HomeMy WebLinkAbout12-22 Site PlanUTILITY CONTACTS
4. ANY UNUSUAL SUBSURFACE CONDITIONS ENCOUNTERED DURING THE COURSE OF THE WORK SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER AND/OR THE OWNER.
5. CONTRACTOR TO OBTAIN, AT HIS EXPENSE, ALL PERMITS REQUIRED OF THIS WORK AND SHALL FAITHFULLY ADHERE TO THE PERMIT CONDITIONS IMPOSED.
6. ALL GRADING IMPROVEMENTS TO BE CONFINED TO THE PROJECT AREA. ANY WORK PERFORMED OFFSITE IS THE CONTRACTOR'S RESPONSIBILITY.
7. CUTSHEETS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO ORDERING STRUCTURES AND START OF CONSTRUCTION. ALL CUTSHEETS SHOULD SHOW EXISTING GROUND ELEVATIONS AT
CENTERLINE OF UTILITY, STRUCTURE OR ROAD, AND OFFSET HUB ELEVATION.
8. THE APPROVAL OF THESE PLANS SHALL IN NO WAY RELIEVE THE OWNER OF COMPLYING WITH OTHER APPLICABLE LOCAL, STATE AND FEDERAL REQUIREMENTS.
EROSION CONTROL
1. A LAND DISTURBANCE PERMIT WILL BE REQUIRED PRIOR TO INITIATING ANY SITE WORK. THIS PERMIT CAN BE OBTAINED FROM THE FREDERICK COUNTY PLANNING AND ZONING DEPARTMENT.
2. TEMPORARY AND PERMANENT EROSION CONTROL STRUCTURES AND METHODS TO BE IN ACCORDANCE WITH THE VIRGINIA EROSION CONTROL GUIDELINES AND LOCAL ORDINANCES AND TO BE UTILIZED DURING THE
CONSTRUCTION PERIOD.
3. ALL EROSION CONTROL STRUCTURES SHOWN OR AS REQUIRED DURING CONSTRUCTION SHALL BE CONTINUOUSLY MAINTAINED THROUGHOUT THE PERIOD IN WHICH AREAS ARE DENUDED. AREAS SHOWN TO BE SURFACED
ARE TO HAVE STONE BASE INSTALLED AT THE EARLIEST POSSIBLE DATE AFTER ESTABLISHING GRADE. NO AREA IS TO REMAIN DENUDED FOR MORE THAN 7 CALENDAR DAYS WHEN CONSTRUCTION IS NOT IN PROGRESS.
4. CONTRACTOR TO CLEAN UP AND RESTORE DISTURBED AREAS IMMEDIATELY UPON COMPLETION OF PIPE-LAYING IN THE AFFECTED AREA.
5. ALL UNPAVED AREAS OF THE SITE WHICH ARE DISTURBED BY THIS CONSTRUCTION SHALL BE PROVIDED WITH 6" TOPSOIL, FERTILIZED, SEEDED, COMPACTED AND MULCHED. SEED BEDS TO BE WATERED AND CARED FOR AS
NECESSARY TO PROVIDE A GOOD LAWN QUALITY GRASS COVER. AREAS NOT GRADED SHALL BE DISCED, LEVELED, AND SEEDED TO ACHIEVE LAWN CONDITIONS.
FIRE & RESCUE
1. BURNING OF LAND CLEARING DEBRIS REQUIRES A PERMIT FROM THE FIRE MARSHAL. BURNING OF CONSTRUCTION DEBRIS ON SITE IS PROHIBITED.
2. ACCESS FOR EMERGENCY VEHICLES MUST BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION. TEMPORARY STREET SIGNS AND ADDRESSES MUST BE POSTED AS CONSTRUCTION BEGINS. PARKED VEHICLES AND
STAGING OF CONSTRUCTION MATERIALS ARE PROHIBITED WITHIN 20" OF FIRE HYDRANTS. FIRE HYDRANTS ARE NOT TO BE OBSTRUCTED AT ANY TIME.
VIRGINIA DEPARTMENT OF TRANSPORTATION
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.
FURTHERMORE, ALL TRAFFIC CONTROL FLAGGERS MUST BE CERTIFIED IN ACCORDANCE WITH SECTION 104.04(C) OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS.
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. PRIOR TO INITIATION OF WORK, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL NECESSARY VDOT LAND USE PERMITS FOR ANY WORK WITHIN VDOT RIGHT-OF-WAY.
V7. IF REQUIRED BY THE LOCAL VDOT RESIDENCY OFFICE, A PRE-CONSTRUCTION CONFERENCE SHALL BE ARRANGED AND HELD BY THE ENGINEER AND/OR DEVELOPER WITH THE ATTENDANCE OF THE CONTRACTOR,
VARIOUS COUNTY AGENCIES, UTILITY COMPANIES AND VDOT PRIOR TO INITIATION OF WORK.
V8. THE CONTRACTOR SHALL NOTIFY THE LOCAL VDOT RESIDENCY 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.
V9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ADEQUATE ACCESS TO THE PROJECT FROM THE ADJACENT PUBLIC ROADWAY VIA A CONSTRUCTION ENTRANCE THAT IS CONSTRUCTED AND MAINTAINED 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. THE DEVELOPER SHALL HAVE, WITHIN THE LIMITS OF THE PROJECT, AN EMPLOYEE CERTIFIED BY THE VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION (VDCR) IN EROSION AND SEDIMENT
CONTROL WHO SHALL INSPECT EROSION AND SILTATION CONTROL DEVICES AND MEASURES ON A CONTINUOUS BASIS FOR PROPER INSTALLATION AND OPERATION. DEFICIENCIES SHALL BE PROMPTLY RECTIFIED.
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.
PRIOR TO COMMENCING WORK
POLICE - FIRE - RESCUE
CALL 911
1-800-552-7001
CONTACT "MISS UTILITY" AT
SITE PLAN (SP#12-22)
PROJECT: FRONT ROYAL PIKE SELF STORAGE
ENGINEER/SURVEYOR: URBAN, LTD.
7700 LITTLE RIVER TURNPIKE SUITE 503
ANNANDALE, VA 22003
TELEPHONE # 703-642-8080
ZONING: B2(GENERAL BUSINESS DISTRICT) AND B3(INDUSTRIAL
TRANSITION DISTRICT). PROPERTY IS ALSO SUBJECT TO THE
REQUIREMENTS OF PART 701 AP1 AIRPORT DISTRICT.
PIN #: 64-A-A
PROPOSED USE: SELF STORAGE FACILITY
CURRENT USE: VACANT
PLAN IS SUBJECT TO EASEMENTS AND RESTRICTIONS OF RECORD.
THIS PLAN HAS BEEN PREPARED IN REFERENCE TO FIDELITY
NATIONAL TITLE INSURANCE COMPANY TITLE COMMITMENT
ORDER NO. DC2102037 EFFECTIVE DATE: 8/21/21
BOUNDARY INFORMATION PROVIDED BY SURVEY BY URBAN, LTD.
DATED SEPTEMBER, 2020.
TOPOGRAPHY BASED ON VIRGINIA STATE PLANE HORIZONTAL
NAD83 VERTICAL NAVD 88 BY URBAN, LTD DATED SEPTEMBER,
2021.
TOTAL PROPERTY AREA = 6.25 Ac. (272,249 SF)
TOTAL DISTURBED AREA = 6.25Ac. (272,249 SF)
ENVIRONMENTAL FEATURES
GENTLY ROLLING SLOPES
WOODLANDS: APPROXIMATELY 05%
LAKES AND PONDS: NONE
WETLANDS: NONE
FLOODPLAINS: NONE
HISTORIC STRUCTURES AND SITES: NONE INDICATED
PREVIOUS PLAN APPROVALS: MASTER DEVELOPMENT PLAN (MDP)
#15-07
FREDERICK COUNTY, VIRGINIA
FRONT ROYAL PIKE
SHAWNEE MAGISTERIAL DISTRICT
APPROVED BY ZONING ADMINISTRATOR
DATE
EMERGENCY
RESPONSIBLE LAND DISTURBER
11. PHASING OF THE SITE PLAN HAS NOT BEEN FINALIZED. A BUILDING FOOTPRINT IS SHOWN TO BE CONSTRUCTED SOME TIME IN THE FUTURE.
10.FRONT ROYAL PIKE SELF STORAGE FACILTY PUBLIC IMPROVEMENTS MUST BE BONDED PRIOR TO APPROVAL OF FINAL PLATS
ARCLAND PROPERTY COMPANY
PH: (202) 243-7530
WASHINGTON, DC 20027
PO BOX 25523
OWNER/DEVELOPER
GENERAL
1. THE CONTRACTOR SHALL FURNISH ALL MATERIALS, LABOR, AND EQUIPMENT AND PERFORM ALL WORK INCLUDING RESTORATION OF THE COMPLETED INSTALLATION OF
THE UTILITY SYSTEMS AND ALL OTHER IMPROVEMENTS SHOWN OR IMPLIED AS NECESSARY FOR THE COMPLETED FACILITY READY FOR USE. UNLESS OTHERWISE NOTED,
SPECIFICATIONS FOR ALL WORK TO BE IN ACCORDANCE WITH APPLICABLE STANDARDS AND CONSTRUCTION SPECIFICATIONS OF THE VIRGINIA DEPARTMENT OF
TRANSPORTATION, VIRGINIA DEPARTMENT OF HEALTH, FREDERICK COUNTY AND THE CONTRACT DOCUMENTS.
2. THE ENGINEER HAS ATTEMPTED TO LOCATE EXISTING SUBSURFACE UTILITIES, HOWEVER, SUCH MAY EXIST THAT ARE NOT SHOWN. THE CONTRACTOR SHALL
EXERCISE CARE IN THIS WORK SO AS TO AVOID DAMAGE TO ANY UTILITIES. ANY DAMAGE SHALL BE THE CONTRACTOR'S RESPONSIBILITY. THE CONTRACTOR SHALL
NOTIFY ALL UTILITY COMPANIES 72 HOURS PRIOR TO CONSTRUCTION. CALL "MISS UTILITY" 1-800-552-7001.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION STAKEOUT. ALL DIMENSIONS, ELEVATIONS AND LOCATIONS SHALL BE VERIFIED IN THE FIELD BY
EACH CONTRACTOR PRIOR TO BEGINNING THE WORK. THE ENGINEER WILL APPROVE ALL CUT SHEETS.
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 AND FILL. WHERE CBR TESTING IS REQUIRED, A VDOT
REPRESENTATIVE SHALL BE PRESENT TO INSURE THE SAMPLE OBTAINED 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 SIX (6) INCH LIFTS TO 95% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED BY
AASHTO T-99 METHOD A, WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE FOR THE FULL WIDTH OF ANY DEDICATED STREET RIGHT-OF-WAY. AT THE DIRECTION OF VDOT, DENSITY TESTS SHALL BE PERFORMED BY A
QUALIFIED INDEPENDENT AGENCY IN ACCORDANCE WITH 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. 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.
V17. PRIOR TO VDOT ACCEPTANCE OF ANY STREETS, ALL REQUIRED STREET SIGNAGE AND/OR PAVEMENT MARKINGS SHALL BE INSTALLED BY THE DEVELOPER OR, AT VDOT'S DISCRETION, BY VDOT ON AN ACCOUNT
RECEIVABLE BASIS FOLLOWING THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
V18. THE DEVELOPER SHALL PROVIDE THE VDOT RESIDENCY 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 RESIDENCY OFFICE PRIOR TO ACCEPTANCE OF THE WORK. UNIT AND TOTAL PRICES MAY BE OBSCURED.
V19. 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.
V20. 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.
V21. 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.
V22. APPROVAL OF THESE PLANS SHALL EXPIRE THREE (3) YEARS FROM THE DATE OF THE APPROVAL LETTER.
V23. VDOT STANDARD CG-12 CURB RAMPS SHALL BE INSTALLED WHERE INDICATED ON THESE PLANS AND/OR AS SPECIFIED BY VDOT.
V24. 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.
9.ALL PROPOSED UTILITIES SHALL BE PLACED UNDERGROUND.
ZONING RESTRICTIONS
BUILDING RESTRICTION SETBACK
FRONT ON COLLECTOR OR MINOR STREETS 35'
SIDE 0'
REAR 0'
MAXIMUM BUILDING HEIGHT 35'
ALLOWABLE FAR 1.00
MINIMUM LANDSCAPED AREA PERCENTAGE 15%
1" = 1000'
35'
15'
15'
35'
1.00
25%
B2 B3
ZONING
FRONT ON PRIMARY OR ARTERIAL HIGHWAY 50'50'
SELF STORAGE
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKECOVER SHEET=N/AN/A1
SHEET INDEX
COVER SHEET
REVISION NARRATIVE
MISCELLANEOUS DETAILS
WINCHESTER CITY WATER AND SEWER DETAILS
VDOT DETAILS
EXISTING CONDITIONS PLAN
SITE GEOMETRY PLAN
SITE GRADING PLAN
STORM SEWER DIVIDES
STORM SEWER PROFILES
STORM SEWER COMPUTATIONS
WATER AND SANITARY SEWER PROFILES
SANITARY SEWER DETAILS
BMP - LAND COVER MAP
BMP - COMPUTATIONS AND NARRATIVE
BMP - DETAILS
SWM - PRE-DEVELOPMENT DRAINAGE AREAS
SWM - POST-DEVELOPMENT DRAINAGE AREAS
SWM - DETAILS, COMPUTATIONS AND NARRATIVE
SWM - DETAILS AND COMPUTATIONS
OUTFALL ANALYSIS
EROSION & SEDIMENT CONTROL PLAN PHASE 1
EROSION & SEDIMENT CONTROL PLAN PHASE 2
EROSION & SEDIMENT CONTROL DETAILS
LANDSCAPE PLAN
LANDSCAPE DETAILS AND NOTES
LIFE SAFETY AND SIGNAGE PLAN
LIGHTING PLAN BY OTHERS!
LIGHTING DETAILS BY OTHERS!
1.
1A.
2.
3.
4.
5.
5A.
6.
7.
8-8A.
9-9A
10.
10A-10B
11.
12.
13.
14.
15.
16.
17-17C.
18.
19
20.
21.
22.
23.
24.
25.
26-26A.
SITE PLAN VALID FOR FIVE (5) YEARS FROM APPROVAL DATE.
FLOOR AREA RATIO TABULATIONS
TOTAL BUILDING GFA
AREA TO BE DEVELOPED
ALLOWABLE FAR
ALLOWABLE BUILDING GFA
PROPOSED FAR
6.25
1.0
272,250 SF
0.41
PARCEL AREA (AC)6.25
115,878 SF
PARKING TABULATIONS
SELF STORAGE
USE RATE # OF SPACES REQUIRED PROVIDED
1 PER EMPLOYEE
+ 3 PER OFFICE
TOTAL
2
3
5
2
3
5
3
4
7 (2 VHC)
WINCHESTER REGIONAL AIRPORT AUTHORITY NOTES
1. THE DEVELOPMENT IS SUBJECT TO THE REQUIREMENTS OF PART 701 AP1 AIRPORT DISTRICT.
2. CONTRACTOR SHALL:
A.IN ACCORDANCE WITH THE CODE OF FEDERAL REGULATIONS TITLE 14 PART 77.9, THE DEVELOPMENT MEETS FEDERAL AVIATION ADMINISTRATION (FAA) CRITERIA TO FILE AN OBSTRUCTION EVALUATION/AIRPORT
AIRSPACE ANALYSIS (0E/AAA)..
B.ELECTRONIC FILING MAY BE ACCOMPLISHED AT THE FOLLOWING WEB ADDRESS: HTTPS://OEAAA.FAA.GOV.
C.THE HEIGHT OF ANY PROPOSED STRUCTURES MUST ACCOUNT FOR THE MAXIMUM HEIGHT OF ANY AND ALL APPURTENANCES.
D.CRANES AND/OR TEMPORARY CONSTRUCTION EQUIPMENT REQUIRE A SEPARATE OE/AAA FILING.
E.OE/AAA FILINGS SHOULD BE MADE A MINIMUM OF 45 DAYS PRIOR TO THE EXPECTED START DATE OF CONSTRUCTION.
F.CONTRACTORS SHALL PROVIDE COPIES OF ANY FAA DETERMINATION LETTERS TO THE AIRPORT PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
FREDERICK WATER NOTES
1. THE SEWER DEMAND FOR BUILIDNG A IS 250 GAL/DAY AND THE WATER DEMAND IS 20 GAL/MINUTE. THE WATER AND SEWER DEMAND FOR BUILDING B IS ZERO.
2. WATER MAIN CONNECTION NOTES:
A.TEST PIT THE EXISTING MAINS PER FREDERICK WATER INSPECTOR'S REQUIREMENTS.
B.INSTALL JOINT RESTRAINTS ON EXISTING WATER MAIN PER CURRENT FREDERICK WATER REQUIREMENTS PRIOR TO SHUT DOWN.
C.PREPARE WORK AS FAR IN ADVANCE AS POSSIBLE TO MINIMIZE SHUT DOWN TIME.
D.HAVE SUFFICIENT RESOURCES ON -SITE TO ACCOMPLISH TASKS PER FREDERICK WATER INSPECTOR'S REQUIREMENTS.
E.PREPARE A WATER SHUT DOWN PLAN SATISFACTORY TO THE FREDERICK WATER INSPECTOR. FIREWATCH, NIGHT TIME WORK ETC, MAY BE REQUIRED.
F.SCHEDULE SHUT DOWN WITH THE FREDERICK COUNTY WATER INSPECTOR, FREDERICK COUNTY FIRE MARSHAL, AND ALL AFFECTED CUSTOMERS AT LEAST (7) DAYS IN ADVANCE, AND MAKE PREPARATIONS AS REQUIRED
BY ALL PARTIES.
G.FIRE PROTECTION METER, BACKFLOW PREVENTION DEVICE, DOMESTIC METER, VALVES AND PIPING, INCLUDING ACCESS AND CLEARANCES, SHALL BE INSTALLED PER FREDERICK WATER'S INSPECTOR'S REQUIREMENTS.
H.CONTRACTOR SHALL ADJUST FREDERICK WATER FACILITIES TO GRADE PER FREDERICK WATER INSPECTOR'S REQUIREMENTS.Y:\Front Royal Pike Self Storage\2542-SP-01_-Cover.dwg, 1/6/2023 11:25:15 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEREVISION NARRATIVE=N/AN/A1A
REV. #DATE SHEET #DESCRIPTION
SP #1.1 10/21/2022 AS LISTED LIST OF REVISIONS TO SITE PLAN (SP#12-22)
Sheet 1 - Cover Sheet
1. Updated Frederick Water Notes with the water and sewer demands.
Sheet 1A - Revision Narrative Sheet
1.Added Revision Narrative Sheet to describe changes made to plan.
Sheet 5A - Site Geometry Plan
1. Updated road to remove entrance from US Route 522 and create entrance at Wincrest Drive.
2. Updated Contractor Notes
3. Added Test pit Locations
4. Added existing water service and sewer laterals notes on removing existing lines.
5. Removed the doghouse manhole from the sanitary connection.
Sheet 5 - Existing Conditions Plan
1.Updated Sheet with callouts for Existing Sewer and Water service lines.
Sheets 6 - Site Grading Plan
1.Updated Site grading to accommodate new geometry and storm sewer layouts.
Sheet 7 - Drainage Divides Plan
1.Updated Drainage Divides along new geometry and storm sewer layouts.
Sheet 8-8A - Storm Sewer Profiles
1.Updated pipe profiles with new stationing, labels, inverts, and utility crossings.
Sheet 9-9A - Storm Sewer Profiles and Computations
1. Updated Computations of Storm Sewer to match new layout.
Sheet 10 - Water and Sanitary Sewer Profiles
1.Updated profiles for Water Mains and Sanitary Main for new layout and site geometry.
Sheets 10A-10B - Sanitary Sewer Details
1. Added detail sheets for Sanitary Sewer. Plan was updated to now provide a grinder pump and sanitary force main.
Sheets 11 - BMP- Land Cover Map
1.Updated drainage area breakdown along new layout and geometry (note - the quantity of grass and impervious areas remained the same).
Sheet 20 - Erosion and Sediment Control Plan Phase 2
1.Updated Drainage areas of each inlet, Acreage and C values.
Sheet 22 - Landscape Plan
1.Updated Landscape Plan per plan updates.
Sheet 23 - Landscape Computations
1.Updated Landscape Computations per plan updates.
Sheet 24 - Life Safety and Signage Plan
1.Updated Parking, Fire lane, and safety signage for new layout.
Sheet 25 - Lighting
1. Added a note that all lighting will conform to the requirements specified in 165-201.07 and be fully downcast, shielded, and full cutoff.
2nd submission to Frederick County. The main revisions associate with this second submission
Site Plan Amendment include updates to the entrance configuration removing the proposed
entrance off of US Route 522 Front Royal Pike at the west side of the property, to instead share
two points of inter-parcel access with PIN #64B-A-17 (Holiday Inn Express) which will still
allow for acress for US Route 522 Front Royal Pike and a new entrance to the south of the site
on Wincrest Drive. The associated site changes have all been made in order to accommodate the
change in geometry.
REV. #DATE SHEET #DESCRIPTION
SP #1.2 12/7/2022 AS LISTED LIST OF REVISIONS TO SITE PLAN (SP#12-22)
Sheet 1A - Revision Narrative Sheet
1.Updated Revision Narrative Sheet to describe changes made to plan.
Sheet 3 - Water and Sewer Details
1.Updated sheet to remove Water Meter and Fire Hydrant Details (relocated to newly added sheet 3A).
Sheet 3A - Water and Sewer Details
1.Newly added sheet to provide additional water and sewer details, in response to Frederick Water commentary.
Sheet 5A - Site Geometry Plan
1.Added remote FDC and additional fire hydrant, response to fire marshal commentary.
2.Added fire hydrant across from parking lot at southwest corner of Building A.
3.Revised alignment and design of watermain "A" on east side of Building A, in response to Frederick Water commentary.
4.Added trash enclosure on far east portion of site in response to Frederick County commentary.
5.Added Loading Space symbols to clarify locations of loading areas, in response to Frederick County commentary.
Sheet 6 - Site Grading Plan
1.Added remote FDC and additional fire hydrant, response to fire marshal commentary.
2.Added fire hydrant across from parking lot at southwest corner of Building A.
3.Revised alignment and design of watermain "A" on east side of Building A, in response to Frederick Water commentary.
4.Added trash enclosure on far east portion of site in response to Frederick County commentary.
5.Added Loading Space symbols to clarify locations of loading areas, in response to Frederick County commentary.
Sheet 24 - Life Safety and Signage Plan
1.Added firelane signage along both sides of the Wincrest Drive entrance, in response to Fire Marshal commentary.
2.Revised hydrant coverage lines per addition of new hydrant near entrance off of Wincrest Drive.
Sheet 25 - Lighting Plan
1.Updated Lighting Plan Illuminations Table to be more legible.
The updates and revisions listed below were made in response to Frederick County review
agency comments on the 2nd submission of the Site Plan. Note: the plan has been updated to
swap the names of the Buildings (i.e. previous Building A is now Building B and vice versa.
REV. #DATE SHEET #DESCRIPTION
SP #1.3 12/20/2022 AS LISTED LIST OF REVISIONS TO SITE PLAN (SP#12-22)
Sheet 1A - Revision Narrative Sheet
1.Updated Revision Narrative Sheet to describe changes made to plan.
Sheet 2 - Miscellaneous Details
1.Updated sheet to include dumpster enclosure detail and note. Relocated curb details to VDOT details sheet 4.
Sheet 5A - Site Geometry Plan
1.Added note to clarify that this site plan does not propose any freestanding monument style signage.
2.Added parking striping on northeast corner of Building "B".
3.Added note to clarify dumpster enclosure design and detail.
Sheets 22 - Landscape Plan
1.Updated Legend on sheet 22 to delete the reference to screening and delete the reference to 4' height reference for deciduous trees in the Legend
on sheet 22 and the plant list on sheet 23. The sizes have been listed consistently at the specified sizes of 2" for large deciduous trees and 1.5" for
smaller ornamental deciduous trees in both the legend and plant list, sizes which exceed the minimum required 1.25" caliper.
The updates and revisions listed below were made in response to Frederick County review
agency comments on the 3rdd submission of the Site Plan. Comments were provided via email
by Tyler Klein on December 14th, 2022.
REV. #DATE SHEET #DESCRIPTION
SP #2.1 1/6/2023 AS LISTED LIST OF REVISIONS TO SITE PLAN (SP#12-22)
Sheet 1A - Revision Narrative Sheet
1.Added Revision Narrative Sheet to describe changes made to plan.
Sheet 5A - Site Geometry Plan
1.Updated plan to avoid wetlands on east side of property. Added small retaining walls and removed 3 trailer parking spaces.
2.Re-aligned storm sewer pipes from structures 5A to 6B.
Sheet 6 - Site Grading Plan
1.Updated plan to avoid wetlands on east side of property. Added small retaining walls and removed 3 trailer parking spaces.
2.Re-aligned storm sewer pipes from structures 5A to 6B.
Sheet 7 - Drainage Divides Plan
1.Updated drainage divide to storm structure #6, based on updated grading and avoidance of wetlands on the east.
Sheet 8A - Storm Sewer Profiles
1.Updated storm profile for structure 5A to existing pond, based on revised grading and storm re-alignment.
Sheets 9-9A - Storm Sewer Profiles and Computations
1.Updated storm design comptutations for structures 5A to existing pond, based on revised grading and storm re-alignment.
Sheet 11 - BMP - Land Cover Map
1.Updated BMP (Water Quality) Map to reflect updated grading and drainage area around the newly avoided wetlands.
Sheet 12 - BMP - Computations and Narrative
1.Updated BMP Computations to reflect updated drainage areas. Minor decrease in phosphorous credits needed and updated correspondence letter
provided.
Sheet 19 - Erosion and Sediment Control Plan Phase 1
1.Updated E&S Phase 1 plan to avoid wetlands.
Sheet 20 - Erosion and Sediment Control Plan Phase 2
1.Updated E&S Phase 2 plan to avoid wetlands.
Sheet 21 - Erosion and Sediment Control Details
1.Updated E&S Narrative with new limits of disturbance, per plan update to avoid wetlands.
Sheet 22 - Landscape Plan
1.Updated Landscape Plan to reflect updated grading and area around wetlands that are now avoided.
Sheet 23 - Landscape Details
1.Updated Landscape details and calcs, per plan update to avoid wetlands.
1st Submission to Frederick County Department of Public Works. The purpose of this revision
submission is to update the plan to avoid any impact to the small wetland area on the east side of
the site. A small retaining wall and pipe re-alignment was done to accomplish this. All SWM
related computations and design have been updated accordingly, and the sheet descriptions
below provided a detailed sheet by sheet updated on what was revised, associated with the
avoidance of the small wetlands.Y:\Front Royal Pike Self Storage\2542-SP-01A-Revision Narrative.dwg, 1/6/2023 2:35:22 PM, 1:1
3'"
3
B
SITE BOUNDARY
FRONT ROYAL PIKE US RT 522WINCREST DRIVE
1
B
4
1
C
3
B
NOTE:
SOIL INFORMATION WAS TAKEN FROM A HISTORICAL REPLICA OF "SOIL SURVEY OF FREDERICK COUNTY, VIRGINIA"
MAJOR FIELDWORK FOR SOIL SURVEY WAS COMPLETED IN 1984. THE SITE SOILS, BLAIRTON SILT LOAM, 2-7% SLOPES,
TYPICALLY HAS A DARK BROWN SILT LOAM SURFACE LAYER APPROXIMATELY 9" DEEP WITH THE SUBSOIL EXTENDING
TO A DEPTH OF 30 INCHES. THE SUBSTRATUM IS APPROXIMATELY 36" DEEP VERY CHANNERY SILT LOAM WITH
FRACTURED SHALE AT 36" DEPTH. KARST POTENTIAL IS LOW WITH NO EVIDENCE ON SITE OF KARST FEATURES
Weikert-Berks channery silt loams, 8 to 15 percent slopes
Berks channery silt loam, 3 to 8 percent slopes
Blairton silt loam, 2 to 7 percent slopes
1B
41C
3B
SYMBOL
MAP MAP UNIT NAME
B
B
C/D
SCALE - 1 inch = ft.
0 200 400
400
600100
HYDROLOGIC
SOIL GROUP
LEGEND
SOILS MAP
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEMISCELLANEOUS DETAILS=N/AAS NOTED2
SECURITY GATE DETAILS & NOTES
PAVING SECTION
ASPHALT AT CONC. SECTION
PAVING DETAILS
TYPICAL SECTION FOR CONCRETE SIDEWALK
DUMPSTER ENCLOSURE DETAIL
Y:\Front Royal Pike Self Storage\2542-SP-02-04-NOTES AND DETAILS.dwg, 1/6/2023 11:27:15 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEWATER AND SEWER DETAILS=N/AN/A3
Y:\Front Royal Pike Self Storage\2542-SP-02-04-NOTES AND DETAILS.dwg, 1/6/2023 11:27:58 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEWATER AND SEWER DETAILS= N/AN/A3A
Y:\Front Royal Pike Self Storage\2542-SP-02-04-NOTES AND DETAILS.dwg, 1/6/2023 11:28:36 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEVDOT DETAILS=N/AN/A4
CG-6 CG-6R
CURB & GUTTER DETAILS
Y:\Front Royal Pike Self Storage\2542-SP-02-04-NOTES AND DETAILS.dwg, 1/6/2023 11:29:16 AM, 1:1
EXISTING CONDITIONS PLAN=1'1"=40'5
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEY:\Front Royal Pike Self Storage\2542-SP-05_-EXISTING CONDITIONS.dwg, 1/6/2023 11:32:04 AM, 1:1
SITE GEOMETRY PLAN=N/A1"=40'5A
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEY:\Front Royal Pike Self Storage\2542-SP-05A-GEOMETRY PLAN.dwg, 1/6/2023 11:33:53 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESITE GRADING PLAN=1'1"=40'6
Y:\Front Royal Pike Self Storage\2542-SP-06-GRADING PLAN.dwg, 1/6/2023 11:36:07 AM, 1:1
DA=0.28 AC.
C=0.90
(TO 26)
DA=0.12 AC.
C=0.90
(TO 24)
DA=0.10 AC.
C=0.90
(TO 23)
DA=0.08 AC.
C=0.75
(TO 22)
DA=0.04 AC.
C=0.75
(TO 17A)
DA=0.12 AC.
C=0.90
(TO 17)
DA=0.20 AC.
C=0.90
(TO 16)
DA=0.26 AC.
C=0.90
(TO 10)
DA=0.32 AC.
C=0.90
(TO 11)
DA=0.59 AC.
C=0.90
(TO 12)DA=0.75 AC.
C=0.90
(TO 6)
DA=0.60 AC.
C=0.90
(TO 8)
DA=0.12 AC.
C=0.90
(TO 19)
DA=0.17 AC.
C=0.90
(TO 20)
DA=0.13 AC.
C=0.75
(TO 9)
DA=0.29 AC.
C=0.90
(TO 11D)
DA=0.42AC.
C=0.90
(TO 10D)
DA=0.30AC.
C=0.90
(TO 9B)
DA=0.32 AC.
C=0.90
(TO 20A)
DA=0.32 AC.
C=0.90
(TO 19A)
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEDRAINAGE DIVIDES PLAN=1'1"=40'7
Y:\Front Royal Pike Self Storage\2542-SP-07-STORM SEWER DIVIDES.dwg, 1/6/2023 11:40:09 AM, 1:1
0+00 +1+00 +2+00 +3+00 +4+00 +5+00 0+00 +1+00 +2+00 +3+00 +4+00 +
0+00 +1+00 +2+00 +3+00 +4+00 +5+00 +6+00 +7+00 +0+00 +0+00 +FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESTORM SEWER PROFILES=2'1"=50'H; 1"5'V8
Y:\Front Royal Pike Self Storage\2542-SP-08-09A-STORM PROFILES AND COMPS.dwg, 1/6/2023 11:44:57 AM, 1:1
0+00 +0+00 +0+00 +0+00 +1+00 +2+00 +3+00 +4+00 0+00 +1+00 +2+00
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESTORM SEWER PROFILES=2'1"=50'H; 1"5'V8A
Y:\Front Royal Pike Self Storage\2542-SP-08-09A-STORM PROFILES AND COMPS.dwg, 1/6/2023 11:47:03 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESTORM SEWER PROFILES AND COMPUTATIONS=N/AN/A9
STORM SEWER DESIGN COMPUTATIONS
INLET COMPUTATIONS
SEE SHEET 9A FOR HYDRAULIC GRADE LINE COMPUTATIONS
Y:\Front Royal Pike Self Storage\2542-SP-08-09A-STORM PROFILES AND COMPS.dwg, 1/6/2023 11:47:48 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESTORM SEWER PROFILES AND COMPUTATIONS=N/AN/A9A
HYDRAULIC GRADE LINE COMPUTATIONS
Y:\Front Royal Pike Self Storage\2542-SP-08-09A-STORM PROFILES AND COMPS.dwg, 1/6/2023 11:48:31 AM, 1:1
0+00 1+00 2+00 3+00 4+00 5+00 6+000+00 1+00++++++++7+00
0+00 +1+00 +2+00 +3+00 +4+00 +5+00 +6+00 +7+00 +8+00 +9+00 +10+00 +11+00 +0+00 +1+00
0+00 +1+00 +2+00 +3+00 +4+000+00 +1+00
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEWATER AND SANITARY SEWER PROFILES=2'1"=50'H; 1"5'V10
Y:\Front Royal Pike Self Storage\2542-SP-10-WATER & SANITARY PROFILES.dwg, 1/6/2023 11:50:04 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESANITARY SEWER DETAILS=2'1"=50'H; 1"5'V10A
Y:\Front Royal Pike Self Storage\2542-SP-10-WATER & SANITARY PROFILES.dwg, 1/6/2023 11:50:28 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESANITARY SEWER DETAILS=2'1"=50'H; 1"5'V10B
Y:\Front Royal Pike Self Storage\2542-SP-10-WATER & SANITARY PROFILES.dwg, 1/6/2023 11:51:00 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEBMP - LAND COVER MAP=2'1"=40'11
LEGEND & DRAINAGE AREA BREAKDOWN
SWM - LAND COVER MAP
(1"=40')Y:\Front Royal Pike Self Storage\2542-SP-11-13-BMP.dwg, 1/6/2023 11:53:53 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEBMP - COMPUTATIONS AND NARRATIVEN/AN/A12
BMP COMPUTATIONS BMP NARRATIVE
NUTRIENT CREDIT PURCHASE CORRESPONDENCE
Y:\Front Royal Pike Self Storage\2542-SP-11-13-BMP.dwg, 1/6/2023 11:54:31 AM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEBMP DETAILSN/AN/A13
Y:\Front Royal Pike Self Storage\2542-SP-11-13-BMP.dwg, 1/6/2023 1:27:13 PM, 1:1
A TO B: 50' SHEET FLOW
A B
PRE-DEVELOPMENT
OUTFALL POINT #1
PRE-DEVELOPMENT
OUTFALL POINT #2
B TO C: 300' SHALLOW
CONCENTRATED FLOW
C
D
C TO D: 500' CHANNEL FLOW
DRAINAGE AREA TO OUTFALL
POINT #1 = 3.92 ACRES
CN=65
DRAINAGE AREA TO OUTFALL
POINT #2 = 2.22 ACRES
CN=65
A
B A TO B: 50' SHEET FLOW
B TO C: 250' SHALLOW
CONCENTRATED FLOW
C
D
C TO D: 250' SHALLOW
CONCENTRATED FLOW
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESWM - PRE-DEVELOPMENT DRAINAGE AREAS=2'1"=40'14
SWM - PRE-DEVELOPMENT DRAINAGE DIVIDES
(1"=40')
Runoff =0.71 cfs @ 12.14 hrs , Volume=0.085 af , Depth>0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 1-yr Rainfall=2.40"
Area (ac)CN Description
3.920 65 Brush, Good, HSG C
3.920 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
5.4 350 0.0240 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
1.7 500 0.0320 4.78 47.85 Channel Flow, Channel Flow
Area= 10.0 sf Perim= 20.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.5 900 Total
(3,702 Cubic Feet)
1-Year Storm Routing (Outfall #1)
2-Year Storm Routing (Outfall #1)
Runoff =1.63 cfs @ 12.12 hrs , Volume=0.147 af , Depth>0.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 2-yr Rainfall=2.88"
Area (ac)CN Description
3.920 65 Brush, Good, HSG C
3.920 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
5.4 350 0.0240 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
1.7 500 0.0320 4.78 47.85 Channel Flow, Channel Flow
Area= 10.0 sf Perim= 20.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.5 900 Total
(6,403 Cubic Feet)
10-Year Storm Routing (Outfall #1)
SWM - PRE-DEVELOPMENT STORM ROUTINGS
OUTFALL #1
Runoff =5.11 cfs @ 12.10 hrs , Volume=0.371 af , Depth>1.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 10-yr Rainfall=4.19"
Area (ac)CN Description
3.920 65 Brush, Good, HSG C
3.920 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
5.4 350 0.0240 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
1.7 500 0.0320 4.78 47.85 Channel Flow, Channel Flow
Area= 10.0 sf Perim= 20.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.5 900 Total
(16,161 Cubic Feet)
1-Year Storm Routing (Outfall #2)
2-Year Storm Routing (Outfall #2)
10-Year Storm Routing (Outfall #2)
SWM - PRE-DEVELOPMENT STORM ROUTINGS
OUTFALL #2
Runoff =0.45 cfs @ 12.11 hrs , Volume=0.048 af , Depth>0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 1-yr Rainfall=2.40"
Area (ac)CN Description
2.220 65 Brush, Good, HSG C
2.220 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
3.7 250 0.0260 1.13 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.9 250 0.0320 4.78 239.23 Channel Flow, Channel Flow
Area= 50.0 sf Perim= 100.0' r= 0.50'
n= 0.035 Earth, dense weeds
13.0 550 Total
(2,091 Cubic Feet)
Runoff =1.00 cfs @ 12.10 hrs , Volume=0.083 af , Depth>0.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 2-yr Rainfall=2.88"
Area (ac)CN Description
2.220 65 Brush, Good, HSG C
2.220 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
3.7 250 0.0260 1.13 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.9 250 0.0320 4.78 239.23 Channel Flow, Channel Flow
Area= 50.0 sf Perim= 100.0' r= 0.50'
n= 0.035 Earth, dense weeds
13.0 550 Total
(3,616 Cubic feet)
Runoff =3.05 cfs @ 12.07 hrs , Volume=0.210 af , Depth>1.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 10-yr Rainfall=4.19"
Area (ac)CN Description
2.220 65 Brush, Good, HSG C
2.220 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
3.7 250 0.0260 1.13 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.9 250 0.0320 4.78 239.23 Channel Flow, Channel Flow
(9,148 Cubic Feet)Y:\Front Royal Pike Self Storage\2542-SP-14-SWM-EXISTING DIVIDES.dwg, 1/6/2023 1:29:56 PM, 1:1
DRAINAGE AREA TO OUTFALL
POINT #1 = 5.72 ACRES
CN=96
POST-DEVELOPMENT
OUTFALL POINT #1
POST-DEVELOPMENT
OUTFALL POINT #2
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESWM - POST-DEVELOPMENT DRAINAGE AREAS=2'1"=40'15
SWM - POST-DEVELOPMENT DRAINAGE DIVIDES
(1"=40')
1-Year Storm Routing (Outfall #1)
2-Year Storm Routing (Outfall #1)
10-Year Storm Routing (Outfall #1)
SWM - POST-DEVELOPMENT STORM ROUTINGS
OUTFALL #1
Runoff =15.97 cfs @ 11.95 hrs , Volume=0.936 af , Depth>1.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 1-yr Rainfall=2.40"
Area (ac)CN Description
*5.150 98 Impervious: Buildings and Parking Lot
0.570 74 >75% Grass cover, Good, HSG C
5.720 96 Weighted Average
0.570 9.97% Pervious Area
5.150 90.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
5.0 Direct Entry, Direct Entry
Runoff =19.54 cfs @ 11.95 hrs , Volume=1.160 af , Depth>2.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 2-yr Rainfall=2.88"
Area (ac)CN Description
*5.150 98 Impervious: Buildings and Parking Lot
0.570 74 >75% Grass cover, Good, HSG C
5.720 96 Weighted Average
0.570 9.97% Pervious Area
5.150 90.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
5.0 Direct Entry, Direct Entry
(40,685 Cubic Feet)
(50,529 Cubic Feet)
Runoff =29.19 cfs @ 11.94 hrs , Volume=1.777 af , Depth>3.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 10-yr Rainfall=4.19"
Area (ac)CN Description
*5.150 98 Impervious: Buildings and Parking Lot
0.570 74 >75% Grass cover, Good, HSG C
5.720 96 Weighted Average
0.570 9.97% Pervious Area
5.150 90.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
5.0 Direct Entry, Direct Entry
(77,406 Cubic Feet)Y:\Front Royal Pike Self Storage\2542-SP-15-SWM-PROPOSED DIVIDES.dwg, 1/6/2023 1:31:57 PM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESWM - DETAILS, COMPUTATIONS AND NARRATIVEN/AN/A16
WATER QUANTITY COMPUTATIONS SUMMARY
AREA = 3.92 AC, CN = 65
Tc = 15.5 MIN
PRE-DEVELOPMENT DRAINAGE AREA TO OUTFALL #1 (SEE MAP & ROUTING ON SHEET 14):
AREA = 5.72 AC
Tc = 5 MIN
POST-DEVELOPMENT DRAINAGE AREA TO OUTFALL #1 (SEE MAP & ROUTINGS ON SHEET 15):
ENERGY BALANCE EQUATION
Q 1 - DEVELOPED < I.F. * (Q * RV ) / RV 1 - PRE DEVELOPED 1 - PRE DEVELOPED 1 - DEVELOPED
EXISTING NATURAL CHANNEL (USED IN LIEU OF MANMADE CHANNEL)
Q 1 - DEVELOPED 0.80 * (0.71 CFS * 3,702 CF )
CRITERIA:
POST DEVELOPMENT ALLOWABLE DISCHARGE:
POST-DEVELOPMENT DESIGN DISCHARGE FROM SWM VAULT # 1 (SEE COMPS SHEET 17B):
Q 1 = 0.04 CFS
LIMITS OF ANALYSIS: THE LIMITS OF ANALYSIS IS THE OUTFALL POINT FROM THE
PROPOSED DEVELOPMENT WHICH IS LOCATED AT
PROPOSED STRUCTURE #1 AT THE SOUTHEAST CORNER OF
THE PROPOSED DEVELOPMENT
Q = 0.71 CFS
RV = 3,702 CF
RV = 40,685 CF
1
1
1
CHANNEL PROTECTION
AREA TO VAULT #1:
CN = 96
IMPROVEMENT FACTOR (I.F.) = 0.80 FOR SITES GREATER THAN 1 ACRE.
< (40,685 CF)= 0.05 CFS
FINAL DISCHARGE COMP:
Q1 = 0.04 CFS
ALLOWABLE Q1 TOTAL = 0.05 CFS
0.04 CFS < 0.05 CFS, THEREFORE THE
ALLOWABLE RELEASE RATE IS MET
OUTFALL #1 FLOOD PROTECTION
Tc = 15.5 MIN
PRE-DEVELOPMENT DRAINAGE AREA TO OUTFALL #1 (SEE MAP & ROUTINGS ON SHEET 14):
AREA = 5.72 AC
Tc = 5 MIN
POST-DEVELOPMENT DRAINAGE AREA TO OUTFALL #1 (SEE MAP & ROUTINGS ON SHEET 15):
FLOOD PROTECTION REQUIREMENT:
Q 10 - DEVELOPED < Q 10 - PRE DEVELOPED
NATURAL CHANNEL (USED IN LIEU OF MANMADE CHANNEL)
Q 10 - DEVELOPED
CRITERIA:
POST DEVELOPMENT ALLOWABLE DISCHARGE:
POST-DEVELOPMENT DESIGN DISCHARGE FROM SWM VAULT # 1 (SEE COMPS SHEET 17C):
Q 10 = 5.04 CFS
LIMITS OF ANALYSIS:
Q = 5.11 CFS
RV = 16,161 CF
RV = 77,406 CF
10
10
10
AREA TO VAULT #1:
CN = 96
< 5.11 CFS
FINAL DISCHARGE COMP:
Q10 = 5.04 CFS
ALLOWABLE Q10 = 5.11CFS
5.04 CFS < 5.11 CFS, THEREFORE THE
ALLOWABLE RELEASE RATE IS MET
AREA = 3.92 AC, CN = 65
PRE DEVELOPMENT MODEL SCHEMATIC
OUTFALL #1
SHED TO
OUTFALL #1
OUTFALL #2
DOWNSTREAM CHANNEL
POST DEVELOPMENT MODEL SCHEMATIC
OUTFALL #1
SHED TO
VAULT #1
OUTFALL
SWM VAULT #1
OUTFALL #2
SHED TO
OUTFALL #2
(FROM EXISTING DEVELOPMENT
/ POND TO NORTH)
DOWNSTREAM CHANNEL
SHED TO
OUTFALL #2
THE LIMITS OF ANALYSIS IS THE OUTFALL POINT FROM THE
PROPOSED DEVELOPMENT WHICH IS LOCATED AT
PROPOSED STRUCTURE #1 AT THE SOUTHEAST CORNER OF
THE PROPOSED DEVELOPMENT
Y:\Front Royal Pike Self Storage\2542-SP-16-17C-SWM FACILITY DESIGN & DETAILS.dwg, 1/6/2023 1:33:45 PM, 1:1
0+00 1+00+2+00++
STANDARD MH-1 VDOT
MANHOLE STRUCTURE
WITH 5-FOOT INSIDE
DIAMETER
WEIR WALL (8" THICK
CONCRETE) SEE DETAIL
ON THIS SHEET
2.
5
'
1.83'24" RCP OUT TO STR. #3
(INV OUT OF STR. #4
=720.00)
24" ADS N-12 BOTTOM
CONNECTION TO
CHAMBERS (SEE DETAIL
ON SHEET 17A)
24x24" TOP MANIFOLD TO
CONNECT TO VAULT
SYSTEM (INV.=721.21)
SEE DETAILS ON SHEETS
17A-17B
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESWM - DETAILS AND COMPUTATIONSN/AN/A17
SWM VAULT #1 PLAN VIEW
VAULT #1 PROFILE
(SCALE: (H):1"=50' , (V):1"=5'
STRUCTURE #4 DETAIL
STRUCTURE 4
PLAN VIEW
DEBRIS CAGE
SECTION
ISOMETRIC
A36 GALVANIZED STEEL 14"
PLATE AND GRATING WITH 1"
HOLES AND MIN. OF 30% OF
OPENING AREA
*ALL COMPONENTS SHALL BE GALVANIZED IN ACCORDANCE WITH
VDOT SPECIFICATION 241
Y:\Front Royal Pike Self Storage\2542-SP-16-17C-SWM FACILITY DESIGN & DETAILS.dwg, 1/6/2023 1:35:30 PM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESWM - DETAILS AND COMPUTATIONSN/AN/A17A
Y:\Front Royal Pike Self Storage\2542-SP-16-17C-SWM FACILITY DESIGN & DETAILS.dwg, 1/6/2023 1:36:49 PM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESWM -DETAILS AND COMPUTATIONSN/AN/A17B
VAULT "1" SWM COMPUTATIONS
1-Year Vault #1 Inflow-Outflow Hydrograph
Summary for 1-Year Vault #1 Outflow
Hydrograph for VAULT 1: (OUTFALL # 1)
Summary for 1-Year Post-Development Area (Controlled by Vault #1)
Summary for 1-Year Pre-Development Area to Outfall #1
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Runoff =15.97 cfs @ 11.95 hrs , Volume=0.936 af , Depth>1.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 1-yr Rainfall=2.40"
Area (ac)CN Description
*5.150 98 Impervious: Buildings and Parking Lot
0.570 74 >75% Grass cover, Good, HSG C
5.720 96 Weighted Average
0.570 9.97% Pervious Area
5.150 90.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
5.0 Direct Entry, Direct Entry
(40,685 cubic feet)
Runoff =0.71 cfs @ 12.14 hrs , Volume=0.085 af , Depth>0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 1-yr Rainfall=2.40"
Area (ac)CN Description
3.920 65 Brush, Good, HSG C
3.920 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
5.4 350 0.0240 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
1.7 500 0.0320 4.78 47.85 Channel Flow, Channel Flow
Area= 10.0 sf Perim= 20.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.5 900 Total
(3,703 cubic feet)
0.00 0.00 0.000 719.25 0.00
0.10 0.00 0.000 719.25 0.00
0.20 0.00 0.000 719.25 0.00
0.30 0.00 0.000 719.25 0.00
0.40 0.00 0.000 719.25 0.00
0.50 0.00 0.000 719.25 0.00
0.60 0.00 0.000 719.25 0.00
0.70 0.00 0.000 719.25 0.00
0.80 0.00 0.000 719.25 0.00
0.90 0.00 0.000 719.25 0.00
1.00 0.00 0.000 719.25 0.00
1.10 0.00 0.000 719.25 0.00
1.20 0.00 0.000 719.25 0.00
1.30 0.00 0.000 719.25 0.00
1.40 0.00 0.000 719.25 0.00
1.50 0.00 0.000 719.25 0.00
1.60 0.00 0.000 719.25 0.00
1.70 0.00 0.000 719.25 0.00
1.80 0.00 0.000 719.25 0.00
1.90 0.00 0.000 719.25 0.00
2.00 0.00 0.000 719.25 0.00
2.10 0.00 0.000 719.25 0.00
2.20 0.00 0.000 719.25 0.00
2.30 0.00 0.000 719.25 0.00
2.40 0.00 0.000 719.25 0.00
2.50 0.00 0.000 719.25 0.00
2.60 0.00 0.000 719.25 0.00
2.70 0.00 0.000 719.25 0.00
2.80 0.00 0.000 719.25 0.00
2.90 0.00 0.000 719.25 0.00
3.00 0.00 0.000 719.25 0.00
3.10 0.00 0.000 719.25 0.00
3.20 0.00 0.000 719.25 0.00
3.30 0.01 0.000 719.25 0.00
3.40 0.01 0.000 719.25 0.00
3.50 0.01 0.000 719.25 0.00
3.60 0.01 0.000 719.25 0.00
3.70 0.02 0.000 719.25 0.00
3.80 0.02 0.001 719.25 0.00
3.90 0.02 0.001 719.25 0.00
4.00 0.02 0.001 719.26 0.00
4.10 0.03 0.001 719.26 0.00
4.20 0.03 0.001 719.26 0.00
4.30 0.03 0.002 719.26 0.00
4.40 0.04 0.002 719.26 0.00
4.50 0.04 0.002 719.27 0.00
4.60 0.04 0.003 719.27 0.00
4.70 0.05 0.003 719.27 0.00
4.80 0.05 0.003 719.27 0.00
4.90 0.05 0.004 719.28 0.00
5.00 0.06 0.004 719.28 0.00
5.10 0.06 0.005 719.28 0.00
5.20 0.06 0.005 719.29 0.00
5.30 0.07 0.006 719.29 0.00
5.40 0.07 0.006 719.29 0.00
5.50 0.07 0.007 719.30 0.00
5.60 0.08 0.007 719.30 0.00
5.70 0.08 0.008 719.30 0.00
5.80 0.08 0.009 719.31 0.00
5.90 0.09 0.009 719.31 0.00
6.00 0.09 0.010 719.32 0.00
6.10 0.09 0.011 719.32 0.00
6.20 0.10 0.012 719.33 0.00
6.30 0.10 0.012 719.34 0.00
6.40 0.10 0.013 719.34 0.00
6.50 0.11 0.014 719.35 0.00
6.60 0.11 0.015 719.35 0.00
6.70 0.12 0.016 719.36 0.00
6.80 0.12 0.017 719.37 0.00
6.90 0.12 0.018 719.37 0.00
7.00 0.13 0.019 719.38 0.00
7.10 0.13 0.020 719.39 0.00
7.20 0.13 0.021 719.39 0.00
7.30 0.14 0.022 719.40 0.00
7.40 0.14 0.023 719.41 0.00
7.50 0.15 0.025 719.42 0.00
7.60 0.15 0.026 719.43 0.00
7.70 0.15 0.027 719.44 0.00
7.80 0.16 0.028 719.44 0.00
7.90 0.16 0.030 719.45 0.00
8.00 0.16 0.031 719.46 0.00
8.10 0.17 0.032 719.47 0.00
8.20 0.18 0.034 719.48 0.00
8.30 0.19 0.035 719.49 0.00
8.40 0.20 0.037 719.50 0.00
8.50 0.21 0.039 719.51 0.00
8.60 0.22 0.041 719.53 0.00
8.70 0.23 0.042 719.54 0.00
8.80 0.25 0.044 719.55 0.00
8.90 0.26 0.047 719.57 0.00
9.00 0.27 0.049 719.58 0.00
9.10 0.28 0.051 719.60 0.00
9.20 0.28 0.053 719.61 0.00
9.30 0.29 0.056 719.63 0.00
9.40 0.29 0.058 719.65 0.00
9.50 0.29 0.060 719.66 0.00
9.60 0.30 0.063 719.68 0.00
9.70 0.32 0.066 719.70 0.00
9.80 0.34 0.068 719.72 0.00
9.90 0.36 0.071 719.74 0.00
10.00 0.38 0.074 719.76 0.00
10.10 0.40 0.077 719.78 0.00
10.20 0.42 0.081 719.80 0.00
10.30 0.45 0.084 719.83 0.00
10.40 0.48 0.088 719.85 0.00
10.50 0.51 0.092 719.88 0.00
10.60 0.55 0.097 719.91 0.00
10.70 0.59 0.101 719.94 0.00
10.80 0.64 0.107 719.98 0.00
10.90 0.69 0.112 720.01 0.00
11.00 0.74 0.118 720.03 0.00
11.10 0.81 0.124 720.05 0.00
11.20 0.92 0.132 720.07 0.00
11.30 1.04 0.140 720.09 0.01
11.40 1.16 0.149 720.12 0.01
11.50 1.29 0.159 720.15 0.01
11.60 2.27 0.173 720.20 0.01
11.70 4.89 0.203 720.29 0.01
11.80 8.31 0.257 720.46 0.02
11.90 15.18 0.354 720.77 0.02
12.00 14.99 0.479 721.18 0.03
12.10 4.38 0.558 721.45 0.03
12.20 2.37 0.586 721.54 0.03
12.30 1.99 0.604 721.60 0.03
12.40 1.69 0.619 721.65 0.03
12.50 1.39 0.631 721.69 0.03
12.60 1.16 0.641 721.73 0.03
12.70 1.07 0.650 721.76 0.03
12.80 1.00 0.659 721.79 0.03
12.90 0.94 0.666 721.82 0.03
13.00 0.87 0.674 721.84 0.04
13.10 0.81 0.680 721.87 0.04
13.20 0.77 0.686 721.89 0.04
13.30 0.73 0.692 721.91 0.04
13.40 0.69 0.698 721.93 0.04
13.50 0.66 0.703 721.95 0.04
13.60 0.62 0.708 721.96 0.04
13.70 0.60 0.713 721.98 0.04
13.80 0.57 0.717 722.00 0.04
13.90 0.54 0.722 722.01 0.04
14.00 0.52 0.726 722.03 0.04
14.10 0.49 0.730 722.04 0.04
14.20 0.48 0.733 722.06 0.04
14.30 0.47 0.737 722.07 0.04
14.40 0.47 0.741 722.08 0.04
14.50 0.46 0.744 722.09 0.04
14.60 0.45 0.748 722.11 0.04
14.70 0.44 0.751 722.12 0.04
14.80 0.43 0.754 722.13 0.04
14.90 0.42 0.757 722.14 0.04
15.00 0.41 0.760 722.15 0.04
15.10 0.40 0.764 722.16 0.04
15.20 0.39 0.766 722.17 0.04
15.30 0.38 0.769 722.19 0.04
15.40 0.37 0.772 722.20 0.04
15.50 0.36 0.775 722.21 0.04
15.60 0.35 0.777 722.22 0.04
15.70 0.34 0.780 722.22 0.04
15.80 0.34 0.783 722.23 0.04
15.90 0.33 0.785 722.24 0.04
16.00 0.32 0.787 722.25 0.04
16.10 0.31 0.790 722.26 0.04
16.20 0.31 0.792 722.27 0.04
16.30 0.30 0.794 722.28 0.04
16.40 0.30 0.796 722.28 0.04
16.50 0.30 0.798 722.29 0.04
16.60 0.29 0.800 722.30 0.04
16.70 0.29 0.802 722.31 0.04
16.80 0.29 0.804 722.32 0.04
16.90 0.28 0.806 722.32 0.04
17.00 0.28 0.808 722.33 0.04
17.10 0.28 0.810 722.34 0.04
17.20 0.27 0.812 722.34 0.04
17.30 0.27 0.814 722.35 0.04
17.40 0.27 0.816 722.36 0.04
17.50 0.26 0.818 722.37 0.04
17.60 0.26 0.820 722.37 0.04
17.70 0.26 0.822 722.38 0.04
17.80 0.25 0.823 722.39 0.04
17.90 0.25 0.825 722.39 0.04
18.00 0.25 0.827 722.40 0.04
18.10 0.24 0.828 722.41 0.04
18.20 0.24 0.830 722.41 0.04
18.30 0.24 0.832 722.42 0.04
18.40 0.23 0.833 722.42 0.04
18.50 0.23 0.835 722.43 0.04
18.60 0.22 0.836 722.44 0.04
18.70 0.22 0.838 722.44 0.04
18.80 0.22 0.839 722.45 0.04
18.90 0.21 0.841 722.45 0.04
19.00 0.21 0.842 722.46 0.04
19.10 0.21 0.844 722.46 0.04
19.20 0.20 0.845 722.47 0.04
19.30 0.20 0.846 722.47 0.04
19.40 0.20 0.848 722.48 0.04
19.50 0.19 0.849 722.48 0.04
19.60 0.19 0.850 722.49 0.04
19.70 0.19 0.851 722.49 0.04
19.80 0.18 0.853 722.50 0.04
19.90 0.18 0.854 722.50 0.04
20.00 0.18 0.855 722.51 0.04
20.10 0.18 0.856 722.51 0.04
20.20 0.17 0.857 722.52 0.04
20.30 0.17 0.858 722.52 0.04
20.40 0.17 0.859 722.52 0.04
20.50 0.17 0.860 722.53 0.04
20.60 0.17 0.862 722.53 0.04
20.70 0.17 0.863 722.54 0.04
20.80 0.17 0.864 722.54 0.04
20.90 0.17 0.865 722.55 0.04
21.00 0.17 0.866 722.55 0.04
21.10 0.17 0.867 722.55 0.04
21.20 0.17 0.868 722.56 0.04
21.30 0.17 0.869 722.56 0.04
21.40 0.17 0.870 722.57 0.04
21.50 0.17 0.871 722.57 0.04
21.60 0.17 0.872 722.57 0.04
21.70 0.16 0.873 722.58 0.04
21.80 0.16 0.874 722.58 0.04
21.90 0.16 0.875 722.59 0.04
22.00 0.16 0.876 722.59 0.04
22.10 0.16 0.877 722.59 0.04
22.20 0.16 0.878 722.60 0.04
22.30 0.16 0.879 722.60 0.04
22.40 0.16 0.880 722.61 0.04
22.50 0.16 0.881 722.61 0.04
22.60 0.16 0.882 722.61 0.04
22.70 0.16 0.883 722.62 0.04
22.80 0.16 0.884 722.62 0.04
22.90 0.16 0.885 722.62 0.04
23.00 0.16 0.886 722.63 0.04
23.10 0.16 0.887 722.63 0.04
23.20 0.15 0.888 722.64 0.04
23.30 0.15 0.889 722.64 0.04
23.40 0.15 0.890 722.64 0.04
23.50 0.15 0.890 722.65 0.04
23.60 0.15 0.891 722.65 0.04
23.70 0.15 0.892 722.65 0.04
23.80 0.15 0.893 722.66 0.04
23.90 0.15 0.894 722.66 0.04
24.00 0.15 0.895 722.66 0.04
Inflow Area =5.720 ac ,90.03% Impervious , Inflow Depth > 1.96" for 1-yr event
Inflow =15.97 cfs @ 11.95 hrs , Volume=0.936 af
Outflow =0.04 cfs @ 24.00 hrs , Volume=0.040 af , Atten= 100%, Lag= 723.2 min
Primary =0.04 cfs @ 24.00 hrs , Volume=0.040 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Peak Elev= 722.66' @ 24.00 hrs Surf.Area= 0.366 ac Storage= 0.895 af
Plug-Flow detention time= 673.2 min calculated for 0.040 af (4% of inflow)
Center-of-Mass det. time= 307.7 min ( 1,085.8 - 778.1 )
Volume Invert Avail.Storage Storage Description
#1A 719.25'0.503 af 80.08'W x 199.29'L x 5.50'H Field A
2.015 af Overall - 0.757 af Embedded = 1.258 af x 40.0% Voids
#2A 720.00'0.757 af ADS_StormTech MC-3500 d +Cap x 297 Inside #1
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
297 Chambers in 11 Rows
Cap Storage= +14.9 cf x 2 x 11 rows = 327.8 cf
1.260 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 720.00'24.0" Round Culvert L= 11.4' Ke= 0.500
Inlet / Outlet Invert= 720.00' / 719.75' S= 0.0219 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 720.00'1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 722.67'1.8' long x 0.7' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#4 Device 1 723.60'5.0' long x 0.7' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=0.04 cfs @ 24.00 hrs HW=722.66' (Free Discharge)
1=Culvert (Passes 0.04 cfs of 18.85 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.04 cfs @ 7.80 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)Y:\Front Royal Pike Self Storage\2542-SP-16-17C-SWM FACILITY DESIGN & DETAILS.dwg, 1/6/2023 1:37:16 PM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKESWM - DETAILS AND COMPUTATIONSN/AN/A17C
Summary for 10-Year Post-Development Area (Controlled by Vault #1)
Summary for 10-Year Pre-Development Area to Outfall #1
Summary for 2-Year Post-Development Area (Controlled by Vault #1)
Summary for 2-Year Pre-Development Area to Outfall #1
VAULT "1" SWM COMPUTATIONS
2-Year Vault #1 Inflow-Outflow Hydrograph
Summary for 2-Year Vault #1 Outflow
Hydrograph for VAULT 1: (OUTFALL # 1)
VAULT "1" SWM COMPUTATIONS
10-Year Vault #1 Inflow-Outflow Hydrograph
Summary for 10-Year Vault #1 Outflow
Hydrograph for VAULT 1: (OUTFALL # 1)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
Runoff =19.54 cfs @ 11.95 hrs , Volume=1.160 af , Depth>2.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 2-yr Rainfall=2.88"
Area (ac)CN Description
*5.150 98 Impervious: Buildings and Parking Lot
0.570 74 >75% Grass cover, Good, HSG C
5.720 96 Weighted Average
0.570 9.97% Pervious Area
5.150 90.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
5.0 Direct Entry, Direct Entry
(50,530 cubic feet)
Runoff =1.63 cfs @ 12.12 hrs , Volume=0.147 af , Depth>0.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 2-yr Rainfall=2.88"
Area (ac)CN Description
3.920 65 Brush, Good, HSG C
3.920 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
5.4 350 0.0240 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
1.7 500 0.0320 4.78 47.85 Channel Flow, Channel Flow
Area= 10.0 sf Perim= 20.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.5 900 Total
(6,403 cubic feet)
0.00 0.00 0.000 719.25 0.00
0.10 0.00 0.000 719.25 0.00
0.20 0.00 0.000 719.25 0.00
0.30 0.00 0.000 719.25 0.00
0.40 0.00 0.000 719.25 0.00
0.50 0.00 0.000 719.25 0.00
0.60 0.00 0.000 719.25 0.00
0.70 0.00 0.000 719.25 0.00
0.80 0.00 0.000 719.25 0.00
0.90 0.00 0.000 719.25 0.00
1.00 0.00 0.000 719.25 0.00
1.10 0.00 0.000 719.25 0.00
1.20 0.00 0.000 719.25 0.00
1.30 0.00 0.000 719.25 0.00
1.40 0.00 0.000 719.25 0.00
1.50 0.00 0.000 719.25 0.00
1.60 0.00 0.000 719.25 0.00
1.70 0.00 0.000 719.25 0.00
1.80 0.00 0.000 719.25 0.00
1.90 0.00 0.000 719.25 0.00
2.00 0.00 0.000 719.25 0.00
2.10 0.00 0.000 719.25 0.00
2.20 0.00 0.000 719.25 0.00
2.30 0.00 0.000 719.25 0.00
2.40 0.00 0.000 719.25 0.00
2.50 0.00 0.000 719.25 0.00
2.60 0.00 0.000 719.25 0.00
2.70 0.00 0.000 719.25 0.00
2.80 0.01 0.000 719.25 0.00
2.90 0.01 0.000 719.25 0.00
3.00 0.01 0.000 719.25 0.00
3.10 0.02 0.000 719.25 0.00
3.20 0.02 0.000 719.25 0.00
3.30 0.02 0.001 719.25 0.00
3.40 0.03 0.001 719.26 0.00
3.50 0.03 0.001 719.26 0.00
3.60 0.03 0.001 719.26 0.00
3.70 0.04 0.002 719.26 0.00
3.80 0.04 0.002 719.26 0.00
3.90 0.04 0.002 719.27 0.00
4.00 0.05 0.003 719.27 0.00
4.10 0.05 0.003 719.27 0.00
4.20 0.06 0.004 719.27 0.00
4.30 0.06 0.004 719.28 0.00
4.40 0.06 0.005 719.28 0.00
4.50 0.07 0.005 719.28 0.00
4.60 0.07 0.006 719.29 0.00
4.70 0.08 0.006 719.29 0.00
4.80 0.08 0.007 719.30 0.00
4.90 0.08 0.008 719.30 0.00
5.00 0.09 0.008 719.31 0.00
5.10 0.09 0.009 719.31 0.00
5.20 0.10 0.010 719.32 0.00
5.30 0.10 0.011 719.32 0.00
5.40 0.11 0.012 719.33 0.00
5.50 0.11 0.012 719.33 0.00
5.60 0.11 0.013 719.34 0.00
5.70 0.12 0.014 719.35 0.00
5.80 0.12 0.015 719.35 0.00
5.90 0.13 0.016 719.36 0.00
6.00 0.13 0.017 719.37 0.00
6.10 0.14 0.019 719.38 0.00
6.20 0.14 0.020 719.38 0.00
6.30 0.15 0.021 719.39 0.00
6.40 0.15 0.022 719.40 0.00
6.50 0.15 0.023 719.41 0.00
6.60 0.16 0.025 719.42 0.00
6.70 0.16 0.026 719.43 0.00
6.80 0.17 0.027 719.44 0.00
6.90 0.17 0.029 719.45 0.00
7.00 0.18 0.030 719.46 0.00
7.10 0.18 0.032 719.47 0.00
7.20 0.19 0.033 719.48 0.00
7.30 0.19 0.035 719.49 0.00
7.40 0.20 0.036 719.50 0.00
7.50 0.20 0.038 719.51 0.00
7.60 0.21 0.040 719.52 0.00
7.70 0.21 0.041 719.53 0.00
7.80 0.21 0.043 719.54 0.00
7.90 0.22 0.045 719.56 0.00
8.00 0.22 0.047 719.57 0.00
8.10 0.23 0.049 719.58 0.00
8.20 0.24 0.051 719.60 0.00
8.30 0.26 0.053 719.61 0.00
8.40 0.27 0.055 719.63 0.00
8.50 0.28 0.057 719.64 0.00
8.60 0.30 0.060 719.66 0.00
8.70 0.31 0.062 719.67 0.00
8.80 0.33 0.065 719.69 0.00
8.90 0.34 0.068 719.71 0.00
9.00 0.36 0.071 719.73 0.00
9.10 0.37 0.074 719.75 0.00
9.20 0.38 0.077 719.77 0.00
9.30 0.38 0.080 719.79 0.00
9.40 0.38 0.083 719.82 0.00
9.50 0.39 0.086 719.84 0.00
9.60 0.40 0.089 719.86 0.00
9.70 0.42 0.093 719.88 0.00
9.80 0.44 0.096 719.91 0.00
9.90 0.46 0.100 719.93 0.00
10.00 0.49 0.104 719.96 0.00
10.10 0.52 0.108 719.99 0.00
10.20 0.55 0.112 720.01 0.00
10.30 0.59 0.117 720.02 0.00
10.40 0.62 0.122 720.04 0.00
10.50 0.66 0.127 720.05 0.00
10.60 0.70 0.133 720.07 0.00
10.70 0.76 0.139 720.09 0.01
10.80 0.82 0.145 720.11 0.01
10.90 0.88 0.152 720.13 0.01
11.00 0.94 0.160 720.16 0.01
11.10 1.03 0.168 720.18 0.01
11.20 1.17 0.177 720.21 0.01
11.30 1.31 0.187 720.24 0.01
11.40 1.46 0.198 720.28 0.01
11.50 1.62 0.211 720.32 0.01
11.60 2.85 0.229 720.38 0.02
11.70 6.09 0.266 720.49 0.02
11.80 10.28 0.334 720.71 0.02
11.90 18.62 0.453 721.10 0.03
12.00 18.28 0.605 721.61 0.03
12.10 5.33 0.702 721.94 0.04
12.20 2.88 0.736 722.06 0.04
12.30 2.42 0.758 722.14 0.04
12.40 2.05 0.776 722.21 0.04
12.50 1.69 0.791 722.26 0.04
12.60 1.41 0.803 722.31 0.04
12.70 1.30 0.814 722.35 0.04
12.80 1.22 0.824 722.39 0.04
12.90 1.13 0.834 722.43 0.04
13.00 1.05 0.842 722.46 0.04
13.10 0.98 0.850 722.49 0.04
13.20 0.93 0.858 722.52 0.04
13.30 0.89 0.865 722.55 0.04
13.40 0.84 0.872 722.57 0.04
13.50 0.80 0.878 722.60 0.04
13.60 0.76 0.884 722.62 0.04
13.70 0.72 0.890 722.65 0.04
13.80 0.69 0.896 722.67 0.04
13.90 0.66 0.901 722.69 0.06
14.00 0.62 0.906 722.71 0.08
14.10 0.60 0.910 722.72 0.11
14.20 0.59 0.914 722.74 0.14
14.30 0.57 0.917 722.75 0.17
14.40 0.56 0.920 722.77 0.20
14.50 0.55 0.923 722.78 0.23
14.60 0.54 0.926 722.79 0.25
14.70 0.53 0.928 722.80 0.28
14.80 0.52 0.930 722.81 0.30
14.90 0.51 0.932 722.81 0.32
15.00 0.50 0.933 722.82 0.33
15.10 0.48 0.934 722.83 0.35
15.20 0.47 0.935 722.83 0.36
15.30 0.46 0.936 722.83 0.37
15.40 0.45 0.937 722.84 0.38
15.50 0.44 0.937 722.84 0.39
15.60 0.43 0.938 722.84 0.39
15.70 0.42 0.938 722.84 0.40
15.80 0.41 0.938 722.84 0.40
15.90 0.39 0.938 722.84 0.40
16.00 0.38 0.938 722.84 0.40
16.10 0.37 0.938 722.84 0.39
16.20 0.37 0.938 722.84 0.39
16.30 0.37 0.938 722.84 0.39
16.40 0.36 0.937 722.84 0.39
16.50 0.36 0.937 722.84 0.38
16.60 0.35 0.937 722.84 0.38
16.70 0.35 0.937 722.84 0.38
16.80 0.34 0.937 722.83 0.37
16.90 0.34 0.936 722.83 0.37
17.00 0.34 0.936 722.83 0.37
17.10 0.33 0.936 722.83 0.36
17.20 0.33 0.935 722.83 0.36
17.30 0.32 0.935 722.83 0.36
17.40 0.32 0.935 722.83 0.35
17.50 0.32 0.935 722.83 0.35
17.60 0.31 0.934 722.83 0.35
17.70 0.31 0.934 722.82 0.34
17.80 0.30 0.934 722.82 0.34
17.90 0.30 0.933 722.82 0.34
18.00 0.30 0.933 722.82 0.33
18.10 0.29 0.933 722.82 0.33
18.20 0.29 0.933 722.82 0.33
18.30 0.28 0.932 722.82 0.32
18.40 0.28 0.932 722.81 0.32
18.50 0.28 0.932 722.81 0.32
18.60 0.27 0.931 722.81 0.31
18.70 0.27 0.931 722.81 0.31
18.80 0.26 0.931 722.81 0.31
18.90 0.26 0.930 722.81 0.30
19.00 0.26 0.930 722.81 0.30
19.10 0.25 0.930 722.81 0.29
19.20 0.25 0.929 722.80 0.29
19.30 0.24 0.929 722.80 0.29
19.40 0.24 0.928 722.80 0.28
19.50 0.24 0.928 722.80 0.28
19.60 0.23 0.928 722.80 0.27
19.70 0.23 0.927 722.80 0.27
19.80 0.22 0.927 722.79 0.27
19.90 0.22 0.927 722.79 0.26
20.00 0.22 0.926 722.79 0.26
20.10 0.21 0.926 722.79 0.25
20.20 0.21 0.926 722.79 0.25
20.30 0.21 0.925 722.79 0.25
20.40 0.21 0.925 722.79 0.24
20.50 0.21 0.925 722.79 0.24
20.60 0.21 0.924 722.78 0.24
20.70 0.21 0.924 722.78 0.24
20.80 0.21 0.924 722.78 0.23
20.90 0.21 0.924 722.78 0.23
21.00 0.20 0.924 722.78 0.23
21.10 0.20 0.923 722.78 0.23
21.20 0.20 0.923 722.78 0.22
21.30 0.20 0.923 722.78 0.22
21.40 0.20 0.923 722.78 0.22
21.50 0.20 0.923 722.78 0.22
21.60 0.20 0.923 722.78 0.22
21.70 0.20 0.922 722.78 0.22
21.80 0.20 0.922 722.78 0.21
21.90 0.20 0.922 722.77 0.21
22.00 0.20 0.922 722.77 0.21
22.10 0.20 0.922 722.77 0.21
22.20 0.19 0.922 722.77 0.21
22.30 0.19 0.922 722.77 0.21
22.40 0.19 0.922 722.77 0.21
22.50 0.19 0.921 722.77 0.21
22.60 0.19 0.921 722.77 0.20
22.70 0.19 0.921 722.77 0.20
22.80 0.19 0.921 722.77 0.20
22.90 0.19 0.921 722.77 0.20
23.00 0.19 0.921 722.77 0.20
23.10 0.19 0.921 722.77 0.20
23.20 0.19 0.921 722.77 0.20
23.30 0.19 0.921 722.77 0.20
23.40 0.19 0.921 722.77 0.20
23.50 0.18 0.920 722.77 0.20
23.60 0.18 0.920 722.77 0.19
23.70 0.18 0.920 722.77 0.19
23.80 0.18 0.920 722.77 0.19
23.90 0.18 0.920 722.77 0.19
24.00 0.18 0.920 722.77 0.19
Inflow Area =5.720 ac ,90.03% Impervious , Inflow Depth > 2.43" for 2-yr event
Inflow =19.54 cfs @ 11.95 hrs , Volume=1.160 af
Outflow =0.40 cfs @ 15.88 hrs , Volume=0.240 af , Atten= 98%, Lag= 235.8 min
Primary =0.40 cfs @ 15.88 hrs , Volume=0.240 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Peak Elev= 722.84' @ 15.88 hrs Surf.Area= 0.366 ac Storage= 0.938 af
Plug-Flow detention time= 519.8 min calculated for 0.239 af (21% of inflow)
Center-of-Mass det. time= 328.3 min ( 1,100.8 - 772.5 )
Volume Invert Avail.Storage Storage Description
#1A 719.25'0.503 af 80.08'W x 199.29'L x 5.50'H Field A
2.015 af Overall - 0.757 af Embedded = 1.258 af x 40.0% Voids
#2A 720.00'0.757 af ADS_StormTech MC-3500 d +Cap x 297 Inside #1
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
297 Chambers in 11 Rows
Cap Storage= +14.9 cf x 2 x 11 rows = 327.8 cf
1.260 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 720.00'24.0" Round Culvert L= 11.4' Ke= 0.500
Inlet / Outlet Invert= 720.00' / 719.75' S= 0.0219 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 720.00'1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 722.67'1.8' long x 0.7' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#4 Device 1 723.60'5.0' long x 0.7' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=0.40 cfs @ 15.88 hrs HW=722.84' (Free Discharge)
1=Culvert (Passes 0.40 cfs of 20.53 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.04 cfs @ 8.06 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 0.35 cfs @ 1.14 fps)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Runoff =29.19 cfs @ 11.94 hrs , Volume=1.777 af , Depth>3.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 10-yr Rainfall=4.19"
Area (ac)CN Description
*5.150 98 Impervious: Buildings and Parking Lot
0.570 74 >75% Grass cover, Good, HSG C
5.720 96 Weighted Average
0.570 9.97% Pervious Area
5.150 90.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
5.0 Direct Entry, Direct Entry
(77,406 cubic feet)
Runoff =5.11 cfs @ 12.10 hrs , Volume=0.371 af , Depth>1.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Type II 24-hr 10-yr Rainfall=4.19"
Area (ac)CN Description
3.920 65 Brush, Good, HSG C
3.920 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
8.4 50 0.0200 0.10 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.05"
5.4 350 0.0240 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
1.7 500 0.0320 4.78 47.85 Channel Flow, Channel Flow
Area= 10.0 sf Perim= 20.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.5 900 Total
(16,161 cubic feet)
0.00 0.00 0.000 719.25 0.00
0.10 0.00 0.000 719.25 0.00
0.20 0.00 0.000 719.25 0.00
0.30 0.00 0.000 719.25 0.00
0.40 0.00 0.000 719.25 0.00
0.50 0.00 0.000 719.25 0.00
0.60 0.00 0.000 719.25 0.00
0.70 0.00 0.000 719.25 0.00
0.80 0.00 0.000 719.25 0.00
0.90 0.00 0.000 719.25 0.00
1.00 0.00 0.000 719.25 0.00
1.10 0.00 0.000 719.25 0.00
1.20 0.00 0.000 719.25 0.00
1.30 0.00 0.000 719.25 0.00
1.40 0.00 0.000 719.25 0.00
1.50 0.00 0.000 719.25 0.00
1.60 0.00 0.000 719.25 0.00
1.70 0.00 0.000 719.25 0.00
1.80 0.00 0.000 719.25 0.00
1.90 0.00 0.000 719.25 0.00
2.00 0.01 0.000 719.25 0.00
2.10 0.01 0.000 719.25 0.00
2.20 0.02 0.000 719.25 0.00
2.30 0.03 0.000 719.25 0.00
2.40 0.03 0.001 719.25 0.00
2.50 0.04 0.001 719.26 0.00
2.60 0.05 0.001 719.26 0.00
2.70 0.05 0.002 719.26 0.00
2.80 0.06 0.002 719.27 0.00
2.90 0.06 0.003 719.27 0.00
3.00 0.07 0.003 719.27 0.00
3.10 0.08 0.004 719.28 0.00
3.20 0.08 0.005 719.28 0.00
3.30 0.09 0.005 719.29 0.00
3.40 0.09 0.006 719.29 0.00
3.50 0.10 0.007 719.30 0.00
3.60 0.11 0.008 719.30 0.00
3.70 0.11 0.009 719.31 0.00
3.80 0.12 0.010 719.31 0.00
3.90 0.12 0.011 719.32 0.00
4.00 0.13 0.012 719.33 0.00
4.10 0.13 0.013 719.34 0.00
4.20 0.14 0.014 719.34 0.00
4.30 0.15 0.015 719.35 0.00
4.40 0.15 0.016 719.36 0.00
4.50 0.16 0.017 719.37 0.00
4.60 0.17 0.019 719.38 0.00
4.70 0.17 0.020 719.39 0.00
4.80 0.18 0.022 719.40 0.00
4.90 0.19 0.023 719.41 0.00
5.00 0.19 0.025 719.42 0.00
5.10 0.20 0.026 719.43 0.00
5.20 0.21 0.028 719.44 0.00
5.30 0.21 0.030 719.45 0.00
5.40 0.22 0.032 719.47 0.00
5.50 0.23 0.033 719.48 0.00
5.60 0.23 0.035 719.49 0.00
5.70 0.24 0.037 719.50 0.00
5.80 0.25 0.039 719.52 0.00
5.90 0.25 0.041 719.53 0.00
6.00 0.26 0.044 719.55 0.00
6.10 0.27 0.046 719.56 0.00
6.20 0.27 0.048 719.58 0.00
6.30 0.28 0.050 719.59 0.00
6.40 0.29 0.053 719.61 0.00
6.50 0.29 0.055 719.63 0.00
6.60 0.30 0.057 719.64 0.00
6.70 0.31 0.060 719.66 0.00
6.80 0.31 0.063 719.68 0.00
6.90 0.32 0.065 719.70 0.00
7.00 0.33 0.068 719.71 0.00
7.10 0.33 0.071 719.73 0.00
7.20 0.34 0.073 719.75 0.00
7.30 0.35 0.076 719.77 0.00
7.40 0.35 0.079 719.79 0.00
7.50 0.36 0.082 719.81 0.00
7.60 0.37 0.085 719.83 0.00
7.70 0.37 0.088 719.85 0.00
7.80 0.38 0.091 719.87 0.00
7.90 0.39 0.095 719.90 0.00
8.00 0.39 0.098 719.92 0.00
8.10 0.41 0.101 719.94 0.00
8.20 0.43 0.105 719.96 0.00
8.30 0.45 0.108 719.99 0.00
8.40 0.47 0.112 720.01 0.00
8.50 0.49 0.116 720.02 0.00
8.60 0.51 0.120 720.03 0.00
8.70 0.54 0.124 720.05 0.00
8.80 0.56 0.129 720.06 0.00
8.90 0.58 0.134 720.07 0.00
9.00 0.61 0.138 720.09 0.01
9.10 0.62 0.143 720.10 0.01
9.20 0.63 0.149 720.12 0.01
9.30 0.63 0.154 720.14 0.01
9.40 0.64 0.159 720.15 0.01
9.50 0.64 0.164 720.17 0.01
9.60 0.65 0.169 720.19 0.01
9.70 0.69 0.175 720.20 0.01
9.80 0.72 0.181 720.22 0.01
9.90 0.76 0.187 720.24 0.01
10.00 0.80 0.193 720.26 0.01
10.10 0.84 0.200 720.28 0.01
10.20 0.89 0.207 720.30 0.01
10.30 0.95 0.214 720.33 0.01
10.40 1.00 0.222 720.35 0.01
10.50 1.06 0.230 720.38 0.02
10.60 1.13 0.239 720.41 0.02
10.70 1.21 0.249 720.44 0.02
10.80 1.31 0.259 720.47 0.02
10.90 1.40 0.270 720.51 0.02
11.00 1.49 0.282 720.54 0.02
11.10 1.63 0.295 720.58 0.02
11.20 1.83 0.309 720.63 0.02
11.30 2.06 0.325 720.68 0.02
11.40 2.28 0.343 720.74 0.02
11.50 2.52 0.362 720.80 0.02
11.60 4.40 0.391 720.89 0.02
11.70 9.33 0.447 721.08 0.03
11.80 15.59 0.550 721.42 0.03
11.90 27.91 0.729 722.04 0.04
12.00 27.17 0.954 722.91 0.63
12.10 7.90 1.078 723.52 4.44
12.20 4.25 1.089 723.59 5.03
12.30 3.57 1.082 723.54 4.62
12.40 3.03 1.073 723.49 4.16
12.50 2.49 1.063 723.43 3.69
12.60 2.08 1.053 723.37 3.25
12.70 1.92 1.044 723.33 2.90
12.80 1.80 1.037 723.29 2.63
12.90 1.67 1.031 723.26 2.40
13.00 1.55 1.025 723.23 2.22
13.10 1.44 1.019 723.20 2.06
13.20 1.37 1.015 723.18 1.93
13.30 1.31 1.010 723.16 1.80
13.40 1.24 1.006 723.14 1.70
13.50 1.17 1.003 723.12 1.61
13.60 1.11 0.999 723.11 1.52
13.70 1.06 0.996 723.09 1.44
13.80 1.02 0.993 723.08 1.37
13.90 0.97 0.990 723.06 1.31
14.00 0.92 0.987 723.05 1.24
14.10 0.88 0.985 723.04 1.19
14.20 0.86 0.982 723.03 1.14
14.30 0.85 0.980 723.02 1.10
14.40 0.83 0.978 723.01 1.05
14.50 0.81 0.976 723.00 1.02
14.60 0.80 0.975 723.00 0.99
14.70 0.78 0.973 722.99 0.96
14.80 0.76 0.972 722.98 0.93
14.90 0.75 0.970 722.98 0.91
15.00 0.73 0.969 722.97 0.88
15.10 0.71 0.968 722.97 0.86
15.20 0.70 0.967 722.96 0.84
15.30 0.68 0.965 722.96 0.82
15.40 0.66 0.964 722.95 0.80
15.50 0.65 0.963 722.95 0.78
15.60 0.63 0.962 722.94 0.76
15.70 0.61 0.961 722.94 0.74
15.80 0.60 0.960 722.93 0.72
15.90 0.58 0.959 722.93 0.70
16.00 0.56 0.958 722.92 0.69
16.10 0.55 0.957 722.92 0.67
16.20 0.54 0.956 722.92 0.65
16.30 0.54 0.955 722.91 0.64
16.40 0.53 0.954 722.91 0.63
16.50 0.52 0.953 722.91 0.62
16.60 0.52 0.953 722.90 0.60
16.70 0.51 0.952 722.90 0.59
16.80 0.51 0.951 722.90 0.58
16.90 0.50 0.951 722.89 0.57
17.00 0.49 0.950 722.89 0.57
17.10 0.49 0.950 722.89 0.56
17.20 0.48 0.949 722.89 0.55
17.30 0.48 0.949 722.88 0.54
17.40 0.47 0.948 722.88 0.53
17.50 0.47 0.948 722.88 0.52
17.60 0.46 0.947 722.88 0.52
17.70 0.45 0.947 722.88 0.51
17.80 0.45 0.946 722.87 0.50
17.90 0.44 0.946 722.87 0.50
18.00 0.44 0.945 722.87 0.49
18.10 0.43 0.945 722.87 0.49
18.20 0.42 0.944 722.87 0.48
18.30 0.42 0.944 722.86 0.47
18.40 0.41 0.943 722.86 0.47
18.50 0.41 0.943 722.86 0.46
18.60 0.40 0.942 722.86 0.45
18.70 0.39 0.942 722.86 0.45
18.80 0.39 0.942 722.86 0.44
18.90 0.38 0.941 722.85 0.44
19.00 0.38 0.941 722.85 0.43
19.10 0.37 0.940 722.85 0.42
19.20 0.36 0.940 722.85 0.42
19.30 0.36 0.939 722.85 0.41
19.40 0.35 0.939 722.84 0.41
19.50 0.35 0.938 722.84 0.40
19.60 0.34 0.938 722.84 0.39
19.70 0.33 0.937 722.84 0.39
19.80 0.33 0.937 722.84 0.38
19.90 0.32 0.937 722.83 0.38
20.00 0.32 0.936 722.83 0.37
20.10 0.31 0.936 722.83 0.36
20.20 0.31 0.935 722.83 0.36
20.30 0.31 0.935 722.83 0.35
20.40 0.31 0.935 722.83 0.35
20.50 0.31 0.934 722.82 0.35
20.60 0.31 0.934 722.82 0.34
20.70 0.30 0.934 722.82 0.34
20.80 0.30 0.933 722.82 0.34
20.90 0.30 0.933 722.82 0.33
21.00 0.30 0.933 722.82 0.33
21.10 0.30 0.933 722.82 0.33
21.20 0.30 0.932 722.82 0.32
21.30 0.30 0.932 722.82 0.32
21.40 0.30 0.932 722.81 0.32
21.50 0.29 0.932 722.81 0.32
21.60 0.29 0.932 722.81 0.32
21.70 0.29 0.931 722.81 0.31
21.80 0.29 0.931 722.81 0.31
21.90 0.29 0.931 722.81 0.31
22.00 0.29 0.931 722.81 0.31
22.10 0.29 0.931 722.81 0.31
22.20 0.29 0.930 722.81 0.30
22.30 0.28 0.930 722.81 0.30
22.40 0.28 0.930 722.81 0.30
22.50 0.28 0.930 722.81 0.30
22.60 0.28 0.930 722.81 0.30
22.70 0.28 0.930 722.81 0.30
22.80 0.28 0.930 722.81 0.30
22.90 0.28 0.929 722.80 0.29
23.00 0.28 0.929 722.80 0.29
23.10 0.28 0.929 722.80 0.29
23.20 0.27 0.929 722.80 0.29
23.30 0.27 0.929 722.80 0.29
23.40 0.27 0.929 722.80 0.29
23.50 0.27 0.929 722.80 0.29
23.60 0.27 0.929 722.80 0.28
23.70 0.27 0.928 722.80 0.28
23.80 0.27 0.928 722.80 0.28
23.90 0.27 0.928 722.80 0.28
24.00 0.26 0.928 722.80 0.28
Inflow Area =5.720 ac ,90.03% Impervious , Inflow Depth > 3.73" for 10-yr event
Inflow =29.19 cfs @ 11.94 hrs , Volume=1.777 af
Outflow =5.04 cfs @ 12.21 hrs , Volume=0.849 af , Atten= 83%, Lag= 15.9 min
Primary =5.04 cfs @ 12.21 hrs , Volume=0.849 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs
Peak Elev= 723.59' @ 12.21 hrs Surf.Area= 0.366 ac Storage= 1.089 af
Plug-Flow detention time= 273.5 min calculated for 0.845 af (48% of inflow)
Center-of-Mass det. time= 153.1 min ( 915.0 - 761.9 )
Volume Invert Avail.Storage Storage Description
#1A 719.25'0.503 af 80.08'W x 199.29'L x 5.50'H Field A
2.015 af Overall - 0.757 af Embedded = 1.258 af x 40.0% Voids
#2A 720.00'0.757 af ADS_StormTech MC-3500 d +Cap x 297 Inside #1
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
297 Chambers in 11 Rows
Cap Storage= +14.9 cf x 2 x 11 rows = 327.8 cf
1.260 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 720.00'24.0" Round Culvert L= 11.4' Ke= 0.500
Inlet / Outlet Invert= 720.00' / 719.75'
S= 0.0219 '/'
Cc= 0.900
n= 0.013,
Flow Area= 3.14 sf
#2 Device 1 720.00'1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 722.67'1.8' long x 0.7' breadth Broad-Crested Rectangular Weir
Head (feet)
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
2.50
Coef. (English)
2.76
2.82
2.93
3.09
3.18
3.22
3.27
3.30
3.32
3.31
3.32
#4 Device 1 5.0' long x 0.7' breadth Broad-Crested Rectangular Weir
Head (feet)
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
2.50
Coef. (English)
2.76
2.82
2.93
3.09
3.18
3.22
3.27
3.30
3.32
3.31
3.32
Primary OutFlow Max=5.00 cfs @ 12.21 hrs HW=723.58' (Free Discharge)
1=Culvert (Passes 5.00 cfs of 24.32 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.05 cfs @ 9.06 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 4.95 cfs @ 3.00 fps)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
723.60'Y:\Front Royal Pike Self Storage\2542-SP-16-17C-SWM FACILITY DESIGN & DETAILS.dwg, 1/6/2023 1:38:00 PM, 1:1
DRAINAGE AREA TO OUTFALL
POINT #1 = 5.72 ACRES
C=0.90
POST-DEVELOPMENT
OUTFALL POINT #1
A
A B
B
INCREMENTAL DRAINAGE AREA
SECTION A-A = 2.01 ACRES
C=0.75
INCREMENTAL DRAINAGE AREA
SECTION B-B = 0.18 ACRES
C=0.50
OUTFALL FLOW PATH
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEOUTFALL ANALYSIS=2'1"=40'18
OUTFALL OVERVIEW MAP
(1"=50')
Cross Section A-A Summary
10-YR
WSE=717.28
Cross Section B-B Summary
SEE SHEET 16 FOR SWM COMPUTATIONS AND NARRATIVES
PHOTO AT CROSS SECTION B-B SHOWING DEFINED CHANNELPHOTO AT CROSS SECTION A-A SHOWING DEFINED CHANNEL
10-YR
WSE=716.53
Y:\Front Royal Pike Self Storage\2542-SP-18-OUTFALL.dwg, 1/6/2023 1:39:57 PM, 1:1
DA=6.15AC
SEDIMENT BASIN
PROP. RETAINING WALL
TO BE BUILT WITH E&S
PHASE 1 PLAN
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEEROSION AND SEDIMENT CONTROL PLAN PHASE 1=1'1"=40'19
Y:\Front Royal Pike Self Storage\2542-SP-19-ES1.dwg, 1/6/2023 2:17:17 PM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEEROSION AND SEDIMENT CONTROL PLAN PHASE 2=1'1"=40'20
Y:\Front Royal Pike Self Storage\2542-SP-20-ES2.dwg, 1/6/2023 2:18:09 PM, 1:1.00003
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEEROSION AND SEDIMENT CONTROL DETAILSN/AN/A21
** Use seasonal nurse crop in accordance with seeding dates as stated below:
March, April through May 15th........................................Annual Rye
May 16th through August 15th.....................................Foxtail Millet
August 16th through September, October........................Annual Rye
November through February..............................................Winter Rye
*** If flatpea is used, increase to 30lbs./acre. All legume seed must be properly inoculated. Weeping
Lovegrass may also be included in any slope or low-maintenance mixture during warmer seeding
periods; add 10-20lbs./acres in mixes.
200-250 lbs.
Total lbs.
Per Acre
Commercial or Residential
-Kentucky 31 or Turf Type Tall Fescue
-Improved Perennial Ryegrass *
-Kentucky Bluegrass
* Perennial Ryegrass will germinate faster and at lower soil temperatures than fescue, thereby
providing cover and erosion resistance for seedbed.
Low-Maintenance Slope (Steeper than 3:1)
-Kentucky 31 Fescue
-Red Top Grass
-Seasonal Nurse Crop **
-Crownvetch ***
-Kentucky 31 Fescue
-Red Top Grass
-Seasonal Nurse Crop **
General Slope (3:1 or less)
High-Maintenance Lawn
Minimum of three (3) up to five (5) varieties of
bluegrass from approved list for use in Virginia.
150 lbs.
20 lbs.
108 lbs.
20 lbs.
2 lbs.
125 lbs.
150 lbs.
20 lbs.
2 lbs.
128 lbs.
0-10 %
0-10 %
90-100 %
Minimum Lawn Care
SITE SPECIFIC SEEDING MIXTURES
FOR APPALACHIAN / MOUNTAIN AREA
TABLE 3.32-C
Do not use as a mulch for
winter cover or during hot, dry
periods.* Apply as slurry.
* When fiber mulch is the only available mulch during periods when straw should be used,
apply at a minimum rate of 2000 lbs./ac. or 45lbs./1000 s.f.
Free of coarse matter.
Air-dried. Do not use in fine
turf areas. Apply with a mulch
blower, chip handler, or by
hand.
Free of coarse matter.
Air-dried. Treat with 12lbs.
Nitrogen per ton. Do not use in
fine turf areas. Apply with a
mulch blower, chip handler, or
by hand.
Cut or shredded in 4-6''
lengths. Air-dried. Do not use
in fine turf areas. apply with a
mulch blower or by hand.
Free from weeds and coarse
matter. Must be anchored.
Spread with mulch blower or
by hand.
NOTES:
ORGANIC MULCH MATERIALS AND APPLICATION RATES
Source: Va. DSWC
Wood Chips
Fiber Mulch
Bark Chips
or
Shredded
Bark
50-70 cu. yds.1-2 cu. yds.
4-6 tons
Corn Stalks
Minimum
1500lbs.
4-6 tons
185-275 lbs.
35 lbs.
185-275 lbs.
RATES:
TABLE 3.35-A
(Minimum 2
tons for
winter cover)
Straw or Hay
MULCHES:Per Acre
1.5-2 Tons
Per 1000 sq.ft.
70-90 lbs.
50/50 Mix of Annual Ryegrass
(Lolium multi-florum)
&
Cereal (Winter) Rye
(Secale cereale)
Source: Va. DSWCMAY 1-AUG. 31
FEB. 16-APR. 30
German Millet
(Setaria italica)
Annual Ryegrass
(Lolium multi-florum)
50
60-100
"QUICK REFERENCE FOR ALL REGIONS"
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
SEPT. 1-FEB. 15
Planting Dates
TABLE 3.31-B
Species
50-100
Rate
(lbs./acre)
EROSION & SEDIMENT CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is to develop a 6.25 ac parcel as self storage. The site is located in Frederick County, Virginia. Approximately 6.45 acres will be disturbed for this
project. A sediment trap has been designed to accommodate total site construction (6.25 acres). Access to the sediment basin will be provided through the site future drive aisle
that leads directly to the SWM/sediment basin location.
EXISTING SITE CONDITIONS
The proposed site consists of slopes ranging from 1 to 25%. The site is mostly open with scattered trees. Adjacent areas are similar in nature and include a hotel site and
Hospice facility, and vacant land.
SOILS
(See Sheet 2)
EROSION AND SEDIMENT CONTROL MEASURES
Unless otherwise indicated, all vegetative and structural erosion and sediment control practices shall be constructed and maintained according to minimum standards and
specification of the handbook. The minimum standards of the VESCR shall be adhered to unless otherwise waived or approved by a variance.
No disturbed area shall be denuded for more than seven (7) days, except for that portion of the site in which work will be continuous beyond seven (7) days. All Temporary
Diversions, Silt Trapping Structures, Silt Fence and other perimeter controls as indicated on the plans, shall be placed in conjunction with clearing and prior to rough grading.
CONSTRUCTION SEQUENCING
1. Pre-construction conference.
2. Construction shall be sequenced so that grading operations can begin and end as quickly as possible.
3. Install the Temporary Gravel Construction Entrance as shown.
4. Install the perimeter controls including silt fence, tree protection, and check dams as shown on the plans.
5. Construct sediment basin.
6. Install interior controls including silt fence and diversion dikes as construction advances.
7. Provide temporary seeding and mulching to all earthen perimeter controls immediately following grading.
8. Install inlet and outlet protection as storm structures are constructed.
9. Start re-vegetation as areas are brought to grade or stand idle for more than fourteen (14) days. Construction should progress to allow the sediment trap to be in place for as
long as necessary. The sediment trap may be removed in order to complete construction of the project (i.e. the parking area to the west).
10. Stabilize the remainder of the disturbed area with permanent seeding.
11. When the site work is completed, remove all structural practices and apply permanent seeding to all disturbed areas. Muck the sediment trap, fill and compact as necessary
to bring the are up to final grades shown in grading plan.
PERMANENT STABILIZATION
All areas disturbed by construction shall be stabilized with permanent seeding immediately following finished grading. Seeding shall be done with Kentucky 31 Tall Fescue
according to Std. & Spec. 3.32, Permanent Seeding, of the handbook. Permanent seeded areas shall be protected during establishment with straw mulch.
MAINTENANCE
All measures are to be inspected daily by the site superintendent. Any damaged controls shall be repaired and/or replaced by the close of the day. No controls are to be
removed without the approval of the site inspector. The contractor shall be responsible for any damage or penalties caused by his failure to comply with the erosion and
sediment control program or the direction of the site inspector. The design engineer shall be notified of any changes to this program.
1. The check dams will be checked regularly for sediment and cleaned when necessary.
2. The gravel outlets will be checked regularly for sediment buildup, which will prevent drainage. If the gravel is clogged by sediment, it shall be removed and cleaned or
replaced.
3. The silt fence barrier will be checked regularly for undermining or deterioration of the fabric. Sediment shall be removed when the level of sediment deposition reaches half
way to the top of the barrier.
4. The seeded area will be checked regularly to ensure that a good stand is maintained. Area should be fertilized and reseeded as needed.
5. Sediment should be removed from sediment basins when the sediment level is no higher than 1 foot below the bottom of the dewatering orifice, or one-half of the permanent
pool volume, whichever is lower.
STRUCTURAL PRACTICES
1. Temporary Construction Entrance - 3.02
A gravel pad located at points of vehicular ingress and egress on a construction site to reduce the mud transported onto public roads and other paved areas.
2. Silt Fence - 3.05
A temporary sediment barrier consisting of a synthetic filter fabric stretched across and attached to supporting posts and entrenched.
3. Storm Drain Inlet Protection - 3.07
A sediment filter or an excavated impounding area around a strom drain drop inlet or curb inlet.
4. Temporary Sediment Basin - 3.14
A temporary barrier or dam with a controlled stormwater release structure formed by constructing an embankment of compacted soil across a drainageway.
5. Riprap - 3.19
A permanent, erosion-resistant ground cover of large loose, angular stone with filter fabric or granular underlining.
6. Rock Check Dams - 3.20
Small temporary stone dams constructed across a swale or drainage ditch.
NOTE : ANTICIPATED LAND DISTURBANCE ON VDOT RIGHT-OF-WAY EXCEEDS 10,000 SQUARE FEET. IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT)
ROAD AND BRIDGE SPECIFICATIONS S.107.14(a), SPECIAL PROVISION 107D, ALL CONTRACTORS PERFORMING REGULATED LAND DISTURBING ACTIVITIES WITHIN VDOT
RIGHT-OF-WAY MUST HAVE AN EMPLOYEE THAT HAS SUCCESSFULLY COMPLETED THE VDOT EROSION & SEDIMENT CONTROL CONTRACTOR CERTIFICATION TRAINING. THE
DEPARTMENT WILL REQUIRE EVIDENCE OF THIS CERTIFICATION WITH ANY LAND USE PERMIT APPLICTION FOR THIS WORK.
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 stockpiles 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 upstream 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 twenty-five 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 curt 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
operations., adequate outlet protection and any required temporary or permanent channel
lining shall be installed in both the conveyance channel and receiving channel.
MS-19 EROSION & SEDIMENT CONTROL NOTES
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 regulations pertaining to working in or
crossing live watercourses shall be met.
15. The bed and banks of a water course 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 these regulations.
f.Applicable safety regulations 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 local program 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:Y:\Front Royal Pike Self Storage\2542-SP-21-ES-DETAILS.dwg, 1/6/2023 1:56:11 PM, 1:1
LEGEND
INTERIOR PARKING AREA
INTERIOR LANDSCAPE AREA
PROPOSED DECIDUOUS TREE (2"
CALIPER)
PROPOSED DECIDUOUS TREE (2"
CALIPER) CREDITED TOWARDS
PERIMETER REQUIREMENTS
NOTES:
1.NO TREES OR SHRUBS SHALL BE PLACED
ON FCSA EASEMENTS.
2.OUTDOOR STORAGE AREAS FOR RVs,
BOATS, AND TRAILERS ARE EXEMPT FROM
LANDSCAPING REQUIREMENTS PER Z.O.
SECTION 165-201.10 H.
3.SEE PLANT LIST ON SHEET 23 FOR
PROPOSED PLANT SELECTIONS.
PROPOSED SMALL DECIDUOUS TREE
(1.5" CALIPER)
PROPOSED SMALL DECIDUOUS TREE
(1.5" CALIPER)
PROPOSED EVERGREEN SHRUBS (36"
HEIGHT MIN)
PROPOSED EVERGREEN TREE
(MIN 4' HEIGHT WHEN PLANTED)
6' HT OPAQUE FENCE
6' HT DECORATIVE FENCE
6-FOOT HT CHAIN
LINK FENCE WITH
DOUBLE-WALLED
WINGED SLATS OR
OTHER APPROVED
OPAQUE FENCE .
OUTDOOR
STORAGE
AREA -
79,000 SF
3' EVERGREEN
SHRUBS
6-FOOT HT
DECORATIVE
FENCE.
6-FOOT HT CHAIN
LINK FENCE WITH
DOUBLE-WALLED
WINGED SLATS OR
OTHER APPROVED
OPAQUE FENCE .
6-FOOT HT
DECORATIVE
FENCE.
6-FOOT HT
DECORATIVE
FENCE.
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKELANDSCAPE PLAN=1'1"=40'22
Y:\Front Royal Pike Self Storage\2542-SP-22-23-LANDSCAPE PLAN.dwg, 1/6/2023 2:26:28 PM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKELANDSCAPE DETAILSN/A1"=40'23
THIS SHEET FOR LANDSCAPING PURPOSES ONLY.
PLANT CALCULATIONS
PARKING - INTERIOR LANDSCAPING PER Z.O. 165.202.01 (C) (13) (b)
(1 Canopy Tree Every 10 Parking Spaces)
Total Parking Spaces 7
Total Required Trees 1
Total Proposed Trees 1
Interior Area (Sq. Ft.)3,698
Interior Landscape > 5%21.4%
PARKING - PERIMETER LANDSCAPING PER Z.O. 165.202.01 (C) (13) (a)
Total Sq.Ft. Impervious Area 62508
1 Canopy Tree per. 10,000 sf Impervious area 7
Proposed Perimeter 19
Total Proposed 125
Plant List-B3 ZONING
Symbol Quantity Botanical Name Min. Size- Common Name
29 Canopy trees to be selected from the following:2" Cal.
Quercus rubra - Northern Red Oak
Quercus phellos - Willow Oak
Acer Rubrum - Red Maple
Interior Landscape Area (Sq. Ft.)790Min 327 sf
Platanus occidentalis - American Sycamore
219125 - 38,181=180,944 SF
Plant List-B2 ZONING
Symbol Quantity Botanical Name Min. Size- Common Name
21 Canopy trees to be selected from the following:2" Cal.
Quercus rubra - Northern Red Oak
Quercus phellos - Willow Oak
Acer Rubrum - Red Maple
Plantanus occidentalis - American Sycamore
7 Small ornamental deciduous trees to be selected from the
following:
Lagerstroemia indica - Crape Myrtle
1 Small ornamental deciduous trees to be selected from the
following:
Lagerstroemia indica - Crape Myrtle
1.5" Cal.
1.5" Cal.
LANDSCAPED AREA-B2 ZONE
PARCEL AREA
AREA REQUIRED
AREA PROVIDED
168,908 SF
25,336 SF (15%)
33,068 SF (20%)
LANDSCAPED AREA-B3 ZONE
PARCEL AREA
AREA REQUIRED
AREA PROVIDED
103,341 SF
25,835 SF (25%)
27,336 SF (26%)
B3 ZONEB2 ZONE
36
58
Evergreen trees to be selected from the following:
Evergreen shrubs to be selected from the following:
Juniperus virginiana - Eastern Red Cedar
Ilex opaca - American Holly
Thuja occidentalis - Eastern arborvitae
Cryptomeria japonica - Japanese Cedar
34 Evergreen trees to be selected from the following:
Juniperus virginiana - Eastern Red Cedar
Ilex opaca - American Holly
Thuja occidentalis - Eastern arborvitae
Cryptomeria japonica - Japanese Cedar
4' MIN HEIGHT
4' MIN HEIGHT
Ilex glabra - Inkberry Holly
Euonymus kiautschovicus - Manhattan Euonymus
Ilus x merserveae - Blue Holly
36" HEIGHT MIN
Proposed Screening Trees:
SCREENING TREES PER Z.O. 165.204.18 (F) (2)
Deciduous
Evergreen
25
72
OTHER PROPOSED TREES 12
Y:\Front Royal Pike Self Storage\2542-SP-22-23-LANDSCAPE PLAN.dwg, 1/6/2023 2:28:51 PM, 1:1
210' COVERAGE282' COVERAGE
300' COVERAGE193' COVERAGE212' COVERAGE225' COVER
A
G
E
139' COVERA
G
E
110' COVERAGE120' COVERAGE275' COVERAGE
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKE"NO PARKING" SIGN LEGEND FIRE LANE MARKINGS AND SIGN REQUIREMENTSSTATION SITE SIGN SCHEDULE
LIFE SAFETY AND SIGNAGE PLAN=1'1"=40'24
DISABLED PARKING STALL & HANDICAP RAMP DETAIL
Y:\Front Royal Pike Self Storage\2542-SP-24-LIFE SAFETY & SIGNAGE PLAN.dwg, 1/6/2023 2:30:49 PM, 1:1
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKELIGHTING PLAN=1'1"=40'25
Y:\Front Royal Pike Self Storage\2542-SP-25-26A-LIGHTING PLAN AND DETAILS.dwg, 1/6/2023 2:32:21 PM, 1:1
LIGHTING DETAILS AND NOTES=2'1"=40'26
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEY:\Front Royal Pike Self Storage\2542-SP-25-26A-LIGHTING PLAN AND DETAILS.dwg, 1/6/2023 2:33:14 PM, 1:1
LIGHTING DETAILS AND NOTES=2'1"=40'26A
FILE No.DATE:C.I.SCALE:OF
SHEETPLAN DATEREVISIONS7712 Little River TurnpikeAnnandale, Virginia 22003Tel. 540.450.0211www.urban-ltd.comPlanners Engineers Landscape Architects Land SurveyorsUrban, Ltd.26
SP-2542 MARCH, 2022FREDRICK COUNTY, VIRGINIASHAWNEE MAGESTERIAL DISTRICTSELF STORAGEFRONT ROYAL PIKEY:\Front Royal Pike Self Storage\2542-SP-25-26A-LIGHTING PLAN AND DETAILS.dwg, 1/6/2023 2:34:01 PM, 1:1