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Home My WebLink About26-19 Site Plan1 CO V E R S H E E T 1" = 1000' GRAYSTONE INDUSTRIAL CENTER PHASE I SITE DEVELOPMENT PLAN STONEWALL MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA SP# 26-19 Gas:Shenandoah Gas Co. P.O. Box 2400 Winchester, VA 22604 (540) 869-1111 Phone: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 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 GRAYSTONE CORPORATION P.O. BOX 2530 WINCHESTER, VA 22604 (540) 667-7700 DEVELOPER GRAYSTONE CORPORATION P.O. BOX 2530 WINCHESTER, VA 22604 (540) 667-7700 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 06/28/2019 TTC 19-09 59 2760GC Plan Revisions Revision No Revision Date Comment 01 07/22/2019 Frederick Water Comments 02 08/16/2019 Frederick County Planning Comments 03 09/04/2019 Frederick County Planning Comments 04 09/17/2019 Frederick County Public Works & VDOT Comments 05 10/07/2019 Frederick County Planning Comments 06 10/21/2019 VDOT Comments DATE APPROVAL ZONING ADMINISTRATOR * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET 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 PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V N/A 2 Rev. No. Date 06 10/21/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 06/28/2019 TTC 19-09 59 2760GC 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 GE N E R A L N O T E S A N D L E G E N D FIRE MARSHAL'S NOTE GENERAL PLAN AND CONSTRUCTION NOTES VDOT GENERAL NOTES LEGEND FREDERICK WATER CONSTRUCTION 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. FREDERICK WATER PROJECT INFORMATION WATER AND SANITARY SEWER USAGE WATER DEMAND 2,625 GPD SANITARY SEWER DISCHARGE 2,625 GPD Calculation of demand/discharge WATER DEMAND *Residnetial: 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 PROPOSED SAN. LAT. CLEANOUT PROPOSED CENTERLINE EXISTING SPOT ELEVATION STORM DRAIN STRUCTURE IDENTIFIER SANITARY MANHOLE IDENTIFIER PROPOSED SPOT ELEVATION EXISTING CURB AND GUTTER PROPOSED EDGE OF PAVEMENT EXISTING EDGE OF PAVEMENT PROPOSED STORM SEWER WITH INLET EXISTING STORM SEWER WITH INLET PROPOSED TELEPHONE LINE EXISTING TELEPHONE LINE TRANSITION TO REVERSE CURB PROPOSED CURB AND GUTTER PROPOSED ELECTRIC SERVICE EXISTING ELECTRIC SERVICE PROPOSED SANITARY SEWER WITH MANHOLE EXISTING SANITARY SEWER WITH MANHOLE PROPOSED GAS LINE EXISTING GAS LINE FENCELINE FLOW LINE PROPOSED WATERLINE W/ TEE PROPERTY LINE EXISTING TELEPHONE PEDESTAL EXISTING WATERLINE W/ TEE EXISTING UTILITY POLE/GUIDE WIRE SIGNS PROPOSED REDUCER EXISTING 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 EXISTING TREE LINE EXISTING EASEMENT PROPOSED EASEMENT EXISTING CENTERLINE EXISTING INDEX CONTOUR EXISTING INTERMEDIATE CONTOUR PROPOSED CONTOUR PROJECT INFORMATION 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. Storm Sewer between structures 100 and 101, which crosses beneath Milburn Road, is private. Private storm sewer requires separate permit approval and establishment of a perpetual bond prior to construction for storm sewer within the existing prescriptive easement. Contractor to coordinate with client, obtain permit approval and set up bond prior to construction. 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 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 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 Frederick Water 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 Frederick Water. 8. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to the Frederick County 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. 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 servicesii. 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 USECLASS * TRIP RATE TRIP GENERATION DATA UNITS VPD * TAKEN FROM ITE TRIP GENERATION 9TH EDITION 152 High-Cube Warehouse/ Distribution Center 238,760sf 1.68/ 1000 sf 402 PHASE 1 FREDERICK WATER SANITARY SEWER TIE IN NOTE No meters shall be released, or connections allowed to the downstream sewer collection system as shown on the “Sanitary Sewer Plan For Graystone & Stephenson Village dated Nov 24, 2017 revised 7/02/18”, until said sanitary sewer is made operational and has been fully accepted by Frederick Water, which includes providing Frederick Water with a copy of the recorded off-site sanitary sewer easements. The property owner assumes all risk and accepts all delays associated with construction of the subject parcel prior to completion of the downstream sewer collection system. This site is located in the M1 zoning district and the owner has requested a reduction in a portion of the zoning district buffer as the site meets the criteria outlined in §165-203.02(D)(6). The placement of Onyx Drive requires a reduction of the active distance buffer to zero (0) for a length of +/- 680-feet, depicted on Sheets 3, & 18 - 20. All portions of the 75-FT inactive buffer and non-modified portions 25-FT active buffer remain as required. All other buffers and setbacks described in the project section located on this plan sheet. BUFFERS Parcel Identification No: 44-A-25 & 44-A-26 & 44-A-31A Street Address: #TBD - Onyx Drive Project Site Area: 80.44 Acres Disturbed Area: 37.87 Acres Current Zoning: M1 Current Use: Vacant/Agricultural Proposed Use: Warehouse Building Previously Approved Plans: REZ #09-09; REZ #03-12; MDP #01-15 Maximum Building Height: 60' Proposed Building Height: 50' (bldg 1), 50' (bldg 2) Building 1 Building 2 Required Yard Setbacks: Provided Yard Setbacks Front: 75' Front: 163.0'Front: 663.0' Side: 25'/*100' Side: 172.6'Side: 173.8' Rear: 25'/*100' Rear: 1069.5'Rear: 603.6' *Buildings are not allowed in any proffered/required natural state buffer(100'), active(25') or inactive buffers(75') Required Parking Setbacks: Provided Parking Setbacks Front: 25' Front: 92.4'Front: 486.3' Side: 5'/**75' Side: 144.8'Side: 158.3 Rear: 5'/**75' Rear: 1184.8'Rear: 541.6' **Parking is not allowed in any proffered inactive buffers (75') required for buffer/screening Required Sign Setbacks: Provided Sign Setbacks Front: 10' Front: N/A Front: N/A Side: 10' Side: N/A Side: N/A Rear: 10' Rear: N/A Rear: N/A Building 1 Building 2 Parking Spaces Required: 1 Per 250 SF Office Floor Area 1.5 Per Warehouse Employee 1,000 SF / 250 = 4 Spaces 2,000 SF / 250 = 8 Spaces 12 Emp. x 1.5 = 18 Spaces/Shift (Peak) 70 Emp. x 1.5 = 105 Spaces/Shift (Peak) Parking Spaces Required: 22 Spaces 113 Spaces Total Spaces Provided: 23 Spaces 113 Spaces ADA Spaces Required: (Per Table 1106.1(1) of the 2015 Virginia Construction Code) 1 Spaces 5 Spaces ADA Spaces Provided: 4 Spaces 8 Spaces Loading Spaces Required: 1 Per 40,000 SF of Floor Area 63000 SF / 40,000 = 2 Spaces 175,760 SF / 40,000 = 5 Spaces Loading Spaces Provided: 20 Spaces/Dock 84 Spaces/Dock Far Calculation: Total Lot Area = 80.44 Acres (3,503,966 SF) Total Floor Area = 5.48 Acres (238,760 SF) Building Area/Lot Area = 0.07 < 1.0 Open Space Calculations: Required - 25% = 20.11 Acres Provided - 85% = 68.24 Acres Outdoor Lighting: All lighting shall conform to section 165-201.07 of the Frederick County zoning ordinance Signs: All signs shall conform to 165-201.06 Security: No guard shack or security fencing is proposed with this project. If a guard shack or fencing is proposed at a later date then a plan will be submitted for county staff review X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S S S S S S X X X X X X X GRID M E R I D I A N VA NOR T H Z O N E N A D 8 3 SURVEY AND TOPOGRAPHIC INFORMATION 2. Aerial, horizontal and vertical control surveys were Dated: 3. Aerial topographic mapping performed by: 1. Boundary survey was performed by: performed by: Date Dated:GREENWAY ENGINEERING 10/09/2003 VIRGINIA MAPPING DECEMBER 2004 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 BO U N D A R Y A N D E X I S T I N G T O P O Rev. No. Date 05 10/07/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 100' 3 06/28/2019 TTC 19-09 59 2760GC NOTES: 1. OWNER ACKNOWLEDGES THE POTENTIAL IMPACT OF THE ROUTE 37 DEVELOPMENT ON THE PROPOSED PHASE I BUILDING FOOTPRINTS. 6 2 5 . 6 W E W E 6 2 5 . 6 GRID M E R I D I A N VA NOR T H Z O N E N A D 8 3 FUTURE BUILDING #5 PROP. WAREHOUSE FACILITY 175,760 SF APPROX. FFE = 629.20 FUTURE BUILDING #4 PROP. WAREHOUSE FACILITY 178,500 SF APPROX. FFE = 627.60 FUTURE BUILDING #3 PROP. WAREHOUSE FACILITY 209,560 SF APPROX. FFE = 634.70 BUILDING #2 PROP. WAREHOUSE FACILITY 175,760 SF APPROX. FFE = 630.70 BUILDING #1 PROP. WAREHOUSE FACILITY 63,000 SF APPROX. FFE = 631.00 SWM RETENTION POND E X . T R A I L E X . T R A I L ONYX D R I V E (PRIVA T E A C C E S S ) O N Y X D R I V E (P R I V A T E A C C E S S ) ONYX DRIVE (PRIVATE ACCESS) FUTURE PHASE 2 FUTURE PHASE 3 P H A S E 2 P H A S E 1 P H A S E 3 P H A S E 1 PHA S E 2 PHA S E 3 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 OV E R A L L S I T E P H A S I N G P L A N Rev. No. Date 05 10/07/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 100' 4 06/28/2019 TTC 19-09 59 2760GC NOTES: 1. OWNER ACKNOWLEDGES THE POTENTIAL IMPACT OF THE ROUTE 37 DEVELOPMENT ON THE PROPOSED PHASE I BUILDING FOOTPRINTS. X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 6 2 5 . 6 W E W E 6 2 5 . 6 S S S S S S S S S GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 PROP. BOULDER STOCKPILE LCG ROUGH GRADING AND BERM MAY BE COMPLETED DURING PHASE I/II E&S. FINAL GRADING AND PLANTS SHALL NOT BE INSTALLED UNTIL ALL UPSTREAM DRAINAGE AREAS ARE STABILIZED. AREA 1 AREA 2 AREA 3 AREA 4 CE CE LCG LCG LCG LCG LCG LCG COORDINATE RELOCATION OF ONSITE UTILITIES AS PHASE I MEASURE (SEE SHEET 21 FOR PROPOSED RELOCATION) CE SSF SCC DD CD TSB/M SSF SCC TSB/M DD SILT FENCE MAY BE REMOVED AFTER STABILIZATION OF STORM CHANNEL AREA TO SB #1 DA=16.45 A.C. SB#1 DD DD DD SCC SCC SCC B/M DD DD DD DD SCC B/M SSF SSF SILT FENCE MAY BE REMOVED AFTER STABILIZATION OF STORM CHANNEL PS PS OP CIPCV2 CV1 B C 1 B C 2 SSF SILT FENCE MAY BE REMOVED AFTER STABILIZATION OF STORM CHANNEL OP CV6 CV5 EX.15" RCP TO BE REMOVED 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 OV E R A L L E & S P L A N Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1"=100' 5 06/28/2019 TTC 19-09 59 2760GC SHE E T S 7 & 11 SHE E T S 8 &12 SHEETS 9 & 13 AREA OF CONCERN - CONTRACTOR TO INVESTIGATE CONDITIONS FOR STABILITY AND CONSULT WITH A GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL REQUIREMENTS SHOULD IT BE DETERMINED AREA IS UNSTABLE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SUPER SILT FENCE TEMPORARY DIVERSION DIKE CULVERT INLET PROTECTION ROCK CHECK DAMS SILT FENCE LIMITS OF CLEARING & GRADING DRAINAGE DIVIDES OUTLET PROTECTION NO. KEY SYMBOL DESCRIPTION 3.09 3.08 3.20 3.05 3.18 3.02 LCG OP DD CIP SSF SF CE CD SAFETY FENCE3.01 SAF 3.32 PS PERMANENT SEEDING IP STORM DRAIN INLET PROTECTION3.07 3.36 B/M SOIL STABILIZATION BLANKETS & MATTING EROSION/SEDIMENT CONTROL LEGEND STORMWATER CONVEYANCE CHANNEL3.17 SCC TEMPORARY SEDIMENT BASIN3.14 SB 3.31 TS TEMPORARY SEEDING SHEET 6 NOTE: SEE: SHEET 6 FOR OFFSITE BORROW AND STOCKPILE AREAS. 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. REFER TO SHEETS 43-44 FOR DITCH SECTIONS AND COMPUTATIONS 640660 6 1 0 64 0 650 65 0 64 0 650 65 0 640 64 0 65 0 66 0 660 660 660 660 650 650 640 610 620 630 640 650 650 630 630 650 620 640 650 630 64 0 64 0 620 63 0 6 5 0 65 0 T.M. 44-A-31A ZONE: R4 OWNER: STEPHENSON ASSOCIATES, L.C. USE: UNIMPROVED BORROW STAGING AREA BORROW AREA 1 WETLANDS DO NOT DISTURB! CONSTRUCTION ENTRANCE ONTO MILBURN ROAD DRIVE FOR ACCESS TO BORROW AREAS EX. FARM ROAD 30' TEMP ACCESS ESMT 30' TEMP ACCESS ESMT CONSTRUCTION ENTRANCE ONTO PROP. GRAYSTONE DRIVE WETLANDS DO NOT DISTURB! WETLANDS DO NOT DISTURB! WETLANDS DO NOT DISTURB! WETLANDS DO NOT DISTURB! SEE INSERT THIS SHEET DEMOLISH FENCE DEMOLISH FENCE DRAINAGE DIVIDES (TYP) CULVERT #2 CULVERT #3 CULVERT #1 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 19+00 19+50 635 640 645 650 655 625 630 644.557 3.77% -1.38% PV C S T A . 1 0 + 5 9 . 2 8 PV C E L E V . 6 4 6 . 7 9 PV I S T A . 1 1 + 0 9 . 2 8 PV I E L E V . 6 4 8 . 6 8 PV T S T A . 1 1 + 5 9 . 2 8 PV T E L E V . 6 4 7 . 9 9 100.00VC 179.03SD 3.77%-1.38% 19.42K-Val CREST STA.11+32.53 CREST ELEV.648.18 -2.25% PV C S T A . 1 4 + 1 6 . 3 9 PV C E L E V . 6 4 4 . 4 5 PV I S T A . 1 4 + 6 6 . 3 9 PV I E L E V . 6 4 3 . 7 6 PV T S T A . 1 5 + 1 6 . 3 9 PV T E L E V . 6 4 2 . 6 4 100.00VC 813.33SD -1.38%-2.25% 114.86K-Val 3.54% PV C S T A . 1 5 + 7 1 . 1 7 PV C E L E V . 6 4 1 . 4 0 PV I S T A . 1 6 + 2 1 . 1 7 PV I E L E V . 6 4 0 . 2 8 PV T S T A . 1 6 + 7 1 . 1 7 PV T E L E V . 6 4 2 . 0 5 100.00VC 121.16SD -2.25%3.54% 17.27K-Val SAG STA.16+10.00 SAG ELEV.640.97 PV C S T A . 1 8 + 1 7 . 3 7 PV C E L E V . 6 4 7 . 2 3 PV I S T A . 1 8 + 6 7 . 3 7 PV I E L E V . 6 4 9 . 0 0 PV T S T A . 1 9 + 1 7 . 3 7 PV T E L E V . 6 4 9 . 2 5 100.00VC 268.15SD 3.54%0.50% 32.83K-Val CL -2.0% ESMT ESMT 12" VDOT 21A STONE 3:1 S L O P E 30' ACCESS ESMT 2: 1 S L O P E NOTES: 1. THE BORROW AREA ACCESS ROAD CROSSES A CORPS OF ENGINEERS DOCUMENTED WETLAND. DISTURBANCE OF THIS WETLAND SHALL BE KEPT TO A MINIMUM DURING THE CONSTRUCTION PHASE AND MUST STAY WITHIN THE ALLOWABLE AREA OF DISTURBANCE. THE CROSSING SHALL ONLY BE FOR ONE VEHICLE CROSSING AT A TIME (MAX 12' WIDTH). THE CROSSING SHALL BE STABILIZED WITH STONE/RIPRAP AND CULVERTS AS SHOWN ON THE PLANS. THE WETLAND CROSSINGS ARE CURRENTLY A PART OF AN EXISTING WETLAND MITIGATION PERMIT WITH THE USCOE AND THE VADEQ. THE CONTRACTOR MUST FOLLOW THE WETLAND MITIGATION PERMIT FOR THE CONSTRUCTION OF THIS BORROW ACCESS ROAD. 2. CONTRACTOR IS REPONSIBLE FOR PROVIDING SERVICES FOR RELOCATION OF BORROW MATERIAL TO THE ROAD PROJECT WHILE STILL MAINTAINING THE BORROW AREA AS A USABLE AND DEVELOPABLE SITE. FINAL GRADES IN THE AREA SHALL NOT BE GREATER THAN 15% SLOPES UNLESS APPROVED BY THE OWNER AND PROJECT MANAGER PRIOR TO THE START OF EARTH REMOVAL FOR BORROW. IF AT THE END OF CONSTRUCTION THERE ARE AREAS FOUND THAT ARE GREATER THAN 15%, THE CONTRACTOR WILL BE RESPONSIBLE, AT THEIR OWN COST, TO RESTORE THE BORROW AREA TO GRADES OF LESS THAN 15%. ALL AREAS WITHIN THE BORROW AREA, STAGING AREA, ACCESS ROAD OR OTHER DISTURBED AREAS MUST BE STABILIZED PER VESCH REQUIREMENTS BEFORE BONDS WILL BE RELEASED. WETLAND PROTECTION NOTE: 1. ORANGE SAFETY FENCE TO BE INSTALLED AROUND THE PERIMETER OF THE WETLANDS TO MAINTAIN A 15' BUFFER. AS SHOWN. BORROW ROAD - PROPOSED ALIGNMENT PROFILE SCALE 1"=50' (H), 1"=5' (V) BORROW ROAD NOTE: 1. REMAINING BORROW ROAD NOT SHOWN IN PROFILE TO BE INSTALLED AT EXISTING GRADE FROM STA 19+50 TO 27+85.82. 2. CULVERT PROFILES SHOWN ON STM PROFILE SHEET THIS PLAN SET. 640 640 638 6 4 2 642 644 6' BORROW ROAD SECTION - N.T.S. FULL LENGTH 6' COMPACTED SUBGRADE 9'9' WETLAND DETAIL AREA SCALE 1"=30' #2 #3 MI L B U R N R O A D (R T 6 6 2 ) 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 OF F S I T E B O R R O W S I T E E & S P L A N GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A AS SHOWN 6 06/28/2019 TTC 19-09 57 2760GC Rev. No. Date WETLANDS DO NOT DISTURB! CULVERT #1 (24" CMP) CULVERT #2 (15" CMP) CULVERT #3 (30" CMP) ORANGE SAFETY FENCE (SEE NOTE) EX GAS TRANS. MAIN 12' GRAVEL BORROW ROAD 30' ACCESS EASEMEN WETLANDS DO NOT DISTURB! ORANGE SAFETY FENCE (SEE NOTE) X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S S S S S S S S S S S S S S X X X X X X X X X LCG LCG LCG LCG LCG DD OP DD DD DD LCG B/M CIP PS PS PS SF SF SCC SCC SCC SCC SCC SSF SSF SSF SSF SCC SCC DD DD GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 ROU G H G R A D I N G A N D B E R M M A Y B E COM P L E T E D D U R I N G P H A S E I / I I E & S . F I N A L GRA D I N G A N D P L A N T S S H A L L N O T B E INS T A L L E D U N T I L A L L U P S T R E A M D R A I N A G E ARE A S A R E S T A B I L I Z E D . AREA 1 (SEE NARRATIVE) AREA 2 (SEE NARRATIVE) AREA TO SB #1 DA=16.45 A.C. SILT FENCE MAY BE REMOVED AFTER STABILIZATION OF STORM CHANNEL ES-S E C " 1 " EXISTING CULVERTS PROPOSED CULVERT PROPOSED CULVERTS EX. 15" RCP TO BE REMOVED X-SEC "1" X-SEC "2" X-S E C " 3 " X-S E C " 3 " X-SEC "1" X-SEC "2" X-SEC "4" X-SEC "4" X-SEC "6" X-SEC "6" X-SEC "5" X-SEC "5" DD TS TS B/M B/M B/M CV2 CV1 BC1 BC2 OPCV6 CV5 CIP 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S P H A S E I Rev. No. Date 06 10/21/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 7 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 8 MAT C H L I N E S H E E T 9 FOR PHASE I EROSION AND SEDIMENT CONTROL ONLY !! AREA OF CONCERN - CONTRACTOR TO INVESTIGATE CONDITIONS FOR STABILITY AND CONSULT WITH A GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL REQUIREMENTS SHOULD IT BE DETERMINED AREA IS UNSTABLE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SUPER SILT FENCE TEMPORARY DIVERSION DIKE CULVERT INLET PROTECTION ROCK CHECK DAMS SILT FENCE LIMITS OF CLEARING & GRADING DRAINAGE DIVIDES OUTLET PROTECTION NO. KEY SYMBOL DESCRIPTION 3.09 3.08 3.20 3.05 3.18 3.02 LCG OP DD CIP SSF SF CE CD SAFETY FENCE3.01 SAF 3.32 PS PERMANENT SEEDING IP STORM DRAIN INLET PROTECTION3.07 3.36 B/M SOIL STABILIZATION BLANKETS & MATTING EROSION/SEDIMENT CONTROL LEGEND STORMWATER CONVEYANCE CHANNEL3.17 SCC TEMPORARY SEDIMENT BASIN3.14 SB 3.31 TS TEMPORARY SEEDING NOTES: 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL STABILIZATION BLANKETS (EC-2). 2. REFER TO SHEETS 43-44 FOR DITCH SECTIONS AND COMPUTATIONS X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 63 0 630 630 620 6 2 0 6 2 0 LCG LCG LCG DD DD DD DD B/M B/M PS PS B/MPS LCG SCC SCC SCC SCC SSF DD DD DD SSF GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 DESIGN HIGH WATER (100YR STORM) = 614.6 WET STORAGE 610 DRY STORAGE 611.5 6 0 6 6 0 8 6 1 0 61 2 614 616 608 610 612 614 616 611 . 5 61 4 . 6 614 616 616 614 61 2 6 1 0 6 0 8 612 614 616 6 1 8 6 1 6 607 SEDIMENT CLEAN OUT LEVEL 608.7 6 1 4 ROU G H G R A D I N G A N D B E R M M A Y B E COM P L E T E D D U R I N G P H A S E I / I I E & S . F I N A L GRA D I N G A N D P L A N T S S H A L L N O T B E INS T A L L E D U N T I L A L L U P S T R E A M D R A I N A G E ARE A S A R E S T A B I L I Z E D . AREA 2 (SEE NARRATIVE) AREA 3 (SEE NARRATIVE) AREA 4 (SEE NARRATIVE) AREA TO SB #1 DA=16.45 A.C. SILT FENCE MAY BE REMOVED AFTER STABILIZATION OF STORM CHANNEL EMERGENCY SPILLWAY ELEVATION 613.5 WIDTH 16' VDOT CLASS 1 RIPRAP 1' DEEP W/ FILTER FABRIC X-SEC "10"X-SEC "10" X-SEC "11"X-SEC "11" X-SEC "12" X-SEC "12" X-SEC "15" X-SEC "15" X - S E C " 1 6 " X - S E C " 1 6 " SC 150 LINING OR APPROVED EQUIVALENT SSF TS TS SSF HAU L R O A D C R O S S I N G OPE R A T I O N ( F I G U R E T T C - 5 1 . 0 ) PER C U R R E N T E D I T I O N O F T H E VIRG I N I A W O R K A R E A PRO T E C T I O N M A N U A L 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S P H A S E I Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 8 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 7 MAT C H L I N E S H E E T 9 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. REFER TO SHEETS 43-44 FOR DITCH SECTIONS AND COMPUTATIONS X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 630 6 2 0 610 6 2 0 6 1 0 6 0 0 610 60 0 5 9 0 620 6 2 0 620 LCG LCG LCG CI P S F LCG S C C SSF S S F S S F SSF SSF SCC SCC SCC DD DD GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 D E S I G N H I G H W A T E R (1 0 0 Y R S T O R M ) = 6 1 4 . 6 W E T S T O R A G E 6 1 0 D R Y S T O R A G E 6 1 1 . 5 6 0 6 6 0 8 6 1 0 6 1 2 6 1 4 6 1 6 608 610 612 614 61 6 6 1 1 . 5 614. 6 61 4 61 6 616 614 612 610 608 607 S E D I M E N T C L E A N O U T L E V E L 6 0 8 . 7 ROUGH GRADING AND BERM MAY BE COMPLETED DURING PHASE I/II E&S. FINAL GRADING AND PLANTS SHALL NOT BE INSTALLED UNTIL ALL UPSTREAM DRAINAGE AREAS ARE STABILIZED. A R E A 1 ( S E E N A R R A T I V E ) A R E A 4 ( S E E N A R R A T I V E ) PROP. BOULDER STOCKPILE A R E A T O S B # 1 D A = 1 6 . 4 5 A . C . SILT FENCE MAY BE REMOVED AFTER STABILIZATION OF STORM CHANNEL ES-SEC "1" ES-SEC "1" E X . 1 5 " R C P T O B E R E M O V E D E X I S T I N G C U L V E R T S E M E R G E N C Y S P I L L W A Y E L E V A T I O N 6 1 3 . 5 W I D T H 1 6 ' X - S E C " 1 6 " X - S E C " 1 6 " S S F DD T S TS TS TS B/M B/M B/M B/M HAUL ROAD CROSSING OPERATION (FIGURE TTC-51.0) PER CURRENT EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S P H A S E I Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 9 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEE T 7 M A T C H L I N E S H E E T 8 AREA OF CONCERN - CONTRACTOR TO INVESTIGATE CONDITIONS FOR STABILITY AND CONSULT WITH A GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL REQUIREMENTS SHOULD IT BE DETERMINED AREA IS UNSTABLE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SUPER SILT FENCE TEMPORARY DIVERSION DIKE CULVERT INLET PROTECTION ROCK CHECK DAMS SILT FENCE LIMITS OF CLEARING & GRADING DRAINAGE DIVIDES OUTLET PROTECTION NO. KEY SYMBOL DESCRIPTION 3.09 3.08 3.20 3.05 3.18 3.02 LCG OP DD CIP SSF SF CE CD SAFETY FENCE3.01 SAF 3.32 PS PERMANENT SEEDING IP STORM DRAIN INLET PROTECTION3.07 3.36 B/M SOIL STABILIZATION BLANKETS & MATTING EROSION/SEDIMENT CONTROL LEGEND STORMWATER CONVEYANCE CHANNEL3.17 SCC TEMPORARY SEDIMENT BASIN3.14 SB 3.31 TS TEMPORARY SEEDING 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. REFER TO SHEETS 43-44 FOR DITCH SECTIONS AND COMPUTATIONS X X X X X X X X X X X 6 2 0 SCC DD SSF 6 0 6 6 0 8 6 1 0 61 2 614 616 608 610 612 614 616 611 . 5 61 4 . 6 614 616 616 614 61 2 6 1 0 6 0 8 612 614 616 6 1 8 6 1 6 6076 1 4 X-SEC "15" X-SEC "15" X - S E C " 1 6 " X - S E C " 1 6 " DESIGN HIGH WATER (100YR STORM) = 614.6 WET STORAGE 610 DRY STORAGE 611.5 SEDIMENT CLEAN OUT LEVEL 608.7 AREA TO SED TRAP 16.45 ACRES EMERGENCY SPILLWAY ELEVATION 613.5 WIDTH 16' VDOT CLASS 1 RIPRAP 1' DEEP W/ FILTER FABRIC SC 150 LINING OR APPROVED EQUIVALENT TS TS HAU L R O A D C R O S S I N G OPE R A T I O N ( F I G U R E T T C - 5 1 . 0 ) PER C U R R E N T E D I T I O N O F T H E VIRG I N I A W O R K A R E A PRO T E C T I O N M A N U A L 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 BA S I N D E T A I L S Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 30' 10 06/28/2019 TTC 19-09 59 2760GCFOR PHASE I EROSION AND SEDIMENT CONTROL ONLY !! FM FM FM FM FM FM FM FM FM FM W W E E E E E E E E E E E E E E E E E E E S S S S S W W W W W W W W W W ON Y X D R I V E (PR I V A T E A C C E S S ) W ARV X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S S S S S S S S S S S S S S 63 0 640 620 6 2 0 620 6 3 2 62 8 6 3 0 23 68EP 24 58EP 24 60EP 24 60EP 24 60EP 24 60EP 24 60EP 24 60EP 23 30EP 23 68EP 23 68EP 23 68EP 23 68EP 24 60EP 23 30EP 23 30EP 23 30EP % 2. 0 % 2. 0 % 2. 0 % 2. 8 % 2. 8 % 2. 8 % 2. 8 23 15TOP2315TOP2315TOP2315TOP %1.0 %1.0 %1.0 %2.0 %2.0 31 00BLDG 31 00BLDG 31 00BLDG 31 00BLDG 31 00BLDG 24 75EP 24 EP 26 40EP 27 00EP 27 00EP 26 45EP 26 40EP 26 40EP 24 93EP 24 75EP 23 30EP 24 66EP 24 90EP 24 90EP 24 25EP %3.0 %1.0 26 07EP % 1. 5 % 2. 0 30 13EP 30 13EP 29 10EP 29 46EP 28 74EP2874EP 29 18EP 28 96EP 29 87EP 29 97EP 29 45EP 30 43GND 30 23SW 29 03EP 29 97EP 29 86EP 31 00GND 30 80SW 31 00GND 30 80SW 27 44EP 25 81EP 29 58EP 28 12EP 27 23EP 25 95EP 26 88EP2800GND 27 16EP 29 95GND3033GND 25 65 25 20EP 27 71GND 26 87GND2720GND 30 33GND 29 54GND 29 95GND 30 09SW 27 18GND 28 20HP 30 15SW 28 31GND 27 64GND 27 42GND 30 15GND 01 50 01 50 01 50 01 50 10 00 10 00 10 00 10 00 04 00 10 48 10 48 10 48 10 48 10 48 04 00 04 00 26 35 27 54EP 25 52EP 27 10EP 22 50TOP 26 28HP2471GND2471GND2433GND2433GND2460GND2465GND2465GND 28 00GND 30 33GND3033GND2983GND 24 63GND 25 54GND 24 63GND 30 33GND 31 00GND 29 83GND 30 80GND 30 80GND 30 62GND 30 62GND 29 89GND 29 87GND 29 24GND 30 15 26 83EP 27 16EP 29 81EP 29 99EP2819GND 27 87GND 25 69GND 26 13GND 27 30GND 28 80HP 25 28GND 25 28GND 25 28GND 24 33GND 24 63GND 24 83EP 17 TOP 28 33BP 05 00 05 00 05 00 26 12TOP 30 00 30 00 42 00 40 00 OLR 30 09SW 30 09SW 30 60GND 30 09SW 29 53GND 29 53GND 30 33GND 30 09SW 29 95GND X-SEC "1" X-SEC "1" X-SEC "2" X-SEC "2" X-SEC "3" X-SEC "3" X-SEC "4" X-SEC "4" X-SEC "6" X-SEC "6" X-SEC "7" X-SEC "7" X-SEC "20" X-SEC "20" X-SEC "21" X-SEC "21" X-SEC "22" X-SEC "22" X-SEC "23"X-SEC "23" X-SEC "24" X-SEC "24" X-SEC "25"X-SEC "25" X-SEC "28" X-SEC "28" X-SEC "26" X-SEC "26" X-SEC "5" X-SEC "5" X-SEC "27" X-SEC "27" 610 608 606 604 604 612 608 610 606 6 0 8 6 1 2 6 1 0 612 6 1 2 609 608 . 8 640 642 638 6 3 6 6 3 6 63 8 64 0 6 3 2 6 3 4 6 3 4 6 3 4 6 3 0 6 2 8 6 2 6 63 0 62 2 62 462 2 6 2 6 6 2 8 6 3 0 6 2 0 6 3 6 620 624 630 628 626 628 630 626 624 61 8 616 620 622 624 624622 620 628 628 62 8 63 0 626 628 626 624 630 628 626 624 624 628 626 624 622 622 622 624 624 626 628 628 630 630628 626 62 6 62 6 6 2 4 624 628 626 62 6 62 8 620624 622 626 624 626 60 4 60 6 60 8 61 0 61 4 61 6 60 2 60 2 602 600 603 601 60 3 603602 601. 0 603 601 600 01 50 01 50 01 50 01 50 01 50 01 50 01 50 01 50 B/M PS PS 109 111 108 D1 D2 D3 D4 D8 D7 D6 D5 107 106 123 122 103 104 112 RD1 RD2 RD3 RD7 RD8 RD4 RD6 RD5 CC1 CC2 CV4 CV3 CV2 CV1 BC1 BC2 TO STR. 109 DA=0.84 AC. C=0.35 TO STR. 111 DA=0.48 AC. C=0.30 TO STR. 108 DA=1.20 AC. C=0.57 TO STR. RD1 DA=0.11 AC. C=0.85 TO STR. RD5 DA=0.11 AC. C=0.85 TO STR. RD2 DA=0.25 AC. C=0.85 TO RD3 DA=0.25 AC. C=0.85 TO STR. RD4 DA=0.11 AC. C=0.85 TO STR. RD6 DA=0.25 AC. C=0.85 TO STR. RD7 DA=0.25 AC. C=0.85 TO STR. RD8 DA=0.11 AC. C=0.85 TO STR. 112 DA=1.11 AC. C=0.68 TO STR. 123 DA=0.31 AC. C=0.41 TO STR. CV4 DA=0.31 AC. C=0.52 TO STR. 103 DA=0.24 AC. C=0.58 TO STR. 107 DA=0.64 AC. C=0.79 TO STR. 106 DA=0.67 AC. C=0.79 GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 ROU G H G R A D I N G A N D B E R M M A Y B E COM P L E T E D D U R I N G P H A S E I / I I E & S . F I N A L GRA D I N G A N D P L A N T S S H A L L N O T B E INS T A L L E D U N T I L A L L U P S T R E A M D R A I N A G E ARE A S A R E S T A B I L I Z E D . TO STR. CC1 DA=0.11 AC. C=0.77 TO STR. CC2 DA=0.11 AC. C=0.77 TO STR. 104 DA=0.78 AC. C=0.76 TO STR. CV5 DA=0.20 AC. C=0.39 CV5 CV6 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S P H A S E I I Rev. No. Date 06 10/21/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 11 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 12 MAT C H L I N E S H E E T 13 AREA OF CONCERN - CONTRACTOR TO INVESTIGATE CONDITIONS FOR STABILITY AND CONSULT WITH A GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL REQUIREMENTS SHOULD IT BE DETERMINED AREA IS UNSTABLE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SUPER SILT FENCE TEMPORARY DIVERSION DIKE CULVERT INLET PROTECTION ROCK CHECK DAMS SILT FENCE LIMITS OF CLEARING & GRADING DRAINAGE DIVIDES OUTLET PROTECTION NO. KEY SYMBOL DESCRIPTION 3.09 3.08 3.20 3.05 3.18 3.02 LCG OP DD CIP SSF SF CE CD SAFETY FENCE3.01 SAF 3.32 PS PERMANENT SEEDING IP STORM DRAIN INLET PROTECTION3.07 3.36 B/M SOIL STABILIZATION BLANKETS & MATTING EROSION/SEDIMENT CONTROL LEGEND STORMWATER CONVEYANCE CHANNEL3.17 SCC TEMPORARY SEDIMENT BASIN3.14 SB 3.31 TS TEMPORARY SEEDING FOR PHASE II EROSION AND SEDIMENT CONTROL ONLY !! NOTES: 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL STABILIZATION BLANKETS (EC-2). 2. REFER TO SHEETS 43-44 FOR DITCH SECTIONS AND COMPUTATIONS 3. REFER TO SHEET 50 - VDOT DETAILS FOR OUTLET PROTECTION COMPS W W W W W W W W W FM FM FM FM FM FM FM FM F M F M W W W W W W W W W W W W W FM FM W W W W W E E E E E E W W W W W W W W W W W ON Y X D R I V E (PR I V A T E A C C E S S ) W X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 63 0 630 630 620 6 2 0 6 2 0 26 70EP 29 83EP 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG % 1. 0 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG3070BLDG 30 70BLDG 30 70BLDG3070BLDG3070BLDG3070BLDG 26 70EP 26 70EP 26 70EP 26 70EP 26 10EP 26 10EP2610EP 27 00EP 27 00EP % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 6. 0 % 9. 8 % 5. 0 29 95EP 29 95EP2670EP 23 68EP 24 58EP % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 24 60EP 24 60EP 24 60EP 24 60EP 24 60EP 24 60EP 23 30EP 23 68EP 23 68EP 23 68EP 23 68EP 24 60EP 23 30EP 23 30EP 23 30EP % 2. 0 % 2. 0 % 2. 0 % 2. 8 % 2. 8 % 2. 8 % 2. 8 23 15TOP2315TOP 29 16EP 23 15TOP2315TOP 29 83EP 29 83EP 29 83EP2983EP2983EP2983EP 29 56EP 29 56EP 29 56EP 29 56EP 29 67EP 29 67EP 29 67EP 29 67EP2967EP2967EP2967EP 29 16EP 29 16EP 29 16EP 28 80EP 29 16EP % 1. 5 28 23LP 28 44EP 28 44EP % 2. 0 %1.0 %1.0 %2.0 %2.0 31 00BLDG 31 00BLDG 29 83EP 29 83EP % 1. 5 % 1. 5 % 1. 5 % 1. 5 % 1. 5 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 29 56EP 29 67EP 29 56EP 29 67EP2967EP 29 16EP 30 70GND 30 50SW 30 70GND 28 44EP 30 50SW 30 70GND3013GND 29 93SW 30 50SW 30 70GND 30 50SW 30 13GND 29 93SW 29 16EP 29 56EP 28 80EP2880EP2880EP2880EP2880EP 29 16EP2916EP2916EP2916EP2916EP 28 23LP 28 44EP 28 44EP 28 23LP 28 44EP 28 44EP 28 23LP 28 44EP 28 23LP 28 44EP 28 44EP 28 44EP 28 28LP 28 88EP2888EP 28 88EP2888EP 28 88EP2888EP 28 88EP2888EP2888EP 28 88EP2888EP 29 56EP 29 02EP 29 83EP 24 75EP 24 99EP 26 70EP 30 70BLDG 27 00EP 26 45EP 26 40EP 26 40EP 24 93EP 24 75EP 23 30EP 24 66EP 24 90EP 24 90EP 24 25EP %3.0 %1.0 25 20EP 01 50 01 50 01 50 01 50 04 00 10 48 10 48 10 48 10 48 10 48 10 48 10 48 04 00 04 00 25 79 26 35 25 57EP 27 54EP 25 97EP 26 05EP 25 52EP 25 80EP 27 10EP 22 50TOP 26 28HP2471GND2471GND2433GND2433GND2460GND2465GND2465GND 28 00GND 30 33GND3033GND2983GND 24 63GND 25 54GND 24 63GND 30 70GND 30 03GND 30 03GND 29 53GND 30 31TOP 30 45GND 30 53GND 30 70GND 30 50TRL 30 46GND 23 29EP 22 88EP 22 83EP 23 40EP 23 08 25 69GND 26 13GND 27 30GND 28 80HP 25 28GND 25 28GND 25 28GND 24 33GND 28 08EP 28 48EP 24 02EP 24 17EP2520EP 24 08EP 25 16EP 23 96EP 30 26TRL 25 76TRL 25 96GND 20 33TOP 23 60GND 26 95TOP 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 28 95GND 28 39GND 28 51GND 28 51GND 28 51GND2851GND2851GND2851GND 28 39GND 28 51GND 28 14GND 26 95TOP2839GND 28 14GND 26 95TOP2839GND 28 14GND 26 95TOP2839GND 28 14GND 26 95TOP2839GND 28 14GND 26 95TOP2839GND 28 14GND 26 52GND 24 91GND 29 44EP 29 65EP 29 05EP 29 43EP 24 63GND 29 91EP 29 93EP 30 03GND 29 53GND 27 70GND 30 70GND 30 50GND 30 20GND 29 53GND 26 01EP2603EP 25 52EP 25 36EP 24 83EP 26 18EP 26 68EP 27 10EP 27 60EP 28 35EP 28 85EP 29 43EP 28 55EP 29 63CL 28 87CL 29 38EP 29 30CL 28 62EP 29 12EP 26 31GND 17 84TOP 05 00 05 00 05 00 05 00 18 85TOP 21 43BP %2.3 %2.0 %2.0 %2.0 %2.0 %2.0 %2.0%2.0 %2.0 %2.0 %2.0 29 56EP 29 83EP 42 00 40 00 40 00 34 00 26 00 OLR OLR OLR 29 79GND 29 37GND 29 37GND2983GND3003GND 29 53GND X-SEC "7" X-SEC "7" X-SEC "8" X-SEC "8" X-SEC "9"X-SEC "9" X-SEC "10"X-SEC "10" X-SEC "11"X-SEC "11" X-SEC "12" X-SEC "12" X-SEC "13" X-SEC "13" X-SEC "14"X-SEC "14" X-SEC "15" X-SEC "15" X-SEC "16" X-SEC "16" X-SEC "17"X-SEC "17" X-SEC "18" X-SEC "18" X-SEC "19" X-SEC "19" X-SEC "20" X-SEC "20" 600 602 600 606 603 608610 612 614 612 612 604 602 640 642 638 6 3 6 6 3 6 63 8 64 0 6 2 6 63 0 62 2 62 4 62 2 6 2 6 6 2 8 6 3 0 6 2 0 6 3 6 63 8 638 63 6 6 3 6 6 3 4 6 3 4 6 3 0 6 2 4 6 2 4 6 2 0 62 4 6 2 8 63 2 63 0 630634 630 63 4 630 628 628 630 630 632 628 620 612 620 626 624 610 620 620 6 1 2 6 2 0 6 1 0 62 0 61 6 62 4 62 6 62 062 2 62 4 62 6 62 8 630 628 620 618 616 614 612 610 622 624 626 620 622 620 624 626 628 626 624 630 628 626 624 624 626626 610 60 8 60 6 6 0 6 60 8 610 610614 624 616 62 6 62 6 6 2 4 624 626 62 6 62 8 620624 622 626 626 626 624 624 624 626 6 2 8 622 602 600 603 601 603602 601. 0 601 600 01 50 01 50 01 50 01 50 01 50 01 50 01 50 01 50 B/M B/M PS PS B/MPS 100 101 102 D10D11D12D13D14D15 121 120 D22 119 D21 D20 117118 D18 116 115 D16 114 113 110 109 111 108 D1 D2 D7 D6 D5 107 106 103 104 112 D19 D17 RD1 RD2 RD15 RD14 RD13 RD12 RD11 RD10 RD18RD19 RD17RD20RD21RD22 RD16 RD9 RD6 RD5 CC6 CC7 CC8CC5CC4 CC3 TO STR. 109 DA=0.84 AC. C=0.35 TO STR. 111 DA=0.48 AC. C=0.30 TO STR. 110 DA=0.74 AC. C=0.48 TO STR. 121 *DA=0.41 AC. C=0.55 TO STR. 120 *DA=0.72 AC. C=0.77 TO STR. 119 *DA=0.76 AC. C=0.78 TO STR. 113 DA=0.92 AC. C=0.39 TO STR. 101 DA=0.60 AC. C=0.43 TO STR. 118 *DA=0.76 AC. C=0.78 TO STR. 117 *DA=0.76 AC. C=0.78 TO STR. 116 *DA=0.78 AC. C=0.78 TO STR. 108 DA=1.20 AC. C=0.57 TO STR. RD1 DA=0.11 AC. C=0.85 TO STR. RD5 DA=0.11 AC. C=0.85 TO STR. RD2 DA=0.25 AC. C=0.85 TO STR. RD6 DA=0.25 AC. C=0.85 TO STR. 112 DA=1.11 AC. C=0.68 TO STR. RD15 DA=0.31 AC. C=0.85 TO STR. RD14 DA=0.31 AC. C=0.85 TO STR. RD13 DA=0.31 AC. C=0.85 TO STR. RD12 DA=0.31 AC. C=0.85 TO STR. RD11 DA=0.31 AC. C=0.85 TO STR. RD10 DA=0.31 AC. C=0.85 TO STR. RD9 DA=0.16 AC. C=0.85 TO STR. RD22 DA=0.31 AC. C=0.85 TO STR. RD21 DA=0.31 AC. C=0.85 TO STR. RD20 DA=0.31 AC. C=0.85 TO STR. RD19 DA=0.31 AC. C=0.85 TO STR. RD18 DA=0.31 AC. C=0.85 TO STR. RD17 DA=0.31 AC. C=0.85 TO STR. RD16 DA=0.16 AC. C=0.85 TO STR. 103 DA=0.24 AC. C=0.58 TO STR. 107 DA=0.64 AC. C=0.79 TO STR. 106 DA=0.67 AC. C=0.79 GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 ROU G H G R A D I N G A N D B E R M M A Y B E COM P L E T E D D U R I N G P H A S E I / I I E & S . F I N A L GRA D I N G A N D P L A N T S S H A L L N O T B E INS T A L L E D U N T I L A L L U P S T R E A M D R A I N A G E ARE A S A R E S T A B I L I Z E D . TO STR. 114 *DA=0.64 AC. C=0.51 TO CC. 3 DA=0.20 AC. C=0.75 TO CC. 4 DA=0.20 AC. C=0.75 TO CC. 5 DA=0.20 AC. C=0.75 TO CC. 6 DA=0.20 AC. C=0.75 TO CC. 7 DA=0.20 AC. C=0.75 TO CC. 8 DA=0.22 AC. C=0.76 TO STR. 114 DA=0.09 AC. C=0.72 TO STR. 104 DA=0.78 AC. C=0.76 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S P H A S E I I Rev. No. Date 06 10/21/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 12 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 11 MAT C H L I N E S H E E T 13 FOR PHASE II EROSION AND SEDIMENT CONTROL ONLY !! NOTES: 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL STABILIZATION BLANKETS (EC-2). 2. REFER TO SHEETS 43-44 FOR DITCH SECTIONS AND COMPUTATIONS 3. REFER TO SHEET 50 - VDOT DETAILS FOR OUTLET PROTECTION COMPS 4. DRAINAGE AREAS LABELED (*DA) ARE SIZED PER FUTURE ACREAGE AND C FACTOR WHICH IS GREATER THAN WHAT IS SHOWN ON THIS PLAN, IN ORDER TO SIZE THE INLETS FOR FUTURE FLOWS. W W W W W FM FM FM FM FM FM FM FM FM FM FM FM W W W F M F M E E E E E E E EW W W W W W W W W W W W W ONYX DRIVE (PRIVATE ACCESS ) W A R V X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 630 6 2 0 610 6 2 0 6 1 0 6 0 0 610 60 0 5 9 0 620 6 2 0 620 3 0 7 0 B L D G 3 0 7 0 B L D G 3 0 7 0 B L D G 3 0 7 0 B L D G 3 0 7 0 B L D G 3 0 7 0 B L D G 2 6 7 0 E P 2 6 7 0 E P 2 6 1 0 E P 2 6 1 0 E P 2 7 0 0 E P 2 7 0 0 E P %1.0 %1.0 %6.0 %9.8 %5.0 2 9 9 5 E P 2 9 9 5 E P %2.0 %2.0 %2.0 2 4 6 0 E P 2 4 6 0 E P 2 4 6 0 E P 2 4 6 0 E P 2 3 6 8 E P 2 3 6 8 E P 2 3 6 8 E P 2 3 3 0 E P 2 3 3 0 E P 2 3 3 0 E P %2.0 %2.0 %2.8 %2.8 2 3 1 5 T O P 2 3 1 5 T O P 2 3 1 5 T O P %1. 0 %1. 0 %1. 0 %2. 0 %2. 0 3 1 0 0 B L D G 2 4 7 5 E P 2 4 9 9 E P 2 6 7 0 E P 3 0 7 0 B L D G 2 6 4 0 E P 2 7 0 0 E P 2 7 0 0 E P 2 6 4 5 E P 2 6 4 0 E P 2 6 4 0 E P 2 4 9 3 E P 2 4 7 5 E P 2 3 3 0 E P 2 4 6 6 E P 2 4 9 0 E P 2 4 9 0 E P 2 4 2 5 E P %3. 0 %1. 0 2 6 0 7 E P 2 6 8 8 E P 2 8 0 0 G N D 2 7 1 6 E P 2 5 6 5 2 5 2 0 E P 2 7 7 1 G N D 2 6 8 7 G N D 2 7 2 0 G N D 2 8 2 0 H P 01 50 01 500150 01 50 10 00 10 00 10 00 10 00 04 00 10 48 10 48 10 481048 10 48 10 48 10 48 10 48 10 48 04 000400 2 5 7 9 2 6 3 5 2 5 5 7 E P 2 7 5 4 E P 2 5 9 7 E P 2 6 0 5 E P 2 5 5 2 E P 2 5 8 0 E P 2 7 1 0 E P 2 2 5 0 T O P 2 6 2 8 H P 2 4 7 1 G N D 2 4 7 1 G N D 2 4 3 3 G N D 2 4 3 3 G N D 2 4 6 0 G N D 2 4 6 5 G N D 2 8 0 0 G N D 3 0 3 3 G N D 3 0 7 0 G N D 3 0 0 3 G N D 3 0 0 3 G N D 2 9 5 3 G N D 3 0 3 1 T O P 3 0 4 5 G N D 3 0 5 3 G N D 3 0 7 0 G N D 5 0 T R L 3 0 4 6 G N D 2 3 2 9 E P 2 2 8 8 E P 2 2 8 3 E P 2 3 4 0 E P 2 3 0 8 3 0 1 5 2 6 8 3 E P 2 7 1 6 E P 2 9 8 1 E P 2 9 9 9 E P 2 8 1 9 G N D 2 7 8 7 G N D 2 5 6 9 G N D 2 6 1 3 G N D 2 7 3 0 G N D 2 8 8 0 H P 2 5 2 8 G N D 2 5 2 8 G N D 2 5 2 8 G N D 2 4 3 3 G N D 2 8 0 8 E P 2 8 4 8 E P 2 4 0 2 E P 2 4 1 7 E P 2 5 2 0 E P 2 4 0 8 E P 2 5 1 6 E P 2 3 9 6 E P 3 0 2 6 T R L 2 5 7 6 T R L 2 5 9 6 G N D 2 0 3 3 T O P 2 3 6 0 G N D G N D 05 00 0500 0500 05 00 05 00 1 8 8 5 T O P 2 1 4 3 B P 07 70 07 70 07 70 07 70 05 90 05 90 07 00 07 00 3 0 0 0 3 0 0 0 2 6 0 0 O L R OLR 2 9 5 3 G N D G N D 3 0 0 9 S W 2 9 7 9 G N D 2 9 3 7 G N D 2 9 3 7 G N D 2 9 8 3 G N D 3 0 0 3 G N D 2 9 5 3 G N D 92 50LP X- S E C " 1 6 " X- S E C " 1 6 " X- S E C " 1 7 " X- S E C " 1 7 " X- S E C " 1 8 " X- S E C " 1 8 " X- S E C " 1 9 " X- S E C " 1 9 " X- S E C " 2 0 " X- S E C " 2 0 " X- S E C " 2 8 " X- S E C " 2 8 " 604 606 600 602 600 606 603 608 610 612 614 612 610 60 2 60 4 60 6 60 8 59 4 592 610 608 606 604 604 612 612 606 604 602 604 603 608 610 606 60 8 61 2 61 0 612 6 1 2 609 608.8 604 606 608 610 610 6 0 4 6 0 6 6 0 8 6 1 0 6 0 2 6 0 0 5 9 8 5 9 6 5 9 4 6 0 6 6 0 8 6 1 0 600 594 610 618 62 0624 610 6 2 0 6 1 2 6 2 0 6 1 0 620 616 624 626 620 622624 626 628 630 628 620 618 616 614 612 610 622 624 626620 622 620624 630 628 626 628 630 6 2 8 626 628 626 6 2 4 62 6 6 2 4 62 6 6 1 0 6 0 8 6 0 6 6 0 6 6 0 8 616 630 630 628 626 626 626 6 2 4 6 2 4 628 62 6 626628 620 624 622 62 6 626 62 6 6 2 4 62 4 624 626 628 622 614 612 610 608 606 604 604 616 606 608610614616 618620 596 598 600 602 600 598 596 602 602 602 600 603 594 594 601 603 603602 601.0 603 601 600 602 601 596 598 600601 602 602.5 5 9 6 5 9 8 6 0 0 6 0 1 6 0 2 6 0 3 6 0 4 593 595 595 5 9 5 595596 601 602.5 01 50 01 50 01 50 01 50 01 50 01 50 01 50 603 01 50 100 10 110 2 D1 0 D1 1 D1 6 11 4 11 3 D8 D7 D6 D5 10 6 10 3 10 411 2 RD 1 1 RD 1 0 RD 1 6 RD 9 RD 6 RD 5 3 2 1 T O S T R . 1 1 3 D A = 0 . 9 2 A C . C = 0 . 3 9 T O S T R . 1 0 1 D A = 0 . 6 0 A C . C = 0 . 4 3 T O S T R . R D 1 D A = 0 . 1 1 A C . C = 0 . 8 5 T O S T R . R D 5 D A = 0 . 1 1 A C . C = 0 . 8 5 T O S T R . R D 6 D A = 0 . 2 5 A C . C = 0 . 8 5 T O S T R . 1 1 2 D A = 1 . 1 1 A C . C = 0 . 6 8 T O S T R . R D 1 0 D A = 0 . 3 1 A C . C = 0 . 8 5 T O S T R . R D 9 D A = 0 . 1 6 A C . C = 0 . 8 5 T O S T R . R D 1 6 D A = 0 . 1 6 A C . C = 0 . 8 5 T O S T R . 1 0 3 D A = 0 . 2 4 A C . C = 0 . 5 8 T O S T R . 1 0 6 D A = 0 . 6 7 A C . C = 0 . 7 9 ROUGH GRADING AND BERM MAY BE COMPLETED DURING PHASE I/II E&S. FINAL GRADING AND PLANTS SHALL NOT BE INSTALLED UNTIL ALL UPSTREAM DRAINAGE AREAS ARE STABILIZED. GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 PROP. BOULDER STOCKPILE D A = 0 . 0 9 A C . C = 0 . 7 2 T O S T R . 1 0 4 D A = 0 . 7 8 A C . C = 0 . 7 6 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S P H A S E I I Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 13 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEE T 12 M A T C H L I N E S H E E T 1 1 AREA OF CONCERN - CONTRACTOR TO INVESTIGATE CONDITIONS FOR STABILITY AND CONSULT WITH A GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL REQUIREMENTS SHOULD IT BE DETERMINED AREA IS UNSTABLE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SUPER SILT FENCE TEMPORARY DIVERSION DIKE CULVERT INLET PROTECTION ROCK CHECK DAMS SILT FENCE LIMITS OF CLEARING & GRADING DRAINAGE DIVIDES OUTLET PROTECTION NO. KEY SYMBOL DESCRIPTION 3.09 3.08 3.20 3.05 3.18 3.02 LCG OP DD CIP SSF SF CE CD SAFETY FENCE3.01 SAF 3.32 PS PERMANENT SEEDING IP STORM DRAIN INLET PROTECTION3.07 3.36 B/M SOIL STABILIZATION BLANKETS & MATTING EROSION/SEDIMENT CONTROL LEGEND STORMWATER CONVEYANCE CHANNEL3.17 SCC TEMPORARY SEDIMENT BASIN3.14 SB 3.31 TS TEMPORARY SEEDING FOR PHASE II EROSION AND SEDIMENT CONTROL ONLY !! NOTES: 1. SLOPES 3:1 AND GREATER SHALL BE PROTECTED WITH SOIL STABILIZATION BLANKETS (EC-2). 2. REFER TO SHEETS 43-44 FOR DITCH SECTIONS AND COMPUTATIONS 3. REFER TO SHEET 50 - VDOT DETAILS FOR OUTLET PROTECTION COMPS 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S N A R R A T I V E Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A AS SHOWN 14 06/28/2019 TTC 19-09 59 2760GC EROSION AND SEDIMENT CONTROL NARRATIVE Description: The project development proposes construction of five industrial warehouses, with related utilities, parking, and private roadways which shall be completed over three separate project phases. This plan consists of phase I which proposes the construction of two industrial warehouses, (Buildings 1 & 2) with related utilities, parking and the construction of approximately 1,477 feet of private drive which ties into the existing stub road connection to Snowden Bridge Boulevard. Water and sanitary sewer connections are located off Snowden Bridge Boulevard. Building 1 is the only building which utilizes a gravity sanitary sewer connection. All other proposed buildings will utilize a private sanitary force main and grinder pumps to meet sanitary demands. Offsite drainage areas will be bypassed around the disturbed areas by diversions, channels and culverts to isolate the construction areas. The property, zoned M1, is located at the current end of Snowden Bridge Boulevard on the north side near the intersection of Milburn Road and is located in Frederick County, Virginia. The project is currently shown impacting two parcels, however the property line seperating the two will be vacated/relocated and a portion of one parcel is to be consolidated into the other for a total site area of 80.44 acres, of which approximately 37.87 acres will be disturbed for construction. Date of construction: Construction of Phase I will begin following plan approval and will take approximately twelve (12) months to complete. Phase II and Phase III will be constructed at a later date. Existing site conditions: The site is currently pasture with a rolling terrain and minimal wooded areas. Majority of the site drains to the center of the property and then east. A small portion of the property drains to the north. All areas drain to Hiatt Run which are tributaries to the Potomac River. Typical slopes range between 2% and 50%. Adjacent areas: The site is bounded on the north by McCann's Road (RT 838) and by vacant parcels zoned RA. Bounded on the east by Milburn Road (RT 662) and to the northeast by residential property zoned RA and to the southeast by vacant property zoned R4. To the south is Snowden Bridge Boulevard and vacant parcels zoned M1. The site is bounded on the west by the CSX Railroad and vacant properties zoned OMRA & M1. Offsite areas: Topsoil will be stripped from graded areas and stockpiled for use in final grading and permanent stabilization. Stockpiles will be kept either onsite or offsite on adjacent land owned by the developer to stay clear of all construction activities. The stockpiles will be stabilized with temporary seeding and protected with silt fence. Additional adjacent offsite area will be used as a borrow area to obtain additional fill material. Soils: The existing soil conditions were obtained from the USDA Soils Survey. The soils on this site consist mostly different types of silt loam as shown on the map on this sheet. Areas of Concern: There are areas of concern associated with this plan. There are several depressions on site that may be part of Karst areas or sink holes that will require a geotechnical analysis on how to remediate. Additionally there are wetland areas that have an existing permit at the offsite barrow area. Impacts at those crossings should be kept to a minimum. 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: E&S Phase I: During phase I there are 4 areas that need to be constructed first before installing the sediment basin prior to clearing and grubbing operations. This is necessary to divert as much offsite water around the construction areas as possible. The twin elliptical culverts and associated ditch that cross Milburn road need to be installed first (Area 1). Second the beginning of Graystone Drive needs to be constructed up to the proposed box culvert crossing and the box culvert needs to be installed (Area 2). The road, ditches and diversions need to be stabilized immediately after construction. After installing the road and box culvert complete the diversions and ditches shown as area 2. Next complete the ditch and diversion shown as Area 3 and then the channel bypass shown as Area 4. Install Safety Fence (3.01) as shown on the plans to prevent access to critical areas. Install Temporary Construction Entrance with Wash Rack (3.02) at the entrance to the site on Snowden Bridge Blvd. Install Silt Fence (3.05) and Super Silt Fence as shown on the plans to intercept and detain small amounts of sediment from disturbed areas during construction in order to prevent sediment from leaving the site. Smart Fence may be used in lieu of Super Silt Fence and compost filter sock in lieu of silt fence. Culvert inlet protection (3.08) shall be located at culvert 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 temporary diversion dikes (3.09) as shown on the plans to divert sediment-laden runoff to the sediment trapping structures. Install Temporary Sediment Basin (3.14) as shown on plans to detain sediment-laden runoff from disturbed areas in "wet" and "dry" storage long enough for the majority of the sediment to settle out. Install Stormwater Conveyance Channel (3.17) as shown to provide for the conveyance of concentrated surface runoff water to a receiving channel or system without damage from erosion. Outlet protection (3.18) shall be installed on all outlets as shown on the plan sheets. 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. 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. Soil stabilization blankets & matting (3.36) shall be installed over steep 3:1 or greater cut and fills slope which have been brought to final grade and seeded to protect from rill and gully erosion. E&S Phase II: Phase I controls shall remain into Phase II for the duration of the project or until drainage area is stabilized. Install storm drain inlet protection (3.07) as shown on plans to prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. Install inlet and outlet protection measures as stormwater structures are installed. 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. * BMPs shall not be installed until their respective drainage area is completed and full stabilized. Vegetative Measures: Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven (7) days to denuded areas that may not be at final grade but will remain dormant for longer than fourteen (14) days. Permanent soil stabilization shall be applied to all areas that are to be left dormant for more than six (6) months. Topsoil that has been stockpiled shall be surrounded with silt fence and protected by mulch and/or temporary vegetation immediately after grading. All earth berms, diversions and sediment trap embankments are to be machine-compacted, seeded and mulched (hay mulch or straw) for temporary and/or permanent vegetative cover immediately after construction Erosion control mats shall be installed over steep (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 (See sheets 31 - 35). 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 re-seeded as needed until grass is established. Trapped sediment is to be removed as required to keep below the clean out level specified 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. Install areas 1 - 4 in consecutive order 4. Clearing and grubbing for placement of sediment control devices only. 5. Obtain inspector's approval prior to beginning grading operations. 6. Clear and grub main area of site protected by installed E&S controls. Phase II 7. Rough grade remainder of site. 8. Install drainage devices with sediment control. 9. Final grading. 10. Restoration and stabilization of disturbed areas. 11. 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 15. 2. Filtrexx - Compost Filter Sock: Compost filter sock is equivalent to silt fence, see detail on sheet 15. This will allow for less disturbance since it can be installed on the surface and requires no excavation. MINIMUM CONSTRUCTION STANDARDS An erosion and sediment control program adopted with this plan must be consistent with the VSECH for 9VAC25-840-40 minimum standards: 1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant for longer than 14 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. 2. During construction of the project, soil stock piles and borrow areas shall be stabilized or protected with sediment trapping measures. The applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as borrow areas and soil intentionally transported from the project site. 3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosion. 4. Sediment basins and traps, perimeter dikes, 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. 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S D E T A I L S Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A N/A 15 06/28/2019 TTC 19-09 59 2760GC 2" X 2" X 36" WOODEN STAKES PLACED 10' O.C. SECTION NTS PLAN NTS NOTES: 1. ALL MATERIAL TO MEET FILTREXX® SPECIFICATIONS. 2. FILTER MEDIA™ FILL TO MEET APPLICATION REQUIREMENTS. 3. COMPOST MATERIAL TO BE DISPERSED ON SITE, AS DETERMINED BY ENGINEER. 12" MIN FILTREXX® SEDIMENT CONTROL NTS FILTREXX® SOXX™ (12" TYPICAL) BLOWN/PLACED FILTER MEDIA™ AREA TO BE PROTECTEDWORK AREA WORK AREA AREA TO BE PROTECTED 2" X 2" X 36" WOODEN STAKES PLACED 10' O.C. FILTREXX® SOXX™ (12" TYPICAL) WATER FLOW 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 E& S D E T A I L S Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R PH A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A N/A 16 06/28/2019 TTC 19-09 59 2760GC X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 1 6 6 3 6 . 3 1 3 9 6 5 9 . 3 4 S S S S S S S S S W W W FM FM FM FM FM FM W W W W W W W W E E E E E E E E S W W W W W W A R V GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 BUILDING #2 PROP. WAREHOUSE FACILITY 175,760 SF APPROX. FFE = 630.70 BUILDING #1 PROP. WAREHOUSE FACILITY 63,000 SF APPROX. FFE = 631.00 SWM RETENTION POND E X . V D O T R . O . W . E X . V D O T R . O . W . E X . V D O T R . O . W . E X . T R A I L E X . T R A I L ONYX D R I V E (PRIVA T E A C C E S S ) ONYX DRIVE (PRIVATE ACCESS) 603 . 6 ' 4 7 1 . 7 7 ' 663.01' 106 9 . 5 ' 7 2 6 . 9 5 ' 162.98 ' 1 7 2 . 5 7 ' 1 7 3 . 7 8 ' 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 OV E R A L L G E O M E T R Y & G R A D I N G P L A N Rev. No. Date 02 08/16/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 100' 17 06/28/2019 TTC 19-09 59 2760GC SHE E T S 18 , 21 & 24 SHE E T S 19 , 22 & 25 SHEETS 20, 23 & 26 11 13 911 FM FM FM FM FM FM FM FM FM FM W W E E E E E E E E E E E E E E E E E E E S S S S S W W W W W W W W W W ON Y X D R I V E (PR I V A T E A C C E S S ) 30 0 ' 210' BUILDING #1 PROP. WAREHOUSE FACILITY 63,000 SF APPROX. FFE = 631.00 12' CONC DOLLY PAD (SEE NOTE) 11' TYP MAIN OFFICE SPACE (1,000 S.F.) 18 ' 18 ' 24 '10' TYP CG-6R CG-6 R=5 ' R= 5 ' 5' S/W 75 ' 75 ' 75 ' 75 ' 5.5'X5.5' CONCRETE PAD (TYP) R = 5 0 ' R=1 0 ' 60 ' C O N C L O A D I N G D O C K 13 . 5 ' TY P 75' TYP R=50' R= 2 5 ' 12 ' C O N C D O L L Y P A D ( S E E N O T E ) 55' TYP 11 ' TY P R = 5 0 ' R=50' R= 2 5 ' R=62 ' R=5 ' R= 5 ' 4' 20 ' 25 ' 23 . 9 ' 23 . 9 ' 40' 8' A S P H A L T T R A I L 8' A S P H A L T T R A I L 8' A S P H A L T T R A I L 48 ' T Y P CG-6TF 55 ' T R A I L E R P A R K I N G CG - 6 T CURB TRANSITION CG-6R TO CG-6 GC-12B CURB TRANSITION CG-6R TO CG-6 LOADING DOCK DOOR (TYP) LIGHT FIXTURE (TYP) ACCESS STAIRS (TYP) CG-6T CG-6T CG-6 C G - 6 T REVISED TREELINE (TYP) LIMITS OF DISTURBANCE (TYP) LIGHT FIXTURE (TYP) 8' ASPHALT T R A I L TIE INTO EX. TRAIL TIE INTO EX. STUB (SEE PAVEMENT PLAN NOTE) CG-6T 5.5'X5.5' CONCRETE PAD (TYP) CG-6 R=25' CONC SCUPPER SEE DETAIL SHEET 47 10' TYP 8' SHOULDER 4' GRAVEL/ 4' GRASS (TYP) 60' TYP 14 . 3 1 ' 69.78'20'120.22' W ARV PROP BOLLARD (TYP) DUMPSTER 5' CROSSWALK PROPOSED PICNIC AREA 21.0' x 22.4' - 4" CL A3 CONCRETE PAD W/WELDED WIRE FABRIC (SEE NOTE 6) 21' 2 2 . 4 ' 5' S / W TIE INTO EX. STUB (SEE PAVEMENT PLAN NOTE) 20' 19'TIE INTO EX. TRAIL X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S S S S S S S S S S S S S S GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 11' CROSSWALK 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 GE O M E T R Y P L A N Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 18 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 19 MAT C H L I N E S H E E T 20 NOTES: 1. TRACTOR TRAILER DOLLY PADS ARE SHOWN AT 7' BACK FROM THE FRONT OF THE SPACE AND WITH A 12' CONCRETE WIDTH. CONTRACTOR SHALL CONFIRM LOCATION WITH THE OWNER/DEVELOPER PRIOR TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. 2. PROPOSED BUILDING MOUNTED SIGNS SHALL BE REVIEWED AND APPROVED WITH THE FREDERICK COUNTY BUILDING PERMIT. ANY BUSINESS SIGNS (FREESTANDING OR MONUMENT) SHALL BE REVIEWED AND APPROVED BY FREDERICK COUNTY PLANNING DEPARTMENT PRIOR TO INSTALLATION. 3. 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 THE SERVICE. 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. 4. CROSS WALKS SHALL BE TYPE A CLASS I WHITE PAVEMENT MARKING. LONGITUDINAL LINES SHOULD BE 12 TO 24 INCHES WIDE AND SEPARATED BY GAPS OF 12 TO 60 INCHES. THE DESIGN OF THE LINES SHOULD AVOID THE WHEEL PATHS IF POSSIBLE, AND THE GAP BETWEEN THE LINES SHOULD NOT EXCEED 2.5 TIMES THE WIDTH OF THE LONGITUDINAL LINES. 5. CROSSWALK SYMBOLS SHOWN ON THE PLAN ARE TO SHOW THE LOCATION OF THE PROPOSED CROSSWALKS. CROSSWALK MARKINGS ARE TO BE LONGITUDINAL WITH THE FLOW OF TRAFFIC AND SHOULD MATCH THE EXISTING CROSSWALK MARKINGS IN THE INDUSTRIAL CENTER IF APPLICABLE. 6. OWNER TO INSTALL 4 PICNIC TABLES PER A BUILDING WITHIN 30 DAYS OF OCCUPANCY FOR EMPLOYEE USE. INSPECTION NOTES 1. Buildings shall comply with The Virginia Uniform Statewide Building Code (VUSBC) Sections 311, S Storage of the International Building Code/2105 VUSBC/ International Fire Code. Other Code that applies is ICC A 117.1-3-09. Accessible and Usable Buildings and Facilities and 2015 Virginia Energy Code 2. Proposed buildings shall comply with height and area per T504 for type of construction or unlimited area facilities (Section 507, Unlimited Area Buildings) and maintain an open perimeter of 60'. Fire pump shall meet NFPA 20. 3. All required exits shall meet ANSI A117.1-09 for accessibility and slopes. Maximum travel distance per IBC/USB to an exit is 400'. All required exits shall be accessible. Exterior area of assisted rescue shall comply with Section 1016 of the USBC/IBC. One hour rated walls with 45 min. doors shall be provided at exterior areas of assisted rescue as noted. Maximum travel distance to restrooms shall be in accordance with Section 2902.3.2. (Maximum 500' unless otherwise approved by AHJ) 4. Storage in racks exceeding 12' in height require a permit and shall comply with the International Fire Code. High pile storage areas require fire department access around perimeter of the building. Access/doors shall not be spaced further apart than 100'. 5. ANSI parking spaces shall be provided as required per T1106.1. Accessible parking and unloading shall not exceed 2% slope (1:48). Accessible Route shall extend from parking and unloading area to accessible route to main entrance. Curb ramps shall have a minimum 3' landing at the top and bottom of the landing. Van spaces require minimum unloading area 8' with 8' of parking or a minimum of 11' wide parking with 5' of unloading space is required. No enlargement provided. Accessible route with max 5% slopes shall be provided from parking/unloading to main entrance. Accessible parking and unloading access to main entrance appears to meet ANSI A 117 for slopes. 6. Public entrances into spaces larger than 3000 sq ft shall be provided with a vestibule as detailed per ANSI A 117.1-09. 7. All structural plans submitted for permit application shall be sealed by a VA Design Professional. 8. Special inspection requirements of Chapter 17 of IBC shall apply to this type of structure. (Soils, compaction, concrete, steel etc.) 9. Light poles require permits and inspections. Retaining walls with more than 3' unbalanced fill require permits. 10. No gutters of other water shall discharge over walkways. 11. A geotechnical evaluation shall be performed and submitted with application as required USBC/IBC Section 1803. 7 13 11 11 11 11 11 11 11 4 11 6 6 6 56 911 W W W W W W W W W 6 FM FM FM FM FM FM FM FM F M F M W W W W W W W W W W W W W FM FM W W W W W E E E E E E W W W W W W W W W W W 26 0 ' BUILDING #2 PROP. WAREHOUSE FACILITY 175,760 SF APPROX. FFE = 630.70 676' BUILDING #1 PROP. WAREHOUSE FACILITY 63,000 SF APPROX. FFE = 631.00 18 3 ' MAIN OFFICE SPACE (2,000 S.F.) 18 ' 18 ' 24 ' 10' TYP CG-6 18 ' 18 ' 24 ' 10' TYP CG-6R CG-6 18 ' 18 ' 24 ' 10' TYP CG-6CG-6 CG-6 CG-6 R=5'R=5' R=5' R=5' R=5' R=5' R=5' R=5' R=5' R=5' R = 5 ' R=2 5 ' R= 2 5 ' R=5' R = 5 ' 12' CONC DOLLY PAD (SEE NOTE) 60' CONC LOADING DOCK RETAINING WALL VEHICLE RAMP LOADING DOCK DOOR (TYP) DUMPSTER MID POINT ACCESS LANDING & STAIRS (SEE ARCHITECTURAL PLAN FOR DETAILS) ACCESS STAIRS (TYP) 13.5' TYP 60 ' T Y P LIGHT FIXTURE (TYP) EXTERIOR AREA OF REFUGE SEE FREDERICK COUNTY INSPECTIONS NOTE #3 SHEET 2. 11' TYP 5' S/W 75 ' 75 ' 5' S/W 5' S/W 75 ' 75 ' 55 ' 55 ' 2 4 ' 4' R=2 5 ' R=25' R=88' R=112' R=11 8 ' R=50' R = 5 0 ' R=1 0 ' 60 ' C O N C L O A D I N G D O C K 13 . 5 ' TY P 75' TYP R= 2 5 ' 12 ' C O N C D O L L Y P A D ( S E E N O T E ) 55' TYP 11 ' TY P R= 1 1 2 ' R= 8 8 ' R = 5 0 ' R=5 0 ' R=5 0 ' 20 ' 25 ' 23 . 9 ' 23 . 9 ' 8' A S P H A L T T R A I L 8' A S P H A L T T R A I L 5 ASPHALT TRAIL CG - 2 T 28' MAIN OFFICE SPACE (2,000 S.F.) PROP BOLLARD (TYP)PROP BOLLARD (TYP) PROP BOLLARD (TYP) 48 ' T Y P GRASS AC C E S S W A Y TO SWM / B M P FACILITI E S CG - 6 F CG - 6 F CG - 6 F CG - 6 F CG - 6 F CG - 2 T END PHASE I / FUTURE STREET EXTENSION TYPE-III TRAFFIC BARRIER W/ TYPE 4 OBJECT MARKS 55 ' T R A I L E R P A R K I N G CG - 6 T CURB TRANSITION CG-6R TO CG-6 LOADING DOCK DOOR (TYP) LIGHT FIXTURE (TYP) ACCESS STAIRS (TYP) END PHASE I / FUTURE STREET EXTENSION TYPE-III TRAFFIC BARRIER W/ TYPE 4 OBJECT MARKS 5.5' x 5.5' CONC PAD (TYP) CG-6T CG-6T 42. 5 2 ' CG-6R CG-6 CG-6 C G - 6 T CG-6 R= 5 1 2 ' R= 4 8 8 ' 8' SHOULDER 4' GRAVEL/ 4' GRASS (TYP) 4' GRASS SHOULDER (TYP) LIMITS OF DISTURBANCE (TYP) PROP. TREELINE (TYP) LIGHT FIXTURE (TYP) 4' GRAVEL SHOULDER (TYP) CG-6TF CG-6T CG-12BCG-12B CONC SCUPPER SEE DETAIL SHEET 47 CONC SCUPPER SEE DETAIL SHEET 47 CG-6TFR=10'R=10' ON Y X D R I V E (PR I V A T E A C C E S S ) 5.5'X5.5' CONCRETE PAD (TYP) 10' TYP 18 ' 10' TYP 18 ' CONC SCUPPER SEE DETAIL SHEET 47 60' TYP 14 . 3 1 ' 25'125'75'75'95.49'75'54.51'126'25' 25'155.48'94.5'90.33'98.67'94.5'117.52' CG-6R CG-6R CG-6R CG-6R W PROP BOLLARD (TYP) DUMPSTER 5' CROSSWALK 21' 2 2 . 4 ' PROPOSED PICNIC AREA 21.0' x 22.4' - 4" CL A3 CONCRETE PAD W/WELDED WIRE FABRIC (SEE NOTE 6) WETLAND S H E L F ZONE 1 (ELEV = 6 0 1 . 0 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 1 (ELEV = 6 0 1 . 0 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 GE O M E T R Y P L A N Rev. No. Date 03 09/04/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 19 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 18 MAT C H L I N E S H E E T 20 NOTES: 1. TRACTOR TRAILER DOLLY PADS ARE SHOWN AT 7' BACK FROM THE FRONT OF THE SPACE AND WITH A 12' CONCRETE WIDTH. CONTRACTOR SHALL CONFIRM LOCATION WITH THE OWNER/DEVELOPER PRIOR TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. 2. PROPOSED BUILDING MOUNTED SIGNS SHALL BE REVIEWED AND APPROVED WITH THE FREDERICK COUNTY BUILDING PERMIT. ANY BUSINESS SIGNS (FREESTANDING OR MONUMENT) SHALL BE REVIEWED AND APPROVED BY FREDERICK COUNTY PLANNING DEPARTMENT PRIOR TO INSTALLATION. 3. 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 THE SERVICE. 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. 4. CROSS WALKS SHALL BE TYPE A CLASS I WHITE PAVEMENT MARKING. LONGITUDINAL LINES SHOULD BE 12 TO 24 INCHES WIDE AND SEPARATED BY GAPS OF 12 TO 60 INCHES. THE DESIGN OF THE LINES SHOULD AVOID THE WHEEL PATHS IF POSSIBLE, AND THE GAP BETWEEN THE LINES SHOULD NOT EXCEED 2.5 TIMES THE WIDTH OF THE LONGITUDINAL LINES. 5. CROSSWALK SYMBOLS SHOWN ON THE PLAN ARE TO SHOW THE LOCATION OF THE PROPOSED CROSSWALKS. CROSSWALK MARKINGS ARE TO BE LONGITUDINAL WITH THE FLOW OF TRAFFIC AND SHOULD MATCH THE EXISTING CROSSWALK MARKINGS IN THE INDUSTRIAL CENTER IF APPLICABLE. 6. OWNER TO INSTALL 4 PICNIC TABLES PER A BUILDING WITHIN 30 DAYS OF OCCUPANCY FOR EMPLOYEE USE. 6 5 9 11 W W W W W FM FM FM FM FM FM FM FM FM FM FM FM W W W F M F M E E E E E E E EW W W W W W W W W W W W W SWM RETENTION POND (SEE SHEET ##) BU I L D I N G # 1 PR O P . W A R E H O U S E F A C I L I T Y 183' M A I N O F F I C E SP A C E ( 2 , 0 0 0 S . F . ) 12 ' C O N C D O L L Y P A D ( S E E N O T E ) 60 ' C O N C L O A D I N G D O C K RE T A I N I N G W A L L VE H I C L E RA M P LO A D I N G D O C K D O O R (T Y P ) D U M P S T E R AC C E S S S T A I R S (T Y P ) LI G H T F I X T U R E ( T Y P ) 11' TY P 24' 4' R=25' R = 2 5 ' R= 8 8 ' R= 1 1 2 ' R = 1 1 8 ' R= 5 0 ' R=5 0 ' R=10' 60' CO N C L O A D I N G D O C K 13.5' TYP 75' T Y P R = 5 0 ' R=25'12' CO N C D O L L Y P A D ( S E E N O T E ) 55' T Y P 11' TYP R=50 ' R= 5 0 ' R=50' R = 5 0 ' 20' 25' 23.9' 40' 8' ASPHALT TRAIL 8' ASPHALT TRAIL 8' A S P H A L T T R A I L 5 A S P H A L T T R A I L PR O P B O L L A R D ( T Y P ) PR O P B O L L A R D (T Y P ) 48' T Y P CG - 6 T F FOREBAY DEEP POOL GRASS ACCESS WAY TO SWM/BMP FACILITIES GRASS ACCESS WAY TO SWM/BMP FACILITIES CG-2T EN D P H A S E I / FU T U R E S T R E E T EX T E N S I O N T Y P E - I I I TR A F F I C B A R R I E R W / TY P E 4 O B J E C T M A R K S 55' TR A I L E R P A R K I N G CG-6T CU R B TR A N S I T I O N C G - 6 R T O C G - 6 LO A D I N G D O C K D O O R ( T Y P ) LI G H T F I X T U R E (T Y P ) AC C E S S S T A I R S (T Y P ) 5. 5 ' x 5 . 5 ' C O N C PA D ( T Y P ) C G - 6 T 42.52' CG - 6 CG - 6 8' S H O U L D E R 4' G R A V E L / 4' G R A S S (T Y P ) LI G H T F I X T U R E (T Y P ) C G - 6 T F C G - 6 T R= 1 0 ' ONYX DRIVE (PRIVATE ACCESS ) POND 10YR. WSE 8' S H O U L D E R 4' G R A V E L / 4' G R A S S (T Y P ) 60' T Y P 14.31 ' 25' 25' 15 5 . 4 8 ' 94 . 5 ' W A R V PR O P BO L L A R D (T Y P ) D U M P S T E R 5' C R O S S W A L K 21' 2 2 . 4 ' 21' 2 2 . 4 ' PR O P O S E D P I C N I C A R E A 21 . 0 ' x 2 2 . 4 ' - 4" C L A 3 C O N C R E T E P A D W / W E L D E D W I R E F A B R I C (S E E N O T E 6 ) WETLAND SHELF ZONE 1 (ELEV=601.0) WETLAND SHELF ZONE 2 (ELEV=601.5) WETLAND SHELF ZONE 2 (ELEV=601.5) WETLAND SHELF ZONE 1 (ELEV=601.0) WETLAND SHELF ZONE 2 (ELEV=601.5) WETLAND SHELF ZONE 2 (ELEV=601.5) X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 03 09/04/2019 1" = 40' MATCH LINE SHEE T 19 M A T C H L I N E S H E E T 1 8 NOTES: 1. TRACTOR TRAILER DOLLY PADS ARE SHOWN AT 7' BACK FROM THE FRONT OF THE SPACE AND WITH A 12' CONCRETE WIDTH. CONTRACTOR SHALL CONFIRM LOCATION WITH THE OWNER/DEVELOPER PRIOR TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. 2. PROPOSED BUILDING MOUNTED SIGNS SHALL BE REVIEWED AND APPROVED WITH THE FREDERICK COUNTY BUILDING PERMIT. ANY BUSINESS SIGNS (FREESTANDING OR MONUMENT) SHALL BE REVIEWED AND APPROVED BY FREDERICK COUNTY PLANNING DEPARTMENT PRIOR TO INSTALLATION. 3. 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 THE SERVICE. 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. 4. CROSS WALKS SHALL BE TYPE A CLASS I WHITE PAVEMENT MARKING. LONGITUDINAL LINES SHOULD BE 12 TO 24 INCHES WIDE AND SEPARATED BY GAPS OF 12 TO 60 INCHES. THE DESIGN OF THE LINES SHOULD AVOID THE WHEEL PATHS IF POSSIBLE, AND THE GAP BETWEEN THE LINES SHOULD NOT EXCEED 2.5 TIMES THE WIDTH OF THE LONGITUDINAL LINES. 5. CROSSWALK SYMBOLS SHOWN ON THE PLAN ARE TO SHOW THE LOCATION OF THE PROPOSED CROSSWALKS. CROSSWALK MARKINGS ARE TO BE LONGITUDINAL WITH THE FLOW OF TRAFFIC AND SHOULD MATCH THE EXISTING CROSSWALK MARKINGS IN THE INDUSTRIAL CENTER IF APPLICABLE. 6. OWNER TO INSTALL 4 PICNIC TABLES PER A BUILDING WITHIN 30 DAYS OF OCCUPANCY FOR EMPLOYEE USE. GE O M E T R Y P L A N GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 20 06/28/2019 TTC 19-09 59 2760GC X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S S S S S S S S S S S S S S FM FM FM FM FM FM FM FM FM FM W W E E E E E E E E E E E E E E E E E E E S S S S S W W W W W W W W W W W ARV 109 111 108 D1 D2 D3 D4 D8 D7 D6 D5 107 106 123 122 103 104 112RD1 RD2 RD3 RD7 RD8 RD4 RD6 RD5 CC1 CC2 CV4 CV3 CV2 CV1 BC1 BC2 FDC 45° BEND 11 14° BEND PROP 12" TEE, 3-12" G.V. 12 " W A T E R L I N E " A " 45° BEND 11 14° BEND CONNECT TO WATER LINE "K" FROM EXTENSION SNOWDEN BRIDGE BOULEVARD PLAN DATED 6-22-15. CONTRACTOR TO FIELD VERIFY ASBUILT CONDITIONS OF WATER LINE PRIOR TO START OF CONSTRUCTION. PROP 12"x8" TEE W/6" REDUCER, 1-8" G.V., 1-6" G.V. PROP FH ASBY PROP 12" TEE, 3-12" G.V. PROP 12" x 6" TEE, 1-6" G.V. PROP FH ASBY PROP 1-6" G.V. PROP FH ASBY 669' RADIUS 656' RADIUS 269' RADIUS 12" W A T E R L I N E " A " 12" W A T E R L I N E " A " WATER LINE "B" W A T E R L I N E " C " PROP 20' FREDERICK WATER ESM'T. PROP 20' WIDE FREDERICK WATER ESM'T. PROP 20' WIDE FREDERICK WATER ESM'T. POWER POLE TO BE RELOATED POWER POLE TO BE RELOCATED GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 ON Y X D R I V E (PRI V A T E A C C E S S ) O N Y X D R I V E (P R I V A T E A C C E S S ) APPROX. LOC. PROP. REROUTING OF OHE (DESIGN AND CONSTRUCTION BY REC) APP R O X . L O C . P R O P . RER O U T I N G O F O H E (DE S I G N A N D CON S T R U C T I O N B Y R E C ) PRIVATE FORCE SEWER LATERAL (FSL) METER AND BACK FLOW PREVENTION INTERNAL TO BUILDING (SEE NOTE 2) APPROX. LOC. PROP. UTLITIY POLE APPROX. LOC. PROP. UTLITIY POLE APP R O X . L O C . P R O P . UTL I T I Y P O L E PRO P . V A R I A B L E WIDT H S W M E S M ' T . PRO P . V A R I A B L E WIDT H S W M E S M ' T . 75' CONSERVATION ESM'T. PROP. 40' VDOT STORM ESM'T. PROP. STORM DRAINAGE ESM'T. RELOCATION 45° BENDS PROP. 40' STORM ESM'T. EX. DRAINAGE ESM'T. TO BE VACATED PRIVATE FORCE MAIN OPEN CUT ROAD TO INSTALL SANITARY TEST PIT REQUIRED AT CROSSING 0+ 0 0 1+ 0 0 3+00 4+0 0 5+0 0 6+0 0 7+ 0 0 8+0 0 0 + 0 0 1+002+00 0+ 0 0 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4+0 0 4+ 8 8 . 4 0 0+00 1+00 2+00 3+00 4+0 0 5+0 0 6+0 0 8+0 0 BUILDING #1 PROP. WAREHOUSE FACILITY PROP 20' WIDE WATER ESM'T. PROP 8"x6" REDUCER PROP BOLLARD (TYP) 6" SCH 80 SLEEVE WITHIN W/L EASEMENT 1 + 0 0 1 + 1 6 . 6 7 SEE NOTE 4 SHEET 21 AIR RELEASE/VACUUM VALVE DEMO EX CULVERT, REPAIR ROAD SURFACE TO EX CONDITIONS CV5 CV6 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 06 10/21/2019 21 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 22 MAT C H L I N E S H E E T 23 1"=40' NOTES: 1. 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 THE SERVICE. 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. 2. 2" DOMESTIC WATER METER AND 8" FIRE PROTECTION WATER METER AND THEIR ASSOCIATED BACK FLOW PREVENTION DEVICES ARE LOCATED WITHIN THE FIRE PUMP ROOM. THE FIRE PROTECTION WATER METER SHALL BE HP PROTECTUS III FIRE SERVICE METER. SEE MEP PLANS FOR DETAILS. BOTH METERS, BACK FLOW PREVENTION DEVICES, AND AMR(AUTOMATED METER READERS) DEVICES SHALL MEET FREDERICK WATER SPECIFICATIONS. INSTALLATION SHALL BE PER FREDERICK WATER'S INSPECTORS REQUIREMENTS. 3. EXISTING SANITARY SEWER AND EASEMENT SHOWN PER PLAN "SANITARY SEWER FOR GRAYSTONE COMMERCE CENTER AND STEPHENSON VILLAGE" BY STOWE ENGINEERING, PLAN DATE 11/24/2017 AND REVISED DATE 10/3/2018. 4. EX. UTY SLEEVES SHOWN PER STOWE/RACEY "SNOWDEN BRIDGE BLVD EXT" PLANS 6/22/15 CONTRACTOR TO FIELD VERIFY PRIOR TO START OF CONSTRUCTION ELECTRIC (WEST) 9-4" SCH 80 IN 3X3 BANKS INV:V676.27 GAS (MIDDLE) 1-12" SCH-80 INV 620.67 FORCE MAIN (EAST) 1-12" STEEL INV 616.85 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X W W W W W W W W W FM FM FM FM FM FM FM FM F M F M W W W W W W W W W W W W W FM FM W W W W W E E E E E E W W W W W W W W W W W GRASS AC C E S S W A Y TO SWM / B M P FACILITI E S W WETLAND S H E L F ZONE 1 (ELEV = 6 0 1 . 0 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 1 (ELEV = 6 0 1 . 0 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) 100 101 102 D10D11D12D13D14D15 121 120 D22 119 D21 D20 117118 D18 116 115 D16 114 113 110 109 111 108 D1 D2 D7 D6 D5 107 106 103 104 112 D19 D17 RD1 RD2 RD15 RD14 RD13 RD12 RD11 RD10 RD18RD19 RD17RD20RD21RD22 RD16 RD9 RD6 RD5 CC6 CC7 CC8CC5CC4 CC3 45° BEND PROP FH ASBY W/ 1-6" GV PROP 12" x 6" TEE, 1-6" G.V. PROP FH ASBY W/ 6" GV PROP 12" x 6" TEE, 1-6" G.V. 200' RADIUS PROP 12" TEE, 3-12" G.V. PROP 1-6" G.V. PROP FH ASBY 494' RADIUS 200' RADIUS PROP 12" CROSS, 4-12" G.V., PROP 80' STUB CAPPED FOR FUTURE CONNECTION (VALVE TO REMAIN CLOSED) 669' RADIUS 656' RADIUS 269' RADIUS 201' RADIUS PROP 12" TEE, 3-12" G.V. PROP 60' STUB CAPPED FOR FUTURE CONNECTION (VALVE TO REMAIN CLOSED) PROP 12" x 6" TEE, 1-6" G.V. PROP FH ASBY W/ 1-6" GV PROP 12" x 6" TEE, 1-6" G.V. PROP 12" x 6" TEE, 1-6" G.V. 2-PROP FH ASBY W/ 1-6" GV FDC PROP 12" x 6" TEE, 1-6" G.V. PROP FH ASBY PROP 12" x 6" TEE, 1-6" G.V. PROP FH ASBY W/ 1-6" GV 12" W A T E R L I N E " A " 12 " W A T E R L I N E " A " 12" W A T E R L I N E " A " W A T E R L I N E " C " WATER LINE "E" WATER LINE "D" W A T E R L I N E " D " W A T E R L I N E " D " PROP 20' FREDERICK WATER ESM'T. PROP 20' FREDERICK WATER ESM'T. PROP 20' WIDE WATER ESM'T. PROP 20' WIDE FREDERICK WATER ESM'T. POWER POLE TO BE RELOATED POWER POLE TO BE RELOCATED GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 PROP 20' WIDE FREDERICK WATER ESM'T. O N Y X D R I V E (P R I V A T E A C C E S S ) PROP 20' FREDERICK WATER ESM'T. APP R O X . L O C . P R O P . RER O U T I N G O F O H E (DE S I G N A N D CON S T R U C T I O N B Y R E C ) PRIVATE METER AND BACK FLOW PREVENTION INTERNAL TO BUILDING (SEE NOTE 2) E-ONE PUMP STATION (SEE DETAIL SHEET 37) PROP 12"x8" TEE W/6" REDUCER, 1-8" G.V., 1-6" G.V. TYPICAL TERMINAL FLUSHING CONNECTION (SEE DETAIL SHEET 48) TYPICAL FLUSHING CONNECTION (SEE DETAIL SHEET 48) PRE-BLAST 25' FOR FUTURE WATERLINE CONNECTION 6+0 0 7+ 0 0 8+0 0 9+0 0 10+ 0 0 11 + 0 0 12 + 0 0 1 3 + 0 0 1 3 + 8 3 . 3 9 0+ 0 0 1+002+003+004+005+006+00 7 + 0 0 8 + 0 0 9 + 0 0 10 + 0 0 11 + 0 8 . 2 8 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+84.80 0+00 1+00 2+00.56 6+0 0 8+0 0 9+0 0 10+ 0 0 11 + 0 0 1 2 + 0 0 1 3 + 0 0 1 3 + 6 1 . 9 5 BUILDING #1 PROP. WAREHOUSE FACILITY BUILDING #2 PROP. WAREHOUSE FACILITY PROP 12" x 8" TEE, , 1-8" G.V. PROP 20' WIDE WATER ESM'T. PROP 8"x6" REDUCER PROP BOLLARD (TYP)PROP BOLLARD (TYP) PROP BOLLARD (TYP) PRIVATE FORCE SEWER LATERAL (FSL) PRIVATE FORCE SEWER LATERAL (FSL) 6" SCH 80 SLEEVE WITHIN W/L EASEMENT 0 + 0 0 1 + 0 0 1 + 1 6 . 6 7 6" SCH 80 SLEEVE WITHIN W/L EASEMENT SEE NOTE V27 ON SHEET 2 FOR ADDITIONAL REQUIREMENTS. 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 06 10/21/2019 22 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 21 MAT C H L I N E S H E E T 23 1"=40' NOTES: 1. 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 THE SERVICE. 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. 2. 2" DOMESTIC WATER METER AND 8" FIRE PROTECTION WATER METER AND THEIR ASSOCIATED BACK FLOW PREVENTION DEVICES ARE LOCATED WITHIN THE FIRE PUMP ROOM. THE FIRE PROTECTION WATER METER SHALL BE HP PROTECTUS III FIRE SERVICE METER. SEE MEP PLANS FOR DETAILS. BOTH METERS, BACK FLOW PREVENTION DEVICES, AND AMR(AUTOMATED METER READERS) DEVICES SHALL MEET FREDERICK WATER SPECIFICATIONS. INSTALLATION SHALL BE PER FREDERICK WATER'S INSPECTORS REQUIREMENTS. 3. EXISTING SANITARY SEWER AND EASEMENT SHOWN PER PLAN "SANITARY SEWER FOR GRAYSTONE COMMERCE CENTER AND STEPHENSON VILLAGE" BY STOWE ENGINEERING, PLAN DATE 11/24/2017 AND REVISED DATE 10/3/2018. X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X W W W W W FM FM FM FM FM FM FM FM FM FM FM FM W W W F M F M E E E E E E E EW W W W W W W W W W W W W SWM RETENTION POND (SEE SHEET ##) FOREBAY DEEP POOL GRASS ACCESS WAY TO SWM/BMP FACILITIES GRASS ACCESS WAY TO SWM/BMP FACILITIES VARIABLE WIDTH STORM EASEMENT POND 10YR. WSE W A R V WETLAND SHELF ZONE 1 (ELEV=601.0) WETLAND SHELF ZONE 2 (ELEV=601.5) WETLAND SHELF ZONE 2 (ELEV=601.5) WETLAND SHELF ZONE 1 (ELEV=601.0) WETLAND SHELF ZONE 2 (ELEV=601.5) WETLAND SHELF ZONE 2 (ELEV=601.5) 100 10 110 2 D1 0 D1 1 D1 6 11 4 11 3 D8 D7 D6 D5 10 6 10 3 10 4 11 2 RD 1 1 RD 1 0 RD 1 6 RD 9 RD 6 RD 5 3 2 1 P R O P F H A S B Y W / 6 " G V P R O P 1 2 " x 6 " T E E , 1- 6 " G . V . 2 0 0 ' R A D I U S P R O P 1 2 " T E E , 3- 1 2 " G . V . P R O P 1 - 6 " G . V . P R O P F H A S B Y P R O P 1 2 " C R O S S , 4- 1 2 " G . V . , P R O P 8 0 ' S T U B C A P P E D F O R F U T U R E C O N N E C T I O N ( V A L V E T O R E M A I N C L O S E D ) 6 6 9 ' R A D I U S 6 5 6 ' R A D I U S 2 6 9 ' R A D I U S 2 0 1 ' R A D I U S P R O P 1 2 " x 6 " T E E , 1- 6 " G . V . P R O P 1 2 " x 6 " T E E , 1 - 6 " G . V . P R O P F H A S B Y 12" WATER LINE "A" 12" WATER LINE "A" 12" W A T E R L I N E " A " 12" WATER L I N E " A " W A T E R L I N E " C " W A T E R L I N E " D " P R O P 2 0 ' F R E D E R I C K W A T E R E S M ' T . P R O P 2 0 ' F R E D E R I C K W A T E R E S M ' T . P O W E R P O L E T O B E R E L O A T E D P O W E R P O L E T O B E R E L O C A T E D ONYX DR I V E (PRIVATE A C C E S S ) GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 P R O P 2 0 ' F R E D E R I C K W A T E R E S M ' T . APPROX. LOC. PROP. REROUTING OF OHE (DESIGN AND CONSTRUCTION BY REC) P R I V A T E F O R C E S E W E R L A T E R A L ( F S L ) APPROX. LOC. PROP. UTLITIY POLE PROP. VARIABLE WIDTH SWM ESM'T. PROP. VARIABLE WIDTH SWM ESM'T. 75' CONSERVATION ESM'T. M E T E R A N D B A C K F L O W P R E V E N T I O N I N T E R N A L T O B U I L D I N G ( S E E N O T E 2 ) E- O N E P U M P S T A T I O N ( S E E D E T A I L S H E E T 3 7 ) TY P I C A L T E R M I N A L FLUS H I N G C O N N E C T I O N (S E E D E T A I L S H E E T 4 8 ) T Y P I C A L F L U S H I N G C O N N E C T I O N (S E E D E T A I L S H E E T 4 8 ) 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+0 0 1 3 + 0 0 1 3 + 8 3 . 3 9 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 8 + 0 0 9+8 4 . 8 0 0+ 0 0 1 + 0 0 2 + 0 0 . 5 6 4+00 5+00 6+00 8+00 9+00 10+00 11+00 1 2 + 0 0 1 3 + 0 0 1 3 + 6 1 . 9 5 B U I L D I N G # 1 P R O P . W A R E H O U S E P R O P 1 2 " x 8 " T E E , , 1- 8 " G . V . P R O P 2 0 ' W I D E W A T E R E S M ' T . P R O P 8 " x 6 " R E D U C E R P R O P B O L L A R D (T Y P ) P R O P B O L L A R D (T Y P ) P R I V A T E F O R C E S E W E R L A T E R A L ( F S L ) P R I V A T E F O R C E S E W E R L A T E R A L ( F S L ) 6" S C H 8 0 S L E E V E W I T H I N W / L E A S E M E N T 0 + 0 0 1 + 0 0 1 + 1 6 . 6 7 AI R R E L E A S E / V A C U U M V A L V E 6" S C H 8 0 S L E E V E W I T H I N W / L E A S E M E N T D E M O E X C U L V E R T , R E P A I R R O A D S U R F A C E T O E X C O N D I T I O N S S E E N O T E V 2 7 O N S H E E T 2 F O R A D D I T I O N A L R E Q U I R E M E N T S . 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 06 10/21/2019 1"=40' 23 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEE T 22 M A T C H L I N E S H E E T 2 1 NOTES: 1. 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 THE SERVICE. 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. 2. 2" DOMESTIC WATER METER AND 8" FIRE PROTECTION WATER METER AND THEIR ASSOCIATED BACK FLOW PREVENTION DEVICES ARE LOCATED WITHIN THE FIRE PUMP ROOM. THE FIRE PROTECTION WATER METER SHALL BE HP PROTECTUS III FIRE SERVICE METER. SEE MEP PLANS FOR DETAILS. BOTH METERS, BACK FLOW PREVENTION DEVICES, AND AMR(AUTOMATED METER READERS) DEVICES SHALL MEET FREDERICK WATER SPECIFICATIONS. INSTALLATION SHALL BE PER FREDERICK WATER'S INSPECTORS REQUIREMENTS. 3. EXISTING SANITARY SEWER AND EASEMENT SHOWN PER PLAN "SANITARY SEWER FOR GRAYSTONE COMMERCE CENTER AND STEPHENSON VILLAGE" BY STOWE ENGINEERING, PLAN DATE 11/24/2017 AND REVISED DATE 10/3/2018. X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S S S S S S S S S S S S S S 63 0 640 620 6 2 0 620 6 3 2 62 8 6 3 0 FM FM FM FM FM FM FM FM FM FM W W E E E E E E E E E E E E E E E E E E E S S S S S W W W W W W W W W W GRASS AC C E S S W A Y TO SWM / B M P FACILITIE S W ARV WETLAND S H E L F ZONE 1 (ELEV = 6 0 1 . 0 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 1 (ELEV = 6 0 1 . 0 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) WETLAND S H E L F ZONE 2 (ELEV = 6 0 1 . 5 ) 23 68EP 24 58EP 24 60EP 24 60EP 24 60EP 24 60EP 24 60EP 24 60EP 23 30EP 23 68EP 23 68EP 23 68EP 23 68EP 24 60EP 23 30EP 23 30EP 23 30EP % 2. 0 % 2. 0 % 2. 0 % 2. 8 % 2. 8 % 2. 8 % 2. 8 23 15TOP2315TOP2315TOP2315TOP %1.0 %1.0 %1.0 %2.0 %2.0 31 00BLDG 31 00BLDG 31 00BLDG 31 00BLDG 31 00BLDG 24 75EP 24 EP 26 40EP 27 00EP 27 00EP 26 45EP 26 40EP 26 40EP 24 93EP 24 75EP 23 30EP 24 66EP 24 90EP 24 90EP 24 25EP %3.0 %1.0 26 07EP % 1. 5 % 2. 0 30 13EP 30 13EP 29 10EP 29 46EP 28 74EP2874EP 29 18EP 28 96EP 29 87EP 29 97EP 29 45EP 30 43GND 30 23SW 29 03EP 29 97EP 29 86EP 31 00GND 30 80SW 31 00GND 30 80SW 27 44EP 25 81EP 29 58EP 28 12EP 27 23EP 25 95EP 26 88EP2800GND 27 16EP 29 95GND3033GND 25 65 25 20EP 27 71GND 26 87GND2720GND 30 33GND 29 54GND 29 95GND 30 09SW 27 18GND 28 20HP 30 15SW 28 31GND 27 64GND 27 42GND 30 15GND 01 50 01 50 01 50 01 50 10 00 10 00 10 00 10 00 04 00 10 48 10 48 10 48 10 48 10 48 04 00 04 00 26 35 27 54EP 25 52EP 27 10EP 22 50TOP 26 28HP2471GND2471GND2433GND2433GND2460GND2465GND2465GND 28 00GND 30 33GND3033GND2983GND 24 63GND 25 54GND 24 63GND 30 33GND 31 00GND 29 83GND 30 80GND 30 80GND 30 62GND 30 62GND 29 89GND 29 87GND 29 24GND 30 15 26 83EP 27 16EP 29 81EP 29 99EP2819GND 27 87GND 25 69GND 26 13GND 27 30GND 28 80HP 25 28GND 25 28GND 25 28GND 24 33GND 24 63GND 24 83EP 17 84TOP 28 33BP 05 00 05 00 05 00 26 12TOP 109 111 108 D1 D2 D3 D4 D8 D7 D6 D5 107 106 123 122 103 104 112 RD1 RD2 RD3 RD7 D8 RD4 RD6 RD5 CC1 CC2 CV4 CV3 CV2 CV1 BC1 BC2 30 00 30 00 42 00 40 00 OLR 30 09SW 30 09SW 30 60GND 30 09SW 29 53GND 29 53GND 30 33GND 30 09SW 29 95GND CV5 CV6 X-SEC "1" X-SEC "1" X-SEC "2" X-SEC "2" X-SEC "3" X-SEC "3" X-SEC "4" X-SEC "4" X-SEC "6" X-SEC "6" X-SEC "7" X-SEC "7" X-SEC "20" X-SEC "20" X-SEC "21" X-SEC "21" X-SEC "22" X-SEC "22" X-SEC "23"X-SEC "23" X-SEC "24" X-SEC "24" X-SEC "25"X-SEC "25" X-SEC "28" X-SEC "28" X-SEC "26" X-SEC "26" X-SEC "5" X-SEC "5" X-SEC "27" X-SEC "27" 610 60 8 60 6 604 604 612 608 610 606 6 0 8 6 1 2 6 1 0 612 6 1 2 609 608 . 8 640 642 638 6 3 6 6 3 6 63 8 64 0 6 3 2 6 3 4 6 3 4 6 3 4 6 3 0 6 2 8 6 2 6 63 0 62 2 62 4 62 2 6 2 6 6 2 8 6 3 0 6 2 0 6 3 6 620 624 630 628 626 628 630 626 624 61 8 616 620 622 624 624622 620 628 628 62 8 63 0 626 628 626 624 630 628 626 624 624 628 626 624 622 622 622 624 624 626 628 628 630 630628 626 62 6 62 6 6 2 4 62 4 628 626 62 6 62 8 620624 622 626 624 626 60 4 60 6 60 8 61 0 61 4 61 6 60 2 60 2 602 600 603 601 60 3 603602 601. 0 603 601 600 01 50 01 50 01 50 01 50 01 50 01 50 01 50 01 50 GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 ON Y X D R I V E (PR I V A T E A C C E S S ) BUILDING #1 PROP. WAREHOUSE FACILITY 63,000 SF APPROX. FFE = 631.00 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 GR A D I N G P L A N Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 24 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 25 MAT C H L I N E S H E E T 26 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 63 0 630 630 620 6 2 0 6 2 0 W W W W W W W W W FM FM FM FM FM FM FM FM F M F M W W W W W W W W W W W W W FM FM W W W W W E E E E E E W W W W W W W W W W W W 26 70EP 29 83EP 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG % 1. 0 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG 30 70BLDG3070BLDG 30 70BLDG 30 70BLDG3070BLDG3070BLDG3070BLDG 26 70EP 26 70EP 26 70EP 26 70EP 26 10EP 26 10EP2610EP 27 00EP 27 00EP % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 1. 0 % 6. 0 % 9. 8 % 5. 0 29 95EP 29 95EP2670EP 23 68EP 24 58EP % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 24 60EP 24 60EP 24 60EP 24 60EP 24 60EP 24 60EP 23 30EP 23 68EP 23 68EP 23 68EP 23 68EP 24 60EP 23 30EP 23 30EP 23 30EP % 2. 0 % 2. 0 % 2. 0 % 2. 8 % 2. 8 % 2. 8 % 2. 8 23 15TOP2315TOP 29 16EP 23 15TOP2315TOP 29 83EP 29 83EP 29 83EP2983EP2983EP2983EP 29 56EP 29 56EP 29 56EP 29 56EP 29 67EP 29 67EP 29 67EP 29 67EP2967EP2967EP2967EP 29 16EP 29 16EP 29 16EP 28 80EP 29 16EP % 1. 5 28 23LP 28 44EP 28 44EP % 2. 0 %1.0 %1.0 %2.0 %2.0 31 00BLDG 31 00BLDG 29 83EP 29 83EP % 1. 5 % 1. 5 % 1. 5 % 1. 5 % 1. 5 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 29 56EP 29 67EP 29 56EP 29 67EP2967EP 29 16EP 30 70GND 30 50SW 30 70GND 28 44EP 30 50SW 30 70GND3013GND 29 93SW 30 50SW 30 70GND 30 50SW 30 13GND 29 93SW 29 16EP 29 56EP 28 80EP2880EP2880EP2880EP2880EP 29 16EP2916EP2916EP2916EP2916EP 28 23LP 28 44EP 28 44EP 28 23LP 28 44EP 28 44EP 28 23LP 28 44EP 28 23LP 28 44EP 28 44EP 28 44EP 28 28LP 28 88EP2888EP 28 88EP2888EP 28 88EP2888EP 28 88EP2888EP2888EP 28 88EP2888EP 29 56EP 29 02EP 29 83EP 24 75EP 24 99EP 26 70EP 30 70BLDG 27 00EP 26 45EP 26 40EP 26 40EP 24 93EP 24 75EP 23 30EP 24 66EP 24 90EP 24 90EP 24 25EP %3.0 %1.0 25 20EP 01 50 01 50 01 50 01 50 04 00 10 48 10 48 10 48 10 48 10 48 10 48 10 48 04 00 04 00 25 79 26 35 25 57EP 27 54EP 25 97EP 26 05EP 25 52EP 25 80EP 27 10EP 22 50TOP 26 28HP2471GND2471GND2433GND2433GND2460GND2465GND2465GND 28 00GND 30 33GND3033GND2983GND 24 63GND 25 54GND 24 63GND 30 70GND 30 03GND 30 03GND 29 53GND 30 31TOP 30 45GND 30 53GND 30 70GND 30 50TRL 30 46GND 23 29EP 22 88EP 22 83EP 23 40EP 23 08 25 69GND 26 13GND 27 30GND 28 80HP 25 28GND 25 28GND 25 28GND 24 33GND 28 08EP 28 48EP 24 02EP 24 17EP2520EP 24 08EP 25 16EP 23 96EP 30 26TRL 25 76TRL 25 96GND 20 33TOP 23 60GND 26 95TOP 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 29 02GND 28 39GND 28 51GND 28 10BP 28 95GND 28 39GND 28 51GND 28 51GND 28 51GND2851GND2851GND2851GND 28 39GND 28 51GND 28 14GND 26 95TOP2839GND 28 14GND 26 95TOP2839GND 28 14GND 26 95TOP2839GND 28 14GND 26 95TOP2839GND 28 14GND 26 95TOP2839GND 28 14GND 26 52GND 24 91GND 29 44EP 29 65EP 29 05EP 29 43EP 24 63GND 29 91EP 29 93EP 30 03GND 29 53GND 27 70GND 30 70GND 30 50GND 30 20GND 29 53GND 26 01EP2603EP 25 52EP 25 36EP 24 83EP 26 18EP 26 68EP 27 10EP 27 60EP 28 35EP 28 85EP 29 43EP 28 55EP 29 63CL 28 87CL 29 38EP 29 30CL 28 62EP 29 12EP 26 31GND 17 84TOP 05 00 05 00 05 00 05 00 18 85TOP 21 43BP %2.3 %2.0 %2.0 %2.0 %2.0 %2.0 %2.0%2.0 %2.0 %2.0 %2.0 100 101 102 D10D11D12D13D14D15 121 120 D22 119 D21 D20 117118 D18 116 115 D16 114 113 110 109 111 108 D1 D2 D7 D6 D5 107 106 103 104 112 D19 D17 RD1 RD2 RD15 RD14 RD13 RD12 RD11 RD10 RD18RD19 RD17RD20RD21RD22 RD16 RD9 RD6 RD5 CC6 CC7 CC8CC5CC4CC3 29 56EP 29 83EP 42 00 40 00 40 00 34 00 26 00 OLR OLR OLR 29 79GND 29 37GND 29 37GND2983GND3003GND 29 53GND X-SEC "7" X-SEC "7" X-SEC "8" X-SEC "8" X-SEC "9"X-SEC "9" X-SEC "10"X-SEC "10" X-SEC "11"X-SEC "11" X-SEC "12" X-SEC "12" X-SEC "13" X-SEC "13" X-SEC "14"X-SEC "14" X-SEC "15" X-SEC "15" X-SEC "16" X-SEC "16" X-SEC "17"X-SEC "17" X-SEC "18" X-SEC "18" X-SEC "19" X-SEC "19" X-SEC "20" X-SEC "20" 600 602 600 606 603 608610 612 614 612 612 604 602 640 642 638 6 3 6 6 3 6 63 8 64 0 6 2 6 63 0 62 2 62 462 2 6 2 6 6 2 8 6 3 0 6 2 0 6 3 6 63 8 638 63 6 6 3 6 6 3 4 6 3 4 6 3 0 6 2 4 6 2 4 6 2 0 62 4 6 2 8 63 2 63 0 630634 630 63 4 630 628 628 630 630 632 628 620 612 620 626 624 610 620 620 6 1 2 6 2 0 6 1 0 62 0 61 6 62 4 62 6 62 062 2 62 4 62 6 62 8 630 628 620 618 616 614 612 610 622 624 626 620 622 620 624 626 628 626 624 630 628 626 624 624 626626 610 60 8 60 6 6 0 6 60 8 610 610614 624 616 62 6 62 6 6 2 4 624 626 62 6 62 8 620624 622 626 626 626 624 624 624 626 6 2 8 622 602 600 603 601 603602 601. 0 601 600 01 50 01 50 01 50 01 50 01 50 01 50 01 50 01 50 GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 O N Y X D R I V E (PR I V A T E A C C E S S ) BUILDING #2 PROP. WAREHOUSE FACILITY 175,760 SF APPROX. FFE = 630.70 BUILDING #1 PROP. WAREHOUSE FACILITY 63,000 SF APPROX. FFE = 631.00 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 GR A D I N G P L A N Rev. No. Date 02 08/16/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 25 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEET 24 MAT C H L I N E S H E E T 26 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 630 6 2 0 610 6 2 0 6 1 0 6 0 0 610 60 0 5 9 0 620 6 2 0 620 W W W W W FM FM FM FM FM FM FM FM FM FM FM FM W W W F M F M E E E E E E E EW W W W W W W W W W W W W14.31 ' 25' 25' 15 5 . 4 8 ' 94 . 5 ' W A R V 21' 2 2 . 4 ' 21' 2 2 . 4 ' 3 0 7 0 B L D G 3 0 7 0 B L D G 3 0 7 0 B L D G 3 0 7 0 B L D G 3 0 7 0 B L D G 3 0 7 0 B L D G 2 6 7 0 E P 2 6 7 0 E P 2 6 1 0 E P 2 6 1 0 E P 2 7 0 0 E P 2 7 0 0 E P %1.0 %1.0 %6.0 %9.8 %5.0 2 9 9 5 E P 2 9 9 5 E P %2.0 %2.0 %2.0 2 4 6 0 E P 2 4 6 0 E P 2 4 6 0 E P 2 4 6 0 E P 2 3 6 8 E P 2 3 6 8 E P 2 3 6 8 E P 2 3 3 0 E P 2 3 3 0 E P 2 3 3 0 E P %2.0 %2.0 %2.8 %2.8 2 3 1 5 T O P 2 3 1 5 T O P 2 3 1 5 T O P %1. 0 %1. 0 %1. 0 %2. 0 %2. 0 3 1 0 0 B L D G 2 4 7 5 E P 2 4 9 9 E P 2 6 7 0 E P 3 0 7 0 B L D G 2 6 4 0 E P 2 7 0 0 E P 2 7 0 0 E P 2 6 4 5 E P 2 6 4 0 E P 2 6 4 0 E P 2 4 9 3 E P 2 4 7 5 E P 2 3 3 0 E P 2 4 6 6 E P 2 4 9 0 E P 2 4 9 0 E P 2 4 2 5 E P %3. 0 %1. 0 2 6 0 7 E P 2 6 8 8 E P 2 8 0 0 G N D 2 7 1 6 E P 2 5 6 5 2 5 2 0 E P 2 7 7 1 G N D 2 6 8 7 G N D 2 7 2 0 G N D 2 8 2 0 H P 01 50 01 500150 01 50 10 00 10 00 10 00 10 00 04 00 10 48 10 48 10 481048 10 48 10 48 10 48 10 48 10 48 04 000400 2 5 7 9 2 6 3 5 2 5 5 7 E P 2 7 5 4 E P 2 5 9 7 E P 2 6 0 5 E P 2 5 5 2 E P 2 5 8 0 E P 2 7 1 0 E P 2 2 5 0 T O P 2 6 2 8 H P 2 4 7 1 G N D 2 4 7 1 G N D 2 4 3 3 G N D 2 4 3 3 G N D 2 4 6 0 G N D 2 4 6 5 G N D 2 8 0 0 G N D 3 0 3 3 G N D 3 0 7 0 G N D 3 0 0 3 G N D 3 0 0 3 G N D 2 9 5 3 G N D 3 0 3 1 T O P 3 0 4 5 G N D 3 0 5 3 G N D 3 0 7 0 G N D 3 0 5 0 T R L 3 0 4 6 G N D 2 3 2 9 E P 2 2 8 8 E P 2 2 8 3 E P 2 3 4 0 E P 2 3 0 8 3 0 1 5 2 6 8 3 E P 2 7 1 6 E P 2 9 8 1 E P 2 9 9 9 E P 2 8 1 9 G N D 2 7 8 7 G N D 2 5 6 9 G N D 2 6 1 3 G N D 2 7 3 0 G N D 2 8 8 0 H P 2 5 2 8 G N D 2 5 2 8 G N D 2 5 2 8 G N D 2 4 3 3 G N D 2 8 0 8 E P 2 8 4 8 E P 2 4 0 2 E P 2 4 1 7 E P 2 5 2 0 E P 2 4 0 8 E P 2 5 1 6 E P 2 3 9 6 E P 3 0 2 6 T R L 2 5 7 6 T R L 2 5 9 6 G N D 2 0 3 3 T O P 2 3 6 0 G N D G N D 0500 05 00 05 00 0500 0500 1 8 8 5 T O P 2 1 4 3 B P 07 70 07 70 07 70 07 70 05 90 100 10 110 2 D1 0 D1 1 D1 6 11 4 11 3 D8 D7 D6 D5 10 6 10 3 10 4 11 2 RD 1 1 RD 1 0 RD 1 6 RD 9 RD 6 RD 5 05 90 07 00 07 00 3 2 1 3 0 0 0 3 0 0 0 2 6 0 0 O L R OLR 2 9 5 3 G N D 0 9 S W 2 9 7 9 G N D 2 9 3 7 G N D 2 9 3 7 G N D 2 9 8 3 G N D 3 0 0 3 G N D 2 9 5 3 G N D 92 50LP X- S E C " 1 6 " X- S E C " 1 6 " X- S E C " 1 7 " X- S E C " 1 7 " X- S E C " 1 8 " X- S E C " 1 8 " X- S E C " 1 9 " X- S E C " 1 9 " X- S E C " 2 0 " X- S E C " 2 0 " X- S E C " 2 8 " X- S E C " 2 8 " 604 606 600 602 600 606 603 608 610 612 614 612 610 60 2 60 4 60 6 60 8 59 4 592 610 608 606 604 604 612 612 606 604 602 604 603 608 610 606 60 8 61 2 61 0 612 6 1 2 609 608.8 604 606 608 610 610 6 0 4 6 0 6 6 0 8 6 1 0 6 0 2 6 0 0 5 9 8 5 9 6 5 9 4 6 0 6 6 0 8 6 1 0 600 594 610 618 620624 610 6 2 0 6 1 2 6 2 0 6 1 0 620 616 624 626 620 622624 626 628 630 628 620 618 616 614 612 610 622 624 626620 622 620624 630 628 626 628 630 6 2 8 626 628 626 6 2 4 62 8 62 6 6 2 4 62 6 6 1 0 6 0 8 6 0 6 6 0 6 6 0 8 61 6 630 630 628 626 626 626 6 2 4 6 2 4 628 62 6 626628 620 624 622 62 6 626 62 6 6 2 4 62 4 624 626 628 622 614 612 610 608 606 604 604 616 606608610614616 618620 596 598 600 602 600 598 596 602 602 602 600 603 594 594 601 603 603602 601.0 603 601 600 602 601 596 598 600601 602 602.5 5 9 6 5 9 8 6 0 0 6 0 1 6 0 2 6 0 3 6 0 4 593 595 595 5 9 5 595596 601 602.5 01 50 01 50 01 50 01 50 01 50 01 50 01 50 603 01 50 GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 ONYX DRIVE ) ONYX DRIVE (PRIVATE ACCE S S ) B U I L D I N G # 1 P R O P . W A R E H O U S E 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date GR A D I N G P L A N GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 40' 26 06/28/2019 TTC 19-09 59 2760GC MATCH LINE SHEE T 25 M A T C H L I N E S H E E T 2 4 CONTRACTOR TO FIELD VERIFY ASBUILT CONDITIONS OF INTERSECTION PRIOR TO START OF CONSTRUCTION, ENGINEER SHALL BE NOTIFIED IMMEDIATELY IF ANY CONFLICTS ARISE E E E E E E E H H BUILDING #2 BUILDING #1 ONYX D R I V E (PRI V A T E ACC E S S ) ON Y X D R I V E (PR I V A T E AC C E S S ) Snowden Bridge Boulevard C C C C C K K K F F F C Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 1" = 60' 27 06/28/2019 TTC 19-09 59 2760GC MAIN SITE DRIVEWAYS - ASPHALT AREA NOT TO SCALE TYPICAL PAVEMENT SECTION #2 6.0" SUBBASE VDOT STD. 21B 2.0" SM-19.0A INTERMEDIATE COURSE VDOT VTM-1 METHOD) AT OPTIMUM MOISTURE CONTENT (COMPACTED TO 95% DENSITYCOMPACTED SUBGRADE OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 4. SOIL TEST PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. 5.0" BM-25 BASE COURSE 1.5" SM-12.5A SURFACE COURSE WAREHOUSE LOADING DOCK / DOLLY PAD NOT TO SCALE TYPICAL CONCRETE PAVEMENT SECTION #3 8" SUBBASE VDOT STD. 21B 8" 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 4. SOIL TEST PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. EMPLOYEE PARKING LOT - MAIN DRIVE ISLE NOT TO SCALE TYPICAL PAVEMENT SECTION #1 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 4. SOIL TEST PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. 4.5" BM-25 BASE COURSE WITH 6x6W2.9/2.9 WWM PAVEMENT 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 4" SPACE, LENGTH AS SHOWN ON PLAN TYPE B WHITE PAVEMENT MARKING, 24" WIDTH, LENGTH AS SHOWN, SPACED 6' . PLACED TO POINT TOWARDS ONCOMING TRAFFIC. TRIANGLE YIELD STRIPE (OPTIONAL) TYPE 3 BARRICADES - RETROREFLECTIVE RAIL FACES WITH R11-2 "ROAD CLOSED" SIGN. TYPE B, CLASS I WHITE PAVEMENT MARKING, ELONGATED TURN LANE ARROW. TYPE B, CLASS I WHITE PAVEMENT MARKING, ELONGATED TURN LANE ARROW. A B C D E G 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 MUTCD. 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. GENERAL SIGNAGE LOCATION: MEDIAN/SHOULDER SIGNS SHALL BE PLACED 12' FROM EP TO LEADING EDGE OF SIGN. CURB SIGNS SHALL BE PLACED 2' FROM FACE OF CURB TO LEADING EDGE OF SIGN. IF SIDEWALK IS PRESENT, LOCATE EDGE OF SIGNS 2 FEET BEHIND EDGE OF SIDEWALK. 8. UNLESS OTHERWISE NOTED, EXISTING SIGNS SHALL REMAIN IN EXISTING LOCATION. 9. TYPE "F" MARKING TO BE INSTALLED AFTER TRAFFIC LIGHT INSTALLATION. 10. ALL SIGNS AND MARKINGS SHALL BE REVIEWED IN THE FIELD WITH THE VDOT INSPECTOR PRIOR TO INSTALLATION. PA V E M E N T P L A N 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19PAVEMENT SCHEMATIC (NTS) - 2 MAIN SITE DRIVEWAYS - ASPHALT AREA - 1 EMPLOYEE PARKING - MAIN DRIVE ISLE - 3 TYPICAL CONCRETE PAVEMENT - 4 ASPHALT TRAIL TYPICAL TRAIL SECTION #4 4" COMPACTED #21A AGGREGATE 2" SM-9.5A SURFACE COARSE COMPACTED SUBGRADE TRAIL NOT TO SCALE BASE COURSE VDOT VTM-1 METHOD) AT OPTIMUM MOISTURE CONTENT (COMPACTED TO 95% DENSITY TYPE III TRAFFIC BARRICADE NOTE: Standard: Stripes on barricade rails shall be alternating orange and white retroreflective stripes sloping downward at an angle of 45 degrees in the direction road users are to pass. Barricade stripes shall be 6 inch wide and shall be made of sheeting meeting the requirements in the Department of Transportation's Road and Bridge Specifications. The minimum length for a Type III Barricade shall be 48 inch. Each barricade rail shall be 8 to 12 inch wide. Barricades used on freeways, expressways, and other high-speed roadways shall have a minimum of 270 sq. inch of retroreflective area facing road users. (Ref. WAPM 6F.63) OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 4. SOIL TEST PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. F W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W ARV ONY X D R I V E (PR I V A T E AC C E S S ) Snowden Bridge Boulevard PROP. FDC PROP. PAINTED CURB (TYP) SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "MOD D" SIGN TYPE "D" SIGN TYPE "A" SIGN TYPE "A" SIGN TYPE "A" SIGN TYPE "MOD D" SIGN TYPE "A" SIGN TYPE "D"SIGN TYPE "C" SIGN TYPE "C" SIGN TYPE "C" SIGN TYPE "C" SIGN TYPE "C" SIGN TYPE "C" SIGN TYPE "A" SIGN TYPE "MOD D" PROP. HYDRANT PROP. HYDRANT PROP. HYDRANT PROP. HYDRANT PROP. HYDRANT PROP. HYDRANT PROP. HYDRANT PROP. HYDRANT PROP. HYDRANT ONY X D R I V E (PR I V A T E AC C E S S ) PROP. FDC PROP. HYDRANT EX HYDRANT EX HYDRANT PROP. PAINTED CURB (TYP) SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D"SIGN TYPE "D"SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" SIGN TYPE "D" LI F E S A F E T Y P L A N GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 01 07/22/2019 1" = 60' 28 06/28/2019 TTC 19-09 59 2760GC *THIS VIEW FOR FIRE LANE MARKINGS & SIGNAGE ONLY W W F M FM FM FM FM FM FM FM FM FM FM FM FM W W W F M S S S W W W W W W W W W W W W W W A R V 608 610 612 614 612 610612 6 2 0 6 1 2 6 2 0 6 1 0 620 616 624 626 620 622 624 626 628 63 0 62 8 620 618 616 614 612 610622624 626 620 622 620 624 630 628 626 628 630626624 6 1 8 620 622 624 624 622 620 628 628 6 2 8 630 626 628 626 6 2 4 6 2 4 6 2 8 6 2 662 4 622 622 6 2 2 6 2 4 624 6 2 6 628 6 2 8 630 630 628 626 626 626 6 2 4 6 2 4 628 6 2 6 626628 620 624 622 6 2 6 626 6 2 6 6 2 4 62 4 624 626 628 622 614616 ONYX DRIVE (PRIVATE ACCESS) 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+0 0 24+ 0 0 25+ 0 0 GRID M E R I D I A N VA NOR T H Z O N E N A D 8 3 4' GRASS SHOULDER (TYP)4' GRAVEL SHOULDER (TYP) TIE INTO EX. TRAIL R=275' R=275'R=675' R=650'R=275 ' L1 L2 L3 L4 L5 L6 C1 C2 C3 C4 C5 8' ASPHALT TRAIL 8' ASPHALT TRAIL 8' ASPHALT TRAIL 8' AS P H A L T T R A I L 8' A S P H A L T T R A I L END PHASE I ROAD CONSTRUCTION 24+76.67 PROP. 60' INGRESS/ EGRESS ESM'T 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 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 -0.30%-1.92% 10 + 1 2 . 5 0 = P V I (E L E V . 6 2 9 . 5 2 ' ) -3.70 % 10 + 3 0 . 0 0 = P V I (E L E V . 6 2 9 . 1 8 ' ) -5.6 7 % 10 + 5 2 . 7 5 = P V I (E L E V . 6 2 8 . 3 4 ' ) -4.7 0 % 10 + 8 5 . 5 0 = P V I (E L E V . 6 2 6 . 4 8 ' ) -3.93 % 1.72% 11 + 6 7 . 9 4 = P V I (E L E V . 6 2 4 . 6 6 ' ) 12 + 1 7 . 9 4 = P V I (E L E V . 6 2 5 . 5 2 ' ) SAG = 11+49.63 ELEV. = 624.94 -1.46% 14 + 2 0 . 0 0 = P V C 15 + 7 0 . 0 0 = P V I (E L E V . 6 3 1 . 5 9 ' ) 17 + 2 0 . 0 0 = P V T CREST = 15+82.20 ELEV. = 630.41 22 + 2 5 . 0 0 = P V I (E L E V . 6 2 2 . 0 0 ' ) SAG = 22+73.72 ELEV. = 622.74 62 9 . 5 6 62 9 . 2 8 62 8 . 4 4 62 7 . 0 8 62 5 . 8 0 62 5 . 0 1 62 4 . 9 4 62 5 . 0 2 62 5 . 2 6 62 5 . 6 5 62 6 . 0 8 62 6 . 5 1 62 6 . 9 4 62 7 . 3 7 62 7 . 8 0 62 8 . 2 3 62 8 . 6 6 62 9 . 0 9 62 9 . 4 8 62 9 . 8 0 63 0 . 0 5 63 0 . 2 3 63 0 . 3 5 63 0 . 4 0 63 0 . 3 9 63 0 . 3 1 63 0 . 1 6 62 9 . 9 5 62 9 . 6 7 62 9 . 3 2 62 8 . 9 6 62 8 . 5 9 62 8 . 2 3 62 7 . 8 6 62 7 . 4 9 62 7 . 1 3 62 6 . 7 6 62 6 . 3 9 62 6 . 0 3 62 5 . 6 6 62 5 . 3 0 62 4 . 9 3 62 4 . 5 6 62 4 . 2 0 62 3 . 8 5 62 3 . 5 6 62 3 . 3 1 62 3 . 1 0 62 2 . 9 4 62 2 . 8 3 62 2 . 7 6 62 2 . 7 4 62 2 . 7 7 62 2 . 8 4 62 2 . 9 6 ELEV. @ PROP RD C/L SNOWDEN BRIDGE BLVD. TO CL (PER EX FIELD CONDITIONS) EX. GRADE @ SNOWDEN BRIDGE BLVD CL 11 + 0 4 . 5 0 = P V I (E L E V . 6 2 5 . 5 9 ' ) (E L E V . 6 2 5 . 0 6 ' ) 11 + 1 7 . 9 4 = B E G I N N I N G O F C O N S T R U C T I O N / P V I 20 + 7 5 . 0 0 = P V C COMPACT FILL TO A MINIMUM 95% DRY DENSITY, PER AASHTO T-99 VDOT STD. CD-1 PROP. GRADE @ C/L Horizontal Scale: 1"=50 Vertical Scale: 1"=5 595 600 605 610 615 620 625 630 635 640 645 EXISTING GRADE @ C/L 15 " S T M . X I N G 36 " S T M . X I N G VC = 300.00 SD = 358' K-Val = 94.1 VC = 100.00 SD = 421' K-Val = 39.6 VC = 300.00 SD = 1153' K-Val = 135.7 12" WATERLINE 1.5" PRIVATE FORCE SEWER LATERAL 12" WATERLINE 1.5" PRIVATE FORCE SEWER LATERAL CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE TANGENT C1 275.00' 163.42' 161.03'N 22°01'58" E 34°02'54" 84.20' C2 275.00' 76.42' 76.18'N 31°05'44" E 15°55'22" 38.46' C3 675.00' 123.08' 122.91'N 17°54'37" E 10°26'50" 61.71' C4 650.00' 127.68' 127.48'N 18°18'51" E 11°15'18" 64.05' C5 275.00' 263.39' 253.44'N 03°29'48" W 54°52'36" 142.78' C6 275.00' 76.23' 75.98'N 22°59'38" W 15°52'56" 38.36' C7 275.00' 219.96' 214.15'N 37°58'02" W 45°49'44" 116.25' L1 N 05°00'31" E 92.51' L2 N 39°03'25" E 170.09' L3 N 23°08'03" E 143.59' L4 N 12°41'12" E 65.64' L5 N 23°56'30" E 165.79' L6 N 30°56'06" W 212.94' L7 N 15°03'10" W 170.03' L8 N 60°52'54" W 225.86' 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 RO A D P R O F I L E S Rev. No. Date GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 29 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' PLAN VIEW 1" = 50' 595 600 605 610 615 620 625 630 635 640 645 MA T C H L I N E S H E E T 3 0 W W F M FM FM FM FM FM FM FM FM FM FM FM FM W W W F M S S S W W W W W W W W W W W W W W A R V 608 610 612 614 612 610612 6 2 0 6 1 2 6 2 0 6 1 0 620 616 624 626 620 622 624 626 628 63 0 62 8 620 618 616 614 612 610622624 626 620 622 620 624 630 628 626 628 630626624 6 1 8 620 622 624 624 622 620 628 628 6 2 8 630 626 628 626 6 2 4 6 2 4 6 2 8 6 2 662 4 622 622 6 2 2 6 2 4 624 6 2 6 628 6 2 8 630 630 628 626 626 626 6 2 4 6 2 4 628 6 2 6 626628 620 624 622 6 2 6 626 6 2 6 6 2 4 62 4 624 626 628 622 614616 ONYX DRIVE (PRIVATE ACCESS) 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+0 0 24+ 0 0 25+ 0 0 GRID M E R I D I A N VA NOR T H Z O N E N A D 8 3 4' GRASS SHOULDER (TYP)4' GRAVEL SHOULDER (TYP) TIE INTO EX. TRAIL VARIABLE WIDTH STORM EASEMENT R=275' R=275'R=675' R=650'R=275 ' L1 L2 L3 L4 L5 L6 C1 C2 C3 C4 C5 8' ASPHALT TRAIL 8' ASPHALT TRAIL 8' ASPHALT TRAIL 8' AS P H A L T T R A I L 8' A S P H A L T T R A I L END PHASE I ROAD CONSTRUCTION 24+76.67 PROP. 60' INGRESS/ EGRESS ESM'T 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 -1.46% 22 + 2 5 . 0 0 = P V I (E L E V . 6 2 2 . 0 0 ' ) 23 + 7 5 . 0 0 = P V C SAG = 22+73.72 ELEV. = 622.74 62 6 . 0 3 62 5 . 6 6 62 5 . 3 0 62 4 . 9 3 62 4 . 5 6 62 4 . 2 0 62 3 . 8 5 62 3 . 5 6 62 3 . 3 1 62 3 . 1 0 62 2 . 9 4 62 2 . 8 3 62 2 . 7 6 62 2 . 7 4 62 2 . 7 7 62 2 . 8 4 62 2 . 9 6 62 3 . 1 2 62 3 . 3 1 62 3 . 4 9 62 3 . 6 8 62 3 . 8 7 62 4 . 0 5 62 4 . 2 4 62 4 . 4 3 62 4 . 6 1 62 4 . 8 0 62 4 . 9 9 62 5 . 1 7 62 5 . 3 6 62 5 . 5 5 62 5 . 7 3 62 5 . 9 2 62 6 . 1 1 62 6 . 2 9 20 + 7 5 . 0 0 = P V C EXISTING GRADE @ C/L 24 + 7 6 . 6 7 = E N D O F P H A S E I C O N S T R U C T I O N COMPACT FILL TO A MINIMUM 95% DRY DENSITY, PER AASHTO T-99 PROP. FUTURE GRADE @ C/L 36 " S T M . X I N G PROP. PH1 GRADE @ C/L 18" MIN. VC = 300.00 SD = 1153' K-Val = 135.7 12" WATERLINE 1.5" PRIVATE FORCE SEWER LATERAL CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE TANGENT C1 275.00' 163.42' 161.03'N 22°01'58" E 34°02'54" 84.20' C2 275.00' 76.42' 76.18'N 31°05'44" E 15°55'22" 38.46' C3 675.00' 123.08' 122.91'N 17°54'37" E 10°26'50" 61.71' C4 650.00' 127.68' 127.48'N 18°18'51" E 11°15'18" 64.05' C5 275.00' 263.39' 253.44'N 03°29'48" W 54°52'36" 142.78' C6 275.00' 76.23' 75.98'N 22°59'38" W 15°52'56" 38.36' C7 275.00' 219.96' 214.15'N 37°58'02" W 45°49'44" 116.25' L1 N 05°00'31" E 92.51' L2 N 39°03'25" E 170.09' L3 N 23°08'03" E 143.59' L4 N 12°41'12" E 65.64' L5 N 23°56'30" E 165.79' L6 N 30°56'06" W 212.94' L7 N 15°03'10" W 170.03' L8 N 60°52'54" W 225.86' 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 RO A D P R O F I L E S Rev. No. Date GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 30 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' PLAN VIEW 1" = 50' 595 600 605 610 615 620 625 630 635 640 645 595 600 605 610 615 620 625 630 635 640 645 MA T C H L I N E S H E E T 2 9 NOTES: 1. TYPICAL SECTION BASED UPON VDOT ROAD DESIGN MANUAL - GEOMETRIC DESIGN STANDARDS URBAN LOCAL STREET SYSTEM (GS-8). 2. STOPPING SIGHT DISTANCE AND INTERSECTION SIGHT DISTANCE BASED ON VDOT ROAD DESIGN MANUAL APPENDIX F - ACCESS MANAGEMENT DESIGN STANDARDS FOR ENTRANCES AND INTERSECTIONS. 3. FOR TYPICAL PAVEMENT SECTION SEE SHEET 27. 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 ENGINEER OF RECORD PRIOR TO CONSTRUCTION. TYPICAL ROAD SECTION ONYX DRIVE - PRIVATE ACCESS (GS-8 URBAN ULS LOCAL STREET) 30 MPH DESIGN SPEED (TO BE POSTED 25 MPH OR LESS) ONYX DRIVE - DESIGN VALUES PROJECTED TRAFFIC VOLUME (VPD) DESIGN SPEED (MPH) MIN. C/L RADIUS (ULS) STOPPING SIGHT DISTANCE INTERSECTION SIGHT DISTANCE VERT. CURVE MIN. SAG K VALUE VERT. CURVE MIN. CREST K VALUE 1,351 30 273'200'335 37 19 12'4'12' CL -2.08%-2.08% LIMITS OF SUBBASE IN G R E S S / E G R E S S E S M ' T 3:1 SLOPE 4'4'4'VARIES -5.0%-5.0%4:1 SLOPE GRASS SHLDR. -5.0%-5.0% 4' 4' GRAVEL SHLDR. GRASS SHLDR. GRAVEL SHLDR. 1' MIN.UD-4 (TYP.)1' MIN. UD-4 (TYP.) 2' MA X 2 : 1 SL O P E IN G R E S S / E G R E S S E S M ' T 60' 6 2 5 . 6 W E W E 6 2 5 . 6 6 4 4 6 4 6 6 4 8 6 4 0 6 4 2 S S S S S S S 650 6 5 0 640 650 650 630 6 4 0 630 6 3 0 620 630 640 6 4 0 650 650 6 2 0 63 0 630 6 4 0 630 620 6 1 0 620 630 6 0 0 5 9 0 5 9 0 61 0 580 620 610 610 620 5 9 0 6 4 0 640 640 640 640 630 620 630 62 0 6 2 0 610 6 2 0 6 1 0 6 0 0 64 0 62 0 61 0 6 0 0 5 9 0 620 6 2 0 620 6 3 2 628 6 3 0 6 4 2 6 4 4 W W W FM FM FM FM FM FM W W W W W W W W E E E E E E E E S W W W W W W A R V GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 A WET POND LEVEL 2 DESIGN FUTURE PHASE DEVELOPMENT FUTURE PHASE DEVELOPMENT FUTURE PHASE DEVELOPMENT GRAYSTONE INDUSTRIAL CENTER PHASE 1 GRAYSTONE INDUSTRIAL CENTER PHASE 1 PROJECT SITE AREA FOR VRRM COMPUTATIONS ONYX DRIVE S N O W D E N B R I D G E B L V D PROJECT SITE AREA FOR VRRM COMPUTATIONS RUNOFF REDUCTION COMPLIANCE FOREST/ OPEN SPACE L1 L2 L3 L 4 L5 L 6 L7 C1 C2 C 3 C4C5 C 6 C7 SW M B M P P L A N GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 04 09/17/2019 1"= 100' 31 06/28/2019 TTC 19-09 59 2760GC VRRM PROJECT SITE AREA LIMITS DRAINAGE AREA LABELS VRRM SITE AREA TREATED BY BMP DEVICES (WET POND) BMP LEGEND A, B, C, D, E RUNOFF REDUCTION COMPLIANCE FOREST/OPEN SPACE FOR BMP WATER QUALITY IMPERVIOUS AREA (BUILDINGS, ROADS, ETC.) SITE BOUNDARY (PARCEL) NOTES: 1. VRRM COMPUTATIONS WERE BASED UPON PROVIDING WATER QUALITY FOR BOTH PROPOSED DEVELPOMENT AND FUTURE DEVELOPMENT AS SHOWN ON THIS SHEET. 2. SUMMARY OF PROPOSED DEVELOPMENT AND FUTURE DEVELOPMENT LAND COVER AREAS: FOREST 1.83AC, TURF 28.97 AC, IMPERVIOUS 41.03 AC. SEE VRRM COMPUTATIONS THIS SHEET. 3. THE LEVEL 2 WET POND IS LOCATED OFFSITE ON ADJACENT PARCEL. THIS DISTURBED AREA WAS ENTERED IN THE PROJECT SITE VRRM COMPUTATIONS. 4. THE RUNOFF REDUCTION COMPLIANCE FOREST/OPEN SPACE AREA SHOWN HEREON SHALL BE MAINTAINED IN A FOREST/OPEN SPACE MANNER UNTIL SUCH TIME THAT AN AMENDED SWM PLAN IS APPROVED BY THE VSMP AUTHORITY. LINE BEARING DISTANCE L1 N 36°21'35" E 86.35' L2 S 61°58'05" E 42.07' L3 S 62°49'28" E 171.96' L4 S 75°35'08" E 188.07' L5 S 27°20'00" W 19.70' L6 N 75°35'08" W 168.76' L7 N 62°49'28" W 171.96' CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE TANGENT DEGREE OF CURVE C1 1602.35' 47.34' 47.34'S 61°07'17" E 1°41'34" 23.67' 3°34'33" C2 20079.29' 300.22' 300.22'S 62°23'46" E 0°51'24" 150.11' 0°17'07" C3 819.83' 182.60' 182.22'S 69°12'18" E 12°45'40" 91.68' 6°59'19" C4 2898.17' 21.15' 21.15'S 27°07'28" W 0°25'05" 10.58' 1°58'37" C5 10086.34' 46.32' 46.32'S 27°12'07" W 0°15'47" 23.16' 0°34'05" C6 904.83' 201.53' 201.11'N 69°12'18" W 12°45'40" 101.18' 6°19'56" C7 20164.29' 403.40' 403.40'N 62°15'05" W 1°08'46" 201.71' 0°17'03" X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X W E 6 5 5 . 5 6 2 5 . 6 W E W E 6 2 5 . 6 W E 6 4 3 . 0 6 7 2 . 3 0 1 6 9 7 . 2 0 46 7 2 . 3 0 8 6 9 4 . 3 0 1 5 6 8 3 . 9 4 3 6 6 7 1 . 8 8 1 6 6 3 6 . 3 1 3 9 6 5 9 . 3 4 3 8 6 3 9 . 5 1 56 7 2 . 6 0 670 672 658 6 6 0 6 6 2 6 6 4 666 668 6 4 4 6 4 6 6 4 8 6 5 0 6 5 2 65 4 6 5 6 6 4 0 6 4 2 6 4 2 64 4 6 4 6 6 4 8 6 5 0 6 5 2 65 4 6 5 6 658 660 6 4 2 6 4 4 6 4 6 6 4 8 6 5 0 6 5 2 6 5 4 6 5 6 6 5 8 6 6 0 6 6 2 6 6 4 6 6 6 6 6 8 6 7 0 6 7 2 6 7 6 678 6 8 0 676 67 8 6 8 0 674 S S 620 68 0 680 680 680 690 680 6 8 0 680 700 690 690 660 650 6 5 0 640 650 650 650 630 6 4 0 630 6 3 0 620 630 640 6 4 0 6 6 0 670 6 7 0 640 650 660 680 6 7 0 660660 6 6 0 67 0 6 7 0 650 650 6 4 0 6 5 0 6 7 0 6 7 0 670 680 6 8 0 680 680 670 690 640 640 640 630 640 6 2 0 630 620 610 600 600 6 4 0 630 6 3 0 6 2 0 630 630 6 1 0 600 6 0 0 610 620 6 3 0 620 6 4 0 630 620 6 1 0 620 630 6 0 0 5 9 0 5 9 0 610 580 620 610 610 620 610 600 590 580 5 9 0 6 0 0 6 1 0 62 0 630 6 4 0 570 580 5 9 0 6 0 0 6 1 0 6 2 0 5 7 0 6 0 0 5 9 0 5 8 0 5 7 0 6 4 0 640 640 640 640 630 620 630 620 6 2 0 610 6 2 0 6 1 0 6 0 0 64 0 620 610 60 0 5 9 0 620 600 6 1 0 63 0 640 650 6 2 0 660 6 6 0 650 630 650 650 6 6 0 630 630 640 6 5 0 640 65 0 66 0 680 680 6 8 0 6 8 0 680 700 7 3 0 7 2 0 710 700 7 2 0 7 3 0 690 690 6 8 0 6 8 0 6 8 0 680 6 9 0 6 8 0 690 6 8 0 680680 69 0 700 700 7 0 0 6 9 0 700 690 7 0 0 6 7 0 620 6 3 2 628 6 3 0 64 2 6 4 4 STUDY POINT #1 STUDY POINT #2 EX SWM BASIN 2 EX SWM BASIN 1 EX SWM BASIN 3 10 1D 7 1 1B 3 2 6 1A 9 8 14 12 13 11 5 1C 4 TC FLOW PATH REACH 1R BEGIN REACH 1R END REACH 2R BEGIN REACH 2R END REACH 4R BEGIN REACH 5R BEGIN REACH 5R END REACH 1R END REACH 2R BEGIN REACH 4R BEGIN REACH 4R END REACH 5R BEGIN REACH 5R END TC FLOW PATH TC FLOW PATH TC FLOW PATH TC FLOW PATH TC FLOW PATH TC FLOW PATH TC FLOW PATH GRID M E R I D I A N VA NOR T H Z O N E N A D 8 3 11.89 AC CN = 75 8.56 AC CN = 79 1.81 AC CN = 76 31.46 AC CN = 67 15.76 AC CN = 61 87.05 AC CN = 61 5.75 AC CN = 70 4.57 AC CN = 60 5.79 AC CN = 81 35.50 AC CN = 79 14.0 AC CN = 80 33.74 AC CN = 79 127.71 AC CN = 75 44.2 AC CN = 81 7.97 AC CN = 82 7.64 AC CN = 93 9.88 AC CN = 86 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S S FM W W AR V STUDY POINT #1 STUDY POINT #2 10 1D 7 1B 3 2 6 1A 9 8 14 12 13 11 5 1C 4 TC FLOW PATH EX SWM BASIN 2 EX SWM BASIN 1 EX SWM BASIN 3 TC FLOW PATHTC FLOW PATH TC FLOW PATH TC FLOW PATH TC FLOW PATH TC FLOW PATH TC FLOW PATH 1 REACH 1R BEGIN REACH 1R END REACH 2R BEGIN REACH 5R BEGIN REACH 1R END REACH 2R BEGIN REACH 3R END REACH 4R BEGIN REACH 4R END REACH 5R BEGIN REACH 2R END REACH 3R BEGIN REACH 5R END FUTURE PHASE 2 FUTURE PHASE 3 PHASE 1 1E 1F GRID M E R I D I A N VA NOR T H Z O N E N A D 8 3 87.05 AC CN = 61 4.57 AC CN = 60 5.79 AC CN = 81 35.50 AC CN = 79 14.0 AC CN = 80 33.74 AC CN = 79 127.71 AC CN = 75 44.2 AC CN = 81 7.97 AC CN = 82 7.64 AC CN = 93 9.88 AC CN = 86 1.81 AC CN = 76 5.75 AC CN = 70 1.77 AC CN = 86 2.53 AC CN = 85 48.18 AC CN = 91 8.56 AC CN = 83 2.32 AC CN = 78 4.24 AC CN = 63 2.47 AC CN = 78 SW M P L A N GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 04 09/17/2019 1" = 400' 32 06/28/2019 TTC 19-09 59 2760GC SITE BOUNDARY DRAINAGE AREA LABELS DRAINAGE DIVIDES ONSITE DRAINAGE AREAS TREATED BY SWM DEVICE SWM LEGEND 1-9 STORMWATER MANAGEMENT & BEST MANAGEMENT PRACTICES SUMMARY THE WATER QUALITY REQUIREMENTS WILL BE MET BY THE PROPOSED WET POND AND UTILIZING FOREST/OPEN SPACE AND PURCHASING OFFSITE NUTRIENT CREDITS. THE STORM WATER REQUIREMENTS (CHANNEL AND FLOOD PROTECTION) WERE MET BY THE PROPOSED WET POND FOR STUDY POINT 1. STUDY POINT 2 HAS REDUCED DRAINAGE AREAS TO MEET STORM WATER REQUIREMENTS. NOTES: 1. EXISTING SWM BASIN 1 DATA TAKEN FROM "GRAYSTONE IND. PARK - 900K WAREHOUSE" SITE PLAN DATED 12-18-2018. 2. EXISTING SWM BASINS 2 & 3 DATA TAKEN FROM "CONSTRUCTION PLAN FOR SNOWDEN BRIDGE BOULEVARD" DATED 06-22-2019. OFFSITE DRAINAGE AREAS TO SWM DEVICE (UNCONTROLLED) 6 1 0 6 0 0 610 60 0 620 E E E E E E E E E E ONYX DRIVE (PRIVATE ACCESS ) 2 3 6 8 E P E P%9 9 E P 4 0 2 3 3 0 E P 2 4 6 6 E P 2 4 9 0 E P 2 4 2 5 E P %1. 0 2 6 0 7 E P 2 6 8 8 E P 2 7 1 6 E P 2 5 6 5 2 5 2 0 E P 01 50 01 500150 01 50 10 00 10 00 10 00 10 00 04 00 10 48 10 48 10 481048 10 48 10 48 10 48 10 48 10 48 04 000400 2 5 7 9 2 6 3 5 2 5 5 7 E P 2 7 5 4 E P E P 2 5 5 2 E P 2 5 8 0 E P 2 7 1 0 E P 2 2 5 0 T O P 2 6 2 8 H P 2 4 7 1 G N D 2 4 3 3 G N D 2 9 5 3 G N D 3 0 1 5 2 6 8 3 E P 2 7 1 6 E P 2 9 9 9 E P 2 8 1 9 G N D 2 7 8 7 G N D 2 5 6 9 G N D 2 6 1 3 G N D 2 7 3 0 G N D 2 8 8 0 H P 2 5 2 8 G N D 2 5 2 8 G N D 2 5 2 8 G N D 2 4 3 3 G N D 2 3 6 0 G N D 0500 05 00 05 00 05 00 05 00 T O P B P 07 70 07 70 07 70 07 70 05 90 100 10 110 210 3 11 2 05 90 07 00 07 00 3 2 1 3 0 0 0 2 6 0 0 O L R 92 50LP 604 606 600 602 600 606 603 608 610 612 614 612 610 60 2 60 4 60 6 60 8 59 4 592 610 608 606 604 604 612 612 606 604 602 604 603 608 610 606 60 8 61 2 61 0 612 6 1 2 609 608.8 604 606 608 610 610 6 0 4 6 0 6 6 0 8 6 1 0 6 0 2 6 0 0 5 9 8 5 9 6 5 9 4 6 0 6 6 0 8 6 1 0 600 594 610 618 620 616 620 620 618 616 614 612 610 622 624 626620 622 620624 630 628 626 626 628 626 6 2 4 630 628 626 626 6 2 4 6 2 4 628 62 6 626628 620 624 622 62 6 626 62 4 624 626 614 612 610 608 606 604 604 616 606608610614616 618620 596 598 600 602 600 598 596 602 602 602 600 603 594 594 601 603 603602 601.0 603 601 600 602 601 596 598 600 601 602 602.5 5 9 6 5 9 8 6 0 0 6 0 1 6 0 2 6 0 3 6 0 4 593 595 595 5 9 5 595596 601 602.5 01 50 01 50 01 50 01 50 01 50 01 50 01 50 603 01 50 SWM #1 RISER STRUCTURE 10' AQUATIC BENCH "A" 12' ACCESS 12' ACCESS WETLAND SHELF ZONE 1 (ELEV=601.5) WETLAND SHELF ZONE 2 (ELEV=602.0) FOREBAY #1 WSE=604.00 GRASS ACCESS WAY TO SWM/BMP FACILITIES NORMAL POOL WSE=602.00 (DEEP POOL) WETLAND SHELF ZONE 2 (ELEV=602.0) GRASS ACCESS WAY TO SWM/BMP FACILITIES FOREBAY #2 WSE=610.00 12 ' T O P O F B E R M = 6 1 0 . 0 0 12' 8'10' AQUATIC BENCH8' 8' 12' 50' WIDE SPILLWAY ARMOUR WITH CL II RIP-RAP 25' WIDE SPILLWAY ARMOUR WITH CL 1 RIP-RAP 5' WIDE SPILLWAY ARMOUR WITH CL 1 RIP-RAP 20' WIDE SPILLWAY ARMOUR WITH CL A1 RIP-RAP 12' TOP OF BERM = 606.00 10' AQUATIC BENCH 10' AQUATIC BENCH 5 : 1 5 : 1 5 : 1 3 : 1 5 : 1 5:1 5 : 1 5 : 1 5 : 1 5 : 1 5:1 5:1 4:1 4:1 4:1 5 : 1 5: 1 5 : 1 30' 25' 3 : 1 3:1 5' AQUATIC BENCH 20 ' "A" "B" "B" "C" "C" 50' 26' 3:1 30' WIDE SPILLWAY ARMOUR WITH CL 1 RIP-RAP WETLAND SHELF ZONE 3 10YR WSE = 606.66 10YR WSE = 606.92 10YR WSE = 606.92 WEIR WALL #2 WEIR WALL #1 RIP-RAP CL A1 RIP-RAP CL II EX DRIVEWAY ENTRANCE RETOP WITH 4" #57 STONE TO STABILIZE GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 RIP-RAP CL IISWM RETENTION POND SW M P O N D 1 D E T A I L S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 1"=30' 33 06/28/2019 TTC 19-09 59 2760GC SW M P O N D 1 D E T A I L S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date N/A 34 06/28/2019 TTC 19-09 59 2760GC 60" RCP ASTM C-361 (RUBBER GASKETS W.T. JOINTS) 8' 9.5' **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. 5: 1 12' WIDE PROP. GRADE 1 YR WS ELEV 604.38' 10 YR WS ELEV 606.66' 100 YR WS ELEV 608.91'** STORMWATER MANAGEMENT BASIN 1 PRINCIPAL RISER SECTION NTS TOP OF RISER ELEV =607.00 TOP OF BERM ELEV.=610.00 TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL INV.=592.17 INV.=592.50 SPILLWAY ELEV.=607.70 2' CLAY LINER WITH 6" TOPSOIL CAP 8" DIP DRAIN WITH VALVE (NORMALLY CLOSED) TERMINATE LINER @ 10 YR WSE PRECAST RCP BASE AND RISER STRUCTURE (VDOT A4 CONCRETE) - INSIDE 10' x 8' CONCRETE FILL FOR BUOYANCY NORMAL POOL WS ELEV 602.00' 8" GATE VALVE WITH STEM HAND WHEEL (TYP) STEM GUIDE (TYP) CONCRETE BLOCKS FOR VALVE SUPPORT WEIR ELEV = 604.80 5.5' W x 2.2' H ELEV = 591.50 WEIR ELEV = 602.00 2.3' W x 2.8' H UPTURNED ELBOW (90° BEND) BOTTOM OF TRASH RACK = 601.00 10' 9.5' STORMWATER MANAGEMENT BASIN 1 PRINCIPAL RISER FRONT VIEW NTS TOP OF RISER ELEV =607.00 TYP. TRASH RACK BY PLASTIC SOLUTION OR APPROVED EQUAL INV.=591.50 PRECAST RCP BASE AND RISER STRUCTURE (VDOT A4 CONCRETE) - INSIDE 10' x 8' CONCRETE FILL FOR BUOYANCY INV.=592.17 WEIR ELEV = 602.00 2.3' W x 2.8' H ELEV = 582.00 ELEV = 591.50 2.3' 2. 2 ' SIDE TRASH RACK NOT SHOWN FOR CLARITY 5.5' 2. 8 ' WEIR ELEV = 604.8 5.5' W x 2.2' H STORMWATER MANAGEMENT BASIN 1 PRINCIPAL RISER PLAN VIEW NTS 2.3' W - WEIR TOP TRASH RACK NOT SHOWN FOR CLARITY 60" PIPE PRECAST RCP BASE AND RISER STRUCTURE (VDOT A4 CONCRETE) - INSIDE 10' x 8'8" PIPE PLASTIC SOLUTIONS TRASH RACK OR APPROVED EQUAL 10' 8' 5.5' W - WEIR NOTES: 1. CONSTRUCTION TO COMPLY WITH RECOMMENDATIONS FROM GEOTECHNICAL REPORT. WEIR WALL #1 NOT TO SCALE 30' WEIR WIDTH PROPOSED GRADE FRONT VIEW 40' LENGTH 3:1 NOTE: RIP-RAP TO BE FLUSH WITH TOP OF CONCRETE WEIR WALL. WEIR WALL TO BE LEVEL. 3: 1 CONCRETE WEIR (VDOT CLASS A3) 5' 1.0' 5' 4.0' 2.0' 2.0' RIP-RAP (VDOT CLASS 1) NOT SHOWN FOR CLARITY OF WEIR WALL ELEV =606.00 ELEV =606.00 ELEV =605.00ELEV =605.00 WEIR WALL #1 NOT TO SCALE NON-WOVEN GEOTEXTILE FABRIC RIP-RAP CL. I CONCRETE WEIR WALL (8" VDOT CLASS A3) SIDE VIEW 22' 2.0' 2.0' PROPOSED GRADE RIP-RAP FLUSH WITH TOP OF WEIR WALL 12"x24" FOOTING (VDOT 21A) 2' #4's, 24" O.C. (V.) #4's, 12" O.C. (H.) NOTES: 1. REINFORCING STEEL ASTM A615, GRADE 60. MINIMUM BAR LAP 20". 2. MINIMUM SOIL BEARING 2,000 PSF TO BE FIELD VERIFIED. 3. COMPACTED SOILS, AS NEEDED, TO BE MIN. 95% OF ASTM D-698/VTM-1. WEIR WALL #2 NOT TO SCALE 4' WEIR WIDTH PROPOSED GRADE 3:1 FRONT VIEW 27' LENGTH NOTE: RIP-RAP TO BE FLUSH WITH TOP OF CONCRETE WEIR WALL. WEIR WALL TO BE LEVEL. 2: 1 CONCRETE WEIR (VDOT CLASS A3) 5' 6.0' 2.0' 2.0' RIP-RAP (VDOT CLASS 1) NOT SHOWN FOR CLARITY OF WEIR WALL 2.0' 12'5' 2:1 PROPOSED GRADE 3:1 ELEV =606.00 ELEV =606.00 ELEV =604.00 WEIR WALL #2 NOT TO SCALE NON-WOVEN GEOTEXTILE FABRIC RIP-RAP CL. I CONCRETE WEIR WALL (8" VDOT CLASS A3) SIDE VIEW 32' 2.0' 2.0' PROPOSED GRADE RIP-RAP FLUSH WITH TOP OF WEIR WALL 2.0' 12"x24" FOOTING (VDOT 21A) 2' #4's, 24" O.C. (V.) #4's, 12" O.C. (H.) NOTES: 1. REINFORCING STEEL ASTM A615, GRADE 60. MINIMUM BAR LAP 20". 2. MINIMUM SOIL BEARING 2,000 PSF TO BE FIELD VERIFIED. 3. COMPACTED SOILS, AS NEEDED, TO BE MIN. 95% OF ASTM D-698/VTM-1. 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+50 565 570 575 580 585 590 595 600 605 610 615 620 565 570 575 580 585 590 595 600 605 610 615 620 POND DRAIN DEEP POOL 1YR WSE=604.38 BMP (1") WSE=602.49 10YR WSE=606.66 EMERGENCY SPILLWAY =607.70 TOP OF BERM ELEV.=610.00 12.0' 4:1 5 : 1 100YR WSE=608.91** NORMAL POOL WSE=602.00 (Tv=261,880 ft3) 5 : 1 106' - 60" RCP ASTM C-361 (RUBBER GASKETS W.T. JOINTS) @ 0.75% 0.5% CONTROLLED FILL - EMBANKMENT TO BE CONSTRUCTED WITH CLAY CORE PROP. GRADEEX. GRADE 11 + 0 6 = R I S E R S T R U C T U R E ( 1 0 ' x 8 ' ) IN V O U T = 5 9 1 . 5 0 ( 6 0 " ) IN V I N = 5 9 2 . 1 7 ( 8 " D R A I N ) 10 + 0 0 = E W - 2 P C IN V O U T = 5 9 0 . 7 0 1 TO P = 5 9 7 . 7 0 2 TO P = 6 0 7 . 0 0 3 TOP OF BERM ELEV.=612.00 FOREBAY OVERFLOW =610.00 5 : 1 5 : 1 5:1 5:1 11 + 7 3 = 8 " D R A I N W I T H U P T U R N E D E L B O W IN V O U T = 5 9 2 . 5 0 CUT-OFF TRENCH 4.0' MIN. DEPTH WITH 1:1 SIDE SLOPES OR FLATTER 12.0' FOREBAY #2 CONCRETE CRADLE 4.0' PHREATIC LINE 4:1 CONTROLLED FILL - EMBANKMENT 6" TOPSOIL COVER NOTES: 1. CLAY LINER NOT SHOWN FOR CLARITY. SEE PLAN VIEW & SCHEMATIC FOR LIMITS. 2. 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. 3. ALL STORMWATER MANAGEMENT FACILITIES TO BE CERTIFIED BY A GEOTECHNICAL ENGINEER OR CONSTRUCTION INSPECTOR. 4. EMBANKMENT CONTROLLED FILL (SOIL MATERIALS) TO BE CERTIFIED BY A GEOTECHNICAL ENGINEER. 5. REFER TO GENERAL NOTES - PERMANENT SWM EMBANKMENT NOTES ON SHEET 2. 6. PHREATICLINE DOES NOT CROSS THE TOE OF THE EMBANKMENT THEREFORE NO DRAINAGE SYSTEM IS REQUIRED. 7. 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. 8. CLAY CORE 4' MINIMUM WIDTH STARTING AT THE 10YR WSE AND 1:1 SIDE SLOPES. HOMOGENEOUS FILL COMPACTED TO 95% DENSITY 40' - CLASS II RIP-RAP 1% -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 585 590 595 600 605 610 615 585 590 595 600 605 610 615 -0+50 0+00 0+50 1+00 585 590 595 600 605 610 615 585 590 595 600 605 610 615 CLAY LINER TYP. 5 : 1 5 : 1 5:1 5:1 12.0' FOREBAY #1 5:1 5:1 WETLAND SHELF WETLAND SHELF EX. GRADE NORMAL POOL WSE=602.00 (Tv=261,880 ft3) FOREBAY OVERFLOW =604.00 TOP OF BERM ELEV.=606.00 TOP OF BERM ELEV.=603.00 8.0' 100 DEEP POOL 5 : 1 12.0' 5:1 FOREBAY OVERFLOW =605.00 TOP OF BERM ELEV.=606.00 1+50 DEEP POOL NORMAL POOL WSE=602.00 (Tv=261,880 ft3) EX. GRADE 5:1 5 : 1 CLAY LINER TYP. FOREBAY #1 PROP. GRADE PROP. GRADE CLAY LINER TYP. 1YR WSE=604.38 BMP (1") WSE=602.49 10YR WSE=606.66 100YR WSE=608.91** NORMAL POOL WSE=602.00 (Tv=261,880 ft3) 1YR WSE=604.38 BMP (1") WSE=602.49 10YR WSE=606.66 100YR WSE=608.91** SW M P O N D 1 D E T A I L S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 35 06/28/2019 TTC 19-09 59 2760GC 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. 50' EMERGENCY SPILLWAY NOT TO SCALE 2.3'3: 1 3:1 TOP OF BERM = 610.00 63.8' ELEV = 607.70 10' WIDE AQUATIC BENCH 5:1 S I D E S L O P E 5:1 S I D E S L O P E AQUATIC BENCH DETAIL NOT TO SCALE 10% M A X FOREBAYS & DEEP POOLS POND SLOPES 5:1 OR FLATTER DO NOT REQUIRE A SAFETY BENCH 5' WIDE AQUATIC BENCH ( FOR SAFETY PURPOSES) 5:1 S I D E S L O P E 5:1 S I D E S L O P E AQUATIC BENCH DETAIL-FOREBAY #2 NOT TO SCALE FOREBAY #2 ONLY 12"4% 1"= 50' H 1"= 5' V 48 82 41 74 0.483 PUBLIC GRAVITY SANITARY PROFILE EXISTING MANHOLE TO BUILD 1 PRIVATE FORCED SEWER LATERAL PROFILE FROM MH C TO STUB -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 600 605 610 615 620 625 630 635 595 600 605 610 615 620 625 630 635 12 " W / L X I N G 15 " S T M . XI N G -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 605 610 615 620 625 630 635 600 605 610 615 620 625 630 635 PRIVATE FORCED SEWER LATERAL PROFILE POINT D TO PS-E TO BUILDING 2 2+ 0 0 . 5 6 = C O N N E C T I O N T O B U I L D 2 IN V O U T = 6 2 6 . 2 1 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 615 620 625 630 635 610 615 620 625 630 635 BL D G F A C E FFE = 631.00' 4+ 8 8 . 4 0 = T I E T O B L D G S A N IN V = 6 2 3 . 8 3 4+ 4 1 . 9 0 = M H C IN V O U T = 6 2 1 . 9 0 IN V I N = 6 2 2 . 1 0 3+ 6 3 . 1 5 = M H B IN V O U T = 6 2 1 . 3 1 IN V I N = 6 2 1 . 5 1 0+ 0 0 = E X M H EX I N V O U T = 6 1 9 . 3 3 EX I N V I N = 6 1 9 . 5 0 PR O P I N V I N = 6 1 9 . 5 3 363.15' 8" DIP @ 0.50% 71.35' 8" DIP @ 0.50% 12 " W / L XI N G FFE=630.70' 1+ 8 0 . 5 6 = P U M P S T A T I O N E IN V I N = 6 2 5 . 6 5 PU M P S T A T I O N RI M = 6 3 0 . 3 1 1 640 640 0+ 0 0 . 0 0 = S A N P R E S S U R E T E E " D " CO N N E C T I O N T O F M BL D G F A C E 36 " S T M . XI N G 12 " W / L XI N G EX 1 2 " W / L X I N G 1+ 0 1 . 6 0 = 4 5 ° B E N D 1+ 5 4 . 2 1 = 4 5 ° B E N D 1+ 7 5 . 5 7 = 4 5 ° B E N D 12 + 3 1 . 7 1 = P O I N T D , S A N P R E S S U R E T E E CO N N E C T I O N T O B U I L D 2 , W I T H F L U S H I N G VA L V E 18" MIN. 18" MIN. 18" MIN. 18" MIN. 18" MIN. EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L 46.54' 6" SDR 35/26 @ 3.69% EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L PRIVATE 1.5" PVC FORCED SEWER LATERAL (FSL) 20' 6" SDR 35/26 @ 2.8% COMPACT FILL TO 95% MAXIMUM DRY DENSITY PER ASTM D 698 COMPACT FILL TO 95% MAXIMUM DRY DENSITY PER ASTM D 698 EXISTING WATERLINE ELEVATION ESTIMATED, TEST PIT REQUIRED PRIOR TO CONSTRUCTION TO VERIFY STUB TO BE CAPPED AS REQUIRED BY FREDERICK WATER EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L PRIVATE 1.5" PVC SANITARY FM PRIVATE 1.5" PVC PRIVATE FORCED SEWER LATERAL (FSL) PRIVATE 1.5" PVC FORCED DEWER LATERAL (FSL) BLDG #1BLDG #2 6" SCH 80 SLEEVE WITHIN W/L EASEMENT 600 6" SCH 80 SLEEVE WITHIN W/L EASEMENT 12 " W / L X I N G 18" MIN. 6" SCH 80 SLEEVE WITHIN W/L EASEMENT 0+ 0 0 . 0 0 = M H C IN V O U T = 6 2 1 . 9 4 ( 8 " ) IN V I N = 6 2 2 . 1 4 ( 6 " ) IN V I N = 6 2 2 . 1 4 ( 1 . 5 " ) 24 " S T M . XI N G 1.72' CLEARANCE PIPE TO BE ENCASED IN 6" THICK CONCRETE WHERE COVERAGE IS LESS THAN 18" 4' - PRIVATE 1.25" PVC FORCED SEWER LATERAL (FSL) 1. 2 5 " - 1 . 5 " RE D U C E R TO P = 6 2 7 . 2 5 TO P = 62 9 . 5 4 SA N I T A R Y S E W E R P R O F I L E S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 01 07/22/2019 36 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' PR I V A T E S A N I T A R Y P U M P S T A T I O N GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 01 07/22/2019 37 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' PRIVATE SEWER DETAILS AND CALCULATIONS 100 101 104 112 106 D8 D7 D6D5 102 RD9RD7 101 102 103 104 106 107 108 109 110 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 590 595 600 605 610 615 620 625 630 635 590 595 600 605 610 615 620 625 630 635 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 19+00 19+50 20+00 20+50 21+00 21+50 595 600 605 610 615 620 625 630 635 640 595 600 605 610 615 620 625 630 635 640 9+50 10+00 10+50 11+00 600 605 610 615 620 625 630 635 640 600 605 610 615 620 625 630 635 640 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 600 605 610 615 620 625 630 635 640 600 605 610 615 620 625 630 635 640 -0+50 0+00 0+50 1+00 600 605 610 615 620 625 630 635 640 600 605 610 615 620 625 630 635 640 STR 100 - STR 101 STR 101 - STR 110 STR 104 - STR 112 ROOF DRAIN STR 106 - D8 169' - 30" ADS N-12 @ 0 . 9 9 % 140' - 30" ADS N-12 @ 0.60% 94' - 30" ADS N-12 @ 0.60% 145' - 30" ADS N-12 @ 0.50% 135' - 24" ADS N-12 @ 0.60% 129' - 24" ADS N-12 @ 0.50% 144' - 15" ADS N-12 @ 0.55% 120' - 15 " A D S N - 1 2 @ 3 . 3 9 % 26' - 1 5 " ADS N - 1 2 @ 9 . 0 5 % 30' - 12" PVC @ 3.19 % 23' - 1 2 " PVC @ 5. 1 9 % 73' - 12" PVC @ 2.00% 36 ' - 12 " P V C @ 2 4 . 8 9 % EXISTING GRADE PROPOSED GRADE HGL 10' CL I RIP RAP EXISTING GRADE EXISTING GRADE PROPOSED GRADE PROPOSED GRADE HGL HGL HGL EXISTING GRADE PROPOSED GRADE PROPOSED GRADE EXISTING GRADE HGL ROOF DRAIN STR 102 - D9 PROPOSED GRADE EXISTING GRADE HGL 12 " W A T E R L I N E 12 " W / L X- I N G 18" MIN. 12 + 2 3 . 9 3 = D I - 7 - T Y P E I I G R A T E (7 2 " B A S E ) IN V O U T = 6 0 7 . 5 6 ( 3 6 " ) IN V I N = 6 0 7 . 6 6 ( 3 0 " ) IN V I N = 6 0 7 . 6 6 ( 3 0 " ) 10 + 0 0 = E S - 1 IN V O U T = 6 0 5 . 0 0 ( 3 6 " ) 10 + 0 0 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 0 . 9 3 ( 3 0 " ) IN V I N = 6 1 7 . 2 5 ( 1 5 " ) IN V I N = 6 1 1 . 0 3 ( 3 0 " ) 10 + 2 5 . 7 0 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 1 9 . 5 8 ( 1 5 " ) 10 + 0 0 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 1 . 7 5 ( 3 0 " ) IN V I N = 6 1 8 . 3 2 ( 1 2 " ) IN V I N = 6 1 2 . 2 5 ( 2 4 " ) 10 + 3 0 . 2 6 = 1 2 " W y e IN V = 6 1 9 . 2 8 10 + 5 3 . 1 1 = 1 2 " 4 5 ° B e n d IN V = 6 2 0 . 4 7 11 + 2 5 . 9 5 = 1 2 " W y e IN V = 6 2 1 . 9 3 12 + 2 9 . 9 5 = 1 2 " 4 5 ° B e n d IN V = 6 2 4 . 8 3 12 + 4 2 . 6 8 = R O O F D R A I N IN V O U T = 6 2 6 . 5 0 0+ 0 0 . 0 0 = M H - 1 ( 6 0 " B A S E ) IN V O U T = 6 0 9 . 3 3 ( 3 0 " ) IN V I N = 6 1 7 . 9 3 ( 1 2 " ) IN V I N = 6 0 9 . 4 3 ( 3 0 " ) IN V I N = 6 1 4 . 9 3 ( 1 8 " ) 0+ 3 6 . 3 0 = R O O F D R A I N IN V O U T = 6 2 6 . 9 7 10 + 0 0 . 0 0 = D I - 7 - T Y P E I I G R A T E (7 2 " B A S E ) IN V O U T = 6 0 7 . 5 6 ( 3 6 " ) IN V I N = 6 0 7 . 6 6 ( 3 0 " ) IN V I N = 6 0 7 . 6 6 ( 3 0 " ) 11 + 6 8 . 7 8 = M H - 1 ( 6 0 " B A S E ) IN V O U T = 6 0 9 . 3 3 ( 3 0 " ) IN V I N = 6 0 9 . 4 3 ( 3 0 " ) IN V I N = 6 1 7 . 9 3 ( 1 2 " ) IN V I N = 6 1 4 . 9 3 ( 1 8 " ) 13 + 0 9 . 0 7 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 0 . 2 7 ( 3 0 " ) IN V I N = 6 1 0 . 3 7 ( 3 0 " ) 14 + 0 2 . 6 2 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 0 . 9 3 ( 3 0 " ) 30 " I N V I N = 6 1 1 . 0 3 ( 3 0 " ) IN V I N = 6 1 7 . 2 5 ( 1 5 " ) 15 + 4 7 . 2 3 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 1 . 7 5 ( 3 0 " ) IN V I N = 6 1 2 . 2 5 ( 2 4 " ) IN V I N = 6 1 8 . 3 2 ( 1 2 " ) 16 + 8 1 . 9 8 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 3 . 0 6 ( 2 4 " ) IN V I N = 6 1 3 . 1 6 ( 2 4 " ) 18 + 1 0 . 6 2 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 3 . 8 0 ( 2 4 " ) IN V I N = 6 1 4 . 0 5 ( 1 5 " ) IN V I N = 6 1 4 . 0 5 ( 1 5 " ) IN V I N = 6 2 0 . 2 4 ( 1 2 " ) 19 + 5 4 . 4 8 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 1 4 . 8 4 ( 1 5 " ) IN V I N = 6 1 4 . 9 4 ( 1 5 " ) 20 + 7 4 . 6 6 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 1 9 . 0 2 ( 1 5 " ) TO P = 6 1 8 . 8 5 TO P = 6 0 6 . 0 0 TO P = 6 2 3 . 1 5 TO P = 6 2 3 . 1 0 TO P = 6 2 3 . 1 5 TO P = 6 2 6 . 2 8 TO P = 6 2 2 . 0 2 TO P = 6 1 7 . 8 4 TO P = 6 2 3 . 1 4 TO P = 6 2 3 . 1 5 TO P = 6 2 3 . 1 5 TO P = 6 2 3 . 1 5 TO P = 6 2 3 . 3 0 TO P = 6 2 6 . 2 8 TO P = 6 1 8 . 8 5 3" F O R C E M A I N X - I N G 8" W / L X- I N G 104' - 12" P V C @ 2 . 7 9 % 13' - 12" PVC @ 13.11% MI L B U R N R O A D CL PRESCRIPTIVE EASEMENT 224' - 36" RCP III @ 1 . 1 4 % SEE NOTE V27 ON SHEET 2 FOR ADDITIONAL REQUIREMENTS. ST O R M S E W E R P R O F I L E S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 06 10/21/2019 38 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' 101 113 114 115 116 117 118 119 120 121 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 19+00 19+50 20+00 20+50 21+00 21+50 590 595 600 605 610 615 620 625 630 635 640 645 590 595 600 605 610 615 620 625 630 635 640 645 STR 101 - STR 121 99' - 30" ADS N-12 @ 0.52% 163' - 24" ADS N-12 @ 1 . 2 5 % 114' - 24" AD S N - 1 2 @ 2.00% 106' - 24" ADS N-12 @ 0.50% 120' - 24" ADS N-12 @ 0.50% 120' - 18" ADS N - 1 2 @ 1 . 7 5 % 120' - 18" ADS N-12 @ 0.75% 120' - 15" ADS N-12 @ 0.75% 112' - 15" ADS N-12 @ 0.50% EXISTING GRADE EXISTING GRADE PROPOSED GRADE PROPOSED GRADE HGL HGL 12 " W A T E R L I N E 10 + 0 0 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 0 7 . 5 6 ( 3 6 " ) IN V I N = 6 0 7 . 6 6 ( 3 0 " ) IN V I N = 6 0 7 . 6 6 ( 3 0 " ) 10 + 9 8 . 6 7 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 0 8 . 1 7 ( 3 0 " ) IN V I N = 6 0 9 . 7 7 ( 2 4 " ) 12 + 6 1 . 5 2 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 1 . 8 1 ( 2 4 " ) IN V I N = 6 1 2 . 9 1 ( 2 4 " ) 13 + 7 5 . 4 6 = M H - 1 (6 0 " B A S E ) IN V O U T = 6 1 5 . 1 9 ( 2 4 " ) IN V I N = 6 1 6 . 3 4 ( 2 4 " ) IN V I N = 6 1 6 . 6 9 ( 1 8 " ) 14 + 8 1 . 6 0 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 1 6 . 8 7 ( 2 4 " ) IN V I N = 6 1 6 . 9 7 ( 2 4 " ) 16 + 0 1 . 6 2 = D I - 7 - T Y P E I I G R A T E IN V O U T = 6 1 7 . 5 7 ( 2 4 " ) IN V I N = 6 1 8 . 6 7 ( 1 8 " ) 17 + 2 1 . 6 2 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 2 0 . 7 7 ( 1 8 " ) IN V I N = 6 2 1 . 3 7 ( 1 8 " ) 18 + 4 1 . 6 2 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 2 2 . 2 7 ( 1 8 " ) IN V I N = 6 2 2 . 6 2 ( 1 5 " ) 19 + 6 1 . 6 2 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 2 3 . 5 2 ( 1 5 " ) IN V I N = 6 2 3 . 6 2 ( 1 5 " ) 20 + 7 3 . 9 6 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 2 4 . 1 8 ( 1 5 " ) TO P = 6 1 8 . 8 5 TO P = 6 2 0 . 3 3 TO P = 6 2 3 . 4 2 TO P = 6 2 7 . 1 1 TO P = 6 2 6 . 9 5 TO P = 6 2 6 . 9 5 TO P = 6 2 6 . 9 4 TO P = 6 2 6 . 9 5 TO P = 6 2 6 . 9 5 TO P = 6 2 6 . 9 5 1. 2 5 " S A N I T A R Y X- I N G ST O R M S E W E R P R O F I L E S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 39 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' 102 D10 D11 D12 D13 D14 D15 RD15 108 D1 D2 D3 D4 RD4 108 111 115 D16 D17 D18 D20D19 D21 D22 RD22 122 123 RD8 9+50 10+00 10+50 11+00 11+50 605 610 615 620 625 630 635 640 645 605 610 615 620 625 630 635 640 645 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 600 605 610 615 620 625 630 635 640 600 605 610 615 620 625 630 635 640 -0+50 0+00 0+50 1+00 1+50 600 605 610 615 620 625 630 635 640 600 605 610 615 620 625 630 635 640 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 600 605 610 615 620 625 630 635 640 600 605 610 615 620 625 630 635 640 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 605 610 615 620 625 630 635 640 645 600 605 610 615 620 625 630 635 640 645 STR 122 - STR 123 ROOF DRAIN STR 108 - D4 61' - 15" RCP III @ 1.02% 26' - 12" AD S N - 1 2 @ 1 4 . 0 4 % 17' - 1 2 " PVC @ 1 3 . 7 3 % 98' - 12" P V C @ 3 . 0 0 % 104' - 12" PVC @ 1.00% 98' - 12" PVC @ 1.00% 7' - 12" PVC @ 0.42% 77' - 15" A D S N - 1 2 @ 2.96% 109' - 18" ADS N - 1 2 @ 1.67% 104' - 18" ADS N-12 @ 0.75% 104' - 15" ADS N-12 @ 1.25% 104' - 15" ADS N-12 @ 0.75% 104' - 12" PVC @ 1. 2 5 % 104' - 12" PVC @ 0.50% 14' - 12" PVC @ 8 . 3 1 % 66' - 18" ADS N-12 @ 2.00% 104' - 18" ADS N-12 @ 0.75% 104' - 18" ADS N-12 @ 0.75% 104' - 15" ADS N-12 @ 1.25% 104' - 15" ADS N-12 @ 0.75% 104' - 12" PVC @ 1.00% 104' - 12" PVC @ 0.50% 21' - 12" PVC @ 1 3 . 6 7 % EXISTING GRADE PROPOSED GRADE HGL PROPOSED GRADE EXISTING GRADE HGL ROOF DRAIN STR 102 - RD4 STR 108 - STR 111 ROOF DRAIN STR 115 - RD22 PROPOSED GRADE EXISTING GRADE HGL PROPOSED GRADE EXISTING GRADE HGL PROPOSED GRADE EXISTING GRADE HGL PROPOSED GRADE HGL HGL PROPOSED GRADE EXISTING GRADE EXISTING GRADE 12 " W / L X- I N G 18" MIN. 0+ 0 0 . 0 0 = M H - 1 ( 6 0 " B A S E ) IN V O U T = 6 0 9 . 3 3 ( 3 0 " ) IN V I N = 6 1 4 . 9 3 ( 1 8 " ) IN V I N = 6 0 9 . 4 3 ( 3 0 " ) IN V I N = 6 1 7 . 9 3 ( 1 2 " ) 1+ 0 9 . 2 1 = N Y P - 1 8 " W / S O L I D C O V E R IN V O U T = 6 1 6 . 7 5 ( 1 8 " ) IN V I N = 6 1 6 . 7 5 ( 1 8 " ) IN V I N = 6 2 0 . 7 5 ( 1 2 " ) 2+ 1 3 . 2 1 = N Y P - 1 8 " W / S O L I D C O V E R IN V O U T = 6 1 7 . 5 3 ( 1 8 " ) IN V I N = 6 1 7 . 5 3 ( 1 5 " ) IN V I N = 6 2 1 . 5 3 ( 1 2 " ) 3+ 1 7 . 2 1 = N Y P - 1 5 " W / S O L I D C O V E R IN V O U T = 6 1 8 . 8 3 ( 1 5 " ) IN V I N = 6 1 8 . 8 3 ( 1 5 " ) IN V I N = 6 2 1 . 8 3 ( 1 2 " ) 4+ 2 1 . 2 1 = N Y P - 1 5 " W / S O L I D C O V E R IN V O U T = 6 1 9 . 6 1 ( 1 5 " ) IN V I N = 6 1 9 . 8 6 ( 1 2 " ) IN V I N = 6 2 1 . 6 1 ( 1 2 " ) 5+ 2 5 . 2 1 = 1 2 " W y e IN V = 6 2 1 . 1 6 6+ 2 9 . 2 1 = 1 2 " 4 5 ° B e n d IN V O U T = 6 2 1 . 6 8 IN V I N = 6 2 1 . 6 8 6+ 4 3 . 3 5 = R O O F D R A I N IN V O U T = 6 2 2 . 8 5 TO P = 6 2 6 . 2 8 TO P = 6 2 6 . 5 9 TO P = 6 2 6 . 5 9 TO P = 6 2 6 . 5 9 TO P = 6 2 6 . 5 9 TO P = 6 2 3 . 1 4 TO P = 6 2 3 . 1 4 TO P = 6 2 1 . 3 3 TO P = 6 2 7 . 1 1 TO P = 6 3 0 . 0 0 TO P = 6 2 9 . 7 8 TO P = 6 3 0 . 4 5 TO P = 6 2 9 . 7 8 TO P = 6 2 9 . 7 8 TO P = 6 2 2 . 0 0 TO P = 6 2 6 . 1 2 10 + 0 0 = D I - 7 - T Y P E I I G R A T E IN V O U T = 6 1 3 . 8 0 ( 2 4 " ) IN V I N = 6 2 0 . 2 4 ( 1 2 " ) IN V I N = 6 1 4 . 0 5 ( 1 5 " ) IN V I N = 6 1 4 . 0 5 ( 1 5 " ) 10 + 1 6 . 5 7 = 1 2 " W y e IN V = 6 2 2 . 5 1 11 + 1 4 . 5 7 = 1 2 " W y e IN V = 6 2 5 . 4 5 12 + 1 8 . 5 7 = 1 2 " W y e IN V = 6 2 6 . 4 9 13 + 1 6 . 5 7 = 1 2 " 4 5 ° B e n d IN V = 6 2 7 . 4 7 13 + 2 3 . 6 4 = R O O F D R A I N IN V O U T = 6 2 7 . 4 7 7+ 1 1 . 5 7 = R O O F D R A I N IN V = 6 2 8 . 1 8 6+ 9 0 . 3 6 = 1 2 " 4 5 ° B e n d IN V = 6 2 5 . 2 8 5+ 8 6 . 3 6 = 1 2 " W y e IN V = 6 2 4 . 7 6 ( 1 2 " ) 4+ 8 2 . 3 6 = N Y P - 1 5 " W / S O L I D C O V E R IN V O U T = 6 2 3 . 2 2 ( 1 5 " ) IN V I N = 6 2 3 . 7 2 ( 1 2 " ) IN V I N = 6 2 5 . 4 7 ( 1 2 " ) 3+ 7 8 . 3 6 = N Y P - 1 5 " W / S O L I D C O V E R IN V O U T = 6 2 2 . 3 4 ( 1 5 " ) IN V I N = 6 2 2 . 4 4 ( 1 5 " ) IN V I N = 6 2 5 . 3 4 ( 1 2 " ) 2+ 7 4 . 3 6 = N Y P - 1 8 " W / S O L I D C O V E R IN V O U T = 6 2 0 . 7 7 ( 1 8 " ) IN V I N = 6 2 1 . 0 4 ( 1 5 " ) IN V I N = 6 2 5 . 4 4 ( 1 2 " ) 1+ 7 0 . 3 6 = N Y P - 1 8 " W / S O L I D C O V E R IN V O U T = 6 1 9 . 3 9 ( 1 8 " ) IN V I N = 6 1 9 . 9 9 ( 1 8 " ) IN V I N = 6 2 4 . 8 9 ( 1 2 " ) 0+ 6 6 . 3 5 = N Y P - 2 4 " W / S O L I D C O V E R IN V O U T = 6 1 8 . 0 1 ( 1 8 " ) IN V I N = 6 1 8 . 6 1 ( 1 8 " ) IN V I N = 6 2 4 . 5 1 ( 1 2 " ) 0+ 0 0 . 0 0 = M H 1 ( 6 0 " B A S E ) IN V O U T = 6 1 5 . 1 9 ( 2 4 " ) IN V I N = 6 1 6 . 6 9 ( 1 8 " ) IN V I N = 6 1 6 . 3 4 ( 2 4 " ) 0+ 0 0 . 0 0 = D I - 7 - T Y P E I I G R A T E (6 0 " B A S E ) IN V O U T = 6 1 3 . 8 0 IN V I N = 6 1 4 . 0 5 ( 1 5 " ) IN V I N = 6 1 4 . 0 5 ( 1 5 " ) IN V I N = 6 2 0 . 2 4 ( 1 2 " ) 0+ 7 6 . 9 5 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 1 6 . 3 3 10 + 8 6 . 8 7 = R O O F D R A I N IN V = 6 2 6 . 5 0 10 + 6 1 . 0 2 = D I - 7 - T Y P E I I G R A T E (4 8 " B A S E ) IN V O U T = 6 2 2 . 6 2 ( 1 5 " ) IN V I N = 6 2 2 . 8 7 ( 1 2 " ) 10 + 0 0 = A D S F l a r e d E n d S e c t i o n W / E S - 1 IN V O U T = 6 2 2 . 0 0 5' CL A1 RIP RAP 1. 5 " S A N I T A R Y X - I N G 12 " W / L X- I N G 6" W / L X- I N G ST O R M S E W E R P R O F I L E S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 40 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' BC1 BC2 CV1 CV2 CV3 CV4 CV5 CV6 -0+50 0+00 0+50 1+00 1+50 605 610 615 620 625 630 635 605 610 615 620 625 630 635 -0+50 0+00 0+50 1+00 605 610 615 620 625 630 635 605 610 615 620 625 630 635 -0+50 0+00 0+50 1+00 605 610 615 620 625 630 635 605 610 615 620 625 630 635 56' - 36" X 60" DBL BOX CULVERT @ 0.89% 41' - 34" x 53" TWIN ELIP RC P I I I @ 1.72% 13' - 15" ADS N - 1 2 @ 7 . 9 6 % Culvert Design Tue Jun 25 13:57:57 2019 Design Parameters Section Shape: Circular Material: ADS N-12 Diameter: 15.00 in Manning's n: 0.0120 Number of Barrels: 2 Inlet Inlet Type: End Section Ke: 0.40 Inverts Inlet Invert Elevation: 620.360 ft Outlet Invert Elevation: 619.320 ft Length: 13.070 ft Slope: 7.96 % Culvert Calculation Discharge: 2.2700 cfs Headwater Elevation: 620.994 ft Tailwater Elevation: 0.000 ft Downstream Velocity: 8.74 ft/s Downstream Flow Depth: 0.203 ft Flow Control Type: HY8 Inlet Control Culvert Design Mon Sep 9 12:43:14 2019 Design Parameters Section Shape: Circular Material: Concrete Diameter: 42.00 in Manning's n: 0.0130 Number of Barrels: 2 Inlet Inlet Type: Square Edge, 30 to 75 Degree Wingwall Flares Ke: 0.40 Inverts Inlet Invert Elevation: 616.200 ft Outlet Invert Elevation: 615.500 ft Length: 51.000 ft Slope: 1.37 % Culvert Calculation Discharge: 126.0496 cfs Headwater Elevation: 620.500 ft Tailwater Elevation: 0.000 ft Downstream Velocity: 12.46 ft/s Downstream Flow Depth: 1.821 ft Flow Control Type: Inlet Control, Unsub/submerged Culvert Design Tue Jun 25 13:43:38 2019 Design Parameters Section Shape: Box Material: Concrete Rise: 36.00 in Width: 60.00 in Manning's n: 0.0130 Number of Barrels: 2 Inlet Inlet Type: Square Edge, 30 to 75 Degree Wingwall Flares Ke: 0.40 Inverts Inlet Invert Elevation: 620.000 ft Outlet Invert Elevation: 619.500 ft Length: 56.000 ft Slope: 0.89 % Culvert Calculation Discharge: 126.4700 cfs Headwater Elevation: 622.631 ft Tailwater Elevation: 0.000 ft Downstream Velocity: 9.73 ft/s Downstream Flow Depth: 1.300 ft Flow Control Type: HY8 Inlet Control BC 1 - BC 2 CV 1 - CV 2 CV 3 - CV 4 PROPOSED GRADE EXISTING GRADE HGL PROPOSED GRADE EXISTING GRADE HGL PROPOSED GRADE EXISTING GRADE HGL TO P = 6 2 5 . 9 2 TO P = 6 2 6 . 4 2 TO P = 6 2 1 . 5 0 TO P = 6 2 2 . 2 0 TO P = 6 2 3 . 0 0 TO P = 6 1 9 . 3 2 0+ 0 0 . 0 0 = B C W - 2 1 ( W I N G W A L L S ) IN V O U T = 6 1 9 . 5 0 0+ 5 6 . 0 6 = B C W - 2 1 ( W I N G W A L L S ) IN V I N = 6 2 0 . 0 0 0+ 0 0 . 0 0 = E W - 6 IN V O U T = 6 1 5 . 5 0 0+ 0 0 . 0 0 = E W - 1 IN V O U T = 6 1 9 . 3 2 0+ 1 3 . 0 7 = E W - 1 IN V I N = 6 2 0 . 3 6 20' CL I RIP RAP 20' CL I RIP RAP 5' CL I RIP RAP C/ L M I L B U R N R D -0+50 0+00 0+50 1+00 605 610 615 620 625 630 635 605 610 615 620 625 630 635 22' - 15" ADS N-12 @ 1.18% 0+ 0 0 . 0 0 = E S - 1 IN V O U T = 6 1 9 . 6 1 0+ 2 6 . 2 5 IN V I N = 6 1 9 . 8 7 TO P = 6 1 9 . 6 1 TO P = 6 2 1 . 2 1 HGLPROPOSED GRADE EXISTING GRADE Culvert Design Fri Oct 18 10:35:21 2019 Design Parameters Section Shape: Circular Material: ADS N-12 Diameter: 15.00 in Manning's n: 0.0120 Number of Barrels: 1 Inlet Inlet Type: Ke: 0.70 Inverts Inlet Invert Elevation: 619.870 ft Outlet Invert Elevation: 619.610 ft Length: 22.300 ft Slope: 1.17 % Culvert Calculation Discharge: 2.5182 cfs Headwater Elevation: 620.693 ft Tailwater Elevation: 0.000 ft Downstream Velocity: 7.91 ft/s Downstream Flow Depth: 1.170 ft Flow Control Type: HY8 Outlet Control CV 5 - CV 6 51' - 34" x 53" TWIN ELIP RCP II I @ 1.38% 0+ 5 0 . 6 1 = E W - 6 IN V I N = 6 1 6 . 2 0 PRESCRIPTIVE EASEMENT PIPE MAY NOT EXTEND INTO EASEMENT, TIE EX. ROADSIDE DITCH INTO PROP. INVERT ST O R M S E W E R P R O F I L E S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 06 10/21/2019 41 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 ST O R M S E W E R C A L C U L A T I O N S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A Rev. No. Date 04 09/17/2019 N/A 42 06/28/2019 TTC 19-09 59 2760GC STORM SEWER PIPE CALCULATIONS From To DA (Acres) Runoff Coef. C CA (Increm.) CA (Accum.) Tc (min) Rainfall (in/hr) Runoff Q, (cfs) Invert Up (ft) Invert Down (ft) Length (ft) Slope (%) Diameter (in) Capacity (cfs) Velocity (fps) Increm Flow Time (min) Flow Time (min) Pipe Material STR 110 STR 109 0.74 0.48 0.36 0.36 5 6.50 2.32 619.02 614.94 120.18 3.39 15 13.87 1.89 0.25 1.06 ADS N-12 STR 109 STR 108 0.84 0.35 0.30 0.65 5 6.50 3.98 614.84 614.05 143.86 0.55 15 5.57 3.24 0.51 0.70 ADS N-12 STR 111 STR 108 0.48 0.30 0.14 0.14 5 6.50 0.93 616.33 614.05 76.95 2.96 15 12.96 0.76 0.22 1.69 ADS N-12 RD 4 D4 0.11 0.85 0.09 0.09 5 6.50 0.61 627.50 627.47 7.07 0.42 12 2.70 2.64 0.04 0.04 PVC D4 D3 0.00 0.00 0.00 0.09 0 0.00 0.61 627.47 626.49 98.00 1.00 12 4.15 3.59 0.45 0.45 PVC RD 3 D3 0.25 0.85 0.21 0.21 5 6.50 1.39 627.00 626.49 7.07 7.21 12 11.15 9.18 0.01 0.01 PVC D3 D2 0.00 0.00 0.00 0.31 0 0.00 1.94 626.49 625.45 104.00 1.00 12 4.15 4.92 0.35 0.35 PVC RD 2 D2 0.25 0.85 0.21 0.21 5 6.50 1.39 626.50 625.45 7.07 14.85 12 16.00 11.86 0.01 0.01 PVC D2 D1 0.00 0.00 0.00 0.52 0 0.00 3.21 625.45 622.51 98.00 3.00 12 7.19 4.09 0.19 0.40 PVC RD 1 D1 0.11 0.85 0.09 0.09 5 6.50 0.61 624.00 622.51 7.07 21.07 12 19.06 10.53 0.01 0.01 PVC D1 STR 108 0.00 0.00 0.00 0.61 0 0.00 3.70 622.51 620.24 16.57 13.70 12 15.37 4.77 0.02 0.06 PVC STR 108 STR 107 1.20 0.57 0.68 2.09 5 6.50 12.25 613.80 613.16 128.64 0.50 24 18.59 3.90 0.36 0.53 ADS N-12 STR 107 STR 106 0.64 0.79 0.51 2.60 5 6.50 14.79 613.06 612.25 134.75 0.60 24 20.42 4.71 0.33 0.45 ADS N-12 RD 7 D8 0.25 0.85 0.21 0.21 5 6.50 1.38 626.50 624.83 12.74 13.11 12 15.03 11.35 0.02 0.02 PVC D8 D7 0.00 0.00 0.00 0.21 0 0.00 1.39 624.83 621.93 104.00 2.79 12 6.94 6.54 0.26 0.26 PVC RD 6 D7 0.25 0.85 0.21 0.21 5 6.50 1.38 622.00 621.93 12.73 0.56 12 3.10 3.64 0.06 0.06 PVC D7 D6 0.00 0.00 0.00 0.43 0 0.00 2.72 621.93 620.47 72.84 2.00 12 5.87 6.95 0.17 0.17 PVC D6 D5 0.00 0.00 0.00 0.43 0 0.00 2.69 620.47 619.28 22.85 5.19 12 9.46 9.84 0.04 0.04 PVC RD 5 D5 0.11 0.85 0.09 0.09 5 6.50 0.61 624.73 619.28 25.16 21.66 12 19.32 10.63 0.04 0.04 PVC D5 STR 106 0.00 0.00 0.00 0.52 0 0.00 3.28 619.28 618.32 30.26 3.18 12 7.40 8.66 0.06 0.06 PVC STR 106 STR 104 0.67 0.79 0.53 3.65 5 6.50 20.25 611.75 611.03 144.61 0.50 30 33.80 4.13 0.35 0.55 ADS N-12 STR 112 STR 104 1.11 0.68 0.75 0.75 5 6.50 4.91 619.58 617.25 25.70 9.05 15 22.65 13.98 0.03 0.03 ADS N-12 STR 104 STR 103 0.78 0.76 0.60 5.00 5 6.50 26.99 610.93 610.37 93.55 0.60 30 37.03 5.50 0.20 0.27 ADS N-12 STR 103 STR 102 0.24 0.58 0.14 5.14 5 6.50 27.40 610.27 609.43 140.29 0.60 30 37.02 5.58 0.30 0.39 ADS N-12 RD 15 D15 0.31 0.85 0.26 0.26 5 6.50 1.71 622.85 621.68 14.14 8.31 12 11.97 2.18 0.02 0.11 PVC D15 D14 0.00 0.00 0.00 0.26 0 0.00 1.71 621.68 621.16 104.00 0.50 12 2.94 2.18 0.47 0.79 PVC RD 14 D14 0.31 0.85 0.26 0.26 5 6.50 1.71 622.35 621.16 14.14 8.45 12 12.07 2.18 0.02 0.11 PVC D14 D13 0.00 0.00 0.00 0.53 0 0.00 3.25 621.16 619.86 104.00 1.25 12 4.63 4.13 0.29 0.41 PVC RD 13 D13 0.31 0.85 0.26 0.26 5 6.50 1.71 622.35 621.61 14.14 5.24 12 9.51 8.71 0.03 0.03 PVC D13 D12 0.00 0.85 0.00 0.79 5 6.50 4.75 619.61 618.83 104.00 0.75 15 6.52 3.87 0.32 0.43 ADS N-12 RD 12 D12 0.31 0.85 0.26 0.26 5 6.50 1.71 622.35 621.83 14.14 3.69 12 7.97 7.68 0.03 0.03 PVC D12 D11 0.00 0.85 0.00 1.06 5 6.50 6.18 618.83 617.53 104.00 1.25 15 8.42 5.04 0.24 0.33 ADS N-12 RD 11 D11 0.31 0.85 0.26 0.26 5 6.50 1.71 622.35 621.53 14.14 5.81 12 10.01 9.04 0.03 0.03 PVC D11 D10 0.00 0.85 0.00 1.32 5 6.50 7.59 617.53 616.75 104.00 0.75 18 10.60 4.48 0.28 0.39 ADS N-12 RD 10 D10 0.31 0.85 0.26 0.26 5 6.50 1.71 622.35 620.75 14.14 11.32 12 13.97 11.46 0.02 0.02 PVC D10 STR 102 0.00 0.85 0.00 1.58 5 6.50 8.92 616.75 614.93 109.21 1.67 18 15.82 8.81 0.21 0.21 ADS N-12 RD 9 STR 102 0.16 0.85 0.13 0.13 5 6.50 0.86 626.97 617.93 36.30 24.90 12 20.72 12.35 0.05 0.05 PVC STR 102 STR 101 0.00 0.50 0.00 6.85 5 6.50 35.87 609.33 607.66 168.78 0.99 30 47.48 7.31 0.28 0.36 ADS N-12 STR 121 STR 120 0.41 0.55 0.22 0.22 5 6.50 1.45 624.18 623.62 112.33 0.50 15 5.32 3.50 0.53 0.53 ADS N-12 STR 120 STR 119 0.72 0.77 0.55 0.78 5 6.50 4.89 623.52 622.62 120.00 0.75 15 6.52 5.50 0.36 0.36 ADS N-12 STR 119 STR 118 0.76 0.78 0.59 1.37 5 6.50 8.42 622.27 621.37 120.01 0.75 18 10.60 6.26 0.32 0.32 ADS N-12 STR 118 STR 117 0.76 0.78 0.59 1.96 5 6.50 11.82 620.77 618.67 119.99 1.75 18 16.19 6.69 0.21 0.30 ADS N-12 STR 117 STR 116 0.76 0.78 0.59 2.55 5 6.50 15.12 617.57 616.97 120.02 0.50 24 18.64 4.84 0.32 0.41 ADS N-12 STR 116 STR 115 0.78 0.78 0.61 3.16 5 6.50 18.32 616.87 616.34 106.14 0.50 24 18.63 5.89 0.30 0.30 ADS N-12 RD 22 D22 0.31 0.85 0.26 0.26 5 6.50 1.71 628.18 625.28 21.21 13.67 12 15.35 2.18 0.03 0.16 PVC D22 D21 0.00 0.00 0.00 0.26 0 0.00 1.70 625.28 624.76 104.00 0.50 12 2.94 2.16 0.47 0.79 PVC RD 21 D21 0.31 0.85 0.26 0.26 5 6.50 1.71 627.68 624.76 21.21 13.76 12 15.40 2.18 0.03 0.16 PVC D21 D20 0.00 0.00 0.00 0.53 0 0.00 3.24 624.76 623.72 104.00 1.00 12 4.15 4.12 0.31 0.41 PVC RD 20 D20 0.31 0.85 0.26 0.26 5 6.50 1.71 627.68 625.47 21.21 10.42 12 13.40 11.13 0.03 0.03 PVC D20 D19 0.00 0.50 0.00 0.79 0 0.00 4.74 623.22 622.44 104.00 0.75 15 6.52 3.86 0.32 0.43 ADS N-12 RD 19 D19 0.31 0.85 0.26 0.26 5 6.50 1.71 627.68 625.34 21.21 11.03 12 13.79 11.36 0.03 0.03 PVC D19 D18 0.00 0.50 0.00 1.06 0 0.00 6.16 622.34 621.04 104.00 1.25 15 8.42 5.02 0.24 0.33 ADS N-12 RD 18 D18 0.31 0.85 0.26 0.26 5 6.50 1.71 627.68 625.44 21.21 10.54 12 13.48 11.18 0.03 0.03 PVC D18 D17 0.00 0.50 0.00 1.32 0 0.00 7.57 620.77 619.99 104.00 0.75 18 10.62 4.28 0.28 0.39 ADS N-12 RD 17 D17 0.31 0.85 0.26 0.26 5 6.50 1.71 627.68 624.89 21.21 13.15 12 15.06 12.09 0.03 0.03 PVC D17 D16 0.00 0.50 0.00 1.58 0 0.00 8.90 619.39 618.61 104.00 0.75 18 10.60 5.03 0.27 0.33 ADS N-12 RD 16 D16 0.16 0.85 0.13 0.13 5 6.50 0.86 627.14 624.51 21.21 12.42 12 14.63 9.67 0.04 0.04 PVC D16 STR 115 0.00 0.50 0.00 1.71 0 0.00 9.48 618.01 616.69 66.35 1.99 18 17.27 5.63 0.12 0.20 ADS N-12 STR 115 STR 114 0.00 0.50 0.00 4.87 0 0.00 26.67 615.19 612.91 113.94 2.00 24 37.26 8.49 0.15 0.21 ADS N-12 STR 114 STR 113 0.64 0.51 0.33 5.20 5 6.50 28.15 611.81 609.77 162.85 1.25 24 29.51 8.96 0.29 0.29 ADS N-12 STR 113 STR 101 0.92 0.39 0.36 5.56 5 6.50 29.68 608.17 607.66 98.67 0.52 30 34.36 6.05 0.22 0.26 ADS N-12 STR 101 STR 100B 0.60 0.43 0.26 12.67 5 6.50 65.24 607.56 606.32 124.39 1.00 36 71.75 9.23 0.21 0.21 RCP III STR 100B STR 100A 0.22 0.30 0.07 12.73 5 6.50 64.97 606.22 606.02 19.71 1.00 36 71.74 9.84 0.03 0.03 RCP III STR 100A STR 100 0.02 0.30 0.01 12.74 5 6.50 64.91 605.92 605.00 79.83 1.15 36 77.03 11.54 0.12 0.12 RCP III HYDRAULIC GRADE LINE CALCULATIONS Inlet No. Outlet W.S.E. (ft) Do (in) Qo (cfs) Lo (ft) Sfo (%) Hf (ft) JUNCTION LOSS Final H (ft) Inlet W.S.E. (ft) Rim Elev (ft)Vo (fps) Ho (ft) Qi (cfs) Vi (fps)QiVi Vi^2/2g Hi (ft) Angle (deg)K Hb (ft) Ht (ft) 1.3Ht (ft) 0.5Ht (ft) STR 100B 609.20 36 64.97 19.71 0.94 0.19 9.84 0.30 0.49 609.69 616.50 STR 100A 607.40 36 64.91 79.83 0.99 0.79 11.54 0.41 1.20 608.60 616.50 STR 101 610.30 36 65.24 124.39 0.95 1.18 9.23 0.33 35.87 7.31 262.16 0.83 0.29 86 0.7 0.58 1.21 0.60 1.79 612.08 29.68 6.05 179.43 0.57 78 0.7 0.38 618.85 STR 113 612.08 30 29.68 98.67 0.44 0.44 6.05 0.14 28.15 8.96 252.30 1.25 0.44 32 0.4 0.46 1.04 0.52 0.96 613.04 620.33 STR 114 613.04 24 28.15 162.85 1.31 2.14 8.96 0.31 26.67 8.49 226.36 1.12 0.39 84 0.7 0.78 1.48 0.74 2.88 615.92 621.50 STR 115 615.92 24 26.67 113.94 1.18 1.34 8.49 0.28 18.32 5.89 107.90 0.54 0.19 1 0.0 0.01 0.79 0.40 1.74 617.66 18.41 5.89 108.42 0.54 1 0.0 0.01 627.11 STR 116 617.94 24 18.32 106.14 0.58 0.62 5.89 0.13 15.12 4.84 73.13 0.36 0.13 0 0.0 0.00 0.26 0.34 0.17 0.79 618.73 626.95 STR 117 618.73 24 15.12 120.02 0.34 0.41 4.84 0.09 11.82 6.69 79.06 0.70 0.24 0 0.0 0.00 0.33 0.43 0.22 0.63 619.36 626.95 STR 118 619.87 18 11.82 119.99 1.12 1.35 6.69 0.17 8.42 6.26 52.72 0.61 0.21 0 0.0 0.00 0.39 0.50 0.25 1.60 621.47 626.94 STR 119 622.57 18 8.42 120.01 0.57 0.68 6.26 0.15 4.89 5.50 26.89 0.47 0.16 0 0.0 0.00 0.32 0.41 0.21 0.89 623.46 626.95 STR 120 623.62 15 4.89 120.00 0.51 0.61 5.50 0.12 1.45 3.50 5.09 0.19 0.07 0 0.0 0.00 0.18 0.24 0.12 0.73 624.35 626.95 STR 121 624.62 15 1.45 112.33 0.04 0.05 3.50 0.06 0.06 0.07 0.04 0.09 624.71 626.95 D16 617.89 18 9.48 66.35 0.72 0.48 5.63 0.12 0.86 9.67 8.29 1.45 0.15 31 0.4 0.52 0.80 0.40 0.88 618.77 8.90 5.28 46.93 0.43 76 0.7 0.29 630.00 RD 16 625.31 12 0.86 21.21 0.05 0.01 9.67 0.44 0.44 0.57 0.28 0.29 625.60 630.68 D17 619.81 18 8.90 104.00 0.64 0.66 5.03 0.10 1.71 12.09 20.73 2.27 0.11 45 0.5 1.07 1.27 0.64 1.30 621.11 7.57 4.47 33.80 0.31 0 0.0 0.00 629.78 RD 17 625.69 12 1.71 21.21 0.21 0.04 12.09 0.68 0.68 0.89 0.44 0.49 626.18 630.68 D18 621.19 18 7.57 104.00 0.46 0.48 4.28 0.07 1.71 11.18 19.17 1.94 0.14 45 0.5 0.91 1.12 1.46 0.73 1.21 622.40 6.16 5.02 30.97 0.39 0 0.0 0.00 630.45 RD 18 626.24 12 1.71 21.21 0.21 0.04 11.18 0.58 0.58 0.76 0.38 0.42 626.67 630.68 D19 622.40 15 6.16 104.00 0.77 0.80 5.02 0.10 1.71 11.36 19.48 2.01 0.70 45 0.5 0.94 1.74 2.26 1.13 1.94 624.33 4.74 3.86 18.30 0.23 0 0.0 0.00 629.78 RD 19 626.14 12 1.71 21.21 0.21 0.04 11.36 0.60 0.60 0.78 0.39 0.43 626.57 630.68 D20 624.33 15 4.74 104.00 0.46 0.47 3.86 0.06 1.71 11.13 19.08 1.93 0.67 45 0.5 0.90 1.64 2.13 1.06 1.54 625.87 3.24 4.12 13.33 0.26 0 0.0 0.00 629.78 RD 20 626.27 12 1.71 21.21 0.21 0.04 11.13 0.58 0.58 0.75 0.38 0.42 626.69 630.68 D21 625.87 12 3.24 104.00 0.70 0.73 4.12 0.07 1.71 2.18 3.74 0.07 0.03 45 0.5 0.03 0.13 0.06 0.79 626.66 1.70 2.16 3.68 0.07 0 0.0 0.00 629.78 RD 21 626.66 12 1.71 21.21 0.20 0.04 2.18 0.02 0.02 0.03 0.01 0.06 626.72 630.68 D22 626.66 12 1.70 104.00 0.19 0.20 2.16 0.02 1.71 2.18 3.74 0.07 0.03 45 0.5 0.03 0.08 0.04 0.24 626.90 629.78 RD 22 626.90 12 1.71 21.21 0.20 0.04 2.18 0.02 0.02 0.03 0.01 0.06 626.96 630.68 STR 102 612.08 30 35.87 168.78 0.65 1.09 7.31 0.21 0.86 12.35 10.59 2.37 0.17 62 0.6 1.35 1.72 2.24 1.12 2.21 614.30 8.92 8.81 78.65 1.21 61 0.6 0.69 0.86 12.35 10.59 2.37 62 0.6 1.35 626.28 STR 103 614.30 30 27.40 140.29 0.38 0.53 5.58 0.12 26.99 5.50 148.45 0.47 0.16 14 0.2 0.08 0.37 0.18 0.72 615.01 623.30 STR 104 615.01 30 26.99 93.55 0.37 0.34 5.50 0.12 4.91 13.98 68.59 3.04 0.09 61 0.6 1.71 1.92 0.96 1.31 616.32 20.25 4.13 83.57 0.26 32 0.4 0.10 623.15 STR 112 618.25 15 4.91 25.70 0.51 0.13 13.98 0.91 0.91 1.19 0.59 0.72 618.97 623.10 STR 106 616.32 30 20.25 144.61 0.21 0.30 4.13 0.07 3.28 8.66 28.43 1.17 0.12 46 0.5 0.55 0.74 0.37 0.67 616.99 14.79 4.71 69.61 0.34 0 0.0 0.00 623.15 STR 107 616.99 24 14.79 134.75 0.36 0.49 4.71 0.09 12.25 3.90 47.75 0.24 0.08 0 0.0 0.00 0.17 0.22 0.11 0.60 617.59 623.15 STR 108 617.59 24 12.25 128.64 0.25 0.32 3.90 0.06 3.70 4.77 17.69 0.35 0.12 90 0.7 0.25 0.44 0.57 0.28 0.60 618.19 3.98 3.24 12.89 0.16 28 0.3 0.05 3.70 4.77 17.69 0.35 90 0.7 0.25 623.14 STR 111 618.19 15 0.93 76.95 0.02 0.01 0.76 0.00 0.00 0.00 0.00 0.02 618.20 621.33 STR 109 618.19 15 3.98 143.86 0.32 0.46 3.24 0.04 2.32 1.89 4.39 0.06 0.02 41 0.4 0.02 0.08 0.11 0.06 0.52 618.71 617.84 STR 110 618.71 15 2.32 120.18 0.11 0.13 1.89 0.02 0.02 0.02 0.01 0.14 618.85 622.02 D1 621.04 12 3.70 16.57 0.96 0.16 4.77 0.09 0.61 10.53 6.45 1.72 0.09 45 0.5 0.81 0.99 0.49 0.65 621.69 3.21 4.09 13.13 0.26 0 0.0 0.00 628.42 RD 1 623.31 12 0.61 7.07 0.03 0.00 10.53 0.52 0.52 0.67 0.34 0.34 623.65 630.28 D2 623.31 12 3.21 98.00 0.72 0.71 4.09 0.06 1.39 11.86 16.43 2.19 0.76 45 0.5 1.03 1.86 0.93 1.64 624.95 1.94 4.92 9.54 0.38 0 0.0 0.00 630.03 RD 2 626.38 12 1.39 7.07 0.11 0.01 11.86 0.66 0.66 0.85 0.43 0.43 626.81 630.28 D3 626.38 12 1.94 104.00 0.22 0.23 4.92 0.09 1.39 9.18 12.72 1.31 0.46 45 0.5 0.62 1.17 0.58 0.81 627.19 0.61 3.59 2.20 0.20 0 0.0 0.00 630.03 RD 3 627.29 12 1.39 7.07 0.13 0.01 9.18 0.39 0.39 0.51 0.26 0.26 627.56 630.28 D4 627.29 12 0.61 98.00 0.03 0.03 3.59 0.05 0.61 2.64 1.62 0.11 0.04 45 0.5 0.05 0.14 0.07 0.10 627.39 630.44 RD 4 628.27 12 0.61 7.07 0.03 0.00 2.64 0.03 0.03 0.04 0.02 0.02 628.29 630.98 D5 619.12 12 3.28 30.26 0.75 0.23 8.66 0.29 0.61 10.63 6.51 1.76 0.53 45 0.5 0.83 1.65 0.82 1.05 620.17 2.69 9.84 26.52 1.51 0 0.0 0.01 627.01 RD 5 620.17 12 0.61 25.16 0.02 0.01 10.63 0.53 0.53 0.69 0.34 0.35 620.52 627.23 D6 620.17 12 2.69 22.85 0.43 0.10 9.84 0.38 2.72 6.95 18.93 0.75 0.26 45 0.5 0.35 0.99 0.50 0.59 620.77 626.90 D7 621.27 12 2.72 72.84 0.52 0.38 6.95 0.19 1.39 6.54 9.07 0.67 0.23 0 0.0 0.00 0.52 0.26 0.64 621.91 1.38 3.64 5.04 0.21 45 0.5 0.10 626.90 RD 6 622.73 12 1.38 12.73 0.13 0.02 3.64 0.06 0.06 0.08 0.04 0.06 622.78 626.99 D8 622.73 12 1.39 104.00 0.13 0.14 6.54 0.17 1.38 11.35 15.72 2.00 0.70 45 0.5 0.94 1.81 0.90 1.04 623.77 629.83 RD 7 625.73 12 1.38 12.74 0.11 0.01 11.35 0.60 0.60 0.78 0.39 0.40 626.14 630.28 RD 9 618.73 12 0.86 36.30 0.05 0.02 12.35 0.71 0.71 0.92 0.46 0.48 619.21 630.00 D10 616.13 18 8.92 109.21 0.64 0.70 8.81 0.30 1.71 11.46 19.66 2.04 0.11 32 0.4 0.75 1.16 0.58 1.28 617.41 7.59 4.48 33.97 0.31 13 0.2 0.05 626.59 RD 10 621.55 12 1.71 14.14 0.21 0.03 11.46 0.61 0.61 0.80 0.40 0.43 621.98 626.69 D11 617.95 18 7.59 104.00 0.46 0.48 4.48 0.08 1.71 9.04 15.49 1.27 0.14 45 0.5 0.60 0.81 1.06 0.53 1.01 618.96 6.18 5.04 31.16 0.39 0 0.0 0.00 626.59 RD 11 622.33 12 1.71 14.14 0.21 0.03 9.04 0.38 0.38 0.49 0.25 0.28 622.61 626.69 D12 618.96 15 6.18 104.00 0.78 0.81 5.04 0.10 1.71 7.68 13.16 0.92 0.08 45 0.5 0.43 0.61 0.79 0.40 1.20 620.16 4.75 3.87 18.41 0.23 0 0.0 0.00 626.59 RD 12 622.63 12 1.71 14.14 0.21 0.03 7.68 0.27 0.27 0.36 0.18 0.21 622.84 626.69 D13 620.16 15 4.75 104.00 0.46 0.48 3.87 0.06 1.71 8.71 14.94 1.18 0.41 45 0.5 0.55 1.03 1.33 0.67 1.14 621.31 3.25 4.13 13.42 0.27 0 0.0 0.00 626.59 RD 13 622.41 12 1.71 14.14 0.21 0.03 8.71 0.35 0.35 0.46 0.23 0.26 622.67 626.69 D14 621.31 12 3.25 104.00 0.70 0.73 4.13 0.07 1.71 2.18 3.73 0.07 0.03 0 0.0 0.00 0.13 0.06 0.80 622.10 1.71 2.18 3.74 0.07 45 0.5 0.03 626.59 RD 14 622.10 12 1.71 14.14 0.17 0.02 2.18 0.02 0.02 0.03 0.01 0.04 622.14 626.69 D15 622.10 12 1.71 104.00 0.17 0.17 2.18 0.02 1.71 2.18 3.74 0.07 0.03 45 0.5 0.03 0.08 0.04 0.21 622.32 626.59 RD 15 622.48 12 1.71 14.14 0.21 0.03 2.18 0.02 0.02 0.03 0.01 0.04 622.52 626.69 Curb Cut No. Width (ft) DA (Ac.)CN Flow (cfs) Slope (%) Xslope (%) Spread (ft) Depth (in) CC 1 3 0.11 0.77 0.53 0.70 4.00 3.85 1.9 CC 2 3 0.11 0.77 0.53 0.70 4.00 3.85 1.9 CC 3 3 0.12 0.73 0.57 0.70 4.00 3.97 1.9 CC 4 3 0.20 0.75 0.95 0.70 4.00 5.58 2.7 CC 5 3 0.20 0.75 0.95 0.70 4.00 5.58 2.7 CC 6 3 0.20 0.75 0.95 0.70 4.00 5.58 2.7 CC 7 3 0.22 0.76 1.09 0.70 4.00 6.12 2.9 CC 8 3 0.22 0.76 1.09 0.70 4.00 6.12 2.9 10%8%10' 10'13' 1' NOT TO SCALE PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 67.21 CFS --3.74 FPS 10 YR STORM EVENT: 92.53 CFS 1.17' -- CHANNEL SLOPE 1.50% RIPRAP CHANNEL SECTION #2 VDOT CLASS AI RIPRAP 10' 7.2' 1. 2 ' 1. 7 ' 7.2' 8:1 8:1 NOT TO SCALE PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 67.21 CFS --3.31 FPS 10 YR STORM EVENT: 92.53 CFS 1.64' -- CHANNEL SLOPE 1.20% GRASS CHANNEL SECTION #3 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 3:13:1 10' 1. 6 4 ' 4.9' NOT TO SCALE PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 3.02 CFS -- 1.61 FPS 10 YR STORM EVENT: 4.16 CFS 0.60' -- CHANNEL SLOPE 2.00% GRASS CHANNEL SECTION #4 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 3:13:12' 3'3' NOT TO SCALE GRASS CHANNEL SECTION #5 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.00 CFS --2.14 FPS 10 YR STORM EVENT: 1.37 CFS 0.21' -- CHANNEL SLOPE 7.70% NOT TO SCALE GRASS CHANNEL SECTION #6 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.08 CFS -- 1.15 FPS 10 YR STORM EVENT: 1.50 CFS 0.34' -- CHANNEL SLOPE 2.50% NOT TO SCALE GRASS CHANNEL SECTION #7 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.08 CFS -- 1.32 FPS 10 YR STORM EVENT: 1.50 CFS 0.33' -- CHANNEL SLOPE 2.90% NOT TO SCALE GRASS CHANNEL SECTION #8 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 2.55 CFS --2.39 FPS 10 YR STORM EVENT: 3.53 CFS 0.40' -- CHANNEL SLOPE 4.60% NOT TO SCALE GRASS CHANNEL SECTION #9 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 2.55 CFS -- 1.61 FPS 10 YR STORM EVENT: 3.53 CFS 0.58' -- CHANNEL SLOPE 2.00% NOT TO SCALE GRASS CHANNEL SECTION #10 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 2.03 CFS -- 1.39 FPS 10 YR STORM EVENT: 2.90 CFS 0.52' -- CHANNEL SLOPE 2.00% NOT TO SCALE GRASS CHANNEL SECTION #11 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 5.40 CFS --2.00 FPS 10 YR STORM EVENT: 7.73 CFS 0.78' -- CHANNEL SLOPE 2.00% NOT TO SCALE GRASS CHANNEL SECTION #12 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 5.40 CFS --0.90 FPS 10 YR STORM EVENT: 7.73 CFS 1.29' -- CHANNEL SLOPE 0.50% NOT TO SCALE GRASS CHANNEL SECTION #13 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.13CFS --0.30 FPS 10 YR STORM EVENT: 0.17 CFS 0.09' -- CHANNEL SLOPE 2.00% NOT TO SCALE CONCRETE CHANNEL SECTION #14 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.80 CFS --5.46' 10 YR STORM EVENT: 1.10 CFS 0.03' -- CHANNEL SLOPE 28.00% NOT TO SCALE GRASS CHANNEL SECTION #15 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 248.43 CFS --7.18 FPS 10 YR STORM EVENT: 342.00 CFS 2.49' -- CHANNEL SLOPE 2.00% NOT TO SCALE RIPRAP CHANNEL SECTION #16 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 248.43 CFS --4.11 FPS 10 YR STORM EVENT: 342.00 CFS 3.65' -- CHANNEL SLOPE 0.43% NOT TO SCALE RIPRAP CHANNEL SECTION #1 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 67.21 CFS --4.71 FPS 10 YR STORM EVENT: 92.53 CFS 0.89' -- CHANNEL SLOPE 3.5% 3:1 1. 8 ' 3.6'3.6' 1' 5:1 5'3' 3:1 3:1 1 . 5 ' 3:1 2' 4'6.6' 1. 3 ' 5:1 8% HERE TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 3:1 2' 3.6'3.6' 1'3:1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 2.5:1 2' 2.5'2' 2:1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 3:1 2' 2' 10'3.6' 1 '3:1 2' 1 ' 2' 1 ' 2' 1 ' 2' 2'2' VDOT CLASS AI RIPRAP TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 3:13:12' 3'3' 1' 2' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 3:13:12' 3'3' 1' 2' 4.9:1 1. 4 ' 5.3'9' 9:1 5.3' 1 ' VDOT GC-6 VDOT CLASS A1 RIP RAP 3:13:1 10' 2. 5 ' 7.5'7.5' 3:13:1 10' 3. 6 5 ' 11'11'' VDOT CLASS AI RIPRAP 5.3' 2%2% CLASS A3 CONCRETE SEE CONCRETE SCUPPER DETAIL ON SHEET 47. 1. 2 ' 4.9' 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 DI T C H C R O S S S E C T I O N S A N D C O M P U T A T I O N S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A Rev. No. Date 04 09/17/2019 N/A 43 06/28/2019 TTC 19-09 59 2760GC Area: 65.133 Acre C: 0.344 Area: 65.133 Acre C: 0.344 Area: 65.133 Acre C: 0.344 Area: 3.834 Acre C: 0.263 Area: 0.855 Acre C: 0.269 Area: 0.855 Acre C: 0.269 Area: 0.855 Acre C: 0.269 Area: 1.176 Acre C: 0.461 Area: 1.176 Acre C: 0.461 Area: 3.201 Acre C: 0.315 Area: 9.423 Acre C: 0.285 Area: 9.423 Acre C: 0.285 Area: 0.046 Acre C: 0.535 Area: 0.195 Acre C: 0.848 Area: 215.645 Acre C: 0.384 Area: 215.645 Acre C: 0.384 NOT TO SCALE GRASS CHANNEL SECTION #17 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.13 CFS --0.34 FPS 10 YR STORM EVENT: 0.18 CFS 0.11' -- CHANNEL SLOPE 2.50% NOT TO SCALE GRASS CHANNEL SECTION #21 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.41 CFS --0.57 FPS 10 YR STORM EVENT: 0.56 CFS 0.22' -- CHANNEL SLOPE 2.00% NOT TO SCALE GRASS CHANNEL SECTION #25 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.46 CFS -- 1.91 FPS 10 YR STORM EVENT: 0.64 CFS 0.10' -- CHANNEL SLOPE 12.12% NOT TO SCALE GRASS CHANNEL SECTION #18 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.67 CFS --0.99 FPS 10 YR STORM EVENT: 0.92 CFS 0.18' -- CHANNEL SLOPE 5.00% NOT TO SCALE GRASS CHANNEL SECTION #22 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.18 CFS --0.38 FPS 10 YR STORM EVENT: 0.26 CFS 0.12' -- CHANNEL SLOPE 3.00% NOT TO SCALE GRASS CHANNEL SECTION #26 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.77 CFS -- 1.17 FPS 10 YR STORM EVENT: 1.07 CFS 0.28' -- CHANNEL SLOPE 3.00% NOT TO SCALE GRASS CHANNEL SECTION #19 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.18 CFS -- 1.15 FPS 10 YR STORM EVENT: 1.63 CFS 0.35' -- CHANNEL SLOPE 2.50% NOT TO SCALE GRASS CHANNEL SECTION #23 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.45 CFS --2.33 FPS 10 YR STORM EVENT: 0.63 CFS 0.10' -- CHANNEL SLOPE 18.60% NOT TO SCALE GRASS CHANNEL SECTION #27 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.77 CFS -- 1.95 FPS 10 YR STORM EVENT: 1.07 CFS 0.19' -- CHANNEL SLOPE 8.00% NOT TO SCALE GRASS CHANNEL SECTION #20 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 0.52 CFS --0.86 FPS 10 YR STORM EVENT: 0.72 CFS 0.25' -- CHANNEL SLOPE 2.50% NOT TO SCALE GRASS CHANNEL SECTION #24 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 1.04 CFS --0.78 FPS 10 YR STORM EVENT: 1.43 CFS 0.39' -- CHANNEL SLOPE 1.50% NOT TO SCALE GRASS CHANNEL SECTION #28 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 103.90 CFS --7.14 FPS 10 YR STORM EVENT: 143.04CFS 0.73' -- CHANNEL SLOPE 8.00% 30:1 1. 1 ' 12'4' 1'5:1 2' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 2' 4:1 4'12' 25:11. 8 ' 1' 5:1 4:1 2'5'4' 1. 6 ' 1' 4:1 5:1 2'4'5' 1. 5 ' 1' 12'12'2' 1' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 4:1 2'4'8.7' 7:11' 1. 5 ' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 3:1 2'3'3' 3:1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 1. 8 ' 1' 4:1 2'4'7' 7:11' 1. 5 ' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 3:1 2'4.3'3' 3:1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 0. 7 ' 1' 4:1 2'4'2.6' 3:1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 2' 1' 2:1 GRAVEL SHOULDER 4' GRASS SHOULDER 3:1 2'3'5' 5:1 TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 1. 5 ' 1' 8:15:1 10' 5'8' 1. 5 ' 1' VDOT CLASS AI RIPRAP NOT TO SCALE CHANNEL SECTION ES-1 PEAK FLOW DEPTH VELOCITY 2 YR STORM EVENT: 103.9 CFS --4.30 FPS 10 YR STORM EVENT: 143.04 CFS 2.35' -- CHANNEL SLOPE 0.43% 3:13:1 10' 2. 3 5 ' 9'9' TRAPEZOID GRASS SWALE WITH NA GREEN SC150 LINING OR APPROVED EQUAL 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 DI T C H C R O S S S E C T I O N S A N D C O M P U T A T I O N S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A Rev. No. Date 04 09/17/2019 N/A 44 06/28/2019 TTC 19-09 59 2760GC x-section 28 CF (weighted): 0.331 Total Area: 104.951 Acre Area: 104.951 Acre C: 0.331 Area: 0.062 Acre C: 0.474 Area: 0.433 Acre C: 0.330 Area: 0.584 Acre C: 0.434 Area: 0.186 Acre C: 0.584 Area: 0.213 Acre C: 0.413 Area: 0.097 Acre C: 0.393 Area: 0.117 Acre C: 0.803 Area: 0.299 Acre C: 0.737 Area: 104.951 Acre C: 0.331 Area: 0.339 Acre C: 0.484 Area: 0.127 Acre C: 0.754 Area: 0.339 Acre C: 0.484 FULL PROFILE WATERLINE "A" -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 615 620 625 630 610 615 620 625 630 0+ 2 0 . 4 1 = 1 1 . 2 5 ° B E N D 0+ 4 4 . 7 3 = 4 5 ° B E N D 0+ 7 4 . 4 1 = 1 2 " x 6 " T E E 1- 6 " G . V . 1+ 9 9 . 4 1 = 1 2 " X 8 " T E E L A T 1- 1 2 " x 6 " R E D U C E R , 1 - 8 " G . V . , 1 - 6 " G . V . 2+ 1 7 . 9 1 = F H A S S E M B L Y 12" W/L DIP CL 52 EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L 4' MIN. RESTRAINT JOINTS (TYP.) COMPACT FILL TO 95% MAXIMUM DRY DENSITY PER ASTM D698 FULL PROFILE WATERLINE "B" 0+ 0 0 = 1 2 " T E E W / L A 3- 1 2 " G . V . 18" MIN. -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 605 610 615 620 625 630 600 605 610 615 620 625 630 600 -1+00 2+ 2 2 . 5 8 = 1 2 " T E E W / L " B " 3- 1 2 " G . V . 8+ 1 3 . 2 5 = 1 2 " T E E W / L " D " 3- 1 2 " G . V . 13 + 0 3 . 3 9 = 1 2 " C R O S S W/ L " E " 4- 1 2 " G . V . 9+ 7 8 . 8 9 = 1 2 " x 6 " T E E 1- 6 " G . V . 2+ 1 2 . 5 8 = 4 5 ° B E N D RESTRAINT JOINTS (TYP.) 12" W/L DIP CL 5 2 12" W/L DIP CL 52 12 " W / L D I P C L 5 2 EX. GRADE @ PIPE C/L EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L CONNECT TO EX WATER LINE. CONTRACTOR TO FIELD VERIFY ASBUILT CONDITIONS OF WATER LINE PRIOR TO START OF CONSTRUCTION. 0- 3 7 . 7 6 = E X 1 2 " C R O S S EX 2 - 1 2 " G . V . 0- 2 2 . 2 2 = E X 1 2 " x 6 " T E E EX 1 - 6 " G . V . 0- 1 9 . 2 2 = E X 1 2 " G . V . 4' MIN. 4' MIN. COMPACT FILL TO 95% MAXIMUM DRY DENSITY PER ASTM D698 STUB TO BE TERMINATED WITH MJ CAP AND FLUSHING ASSEMBLY AS REQUIRED BY FREDERICK WATER 15 " S T M . XI N G 18" MIN. 36 " S T M . XI N G COMPACT FILL TO 95% MAXIMUM DRY DENSITY PER ASTM D698 1. 5 " S A N I T A R Y X - I N G W/ 6 " S C H 8 0 S L E E V E 18" MIN. 1. 5 " S A N I T A R Y X I N G W/ 6 " S C H 8 0 S L E E V E 18" MIN. 0+ 0 0 = A P P R O X L O C A T I O N E X W / L 4' MIN. RESTRAINT JOINTS (TYP.) 5+ 3 . 7 4 = A I R R E L E A S E / V A C U U M V A L V E -0+50 0+00 0+50 1+00 1+50 2+00 620 625 615 610 620 625 615 610 EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L 1+ 1 6 . 6 7 = F H A S S E M B L Y 605 6051+ 0 3 . 6 8 = 1 - 8 " x 6 " R E D U C E R 1+ 1 1 . 6 0 = 1 - 6 " G . V . 4' MIN. FULL PROFILE WATERLINE "C" 0+ 0 0 = 1 - 8 " X 1 2 " T E E W / L " D " 1- 8 " G . V . 610 6" S A N X I N G 30" STM. XING 8" W/L DIP CL 52 WA T E R L I N E P R O F I L E GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A Rev. No. Date 01 07/22/2019 45 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 NOTE: 1. ALL RESTRAINT JOINTS 20' MINIMUM INTO ORIGINAL GROUND -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 615 620 625 630 635 640 610 615 620 625 630 635 640 FULL PROFILE WATERLINE "D" 1+ 8 1 . 5 9 = 1 2 " x 6 " T E E 2- 6 " G . V . 5+ 5 9 . 5 9 = 1 2 " x 6 " T E E 2- 6 " G . V . 6+ 5 1 = 4 5 ° B E N D 10 + 4 8 . 2 8 = 1 2 " T E E W / L " E " 3- 1 2 " G . V . 12" W/L DIP CL 52 12" W/L DIP CL 52 12" W/L DIP CL 52 COMPACT FILL TO 95% MAXIMUM DRY DENSITY PER ASTM D698 EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L 4' MIN. EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L 4' MIN. EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L 4' MIN. 0+ 0 0 = 1 2 " T E E W / L A 3- 1 2 " G . V . -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 605 610 615 620 625 630 635 600 605 610 615 620 625 630 635 FULL PROFILE WATERLINE "E" COMPACT FILL TO 95% MAXIMUM DRY DENSITY PER ASTM D698 0+ 0 0 = 1 2 " T E E W / L " D " 3- 1 2 " G . V . 6+ 7 1 . 3 0 = 1 2 " T E E L A T 1- 1 2 " G . V . 9+ 0 4 . 8 = 1 2 " C R O S S W / L " A " 4- 1 2 " G . V . 7+ 3 7 . 9 8 = 1 2 " x 6 " T E E 2- 6 " G . V . 6+ 5 1 . 8 5 = 1 2 " x 6 " T E E 2- 6 " G . V . 4+ 1 1 . 3 0 = 1 2 " x 6 " T E E 2- 6 " G . V . 0+ 5 0 = 1 2 " x 6 " T E E 2- 6 " G . V . EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L 4' MIN. EX. GRADE @ PIPE C/L PROP. GRADE @ PIPE C/L 4' MIN. RESTRAINT JOINTS (TYP.) 18" MIN. 30 " S T M . XI N G 24 " S T M . XI N G 18" MIN. STUB TO BE TERMINATED WITH MJ CAP AND FLUSHING ASSEMBLY AS REQUIRED BY FREDERICK WATER STUB TO BE TERMINATED WITH MJ CAP AND FLUSHING ASSEMBLY AS REQUIRED BY FREDERICK WATER RESTRAINT JOINTS (TYP.) 610 600 1. 5 " S A N I T A R Y X - I N G W/ 6 " S C H 8 0 S L E E V E 2+ 8 0 . 1 1 = 1 2 X 8 " T E E W / L " C " 1- 8 " G . V . 24 " S T M . XI N G 18" MIN. 12" W/L DIP CL 52 12" W/L DIP CL 52 12" W/L DIP CL 52 WA T E R L I N E P R O F I L E GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A Rev. No. Date 01 07/22/2019 46 06/28/2019 TTC 19-09 59 2760GC V: 1" = 5' H: 1" = 50' 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 NOTE: 1. ALL RESTRAINT JOINTS 20' MINIMUM INTO ORIGINAL GROUND VD O T - S I T E D E T A I L S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 04 09/17/2019 N/A 47 06/28/2019 TTC 19-09 59 2760GC 8' MIN. 18 ' O R 2 0 ' 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' 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. 8' VAN ACCESSIBLE SPACE 5' FOR REGULAR SPACE 2" 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. 3' MOUND TOP OF CONCRETE FILL 6" DIA. SCHEDULE 40 STEEL PIPE FILLED WITH CONCRETE AND PAINTED YELLOW 18' DIA. CONCRETE ENCASEMENT BOLLARD DETAIL N.T.S. 10/28/14 VER 1 3' 7' 6" 4' PLAN VIEW 9" 12 " 2' 6" 6' 10 ' - 0 " SL O P E 1 % M I N . DUMPSTER CONCRETE PAD 10'-0" BOARD ON BOARD ENCLOSURE 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" HOLE FOR GATE LATCH (TYP) DUMPSTER ENCLOSURE DETAIL NOT TO SCALE 1/2"x 6" PRESSURE CCA TREATED LUMBER FENCING (NAIL TO STUDS) 4"x4"x6'-9" PRESSURE CCA TREATED LUMBER STUD (TYPICAL) COMPACT SUBGRADE TO 95% MAX. DENSITY AT THE OPTIMUM MOISTURE CONTENT ±20% PER AASHTO T-99 6" VDOT CL. A-3 REINF. CONC. W/6x6-W 1.4x1.4 WWF ON 6" BANK RUN GRAVEL (21 OR 21A TYPE 1 MAT.) 4'-0" LONG #4 BAR W/90° BEND @ CENTER 6x6-W 1.4x1.4 WWF-CENTERED DUMPSTER FENCE DETAIL NOT TO SCALEEL.=626.70 EL.=VARIES 1' DUMPSTER PAD/AT GRADE ACCESS RAMP RETAINING WALL SECTION VIEW NTS AT GRADE ACCESS RAMP AREA LOADING DOCK AREA WALL & FOOTING DESIGN BY OTHERS BOLLARDS TO BE LOCATED ON EITHER SIDE OF DUMPSTER PAD RETAINING WALL. SEE ARCH. PLANS FOR DETAILS HAND RAIL (TYP.) EL.=VARIES 2% SLOPE 5.5'x5.5' CONCRETE PAD (SIDEWALK DETAIL) DOOR PAD GRADING DETAIL N.T.S. FFE= FACE OF BUILDING, ACCESS DOOR SW= GND= CONCRETE SIDEWALK N.T.S. 11/11/15 VER 1 -2% 4" 4000 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) 6x6 WWMW2.9/2.9 CG-2T - 12" TRUCK CURB N.T.S. 10/29/14 VER 1 6"2"R 12" 8" MATCH ADJ. CONC. DEPTH CONCRETE PAVEMENT NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG-6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST #5 x 12" BARS @ 12 C-C CG-6T - 12" TRUCK CURB & GUTTER N.T.S. 6"2"R 12" 8" MATCH ADJ. CONC. DEPTH CONCRETE GUTTER NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG-6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST 2'-0" 1":1' CG-6TR - 12" REV. TRUCK CURB & GUTTER N.T.S. 6"2"R 12" 8" MATCH ADJ. CONC. DEPTH CONCRETE GUTTER NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG-6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST 2'-0" 1":1' WHEEL STOP CG-6TF - 12" FLAT TRUCK CURB & GUTTER N.T.S. 6"2"R 12" 8" MATCH ADJ. CONC. DEPTH CONCRETE GUTTER NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG-6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST 2'-0" 0% SLOPE ASPHALT TRAIL N.T.S. 11/11/15 VER 1 -2% 4" SUBBASE (21-A STONE) WIDTH VARIES SEE SITE PLAN COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) 2' 2" SM9.5A SURFACE COARSE 2' SI T E D E T A I L S GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date N/A 48 06/28/2019 TTC 19-09 59 2760GC NOTES: 1. TRACTOR TRAILER DOLLY PADS ARE SHOWN AT 7' BACK FROM THE FRONT OF THE SPACE AND WITH A 12' CONCRETE WIDTH. CONTRACTOR SHALL CONFIRM LOCATION WITH THE OWNER/DEVELOPER PRIOR TO CONSTRUCTION TO ENSURE LOCATION IS ACCEPTABLE. 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 FR E D E R I C K W A T E R D E T A I L S Rev. No. Date 01 07/22/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A N/A 49 06/28/2019 TTC 19-09 59 2760GC L = restrained length of pipe (PVC or DIP) HORIZONTAL BEND 45°, 22 1/2°, 11 1/4° D 6" 8" 12" 16" 18" 20" 24" L (ft) 20 20 20 20 20 20 20 L TEE, CROSS, WYE any joint that falls within the specified length of each branch of the fitting shall be restrained. In addition to restraining each joint of the fitting, D = pipe diameter L LL L -2- TEE, CROSS, WYE AND HORIZONTAL BEND RESTRAINED JOINTS FOR D 6" 8" 12" 16" 18" 20" 24" L (ft) 60 60 100 120 120 140 160 DD D L = restrained length of pipe (PVC or DIP) D = pipe diameter FEB 09 Both joints of the fitting shall be restrained. In addition, all joints within the specified length on the large side of the reducer shall be restrained. REDUCER L L (ft) 60 60 100 120 120 140 160 D 6" 8" 12" 16" 18" 20" 24" L falls within the specified length shall be restrained. In addition to restraining the connection, any joint that VALVE, DEAD END L 8" 12" 16" 18" 20" 24" 8" -- 60 80 100 120 140 D1 12" -- -- 60 80 100 120 16" -- -- -- 40 60 100 18" -- -- -- -- 40 80 20" -- -- -- -- -- 60 -3- GATE VALVE AND DEAD END RESTRAINED JOINTS FOR REDUCER, 6" 40 60 100 120 120 140 D2D1 L D L = restrained length of D = pipe diameter pipe (PVC or DIP) L (ft) D2 L = restrained length of D = pipe diameter pipe (PVC or DIP) FEB 09 L u L d Lu = up bend restrained lengthof pipe (PVC or DIP) up bend depth depth 4 ft. min. down bend Ld = down bend restrained length of pipe (PVC or DIP) finished grade Lu Ld -4- VERTICAL OFFSET RESTRAINED JOINTS FOR 45° Ld (ft) 20 40 60 80 Lu (ft) 20 20 20 20 Each side of any vertical offset bend shall be restrained. In addition, any joint that falls within the specified length on each side of the fitting shall be restrained. D 6" 8" & 12" 16", 18" & 20" 24" 22 1/2° Ld (ft) 20 20 40 40 Lu (ft) 20 20 20 20 D 6" 8" & 12" 16", 18" & 20" 24" 11 1/4° Ld (ft) 20 20 20 20 Lu (ft) 20 20 20 20 D 6" 8" & 12" 16", 18" & 20" 24" D D = pipe diameter FEB 09 48" min. 6" stone valve restrained to main 6", 8" and 12" 16", 18", 20" and 24" screw type adjustable valve box 8"x 8"x 16" solid block 60" min. over-excavation 18" to 24" concrete pad 18" dia. x 6" deep finished grade concrete pad 18" dia. x 6" deep finished grade Water Forced Sewer 24" min. screw type adjustable valve box Note: valve shall be spur gear type 6" stone 8"x 8"x 16" solid block valve restrained to main screw type adjustable valve box concrete pad 18" dia. x 6" deep 8"x 8"x 16" solid block for 12" valve Note: valve shall be bevel gear type GATE VALVE stone joint restraintsstone valve restrained to main 48" min. 6" stone location marker -5- APR 09 valve box adaptor valve box adaptor valve box adaptor 6" exterior of all sections to have waterproof coating 3/4" x 2" butyl joint sealant 24" min. in undeveloped areas square skid pad 6" thick around manhole frame in developed areas finished grade finished grade 3/4" concrete anchor bolts (4 each) STANDARD MANHOLE adjustment rings (11" max.) steel reinforced polypropylene steps 24" min. clear opening 6. There shall be a 0.20 foot drop in elevation through the manhole. 3/4 dia. 6" stone 1'-6" 35" max. 12" or 16" (typ.) 6" stone 4'-0" variable 3'-0" min. 4'-0" max. 8" 1. Manhole sections shall have an external coating of approved polymer film water proofing prior to installation. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of water proofing. 3. Final slope adjustment of manhole frame shall be by shims and non-shrink grout. 4. Skid pad to be placed around manholes located in shoulders of roads. 5. Flat top shall be used if height from invert out to rim is four feet or less. Frame to be 4" in height. NOTES : 5"pipe to manhole connection to be by flexible sleeve top of bench to be same elevation as top of pipe 1" nominal size butyl joint sealant to be applied on lower ledge of joint top of manhole at grade in pavement areas unless otherwise directed (top shall be set 24" min. above grade in undeveloped areas) invert channel to provide a smooth transition in to out, for all connections precast invert or grout bottom to form channel joint gasket shall be either o-ring or profile concrete ASTMC-150 4000 psi 2'-0" max. -15- FEB 09 18" 3' minimum PL 2' treated 2"x 4" with top 6" painted green 4" pipe at 2.00% minimum grade 36" min. cover property line solvent weld cap8" x 4" gasketed bell wye spigot by gasketed bell 45° bend location marker 5' stone grade finished 45° GRAVITY SEWER LATERAL FOR MAIN WITH COVER 15 FT OR LESS gasketed pipe and fittings All pipe and fittings shall be SDR 35/26 . -22- FEB 09 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 VD O T D E T A I L S Rev. No. Date 04 09/17/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A N/A 50 06/28/2019 TTC 19-09 59 2760GC *MODIFY FOR ELLIPTICAL PIPES 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 VD O T D E T A I L S Rev. No. Date GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A N/A 51 06/28/2019 TTC 19-09 59 2760GC X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 63 0 630 630 620 6 2 0 6 1 0 6 2 0 620 6 3 2 62 8 6 3 0 W W W W W W W FM FM FM FM FM FM FM FM FM FM FM FM F M W W W W W W W W W W W W FM W W W W E E E E E E E E E E E E E E E W W W W W W W W W W W W W ON Y X D R I V E (PR I V A T E A C C E S S ) ON Y X D R I V E (PR I V A T E A C C E S S ) W ARV 3 Pa 3 Pa 1 Pa 2 Pa 1 Pa 1 As 1 As 1 As 3 Cg 1 Zs 1 As 2 Zs 1 As 2 Zs 1 As 2 Zs 1 As 2 Zs 1 As 2 Zs 1 As 3 Cg 3 Cg 3 As 1 Zs 1 Zs 1 Qc 2 Qc 3 Qc 9 As 1 As 2 Zs 1 As 5 Te 29 Te 6 Te 4 Te 1 Qc 3 Pa 3 Pa 1 Zs 1 As 1 Zs 1 Qc 3 Cg 2 Qc 3 Cg 3 Qc 1 Cg 3 Pa 2 Qc 6 Pa 3 Cg 2 Qc BUILDING 2 BUILDING 1 GR I D M E R I D I A N VA N O R T H Z O N E N A D 8 3 3 Te W X X X X X X X X X X X X X X X X X FM FM F M W W W W E E S S S NOTES: 1. TREE SIZE SHOWN ON PLAN VIEW IS ILLUSTRATIVE. SIZES ARE AS SHOWN IN PLANT SCHEDULE 2. ALL PLANTING SHALL CONFORM WITH 165-203.01 OF THE FREDERICK COUNTY ZONING ORDINANCE (PLANT SELECTION, PLANTING PROCEDURE, AND MAINTENANCE). 3. ANY PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE FREDERICK COUNTY PLANNING DEPARTMENT. 4. TREES AND SHRUBS SHALL NOT BE PLANTED WITHIN FCSA EASEMENTS 6. ALL SEEDED AND SODDED AREAS OF PROJECT WILL BE OF A DROUGHT TOLERANT MIX PER PENNINGTON SEED COMPANY. 7. NO SLOPE IN EXCESS OF 25% WILL BE SEEDED OR SODDED. 8. BEFORE SODDING, SEEDING AND LANDSCAPING THE CONTRACTOR WILL TILL ALL COMPACTED AREAS AT LEAST 6" IN DEPTH TO LOOSEN THE COMPACTED SOILS AND ADD AMENDMENTS 9.SEE PLANTING CALCULATIONS, DETAILS AND NOTES PAGE 53 OF 58 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 LA N D S C A P E P L A N Rev. No. Date 03 09/04/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A AS SHOWN 52 06/28/2019 TTC 19-09 59 2760GC PARKING LOT PLANT SCHEDULE Scarlet Oak European Linden Quercus coccinea Tilia x europaeaTe Qc 17 36" ContainerPlPrunus laurocera English Laurel 66 149 Tree Plantings 66 Total Shrubs PROPOSED TREE PLANTINGS PROPOSED SHRUB PLANTINGS 23 2" cal, B&B 2" cal, B&B PHASE 1 BUFFER PLANT SCHEDULE ABB BOTANIC NAME COMMON NAME QUANTITY SIZE 318 Plantings CATEGORY "C" BUFFER - PROPOSED PLANTINGS Cc Cercis canadensis Eastern Redbud 106 6' HeightGreen Columnar JuniperJuniperus chinensis 'Hetzii Columnaris'Jc 106 2" cal, B&B 36" ContainerSvSyringia vulgaris 'Big Blue'Big Blue Lilac 106 Zs 47 2" cal, B&B Japanese ZelkovaZelkova serrata As 17 2" cal, B&B Sugar MapleAcer saccharum American PlumbPrunus americanaPa 27 2" cal, B&B SHRUB PLANTING - DETAIL VIEW SCALE: 1" = 20' SHRUB PLANTING - DETAIL VIEW SCALE: 1" = 20' SEE PAGE 53 FOR SWM FACILITY PLANTING PLAN 38Pl 28Pl SEE PAGE 53 FOR LANDSCAPE BUFFER 'C' DETAIL Cg Crataegus crus-galli var. inermis Thornless Cockspur Hawthorn 18 2" cal, B&B X X X X X X X X X X X X X X X X X X X X X X 6 1 0 61 0 6 0 0 620 FM E E E E GRID M E R I D I A N VA NO R T H Z O N E N A D 8 3 Ep Pv/Sc Pp/Va Pp/Va Cc Sv Sl Pp/Va Pp/Va Pp/Va Pp/Va Pp/Va Pv/ScPv/Sc Pv/Sc Pv/Sc 25' ACTIVE 75' INACTIVE100' 24' BERM 1. 6' HIGH EARTHEN BERM WITH 3 PLANTS PER 10L.F. PLANT SHALL BE 1/3 DECIDUOUS, 1/3 EVERGREENS, AND 1/3 SHRUBS. 2. A 6' OPAQUE FENCE MAY BE SUBSTITUTED BY THE APPLICANT FOR THE EARTHEN BERM. CATEGORY "C" 100' FULL SCREEN ZONING DISTRICT BUFFER not to scale CATEGORY "C" BUFFER: PROVIDE A 100' WIDE FULL SCREEN WITH A 75' WIDE INACTIVE PORTION AND 25' WIDE ACTIVE PORTION. PHASE 1 OF SITE (1,055' BUFFER) 1,055/10 = 105.5 USE 106 106x3 PLANTS PER 10 LF = 318 TOTAL PLANTS REQUIRED 318 TOTAL PLANTS PROVIDED INTERIOR PARKING LOT LANDSCAPING (165-27(E)(11)(b): 1 TREE PER 10 SPACES 136 SPACES PROPOSED/10 = 14 TREES REQUIRED, 14 TREES PROVIDED PERIMETER LANDSCAPING (165-27-(E)(11)(a): 491,161 S.F. IMPERVIOUS AREA (11.28 ac) 1 TREE PER 100,000 SF IMPERVIOUS AREA / 2000 = 50 TREES REQUIRED 1 TREE PER 391,161 SF IMPERVIOUS AREA / 5,000 = 78 TREES REQUIRED TOTAL PERIMETER TREES REQUIRED = 128, PERIMETER TREES PROVIDED = 135 TOTAL TREES PROVIDED PHASE I: 149 TREES PARKING LOT HEADLIGHT SCREENING 66 SHRUBS PROVIDED 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 LA N D S C A P E P L A N Rev. No. Date 03 09/04/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A AS SHOWN 53 06/28/2019 TTC 19-09 59 2760GC SEPARATION BUFFER LANDSCAPE CALCULATIONS Jc Cc Sv NOTES: 1. AT PLANTING PRUNE ONLY BROKEN OR DEAD BRANCHES PER ANSI 300 STANDARD 2. PLANTING PIT/TRENCH SHALL BE DUG DEEP ENOUGH TO ALLOW AT LEAST 1/8TH OF ROOT BALL TO SET ABOVE EXISTING GRADE 3. PLACE PLANT IN ERECT, STABLE & UNIFORM POSITION IN THE CENTER OF THE PLANTING PIT/TRENCH. ORIENT BEST FACE OF PLANT TO BE THE MOST VISIBLE. 4. BACKFILL SOIL MIXTURE: 34 EXISTING SOIL CLEANED OF DEBRIS (GRAVEL, STICKS, ROCKS, TRASH) AND MIXED WITH 14 ORGANIC MATERIAL (COMPOSTED BARK, LEAF MOLD OR OTHER PLANT DEBRIS PROCESSED TO A POINT OF DECAY. PEAT MOSS MAY NOT BE USED.) 5. CONTRACTOR SHALL LEGALLY REMOVE EXCESS SOIL & DEBRIS FROM SITE 6. DO NOT PLACE MULCH IN CONTACT WITH STEM OF SHRUBS **ALL PLANTS MUST BE WATERED TWICE: ONCE AT INSTALLATION & AGAIN WITHIN 48-HOURS OF INSTALLATION. BACKFILL SOIL MIXTURE (TYP.) FINISHED GRADE PLACE TOP 18 OF ROOT BALL ABOVE FINISHED GRADE (TYP) 3" LAYER OF MULCH , NO MORE THAN 1" OVER ROOT BALL 2-3 X'S WIDTH OF ROOT BALL (TYP) SHRUB PLANTING DETAIL NOT TO SCALE FOR B&B : REMOVE TWINE, ROPE, WIRE, & BURLAP FROM TOP 23 OF ROOT BALL FOR CONTAINER LOOSEN THE ROOT BALL OF ANY ROOT BOUND PLANTS UNDISTURBED SUBGRADE OR COMPACTED BACKFILL SOIL MIXTURE NOTES: 1. STAKING AND GUYING MAY BE ONLY IMPLEMENTED WHERE SITE CONDITIONS REQUIRE THEIR USE. CONDITIONS WHERE STAKING AND GUYING MAY BE NECESSARY TO ENSURE STABILITY INCLUDE WINDY LOCATIONS, STEEP SLOPES, OR WHERE VANDALISM MAY BE OF CONCERN. 2. STAKES OR GUYS WILL BE INSTALLED USING CURRENTLY ACCEPTED ARBORICULTURE PRACTICES. TREES SHALL STAND LEVEL / UPRIGHT AFTER STAKING. 3. INSTALLATION WILL INCLUDE THE REMOVAL OF ALL STAKING AND GUYING MATERIAL ONE YEAR AFTER INSTALLATION. ANY HOLES REMAINING AFTER REMOVAL OF STAKES SHALL BE FILLED WITH TOPSOIL. 4. REFER TO DETAILS FOR TREE PLANTING INFORMATION DECIDUOUS TREE STAKING NOT TO SCALE PLAN VIEW (2) 2" X 2" X 8' LODGE POLE PINE OR HARDWOOD STAKES SET OUTSIDE ROOT BALL. STAKE LOCATION SHALL NOT INTERFERE WITH PERMANENT BRANCHES. 32" LONG NON-ABRASIVE RUBBER TIES, LOOPED AROUND THE TREE, THROUGH EACH OTHER, TWISTED AND SECURED TO THE STAKES IN A MANNER WHICH PERMITS TREE MOVEMENT AND SUPPORTS THE TREE IN ADVERSE CONDITIONS 5' M I N . LODGE POLE PINE OR HARDWOOD STAKES NON-ABRASIVE TREE TIES PREVAILING WIND DIRECTION NOTES: 1. AT PLANTING PRUNE ONLY CROSSING LIMBS, BROKEN OR DEAD BRANCHES THAT POSE A HAZARD TO SITE USERS PER ANSI STANDARD A 300. DO NOT PRUNE INTO OLD WOOD ON EVERGREENS. 2. CONTRACTOR SHALL MAXIMIZE EXCAVATED AREA FOR TREE PIT WITHOUT ADVERSELY IMPACTING ADJACENT SITE FEATURES. 3. BACKFILL SOIL MIXTURE: 34 EXISTING SOIL CLEANED OF DEBRIS (GRAVEL, STICKS, ROCKS, AND MIXED WITH 14 ORGANIC MATERIAL (COMPOSTED BARK, LEAF MOLD OR OTHER PLANT DEBRIS PROCESSED TO A POINT OF PEAT MOSS MAY NOT BE USED.) 4. CONTRACTOR SHALL LEGALLY REMOVE EXCESS SOIL & DEBRIS FROM SITE 5. DO NOT PLACE MULCH IN CONTACT WITH STEM OF TREE. MULCH MUST BE 6" AWAY FROM TREE TRUNK 6. TRUNK FLARE MUST BE VISIBLE WHEN PLANTED 7. IF TREE STAKING REQUIRED REFER TO TREE STAKING DETAILS. **ALL PLANTS MUST BE WATERED TWICE: ONCE AT INSTALLATION & AGAIN WITHIN 48-HOURS OF INSTALLATION. ROUGHEN / LOOSEN SOIL ON SIDES OF PLANTING HOLE. BACKFILL SOIL MIXTURE FOR ENTIRE TREE PIT AREA & ROOT BALL DEPTH FIRM SOIL IN 8" LIFTS PRUNE DOMINANT LEADERS 3" MULCH NO MORE THAN 1" ON ROOT BALL & 6" BACK FROM TREE TRUNK CENTER TREE IN PIT & SET TOP OF ROOT BALL 2" ABOVE ADJACENT GRADE. TRUNK FLARE SHALL BE VISIBLE AT THE TOP OF THE ROOT BALL. DO NOT COVER TOP OF ROOT BALL WITH SOIL. 4" HIGH X 8" WIDE SOIL BERM BEGINNING AT PERIPHERY OF ROOT BALL. BOTTOM OF ROOT BALL RESTS ON EXISTING OR RECOMPACTED SOIL. MIN. WIDTH OF TREE PIT 2 X'S ROOT BALL DIAMETER REMOVE TWINE, ROPE, WIRE, & BURLAP FROM TOP 23 OF ROOT BALL PRIOR TO MULCHING TAMP SOIL FIRMLY AROUND ROOT BALL WITH FOOT PRESSURE IN 6" LIFTS SO THAT ROOT BALL DOES NOT SHIFT. UNDISTURBED SUBGRADE ORIGINAL GRADE FINISHED GRADE TREE PLANTING DETAIL NOT TO SCALE PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE SHRUB. DO NOT OVER COMPACT. SECTION VIEW ROOT BALL RESTS ON EXISTING OR RECOMPACTED SOIL 4" HIGH X 8" WIDE SOIL BERM BEGINNING AT PERIPHERY OF ROOT BALL. GENERAL CONDITIONS - COUNTY CODE COMPLIANT LANDSCAPE PLAN 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. 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. UTILITIES AND UNDERGROUND FEATURES THE LANDSCAPE CONTRACTOR SHALL NOTIFY UTILITY COMPANIES AND/OR THE GENERAL CONTRACTOR IN ADVANCE OF CONSTRUCTION TO LOCATE UTILITIES. TREES AND/OR SHRUBS SHALL NOT BE PLACED WITHIN FCSA EASEMENTS IF THERE IS A CONFLICT WITH UTILITIES AND THE PLANTING, THE LANDSCAPE ARCHITECT / DESIGNER 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 / DESIGNER TO ACCOMMODATE THE POOR DRAINAGE. 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 STANDARDS 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 IN THE LANDSCAPE, 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 ROOT BALL 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. WETPOND PLANT SCHEDULE NOTES: 1. ALL PLANTS ARE AVAILABLE AT AMERICAN NATIVE PLANTS (MD) , COLESVILLE NURSERY (VA) & WAYNESBORO NURSERY (VA) 2. ALL PLANTING SHALL CONFORM WITH 165-203.01 OF THE FREDERICK COUNTY ZONING ORDINANCE (PLANT SELECTION, PLANTING PROCEDURE, AND MAINTENANCE).3. ANY PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE FREDERICK COUNTY, VA PLANNING DEPARTMENT. 3 DISTURBED AREAS OF WET POND NOT IDENTIFIED AS BEING PLANTED SHALL BE SEEDED. ALL SEEDED AND SODDED AREAS OF PROJECT WILL BE OF A DROUGHT TOLERANT MIX PER PENNINGTON SEED COMPANY NO SLOPE IN EXCESS OF 25% WILL BE SEEDED. PROPOSED EMERGENT, SUBMERGENT & PERIMETER PLANTINGS 192 1,196 Pond WeedPpPotamogeton pectinatus 581 Joe Pye WeedEpEupatorium purpureum 575 1 Gal., 24" O.C. SwitchgrassPvPanicum virgatum Broad Leaf Arrow HeadSaggitaria latifoliaSl 4,426 Plantings 1 Gal., 24" O.C. 1 Gal., 24" O.C. 1 Gal., 24" O.C.Softstem BulrushSvScipus validus 105 Wild CeleryVaValisneria americana 581 PLANT WITH Va 1 Gal., 24" O.C. PLANT WITH Pp 1,196Wool GrassScirpus cyperinusSc 1 Gal., 24" O.C. PLANT WITH Sc 1 Gal., 24" O.C. PLANT WITH Pv E E E E E E E E E E E E E E E E ONY X D R I V E (PR I V A T E AC C E S S ) A47-2(22.5') A47-2 (22.5') A47-2 (22.5') A47-2 (22.5') A47-2 (22.5') A47-2 (22.5') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20')W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20') W8W (20')W8W (20')W8W (20')W8W (20')W8W (20') W8W (20')W8W (20')W8W (20')W8W (20')W8W (20')W8W (20') A4 (23') A4-2 (23') A3 (23') W8W (20') W8W (20') W8W (20') ONYX D R I V E (PRI V A T E ACC E S S ) A4-2 (23') 2.0 2.5 2.1 3.2 4.3 5.8 5.4 2.2 3.0 3.5 4.4 4.8 5.2 5.4 4.7 5.2 2.5 3.1 3.4 3.7 4.0 4.3 4.4 4.5 5.1 5.1 3.8 2.8 2.5 3.7 3.9 3.4 3.4 3.8 4.0 4.1 4.0 3.8 3.5 3.1 0.4 3.6 6.5 6.3 4.4 3.8 4.3 4.5 4.0 3.7 3.5 3.4 2.8 2.0 1.3 0.8 0.5 0.3 4.4 4.1 6.3 6.7 5.1 4.0 4.0 3.7 2.9 2.0 1.2 0.7 0.4 0.2 5.3 4.5 5.9 5.9 3.9 2.1 0.6 0.4 4.2 1.8 1.2 3.1 1.5 3.3 6.1 6.8 3.9 2.3 0.6 1.2 2.2 3.3 3.7 3.0 2.5 3.6 6.6 8 . 6 5.0 0.5 0.8 1.2 1.7 2.0 2.1 2.3 3.2 4.6 5.3 3.9 2.1 1.4 2.1 4.9 0.3 0.5 0.7 0.9 1.2 1.5 1.9 2.5 3.2 3.5 2.9 2.0 1.7 2.8 5.1 7.7 6 . 0 3.0 0.2 0.3 0.5 0.6 0.8 1.2 1.6 2.2 3.0 3.5 2.9 1.9 2.0 2.8 3.7 4.4 4.1 2.9 2.7 4.3 7.9 8.3 0.3 0.5 0.7 1.1 1.5 2.3 3.1 4.9 4.1 2.3 2.8 3.3 3.1 2.9 2.7 2.5 2.7 3.9 5.5 5.5 3.3 1.7 1.6 2.9 1.0 1.5 2.4 4.1 7.1 6.5 4.5 4.9 3.9 3.0 2.3 2.1 2.1 2.3 2.9 3.6 3.5 2.7 1.8 2.1 3.7 6.7 8.0 4.7 2.4 5.3 5.5 7.0 7.2 4.5 2.7 2.0 1.8 1.9 2.1 2.7 3.3 3.3 2.3 1.8 2.4 3.3 4.4 4.8 3.7 2.7 3.3 6.3 9.2 3.3 2.6 1.8 1.7 1.7 2.0 2.8 3.8 4.2 2.9 2.4 3.1 3.2 3.1 3.0 2.7 2.6 3.3 5.0 6.0 4.4 2.2 1.3 1.6 1.6 2.1 3.1 5.6 6.6 4.8 4.8 4.5 3.4 2.8 2.2 2.2 2.3 2.6 3.3 3.6 3.1 2.0 1.6 2.4 4.5 7.9 7.4 3.7 6.4 5.2 7.9 6.5 3.3 2.4 1.9 1.8 1.9 2.3 2.9 3.3 2.8 1.8 1.8 2.6 3.7 4.9 4.9 3.3 2.6 3.9 7.7 8.9 4.7 2.9 2.2 1.7 1.7 1.7 2.3 3.1 4.0 3.4 2.0 2.4 3.0 3.1 3.1 3.0 2.7 2.7 3.9 5.8 6.2 3.6 1.7 1.3 1.5 1.7 2.6 3.6 6.3 5.6 3.5 4.3 3.8 3.0 2.4 2.2 2.2 2.4 2.9 3.6 3.7 2.8 1.7 1.7 3.0 6.1 8.8 5.8 6.4 7.1 6.4 6.7 4.7 2.9 2.1 1.8 1.8 2.0 2.4 3.0 3.0 2.2 1.7 2.1 3.0 4.5 5.4 4.4 2.8 2.8 5.2 9.1 4.2 2.8 1.9 1.7 1.7 1.9 2.5 3.2 3.6 2.5 1.8 2.5 2.9 3.1 3.2 3.0 2.6 3.1 4.9 6.8 5.4 2.5 1.2 1.0 1.6 1.9 2.8 4.3 5.3 4.0 3.2 3.7 3.3 2.8 2.3 2.2 2.3 2.6 3.3 3.9 3.5 2.2 1.3 1.5 2.7 5.9 9.1 5.3 7.7 6.0 6.5 5.8 3.5 2.6 1.9 1.8 1.9 2.1 2.6 3.0 2.7 1.9 1.4 1.9 3.0 4.8 6.0 4.4 1 . 9 0.8 6.4 3.4 2.4 1.7 1.7 1.7 2.0 2.8 3.3 3.1 1.9 1.7 2.3 2.6 3.0 3.2 2.6 1.5 0.7 1.6 1.6 2.2 2.9 4.8 4.8 2.8 3.0 3.4 2.8 2.3 2.0 1.6 1.1 0.6 6.9 7.7 4.9 5.8 4.8 2.9 2.1 1.5 1.1 0.7 6.9 5.4 2.8 1.8 1.2 0.8 0.5 1.0 0.7 0.4 8.1 0.4 15.3 13.9 8.5 4.5 0.9 0.6 18.3 15.5 9.4 5.1 2.8 1.8 1.5 1.5 1.7 1.6 1.3 0.9 0.6 11.0 19.0 15.2 9.2 5.1 2.9 2.1 1.9 2.0 2.3 2.7 2.7 2.6 2.1 1.3 0.8 16.0 18.9 14.1 8.4 4.8 3.0 2.3 2.3 2.8 3.6 4.1 4.3 4.0 3.2 1.9 1.0 0.5 18.8 18.2 12.6 7.5 4.4 2.9 2.5 2.7 3.5 5.1 6.4 8.2 7.0 4.3 19.7 17.0 11.2 6.6 4.0 2.8 2.6 3.0 4.3 7.0 9.5 12.5 12.5 19.5 1 5 . 5 9.8 5.7 3.5 2.6 2.6 3.2 4.6 6.9 11.0 14.9 17.0 18.8 1 3 . 9 8.4 4.9 3.1 2.4 2.4 2.9 4.1 5.9 9.9 10.8 19.3 17.9 12.3 7.3 4.2 2.7 2.1 2.1 2.5 3.3 4.2 6.0 6.3 3.8 19.4 16.6 10.6 6.2 3.6 2.3 1.8 1.8 2.0 2.5 3.3 3.9 4.1 2.9 1.7 13.8 19.1 14.7 9.0 5.1 3.0 2.0 1.5 1.4 1.6 1.9 2.3 2.7 2.7 2.5 2.4 2.7 3.1 2.8 1.4 17.3 1 7 . 7 12.7 7.4 4.2 2.5 1.7 1.3 1.2 1.3 1.4 1.6 1.9 2.2 2.6 3.1 3.9 5.1 5.1 2.6 17.2 15.4 10.2 5.8 3.3 2.0 1.4 1.1 1.0 1.0 1.1 1.3 1.6 2.1 2.7 3.9 5.3 8.6 9.4 6.1 12.6 11.2 7.2 4.2 2.5 1.6 1.1 0.9 0.8 0.8 0.9 1.1 1.5 2.1 2.9 4.2 5.7 9.0 10.3 3.8 6.5 6.7 4.6 2.9 1.8 1.2 0.9 0.7 0.7 0.7 0.8 1.0 1.5 2.2 3.2 4.6 6.2 7.0 5.7 4.2 3.0 2.0 1.3 1.0 0.8 0.7 0.7 0.7 0.8 1.0 1.6 2.3 3.4 4.9 6.5 6.5 1.0 1.1 1.2 1.0 0.8 0.8 1.1 1.6 2.4 3.8 5.3 8.5 8.8 2.2 1.8 1.2 0.9 1.1 1.6 2.3 3.6 5.5 9.4 11.2 1.2 2.4 3.6 4.9 6.2 6.0 4.0 1.7 2.9 1.8 2.9 4.7 9.6 14.0 15.6 1.6 2.8 4.4 7.1 10.3 11.4 9.9 6.6 6.1 1.4 2.2 3.6 5.2 7.2 7.0 6.0 5.4 5.4 6.3 10.2 13.9 15.6 0.6 1.0 1.6 2.4 3.3 4.1 4.4 4.3 4.1 4.4 5.5 7.6 10.2 11.0 9.4 6.2 5.7 5.8 0.5 0.8 1.1 1.6 2.0 2.4 2.7 2.8 2.9 3.3 4.2 5.5 7.0 6.7 5.7 5.1 4.9 5.5 8.9 13.2 15.6 12.8 0.4 0.6 0.8 1.0 1.3 1.5 1.7 1.8 2.0 2.3 2.8 3.3 4.0 4.2 4.0 3.8 4.0 5.0 6.5 9.4 10.7 9.8 6.8 5.8 5.9 0.3 0.4 0.6 0.7 0.9 1.0 1.1 1.2 1.3 1.5 1.8 2.1 2.4 2.6 2.6 2.7 3.0 3.7 4.9 6.5 6.8 6.0 5.4 4.9 5.5 7.8 12.1 1 5 . 4 13.9 0.3 0.4 0.4 0.5 0.6 0.6 0.7 0.7 0.8 0.9 1.0 1.2 1.3 1.5 1.6 1.7 1.8 2.1 2.6 3.1 3.7 4.1 4.1 3.9 3.9 4.7 6.0 8.6 10.4 10.0 7.2 5.7 5.7 6.8 0.4 0.4 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.9 1.0 1.0 1.1 1.2 1.4 1.7 2.0 2.2 2.5 2.6 2.7 2.9 3.5 4.6 6.0 6.7 6.0 5.4 4.8 5.1 6.6 11.0 1 4 . 5 14.6 10.4 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.9 1.1 1.3 1.4 1.6 1.7 1.8 2.0 2.4 2.9 3.5 4.0 4.0 3.8 3.7 4.3 5.4 7.7 10.0 10.3 8.2 5.8 5.8 6.4 0.7 0.8 0.8 0.8 0.8 0.8 0.7 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.9 1.0 1.0 1.1 1.2 1.3 1.6 1.9 2.1 2.4 2.5 2.5 2.7 3.2 4.2 5.4 6.8 6.4 5.5 5.1 5.0 5.9 9.9 13.6 1 5 . 0 11.8 1.2 1.3 1.3 1.3 1.2 1.1 1.0 0.9 0.9 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.8 0.8 0.9 1.1 1.2 1.4 1.5 1.6 1.7 1.8 2.2 2.8 3.3 3.8 4.1 3.9 3.7 4.1 5.2 7.0 9.5 10.2 8.8 6.2 5.8 6.1 8.7 2.2 2.3 2.2 2.1 1.9 1.7 1.5 1.3 1.2 1.1 1.0 1.0 0.9 0.8 0.8 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.9 0.9 1.0 1.0 1.1 1.2 1.5 1.8 2.1 2.3 2.5 2.6 2.7 3.0 3.9 5.0 6.5 6.4 5.6 5.2 4.9 5.6 8.6 12.6 1 4 . 7 12.1 6.8 4.3 4.5 4.2 3.8 3.3 2.8 2.4 2.0 1.8 1.6 1.5 1.4 1.2 1.1 1.0 0.9 0.9 0.8 0.7 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 1.0 1.2 1.3 1.5 1.6 1.7 1.8 2.1 2.6 3.1 3.6 3.9 3.9 3.7 3.9 4.8 6.2 8.6 9.5 8.1 5.0 3.3 6.8 8 . 5 8.7 8.1 7.1 6.1 5.0 4.1 3.4 2.9 2.5 2.3 2.1 1.9 1.7 1.5 1.3 1.2 1.1 1.0 0.9 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.9 1.0 1.0 1.1 1.2 1.4 1.7 2.0 2.2 2.4 2.5 2.6 2.8 3.5 4.5 5.8 5.8 4.8 3.8 2.5 11.1 14.5 15.1 14.3 12.7 10.9 9.0 7.0 5.6 4.8 4.3 3.9 3.5 3.1 2.7 2.3 2.0 1.7 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 1.0 1.1 1.3 1.4 1.5 1.6 1.7 1.9 2.3 2.8 3.2 3.4 3.1 2.4 1.7 12.3 17.8 19.2 19.1 18.5 16.8 14.6 1 1 . 5 8.9 7.8 7.6 7.1 6.5 5.7 4 . 8 4.0 3.3 2.7 2.3 2.1 1.9 1.7 1.6 1.4 1.3 1.1 1.0 0.9 0.9 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.9 0.9 1.0 1.0 1.1 1.3 1.5 1.7 1.9 2.0 1.8 1.5 1.2 14.8 18.3 19.4 18.1 15.0 11.1 11.5 12.8 1 2 . 7 11.6 10.1 8.6 7.1 5.7 4.6 3.9 3.4 3.1 2.8 2.5 2.2 1.9 1.7 1.5 1.3 1.2 1.1 1.0 0.9 0.9 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.9 1.0 1.1 1.2 1.2 1.1 0.9 11.3 10.1 14.0 17.3 18.3 17.7 16.4 14.5 12.3 9.7 7.6 6.4 5.9 5.5 5.0 4.4 3.7 3.2 2.6 2.2 1.9 1.7 1.6 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.8 0.7 0.7 0.6 11.9 16.8 19.3 19.8 19.0 17.5 1 4 . 3 10.7 9.8 10.2 10.0 9.1 8 . 0 6.8 5.6 4.6 3.7 3.1 2.7 2.5 2.2 2.0 1.8 1.6 1.4 1.3 1.1 1.0 0.9 0.9 0.8 0.8 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.5 0.5 0.4 14.0 16.8 1 5 . 1 11.2 12.6 15.6 16.2 15.2 13.7 1 2 . 0 9.9 7.9 6.2 5.2 4.7 4.3 3.9 3.4 2.9 2.5 2.2 1.9 1.6 1.5 1.3 1.2 1.1 1.0 0.9 0.9 0.8 0.7 0.7 0.6 0.6 0.6 0.5 0.5 0.4 0.4 0.3 0.2 0.2 0.1 0.1 10.8 16.9 19.2 19.4 19.0 17.8 15.8 12.8 9.7 8.3 8.0 7.6 7.0 6.2 5.3 4.4 3.6 3.0 2.5 2.2 2.0 1.8 1.7 1.5 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.7 0.6 0.5 0.4 0.4 0.3 0.2 0.2 0.1 0.1 11.7 16.5 19.0 18.6 16.1 11.8 11.3 13.2 13.4 12.5 1 1 . 1 9.5 7.9 6.4 5.1 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.6 1.4 1.2 1.1 1.0 0.9 0.8 0.7 0.5 0.4 0.3 0.3 0.2 0.1 0.1 0.1 10.2 9.4 12.5 16.9 18.6 18.3 17.3 15.6 1 3 . 5 10.8 8.3 6.9 6.3 5.9 5.4 4.8 4.1 3.5 2.9 2.4 2.1 1.8 1.6 1.4 1.3 1.1 0.9 0.7 0.6 0.4 0.3 0.2 0.2 0.1 0.1 14.3 18.3 20.0 19.4 18.4 15.6 11.7 10.1 10.5 10.6 9.8 8.7 7.5 6 . 2 5.1 4.1 3.4 2.9 2.6 2.3 2.0 1.7 1.4 1.1 0.8 0.6 0.4 0.3 0.2 11.0 15.2 1 5 . 5 11.8 11.9 15.5 16.7 16.0 1 4 . 7 12.9 11.0 8.8 6.9 5.6 5.0 4.6 4.1 3.5 2.9 2.3 1.7 1.2 0.8 0.5 0.3 8.0 14.9 18.6 19.5 19.5 18.6 16.9 14.1 10.7 8.8 8.4 8.2 7.6 6.6 5.4 4.1 2.8 1.8 1.1 0.7 0.4 14.0 17.8 1 8 . 8 16.8 12.6 11.0 13.2 14.0 13.4 11.8 9.9 7.4 4.9 2.9 1.6 0.8 0.5 8.3 8.6 10.8 16.2 18.3 18.6 17.8 16.0 12.3 7.7 3.9 1.8 0.9 0.4 10.6 15.8 18.6 18.4 15.3 8.9 3.8 1.6 0.7 8.4 6.0 2.4 1.0 0.4 0.1 W8W (20') A4-2 (23') A4-2 (23') A4-2 (23') A4-2 (23') A4-2 (23') A4-2 (23') A4 (23') A3 (23') 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date 02 08/16/2019 1" = 50' 54 06/28/2019 TTC 19-09 59 2760GC Calculation Summary Label CalcType Units Avg Max Min CAR LOT #1 Illuminance Fc 3.54 6.7 0.2 CAR LOT #2 Illuminance Fc 3.23 9.2 0.2 TRUCK LOT #1 Illuminance Fc 5.19 19.7 0.5 TRUCK LOT #2 Illuminance Fc 4.52 20.0 0.1 Luminaire Schedule Symbol Qty Label Arrangement Total Watts 2 ALED4T150 SINGLE 23 MTG SINGLE 311.6 8 ALED4T150 2 @ 90 23 MTG 2 @ 90 DEGREES 2492.8 2 ALED3T78 SINGLE 22-6 MTG SINGLE 153.6 11 WPLED80 - Cool - RAB02597 SINGLE 922.9 49 WPLED80 WALL 20 MTG SINGLE 4111.1 5 ALED4T78 2@180 SIDESHIELD 22-6 GROUP 770 NOTES: 1. ALL LIGHTS SHALL BE MOUNTED NO HIGHER THAN THE MAXIMUM HEIGHT OF 25' AS MEASURED TO GROUND PER FREDERICK COUNTY ZONING ORDINANCE 165-201.06. 2. FULL CUTOFF WALLPACKS AND FULL CUTOFF AREA FIXTURES ARE PROPOSED. TYPICAL 23.0' LIGHT POLE DETAIL NOT TO SCALE CONCRETE LIGHT POLE BASE (DESIGN BY STRUCTURAL ENGINEER) FINISHED GRADE IS 3' BELOW THE TOP OF THE BASE 23 ' 25 ' M A X . P O L E H E I G H T ( P E R F R E D E R I C K C O U N T Y C O D E ) CONCRETE LIGHT POLE W/ BASE LIGHT FIXTURE 20 ' 3' TYPICAL 22.5' LIGHT POLE DETAIL NOT TO SCALE CONCRETE LIGHT POLE BASE (DESIGN BY STRUCTURAL ENGINEER) FINISHED GRADE IS 2.5' BELOW THE TOP OF THE BASE 22 . 5 ' 25 ' M A X . P O L E H E I G H T ( P E R F R E D E R I C K C O U N T Y C O D E ) CONCRETE LIGHT POLE W/ BASE LIGHT FIXTURE 20 ' 2. 5 ' 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 Rev. No. Date N/A 55 06/28/2019 TTC 19-09 59 2760GC 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 TR A I L M A P Rev. No. Date 03 09/04/2019 GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A AS SHOWN 56 06/28/2019 TTC 19-09 59 2760GC NOT TO SCALE 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 PR O F F E R S Rev. No. Date GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A N/A 57 06/28/2019 TTC 19-09 59 2760GC 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 PR O F F E R S Rev. No. Date GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A N/A 58 06/28/2019 TTC 19-09 59 2760GC S S S S S S S S S S S S W W W W W W W W W W W W A R V 620 624 630 628 626 628 630626624 6 1 8 6 1 6 620 622 624 624 622 620 628 628 6 2 8 630 626 628 626 6 2 4 6 2 8 6 2 662 4 622 622 6 2 2 6 2 4 624 6 2 6 628 6 2 8 630 630 628 626 626 626 6 2 4 6 2 4 628 6 2 6 626628 620 624 622 626 6 2 6 6 2 4 626 604 606 608 610 614616 602603 ONYX DRIVE (PRIVATE ACCESS) 14.5' EXISTING BRUSH OBSTRUCTING SIGHT LINE TO BE REMOVED AS NECESSARY (TYP)ESTIMATED CENTER OF LANE ESTIMATED CENTER OF LANE 0+60 2+00 3+00 4+00 4+50 5+00 6+00 7+00 8+00 8+46.97 390' INTERSECTION SIGHT DISTANCE 390' INTERSECTION SIGHT DISTANCE 390' EXISTING BRUSH OBSTRUCTING SIGHT LINE TO BE REMOVED AS NECESSARY (TYP) GRID M E R I D I A N VA NOR T H Z O N E N A D 8 3 615 620 625 630 635 615 620 625 630 635 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 MILBURN ROAD & PRIVATE DRIVE ℄ P R I V A T E D R I V E EXISTING GRADE 390' SIGHT LINE 390' SIGHT LINE 3. 5 ' E Y E HE I G H T 3. 5 ' E Y E HE I G H T 3. 5 ' E Y E HE I G H T 15 1 W i n d y H i l l L a n e Wi n c h e s t e r , V i r g i n i a 2 2 6 0 2 Te l e p h o n e : ( 5 4 0 ) 6 6 2 - 4 1 8 5 Fa x : ( 5 4 0 ) 7 2 2 - 9 5 2 8 ww w . g r e e n w a y e n g . c o m F N D 1 9 7 1 E N G I N E E R I N G SHEET OF DESIGNED BY: FILE NO. SCALE: DATE: PR O U D L Y S E R V I N G V I R G I N I A & W E S T V I R G I N I A OF F I C E S I N : W I N C H E S T E R , V A & M A R T I N S B U R G , W V SP NUMBER: #26-19 SI G H T D I S T A N C E M I L B U R N R O A D GR A Y S T O N E I N D U S T R I A L C E N T E R P H A S E I ST O N E W A L L M A G I S T E R I A L D I S T R I C T FR E D E R I C K C O U N T Y , V I R G I N I A 06/28/2019 TTC 19-09 2760GC V: 1" = 5' H: 1" = 50' PLAN 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 FOR AN UNPAVED ROAD. THE REQUIRED INTERSECTION SIGHT DISTANCE IS 390 FT. Rev. No. Date 06 10/21/2019 59 59