4.ALL HANDICAP (HC) SPACES SIZED FOR VAN ACCESS.
5.ALL SIDEWALK 5' WIDTH UNLESS NOTED OTHERWISE. NO SIDEWALK LESS THAN 5' WIDTH.
6.PROPOSED 94 PARKING SPACES WITH 8 ACCESSIBLE SPACES SHOWN. 65 PARKING SPACES ARE AVAILABLE FOR PROJECT WHICH
INCLUDES 6, ALL VAN ACCESSIBLE, HANDICAP PARKING SPACES. THE REMAINING 29 SPACES (2 HC SPACES) ARE PROVIDED FOR
THE CHURCH AND NOT IN VHDA CONTRACT.
7.ALL CURB CUTS U.D. COMPLIANT.
8.MAIL BOXES FOR RESIDENTIAL UNITS LOCATED INTERNAL TO THE BUILDING.
9.GARBAGE COLLECTION FOR RESIDENTIAL UNITS LOCATED INTERNAL TO THE BUILDING.
10.HC SPACES TO BE PROVIDED WITH ACCESSIBLE ROUTES WITH U.D. COMPLIANT ACCESSIBLE RAMPS (8.33% MAX RUNNING SLOPE,
2.00% MAX CROSS SLOPE).
11.ONE SET OF EXTERIOR STAIRS IS NOT LOCATED WITHIN THE ACCESSIBLE ROUTES.
NOTES
12.CONTRACTOR RESPONSIBLE FOR MAINTAINING ACCESS TO THE EXISTING MAILBOXES ALONG SENSENY ROAD DURING
CONSTRUCTION AND RESETTING MAILBOXES IF IMPACTED BY ROAD IMPROVEMENTS.
13.PROPERTY OWNER IS TO CONSERVE THE 50' MATURE WOODLAND FULL SCREEN FOR RESIDENTIAL SEPARATION BUFFER. THE
PROPERTY OWNER IS NOT ALLOWED TO CLEAR THIS VEGETATION.
14.A 10' WIDE TRAIL IS PROPOSED ACROSS THE PROPERTY FRONTAGE, A 545 SF FITNESS ROOM WITH 3 PIECES OF EQUIPMENT AND
1,082 SF COMMUNITY ROOM ARE PROPOSED INTERNAL TO THE BUILDING TO QUALIFY FOR RECREATION FACILITIES. TO SATISFY
RECREATIONAL REQUIREMENTS THE FITNESS ROOM AND COMMUNITY ROOM SHALL REMAIN RECREATION SPACES UNLESS AN
APPROVED ALTERNATIVE IS PROVIDED.
EX1EX2EX4EX2CEX3STAIRS (5R)5' S/W113114125476934A21208A82223LIGHT POLE(TYP)11610+0011+001
0
+
0
0
10+1
0
.
7
8 10+75.
3
1
10+86.
3
9 11+00 11+22.20
11+86.40
10+00
11+00
10+00 11+00 12+0012+52.06PROP. ASPHALT
PAVEMENT WIDENING
TYP. (SEE WP-2
DETAIL SHEET 31)
MEET &
MATCH EX.
PAVEMENT
PROP. 1" SM-9.5A
OVERLAY TYP
0+001+002+00
30'160' APPROACH TAPER 75' MIN.60'PROP. EG
200' TURN LANE TAPER 100' LT. TURN LANE 160' DEPARTURE
TAPER
160' DEPARTURE TAPER
100' TURN LANE TAPER100' RT. TURN LANE
PROP. EP
PROP. EGPROP. EGPROP. EG
PROP. EP
R
=
3
5
'
R=35'PROP. EG
PROP. EG
CG-6
R
CG-6R=50'R=60'40'
PROP. 20'
STORM ESM'T
12'12'12'12'12'12'12'12'12'12'PROP. WP-2 TYP.
PROP. WP-2 TYP.
PROP. WP-2 TYP.8'PROP. GRAVEL
SHOULDER TYP
PROP. GRAVEL
SHOULDER TYP
8'12'PROP. EG 5'PROP. GRAVEL
SHOULDER TYP
PROP. GRAVEL
SHOULDER TYP8'8'8'TEMPORARY
GRADING ESM'T.
CURB TRANSITION
CG-6 TO CG6R (TYP)
REGRADED DITCH LINE
TEMPORARY
GRADING ESM'T.
TEMPORARY
GRADING ESM'T.60'60'PROP. CG-11
157'44'PROP. ROW
51'R=20'PROP.
ROW
CURB TRANSITION CG-6 TO CG6R (TYP)
PROP.
CG-12B
PROP. 1' H. CURB OR RET. WALL
PROP. 10'
ASPHALT TRAIL
PROP. 10' ASPHALT TRAIL12' TRAIL INGRESS/
EGRESS ESMT PROP. 20'
STORM ESM'T
PROP. 20' FREDERICK
WATER ESM'T.
12'20'
PROP. 20'
STORM ESM'T
PROP. 20'
STORM ESM'T12'EX1EX2EX4EX2CEX3STAIRS (5R)5' S/W113114125476934A21208A8222311610+0011+001
0
+
0
0
10+1
0
.
7
8 10+75.
3
1
10+86.
3
9 11+00 11+22.20
11+86.40
10+00
11+00
10+00 11+00 12+00
8937EP8979PVT9382EP9486EP9615EP9644EP9585HP9552PVT9389PVC9491EP8929PVC8879PVC8875LP9597EP9595EP9590EP9590EP9605EP953095349583BP959405EPTW=690.00BW=689.508921EP8868EP8877EP8847EP8952EP9246EP9376EP9369EP9102EP8867EP9010EP%2.0%2.0%3.0X-SEC "2"X-SEC "38715INV8662GND8565INV3:12:12:13:13:112:18889PVT9557PVC9578PVT9415EP9574EP9592EP9587EP9570EP9536EP9344EP9191EP8926EP9067EP8955EP8911EP8987EP9585BP9626BP9583BP%2.0%2.0%2.09401EP9613SW9620SW9626SW9616SW9660SW9640SW9617SW9554SW9650BP9003SW8993SW8873SW9544SW9524SW9514SW9365LP9510GND9279BP9110LP9038EP8885SW8848SW8876SW8838SW8848SW8914SW8828SW8856SW8818SW8828SW%2.0%1.4%2.09642SW9499EP9565EP969632SW%1.09625SW96SW9637SW9635SW12:12:18730INV8920INV8921BP8913BP8931BP8901BP%2.0%2.0%2.08913BP%2.0%2.08862EP8862EP8858EP9040TOP9405GND9030INV9370INV8784SW696694692
690684690686688692 696
690692 694696698690690692692
694
696
690692
694
690
688
6
9
0
6889220GND9270GND0+001+002+00
TEMPORARY
GRADING ESM'T.
CURB TRANSITION
CG-6 TO CG6R (TYP)
REGRADED DITCH LINE
TEMPORARY
GRADING ESM'T.
TEMPORARY
GRADING ESM'T.
CURB TRANSITION CG-6 TO CG6R (TYP)
PROP. 1' H. CURB OR RET. WALL
12' TRAIL INGRESS/
EGRESS ESMT
PROP. 20' FREDERICK
WATER ESM'T.
-0+50 0+00 0+50 1+00 1+50 2+00 2+50
670
675
680
685
690
695
670
675
680
685
690
695
700
-2.00%4.00%
VC = 10.00
VC = 10.00
PROP.
GRADE
@ C/L
COMPACT FILL TO A
MINIMUM 95% DRY
DENSITY, PER
AASHTO T-99EXISTING
GRADE @ C/L
ELEV. @
PROP
RD C/L
0+41.00 = PVC 0+46.00 = PVI (ELEV = 688.69)0+51.00 = PVT0+61.00 = PVC0+66.00 = PVI (ELEV = 689.49)0+71.00 = PVT688.76688.79 688.89689.51689.29689.79CREST = 2+07.03
ELEV = 695.85
APPROX. LOC.
EX. GAS X-ING
0+00.00 = C/L SENSENY RD.689.610+29.00 = PVI (ELEV = 689.03)0+24.00 = PVI (ELEV = 689.13)6.11
%
2.08%1+38.00 = PVC1+58.00 = PVI (ELEV = 695.11)1+78.00 = PVTVC = 40.00
1.00%1+80.00 = PVC2+00.00 = PVI (ELEV = 695.98)2+20.00 = PVTVC = 40.00693.89694.91695.52695.57695.83695.78-2.00%
SAG = 0+44.33
ELEV = 688.75 689.13 689.03 PROP. 30"
STORM X-ING
PROP. 12"
WATERLINE
X-ING
APPROX. LOC.
EX. WATERLINE
X-ING
11'
12'
20'
PAVEMENT DESIGN
2" - SM-12.5A
6.5" - BM-25.0
8" - 21B AGGREGATE NOT TO SCALE
SENSENY ROAD- GS7 URBAN COLLECTOR SYSTEM
(LEFT TURN TYP SECTION)
-2.00%-2.00%
12' THRU 12' THRU
BASE
SUBBASE
OVERLAY
EXISTING
TRAVELWAY
6'6'
12' LEFT TURN
SHOULDER
8'
12:1
PAVEMENT DESIGN
1.5" - SM-12.5A
4.5" - BM-25.0
6" - 21B AGGREGATE
NOTE:
PAVEMENT DESIGN SHOWN IS PRELIMINARY, FINAL PAVEMENT
DESIGN WILL BE BASED ON ACTUAL FIELD CBR TESTS.
SITE ENTRANCE
(TYP SECTION)
2'
UD-4
UNDERDRAIN
CG-6
18'18'2'
20'
-2.00%-2.00%
CG-6BASE
SUBBASE
NOT TO SCALE
-2.00%-2.00%
WP-2 (TYP)
NOTE:
PAVEMENT DESIGN SHOWN IS PRELIMINARY, FINAL
PAVEMENT DESIGN WILL BE BASED ON ACTUAL FIELD
CBR TESTS AND EXISTING PAVEMENT CORE DATA
SUBMITTED FOR REVIEW AND APPROVED BY VDOT
PRIOR TO CONSTRUCTION.
SURFACE
SURFACE1'
VARI
E
S
2'
UD-4 UNDERDRAIN
CG-6
1'EX. ROWEX. ROW30'30'
14'PROP.ROW10' TRAIL
-2.00%
10'
VARIES
NOTE:
THIS TYPICAL SECTION IS NOT FOR CONSTRUCTION. IT DEMONSTRATES THAT THE
PROPOSED ROW TAKES INTO ACCOUNT THE FUTURE U4D ROAD AS ANTICIPATED BY VDOT.NOT TO SCALE
SENSENY ROAD- VDOT ANTICIPATED FUTURE U4D
TYP. SECTION (NOT FOR CONSTRUCTION)
-2.00%-2.00%
UD-4 UNDERDRAIN
CG-6
10' TRAIL
INGRESS/EGRESS
ESM'T
-2.00%VARIES -2.00%
18'
MEDIAN
9'9'
13' THRU12' THRU2'8'3'PROP.ROW44'
18'
MEDIAN
9'
44'
3:1
SLOPE
5'
-4.00%-2.00%
12' THRU
PAVEMENT DESIGN
2" - SM-12.5A
6.5" - BM-25.0
8" - 21B AGGREGATE
SENSENY ROAD - GS7 URBAN COLLECTOR SYSTEM
(RIGHT TURN TYP SECTION)
NOT TO SCALE
-2.00%-2.00%
12' THRU
BASE
SUBBASE
OVERLAY
EXISTING
TRAVELWAY
6'6'
12' PAINTED
ISLAND
SHOULDER
8'
12:1
-2.00%-2.00%
WP-2 (TYP)
2'
UD-4 UNDERDRAIN
CG-6
12' RIGHT TURN
1'
SURFACE
VARI
E
SEX. ROWEX. ROWPROP. ROW10' TRAIL
-2.00%VARIES
19'5'
51'
30'30'
2'
5'
-2.00%-2.00%
3:1 S
L
O
P
E
INGRESS/EGRESS
ESM'T
11'
INGRESS/EGRESS
ESM'T 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGSITE / UTILITY VIEW
GRADING VIEW
ENTRANCE ROAD PROFILE
1" OVERLAY
KEY
MILL & OVERLAY
PER WP-2 DETAIL
MATCH LINE SHEETS 14 & 17
MATCH LINE SHEET 16
NOTES:
1.SENSENY ROAD PAVEMENT SECTION TO
MATCH EXISTING PAVEMENT SECTION.
REFERENCE GEOTECHNICAL
ENGINEERING REPORT SENSENY PLACE
APARTMENTS BY ECS, PROJECT
NUMBER 01:29733, DATE MARCH 18, 2020
FOR EXISTING PAVEMENT CORES ALONG
EXISTING SENSENY ROAD.
2.THE NEAREST COMMERCIAL ENTRANCES
ARE SENSENY ROAD SCHOOL 157' TO
THE WEST AND TOT SPOT 715' TO THE
EAST.
3.THE NEAREST VDOT ROADS ARE ROUTE
1265 CRESTLEIGH DR. 790' TO THE WEST
AND ROUTE 1214 UNDERWOOD LANE 540'
TO THE EAST.
4.THE FUNCTIONAL CLASSIFICATION FOR
ROUTE 657 SENSENY ROAD IS MAJOR
COLLECTOR.
5.LIMITS OF FULL DEPTH PAVEMENT
WIDENING ALONG ROUTE 657 SHALL BE
DETERMINED BY EXCAVATION IN THE
PRESENCE OF A VDOT INSPECTOR AND
MATCHING CORE SAMPLES REQUIRED
PER WP-2 DETAIL.
EX1EX2EX4EXJEXLEXKEXK1EXK2EX3EXK1ASTAIRS (5R)EX. SAN.ESMT TO BEVACATEDFUTURE PRAYER LABYRINTH5' S/W5' S/W100101102102A103103A104104B106106A106B109F109D109C109A111111A112113114200201202203202A2042051254108105107110A104A101112109E206DUCTILE IRO
N DO NOT POLL
U
T
E
DRA
I
N
S
TO W
A
T
ERW
A
Y
S
NYLOPLAST
DUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST
DUCTILE IRON DO NOT POLLUTE
D
R
AINS
T
O
WAT
E
RWAYS
NYLOPLAST
DUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST
DUCTILE I
R
O
N
DO NOT
P
OL
L
U
TE
D
RA
I
N
S
T
O
W
A
T
ER
W
AY
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTIL
E
I
R
O
N
DO NOT POLLUTE DRA
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPL
A
S
T
DO NOT POLLUTE
DUCTILE IRON
NYLOPLAST
DRAINS TO WAT
E
R
WAYS
NYLOPLA
S
T
DUCTILE
I
R
ON
DO NOT P
O
L
LU
T
E
D
R
A
IN
S
TO
W
AT
E
RW
A
Y
S
NYLOPLASTDUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYS 71156934A21208A82223EX. SAN. ESMTTO BE VACATED11610910+0011+0010+0010+10.7810+75.3110+86.3911+0011+22.2011+86.4010+0011+0012+0013+0014+0015+00 16+00
16+09.7810+0011+0012+009650FF9650FF9650FF9590EP9590EP9560EP9560EP8937EP8979PVT9382EP9486EP9615EP9644EP9521EP9466EP9432EP9476EP9567EP9560EPTW=692.00BW=692.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-SEC "A"X-SEC "A"X-SEC "B"X-SEC "B"7420INVTW=690.00BW=689.50TW=695.09BW=688.00TW=694.60BW=687.08TW=694.60BW=685.50TW=694.60BW=685.43TW=694.60BW=684.11TW=694.60BW=681.75TW=694.88BW=678.86TW=693.79BW=679.76TW=693.00BW=678.38TW=693.14BW=685.43ACCESSIBLEROUTEACCESSIBLEROUTE8921EP8868EP8877EP8847EP8952EP9246EP9376EP9369EP9102EP8867EP9010EP%2.0%2.0%3.0 %3.0 %2.0%2.0
%2.0
%1.0
%4.0
%2.0
%1.0
%4.1
%1.0
%2.0%2.0%2.0%2.0%2.0%2.0 %2.0 %2.0 %2.0
%2.0
%2.0%1.0%1.0%2.0%2.0%1.3%2.0%1.5%1.5%2.39%2.39%1.0%1.0X-SEC "2"X-SEC "3"X-SEC "5"X-SEC "6"PROP. SAW TOOTHCURB (OVERLANDRELIEF), 5- OPENINGS,SEE DETAIL SHT. 31CURB TRANSITIONCG-6R TO CG-6 (TYP)CURB FLUSHWITH EPCURB FLUSHWITH EPCG-12BCG-12BCURBTRANSITION(TYP)CURBTRANSITION(TYP)CURB TRANSITIONCG-6R TO CG-6 (TYP)%2.0TEMPORARYGRADING ESM'T8715INV62GNDRETAINING WALL W/HANDRAIL(STRUCTURAL DESIGN BY OTHERS)TEMPORARYGRADING ESM'T9000INV8565INV7200INV100YRWSE=680.0110YRWSE=679.01100YRWSE=691.4210YRWSE=691.148540INV9187GND9169GND9270GND9320GND9300GNDCURB CUT(2' W)X-SEC "6"X-SEC "5"3:13:13:1
3:13:12:12:13:13:112:13:1 9625BP9584EP9540EP9539EP9592EP9572BP9517EP9469SW9555SW%2.49532EP9470EP9254EP
9206EP9195EP9205EP9489EP9546EP9549SW9529SW9571EP9522EP9598SW9598SW9553EP9608SW9625BP%2.0%
2.
09642GND9620GND%2.0
9629GND%
2.09496EP9470SW9535SW9476SW9540SW9485SW%2.09661GND9610SW9610SW9650FF9640SW9640SW9650FF9620SW9601SW9611SW9627GND9637GND9628SW9630SW9640SW9610SW9620SW9610SW9615SW9615SW9606SW9616SW9579EP9631TOP9372FL/OLR9280EP9178EP9487LPCURB TRANSITIONCG-6R TO CG-6 (TYP)9367GND9603EP9588EP9238BP9544EP9300EP9393GND9398FL/OLROVERLANDRELIEF 100YRWSE=694.178889PVT9557PVC9578PVT9415EP9574EP9592EP9587EP9570EP9536EP9344EP9191EP8926EP9067EP8955EP8911EP8987EP9585BP9626BP9583BP%2.0 %2.0%2.09401EP9613SW9620SW9626SW9616SW9660SW9640SW9617SW9554SW9650BP9003SW8993SW8873SW9544SW9524SW9514SW9603EP9549EP9530EP%2.0%4.0 9365LP9510GND9279BP9110LP9038EP8885SW8848SW8876SW8838SW8848SW8914SW8828SW8856SW8818SW8828SW%2.0%1.4%2.09642SW9499EP9565EP9639SW9632SW%1.09625SW9641SW9637SW9635SW12:12:18730INV8920INV8921BP8913BP8931BP8901BP%2.0%2.0 %2.08913BP3:1%2.0%2.08862EP8862EP8858EP9040TOP9405GND9030INV9370INV8784SW%2.0
9662GND9642GND9652GND9632GND9643GND%2.0
%2.0CONTRACTOR TOVERIFY COVEROVER EX. UTILITIESAND RELOCATE ASNECESSARY TOPROVIDED MIN.COVERTEMPORARYGRADING ESM'T9567SW9549SW9572SW9582SW9567GND9585GND9588GND9598GND92609320NOSE DOWN CURBCURB FLUSH W/EPNOSE DOWN CURB9300930092809349HP6966946926906846906
9
669669669
6
694694692692694696696686688692696694696696696696674673.6673.5672671680678686688690682684680678682.56866886906926946826846866886906926946886866906926
9
4 686688690684682.6682.56826806926906926946966986986966986856856856786766756906766786806826846866886906966946966946926946966906926946906886906889564SW9220GND9270GNDPROPOSED BUILDING4 STORY SENIOR RESIDENTIAL (63 UD UNITS)FFE: 696.50'FUTURE BUILDINGADDITION CHURCHFFE:696.50'151 Windy Hill Lane
Winchester, Virginia 22602
Telephone: (540) 662-4185
Fax: (540) 722-9528
www.greenwayeng.com
FND 1971
E N G I N E E R I N G NOTES:1.ACCESSIBLE ROUTE SHOWN IN RED. MAX. RUNNING SLOPE 5% AND MAX. CROSS SLOPE 2%.2.HANDICAP PARKING AND ACCESS AREAS ARE SHOWN AT SLOPES EQUAL TO OR LESS THAN 1.5%.3.SPOT SHOTS ARE EDGE OF PAVEMENT UNLESS OTHERWISE MARKED.4.TW = PROPOSED GROUND GRADE AT THE TOP OF WALL, HIGH SIDE OF RETAINING WALL.5.BW = PROPOSED GROUND GRADE AT THE BOTTOM OF WALL, LOW SIDE OF RETAINING WALL.6.ALL DOOR THRESHOLDS ARE GRADED WITH 0' DROP FROM INTERIOR TO EXTERIOR.7.PROPERTY OWNER IS TO CONSERVE THE 50' MATURE WOODLAND FULL SCREEN FOR RESIDENTIALSEPARATION BUFFER. THE PROPERTY OWNER IS NOT ALLOWED TO CLEAR THIS VEGETATION.8. CONTRACTOR TO CLOSELY COORDINATE ALL FINAL GRADE FEATURES BEFORE INSTALLINGUNDERGROUND VAULTS AND UNDERGROUND PIPING.MATCH LINE SHEET 15ACCESSIBLE ROUTE-MAX. RUNNING SLOPE 5%-MAX. CROSS SLOPE 2%KEYCHURCH & ACCOMPANYINGPARKING SPACESNOT IN VHDA CONTRACTNOT TO SCALEOVERLAND RELIEF WEIR FOR STORM STRUCTURE 103AD.A.CTcI100YRPEAK FLOWSTORM STR. 103A:1.88AC0.5415MIN5.835.92CFS(HYDROCAD 10.00-26 WAS USED TO PRODUCE WEIR COMPUTATIONS)2.0'SAW-TOOTH CURBOPENINGS (5)4.0'100YR WSE= 694.17FLOW LINEELEV.=693.72FLOW LINEELEV.=693.98CG-6
EX
1
EX
2
EX
4
EX
J
EX
L
EX
K
EX
K1
EX
K2
EX
3
EX
K1A
STAIRS (5R)
EX. SAN.
ESMT TO BE
VACATED
FUTURE PRAYER LABYRINTH
5' S/W
5' S/WTRASH
ROOM
100
101
102
102A
103
103A
104
104B
106
106A
106B
109F
109D
109C
109A
111
111A
112
113
114
200
201202
203
202A
204
205
1
2
5
4
108
105
107
110A
104A
10
11 12
109E
206
DUCTILE I
R
O
N
DO NOT POL
L
U
T
E
D
R
A
IN
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLA
S
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IR
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDUCTILE IR
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DO NOT PO
L
L
U
T
E
DUCTI
L
E
I
R
O
N
NYLO
P
L
A
S
T
DRAINS TO
W
A
T
E
R
W
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
7
115
6
9
3
4A
21
20
8A
8
22
23
LIGHT POLE
(TYP)
LIGHT POLE
(TYP)
LIGHT POLE
(TYP)
EX. SAN. ESMT
TO BE VACATED
116
109
10+00
11+0010+0010+10.781
0
+
7
5
.
3
1
1
0
+
8
6
.
3
9
11+0011+22.2011+86.40FITNESS
ROOM
COMMUNITY
ROOM10+0011+0012+00 13+00 14+00 15+0016+0016+09.7810+0011+00LIGHT POLE
(TYP)
LIGHT POLE
(TYP)
PROP. 8" SAN. SEW.
PROP. SAN. MH
PROP. 8"
SAN. SEW.
PROP.
SAN. MH
12'12'PROP. CITY 20'
SAN. SEW.
ESM'T
PROP. CITY 20'
SAN. SEW.
ESM'T
PROP. CITY 20'
SAN. SEW.
ESM'T 10'6'4'PROP. CITY 20'
SAN. SEW.
ESM'T
TEST PIT
(TYP.)8"
W
/L
-A
PROP. STM.
SEW.
PROP. STM.
SEW.
PROP.
FDC
PROP. 2" WATER METER
& 6" FIRE METER VAULT
PROP. FH
PROP. FH
8" FREDERICK
WATER W/L-A
PROP. FH
SEDIMENT
FOREBAY
MICROPOOL
EXTENDED
DETENTION
POND (SWM1)
SWM
ACCESS
BENCH
SWM ACCESS
BENCH
SWM RISER
PROP.
SPRINKLER
ROOM
8" W/L-A 8" W/L-APROP. FW
20' W/L ESMT
1-45° BEND
1-22.5° BEND
1-6" G.V.
1-8" G.V.
8"X6" TEE
8"X6"
CROSS
PROP. FH
1-6" G.V.
1-6" G.V.
1-6" G.V.
PROP. 6" DOM. WATER
& FIRE SERVICE
PROP. 2" WATER DOM.
WATER SERVICE
PROP. 6" CL 52 DIP
RESTRAINED FIRE
SERVICE
(SEE NOTE 6)
PROP. 1"
WATER
METER
PROP. 1" DOMESTIC
WATER SERVICE
1-22.5° BEND
1-45° BEND W/
FOSTER ADAPTER
EXTEND & REPAIR/
REPLACE EX STM. SEW.
DS1
DS2 DS3
DS4
DS5 DS6 DS7 DS8
DS9
DS10
DS11
DS12
DS13
DS14DS15
DS16
DS17
DS18
DS19
DS20
DS21DS26DS27
DS28
DS29DS30DS32
DS31
DS22
DS23
DS24
DS25
PROP. STM.
SEW.PROP. 12' CL. I. RIP-RAP
PROP. CL. I.
RIP-RAP
PROP. CL. I.
RIP-RAP
ARMOR 12' WIDE
SPILLWAY W/ CL. I.
RIP-RAP
4' AQUATIC
BENCH
6' AQUATIC
BENCH
10YR WSE = 678.99
PROPOSED BUILDING
4 STORY SENIOR RESIDENTIAL (63 UD UNITS)
FUTURE BUILDING
ADDITION CHURCH
100YR WSE =
680.01
PROP. 3"x2" REDUCER
PROP. 3" WATER DOM.
WATER SERVICE
8"X6" REDUCER
45° BEND
45° BEND
2-45° BEND
PROP.
CLEANOUTS
(TYP.)4" SAN. LAT.
2-45° BEND
1-22.5°
BEND
1-45°
BEND
LAT.8" SAN. 2" SAN. FORCE LAT.
1-45° BEND
2"X2" TEE
1-22.5° BEND
W/ FOSTER
ADAPTER
PRIVATE PUMP
STATION
(SEE DETAILS)
PUMP STATION
CONTROL PANEL
(SEE DETAIL)STANDBY
GENERATOR12"
W
/L-B
12" FREDERICK
WATER W/L-D
6" W/L - A
5' DIAMETER MH
PRIVATEFW
PROP. CITY OF
WINCHESTER W/L
PROP. 8" SAN. SEW.
DROP C/O1-45° BEND
1-6" G.V.
1-45° BEND
1-45° BEND
2-45° BEND W/FOSTER ADAPTER
FIRE LINE BACK
FLOW PREVENTER
2" SEWER BALL VALVE.
OWNERSHIP CHANGES
FROM PRIVATE TO FW
AT VALVE
PROP.
PUBLIC 2"
FM
PROP. 20' STM
SEW ESM'T
PROP. 20' STM
SEW ESM'T
PROP. 20' STM. ESM'T.
12"x8" TEE
2-12" GV
1-8" GV
8" FREDERICK
WATER W/L-C
RELOCATE
CITY W/L
8"X8" TEE
3-8" GV
CONTRACTOR TO VERIFY COVER
OVER EX. UTILITIES AND
RELOCATE AS NECESSARY TO
PROVIDE MIN. COVER
8"X6" REDUCER
6" W/L-A
WET TAP/ TEE THRU
BALL VALVE BY FW
1-8" G.V.
18" SCH 80 SLEEVE
WITH IN FW ESM'T.
6" SCH 80 SLEEVE
WITH IN FW ESM'T
END W/PROP.
CAP & FLUSHING
ASSEMBLY, SEE
NOTE 9
PROP. 20' STM. ESM'T.
PROP.
JUNCTION BOX
PROP.
JUNCTION BOX
PROP. JUNCTION
BOX
TRANSFORMER
PROP. TRANSFORMER
PROP. JUNCTION BOX
PROP. NA GREEN
SHOREMAX w/SC250
PROP. CL. I.
RIP-RAP10'151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING603001530
SCALE: 1" = 30'
NOTES:
1.ALL ROOF LEADERS, UNLESS OTHERWISE REFERENCED, SHALL BE 6" PVC SDR35. ROOF LEADER CONNECTION TO
DOWNSPOUT SHALL BE PER ARCHITECT DETAIL.
2.POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN HERE FOR REFERENCE PURPOSES IN COORDINATION OF
CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE RESPECTIVE UTILITY COMPANY PROVIDING THESE
SERVICES. IF ANY CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY COMPANY PLANS, THE ENGINEER MUST BE
NOTIFIED IMMEDIATELY TO DETERMINE THE BEST COURSE OF ACTION.
3.A 2" NEPTUNE T-10 WATER METER WITH 2" SERVICE LINE IS PROPOSED. INSTALL PER FREDERICK WATER DETAIL -9-,
SEE SHEET 34, SIZING FOR THE WATER METER FOR THE RESIDENTIAL BUILDING BASED UPON A DOMESTIC WATER
LOAD 658.4 WSFU, 152.5 GPM AND 3" SERVICE LINE ENTERING THE BUILDING.
4.A 1" NEPTUNE T-10 WATER METER IS PROPOSED FOR THE CHURCH BASED UPON 51 WSFU, SEE DETAIL -8-, SHEET 34.
5. = TEST PIT SYMBOL
6.RECORDS FOR THE EXISTING WATER LINE ALONG SENSENY ROAD IS THOUGHT TO BE 12" PER AVAILABLE RECORDS,
BUT THE CONTRACTOR NEEDS TO TEST PIT THE EXISTING WATER LINE TO CONFIRM THE SIZE AND PRIOR TO
ORDERING MATERIALS FOR CONNECTION.
7.DEVELOPER RESPONSIBLE FOR OBTAINING OFFSITE TEMPORARY GRADING EASEMENTS AND OR ANY USACE NWP,
PRIOR TO START OF CONSTRUCTION IN THOSE AREAS.
8. CONTRACTOR TO CLOSELY COORDINATE ALL FINAL GRADE FEATURES BEFORE INSTALLING UNDERGROUND VAULTS
AND UNDERGROUND PIPING. TOP OF VAULT TO BE FLUSH WITH FINAL GRADE.
9. W/L STUB INTENDED TO BE 1 JOINT OF PIPE 20' BUT POTENTIAL CONFLICT WITH EXISTING GAS LINE. A MINIMUM 10'
STUB MAY BE ALLOWED TO AVOID CONFLICT AS SHOWN. FW INSPECTOR TO DETERMINE END OF W/L STUB AND
FLUSHING ASSEMBLY LOCATION BASED UPON EXISTING FIELD CONDITIONS.
10. BALL VALVE TO BE LOCATED ON PROPERTY LINE. FW OWNERSHIP ENDS AT BALL VALVE.MATCH LINE SHEET 15MATCH
L
I
N
E
S
H
E
E
T
17A
S 35°50'07" W 685.31'EX4EXLN 71°45'25" W 253.81'EX3696694696696692696696696 696696690692 694696698698696698690692
694
696
690692
694
6
9
0
688TRASHROOM 104106106A106B109F109D109C109A111111A11211311420454108105107110A109EDUCTILE IRON
DO NOT POLLUTE DRAINS TO
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE I
R
O
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
NS TO W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IR
O
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O WATERW
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLU
T
E
D
R
A
I
N
S
T
O
WATERW
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRA
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE I
R
O
N
DO NOT PO
L
L
U
T
E
D
R
A
I
NS TO W
A
T
E
R
W
A
Y
S
NYLOPL
A
S
T
DUCTILE IRON
DO NOT POLLU
T
E
D
R
A
I
N
S
T
O
WATERW
A
Y
S
NYLOPLAST
11564A21202223EX. SAN. ESMTTO BE VACATED11610910+0011+0010+75.
3
1
10+86.
3
9 11+00 11+22.20
11+86.40FITNESSROOMCOMMUNITYROOM11+00 12+0013+0014+0010+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 17+77.121-45°
BEND
CUT IN TEE 12"X16",
LONG MJ SOLID SLEEVES,
1-12" G.V., 2-16" G.V.'S,
AND JOINT RESTRAINTS
ON EX W/L
12"X8" TEE
2-12" G.V.
1-8" G.V.1-12" END CAP
W/ PROP.
FLUSHING
ASSEMBLY
TEST PIT
(TYP.)
WET TAP/TEE THRU
BALL VALVE BY FW
PROP.
STORM
ESMT
PROP.
STORM ESMT
12" FREDERICK
WATER W/L - D
PROP.
8" WL
PROP.
12" W/L
PROP. 2"
SAN.
FORCE
LAT.
12" W/L - C
8" W/L - A
CONTRACTOR TO VERIFY COVEROVER EX. UTILITIES ANDRELOCATE AS NECESSARY TOPROVIDE MIN. COVERPROP. COUNTY
12" W/L
W/L-D
EX. SAN FM. APPROX.
LOCATION PER
AVAILABLE RECORDS.
PROP. AIR
RELEASE VALVE
1-45° BEND
W/ FOSTER
ADAPTER
1-22.5° BEND
W/ FOSTER
ADAPTER
2" SEWER BALL VALVE.
OWNERSHIP CHANGES
FROM PRIVATE TO FW
AT VALVE
8"X8" TEE
3-8" GV 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING603001530
SCALE: 1" = 30'MATCH LINESHEET 17NOTES:
1.ALL ROOF LEADERS, UNLESS OTHERWISE REFERENCED, SHALL BE 6" PVC SDR35. ROOF LEADER CONNECTION TO
DOWNSPOUT SHALL BE PER ARCHITECT DETAIL.
2.POWER, COMMUNICATIONS AND GAS UTILITIES ARE SHOWN HERE FOR REFERENCE PURPOSES IN COORDINATION OF
CONSTRUCTION. DESIGN OF THESE SYSTEMS ARE BY THE RESPECTIVE UTILITY COMPANY PROVIDING THESE
SERVICES. IF ANY CONFLICTS BETWEEN THE CIVIL PLANS AND THE UTILITY COMPANY PLANS, THE ENGINEER MUST BE
NOTIFIED IMMEDIATELY TO DETERMINE THE BEST COURSE OF ACTION.
3.A 2" NEPTUNE T-10 WATER METER WITH 2" SERVICE LINE IS PROPOSED. INSTALL PER FREDERICK WATER DETAIL -9-,
SEE SHEET 34, SIZING FOR THE WATER METER FOR THE RESIDENTIAL BUILDING BASED UPON A DOMESTIC WATER
LOAD 658.4 WSFU, 152.5 GPM AND 3" SERVICE LINE ENTERING THE BUILDING.
4.A 1" NEPTUNE T-10 WATER METER IS PROPOSED FOR THE CHURCH BASED UPON 51 WSFU, SEE DETAIL -8-, SHEET 34.
5. = TEST PIT SYMBOL
6.RECORDS FOR THE EXISTING WATER LINE ALONG SENSENY ROAD IS THOUGHT TO BE 12" PER AVAILABLE RECORDS,
BUT THE CONTRACTOR NEEDS TO TEST PIT THE EXISTING WATER LINE TO CONFIRM THE SIZE AND PRIOR TO
ORDERING MATERIALS FOR CONNECTION.
7.DEVELOPER RESPONSIBLE FOR OBTAINING OFFSITE TEMPORARY GRADING EASEMENTS AND OR ANY USACE NWP,
PRIOR TO START OF CONSTRUCTION IN THOSE AREAS.
8. CONTRACTOR TO CLOSELY COORDINATE ALL FINAL GRADE FEATURES BEFORE INSTALLING UNDERGROUND VAULTS
AND UNDERGROUND PIPING.MATCH LINE SHEET 15WATER MAIN CONNECTION NOTES:
1.TEST PIT THE EXISTING MAINS PER FREDERICK WATER INSPECTOR'S REQUIREMENTS
2.INSTALL JOINT RESTRAINTS ON EXISTING WATER MAIN PER CURRENT FREDERICK WATER REQUIREMENTS PRIOR TO
SHUT DOWN
3.PREPARE WORK AS FAR IN ADVANCE AS POSSIBLE TO MINIMIZE SHUT DOWN TIME
4.HAVE SUFFICIENT RESOURCES ON-SITE TO ACCOMPLISH TASKS PER FREDERICK WATER INSPECTOR'S
REQUIREMENTS
5.PREPARE A WATER SHUT DOWN PLAN SATISFACTORY TO THE FREDERICK WATER INSPECTOR. FIREWATCH, NIGHT
TIME WORK, ETC. MAY BE REQUIRED.
6.SCHEDULE SHUTDOWN WITH THE FREDERICK WATER INSPECTOR, FREDERICK COUNTY FIRE MARSHALL, AND ALL
AFFECTED CUSTOMERS AT LEAST (7) DAYS IN ADVANCE, AND MAKE PREPARATIONS AS REQUIRED BY ALL PARTIES.
STAIRS (5R)5' S/W2223LIGHT POLE(TYP)OBJECT
RD C/L STATION = 13+90
LINE OF SIGHT STATION = 3+90.38
OBJECT
RD C/L STATION = 6+10
LINE OF SIGHT STATION = 3+92.11
390' INTERSECTION
SIGHT DISTANCE390' INTERSECTION
SIGHT DISTANCE
14.5'
390'390'
4'4'
4+00 5+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 18+00
1+00
2+00
3+00
3+92.11
0+00
1+00
2+00
3+00
6+00
0+00
1+00
2+00
3+00
3+90.42
390'
OBJECT
RD C/L STATION = 13+78
LINE OF SIGHT STATION = 3+90.42
EYE
RD C/L STATION = 10+00
LINE OF SIGHT STATION = 0
EYE
RD C/L STATION = 9+88
LINE OF SIGHT STATION = 0 696694692
690684690686688692 696
690692 694696698698690690692692
694
696
690692
694
690
688
6
9
0
688
Horizontal Scale: 1"=50
Vertical Scale: 1"=5
4+50 4+00 3+50 3+00 2+50 2+00 1+50 1+00 0+50 0+00 0-50
680
685
690
695
700
℄ PRIVATE DRIVEPROPOSED
GRADE
390' SIGHT LINE
3.5' EYEHEIGHT3.5'OBJECTHEIGHTINTERSECTION SIGHT DISTANCE PROFILE LEFT TURN LANE (RIGHT)
SCALE
H: 1" = 50'
V: 1"=5'
Horizontal Scale: 1"=50
Vertical Scale: 1"=5685
690
695
700
705
℄ PRIVATE DRIVEPROPOSED
GRADE 3.5'OBJECTHEIGHT3.5' EYEHEIGHTINTERSECTION SIGHT DISTANCE PROFILE LEFT TURN LANE (LEFT)
SCALE
H: 1" = 50' V: 1"=5'
680
685
690
695
700
685
690
695
700
705
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
390' SIGHT LINE
Horizontal Scale: 1"=50
Vertical Scale: 1"=5685
690
695
700
705
℄ PRIVATE DRIVEPROPOSED
GRADE 3.5'OBJECTHEIGHT3.5' EYEHEIGHTINTERSECTION SIGHT DISTANCE PROFILE RIGHT TURN LANE (LEFT)
SCALE
H: 1" = 50'
V: 1"=5'
685
690
695
700
705
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
390' SIGHT LINE 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGPLAN VIEW
1" = 50'
NOTES:
1.INTERSECTION SIGHT DISTANCE DETERMINED FROM TABLE 2-5 FROM
APPENDIX F OF THE VDOT ROAD DESIGN MANUAL ISSUED JANUARY,
2005, REVISED JULY, 2017 UTILIZING THE LEGAL SPEED OF 35 MPH.
THE REQUIRED INTERSECTION SIGHT DISTANCE IS 390 FT.
564.4
606.4
42
606.4
2223CONTRACTOR TO FIELD VERIFY ASBUILT
CONDITIONS OF INTERSECTION PRIOR TO
START OF CONSTRUCTION, ENGINEER
SHALL BE NOTIFIED IMMEDIATELY IF ANY
CONFLICTS ARISER1-1H
E H
C
C
D
D
F
I
I H
H
RELOCATE EXISTING SIGN
M1-V2A
ROAD WIDENING
ROAD WIDENING
C
C
TYPE B PARKING
SPACE PAINT
HC STRIPING PER
DETAIL (TYP)
HC STRIPING
PER DETAIL (TYP)
C
L
LIGHT DUTY
PAVEMENT (TYP.)
HEAVY DUTY
PAVEMENT (TYP.)
LIGHT DUTY
PAVEMENT (TYP.)
HEAVY DUTY
PAVEMENT (TYP.)
CONCRETE
PAVEMENT (TYP.)151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGPAVEMENT MARKING LEGEND
LANE LINES (BROKEN) - WHITE, TYPE B, CLASS I
MARKINGS, 4" WIDE x 10' LONG, SPACED 30'
EDGE LANE LINES (SOLID) - YELLOW, TYPE B, CLASS I
MARKINGS, 4" WIDE LENGTH AS SHOWN ON PLAN.
(OPTIONAL)
CHANNELIZING LANE LINES (SOLID) - WHITE, TYPE B,
CLASS I MARKINGS, 4" WIDE, LENGTH AS SHOWN ON
PLAN
EXTENDED LANE LINES (DOTTED) - COLOR AS
SHOWN, TYPE B, CLASS I MARKINGS, 4" WIDE x 2'
LONG, SPACED 6'. (OPTIONAL)
8" WIDTH TO BE USED FOR EMPHASIS AT
ROUNDABOUT. (OPTIONAL)
STOP BAR (SOLID) - WHITE, TYPE B, CLASS I
MARKINGS, 24" WIDE
CROSSWALK LINES - WHITE, TYPE B, CLASS I
MARKINGS, 12" WIDE x 6' LONG, SPACED 18". SOLID
WHITE TRANSVERSE LINES PLACED PARALLEL TO
ONCOMING TRAFFIC.
TYPE B, CLASS I WHITE PAVEMENT MARKING, 6"
WIDE PARALLEL LINES SPACED 6 FEET APART.
TYPE B, CLASS I PAINTED YELLOW DOUBLE LINE
PAVEMENT MARKING, 4" WIDTH, SEPARATED BY A 7"
SPACE, LENGTH AS SHOWN ON PLAN
TYPE B YELLOW PAVEMENT MARKING, 24" WIDTH,
LENGTH AS SHOWN, SPACED 12' AT 45° ANGLE.
TRIANGLE YIELD STRIPE (OPTIONAL)
TYPE 3 BARRICADES - RETROREFLECTIVE RAIL
FACES WITH R11-2 "ROAD CLOSED" SIGN.
TYPE B CLASS I WHITE PAVEMENT MARKING 24"
WIDTH, LENGTH AS SHOWN, HASHES SPACED 12" ON
CENTER AT 45° ANGLE.
TYPE B, CLASS I WHITE PAVEMENT MARKING,
ELONGATED TURN LANE ARROW.
TYPE B, CLASS I WHITE PAVEMENT MARKING,
ELONGATED TURN LANE ARROW.
TYPE B, CLASS I WHITE PAVEMENT MARKING,
ELONGATED LANE ARROW.
A
B
C
D
E
G
F
H
I
J
K
SIGNAGE AND PAVEMENT MARKING NOTES
1. ALL PROPOSED SIGNING AND PAVEMENT MARKING SHALL BE IN
ACCORDANCE WITH THE MOST RECENT EDITION OF EACH OF THE
FOLLOWING AND ANY REVISION THERETO:
A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES.
C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND
BRIDGE SPECIFICATIONS.
D. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND
BRIDGE STANDARDS.
2. ALL SIGNS SHALL BE CONSTRUCTED FROM ENCAPSULATED LENS
SHEETING.
3. PROPOSED SIGN LOCATIONS ARE APPROXIMATE AND SHALL BE MODIFIED
IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR
OTHER OBSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED
IN NOTE #1.
4. FOR COLOR COMBINATIONS AND/OR LETTERING SIZE, REFER TO THE
VIRGINIA SUPPLEMENT TO THE MUTCO.
5. ANY EXISTING PAVEMENT MARKINGS WHICH WILL CONFLICT WITH
PROPOSED PAVEMENT MARKINGS SHALL BE COMPLETELY ERADICATED.
6. LIMITS SHOWN OF PROPOSED MARKINGS ARE APPROXIMATE AND SHALL
BE MODIFIED IN THE FIELD TO INSURE THAT PROPOSED PAVEMENT
MARKINGS CONTINUE UNTIL EXISTING PAVEMENT MARKINGS CAN BE
MATCHED.
7. CURB SIGNS SHALL BE PLACED 2' FROM FACE OF CURB TO LEADING EDGE OF SIGN.
8. SIGN MOUNTING HEIGHT SHALL BE A MINIMUM OF 7' PER THE MUTCD.
9. PROPOSED POSTED SPEED LIMITS GREATER THAN 25 MPH REQUIRE AN ENGINEERING
SPEED STUDY STAMPED BY A LICENSED PROFESSIONAL ENGINEER TO BE SUBMITTED
TO VDOT FOR REVIEW AND APPROVAL PRIOR TO ERECTING SIGNS.
10. ALL SIGNS AND PAVEMENT MARKINGS SHALL BE REVIEWED IN THE FIELD WITH
THE VDOT INSPECTOR 72 HOURS PRIOR TO INSTALLATION.
11. THERMO-PLASTIC MARKINGS SHALL BE USED.
PARKING LOT - MAIN DRIVE AISLE
NOT TO SCALE
TYPICAL PAVEMENT SECTION #1
7.0" SUBBASE VDOT STD. 21B
2.0" SM-12.5A SURFACE COURSE
VDOT VTM-1 METHOD)
AT OPTIMUM MOISTURE CONTENT
(COMPACTED TO 95% DENSITY
COMPACTED SUBGRADE
OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED
PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 7. SOIL TEST
PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION.
4.0" BM-25 BASE COURSE
NOTES:
1.SENSENY ROAD PAVEMENT SECTION TO MATCH EXISTING PAVEMENT SECTION.
REFERENCE GEOTECHNICAL ENGINEERING REPORT SENSENY PLACE
APARTMENTS BY ECS, PROJECT NUMBER 01:29733, DATE MARCH 18, 2020 FOR
EXISTING PAVEMENT CORES ALONG EXISTING SENSENY ROAD.
2. PROPOSED PAVEMENT SECTION FOR THE SITE (PARKING AND DRIVE AISLES) IS
FROM THE ECS GEOTECHNICAL REPORT NOTED ABOVE IN NOTE 1.
L
PARKING LOT - PARKING SPACES
NOT TO SCALE
TYPICAL PAVEMENT SECTION #2
6.0" SUBBASE VDOT STD. 21B
1.5" SM-12.5A SURFACE COURSE
VDOT VTM-1 METHOD)
AT OPTIMUM MOISTURE CONTENT
(COMPACTED TO 95% DENSITY
COMPACTED SUBGRADE
OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED
PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 7. SOIL TEST
PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION.
2.5" BM-25 BASE COURSE
DRIVE AISLE FOR TRASH PICKUP
NOT TO SCALE
TYPICAL CONCRETE PAVEMENT SECTION #3
6" SUBBASE VDOT STD. 21B
6" 4,000 PSI REINFORCED CONCRETE
VDOT VTM-1 METHOD)
AT OPTIMUM MOISTURE CONTENT
(COMPACTED TO 95% DENSITY
COMPACTED SUBGRADE
OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED
PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 7. SOIL TEST
PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION.
WITH 6x6W2.9/2.9 WWM
PAVEMENT KEY
#2 Pavement Section - Parking Spaces - Light Duty
#1 Pavement Section - Drive Aisle - Heavy Duty
#3 Pavement Section - Drive Aisle - Concrete Pavement
N 32°06'42" E 918.87'
S 35°50'07" W 685.31'N 71°45'25" W 253.81
'
DUCTILE I
R
O
N
DO NOT POLLU
T
E
D
R
A
I
N
S
T
O
W
A
T
E
RW
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRO
N
DO NOT POLLUT
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE I
R
O
N
DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPL
A
S
T
DUCTILE IR
O
N
DO NOT POLL
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IR
O
N
DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPL
A
S
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DO NOT POL
L
U
T
E
DUCTILE I
R
O
N
NYLOPLA
S
T
DRAINS TO
W
A
T
E
R
W
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
22
23
10+00
11+0010+0010+10.781
0
+
7
5
.
3
1
1
0
+
8
6
.
3
9
11+0011+22.2011+86.4010+0011+0012+00 13+00 14+00 15+0016+0016+09.7810+0011+0012+00PROP.
FDC
PROP. FH
PROP. FH
PROP. FH
PROP.
SPRINKLER
ROOM
PROP. FH
SIGN
TYPE "C"
SIGN
TYPE "A"
SIGN
TYPE "C"
SIGN
TYPE "D"
SIGN
TYPE "D"
SIGN
TYPE "D"
SIGN TYPE "C"
SIGN
TYPE "A"
SIGN
TYPE "D"
MODIFIED
SIGN
TYPE "D"
MODIFIED
SIGN
TYPE "D"
SIGN TYPE "D"
MODIFIED
SIGN TYPE "D"
MODIFIED
SIGN
TYPE "D"
SIGN
TYPE "C"
SIGN
TYPE "A"
PROPOSED BUILDING
4 STORY SENIOR RESIDENTIAL (63 UD UNITS)
FFE:696.50'
RETAINING WALL
W/ HANDRAIL
LIFE SAFETY PLANSENSENY PLACERED BUD MAGISTERIAL DISTRICTFREDERICK COUNTY, VARev. No.Date
--------
1" = 40'
20
04/20/2020
RLK/KAS
19-09
37
6387W
*THIS VIEW FOR FIRE LANE MARKINGS & SIGNAGE ONLY 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
EX
1
EX
2
EX
4
EX
J
EX
L
EX
K
EX
K1
EX
K2
EX
3
EX
K1A
STAIRS (5R)
FUTURE PRAYER LABYRINTH
5' S/W
5' S/WDUCTILE IR
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRO
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
RW
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDUCTILE I
R
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLA
S
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DO NOT POL
L
U
T
E
DUCTIL
E
IR
O
N
NYLO
P
L
A
S
T
DRAINS TO W
A
T
E
R
W
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
22
23
LEVEL 1 DRY POND
(EXTENDED DETENTION)151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGVRRM SITE ARE: APPLICABLE
SITE AREA USED FOR WATER
QUALITY CALCS.
BMP LEGEND
SITE BOUNDARY (PARCEL)
NOTES:
1.THE PROPOSED PAVEMENT OVERLAY FOR EXISTING SENSENY ROAD
WAS EXCLUDED FROM VRRM COMPUTATIONS. THE NEW TURN LANE
AND GRADING DISTURBANCES WERE INCLUDED.
DRAINAGE AREA LABLESA, B,C..
A
DRAINAGE AREA TREATED
BY LEVEL 1 DRY POND
TC
FLOW
PATH
EX
1
EX
2
EX
4
EX
J
EX
L
EX
K
EX
2C
EX
2B
EX
K1
EX
K2
EX
K3
EX
3
EX
K1A
1
DA = 49.10 AC
CN = 84
4
DA = 1.68 AC
CN = 77
6
DA = 0.90 AC
CN = 88
STUDY
POINT #1
2
DA = 1.39 AC
CN = 86
3
DA = 1.64 AC
CN = 83
5
DA = 1.85 AC
CN = 82
TC
FLOW
PATH
TC
FLOW
PATH
TC FLOW
PATH
EX
1
EX
2
EX
4
EX
2C
EX
2B
EX
3
STAIRS (5R)
FUTURE PRAYER LABYRINTH
5' S/W
5' S/W74.02
'
39.01'34.02'39.2'
105.98'88.8'80.81'22
23
STUDY
POINT #1
5
DA = 2.06 AC
CN = 86
1
DA = 48.93 AC
CN = 84
2
DA = 1.48 AC
CN = 81
6
DA = 0.86 AC
CN =89
TC
FLOW
PATH
TC
FLOW
PATH
TC
FLOW
PATH
TC FLOW
PATH
3
4
DA = 0.98 AC
CN = 80
DA = 2.29 AC
CN = 94
EX1
EX2
EX
4
EX2C
EX
2B
EX3
STAIRS (5R)
FUTURE PRAYER LABYRINTH
5' S/W
5' S
/W
74
.02
'
39.01'34.02'
39.2'
105.98'88.8'80.81'22
23
113A 113B
STUDY
POINT #1
BW 695.50TW 698.00
695696694693695
696
696695
69
6
69669769
7
69
7
BW 695.55TW 698.05
BW 695.75TW 698.25
BW 695.52TW 698.00
BW 695.72TW 698.05
BW 695.92TW 698.25
9548GND
9614GND
9578GND
9622SW
9650FF
9607SW
9597SW
9675SW
9675SW
9690SW
9690SW
9620SW
9620SW
9575SW
9575SW
9670SW
9520SW
9530SW
9490SW
9495SW
9495SW 9480SW
9485SW
9525SW
9580GND 9615SW
9605SW
9595SW
9630SW
9627BP
9621SW
9611SW
%1.8%1.8%1.8%2.0
9670SW
9640SW
9640SW9615SW9595SW
9595SW9580SW
9580SW
9530GND
9606SW9616SW
9512GND
9535SW
9510SW
9485SW
9500SW
9590SW
9590SW
9635SW
9635SW
9605SW
9595SW9620GND
9625GND
9625GND
%2.0 %2.0%2.0%2.0
%2.0%2.0
%2.0
%2.0
%2.0
%2.0
%2.0
9720GND
9720GND
%1.8
9730GND
9730GND
9620LP
9585LP
%2.0
9606SW9601SW
9616SW
9450LP
%2.0
PROP. STM.
SEW.
TC
FLOW
PATH
TC
FLOW
PATH
TC
FLOW
PATH
TC FLOW
PATH 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGSITE BOUNDARY
DRAINAGE AREA LABELS
DRAINAGE DIVIDES
ONSITE DRAINAGE AREAS
TREATED BY SWM DEVICE
SWM LEGEND
1-6
STORMWATER MANAGEMENT & BEST MANAGEMENT PRACTICES SUMMARY
THE WATER QUALITY REQUIREMENTS WILL BE MET BY THE PROPOSED DRY POND AND
PURCHASING OFFSITE NUTRIENT CREDITS. THE STORM WATER REQUIREMENTS
(CHANNEL AND FLOOD PROTECTION) WERE MET BY THE PROPOSED DRY POND FOR
STUDY POINT 1.
OFFSITE DRAINAGE AREAS
TO SWM DEVICE
(UNCONTROLLED)
PRE-DEVELOPMENT SWM
DRAINAGE DIVIDE MAP
1" = 100'
POST-DEVELOPMENT SWM
DRAINAGE DIVIDE MAP
1" = 100'
OFFSITE SWM DRAINAGE
DIVIDE MAP
1" = 300'
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00
655
660
665
670
675
680
685
690
655
660
665
670
675
680
685
690
12.0'
TOP OF BERM
ELEV.=682.20
48' - 30" RCP ASTM C-361
(RUBBER GASKETS W.T.
JOINTS) @ 1.25%3:110+00=EW-1 (30")INV OUT = 674.2010+58= RISER STRUCTURE (4'x4')INV OUT = 674.80 (30")INV IN = 675.00 (12" REV. PIPE)10
TOP=678.0311
TOP=679.203:112.0'POND ACCESS
BENCH (4% MAX.)3:1MICRO POOL
WSE=675.00
(Tv=5,182 ft3)10+80.5=EW-1 (12")INV IN = 672.0012
TOP=673.001YR WSE=677.62
10YR WSE=679.01
100YR WSE=680.01**
EX. GRADE
PROP. GRADE
PHREATIC- LINE
4:124.5'-12" SCH 40
PVC REVERSE
PIPE @ -12.2%
4.0'
CONTROLLED FILL -
EMBANKMENT TO BE
CONSTRUCTED WITH CLAY
CORE 1:1 SIDE SLOPES
CONCRETE
CRADLE
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
9+50 10+00 10+50 11+00 11+50 12+00
12.0'
FOREBAY
WSE=684.10
(Tv=2,698 ft3)3:13:1
AQUATIC
BENCH (TYP)
FOREBAY
SPILLWAY
CLAY LINER (TYP)
EXTEND TO ELEV
685.0 AT FOREBAY
PROP. GRADE
EX. GRADE
EX. 8" SAN. SEW. XING4' AQUATIC
BENCH
4%
POND ACCESS
BENCH (4% MAX.)
4%
CL. 1 RIP-RAP
CL. 1 RIP-RAP
GRASS w/ NA GREEN
SHOREMAX & SC250 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGNOTES:
1.PROPOSED DRY EXTENDED DETENTION POND LEVEL 1 DESIGN
FOR STORMWATER QUANTITY AND QUALITY.
2.REMAINING STORMWATER QUALITY CONTROL WILL BE PURCHASE
OF OFFSITE STORMWATER CREDITS.
3.THE 100 YEAR WATER SURFACE ELEVATION (WSE) ASSUMES ALL
OPENINGS BELOW THE TOP OF THE RISER ARE CLOGGED AND
THE STARTING WSE IS THE TOP OF THE RISER.
4.ALL STORMWATER MANAGEMENT FACILITIES TO BE CERTIFIED BY
A GEOTECHNICAL ENGINEER OR CONSTRUCTION INSPECTOR.
5.EMBANKMENT CONTROLLED FILL (SOIL MATERIALS) TO BE
CERTIFIED BY A GEOTECHNICAL ENGINEER.
6.REFER TO GENERAL NOTES - PERMANENT SWM EMBANKMENT
NOTES ON SHEET 2.
7.PHREATICLINE DOES NOT CROSS THE TOE OF THE EMBANKMENT
THEREFORE NO DRAINAGE SYSTEM IS REQUIRED.
8.POND OUTFALL PIPE SHALL BE BEDDED WITH FINE GRAINED
SOILS. FINE GRAINED SOILS SHALL HAVE STONE 1" OR LESS IN
DIAMETER FOR A MINIMUM OF 2' AROUND PIPE IN AREAS OF
BACKFILL.
9.CLAY CORE 4' MINIMUM WIDTH STARTING AT THE 10YR WSE AND
1:1 SIDE SLOPES. CLAY CORE ONLY NEED IN AREA DISTURBED
WITH INSTALLATION OF THE PROPOSED POND OUTFALL PIPE,
SINCE THE POND EMBANKMENT IS LOCATED WITHIN ALL CUT
30" RCP ASTM C-361
(RUBBER GASKETS
W.T. JOINTS)
4'
2.6'
**THE 100 YEAR WATER SURFACE ELEVATION
(WSE) ASSUMES ALL OPENINGS BELOW THE
TOP OF THE RISER ARE CLOGGED AND THE
STARTING WSE IS AT THE TOP OF THE RISER.
3
:
1
12' WIDE
PROP. GRADE
1 YR WS ELEV 677.62'
10 YR WS ELEV 679.01'
100 YR WS ELEV 680.01'**
STORMWATER MANAGEMENT BASIN 2
PRINCIPAL RISER SECTION
NTS
TOP OF RISER
ELEV =679.20
TOP OF BERM
ELEV.=682.20
TYP.TRASH RACK BY
PLASTIC SOLUTION OR
APPROVED EQUAL
6.0" ORIFICE
INV.=672.00
INV.=674.80
2' CLAY LINER WITH 6"
TOPSOIL CAP
TERMINATE LINER
@ 10 YR WSE
4000 PSI CONCRETE
PRECAST RCP BASE AND
RISER STRUCTURE (VDOT) -
SWM-1 SQUARE INSIDE 4' x 4'
CONCRETE FILL
FOR BUOYANCY
NORMAL POOL WS ELEV 675.00'
INV.=675.00 12" SCH 40 PVC
WEIR ELEV = 677.80
2.0' W x 0.67' H
VDOT EW-1 (SEE LOW FLOW
ORIFICE DETAIL, THIS SHEET)
ELEV = 672.20
STORMWATER MANAGEMENT BASIN 2
PRINCIPAL RISER PLAN VIEW
NTS
2.0' W x 0.67' H
WEIR
PLASTIC SOLUTIONS TRASH RACK
OR APPROVED EQUAL
TOP TRASH RACK NOT
SHOWN FOR CLARITY
30" PIPE
4000 PSI CONCRETE
PRECAST RCP BASE AND
RISER STRUCTURE (VDOT) -
SWM-1 SQUARE INSIDE 4' x 4'
1
4" STEEL PLATE BOLTED TO EW-1
WITH 6.0" DIAMETER LOW FLOW ORIFICE
(SEE LOW FLOW ORIFICE DETAIL THIS
SHEET)
VDOT EW-1
PLASTIC SOLUTIONS BMP
TRASH RACK
12" PIPE
6" CONCRETE SLAB
FOR ORIFICE GRATE
4'4'6.0" DIA.
ORIFICE
(LOW
FLOW)
6.0" DIA.
ORIFICE
(LOW FLOW)
12" PIPE
1
4" STEEL PLATE
BOLTED TO EW-1
VDOT EW-1 VDOT EW-1
1
4" STEEL PLATE
BOLTED TO EW-1
LOW FLOW ORIFICE DETAIL
NTS
PLASTIC SOLUTIONS BMP
TRASH RACK
CONC. APRON
(SLAB)
4'
2.6'
STORMWATER MANAGEMENT BASIN 2
PRINCIPAL RISER FRONT VIEW
NTS
TOP OF RISER
ELEV =679.20
TYP.TRASH RACK BY
PLASTIC SOLUTION OR
APPROVED EQUAL
4000 PSI CONCRETE
PRECAST RCP BASE AND
RISER STRUCTURE (VDOT) -
SWM-1 SQUARE INSIDE 4' x 4'
CONCRETE FILL
FOR BUOYANCY
12" REVERSE
PIPE INV.=675.00
WEIR ELEV = 677.80
2.0' W x 0.67' H
ELEV = 672.20
2.0'0.67'SIDE TRASH RACK NOT
SHOWN FOR CLARITY
NOTES:
1.CONSTRUCTION TO COMPLY WITH
RECOMMENDATIONS FROM GEOTECHNICAL
REPORT.
CLAY LINER NOTES:
1.A CLAY LINER SHOULD HAVE A MINIMUM THICKNESS OF 24 INCHES AND
SHOULD COMPLY WITH THE SPECIFICATIONS PROVIDED IN TABLE 3.07-3.
2.A LAYER OF COMPACTED TOPSOIL (MINIMUM 6-12 INCHES THICK) SHOULD BE
PLACED OVER THE LINER BEFORE SEEDING WITH AN APPROPRIATE SEED
MIXTURE (REFER TO VESCH, 1992 EDITION).
3.A SYNTHETIC LINER WITH A MINIMUM THICKNESS OF 60 MIL. OR OTHER LINER
TYPES MAY BE USED IF SUPPORTING DOCUMENTATION IS PROVIDED
VERIFYING THE LINER MATERIAL'S PERFORMANCE.
4' WIDE AQUATIC
BENCH ( FOR SAFETY
PURPOSES)3:1 SIDE SLOPE3:1 SIDE SLOPEAQUATIC BENCH DETAIL
NOT TO SCALE
FOREBAYS &
MICRO POOL
18"2.5%
12'
FOREBAY SPILLWAY
NOT TO SCALE
0.9'
2
:
1 2:1TOP OF BERM = 685.00
16'
ELEV = 684.10
SANITARY SEWER
EX STR "J" - EX STR "L"
660
665
670
675
680
685
690
695
700
660
665
670
675
680
685
690
695
700
EX. RIM = 694.13EX L
12+69.00 = EX MH (REPLACE MH)EX INV OUT = 686.80EX INV IN = 687.1112+18.00 = MHINV OUT = 685.50INV IN = 685.7551' - 8"
SDR 26
@ 2.06%
C
RIM = 697.03A
RIM = 677.60183' -
8
"
SDR 2
6
@
3.
0
1
%
35' - 8"
SDR 26 @
5.77%10+00.00 = MHINV OUT = 670.73INV IN = 670.98INV IN = 670.98EX. 50' - 8"
CLAY @ 0.93%EX. RIM = 679.66EX J
EX. RIM = 678.32EX K
09+50.44 = EX MHEX INV OUT = 670.15EX INV IN = 670.27PROP.
RETAINING
WALL
EX. GRADE
@ PIPE C/L
PROP. GRADE
@ PIPE C/L
PROP 24"STORM XINGPROP 12"STORM XING9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+009+00
3'
MIN.PROP 6"W/L XING10+35.00 = INSIDE DROP MHINV OUT = 673.00INV IN = 680.00 (8")B
RIM = 696.25SANITARY SEWER
STR "A" - EX STR "K2"
655
660
665
670
675
680
655
660
665
670
675
680
A
RIM = 677.60132' - 8"
SDR 26 @
0.66%10+00.00 = MHINV OUT = 670.73INV IN = 670.98INV IN = 670.98EX. GRADE
@ PIPE C/L PROP. RIP-RAP
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50EX. RIM = 674.51EX K1
EX. RIM = 676.15EX K2
13+00.66 = EX MHEX INV OUT = 672.82EX INV IN = 672.9311+32.14 = EX MH (REMOVE AND REPLACE MH)INV OUT = 671.85EX INV IN = 671.95EX. 127.0' - 8"
CLAY @ 0.54%
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00
675
680
685
690
695
700
675
680
685
690
695
700
4.0'
MIN.
2" CTS HDPE DR11
SANITARY
FORCE LATERAL
13+63.01= CONNECT TO13+55.71= 45° BEND13+51.49= 45° BEND10+00.00= 2" x 2" TEEPROP 8"EX. GRADEPROP.
GRADE
SANITARY SEWER FORCE LATERAL
G
PROP PUMP STATION1.5'
MIN.PROP. 12" W/L XINGAPPROX. LOC.EX. 2" W/L XINGCONNECT TO EX SAN SEWERPROP 15" STORM XINGEX 8" GAS XING (APPROX.)1.5'
MIN.
1.5'
MIN.
WET TAP/ TEE
THRU BALL
VALVE BY
FREDERICK
WATER TEST PITTEST PITCONTRACTOR TO
VERIFY EXISTING
UTILITY DEPTHS &
TIE-IN LOCATIONS
W/L XING9+50 10+00 10+50 11+00 11+50
665
670
675
680
685
690
695
700
705
665
670
675
680
685
690
695
700
705
57' - 8" SDR
35/26
@0.51%10+00.00= TIE TO PROP PUMP STATIONINV OUT=685.25INV IN=685.25INV OUT=685.70INV IN=689.36RIM=696.00PROP 18" STORM XING10+60.30= CLEANOUT(DROP)10+69.62= 45° BEND10+73.12= 45° BEND10+84.12= TIE TO BLDG SANINV OUT=689.6010+81.12= CLEANOUTSTA10+57.36
ELEV685.71
CROWN686.04
3' - 8" SDR
@ 5.45%
24' - 8"
SDR 35/26
@ 1.00%10+57.36= WYEINV OUT=685.54INV IN=685.54INV IN=685.71FFE=696.50'BLDG FACE1.5'
MIN.
EX. GRADE
@ PIPE C/L
PROP.
GRADE @
PIPE C/L
PROP 6"
STORM
XING
1.5'
MIN.
9+50 10+00 10+50 11+00 11+50 12+00 12+50
665
670
675
680
685
690
695
700
705
665
670
675
680
685
690
695
700
705
194' - 4" S
D
R
3
5
/
2
6
@ 2.00%10+00.00= WYEINV OUT=685.54INV IN=685.71INV IN=685.5410+07.74 = 45° BEND10+21.71= CLEANOUT10+71.71= CLEANOUT11+19.69= CLEANOUT11+85.40= CLEANOUT11+94.23= TIE TO BLDG SANINV OUT=689.60STA10+00.00
ELEV685.54
CROWN686.21
PROP 15"STORM XING11+55.53= 22° BEND11+67.08= 45° BENDFFE=696.50'BLDG FACECONNECT
TO PROP
8" SEWER
STRUCTURE
EX. GRADE
@ PIPE C/L
PROP.
GRADE @
PIPE C/L
11+69.68= CLEANOUT1.5'
MIN.
1.5'
MIN.
PROP 6"
STORM
XING
SANITARY SEWER LATERAL - CHURCH
F H G F E D
10+38.45= CLEANOUTSANITARY SEWER LATERAL
- RESIDENTIAL BLDG
I
PROP 8" W/L XING10+70= PROP.2" BALL VALVEPRIVATEFW
PROP 6" SCH 80
SLEEVE WITH IN
FW ESM'T
18" STEEL
SLEEVE
WITH IN FW
ESM'T
EX. 41.5' -
8" CLAY
@ 0.24%11+73.64 = EX MHEX INV OUT = 672.05EX INV IN = 672.14EX K1A
EX. RIM = 674.60DO NOT POLLUTE DR
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
DUCTILE IRONDO NOT POLLUTE D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DO NOT POLLUTE
DUCTILE IRON
NYLOPLAST
DRAINS TO WATERWAYS
NYLOPLASTDUCTILE IRONDO NOT POLLUT
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
10+00
11+00 12+00
13+00PROP. 8" SAN. SEWEX
J
EX
K
EX
L
PROP. 20' CITY
SAN. SEW.
ESMN'T
EX
K1
EX
4
EX
3
DUCTILE IRON
DO NOT POLLUTE D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLASTDUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUT
E
D
R
A
I
N
S
T
O
W
A
TE
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IR
O
N
DO NOT PO
L
L
UTE DRAINS
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRO
N
DO NOT POL
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DO NOT PO
L
L
U
T
E
DUCTIL
E
I
R
ON
NYLOPLAST
DRAINS TO WAT
E
R
W
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
PROP. 8" SAN.
SEW LATERAL
45° BEND
CLEANOUT
INV. = 689.60
CLEANOUT
PROP. 20' CITY
SAN. SEW.
ESMN'T
CLEANOUT INV. = 689.60
45° BEND22° BEND
45° BEND
PROP. 4" SAN.
SEW LATERAL
PROP. 2" SAN
FORCE LAT.PROP. PUMP
STATION
45° BEND
10+84.12
11+0011+94.23CLEANOUT WYE
PROP. 2" SEW.
BALL VALVE
PRIVATEFW
10+00 11+00
12+00
13+00
13+51.49
6" SCH 80
SLEEVE WITH
IN FW ESM'T
18" STEEL
SLEEVE WITH
IN FW ESM'T
1
0
+
0
0
DUCTILE IRON
DUCTILE IRO
N
NYLOPLAS
T
DO NOT POLLU
T
E
DUCTIL
E
I
R
O
N
NYLOPLAST
DRAINS TO WATE
R
W
A
Y
S
EX
K1
PROP. 20' CITY
SAN. SEW.
ESMN'T EX
K2
11+00 12+00 13+0010+00
EX
J
EX
K
PROP. 8" SAN. SEW.
EX
K1A 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGPLAN VIEW
1" = 50'
PLAN VIEW
1" = 50'
PLAN VIEW
1" = 50'
NOTES:
1.CONTRACTOR TO TEST PIT EXISTING UTILITIES AND RELOCATE AS NECESSARY.
2.ALL RESTRAINT JOINTS TO EXTEND 20' INTO CUT
STANDBYGENERATORPUMP STATION
CONTROL PANEL
(SEE DETAIL)
PUMP STATION
WET WELL
(SEE DETAIL)
45° BENDS
2" CTS HDPE
DR11 FORCE
MAIN
8" SANITARY
LATERAL
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGPS PLAN VIEW
1" = 10'
concrete
4' min.
4' min.3'
10'
1'
NOTES:
2'
1'
to pump
station
18" dia.
hole
underground
power
electric
socket
meter (see notes
1 thru 5)
weather proof strobe
light and
vibrating horn
(see notes 6 & 7)
overhead light to be mounted on
extention 2' above and 1' in front
of enclosure. (see notes 8 & 9)
1. Enclosure construction:
a. to meet NEMA 3R standards
b. 4'-0" (W) x 4'-0" (H) x 1'-0" (D)
c. 12 gage galvanized steel
d. double doors with:
1) heavy duty hinges
2) heavy duty 3 point latching
mechanism
3) heavy duty hasp (for padlock)
e. drip shield
f. back panel (of 12 gauge steel) to
provide a minimum of 5/8" clearance
2. The following items are to be mounted in
enclosure:
b. automatic transfer switch
c. circuit breaker panel
d. 110 V outlet
e. pump control panel
3. Controls to be in their own enclosures and
mounted inside panel enclosure.
4. The pump control panel shall be accessible
without cutting off power.
5. Inside 110 V outlet to be on separate circuit
6. Light and horn shall be Edwards model no.
50-R (light) and model no. 876-N5 (horn) or
Engineer approved equal.
7. Alarm light and horn to have manual on/off
switch inside control enclosure.
8. Overhead light to be on separate circuit and
have on/off switch inside enclosure.
9. Overhead light to be 175 watt 120 V equivalent
LED security light.
GRINDER SEWER PUMP STATION
ELECTRICAL CONTROLS ENCLOSURE
conduit to
generator
min.
a. main disconnect
minimum dimensions
3 phase power monitor
high water (wet well)
pump #2 failure
pump #1 failure
OVERALL WIRING
load side
of meter
to
light(s)
high water (wet well) 120 V
sensor for alarm light and horn
normally open
dry contacts
high water
alarm
contacts
control
panel
to
generator
110 V alarm light and horn
(with manual on/off switch)
alarm wiring (in
separate conduit)
110 V receptacle
(inside enclosure)
circuit breaker
panel
main
disconnect
overcurrent
protection
ground
per N.E.C.
code
automatic
transfer
switch
TYPICAL WIRING DIAGRAMS
SEWER PUMP STATION
NOTE:
Pump station controls shall
provide low voltage, short
circuit and overload protection
on all phases.
NOTE:
The pump station alarm system shall monitor the main power supply, the auxiliary power supply,
failure of each pump to discharge, high liquid level in the wetwell and have a test function.
telephone line (1MB service)
auto-dialer w/
alarm wiring (in
separate conduit)
surge suppressor
78 GPM @ 120' TDH
PROPOSED
GRADE
EXISTING
GRADE
HGL
PROPOSED
GRADE
EXISTING
GRADE
HGL
PROPOSED
GRADE
EXISTING
GRADE
HGL
COMPACT FILL
TO 95%
MAXIMUM DRY
DENSITY PER
ASTM D 698
PROPOSED
GRADEEXISTING
GRADE
HGL
COMPACT FILL TO
95% MAXIMUM
DRY DENSITY PER
ASTM D 698
24' CL 1
RIP RAP
72' - 15" H
D
P
E
@1.90%
26' - 8"
PVC
SDR35
@0.50%
24' - 6"
PVC
SDR35
@0.50%
STR 102 - STR 102A STR 103 - STR 103A STR 1041 - STR 104B
75' - 18
"
H
D
P
E
@3.6
1
%
27'
- 24"
HDPE
@0.56%
61' - 15"
HDPE
@0.50%PROP 8"SAN. XINGPROP 8"W/L XINGSTR 100 - STR 114
62' - 24" HDPE
@0.53%
55' - 24"
HDPE
@0.54%
62' - 24" HDPE
@0.50%
17'
- 24"
HDPE
@0.69%
50' - 24"
HDPE
@0.50%
30' - 18"
HDPE
@0.54%
59' - 18"
HDPE @0.50%
72' - 15" HDPE
@0.50%PROP 4"SAN. LAT.XINGPROP 4"SAN. LAT. XINGPROP 8"SAN. LAT. XING21'
- 12"
HDPE
@0.57%
51' - 12"
HDPE
@0.51%
69' - 6"
PVC SDR35
@0.51%
9+50 10+00 10+50 11+00 11+50
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
102
10+00.00=DI-3B (L=4')INV OUT=686.13INV IN=687.13INV IN=686.3810+72.00=DI-3B (L=4')INV OUT=688.509+50 10+00 10+50 11+00 11+50
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
103
10+00.00=DI-3BCC (L=6')INV OUT=686.67INV IN=687.67INV IN=686.9210+71.42=EW-1INV OUT=690.009+50 10+00 10+50 11+00
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
104
10+00.00=MH-1INV OUT=687.19INV IN=692.50INV IN=687.4410+25.67=NYP-12" W/ PED GRATEINV OUT=692.63INV IN=692.7310+49.46=NYP-12" W/ PED GRATEINV OUT=692.85INV IN=692.95 (2-6")TOP=696.00TOP=696.31TOP=696.00102A 103A 104A 104B
TOP=693.74TOP=692.75TOP=695.209+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
100 101 102 103 104 105 106 107 108 109 111 112 113 114
10+00.00=ES-1INV OUT=685.4010+27.00=DI-3B (L=4')INV OUT=685.55INV IN=685.80INV IN=685.8010+89.00=DI-3B (L=4')INV OUT=686.13INV IN=686.38INV IN=687.1311+44.00=DI-3CC (L=6')INV OUT=686.67INV IN=686.92INV IN=687.4212+06.18=MH1INV OUT=687.23INV IN=687.48INV IN=692.5012+23.53=DI-1INV OUT=687.60INV IN=687.8012+73.42=DI-1INV OUT=688.05INV IN=688.55INV IN=692.8013+03.19=DI-3B (L=4')INV OUT=688.71INV IN=688.9613+62.31=DI-3C (L=6')INV OUT=689.26INV IN=689.5114+33.86=NYP-18" W/8" SOLID COVERINV OUT=689.87INV IN=690.10 (15")INV IN=692.42 (8")INV IN=692.97 (6")14+94.12=NYP-15" W/8" SOLID COVER & REDUCER INV OUT=690.40INV IN=693.11TOP=685.40TOP=692.40TOP=696.00TOP=695.65TOP=695.39TOP=694.58TOP=696.28TOP=696.32TOP=695.85TOP=696.34TOP=694.23INV IN=690.4015+15.11=NYP-12" W/ PED. GRATEINV OUT=690.52INV IN=690.5215+65.94=NYP-12" W/ 8" SOLID COVER & REDUCERINV OUT=690.78INV IN=691.7116+34.96=DUCTILE IRON CLEANOUTINV OUT=692.06TOP=693.74TOP=695.20TOP=695.11INV IN=689.51INV IN=690.78INV IN=692.06PROPOSED
GRADE
EXISTING
GRADE
HGL
PROPOSED
GRADE
EXISTING
GRADE
HGL
PROPOSED
GRADE
EXISTING
GRADE
HGLCOMPACT FILL
TO 95%
MAXIMUM DRY
DENSITY PER
ASTM D 698
COMPACT FILL
TO 95%
MAXIMUM DRY
DENSITY PER
ASTM D 698
PROPOSED
GRADE
EXISTING
GRADE
HGL
COMPACT FILL
TO 95%
MAXIMUM DRY
DENSITY PER
ASTM D 698
71' - 8"
PVC SDR35
@0.50%
66' - 24" HDPE
@0.50%
85' - 12" HDPE
@0.50%
142' - 12" HDP
E
@
1
.
3
1
%
17'
- 12"
HDPE
@
0.50%
121' - 12" HDPE @0.50%
102' - 12" HDPE @0.50%
STR 106 - STR 106B STR 109 - STR 109F STR 101 - STR 205
43' - 6"
PVC SDR35
@0.58%
11' - 6"
PVC
SDR35
@0.52%
8'- 6"
PVC SDR35
@0.52%
8'- 6"
PVC SDR35
@0.50%
36' - 6"
PVC SDR35
@0.50%PROP 8" SAN. XINGPROP 8"SAN. LAT. XINGSTR 111 - 111A
17'-12"
HDPE
@0.50%
9+50 10+00 10+50 11+00 11+50
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
106
10+00.00=DI-1INV OUT=688.05INV IN=692.80INV IN=688.5510+42.99=NYP-12" W/ PED GRATEINV OUT=693.05INV IN=693.1510+54.45=NYP-8" W/ SOLID COVERINV OUT=693.21INV IN=693.21TOP=695.39TOP=696.05TOP=696.339+50 10+00 10+50 11+00 11+50
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
109
10+00.00=NYP-18" W/8" SOLID COVERINV OUT=689.85INV IN=692.42 (8" )INV IN=690.10 (15" )INV IN=692.59 (6" )10+70.86=NYP-12" W/ PED GRATEINV OUT=692.7810+78.61=NYP-12" W/ PED GRATE10+87.02=NYP-8" W/ SOLID COVERTOP=696.28TOP=696.23TOP=696.05TOP=696.339+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
101 200 201 202 203 204 205
10+00.00=DI-3B (L=4')INV OUT=685.55INV IN=685.80INV IN=685.8010+65.71=DI-3C (L=6')INV OUT=686.13INV IN=687.1311+50.93=DI-3B (L=4')INV OUT=687.55INV IN=687.8012+93.31=NYP-18" W/ PED GRATEINV OUT=689.67INV IN=689.77INV IN=691.2013+09.84=NYP-15" W/ PED GRATEINV OUT=689.85INV IN=689.9514+31.00=NYP-12" W/ PED GRATEINV OUT=690.56INV IN=690.6615+33.26=NYP-15" W/ PED GRATETOP=692.40TOP=691.47TOP=692.31TOP=694.45TOP=695.16TOP=695.22TOP=695.22106A 106B 109D 109E 109F
INV IN=692.95INV OUT=692.99INV IN=693.09INV OUT=693.1315+69.04=NYP-12" W/ PED GRATEINV OUT=691.85TOP=694.50206
INV OUT=691.17INV IN=691.679+50 10+00 10+50 11+00
675
680
685
690
695
700
705
675
680
685
690
695
700
705
710
111
10+00.00= NYP-15" W/8" SOLID COVERINV OUT=690.40INV IN=693.1110+16.60=NYP-15" W/ PED GRATEINV OUT=693.20TOP=696.32TOP=696.20111A
710
INV IN=690.40INV IN=693.20151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGV: 1" = 5'
H: 1" = 50'
PROPOSED
GRADE
EXISTING
GRADE
HGL
COMPACT FILL
TO 95%
MAXIMUM DRY
DENSITY PER
ASTM D 698
HGL
PROPOSED
GRADE
EXISTING
GRADE
EXISTING
GRADE
HGL
PROPOSED
GRADE
HGL
PROPOSED
GRADE
EXISTING
GRADE
HGL
PROPOSED
GRADE
EXISTING
GRADE
12' CL 1
RIP RAP
HGL
PROPOSED
GRADE
EXISTING
GRADE
12' CL 1
RIP RAP
COMPACT
FILL TO 95%
MAXIMUM
DRY
DENSITY
PER ASTM
D 698
8' - 30" RCP III
@1.25%
APPROX.
LOCATION
EX. 8" GAS
LINE XING.
RELOCATE IF
NECESSARY.
60' - 8
"
PVC S
D
R
3
5
@3.3
9
%
STR 202 - STR 202A
21'
- 15"
HDPE
@0.50%
98' - 30" RC
P
I
I
I
@
1
.
7
3
%
STR 108 - STR 115 STR 1- STR 6
44' - 15"
RCP III
@0.51%
EX 2 - STR 9
90' - 1
5
"
R
C
P
I
I
I
@3.3
3
%
STR 4 - STR 4A
60' - 24"
RCP III
@2.50
%
REPLACE E
X
C
M
P
TO 46' -
24" RCP III
@1.57%
STR 7 - STR EX2
EX. 198' -
24" CMP
@1.62%APPROX. LOC.EX F.O. XINGAPPROX.LOC. EX. 12"W/L XINGAPPROX. LOC. EX.8" GAS LINE XING48' - 30"
RCP III
@0.53%
49' - 30" RCP III
@0.51%
31'
- 30"
RCP III
@0.65%
PROP. 12"
W/L XING
RELOCATE IF
NECESSARY
PROP. CONC.
CRADLE
10YR
WSE =
697.98
REPLACE E
X
C
M
P
TO 46' -
24" RCP III
@1.57%
REMOVE
&
REPLACE
EXISTING
CULVERT
EX 12"
W
/
L
9+50 10+00 10+50 11+00 11+50
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
202
10+00.00=NYP-18" W/ PED GRATEINV OUT=689.67INV IN=691.20INV IN=689.7710+59.59=NYP-12" W/ PED GRATEINV OUT=693.22TOP=694.45TOP=696.18202A
9+00 9+50 10+00 10+50 11+00
675
680
685
690
695
700
705
710
675
680
685
690
695
700
705
710
108 115
10+00.00=DI-3C - 6'INV OUT=689.26INV IN=689.51INV IN=689.5110+21.00=DI-3B -10'INV OUT=689.61INV IN=689.61TOP=694.58TOP=694.709+50 10+00 10+50 11+00 11+50 12+00 12+50
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
10+00.00=ES-1 (30")INV OUT=681.1510+47.50=DI-3C - 6'INV OUT=681.40INV IN=681.5010+96.59=DI-3CC - 6'INV OUT=681.75INV IN=681.8511+27.39=DI-1INV OUT=682.05INV IN=682.85INV IN=684.1011+35.41=DI-3B - 4'INV OUT=682.95INV IN=683.9512+33.43=ES-1 (30")INV OUT=685.65INV IN=685.65TOP=682.56TOP=688.80TOP=689.00TOP=690.40TOP=690.45TOP=686.2254321 6
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
EX2
10+00.00=EX. DI-7INV OUT=683.62INV IN=683.94 (15"-2A)INV IN=684.35 (15"-2C)INV IN=683.92 (24"-2B)10+43.51= DI-7INV OUT=684.16PROP. TOP=688.00TOP=687.159+50 10+00 10+50 11+00
9
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
10+00.00=DI-1INV OUT=682.05INV IN=684.10INV IN=682.8510+90.00=DI-1INV OUT=687.10TOP=690.40TOP=691.109+50 10+00 10+50 11+00
4 4A
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
EX2
10+00.00=EW-1 (24")INV OUT=681.15INV IN=681.1510+60.00=DI-3B - 4'INV OUT=682.65INV IN=682.90INV IN=683.6511+05.82=EX. DI-7INV OUT=683.62INV IN=684.35 (15"-2C)INV IN=683.92 (24"-2B)INV IN=683.94 (15"-2A)TOP=688.97PROP. TOP=688.009+50 10+00 10+50 11+00 11+50
87
EX. TOP=686.73EX1
10+53.43=INV OUT=682.78INV IN=682.78TEST PITEX. TOP=686.73TEST PITAPPROX. LOC. EX. 2" W/L XINGTEST PITTEST PITAPPROX. LOC. EX. 2" SAN FM XINGPROP. 2"SAN FM XINGAPPROX. LOC. EX. F.O. XINGTEST PITPROP. 8"W/L XINGTEST PIT10+00.0010+00.0010+40.00INV. OUT = 690.30INV. IN = 693.70INV. OUT = 687.30INV. IN = 689.2010+44.008.5' CL 1
RIP RAP
CULVERT 22-23CULVERT 20-21
7' CL 2
RIP RAP
EXISTING
GRADE
EXISTING
GRADE
44' - 18"
RCP III @
4.32%40' - 15"
RCP III @
8.50%
10YR WSE
= 691.76
10YR WSE
= 694.52
9+50 10+00 10+50 11+00
675
680
685
690
695
675
680
685
690
695
9+50 10+00 10+50 11+00
680
685
690
695
680
685
690
695
22
23
20 21
HGL
PROPOSED
GRADE
EXISTING
GRADE
HGL
PROPOSED
GRADE
EXISTING
GRADE
COMPACT FILL
TO 95%
MAXIMUM DRY
DENSITY PER
ASTM D 698
20'
- 15"
RCP III
@1.23%
STR 8 - STR 8A STR 113 - STR 116
72' - 12" HDPE
@0.51%PROP. 8"W/L XING18"
MIN.
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
10+00.00=DI-3B - 4'INV OUT=682.65INV IN=683.65INV IN=682.9010+20.39=DI-3C - 6'INV OUT=683.90INV IN=683.90TOP=688.97TOP=688.929+50 10+00 10+50 11+00
8 8A
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
113 116
INV OUT=690.78INV IN=690.78INV IN=691.7110+72.13=DI-1INV OUT=691.15TOP=696.34TOP=693.659+50 10+00 10+50 11+0010+00.00=NYP-12" W/ 8" SOLID COVER & REDUCER151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGV: 1" = 5'
H: 1" = 50'
NOTES:
1.EXISTING STORM STRUCTURE (EX.#2) IS A MODIFIED DI-7 WITH AN EXISTING OPENING IN THE
BACK TO ALLOW FOR SURFACE STORMWATER RUNOFF TO ENTER THE STRUCTURE AS DI-7
RIM ELEVATION IS HIGHER THAN THE EXISTING GRADE IN THE ADJACENT YARD. THE TOP OF
EX#2 IS TO BE RAISED PER ROAD IMPROVEMENTS TO SENSENY ROAD AND THE OPENING IN
THE BACK IS TO REMAIN TO ALLOW STORMWATER TO CONTINUE TO ENTER THE STRUCTURE.
2.CONTRACTOR TO TEST PIT EXISTING UTILITIES AND RELOCATE AS NECESSARY.
8" W/L
DIP CL 52
PROPOSED
GRADE
EXISTING
GRADE
5.0'
EXISTING
GRADE
PROPOSED
GRADE
EXISTING
GRADE
4.0'
MIN.
4.0'
MIN.TEST PIT17+72.12 = 45° BEND10+10.00 = 12"x8" TEE,2-12" G.V., 1-8" G.V.12" W/L
DIP CL 52
10+00.00 = 12" END CAP &FLUSHING ASSEMBLY10+00.00 = 8"x12" TEE,2-12" G.V., 1-8" G.V.11+08.98 = 8"x8" TEE, 3-8" G.V.TEST PITPROP. 2"SAN. FORCE MAIN XING18"
MIN.18"
MIN.
18"
MIN.PROP. RELOCATED12" W/L XING17+77.12 = 12"X16" TEE,1-12" G.V., 2- 16" G.V.15+90.00 = AIR RELEASE VALVE9+50 10+00 10+50 11+00 11+50
665
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
WATERLINE "C" (FREDERICK WATER)
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
APPROX. LOC. EX. 8"GAS LINE XINGPROP. 15"STM XINGWATERLINE "D" (FREDERICK WATER)
EXISTING
GRADE PROPOSED
GRADE
COMPACT FILL
TO 95%
MAXIMUM DRY
DENSITY PER
ASTM D 698
8" W/L
DIP CL 52
11+36.30 = 45° BEND13+61.29 = 6" FIRE SERVICE & DOM. SERVICE 8"x6" TEE, 1-6" G.V.14+10.45 = 8"x6" CROSS, 2-6" G.V.,14+23.30 = 22.5° BEND14+50.22 = 45° BEND14+83.60 = 22.5° BEND4.0'
MIN.
WATERLINE "A" (FREDERICK WATER)PROP 8"SAN. XINGPROP 24"STM XING10+05.00 = 1-6" G.V., 8"x6" REDUCER10+00.00 = FH ASSEMBLY10+24.16 = 1" SERVICE LATERAL10+27.23 = 1-8" G.V.PROP 8"SAN. XING4.0'
MIN.
18"
MIN.
18"
MIN.10+00.00 = 45° BENDTIE TO EX. W/LEXISTING
GRADE
PROPOSED
GRADE
12" W/L
DIP CL 52
3.0'
MIN.
18"
MIN.10+10.81 = 45° BEND10+75.31 = 45° BEND10+86.39 = 45° BEND18"
MIN.11+86.42TIE PROP. W/L TO EX. W/LRESTRAINT JOINTS (TYP.)
PROP.
CONC.
CRADLE
APPROX.
LOC. EX.
12" W/L
11+31.24 = 8"x8" TEE, 3-8" G.V.11+35.21 = 22.5° BEND2 FH ASSEMBLIES, 1-8" G.V.16+09.78 = FH ASSEMBLY16+04.78 = 8"X6" REDUCER, 1-6" G.V.W/ FOSTER ADAPTERW/ FOSTER ADAPTER6" WL
DIP CL 52
6" WL
DIP CL 52
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00
670
675
680
685
690
695
700
705
670
675
680
685
690
695
700
705
PROP. 12"STORM XING9+50 10+00 10+50 11+00 11+50
670
675
680
685
690
695
700
665
670
675
680
685
690
695
700
WATERLINE "B" (CITY)PROP. 30"STM XINGPROP. 8"W/L XINGPROP. 2"SAN FM XING9+008+50 12+00 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGV: 1" = 5'
H: 1" = 50'
NOTES:
1.CONTRACTOR TO TEST PIT EXISTING UTILITIES AND RELOCATE AS NECESSARY.
2.ALL RESTRAINT JOINTS TO EXTEND 20' INTO CUT
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGNTS
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGNTS
STAIRS (5R)
5' S/W
74.02
'34.02'39.2'
105.98'
102A
104B
106A
106B
109F
109D
109C
109A
111A
114
200
201202
203
202A
204
205
1
110A
10
109E
206
DUCTILE IRO
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATER
W
A
Y
S
NYLOPLAST
DUCTILE I
R
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAS
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DO NOT
P
O
L
LU
T
E
DUCT
I
L
E
I
R
O
N
NYLOP
L
A
S
T
DRAINS T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS80.81'10+0016+0016+09.78X
-
S
E
C
"
A
"
X-SEC "3"
X-SEC "5"
CURB TRANSITION
CG-6R TO CG-6 (TYP)
CURB TRANSITION
CG-6R TO CG-6 (TYP)
RETAINING WALL W/HANDRAIL
(STRUCTURAL DESIGN BY OTHERS)
CURB CUT
(2' W)
X-SEC "5"3:13:11+002+00
1+0
0
692690
696694686
692
6
9
4
686688690682684676
678
680
682
68
4
6
8
6
6
8
8
6
9
0
696
N 32°06'42" E 918.87'
EX
J
EX
K
EX
K1
EX
K1A
11+00
12+00
13+00
14+00
15+00PROPOSED BUILDING
4 STORY SENIOR RESIDENTIAL (63 UD UNITS)
FFE:696.50'
RETAINING WALL
W/ HANDRAIL
EX. SAN
MAIN
10+00
TW=692.00
BW=692.00
TW=690.00
BW=689.50
TW=695.09
BW=688.00
TW=694.60
BW=685.50
TW=694.60
BW=684.11
TW=694.60
BW=681.75
TW=693.79
BW=679.76
TW=693.02
BW=678.38
TW=693.14
BW=685.43
TW=694.88
BW=678.86
TW=694.60
BW=685.43
TW=694.60
BW=687.08
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00
680
685
690
695
700
705
675
680
685
690
695
700
705
PROPOSED GRADE AT
HIGH SIDE OF WALL
EXISTING GRADE AT
LOW SIDE OF WALL
PROP. PARALLEL
STORM SEWER
10+00.00=BEGIN RETAINING WALL15+26.74=END RETAINING WALLSAN. SEW. XINGRETAINING WALL
NOTES:
1.RETAINING WALL AND SYSTEM TO BE DESIGNED BY OTHERS. (UNDER SEPARATE BUILDING PERMIT)
2.HANDRAIL VDOT HR-1 OR APPROVED EQUIVALENT. (HANDRAIL NOT SHOWN FOR CLARITY)
3.RETAINING WALL PROFILE DEPICTS FINISHED GRADE AT HIGH SIDE AND LOW SIDE OF RETAINING WALL.
WALL HEIGHT TO BE DETERMINED BY RETAINING WALL DESIGNER.
PROPOSED RETAINING WALL
(DESIGN BY OTHERS)
PROPOSED RETAINING WALL
(DESIGN BY OTHERS)
PROPOSED RETAINING WALL
(DESIGN BY OTHERS)BUILDING FF = 696.5FOUNDATION DRAIN
BACKFILL
BACKFILL
BACKFILL
TYPICAL SECTION 1
STATIONS 10+00 - 10+90
(10+53)
NTS
TYPICAL SECTION 2
STATIONS 10+90 - 13+11
(13+00)
NTS
TYPICAL SECTION 3
STATIONS 11+13 - 15+23.45
(13+78)
NTS
FOUNDATION DRAIN
FOUNDATION DRAIN BUILDING FF = 696.5STORM STRUCTURE
@ STA. 10+52.56
12" STORM SEWER
12" STORM SEWER
3.67'
VARIES
VARIES
NOTES:
1.RETAINING WALL TYPICAL SECTION IS JUST TO SHOW
PROXIMITY TO RETAINING WALL , HORIZONTAL AND
VERTICAL SEPARATION BETWEEN STORM AND SANITARY.
2.RETAINING WALL SECTION IS NOT BASED ON ANY ACTUAL
DESIGN OF A WALL. RETAINING WALL DESIGN WILL BE BY
OTHERS.151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGVDOT ROAD DESIGN MANUAL, APPENDIX A(1)
NOT TO SCALE
GRASS CHANNEL SECTION #1
NOT TO SCALE
GRASS CHANNEL SECTION #2
PEAK FLOW DEPTH VELOCITY
2 YR STORM EVENT:3.06 CFS --3.71 FPS
10 YR STORM EVENT:4.24 CFS 0.33'--
CHANNEL SLOPE 5.80%
3:1 3:1
2'0.4'2.2'
NOT TO SCALE
GRASS CHANNEL SECTION #3
PEAK FLOW DEPTH VELOCITY
2 YR STORM EVENT:0.04 CFS --0.83 FPS
10 YR STORM EVENT:0.05 CFS 0.02'--
CHANNEL SLOPE 5.80%
4:1
3:1
PROPOSED RETAINING WALL
(DESIGN BY OTHERS)
NOT TO SCALE
GRASS CHANNEL SECTION #4
PROPOSED RETAINING WALL
(DESIGN BY OTHERS)
NOT TO SCALE
GRASS CHANNEL SECTION #5
PEAK FLOW DEPTH VELOCITY
2 YR STORM EVENT:0.05 CFS --0.75 FPS
10 YR STORM EVENT:0.07 CFS 0.07'--
CHANNEL SLOPE 2.37%
13:1 22:1
NOT TO SCALE
GRASS CHANNEL SECTION #6
PEAK FLOW DEPTH VELOCITY
2 YR STORM EVENT:14.60 CFS --4.49 FPS
10 YR STORM EVENT:23.90 CFS 0.33'--
CHANNEL SLOPE 7.27%
8:1 3:1
6'0.6'NA GREEN SC250 DITCH LINING
(OR APPROVED EQUIVALENT)
5.7'2.2'
NA GREEN S75BN DITCH LINING
(OR APPROVED EQUIVALENT)
CROSS SECTION #4 REMOVED
2.2'
CROSS SECTION #1 REMOVED 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING2" LOCALIZED
DEPRESSION
MIN. SLOPE 4%
2. EXPANSION JOINT FILLER SHALL BE
1/2" BITUMINOUS TYPE PREFORMED
EXPANSION JOINT FILLER, ASTM D-1751
1. UNLESS OTHERWISE NOTED,
CONCRETE SHALL BE CLASS A3
NOTES:
PROVIDE EROSION
PROTECTION PER PLAN
CONCRETE SCUPPER
N.T.S.
2'6"TAPER CURB
9' MIN.18' OR 20'STRIPED AREA
HANDICAPPED
SYMBOLS
FC
EP
4.0' MIN.
7.0' MAX.
4" STEEL PIPE FILLED WITH CONCRETE
DISPLAY CONDITIONS
24"
6"6"
9"
RESERVED
PARKING
12"
2'WHEEL STOP
WITH EP
SIGN (SEE DETAIL)
HANDICAPPED PARKING
N.T.S.
04/15
VER 1
NOTE:
RAMP FOR HANDICAPPED MUST
BE LOCATED AT SAME POINT
ADJACENT TO THE STRIPED
AISLE.
LIGHT COLORED
REFLECTIVE
BACKGROUND
MAT'L.
DARK COLORED
2" LETTERS & 3/8"
BORDER
INTERNATIONAL SYMBOL
OF ACCESSIBILITY
UNLAWFUL
PARKING IN THIS
SPACE IS SUBJECT
TO A FINE OF
$50.00 TO $100.00
LIGHT COLORED 1" LETTERS
DARK COLORED REFLECTIVE
BACKGROUND MATERIAL
SIGN SHALL BE LOCATED
SUCH THAT IT WILL NOT BE
OBSCURED BY VEHICLE
PARKED IN SPACE.
9' VAN ACCESSIBLE SPACE
9' FOR REGULAR SPACE
CONCRETE SIDEWALK
N.T.S.
-2%
4" 3000 PSI VDOT A3 CONCRETE
4" SUBBASE (21-A STONE)
WIDTH VARIES
SEE SITE PLAN
COMPACTED SUBGRADE
(COMPACTED TO 95%
DENSITY AT OPTIMUM
MOISTURE CONTENT
VDOT VTM-1 METHOD)
* CONCRETE TO BE AIR ENTRAINED. AIR TO BE 6% ±1.5. SLUMP TO BE 5" ±1"
6x6 WWM
SAW-TOOTH CURB OPENINGS
N.T.S.
MODIFIED
2"R (TYP.)
4' TYP.2'2'
3" TYP.
2' GUTTER PAN
CURB OPENING
CURB OPENING
FLOW LINE
BACK OF
CURB2.0%2.0%2'2'
2' GUTTER ON
BACK OF CURB
OVERLAND
RELIEF WEIR
EDGE OF PAVEMENT
2. FINISHED SIDE OF FENCE SHALL FACE
ADJOINING PROPERTY, IF APPLICABLE.
1. PRESERVATIVE STAIN ON ALL WOOD.
COLOR TO MATCH THAT OF BLDG.
NOTES:
3.5"
1.25"
3.5"1 3/4"4"X4"X8' POSTS
2"X4"X4' BEAMS, TOE NAIL TO POST
COMPACTED GRAVEL
4'-0"
1"X4"X4'-8" SLATS, 2-FINISH NAIL AT
TOP AND BOTTOM
6"3"3'-0"6'-0"4"8"5'-8"8"NOT TO SCALE
WOOD FENCE DETAIL OR APPROVED EQUAL,
FOR BUFFER SCREENING (FENCE 6')
WITH BOARD ON BOARD CONSTRUCTION
1'-0"6'-0" MIN 1'-6"MINMIN
NTS
COMPACTED SUBGRADE
EXP. JOINT TYP.
GATE HINGES PER
MANUFACTURER'S SPEC
DUMPSTER SLAB
PRESSURE TREATED BOARD ON BOARD
WOOD GATE OR APPROVED EQUAL
6"X 6"X 1/4" STEEL TUBE FILLED
W/ CONCRETE & EMBEDDED
INTO CONCRETE FOOTING
TRAVEL WAY PAVEMENT
7" THICK POURED CONCRETE PAD W/ 6X6-10/10
W.W.M. ON COMPACTED 6" AGGREGATES BASE
BELOW SLAB AND FOOTING
TRASH ENCLOSURE DETAIL 6'-0"151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING1. The City's Water and Sewer Standards and Specifications are available at www.winchesterva.gov/engineering.
2. The contractor shall adhere to the standards and specifications in effect at the time of construction.
3. The contractor shall coordinate with and arrange for inspection by the City.
4. Exact locations of water and sewer services on new lines are to be coordinated with the City's inspector.
5. All waterlines are to be class 52 DIP.
WINCHESTER PUBLIC SERVICES NOTES
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
WATER VAULT NOTES:
1. FREDERICK WATER TO PROVIDE DOMESTIC 2" NEPTUNE WATER METER.
2. FIRE METER TO BE 6" NEPTUNE HP PROTECTUS III FIRE SERVICE METER PER FW SPECIFICATIONS.
3. WATER LINES, FITTINGS AND GATE VALVES WITHIN THE VAULT TO BE FLANGED DIP CLASS 52 UNLESS OTHERWISE SPECIFIED. SIZE AS SHOWN.
4. INTERIOR METER VAULT DIMENSIONS ARE MINIMUM W= 8' BY L= 16'. INTERIOR BACKFLOW PREVENTION VAULT TO BE MINIMUM W= 6' BY L= 8'.
5. WATER METER AND BACKFLOW PREVENTION ASSEMBLIES TO BE PER FW SPECIFICATIONS.
5' minimum
METER INTERFACE UNIT;
BRACKET FURNISHED BY
FW AND INSTALLED BY
CONTRACTOR
BACKFLOW PREVENTION ASSEMBLY6"TEE
GATE VALVE6" BYPASS LINE
6" GATE VALVE
6" NEPTUNE HP PROTECTUS IIISADDLE AND
CORPORATION STOP
DOMESTIC METER
TO BUILDING
TO BUILDING
S.S. PIPE STANDS (TYP.)6" STONE BASE
NOTES:
1. All fittings and pipe in vault to be flanged D.I. Class 52.
2. Access door shall be Halliday Products H1R3636 or FW approved equal.
3. Water meter and backflow prevention assemblies to be per FW specifications.
4. Precast vaults shall have a minimum wall, top and floor thickness of 6".
5. Precast vaults shall be H20 rated.
6. 24" clearance required between vault walls and fittings.
VAULT DIMENSIONS TO
BE DETERMINED
VAULT DIMENSIONS TO
BE DETERMINED
6" STONE BASE
ACCESS DOOR
FIRE SERVICE AND DOMESTIC SERVICE VAULT DETAIL
LINK-SEAL
(TYP.)
LINK-SEAL
(TYP.)
LINK-SEAL
(TYP.)
ALUMINUM ACCESS
LADDER
S.S. PIPE STANDS (TYP.)
EBAA MEGAFLANGE
3' MIN.
TO BUILDING
DIP
CLASS 52
2 FT MIN.
3' MIN.
3' MIN.
DIP
CLASS 52
4' MIN.
FW PRIVATE
6" DIP
CLASS 52
6" DIP
CLASS 52
90° BEND
6"TEE 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
DUCTILE IRO
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE
I
R
O
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRONDO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLASTDUCTILE
I
R
O
N
DO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLA
S
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRONDO NOT
P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLASTDUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLASTDO NOT
P
O
L
L
U
T
E
DUCTILE
I
R
O
N
NYLO
P
L
A
S
T
DRAINS
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
3 Bn
4 Bn
4 Ar
1 Ar
3 Ar 10 Zs
7 Gt
19 Bg
92 Im
2 Gt
7 Gt
5 Ac
30 ToFence 6' Ht.
(see sheet 32A)
2 Ac
4 Ms
1 Gt
1 Ar
1 Gt
2 Ms
1 Gt
2 Ms
Fence 6' Ht. (Provide clearance
from ground to allow runoff to flow
under fence)No Fence in sanitary
sewer easement
BLACK CHAIN LINK
FENCE GATE
LANDSCAPE BARRIER
(SHRUBS & TREES)
LANDSCAPE BARRIER
(SHRUBS & TREES)
LANDSCAPE BARRIER
(SHRUBS & TREES)
1 Gt 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGLANDSCAPING MAINTENANCE NOTES
A. All landscaped area shall be maintained in good condition by owner.
B. Reasonable provisions shall be made to protect landscaping from vehicles, pedestrians and shopping carts.
C. Dead or dying vegetation shall be replaced at the direction of the site administrator.
GENERAL CONDITIONS
SCOPE OF WORK
The landscape contractor shall provide all materials, labor and equipment to complete all landscape
work as shown on the plans and specifications.
NOTE: If contractor bids according to the Plant List, he/she should thoroughly check the plant list
quantities with the symbols drawn on the plan, to be sure there are no discrepancies. If there is a
discrepancy between the drawing and the list on the plans, the drawing takes precedence.
STANDARDS
All plant material will conform to the current issue of the American Standard for Nursery Stock
published by the American Nursery & Landscape Association (ANLA). Plant material must be
selected from nurseries that have been inspected and certified by state plant inspectors.Collected
material may be used only when approved by owner's representative.Nomenclature will be in
accordance with Hortus III by L.H. Bailey.
SUBSTITUTIONS: PRE-BID
It is the landscape contractor's responsibility to make every reasonable effort to find the plants
specified by the landscape architect. The landscape contractor may offer substitutions to the
landscape architect for his/her consideration.The landscape contractor will notify the landscape
architect if there are known diseases or insect resistant species that can be substituted for a
selected pest-prone plant. The contractor shall submit a base bid as per plan plus price
clarifications for all recommended substitutions.
SUBSTITUTIONS: POST-BID
It is the intent to eliminate post-bid substitutions. However, in the event that the contract material
has become unavailable, an appropriate substitution must be approved by the owner's
representative and the Frederick County Planning Department
UTILITIES AND UNDERGROUND FEATURES
The landscape contractor shall notify utility companies and/or the general contractor in advance of
construction to locate utilities.
If there is a conflict with utilities and the planting, the landscape architect shall be responsible for
relocating plants prior to the planting process. Any cost due to relocating after planting shall be
borne by the owner.
If plants are to be installed in areas that show obvious poor drainage, and the plants are
inappropriate for that condition, the landscape contractor shall notify the landscape architect and
owner. If they deem necessary, the plants shall be relocated, the contract shall be adjusted to allow
for drainage correction at a negotiated cost, or the plant selection modified by the landscape
architect to accommodate the poor drainage.
No trees or shrubs shall be placed on Frederick Water easements.
WARRANTY
The standard warranty is for one (1) year period, excluding bulbs, sod and annuals, commencing
on the date of initial acceptance. All plants shall be alive and in satisfactory growth at the end of
the guarantee period. Any material that is 25% dead or more shall be considered dead and must be
replaced at no charge. A tree shall be considered dead when the main leader has died back, or
25% of the crown is dead.
Replacements shall be made during the next planting period. Replacements shall be of the same
type, size and quality as original species unless otherwise negotiated.
STANDARDS
A. Plants will be in accordance with the current ANLA's Standards and conform in general to
representative species.
B. Balled and Burlapped (B&B)
1. Balled and burlapped plants shall be dug with firm root balls free of noxious weeds. There
should be no excess soil on top of the rootball or around the trunk.
2. Ball sizes shall be in accordance with ANLA Standards.
3. Caliper and Height Measurement: In size grading B&B single trunk trees, caliper shall take
precedence over height. Caliper of the trunk shall be taken 6" above ground level (up to and
including 4" caliper size) and 12" above the ground level for larger trees. For multiple-trunk
trees, height measurement shall take precedence over caliper.
C. Container - Grown Stock
1. The size of container-grown shrubs is measured by height and width of the plant.
Container-grown trees are measured by the same standars listed in B.3. above. The root
system of container-grown plants shall be well developed and well distributed through out the
container.
2. All container-grown trees and shrubs that have circling (girdling) and matted roots shall be treated in
the following manner prior to planting: separate the roots by hand, untangling so circling roots will not
damage future of the plant.See Planting procedures for all Container-Grown Trees & Shrubs in this
section.
3. All container-grown plants should be grouped and watered daily until they are planted, the soil shall
be kept moist with the equivalent of one-inch of rainfall per week.
D. Pruning shall be done before planting or during the planting operation.
E. All plant material in transit shall be covered to keep material from drying out. The covering shall
comply with the state and local laws pertaining to the transport of materials.
F. Trees shall be placed in an upright position with the rootball covered by mulch and kept moist. Trees
and shrubs should not be left on site unplanted for more than 24-hours without adequate water to
insure root survival.
INSPECTION
A. Plants may be subject to inspection and approval by the owner or owner's representative at the place
of growth or holding yard for conformity to specification requirements as to quality, size and variety.
B. Plants damaged in handling or transportation can be rejected by the owner or owner's
representative.
C. State nursery inspection certificates shall be furnished to the landscape architect upon request.
PLANTING PROCEDURES FOR ALL CONTAINER-GROWN TREES & SHRUBS
A. Remove the plant either by cutting or inverting the container.
B. For untreated plastic container-grown pplants with circling roots, separate roots by hand and
untangle roots the length of the rootball.
C. Plant shrub or tree a minimum of 18 of the height of the rootball above existing grade.
D. Apply a 2" to 3" thick layer of approved hardwood mulch. Keep mulch 6" away from the trunk of all
trees and shrubs.
E. Plants grown in root containment bags must have bags removed during the planting operation. No
additional slashing of the rootball is necessary.
SEEDING NOTES
1. Topsoil shall be spread at a depth of 4".
2. Before sodding or seeding and landscaping the contractor will till all compacted areas at least 6" in
depth to loosen the compacted soils and add amendments
3. Pulverized agricultural limestone shall be incorporated into soil at a rate of 92 lbs. per 1000 s.f. (2
tons per ac.).
4. Fertilize with 10-10-10 at a rate of 23 lbs. per 1000 s.f. (1000 lbs. per ac.).
5 Seed mix shall consist of 67% Kentucky 31 Tall Fesue and 33% Sericea Lespedeza applied at the
rate of 120 lbs. per ac. or similar drought tolerant mix.
6. Straw mulch shall be applied to all seeded areas at the rate of 3500 lbs. per acre and anchored with
cutback, or emulsified asphalt applied at a rate of 200 gallons per ac..
7. No slope in excess of 25% will be seeded (or sodded).
36" Ht92ImIlex x meserveae 'Mesdob'China Boy Holly
Bg Buxus x 'Green Mountain'Green Mountain Boxwood 36" Ht.19
Red Maple Acer rubrum
ABB BOTANIC NAME COMMON NAME QUANTITY SIZE
Ar
PROPOSED TREE PLANTINGS
9
PROPOSED SHRUB PLANTINGS
2" cal, B&B
30Emerald Green ArborvitaeThuja occidentalis 'Smaragd'To 2" cal, B&B
10Japanese ZelkovaZelkova serrata Zs 2" cal, B&B
7River BirchBetula nigraBn 2" cal, B&B
DIG HOLE 2X-3X ROOT BALL WIDTH
SCALE: NOT TO SCALE12"TREES <4" CAL.
TREE PLANTING - VERTICAL STAKES
FIRM BEARING SOIL
WIND CONDITIONS-EXTENDED TO
UPRIGHT STAKES-IN SEVERE
TREE CHAIN OR TIE
RUBBER HOSE
OPTIONAL WITH TIE
UPRIGHT STAKES
EXTENDED TO FIRM
BEARING SOIL
PLACE STAKES PARALLEL
TO WALKS AND BUILDINGS
CORNER OF ROOT SYSTEM TO
BE AT LINE OF ORIGINAL GRADE.
FIRMLY COMPACTED SAUCER
MIXTURE.
SCARIFY PIT BOTTOM (MIN. 6").
NOTES:
1. MIN. ROOT SPREAD TO BE IN ACCORDANCE WITH
"AMERICAN STANDARDS FOR NURSERY STOCK."
2. PRUNE ALL DAMAGED, DISEASED, OR WEAK LIMBS & ROOTS.
3. CLEARLY PRUNE ALL DAMAGED ROOT ENDS.
4. DO NOT ALLOW ROOTS TO DRY OUT DURING INSTALLATION PROCESS.
5. SOAK ROOTS IN WATER OVERNIGHT BEFORE PLANTING.
TYPICAL PLANTING DETAIL - SHRUB
2 x BALL DIA. MIN
SCARIFY PIT SIDES
SCALE: NOT TO SCALE
GENTLY COMPACTED TOPSOIL
(USE TOPSOIL)
THIS SHEET FOR LANDSCAPING ONLY
CALCULATIONS:
Total Site: 4.971 ac. or 216,536.8 sf
Impervious Area = 1.83 or 79,617 sf
Greenspace = 3.14 ac. or 136,920 sf.(63%)
Interior Parking Lot Landscaping (165-202.01(D)(13)(b): 1 tree per 10 spaces
93 spaces proposed/ 10= 9 trees required, 9 trees provided
Perimeter Landscaping (165-202.01-(D)(13)(a): x 70,410.99 impervious area (1.61 ac)
1 tree per 2,000 sf impervious area for first 100,000 sf = 40 trees required, 40 trees provided
1 tree per 5,000 sf impervious area thereafter = 0 trees required
Street Tree Plantings: Street trees are not required but are being provided as part of the modified road
efficiency buffer.
TOTAL TREES REQUIRED: 49
TOTAL TREES PROVIDED: 49
Parking Perimeter Screening
110- Evergreen Shrubs
NOTES:
1. Tree and shrub sizes shown on plan view are illustrative, sizes at planting are as shown in plant schedule.
*2. The placement of trees shown on the plan may change at the time of install. The owner reserves the right
to relocate trees, for aesthetic purposes, with prior approval from Frederick County Planning Department.
*3. All plants shall conform with Frederick County's approved landscape list; substitutions must be approved in
writing by the Frederick County Planning Department.
4. The owner has requested a Modified Road Efficiency Buffer per the exemption contained in Frederick
County zoning ordinance §165-203.02(E)(5) as the topography changes +/- 6' from Senseny Road to the
new parking area and buildings. Street trees are being provided along the property frontage with Senseny
Road as part of this modification.
5. The owner has requested a Category Type B Buffer modification per the exemption contained in Frederick
County zoning ordinance §165-203.02(C)(&) as an existing utility (sanitary sewer) conflicts (crosses) the
buffer area near the existing adjacent townhomes. A 6' screening fence is being provided along the
boundary adjacent to the townhomes except at the utility conflict.
8Flowering CrabappleMalus sp.Ms 2" cal, B&B
Skyline Honey LocustGleditsia Triacanthos 'Skyline'Gt 2"-2.5" cal, B&B
Shadblow Serviceberry MultitrunkAmelanchier CanadensisAc 2"-2.5" cal, B&B
20
7
PROPOSED BUILDING
4 STORY SENIOR RESIDENTIAL (63 UD UNITS)
FFE:696.50'
DUCTILE IRO
N
DO NOT P
O
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
RW
A
Y
S
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTIL
E
I
R
ON
DO NOT PO
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPL
A
S
T
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST
DUCTIL
E
I
R
O
N
DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST
DUCTILE IRONDO NOT PO
L
L
U
T
E
D
R
A
I
N
S
T
O
W
A
T
E
R
W
A
Y
S
NYLOPLASTDUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERW
A
Y
S
NYLOPLAST
DUCTILE I
R
O
N
DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAS
TDUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST
DO NOT
P
O
L
L
U
T
E
DUCTILE
I
R
O
N
NYLOP
L
A
S
T
DRAINS T
O
W
A
T
E
R
W
A
Y
S
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
FUTURE CHURCH
ADDITION
FFE:696.50'
22
A @ 25'
A @ 25'
E @ 25'
B @ 25'
C @ 13'
C @ 13'
A @ 25'
E @ 25'
ZONED: RP
USE: SCHOOL
ZONED: RP
USE: SINGLE FAM
ZONED: RP
USE: MULTI-FAM
ZONED: RP
USE: SINGLE FAM ATT
ZONED: B1
USE: VACANT
D @ 20'
D @ 20'
D @ 20'
B @ 25'
B @ 25'B @ 25'
C @ 20'151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGNOTES:
1.READINGS SHOWN ARE BASED ON A TOTAL LLF OF AS SHOWN AT GRADE. DATA REFERENCES THE EXTRAPOLATED PERFORMANCE PROJECTIONS IN A 25c AMBIENT BASE
ON 10,000 HRS OF LED TESTING (PER IESNA LM-80-08 AND PROJECTED PER IESNA TM-21-11).
2.PLEASE REFER TO THE "PLAN VIEW" FOR MOUNTING HEIGHTS AND ROTATION OF LIGHTS.
3. PRODUCT INFORMATION CAN BE OBTAINED AT WWW.ACUITYBRANDS.COM OR THROUGH YOUR LOCAL AGENCY.
4. REFER TO ARCHITECTURAL PLANS FOR PLACEMENT OF WALL PACK LIGHTS.
5. THIS ARCHITECTURAL LIGHTING SUBMITTAL IS PROVIDED ONLY FOR INFORMATIONAL PURPOSES AND TO THE HELP THE CUSTOMER OR END-USER (AS APPLICABLE)
UNDERSTAND HOW VARIOUS SECTIONS OF LINEAR FIXTURES CONNECT TO EACH OTHER AND HOW THEY MOUNT TO THE CEILING. THIS LIGHTING SUBMITTAL IS
STRICTLY BASED ON THE INFORMATION PROVIDED TO ACUITY BRANDS, AND IS PROVIDED WITHOUT WARRANTY AS TO ACCURACY, COMPLETENESS, RELIABILITY OR
OTHERWISE. IF THE INFORMATION (INCLUDING BUT NOT LIMITED TO FLOOR-PLANS, REFLECTED CEILING PLANS, ELECTRICAL PLANS, AND SPECIFICATIONS) PROVIDED
TO ACUITY BRANDS IS INCOMPLETE OR NOT CURRENT (I.E., NEWER VERSIONS EXIST), THE ACCURACY OF PROPOSED DESIGN MAY BE ADVERSELY AFFECTED. ONCE THIS
LIGHTING SUBMITTAL IS RECEIVED BY THE CUSTOMER OR END-USER (AS APPLICABLE), IT IS THE OBLIGATION OF THE CUSTOMER OR END-USER (AS APPLICABLE) TO
CONSULT WITH A PROFESSIONAL ENGINEERING ADVISOR TO DETERMINE WHETHER THE PROPOSED DESIGN MEETS THE APPLICABLE PROJECT REQUIREMENTS FOR
LIGHTING SYSTEM PERFORMANCE, CODE COMPLIANCE, SAFETY, SUITABILITY, AND EFFECTIVENESS FOR USE IN A PARTICULAR APPLICATION. IN NO EVENT, WILL ACUITY
BRANDS BE RESPONSIBLE FOR ANY LOSS RESULTING FROM ANY USE OF ANY INFORMATION CONTAINED IN THIS LIGHTING SUBMITTAL.
6. SITE LIGHTING PREPARED BY HOLOPHANE (Acutiy Design Services, Sydeny Schroeder) AND PLAN INFORMATION FROM DRAWING NO. 160718-1 A1.
TYPICAL 25' LIGHT POLE DETAIL
NOT TO SCALE
CONCRETE LIGHT
POLE BASE (DESIGN
BY STRUCTURAL
ENGINEER)
FINISHED GRADE IS
FLUSH WITH THE
TOP OF THE BASE 25' MAX. POLE HEIGHT(PER FREDERICK COUNTY CODE)LIGHT POLE W/
CONCRETE BASE
LIGHT FIXTURE
151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERING
113A12+52.06PROP. EP
PROP. EGPROP. EG
PROP. EP113A12+52.06PROP. EP
PROP. EGPROP. EG
PROP. EP
113A12+52.06PROP. EP
PROP. EGPROP. EG
PROP. EP 113A12+52.06PROP. EP
PROP. EGPROP. EG
PROP. EP 151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGVEHICLE CENTER LINE
KEY
VEHICLE TIRE PATH
NOTES:
1.THE PASSENGER CAR (P) IS THE DESIGN VEHICLE THAT WILL ENTER AND EXIT THIS SITE WITH
THE MOST FREQUENCY. THIS ENTRANCE IS DESIGNED FOR PASSENGER CARS.
2.OCCASIONALLY LARGER VEHICLES WILL ACCESS THE SITE AND A WB-40 IS SHOWN IN THE
AUTOTURN SIMULATION THAT THE ENTRANCE WILL ACCOMMODATE THE LARGER VEHICLE.
RIGHT TURN IN RIGHT TURN OUT
LEFT TURN IN LEFT TURN OUT
VEHICLE BODY ENVELOPE