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20-18 Site Plan
Construction Notes: Virginia Department of Transportation ABBREVIATIONS 1. All work and materials shall conform to the current standards of Frederick County, Virginia, the regulations of the Americans with Staunton District Rev. January 19, 2013 ASSY. B.F. ASSEMBLY BASEMENT FLOOR Disabilities Act, where applicable, the Virginia Department of Transportation, and all applicable codes. BC BOTTOM OF CURB BML BUILDING MOUNTED LIGHT 2. Erosion and sediment control shall conform to the standards and specifications of the Commonwealth of Virginia, where applicable. VDOT General Notes CG-2/CG-3 VDOT CURB 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 CG-6/CG-7 VDOT CURB & GUTTER 3. It shall be the responsibility of the Contractor to notify "Miss Utility" at 811 at least five (5) working days, but not more than ten (10) Bridge Specifications and Standards, the Virginia Erosion and Sediment Control Regulations, and any other applicable state, federal or local regulations. In CIP CASTINPLACE CONCRETE days prior to commencement of any land disturbing activity. case of a discrepancy or conflict between the Standards or Specifications and Regulations, the most stringent shall govern. FREDERICK COUNTY, VIRGINIA CL CMF CONCRETE MONUMENT FOUND 4. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health Administration OSHA and Virginia Occupational P Y P P y ( )' 9 P CPP CMP CORRUGATED POLYETHYLENE PIPE CORRUGATED METAL PIPE 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 Safety & Health (VOSH) Rules and Regulations. CMPA CORRUGATED METAL PIPE ARCH dormant for longer than 14 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. 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 CO CLEAN OUT 5. All existing utilities have been shown based upon the best available information. However, there may be existing utilities which are not Work Area Protection Manual. A transportation management plan needs to be submitted for approval and land use permit issued prior to any execution DIA. DS DIAMETER DOWNSPOUT shown and should be located. Therefore, it will be the responsibility of the Contractor to verify the location of all existing utilities prior to of work within the VDOT right of way. EOP EDGE OF PAVEMENT construction. Any discrepancies between these plans and the actual field conditions shall be reported immediately to the Engineer, the owner, V4 The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, junction boxes, controllers, etc., EOG EDGE OF GRAVEL and the appropriate utility company. 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 ESMT. EASEMENT may be in conflict with the proposed construction activity. VDOT approval of these plans does not indemnify the developer from this responsibility. EX. F.F. EXISTING FIRST FLOOR 6. All proposed utilities shall be installed underground. 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 F.F.E. FINISHED FLOOR ELEVATION 7. It shall be the responsibility of ,the Contractor to obtain all permits necessary for construction prior to the commencement of work. An P Y P rY P additional expense incurred as a result of any field revision shall be the responsibility of the developer. FDC FH FIRE DEPARTMENT CONNECTION FIRE HYDRANT approved set of construction documents shall be present on the site at all times. V6. If required by the local VDOT Land Development Office, a pre -construction conference shall be arranged and held by the engineer and/or developer with F.L.S. SIGN GAUGE 8. Topographic and boundary information was derived from a field survey performed by Pointer -Lewis, P.L.C. The field survey has been the attendance of the contractor (s), various County agencies, utility companies and VDOT prior to initiation of work. GM NE GAS METER based on U.S.C. and G.S. datum and a contour interval of two (2) feet has been established for this project. Contact Painter -Lewis, P.L.C. V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any undetermined length of time. VDOT requires GV GAS VALVE or GATE VALVE at 540-662-5792 to establish vertical control for project construction. and shall receive 48 hours advance notice prior to any required or requested inspection. HCR HANDICAP RAMP V8. The contractor shall notify the Traffic Operations Center at ()540) 332-9500 for any traffic control plan that impacts a VDOT maintained interstate or HB HP HOSEIGH BIB OINT 9. No geotechnical report has been prepared for this project. Primary roadway to provide notification of the installation and removal of the work zone. VICINITY MAP INV INVERT 10. All radii designations indicate face of curb, edge of pavement, or edge of stone pavement, where applicable. V9. The contractor shall be responsible for maintaining a CVDOT permitted temporary construction entrance(s) in accordance with Section 3.02 of the Virginia IPF IRON PIPE FOUND Property Map - Frederick County, VA Erosion and Sediment Control Handbook. Furthermore, access to other properties affected by this project shall be maintained through construction. IPS IRON PIPE SET 11. The Contractor shall coordinate the relocation of and the connection to the existing utilities with the appropriate utility company, where V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction. LP LOW POINT applicable. V11. All water and sewer lines within existingor proposed VDOT right-of-way shall have a minimum thirty-six 36 inches cover and when possible shall be P P 9 Y Y () P oR LT. MLP LIGHT METAL LIGHT POLE 12. The Contractor shall provide all AS BUILT documents and plans to the regulatory agency requiring such. installed under roadway drainage facilities at conflict points.' g MP METAL POST V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, caves, etc.) encountered during the course of construction shall be MH MANHOLE 13. Stakeout Note: If requested by VDOT, the approximate location of proposed entrances from State -maintained road will be staked. 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 NDC N.T.S. NOSE DOWN CURB NOT TO SCALE engineer and approved by VDOT. Q` ` OHE OVERHEAD ELECTRIC 14. A smoothing grade shall be maintained from the centerline of the existing road to the flow line, to preclude the forming of false gutters 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. s= OHT OVERHEAD TELEPHONE and/or the ponding of any water on the roadway. testing is required, a VDOT representative shall be present to insure the sample obtained is representative of the location. When soil samples are =�r PL PROPERTY LINE PP POWER POLE 15. The approval of these plans shall in no way relieve the owner of complying with other applicable local, State and Federal requirements. 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 PR. PROPOSED All applicable state and federal permits shall be obtained prior to disturbances within and jurisdictional waters and wetlands. that testing shall be performed in accordance with all applicable VDOT standards and procedures. PVMT PAVEMENT 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 RCP REINFORCED CONCRETE PIPE Erosion and Sediment Control: 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 R.D. RED. ROOF DRAIN REDUCER 1. All Erosion and Sediment Control measures shall be installed prior to any land disturbing activities. All work shall be done in accordance 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 SAN. SANITARY with the current edition of the of Commonwealth of Virginia Erosion and Sediment Control Handbook. Specifications. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. SEW. SEWER V15. VDOT Standard CD and UD under drains shall be installed where indicated on these plans and/or as specified by VDOT. STD. T.B.D. STANDARD TO BE DEMOLISHED 2. All work shall be confined to the designated Limits of Construction. V16. A post installation visual/video camera inspection shall be conducted by the Contractor on all pipes identified on the plans as storm sewer pipe and a Q�` P T.B.R. TO BE REMOVED 3. The Contractor shall be responsible for the installation and maintenance of all Erosion and Sediment Control measures. All Measures shall select number of pipe culverts. For pipe culverts, a minimum of one pipe installation for each size of each material type will be inspected or ten Q. T.B.P. TC TO BE PRESERVED or PROTECTED TOP OF CURB be inspected daily and after each significant rainfall b the site superintendent or his representative. An damaged structures shall be P Y 9 Y P P Y 9 percent of the total amount for each size and material type summarized. All pipe installations on the plans not identified as storm sewer pipe shall be TEL. TELEPHONE repaired or replaced be the end of that work day. considered as culvert pipe for inspection purposes. Additional testing may be required as directed by the Area Land Use Engineer or their representative. TRB TELEPHONE RISER BOX V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum design standards and is the TVRB TELEVISION RISER BOX 4. Upon completion of construction, all permanent erosion and sediment control measures shall be installed. After stabilization, the temporary responsibility of the developer. TYP or TYP. TYPICAL Erosion Control devices shall be removed, as approved by the Local Inspection Authority. All vegetative cover shall be checked regularly and UGE UNDERGROUND ELECTRIC any damaged areas shall be repaired, fertilized, replanted, and mulched, as needed. V18. 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 UGG UNDERGROUND GAS discretion, by VDOT on an account receivable basis following the Manual On Uniform Traffic Control Devices. `4 UG CAN UNDERGROUND CABLE T.V. 5. The Contractor shall provide adequate means of cleaning trucks and other construction equipment rior to entering the public R -O -W. If P q 9P 9 P V19. The developer shall provide the VDOT Land Development Office with a list of all material sources rior to the start of construction. Copies of all invoices P P P P P� UGT UNDERGROUND TELEPHONE OF necessary, a trash rack shall be used as part of the Construction Entrance to help in the control of potential mud generated as part of thefor n any materials utilized withidedicated street right-of-way must be provided to the local VDOT Land Development Office prior to acceptance of the XFMR AyTH ELECTRIC TRANSFORMER Rei !t 401 development of this site. If it is determined that this is not sufficient, then a wash rack shall be installed, as needed. It is the responsibility of the Contractor to maintain clean streets and to allay dust at all times. work. Unit and total prices may be obscured. WL WM WATERLINE O G� WATER METER V20. Aggregate base and subbase materials shall be laced on sub rade b means of a mechanical spreader. Density will be determined using the density P 9 Y P Y 9 Y WPP WOOD POWER POLE F^°°°°•°.�"n"^.i.�r«^^^�,�• ,.,..-�, Paving and Concrete: - control strip in accordance with Section 304 of the VDOT Road and Bridge Specifications. and VTM 10. A certified compaction technician shalt perform SITE LOCATION MAP s.o-sesasu o u ,:."�,����...,. ,p��. -�' "� "�� sos WrP WV ra WOOD TELEPHONE POLE � y. WATER JOHN C. L IS 1. The proposed public roads, main drive aisles, and parking areas shall receive the minimum pavement sections, as detailed on the Ions. P P P P 9 P P these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. In addition to checking stone depths, a VDOT P� P Y� P 9 P VALVE All points of connection with the existing pavement sections shall be graded as required to provide a smooth transition between the pavement representative shall be notified and even the opportunity to be resent durin the construction and testing of the density control strip.25'R P 9 PP Y P 9 9 y RADIUS IN FEET No. 1• sections. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge Specifications. Density shall be determined GENERAL NOTES: *00.00 PROPOSED SPOT ELEVATION A:V21. EXISTING SPOT ELEVATION dw 2. All concrete shall be VDOT classification A-3. All work shall be done in accordance with standard practices. 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 the opportunity to be OWNER: ENGINEER /LANDSCAPE ARCHITECT: _x(00.00) HATCHING INDICATES REVERSED PITCH �� ti IN THE GUTTER PAN: PITCH TO BE S given present TM# 44 -A -6A ONAL Excavation and Grading: during the construction and testing of the control strip. 1/2" PER FOOT. TRANSITION THE GUTTER 1. Test pits shall be excavated to determine the depths and locations of all of the existing utilities. If conflicts exist, then the existing V22. In accordance with Section 302.03, the foundations for pipe culverts thirty-six (36) inches and larger shall be explored below the bottom of the Lee Ebert, LLC Painter -Lewis, PLC OVER A 10' LENGTH (TYP). utilities shall be lowered or moved to promote the construction of the proposed development. excavation to determine the type and condition of the foundation. The contractor shall report findings of foundation exploration to the engineer and 1933 Franklin Avenue 817 Cedar Creek Grade, Suite 120 LIST OF DRAWINGS: 2. All deleterious materials, demolished debris, and cleared and grubbed materials shall be removed and properly disposed of off-site. VDOT for approval prior to placing pipe. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1. Where soft, yielding, or otherwise McLean, VA 22101 Winchester, Virginia 22601 SHEET 1/16: COVER SHEET unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and approved Contact: Charles FI Sweeney Contact: John C. Lewis, P.E.,L.L.A. 3. All topsoil or vegetative cover shall be excavated to its full depth and stockpiled on-site, if applicable, in the areas as directed by the by VDOT. Tel: 703-919-2516 Tel: 540-662-5792 SHEET 2/16: EXISTING CONDITIONS Owner's representative for future finish grading. V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in accordance with VDOT's installation criteria. Final DEMOLITION PLAN 4. All borrow fill material, if necessary, shall be obtained by the Contractor and approved by a Certified Geo -Technical Engineer. All fill approval of the guardrail layout to be given b VDOT after grading is most) complete. PP 9 y 9 y 9 9 Y P EXISTING PARCEL DATA: Existing Zoning: M2 -Industrial General District PHASE 1 E&S PLAN material shall be placed in lifts of 8" or less and shall be compacted to 95% of ASTM D-698 Maximum Dry Density, or as directed by the V24. Approval of these plans shall expire three (3) years from the date of the approval letter. Area Lot: 5.37 SHEET 3/16: 16: EROSION AND SEDIMENT CONTROL NOTES Geo -Technical Engineer. V25. VDOT Standard CG -12. Curb Ramps shall be installed where indicated on these plans and/or as specified by VDOT. of acres Existing Use: Vacant SOILS MAP 5. No blasting shall be permitted within 25 feet of existing utilities or structures without permission of the Owner. V26. The foundations for all box culverts shall be investigated by means of exploratory borings advanced below proposed foundation elevation to determine Proposed Use: Self Stora e p g /outdoor storage g SHEET 4/16: PHASE 2 E&S PLAN the type and condition of the foundation. The contractor shall submit copies of borehole logs. and report findings of foundation exploration to the 6. All landscaped islands, slopes, and lawn areas shall receive a minimum of 4" topsoil obtained off-site or from the topsoil stockpile on engineer and VDOT for approval prior to constructing box. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1. Contrary to the Proposed Buildings: 1 -Story EROSION AND SEDIMENT CONTROL DETAILS site. The topsoil shall be graded and raked, prior to application of permanent vegetative cover. Standard, where rock is encountered and cast -in-place box is proposed, the thickness of bedding shall be six (6) inches. Where soft, yielding, or Building Restriction Lines: SHEET 5/16: SITE LAYOUT PLAN otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and Front Yard Major Street Setback: Required- 75' n/a SHEET 6/16: GRADING PLAN 7. All disturbed lawn areas shall be stabilized by the establishment of permanent turf grass installed in accordance with generally accepted approved by VDOT. ' Front Yard Minor Street Setback: Required- 75Provided-75 q SHEET 7 / 16: WATERLINE PROFILE' practices. Rear Yard Setback: Required- 25' Provided -31' FREDERICK WATER NOTES 8. Fill slopes steeper than 3:1 will require a slope stability analysis and maintenance plan. Side Yard Setback: Required- 25' Provided -28' GRINDER PUMP STATION DETAILS Maximum Building Height: Allowed- 60' Provided -12' SHEET 8/16: WATER & SEWER CONSTRUCTION DETAILS Sign Setback: Required- 10' Provided -10'+ SHEET 9/16: STORM SEWER PROFILES FAR: 57,000 sf/5.37 ac=0.24 HYDRAULIC CALCULATIONS SHEET 10/16: SITE ENTRANCE PROFILE Buffers and Screening: M2 against M2=no buffers/screening req'd ENTRANCE DETAILS M2 against RA=no buffers (non-residential) MAINTENANCE OF TRAFFIC PLAN SHEET 11/16: CONSTRUCTION DETAILS Parking Requirements: SHEET 12/16: LANDSCAPE PLAN Parking Restriction Lines: PHASING PLAN Street Setback: Required -10' Provided- 27' SHEET 13/16: LIFE SAFETY PLAN Yard Setback: Required -5' Provided- 42' SIGNS AND STRIPING PLAN SHEET 14/16: SITE LIGHTING PLAN Parking Spaces Required: 3 for the office SHEET 15/16: STORMWATER MANAGEMENT -QUANTITY 1 per employee SHEET 16/16: STORMWATER MANAGEMENT -QUALITY 1140s000 SF loading Office: 3 spaces required Employees: 0 employees = 0 spaces required Parking Spaces Provided: 3 including 1 ADA space Loading Spaces Required: 57,000/40,000 = 1 space required Loading Spaces Provided: 1 Building and Impervious Area Coverage: Parcel Greenspace Required: 15% or 35,088 sq. ft. TRAFFIC IMPACT: ZONING NOTES: SITE PLAN SP#20-18 UTILITY AND REGULATORY CONTACTS: Frederick County Road Classification for Route 837, Ebert Road: Local RoadParcel Signs will conform to Section 165.201.06 of the Frederick County Zoning Greenspace Provided: 27.2% or 20,695 sq. ft. Proposed Impervious Areas: Roof= 57,000 sq. ft. COUNTY LINE SELF STORAGE 2017 Existing Traffic Data -Route 837 WATER AND SEWER SERVICE NATURAL GAS O Ordinance and will required a separate permit. Parking Areas= 612 sq. ft. AADT=840 trips Frederick Water Washington Gas Other Pavement= 107,916 sq. ft. STONEWALL MAGISTERIAL DISTRICT Data Source: ITE Manual, Ninth Edition 315 Tasker Road 350 Hillandale Lane 2. The maximum height for the monument sign is 12. The maximum size Total Impervious Area= 165,528 sq. ft. -70.76% Land Use 151: Mini -Warehouse Stephens City, VA 22655 540-868-1061 Winchester, VA 22602 for the monument sign is 50 square feet. FREDERICK COUNTY VIRGINIA Trips based on Gross Square Feet: 540-868-7923 Trash Removal: The owner will contract with a licensed, private trash hauler ' Gross Square Feet=57,000 BUILDING INSPECTIONS 3. The self storage facility will be in conformance with Frederick County for the regular removal of trash. Weekday: 57x2.5=143 trips (50% entering, 50% exiting) Frederick County Inspections Department ELECTRIC SERVICE Shenandoah Valley Electric Zoning Ordinance 165-204.18. AM Peak Hour: 57x0.28=16 trips (48% entering, 52% exiting) 107 North Kent Street Cooperative Lighting: All lighting will conform to the requirements of the Frederick County PM Peak Hour: 57x0.29=17 trips (53% entering, 47% exiting) Winchester, VA 22601 3463 Valley Pike Zoning Ordinance Section 165-201.07. 540-665-5650 Winchester, VA 22602 Figure 3-26 Route 837 entrance: Warrants for Right Turn Treatment: 540-450-0111 Environmental Features: Peak Hourly Right Turns into Site=17 trips estimate of 53% westbound=9 trips EROSION AND SEDIMENT CONTROL Wetlands - No wetlands have been identified the ZONING ADMINISTRATOR DATE Approach PHV=840 x 11% x 50%(estimate)=46 trips No right turn lane or taper required. Fre Frederick Count De artment of Public Works TELEPHONE SERVICE on site. Flood plains - FIRM Map FIRM 510063 0105 AND 0110 B shows that the FREDERICK COUNTY, VIRGINIA North Kent Street Verizon .No. Winchester, 22601 404 Hillandale Lane RESPONSIBLE LAND DISTURBER parcel is within Zone X. This zone is characterized b areas outside the 0.2% p y 4 540-665-5643 Winchester, VA 22602 annual chance floodplain. SITE PLAN EXPIRES FIVE 5 YEARS FROM DATE OF APPROVAL ( ) Frederick Water Information PUBLIC ROAD IMPROVEMENTS 540-665-3156 Virginia Department of Transportation NAME: CERTIFICATION #: Storm Water Management: Water quality impacts will be offset by the purchase of nutrient credits. Water PAINTER-LEWIS P.L.C. WATER AND SEWER DEMAND CALCULATIONS 2275 Northwestern Pike quantity impacts have will be offset by the installation of stormwater Winchester, VA 22603 DATE: management facilities on the site. 817 Cedar Creek Grade, Suite 120 Daily Employees: 1 persons 540-535-1818 Winchester, Virginia 22601 Average Demand per person: 30 d 9 P P 9P THE RESPONSIBLE LAND DISTURBER IS THE Previous Approval Numbers: #42-04, #71-05 Telephone (540) 662-5792 PARTY RESPONSIBLE FOR CONSTRUCTION & Total Demand: 30 gpd MAINTENANCE OF ALL THE LAND DISTURBING Facsimile (540) 662-5793 ACTIVITIES AS SET FORTH IN THESE PLANS. Email: office®painterlewis.com CONSULTING JOB NO.: 1810042 SHEET; ENGINEERSFebruary 13, 2019 1/16 Latest Revision Date: March 25, 2019 0 TM 43-21-1 SKYLINE, LLC 10.13 AC. ZONING: M2 USE: VACANT WINCHESTER AND WESTERN RAILROAD Ex. Storm Grate Ex. 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I Inv.=672.8 `j ` �/ + $'i 6rt3 67� _ a 1a6� 90 +II \ .At + V 1 �t r1 i 6� LIM1% OF DISTURBANCE=4.7 ACRES �'/ `', �F° } R / . / i' 31s + �` \ t I r 6r6° ✓✓ / + °� 4 $ + + ��s/ A +s, \ ,>•3 , +sJJJ9 / / / 6,e +` ,. .`�j ..► y9}- ',F� e + �-� �S 00 OFF-SITE CONTRIBUTING DRAINAGE AREA TO SB1=5.7 ACTM + +6 dam, '` 6'° 6)��,r.• ' ice; �F SEE OFF-SITE DRAINAGE AREA DELINEATION ON 9)VALLEY FERTILIZER ERTILZER + °' s✓ + + F �" 00- 4.33 AC. 6s _ z5 , 6 - 'c? /F !/•3� S ZONING: M2'� 6 4 USE: CONTRACTOR J s +6' ` + •, X. en° y� Vo �_ � 1 1 + 6 V6 E 30 0-� 30 90 +6}$ 1S Scale in Feet TM 44 -A -6B WOLF REALTY ASSOC. LP 10.30 AC. ZONING: M2 USE: MINI-STORAGE/OUTDOOR STORAGE RCP Li J I- V) Z O Z 44� �ga. a. V I O O W U � J 0 0W VJ W Q X0 _ W CL U_ W x Q OPZ Z5 o m J J W W Q U z J Y U Z_j Q W I � a U zX O Y I WET STORAGE=15,000 CUBIC FEET TEMPORARY DIVERSION DIKE SEDIMENT TRAP CALCULATIONS SB 1 -OUT NOT TO SCALE :4. ✓ UL Ar , i.: •. A/.' TRAP ID TOTAL TOTAL WET d WET DRY DRY DRY H/Ho TOP OF J 0 DRAINAGE STORAGE STORAGE DEPTH STORAGE AREA STORAGE VOLUME STORAGE DEPTH N STORAGE VOLUME ATTACH 90' BEND TO 6'-15"0 EMBANKMENT OF a bi 0 o HDPE ® 0.00% SLOPE WIDTH INVERT IN=664.00 ST 1 1 DI -1 1,353 c i (36,542 c.f.) N N - `n j INVERT OUT=664.00 18,000 s.f. TOP -666.70 6 ft. pipe P P •) cv cV TOP OF ELBOW=665.75± 15 INV. IN FROM DETENTION= 664.00 w 0 g a3: ce co co (0 +; 0o „ ADD 12 OF 15 PIPE RISER 18" INV. OUT=664.00 < z � .... c TOP OF RISER=666.75± 667.80 W 0 � 00 0 d DRILL 4 COLUMNS AND 4 ROWS SEE R NAL GRADING PLAN U. a ..� OF 1 "0 HOLES IN RISER @ 3" COMPACTED" SOIL J w z . FLOW CC AS SHOWN(16 HOLES) v w 0 .. v~i 0 - - 1 w w = E III III III III III III III I II I I I III -'l�-, wz N v E III III III II1_1 I 11_1 I I I III- _!!; Z �LLw -III DRY STORAGE=9,650 CUBIC FEET 00, o �•� _:; ___.__�_. 00 _ 665.75 TOP OF 171 4.5' MIN. a , 4. •-� n n4rti. I nn n n n n a WET STORAGE=15,000 CUBIC FEET TEMPORARY DIVERSION DIKE SEDIMENT TRAP CALCULATIONS SB 1 -OUT NOT TO SCALE :4. ✓ UL Ar , i.: •. A/.' TRAP ID TOTAL TOTAL WET WET WET DRY DRY DRY H/Ho TOP OF WIDTH DRAINAGE STORAGE STORAGE DEPTH STORAGE AREA STORAGE VOLUME STORAGE DEPTH STORAGE AREA STORAGE VOLUME EMBANKMENT OF AREA VOLUME REQ'D. WIDTH OUTLET SB1 10.1 OC 1,353 c i (36,542 c.f.) 1.75 ft. 10,900 S.f. 19,000 c.f. 1.00 ft. 18,000 s.f. 18,000 c.f. NA 6 ft. pipe P P TEMPORARY SEDIMENT BASIN/CULVERT OUTLET DETAIL UCTURE DETA[ 20'-18"0 HDPE ® 0.00% SLOPE INSTALL PREFABRICATED END SECTION ® OUTLET END INVERT IN=664.00 INVERT OUT=664.00 SI O R I AyT OF v l� HN C. LEWIS 9 Ic. No. 021621 Ai k4�10NAL _'� SURVEY: C•i•: P -L 1• DRAWN BY: P -L JOB NO.: 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 2/16 EROSION AND SEDIMENT CONTROL NARRATIVE: Project Description This project is located at the intersection of Route 837, Ebert Road and the Winchester and Western Rail Road. The owner proposes to construct a self storage facility along with associated site improvements. Proposed improvements are planned to begin during the summer of 2019. While the storage facilities will be constructed in phases, the entire site will be graded and stabilized during the first phase. Existing Site Conditions The project site is located on one parcel containing 5.37 acres in Frederick County, Virginia. Flood Plain The parcel contains no floodplain. Soils The USGS Soils map shows the predominant soil type on the site is 14B, Frederick- Poplimento silt loam, 2 to 7 percent slopes, HSG: C, K=0.28. These soils are generally moderately deep (25"-72"), weathered from limestone, and generally well -drained. Adjacent Areas The adjacent property to the south is the Ebert Road road right of way. The adjacent property to the west is the rail rood right of way. The adjacent properties to the north and east is zoned for industrial use. Off-site Areas There will be no off-site disturbance except as allowed by temporary construction easements. Critical Areas No critical areas where slopes are greater than 3:1 are present on site. The disturbed area is approximately 4.7 acres, including the areas of improvement in the public rights of way and off-site. PHASE 1 EROSION AND SEDIMENT CONTROL MEASURES downstream from the construction areas as a first measure of construction. Silt 3.02 A 12'w by 70'1 temporary stone construction entrance will be constructed and shall be maintained in a condition which will prevent tracking or flow of mud onto the public rights-of-way. This may require periodic top dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or cleanout of any structures used to trap sediment. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted under any circumstances. 3.05 Silt fence will be installed in selected locations downstream from the construction areas as a first measure of construction. Silt fence will be installed around the downstream side of any topsoil stockpiles. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 98 3.09 Temporary diversion dikes will be installed along the limits of construction as shown on the Site Erosion and Sediment Control Plan. The dikes will be constructed with on-site materials and will be seeded with the temporary seeding mix immediately after installation. The dikes shall be inspected after each rain and repairs made as needed to the dike, flow channel, or outlet. 3.14 A temporary sediment basin will be constructed on the site to control sediment generated from the earthwork operation. The basin berms will be constructed with on-site materials and will be seeded with the temporary seeding mix immediately after installation. This facility will be inspected after each rain storm and repairs made as necessary. This basin will be converted to a stormwater detention facility after site stabilization. 3.31 Temporary seeding in accordance with the E & S Std & Spec 3.31 will be applied to the topsoil stock pile and all areas which will not be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 30 days shall be temporarily seeded and mulched. All temporary seeding areas will be mulched in accordance with the schedule included herein. Temporary Seeding SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Sept 1 - Feb 15: Annual Ryegrass 50 Ib/ac 98 85 Winter Rye 50 Ib/ac 98 85 May 1 - Aug 31: topsoil will generally occur throughout the work site where vegetation is to be reestablished. Topsoil will be uniformly spread and German Millet 50 Ib/ac 98 85 or in accordance with the schedule included herein. The anticipated time for construction is Summer 2019 through spring 2020. Feb 16 - Apr 30: 3.35 All seeded areas will be mulched in accordance with the schedule included herein. Annual ryegrass 75 Ib/ac 98 85 Mulch: 1.5 ton/ac small grain straw straw Fertilizer: 1000 Ib/ac 10-10-10 o 0 PHASE 2 EROSION AND SEDIMENT CONTROL MEASURES 3.05 Silt fence will be installed in selected locations downstream from the construction areas as a first measure of construction. Silt fence will be installed around the downstream side of any topsoil stockpiles. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall Any required repairs shall be mode immediately. Damaged decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.07 Inlet protection will be constructed at all inlets immediately after installation. Inlets shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Damaged or otherwise ineffective devices shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. 3.18 Outlet protection in the form of rip rap will be applied at culvert outlets in accordance with the details. Rip rap will be permanent. denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to 3.30 Replacement of topsoil will generally occur throughout the work site where vegetation is to be reestablished. Topsoil will be uniformly spread and rolled to a minimum depth of 4". Topsoil shall not be placed while in a frozen or wet condition. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time for construction is Summer 2019 through spring 2020. 65 3.35 All seeded areas will be mulched in accordance with the schedule included herein. Permanent Stabilization Ib/ac 98 a. Scarify top The contractor shall stabilize all denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The contractor is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. No soil testing is required. The contractor shall establish vegetation on all areas not otherwise stabilized according the following specification: 65 Seedbed Preparation: Ib/ac 98 a. Scarify top 1" to 2" of soil after final grades have been achieved. b. Add 3 tons per acre pulverized agricultural limestone(1401b/1000sf).ng a SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Tall fescue 120 Ib/ac 97 85 Red clover 8 Ib/ac 95 65 Ladino clover 8 Ib/ac 95 65 Nurse Grass -(season dependent) Sept 1 - Feb 15: Annual Ryegrass 12 Ib/ac 98 85 Winter Rye 12 Ib/ac 98 85 May 1 - Aug 31: to remove sediment. German Millet 12 Ib/ac 98 85 or enter the conveyance system without first being filtered or otherwise treated to Feb 16 - Apr 30: sediment. Annual ryegrass 12 Ib/ac 98 85 Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 Ib/ac 10-10-10 o 0 1. The VESCP Authority must be notified one week prior to the preconstruction conference, one week prior to the commencement of land disturbing activity, and one week prior to the final inspection. 2. Work on the project (grading, excavation, construction) shall not commence until the appropriate erosion and sediment controls are in place as specified on the plan and as approved by the VESCP Authority. 3. The approved site plan must be kept on the work site and shown on request. 4. Prior to commencing land disturbing activities in areas other than indicated on these plan (including, but not limited to, off-site borrow or waste areas), the contractor shall submit a supplementary erosion and sediment control plan to the VESCP Authority for review and approval. 5. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the VESCP Authority. 6. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site development until final stabilization is achieved. 7. All vegetative stabilization shall be uniform, mature enough to survive, and adequate to inhibit erosion. 9VAC25-840-40. MINIMUM STANDARDS 1-19: A VESCP must be consistent with the following criteria, techniques and methods: 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 140 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 upslope land disturbance takes place. 5. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 6. Sediment traps and sediment basins shall be designed and constructed based upon the total drainage area to be served by the trap or basin. a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of drainage area and the trap shall only control drainage areas less than three acres. b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a sediment basin. The minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a minimum, maintain the structural integrity of the basin during a 25 -year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall correspond to a bare earth condition or those conditions expected to exist while the sediment basin is utilized. 7. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. 8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume or slope drain structure. 9. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10. All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. 10. All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. 11. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. 12. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. 13. When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream crossing constructed of nonerodible material shall be provided. 14. All applicable federal, state and local regulations pertaining to working in or crossing live watercourses shall be met. 15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. 16. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria: a. No more than 500 linear feet of trench may be opened at one time. b. Excavated material shall be placed on the uphill side of trenches. c. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged in a manner that does not adversely affect flowing streams or off-site property. d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization. e. Restabilization shall be accomplished in accordance with 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 VESCP. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. 19. Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to increases in volume, velocity and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in accordance with the following standards and criteria. Stream restoration and relocation projects that incorporate natural channel design concepts are not man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels: a. Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate natural or man-made receiving channel, pipe or storm sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses at the outfall of the pipe or pipe system shall be performed. b. Adequacy of all channels and pipes shall be verified in the following manner: (1) The applicant shall demonstrate that the total drainage area to the point of analysis within the channel is one hundred times greater than the contributing drainage area of the project in question; or (2) (a) Natural channels shall be analyzed by the use of a two-year storm to verify that stormwater will not overtop channel banks nor cause erosion of channel bed or banks. (b) All previously constructed man-made channels shall be analyzed by the use of a ten-year storm to verify that stormwater will not overtop its banks and by the use of a two-year storm to demonstrate that stormwater will not cause erosion of channel bed or banks; and (c) Pipes and storm sewer systems shall be analyzed by the use of a ten-year storm to verify that stormwater will be contained within the pipe or system. c. If existing natural receiving channels or previously constructed man-made channels or pipes are not adequate, the applicant shall: (1) Improve the channels to a condition where a ten-year storm will not overtop the banks and a two-year storm will not cause erosion to the channel bed or banks; or (2) Improve the pipe or pipe system to a condition where the ten-year storm is contained within the appurtenances; (3) Develop a site design that will not cause the pre -development peak runoff rate from a two-year storm to increase when runoff outfalls into a natural channel or will not cause the pre -development peak runoff rate from a ten-year storm to increase when runoff outfalls into a man-made channel; or (4) Provide a combination of channel improvement, stormwater detention or other measures which is satisfactory to the VESCP authority to prevent downstream erosion. d. The applicant shall provide evidence of permission to make the improvements. e. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate development of the subject project. f. If the applicant chooses an option that includes stormwater detention, he shall obtain approval from the VESCP of a plan for maintenance of the detention facilities. The plan shall set forth the maintenance requirements of the facility and the person responsible for performing the maintenance. g. Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipotors shall be placed at the outfall of all detention facilities as necessary to provide a stabilized transition from the facility to the receiving channel. h. All on-site channels must be verified to be adequate. i. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property shall be diverted to a stable outlet, adequate channel, pipe or pipe system, or to a detention facility. j. In applying these stormwater management criteria, individual lots or parcels in a residential, commercial or industrial development shall not be considered to be separate development projects. Instead, the development, as a whole, shall be considered to be a single development project. Hydrologic parameters that reflect the ultimate development condition shall be used in all engineering calculations. k. All measures used to protect properties and waterways shall be employed in a manner which minimizes impacts on the physical, chemical and biological integrity of rivers, streams and other waters of the state. I. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flow rate capacity and velocity requirements for natural or man-made channels shall satisfy the flow rate capacity and velocity requirements for natural or man-made channels if the practices are designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain and release over a 24-hour period the expected rainfall resulting from the one year, 24-hour storm; and (iii) reduce the allowable peak flow rate resulting from the 1.5, 2, and 10 -year, 24-hour storms to a level that is less than or equal to the peak flow rate from the site assuming it was in a good forested condition, achieved through multiplication of the forested peak flow rate by a reduction factor that is equal to the runoff volume from the site when it was in a good forested condition divided by the runoff volume from the site in its proposed condition, and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels as defined in any regulations promulgated pursuant to 62.1-44.15:54 or 62.1-44.15:65 of the Act. m. For plans approved on and after July 1, 2014, the flow rate capacity and velocity requirements of 62.1-44-15:52A of the Act and this subsection shall be satisfied by compliance with water quantity requirements in the Stormwater Management Act (62.1-44.15:24 et seq. of the Code of Virginia) and attendant regulations, unless such land disturbing activities are in accordance with 9VAC25-870-48 of the Virginia Stormwater Management Program (VSMP) Regulations. n. Compliance with the water quality standards set out in 9VAC25-870-66 of the Virginia Stormwater Management Program (VSMP) Regulations shall be deemed to satisfy the requirements of subdivision 19 of this subsection. 7C . 00 SOILS KEY L� SOIL DELNEATION L_ SITE VALLEY FERTILIZER SOILS MAP \ \ \_�l Ip JNAME 14B Frederick- Poplimento loams, 2 to 7 percent slopes, HSG: C, K=0.28 ■ J CONSTRUCTION CE ............................... 3/16 ■ ENTRANCE 120 0 120 1 M !9 Scale in Feet PHASE 1 SEQUENCE OF CONSTRUCTION 1. Install construction entrance. 2. Install silt fence along downstream perimeter of work areas. 3. Install sediment basin generally to the lines of the proposed detention facility and diversion berms. Apply temporary seeding. 4. Strip, stockpile and stabilize topsoil in location shown on the Site Erosion and Sediment Control Plan. Apply temporary seeding. 5. Perform rough grading over site. PHASE 2 SEQUENCE OF CONSTRUCTION 1. Install drainage structures. 2. Install inlet and outlet controls. 3. Complete exterior site improvements. 4. Stabilize work area with pavement or permanent seeding where necessary. 5. Install landscape plants. 6. Remove the sediment basin outlet control elbow and convert to the permanent stormwater detention facility. Remove other temporary controls after all work areas have been stabilized. EROSION & SEDIMENT CONTROL KEY 3.02 TEMPORARY STONE SCALE: DATE: ■ J CONSTRUCTION CE ............................... 3/16 ■ ENTRANCE 3.05 SILT FENCE $F X X _X_X ui o N � rn E Cnto N 3.07 INLET PROTECTION -0 3 a� o 3.09 TEMPORARY DIVERSION o 0 W � 'q -a v J DIKE Lo� © 3.14 TEMPORARY SEDIMENT BASIN $8 O • U cc U H C 0 3.18 OUTLET PROTECTION OP 3.30 TOPSOILING o UJ Z Z TO 3.31 TEMPORARY SEEDING U 6- 3.32 PERMANENT SEEDING 3.35 MULCHING 00 MU --- I 6, H W W LTJ O N Z 0 ZW J Q �0 0 0zin (n U O W W U wy< Q �jJ> Q w JW Z �W W 00 W<0 Z J � Y J U ZQ W D a U Z X O LL W ■ JOB NO. 1810042 SCALE: DATE: ■ J o SHEET: 3/16 ■ N a ui o N � rn E Cnto N 11111110111111 u_i Q CJ 04 3 a� o U o 0 W � 'q -a v J Ld Lo� © W U cc U H C 0 47 o W Us d 2 - o UJ Z Z a) U o w Z U � I � Q 00 a 0 m Will zry J L1J Dw 07 IEEE I (.) O i? 14 s • v1Y H L _ ,,per SURVEY: C.I.: FREDCO 5' DRAWN BY: P -L JOB NO. 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 3/16 0 Ex PP `5 c + G7 6 Ex. 63.3'-15" RCP Inv.= 674.1' Inv.=672.8 DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% 2 % OR GREATER EXISTING PAVED"II—_ 000 I ROADWAY • •� -I I I -I I I—I I I 1 1 1-1 1" I f l l — FILTER FABRIC SECTION A — A NOTE: SPILLWAY USEDBAGS, STRAW BALES SEDIMENT BARRIER OR HER APPROVED METHODS (STRAW BALE TYPE SHOWN) TO HANNELIZE RUNOFF TO BASIN AS EQUIRED. SUPPLY WATER TO WASH WHEELS IF NECESSARY. o� �1 O FLOW �I F W Of LLJ 0_ A A 2"-3" COURSE"a'O' 0_ AGGREGATE4? MIN. 6" THICK of �q°��+ t aw4 O Z DIVERSION RIDGE I— 07 LX 70' MIN. Ir PLAN NOTES: 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS- OF-WAY. THIS MAY REQUIRE TOP DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED TEMPORARY PRIOR TO ONTO PUBC RHT-OF-WAY. 3. WHEN WASH NGC S REQUIREDu T SMALL BE DONE GRAVEL ON AN AREA WITH CRUSHED STONE THAT DRAINS INTO IANEAPPROVED SEDIMENT TRAP CONSTRUCTION OR SEDIMENT BASIN' ENTRANCE/EXIT EXTRA STRENGTH FILTER FABRIC NEEDED WITH WIRE SUPPORT STEEL OR WOOD POST 11 I—III—III— 11) I I1 I II I II i II 110 Fr MAX. SPACING WITH YVIRE SUPPORT FENCE STEEL OR WIRE & FILTER FABRIC WOAD POST / ATTACH SECURELY 36 HIGH MAX / TO UPSTREAM f SIDE OF POST. RUNOFF n" uw Z T C14 T I 12" MIN. 4"x6" TRENCH WITH COMPACTED BACKFILL STANDARD DETAIL 12" UNOFF �OOR T•ILT_Pl4111 ALTERNATE DETAIL TRENCH WITH NATIVE BACKFILL TRENCH WITH GRAVEL NOTE: 4. SET POSTS AND EXCAVATE A 4"x4" 1. INSPECT AND REPAIR FENCE AFTER EACH TRENCH UPSLOPE ANLONG THE LINE STORM EVENT AND REMOVE SEDIMENT WHEN OF POSTS. NECESSARY. 5. STAPLE WIRE FENCING TO THE POSTS. 2. REMOVED SEDIMENT SHALL BE DEPOSITED 6. ATTACH WIRE FILTER FABRIC TO THE WIRE TO AN AREA THAT WILL NOT CONTRIBUTE FENCING AND EXTEND IT INTO THE TRENCH. SEDIMENT OFF—SITE AND CAN BE PERMANENTLY 13 STABILIZED. 7. BACKFILL AND COMPACT THE EXCAVATED 3. SILT FENCE SHALL BE PLACED ON SLOPE SOIL. CONTOURS TO MAXIMIZE PONDING EFFICIENCY. 10 SILT FENCE DETAIL WITH WIRE SUPPORT NOT TO SCALE ADDAPTED FROM: 1992 VA E&S CONTROL HANDBOOK 3.05 e- BACK OF SIDEWALK A ",. CATCH BASIN WIRE SCREEN OR FILTER FABRIC PONDING HEIGHT OVERFLOW / _ CONCRETE BLOCK • =�= Ima=s=e=l STRUCTURE ID ••• STUD BACK OF • BLOCK IE W d d50 M_ 11 18 10 . • • 0.5 8 13 24" 10' 12' 12" 0.5' 10 17 24" 10' 12' 12" 0.5' 11 14 1 18' WIRE SCREEN OR FILTER FABRIC PONDING HEIGHT OVERFLOW / _ CONCRETE BLOCK • =�= Ima=s=e=l STRUCTURE ID Q10 D La W d d50 1 11 18 10 12 12 0.5 8 13 24" 10' 12' 12" 0.5' 10 17 24" 10' 12' 12" 0.5' 11 14 1 18' 10' 1 12' 12" 0.5' II= - CULVERT OUTLET PROTECTION DETAIL CURB INLET NOT TO SCALE 11- 18" MIN. —1I1=1 CATCH BASINGRAVEL 2X4 WOOD STUD I II� RONOFF WATER VEL SEDIMENT I (12" MIN.) BACKFILL SECTION A - A NOTES: C. I.: 1. USE BLOCK AND GRAVEL TYPE SEDIMENT 1, BARRIER WHEN CURB INLET IS LOCATED IN - GENTLY SLOPING STREET SEGMENT, WHERE DESIGN OF OUTLET PROTECTION fROM'A ROUND PIPE FLOWING �FDLt- WATER CAN POND AND ALLOW SEDIMENT TO MINIMUM TAILWATER CONDITI ON .(T,, 0.5 DIAMETER) SEPARATE FROM RUNOFF. 1/31/19 2. BARRIER SHALL ALLOW FOR OVERFLOW FROM SEVERE STORM EVENT. CURB INLET 3. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND SEDIMENT BARRIER GRAVEL MUST BE REMOVED FROM THE I TRAVELED WAY IMMEDIATELY. , 0 0 C. I.: P -L 1, J - r DESIGN OF OUTLET PROTECTION fROM'A ROUND PIPE FLOWING �FDLt- .., MINIMUM TAILWATER CONDITI ON .(T,, 0.5 DIAMETER) AS SHOWN 1/31/19 C 4/16 90 ( I F , n cn N N r- � V) 11Cq3 f 3 011 coo m oQ�(041 Q Z �3 00 a W Outlet J W � DO +;i.a: >11) Pipe 2lfin. Diameter.; D4 t feg� 7p i LSI LJ L,' N La,. toy` 60 a ilwater-<0. 5Do pp I t W (n a= i o ZmLLI �,�--- ai 11111 � �k �I �il+hlj 1 r �'�' E ZU Z � l� LLJ r I SO ' jlr ii1 I +MIii...... b Q 00 �eo9� i4 .-r 49i fa 'fl r .; - 430 u iujI ! IO x 7 •L� Z' 0, ry � n x4 li .d rl:, 1 ilf x 1 � r ♦j,� II if R mmen0ed j{ p i1 k �I _ I 10 3 S to 20 50 } 100 20p 500 1000 • NRSj}WIRE,MESH NOTES: 1. THIS METHOD OF INLET PROTECTION IS APPLICABLE I WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. 2. GRAVEL SHALL BE VDOT #3, /357, OR /5 COARSE AGGREGATE. GRAVEL AND WIRE MESH DROP INLET SEDIMENT BARRIER NOT TO SCALE VA EROSION AND SEDIMENT CONTROL HANDBOOK 1992 3.07-2 I lV O I.L Z Z OU g� a Z w Jd 0 J LAJ N Cf) (n z 2 az O 0 O iff— U w�Q �t-z O�� En Q w JLv Z W � D W Q U Z J � Y J U Q W Za Ozx U O li H V C. I.: P -L 1, J JOB NO. P -L 1810042 SCALE: N AS SHOWN 1/31/19 C 4/16 W O N ME O O n cn N N r- � V) 11Cq3 U ui Ld coo m oQ�(041 Q Z �3 00 a W >11) LSI LJ U L,' N o W (n a= s a__ o ZmLLI U E ZU Z � l� LLJ Q 00 a (.D 1n Z Of J LLJ �w U OLiJ Z LTH 0 vr� J LEWIS 9 IC. No. 021621 r W klllllsl`SIONAL SURVEY: C. I.: P -L 1, DRAWN BY: JOB NO. P -L 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 4/16 TM 43-21-1 SKYLINE, LLC 10.13 AC. ZONING: M2 USE: VACANT WINCHESTER AND WESTERN RAILROAD Ex. 12 CMP Ex. TE -5 Inv.= 676.77' PROVIDE 100'X30' OFFSET IN PERIMETER L CHAINLINK FENCE Q W/O FABRIC INSTALL FENCE FOR DRAINAGE ON PROPERTY LINE N 4,2'18 59" 1:' 959:32' PROVIDE DOUBLE 4'W GATES FOR EGRESS Ex.PP Ax Location of Ex. 20" Watermoin Ex. WV Ex. S Ex, WV APP Location of CG'6 Ex. 30' Water & Sewer Easement Inst. 0014908 Ex. WV x. - _-_.---------------- \ Ex. n. Ex. 8'-'. SDR 21 Sani orcemain Clean t Gate Valve x \ QQ 2'x12' CONC. PAD Q QQ c 2•x45' LOADING AREA �i�J \ ML TYP s: QO o �H \ FF � � 15Q •Q 3• 3 \ F f --67A 29 fF\a66a � 1 / fi CHAINLINK • FENCE WITH EOP WAR ESMS OPAQUE FABR C 10 \Z 67 .(350(: �Q 04 66 07 FREO�R\C\� f✓ ao FF C� !x672.62 vt �7 O 8 O X669 -7:5 3 ��OO �/ O O \ � O /// WpZERVNE 6p% } 8X6 TEE ED 4' SCH40 PVC O 2QQ \S $ E ®� v 16 O / FH ASSY PROPOS VN 70 62 NOP uN\ 8,40 co ��-... \ ` PROPOSED S `GE PUMP GRAVITY SEWER LATERAL FOLD FF=6 -18 FF�66 / O e one MODEL DR071-74 FIT FROM OFFICE TO E �- 28 Z INVERT IN=669.0 PUMP -MIN. 2% 7 �5 VN\S 0.60 , \ \ �', PR. GRADE =673.8 67\ 29 Q VN\S Q SEE DETAILS ON EET 7 W FFA FF%668 40 J / FFs66 + 3Q QQ Y O O \ m �Q OQ UNR 6, 9 00 �4 07 / ML TYP \JtAN24 .60 TM 44-A-12 O ;-A3Q •Q \ a O. VV067 `po FF�669• ZUCKERMAN ENT. IN(P Cn 37.45 AC. 77 Q A OO \N\S6 262 0.37% OWj3 \ 20 3Q QO ZONING: M2 \ \ CIA A5 NAPE ML NP Ffs669 J / Y i �/ 11 JOIN , FF,.66860 Q.QQ�i USE: RECYCLE �' 2\4' ING ASSY 3 .� Vol`� \ r O + / i INSTALL IN PHASE 1 , 3Q QQ VN\jffo6 y•2.6 \1 P.4. f\�r 62 / OO 25 `Q ®x. 4 / \!No a96 \ T ed ,r� L 09 6 R W fF8X6 TEE 7 Q �./'� XFMR MM CG.6R5' 1��0 O / / O F,.669 ASSY. _ ` \ \yN\S 2� 26 N \ ,XFW ff 2 671.9 O / � O / i F 0 L)4 4X2 WET TAP & LATERAL THROUGH BALL C 15 WP /6,%U•UQ 10' TEMPORARY GRADING EASEMENT Q` \ 669 93 VALVE BY FREDERICK WATER \ O 20X CE -� O i w.+`` 2" BALL VALVE pFt1 RI- "i - �+r 2" PRIVATE CHECK VALVE LOCATED 5' FROM , 2 i / UN\C 26 g3 BALL VALVE �`;\ fj .5 �,a J / / 69 Ex. 63.3'-15" RCP ` Inv.= 674.1' G Inv.=672.8 CG -11 ENTRA \_ 6'12 ADA ROPS Y VD DU\Y 8X8 WET TAP BY FREDERICK WATER 8" GV 4:1 TAPER 0 6' CHAINLINK FENCE WITH + OPAQUE FABRIC INSTALL ON PROPERTY LINE I TEST \ i i LIDING GATE KEYPAD CONTROLS EXIT & ENTRY PER OWNER " CTS PET 200 PSI SPECIFICATION POLY WL PROVIDE POWER CONDUITS " X j" WATER METER AS REQUIRED INSTALL IN 4"0 \ FLEXIBLE CORRUGATED PLASTIC SLEEVE WATER MAIN AND SANITARY SEWER FORCE MAIN NOTES: CONTRACTOR SHALL: \ 1. COORDINATE A MEETING WITH THE FREDERICK WATER INSPECTOR AT LEASE (7) WORKING DAYS PRIOR TO GROUND DISTURBING ACTIVITIES. 2. EXERCISE EXTREME CAUTION WHILE TRAVELING AND WORKING OVER THE EXISTING \ WATER MAIN AND SANITARY SEWER FORCE MAIN. 3. TEST PIT THE EXISTING WATER MAIN AND SANITARY SEWER FORCE MAIN TO CONFIRM () THAT BOTH HAVE A MINIMUM OF THREE FEET OF COVER THROUGH PROPERTY AND REPORT TEST PIT RESULTS TO OWNER'S ENGINEER FOR REVIEW. 4. ADJUST ALL WATER AND SANITARY SEWER FACILITIES TO FINISH GRADE. 5. PERFORM ALL WORK PER FREDERICK WATERS INSPECTORS REQUIREMENTS. co \ X 30 0 30 90 x \n o Scale in Feet N n o \ \ 3 -n \ V o 1` \ \ Ex.PP t EXTEND 20' FREDERICK WATER EASEMENT TO PROPERTY LINE 8' CHAINLINK FENCE WITH OPAQUE FABRIC INSTALL ON PROPERTY LINE >�l uNrS 29 93 FF.66 t \ r \ Y�1=6j0 60 6' CHAINLINK FENCE -p" WITH OPAQUE FABRIC INSTALL ON PROPERTY LINE UN'1 �-Ic ff=670 60 184' TIMBER RETAINING TM 44 -A -6B WOLF REALTY ASSOC. LP 10.30 AC. ZONING: M2 USE: MINI-STORAGE/OUTDOOR STORAGE STR 1 END SECTION 18" INV OUT=t 54.25 FROM 2 STR 2 DI -1 TOP=667.40 18" INV IN=664.80 FROM 3 18" INV CUT -t-664.70 TO 1 STR 3 DI -1 TOP=669.40 15" IIS\/ IN=665.90 FROM 4 18" ,NV IN=665.90 FROM 6 18" INV OUT=665.80 TO 2 c I'R 4 51-1 TOP=672.10 1,5" INV IN=669.70 FROM 5 15 INV OUT=669.60 TO 3 STR 5 MH -1 TOP=675.50 15" INV IN=672.8± FROM EX. 15" INV OUT=671.00 TO 4 STR 6 DI -3A TOP=669.50 18" OUT=666.40 TO 3 STR 7 END SECTION 24" INV IN=664.70 TO 8 STR 8 END SECTION 24" INV OUT=664.15 FROM 7 STR 9 J■ ES -1 o N 24" INV OUT=663.50 TO 10 STR 10 0)o ■� ES -1 LO U V Vi 113 � 24" INV OUT=663.00 FROM 9 STR 11 't- 'q- a- J DI -7 TOP=669.40 DATE: 15" IN=664.00 FROM DETENTION 18" INV OUT=664.00 TO 9 O h W J H H me Z a. D 0 J U v Z v O ir �jJ> LL. Fr Q w JW Z D W 50 Z _! Y J U it < W Z �a LLJ OZo U O u- ■ J■ O o N �� a JO C. �00) 0)o ■� N LO U V Vi 113 � N N N SURVEY: a z 00 t° °� oo•6 W DRAWN BY: 't- 'q- a- J "- w > 0v DATE: W D 2 cc 0_ W U N 0 o W Q = � = a - O L)Ld Z _ v W 0 li a00 a (D (n z J LI ::)w MEz 0 0 �r ���ALTi3 o �� JO C. LEWIS 9 Li No. 021621 IONAL SURVEY: C.I.: P -L NA DRAWN BY: JOB NO. P -L 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 5/16 + TM 43-21-1 SKYLINE, LLC 10.13 AC. ZONING: M2 USE: VACANT WINCHESTER AND WESTERN RAILROAD + + + + j + + -2- 61 + -777, - ----- 667 --- -- ---- s Inv:+ Ex. -4%-- -r06-6 '60 -676.77' �tl/ + + + 5, + + mom IVA, + + + C -S 666- (4- + Ar 4rJ8159 E + .95 + + 01 - - 4- o o a + + V/ + Ex. PP + Ex,' 20" Wotre7 n 57 -61 C o6ion of + -f- - + V + + + + 0 ,Ex 30' Water' -4- emp 1 0149( 4� Ex S C 'n t A Wora5in of F- +Clearpot �-p - P= r-7 �j '9 0 Sewer Eas �7st- # 0 + 18 $D a I or emain 8.2 TOP 0 69.7 F EMBANKMENT t 610�6 PVMT MT 000 + + 999 + + u.6695 ++ CY'� YC co + 8.4 + 669.70 + TC + r, r/ -671�1 \ % J, / �� + . I '5� 0 6" 1--- -4� + + Ex. 06 C, + + + + PVMT + j19 q 101 6Gk' + + 6675 + kyto '49 0 40 AR A LLj Vm1 bl;e. 5r/ + 6 9.6 + + 10 4 PVMT A15 e" 672.50 j' 2 + + 000V I + 0( PVMT r 3.01 Im 15 + 6) + 6s / + ff '�3 r -Q7 A + 668. + + + + + PVm' '�PVMT + 0 668.6 + VVC OtAl 61 .73 + �0- %jto 7,1 6&5 ! , PVMT + PVMT 668. + PVMT + -j C + 6'� Pvk�T /+ 0.6 6 68.6 + + + %j p1r -Au + + '70 68 V1 1 6 26 6, ro --6&7 -8�, Aff 0 / "I PVMT Y' 8 68 4 '7 000f'55.60 f q PVMT PVMT + + .ma 672.12 + + r.0 C' + + (4, -;Y, c�' z - '�Ovj ss \\� + 7\\ i 15 RVMT + + 669.6'� PVMT PVMT A, + .0 + V 1 0 06(3.() 8z -A-12 yr- r Q"\ + 2.6+ 670.6 + + TM 44 0,..A ZUCKERMAN ENT. IN(L) 11171 C) 61 67 .6 + MT 61, 5 PVMT - -------- 17' '73 1% + 37.45 AC. 12 /W-6 ZONING: M2 -6 PVMT/ +/ s.s+ 7 USE: RECYCLE T , . I + r fVM I/ -/ T> 6� 11 N' Ln -10 + +g. -;0 + 669.6-- + + + 67 + o 6' ---1 1 / < V Vx- z (5, , I t A6 + + PVMT -T e C +( + f + 7 A .20 + / 11>-t it - . %)t4k + do� 672.1 + bi Ao 672.1 + + TOP + cpTC > r + _4+ F- + Q& 672.6 + PVMTF + + Vm I + + + 60 66 6 0 '16 PVMT do. .00 + + + + 72.94 37 + 2ro + + +93 /15 MI 111�9 + 672.6 + .8 673.60, PviTC f + + + + + + + 120 Ex. 63.3-15 RCP V'V�' 673.66 '9 C + +675 + Inv.= 674.1' V, + 4-1 + + sy+ Inv.=672.8 +67 s �60 (7"'o + + + TC LIMITS OF MILL OVERLAY + s+ 76.8± so V+ 3, 4:1 TAPER (Typ)- + P -L 1. ES -1 JOB NO. 0 1603002 + INV OUT=663.50 TO 10 STR 10 ES -1 V, 24" INV �6s FROM 9 STR 11 D C'4 (n C-4 LO I DI -7 TOP=669.40 15" IN=664.00 FROM DETENTION 18" INV OUT=664.00 TO 9 + ry 00 a a- �e 5; �-r @ If uj Ld 0 2 W P -Li -I C L;-- Wuj U) < 0 -C E 0 uj z LIMI% OF DISTURBANCE=4.7 ACRES Ex.PP Scale in Feet i + + �V- + .60 + 15 PVMT + + oto 6y670 6 ff 670 . . MY o \+ + PVMT sy + + +4�1 PVMT +SI PVMT 6 25 151-1- '9 +eric 6)1/ PVMT X. + 6.6 MT 01, a9 IS I STR 1 END SECTION 18" INV OUT=664.25 FROM 2 STR 2 DI -1 TOP=667.40 18" INV IN=664.80 FROM 3 18" INV OUT=664.70 TO 1 STR 3 DI -1 TOP=669.40 15" INV IN=665.90 FROM 4 18" INV IN=665.90 FROM 6 18" INV OUT=665.80 TO 2 STR 4 DI -1 TOP=672.10 15" INV IN=669.70 FROM 5 15" INV OUT=669.60 TO 3 STR 5 MH -1 TOP=675.50 15" INV IN=672.8± FROM EX. 15" INV OUT=671.00 TO 4 STR 6 DI -3A TOP=669.50 18" OUT=666.40 TO 3 STR 7 END SECTION 24" INV IN=664.70 TO 8 STR 8 END SECTION 24" INV OUT=664.15 FROM 7 TM 44 -A -6B WOLF REALTY ASSOC. LP 10.30 AC. ZONING: M2 USE: MINI-STORAGE/OUTDOOR STORAGE STIR 9 P -L 1. ES -1 JOB NO. 0 1603002 24" INV OUT=663.50 TO 10 STR 10 ES -1 24" INV OUT=663.00 FROM 9 STR 11 D C'4 (n C-4 LO I DI -7 TOP=669.40 15" IN=664.00 FROM DETENTION 18" INV OUT=664.00 TO 9 R Q 11 ■ C.L. P -L 1. DRAWN BY: JOB NO. 0 1603002 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 6/16 0 E 0 C6(0 D C'4 (n C-4 LO I Ln I L) - T - C4 C0 z UJI ry 00 a a- �e 5; @ uj Ld 0 2 W P -Li -I C L;-- Wuj U) < 0 -C E 0 uj z 0 E 0 LZa Uj 00 ca W J N C. LEWIS No. 021621 k�IONAL SURVEY: C.L. P -L 1. DRAWN BY: JOB NO. P -L 1603002 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 6/16 PROPOSED WATERLINE 10+00 - 18+16.1 BALL VALVE H A Ex. 63.3'-15' RCP _L M WATER MAIN AND SANITARY SEWER FORCE MAIN NOTES: SALES: (H) 1" 50' In nv.=672.8 LINE FRET MINOR SYSTEM PUMP PUMP ELEV. ELEV HEAD DIA. W X VEL. LENGTH LOSS LOSSES HEAD HEAD HEAD (ft) (in) (GPM) (�) _�1 „ 5' (ft) 0) 00 (ft) (psi) 667.0 672A 5 2 11.00 1.12 CONTRACTOR SHALL: 0.14 5.00 60.00 70.14 30.41 REMARKS o o W D -W 8 Q.E N _ pump ID W Z () � LL � 1. TEST PIT THE EXISTING WATER MAIN AND SANITARY SEWER pump invert elevation a01) _ FORCE MAIN TO CONFIRM THAT BOTH HAVE A MINIMUM OF elevation at d box __ _I ___ ______ ____ _ __a __. _I discharge line diameter "'rypipe 680 _ THREE FEET OF COVER THROUGH PROPERTY AND REPORT �� ��� _ _v�___ _ ___ ________ _� ___ _ __ __-___ _ .____ .___.__ -_. ____ ___ ___ _�___ _ 680 defiverypipe length -H x (F/(0.281 x 150 x E"2.63))^1-85 TEST PIT RESULTS TO OWNER'S ENGINEER FOR REVIEW. 2. WATER IS PREFERRED ABOVE SEWER. A MINIMUM OFA estimate operating head to existing force main =D+I+K+J PHASE 1 PHASE 3 pump head in -psi _ -- - - - INSTALLED OUT OF GATE VALVE. FULL JOINT SHALL BE _ 3. FREDERICK WATERS INSPECTORS MAY REQUIRED ADDITIONAL WORK IF WATER IS PLACED UNDER SEWER. 675 7 ______�_ _� X.,-- ., CLEAFZ _ . __�_ _ @ CL_ 18" M _ _ @ CL __ _ _. _ _�__ __�_ �__. I I E .c� RA E._____ 670 __.____ _.______ __,.____ ___-_ _ __.__ __.___ . _____ __- 670 __.___..____ __. _ _ ___ _ _____.__ 665_ __�_ 48" MIN. 665 - _ 48" MIN. CLEAR PR. 15"0 STOR PR 1"0 WATER LINE E . 6 O Fll RC MAIN W 18 MIN. CLEAR 660 ___._ __ _._______ ______ _ .____ _ __.__.I _ _..__ ___ _ 660 ______ _._________ _______._ __} _______,______ ______ . �_.___._._._____ ��� �- _�__ __ __ _ _ � _ ___.___ Pk. 10.7'-6" O ,CL 52 LL _ _ P 3-8 '=9'0-- CL_5 __ �._ _____. _____ _ �.___ _o _ _ WATER DIP LINE _ I I Of DIP WATER LINE 655 ^� _ -_ _ _ _ � _ _J � _ _ _ _ _ _ _ _ ._ _ _ LLI 655 LU o_ w I < a w tl_ O _ _ _.__� __ ______.�___ a __ __ __ _______ . _._.. __._ __._ _ .._._ _ .___,_ .. . _ __ _ __ __ . __ (0- X rn _ _ _ _ _ ------ 4W � -<>--- 7) W W Q LLJ LdUj �- I LLI zIN -r00 _- W 00 00 Co J 00 N �-+)L + + +L T+? + + 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 3ai WET WE CHECK VALVE LOCATED W FROM/ T 'i, a BALL VALVE H A Ex. 63.3'-15' RCP _L M nv.= 674.1' Y� FLOW In nv.=672.8 LINE FRET MINOR SYSTEM PUMP PUMP ELEV. ELEV HEAD DIA. W X VEL. LENGTH LOSS LOSSES (HARD WIRED- (HARD WIRED PROJEC OPTIONS! ❑ D H 0 71 LEVEL CONTROLS OPTIONS: ❑ LEVEL CONTROLS FIELD JOINT REQUIRED ❑ D R 0 71 LE(WIRELESS (WIRELESS FOR MODELS VEL CONTROLS) ® D 8 0 7 1- 9 3 LEVEL CONTROLS) GRADE MUST SLOP DH071-129 & DR071-129 AWAY FROM STATION 673.8 DH071-160 / DR071-160 GASKETED LID, HDPE673.4 STRAIN RELIEF CORD GRADE � GRADE A CONNECTOR PUMP PROTECTIVE CABLE SHROUD / (HOPE) 44" 1 ELECTRICAL QUICK DISCONNECT vER NEMA 6P (EQD) !'� POWER/ALARM CABLE DI R 12-6 W/GND. s3• COLUMI E/ONE EQUALIZER I DNfEREPTA B C INTERNAL WELL VENT D QUICK DISCONNECT ASSY. 2.0" DIA. E" (304 S.S.) F INLET, GROMMET S.S. CAST BALL VALVE TO ACCEPT 4.50' O.D. G PVC PIPE (STANDARD). H DUST COVER SUPPLIED t I /FOR SHIPMENT (NOT J SUITABLE FOR BURIAL) t E]K DISCHARGE L 1-1/4" FPT 91.8 3in 66 ,00 PUMP • ALARM 91414 M mm 1-1/4" DISCHARGE LINE CC TO INLET (304 S.S.) O 26 in 1. The 41.6 in ON 650 mm 41.6 based 1057 mm CHECK VALVE TO DISCHARGE <N❑RYL> 47 sal OFF 18 in 447 mm 179 L 36.0 The pr ANTI -SIPHON VALVE 32 gal. (N❑RYL) 121 L CONST 1. The 14 in HDPE TANK 345 mm 2. The DUAL WALL, CORRUGATED 29.5 DIA in for an 70 GALLON CAPACITY 749 mm 1 gal• utilitie. 9 DISCHARGE- 1-1/4 FEMALE PIPE INLET- EPDM GROMMET FOR THREAD 0 29.5 ' 4' DWV PIPE (STANDARD) necess SEMI -POSITIVE DISPLACEMENT TYPE PUMP. C �` ® days F EACH DIRECTLY DRIVEN BY A 1 HP MOTOR �` ® SA NSF S NSF 3. The C AD CH 10/20/10 1 E CONCRETE BALLAST MAY BE REQUIRED AD CAH 07/12/07 1 C 1/16 approv DR BY CHK'D DATE I ISSUE SCALE SEE INSTALLATION INSTRUCTIONS DR BY CHK'D DATE I ISSUE SCALE 4. Bla' CONCRETE BALLAST MAY BE REQUIRED FOR DETAILS SEE INSTALLATI❑N INSTRUCTI❑N • on:e] 5. The FOR DETAILS 8�ffl/�ffd IBN8V-M8 NOTE, DIMENSIONS ARE FOR REF ONLY NOTE: DIMENSIONS ARE FOR REF ONLY MODEL DH071 / DR071 DETAIL SHEET MODEL DH071-93 / DR071-93 NA0050P02 NA0050P06 MIS ] .. . . -.so- T- T: COUNTY LINE SELF STORAGE E ONE PUMP GRINDER STATION PUMP HEAD WORKSHEET B C D E F G H I J K _L M PUMP DISCHARGE ELEV. LINE FLOW LINE LINE FRET MINOR SYSTEM PUMP PUMP ELEV. ELEV HEAD DIA. W X VEL. LENGTH LOSS LOSSES HEAD HEAD HEAD (ft) (in) (GPM) (fps) (ft) (ft) 0) 00 (ft) (psi) 667.0 672A 5 2 11.00 1.12 50 0.14 5.00 60.00 70.14 30.41 REMARKS o o W D -W 8 Q.E N _ pump ID W Z () � LL � pump invert elevation a01) elevation at d box discharge line diameter "'rypipe _ del: ttow =(F x 0.002228Y(3.14 x (El24y'2) defiverypipe length -H x (F/(0.281 x 150 x E"2.63))^1-85 estimate operating head to existing force main =D+I+K+J pump head in -psi _ STATION NOTES: proposed pump station is intended to serve an intermittent, daily maximum demand of 30 gallons. The demand is on a maximum of 1 employee per day at the facility. oposed a one pump will convey about 11 gpm @ 30.4 psi. RUCTION NOTES: CONTRACTOR is to furnish and install a complete sewage treatment and disposal system. CONTRACTOR shall be responsible for determining the exact location of all utilities before commencing work and y damages which occur by the failure to locate and preserve these utilities. If the CONTRACTOR should encounter other than those shown on these plans, the CONTRACTOR shall immediately notify the engineer and take the ary and proper steps to protect the facility and assure the continuance of service. Call "MISS UTILITY" @ 811 two ,rior to any excavation. CONTRACTOR shall have approved construction drawings prior to the start of construction. At least one copy of ed plans and revisions shall be kept on-site at all times and available for inspections as needed. sting is not permitted. CONTRACTOR shall coordinate the final location of the pump station with the owner. FREDERICK WATER CONSTRUCTION NOTES 1. The Frederick Water Water and Sewer Standards and Specifications are available at www.frederickwater.com. 2. The contractor shall adhere to Frederick Water's standards and specifications in effect at the time of construction. 3. The contractor shall coordinate with and arrange for inspection by Frederick Water. 4. The contractor shall connect a new sewer line to an existing manhole by core drilling the manhole. 5. A new water (or forced sewer) main shall be connected to an existing main by a wet tap. Frederick Water shall furnish all needed material and make the tap. a. An Application for Wet Tap shall be submitted and the initial fee paid before the tap is made. 6. Exact locations of water and sewer services on new lines are to be coordinated with Frederick Water's inspector. 7. Frederick Water's maintenance division shall furnish and install all water meters though 2 inch in size. It is the contractor's responsibility to have the meter box assembly installed correctly. Before a permanent meter is installed: a. The meter box, with its frame and cover, must be properly aligned with the yoke bar. b. The frame and cover shall be set to final grade. c. The distance between the top of the cover and the yoke bar shall be between 20 and 23 inches. d. All components of the meter box assembly shall be in proper working order. 8. For services that connect to existing lines: a. Frederick Water shall furnish and install: 1. all 5/$"x3/4", 3/4", 1 1Y2" and 2" water services. 2. all sewer services. b. The owner/developer shall: 1. coordinate (or have the contractor coordinate) the location of the service lateral with Frederick Water's engineering assistant. 2. submit an Application for Service and pay the required fees. 9. All water service lines must have a backflow prevention assembly (double check valve or RPZ, as required). The assembly must meet ASSE standard number 1015 or 1013. 10. All fire lines must have backflow prevention assembly (detector double check valve of RPZ, as required). The assembly shall meet ASSE standard number 1048 or 1047. Any privately owned fire line, interior or exterior, shall J also have a fire service HP Protectus III meter. This assembly shall be installed immediately before the backflow prevention unit. Radio read remotes are required. 11. Frederick Water shall review the mechanical plan(s) for design and material approval of a building's: a. domestic water meter and its backflow prevention device, and/or its b. fire service line's backflow prevention device. 12. DEQ must also approve sewer pump stations. Frederick Water requires a copy of DEQ's Certificate to Operate and a copy of the station's DEQ approved 0&M manual. These documents must be received before substantial completion is issued and water meters released. me d J J Q Ld Z J O LiJ LL. U Z O XX CL �Ld H L,Lj Q �- V) Z 3 Z a � Y � W U Q � a. 3to W W X p Z L.L- .v' C� d JOB NO.: P -L 1810042 ■ O AS SHOWN 1/31/19 ■ N W cV r) E ■� N to cV LO I I .v' w Q (o (0 iD 3 a) IC) O N LV '0U OO a J LLI U U) o o W D -W 8 Q.E N (=j LLI Z U 4) F- W Z () � LL � a01) �+'0AVTx/ O/fF kl�IONAL SURVEY: C.I.: P -L 1' DRAWN BY: JOB NO.: P -L 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 7/16 general backfill location marker CONCRETE CRADLE location es �WzzzJ.%f �i r s a° 24" select backfill 12" 1/2 O.D. location c� backfill All backfill to becompaded to 95% of ASTM D698 maximum density. 24" select backfill CONCRETE ENCASEMENT TRENCH & BEDDING concrete pad 18" dia. x 6" 6" stone -J screw type adjustable valve box 48" min. location marker valve box adaptor joint valve restrained stone restraints to main —18" to 24'—,8'k 8'k 15' solid block for 12" valve 6", 8" and 12" grade concrete pad 18" dia. x 6" deep- 6" stone — screw type adjustable 48" min. valve box — valve restrained to main S') e 81x 819c 16" solid block J Water finished grade Note: valve shall be bevel9 ear type valve box adaptor — 60" min. —� over -excavation 16", 18", 20" and 24" GATE VALVE -5- 6" stoney screw type adjustable valve box valve box adaptor concrete pad 18" dia. x 5' deep 4�— L Imo-- L r1= -r In addition to restraining each joint of the fitting, any joint that falls within the specified length of each branch of the fitting shall be restrained. L = restrained length of pipe (PVC or DIP) D = pipe diameter D 6" V. 12" 16' 18" 20" 24" L(ft) 60 60 100 120 120 140 160 TEE, CROSS, WYE I L D L = restrained length of pipe (PVC or DIP) D = pipe diameter 45o, 22 1/20,11 1 /4° D 6" 8" 12" 16" 18" 20" 24- L (ft) 20 20 20 20 20 20 20 HORIZONTAL BEND RESTRAINED JOINTS FOR MAR 18 TEE, CROSS, WYE AND HORIZONTAL BEND -2- 24" min. Note: valve shall ry� be spur gear type valve restrai ned to main 8"x 81x 16" solid block j i" �yP..'.. Forced Sewer APR 09 trench width as required 6" dia. schedule 40 steel pipe filled with concrete 3 and painted yellow finished T grade FEB 09 D1 IL � D2 Both joints of the fitting shall be restrained. In addition, all joints within the specified length on the large side of the reducer shall be restrained. L = restrained length of pipe (PVC or DIP) D = pipe diameter REDUCER -L - itr In addition to restraining the connection, any joint that falls within the specified length shall be restrained. Dkdi7l� L (ft) D2 D1 16" 8" 12" 16' 18" 20" 24" 6" 40 60 100 120 120 140 8" - 60 80 100 120 140 12' - ... ... _..... .. .. ..... 60 80 100 120 16" - 2" brass - 40 60 100 18" - - - - 40 80 20" - - - 60 REDUCER -L - itr In addition to restraining the connection, any joint that falls within the specified length shall be restrained. Dkdi7l� D 6" 8" & 12" 16" 18" 20" 24" L(ft) 60 80 Lu (ft) 120 120 140 160 VALVE, DEAD END RESTRAINED JOINTS FOR REDUCER, GATE VALVE AND DEAD END -3- L = restrained length of pipe (PVC or DIP) D = pipe diameter finished grade down bend Ld = down bend restrained length of pipe (PVC or DIP) depth 4 ft. min. Lu = up bend restrained lengthof pipe (PVC or DIP) Ld D =pipe diameter Each sidf bend sha addition, the sped of the fitti �RFr'1 Da \ up bend depth •Lu� 45° D 6" 8" & 12" 16,18" & 20" 24" Ld (ft) 20 40 60 80 Lu (ft) Lu (ft) 20 20 20 20 221/2- D 6" 8" & 12" 16',18" & 20" 24" Ld (ft) 20 20 40 40 Lu (ft) 20 20 20 20 RESTRAINED JOINTS FOR VERTICAL OFFSET FEB 09 -4- treated 2'k 4" with top 6" painted blue — 1" coupling (PJ X FIP) and MIP plastic plug on U tail piece meter box I —24 '-q finished and cover 18• grade I 36' I —sidewalk— Ili wi vu Ili OPP ositeSide saddle with corpstop P 12 gauge solid insulated copper wire for line tracing, stone taped at 10 foot intervals Same Side INSTALLATION NOTES: 1. Exact location of meter box assembly to be approved prior to installation. 2. Water service crossing street: a. Encase in 3" diameter SCH40 PVC or SDR21 pipe. The piping shall run from one foot beyond sidewal acv h PP PP 9 Y k across e street, to one foot beyond sidewalk b. Install 12 gauge solid insulated copper wire (for line tracing) from corporation stop to into the meter box (wrap wire around corporation stop; wire to be taped to top of PET at 10 foot intervals; come up into meter box; wrap around bottom of angle ball valve; terminate with 12" tail piece]. THIS WATER SERVICE CONFORMS TO THE UNIFORM STATEWIDE BUILDING CODE 5f.,, X 2k, 3/4" AND 1" ME/BTER INSTALLATION 149 - JAN 48„ JAN 19 FEB 09 concrete pad V-6" dia. x 6" deep t -.—varies to property line D 6" 8" & 12" 16,18" & 20' 24" 11 1/4" Ld (ft) 20 20 20 20 Lu (ft) 20 20 20 20 RESTRAINED JOINTS FOR VERTICAL OFFSET FEB 09 -4- treated 2'k 4" with top 6" painted blue — 1" coupling (PJ X FIP) and MIP plastic plug on U tail piece meter box I —24 '-q finished and cover 18• grade I 36' I —sidewalk— Ili wi vu Ili OPP ositeSide saddle with corpstop P 12 gauge solid insulated copper wire for line tracing, stone taped at 10 foot intervals Same Side INSTALLATION NOTES: 1. Exact location of meter box assembly to be approved prior to installation. 2. Water service crossing street: a. Encase in 3" diameter SCH40 PVC or SDR21 pipe. The piping shall run from one foot beyond sidewal acv h PP PP 9 Y k across e street, to one foot beyond sidewalk b. Install 12 gauge solid insulated copper wire (for line tracing) from corporation stop to into the meter box (wrap wire around corporation stop; wire to be taped to top of PET at 10 foot intervals; come up into meter box; wrap around bottom of angle ball valve; terminate with 12" tail piece]. THIS WATER SERVICE CONFORMS TO THE UNIFORM STATEWIDE BUILDING CODE 5f.,, X 2k, 3/4" AND 1" ME/BTER INSTALLATION 149 - JAN 48„ JAN 19 FEB 09 concrete pad V-6" dia. x 6" deep t -.—varies to property line Valvco, Inc valve box assembly: lid: Figure No. 7 marked'WATER' top section: Figure No. 7S26T0 bottom section: Figure No. IBOB24 finished grade JO 6" stone 8"-i0 6" stone t roadway box 2" brass FIP cap screw type 2" service saddle. 2" brass nipple, 2" tong 2" corp:stop 2'brass FIP F1Pf PJ coupling G9" Fl -V x brick base Q - 24' MIP P stone cou lin W 0U 2 brass ... ... _..... .. .. ..... 2" brass 90' bend ...... ... _...:. .�: .�:' 11/6 t wits 'weep hoe 2" CTS polyethylene ball valve curb 6" stone tubing (PET) 200 osi stop w/ 2" gate 2" brass w/ SS inserts at. all valve operating nut W connections 2" brass MIP WATER MAIN FLUSHING ASSEMBLY -7- ¢ w O Z treated 2" x 4" post concrete skid pad LL w/ top 6" painted green 18"x 18"x 6° deep O 1 u, O __ O 0- 18 " finished grade —\ ¢ I screw-type roadway box with lid marked "SEWER" 12 gauge insulated solid - copper wire for line tracing, force taped at 10 foot intervals main r- 2" corp. stop t� saddle FIP /pack joint coupling 2" CTS polyethylene tubing (PET) 200 PSI w/ SS inserts at all connections stone 36' minimum SDR -21 (6 ft. min.) solvent weld cap 6" stone -.41P x push joint D.I. adapter with D.1. knuckle joint restraint 2" ball valve with 2" square operating nut bricks INSTALLATION NOTES: 1. Exact location of roadway box to be approved prior to installation. 2. Sewer service crossing street: a) Encase in 4' diameter SCH40 PVC or SDR21 pipe. The piping shall run from one foot beyond sidewalk, across the street, to one foot beyond sidewalk. b) Install 12 gauge insulated solid copper wire (for line tracing) from corp. stop to into the roadway box [wrap wire around corp. stop; wire to be taped to top of PET at 10 foot intervals; come up into roadway box and terminate at top of box just under lid. HIGH PRESSURE FORCED SEWER MAR 18 SERVICE LATERAL -25- FEB 09 d JO N LL, O LID cV M E '"o r� In N Fl -V x Q cV CV 3 N O tVA W 0U OO.O J y 'vv° w d- tet• a- v) U W U V) C: CO p W V) __ = Q Q ri a� a Z O z� U J W �ND ISL � W �Z U N Z U O I.f. Q W I? of �Avmx V J W .o �' W J f - H LEWIS 9 Lic. No. 021621 U V II.— /Z_� o `r`sjONAL �� SURVEY: ~ J � w NA J W DRAWN BY: J08 NO.: UJ �D 1810042 W Q U DATE: Z J � Y 1/31/19. SHEET: J U Zaw Q/ 16 UZ O L"t_ '— V J d JO N LL, O LID cV M E '"o r� In N Fl -V x Q cV CV 3 N O W 0U OO.O J y 'vv° w d- tet• a- W U W U V) C: CO p W V) __ = ri a� a z� J W � W Z U O I? of �Avmx v r� .o �' HN C. LEWIS 9 Lic. No. 021621 `r`sjONAL �� SURVEY: C,I,; NA NA DRAWN BY: J08 NO.: P—L 1810042 SCALE: DATE: AS SHOWN 1/31/19. SHEET: Q/ 16 STORM STRUCTURES 7-8 STORM STRUCTURES 1-5 STORM STRUCTURES 3-6 680 Tc^ CALES: (H) 1 "=50' 17=5' 10 Line 680 680 Suihace-Eiev . fine 680,-_- W -Area So W SW --680- n ,Depth 4 ____ _w__ --- 5 ___. _ Spread, No 680 680,---- ,_., tK.' ,��„ 680 (j � Ift) Inef TQtal Incr Total ' hHet SO4 3 BIQpq Dn� up .-�Dn. Up. Dn Up 3 1 5 6 _ fact 675 ____ 1.05 0A0 1 2 -- �____ -- _�__`_-- _ _ __._ __ _ -.___ _ __.-___ __-_-___ : 0n} (N)'. Aft) (ftp (k} 04 ft; (ft} 0.0 0 -:-2 _ _ 289 090; _ _ __ 220 _w ___________ 11.60 4.98 10,94 1d-50 , 6.14 18 R$ __ _ 66,4,M � 6&8:19 667;OQ 66140. 670 3-2 16600 029 Ex. G AD -_._ 670 50 11.00 5.08 ___ ®CL 5,69 675 060 66480 665.80 666.63 667.53 86740 rHGL 675 675 214,00 200 0.57 0.10 1.43 so -.40,40 5.20 744 _... 6.31- 15 1.68 _ , ep%50 665 ��� 675 6751- 3 � 74 00 665 675 0.00: 000 1.33 0-0 10.18 5.24 6.96 11.55 5,98. ' 15 1.69 669.60. 671,00.. 670.96 672.06 672A0 675,50. 4 - EX -5- 83 30 1,82 1.82 073 660 1.33 100 - -- ---__ ___= 660 15 2.06 072.80 RCP 0.207. 873.67 675.16 675,50 677;90 5 6-3. -94.00 0.36 _ ____ _____ 0.80 0,29 0:29 5.o 5 00 664 F APPROX. LOCATION OE- 6;96 1M_ '. 18 0.53 665,90 666.40 668.13 WATER MAIN AND WATER 68940 669.50 6 655 _ __ SEWER FORCE MAIN - ---- -- __ _ -____ _____ __ _ _ ------- - Of � O _ _v. C� 670 t,O 670 670 Z > O > LLN EX GRADE __.-_ __ 670 670 PR. GRADE 10+00 670 @ CL --� ___ �__ __-__I _ __ __ _ �.__�_.. EX. GRADE G L GRAIDE X. .3 1 _„ __-____ _ _ ^__ ___ -- 665 GRAnFRCP 665 665 _ > „ 2.05 665 65 6651-- - ._____. __� ___-___ 665 cls GRADE AS , RE D _ _ _ _ - a-� __ _�._�___.T._ .__.� _-_.___ _ __ -__,__-_� _ _ -__. - -- 660 660 660 E 1.68 I _ _________ __I _ __ I_I-- N-12 SMOOTH PIPE BY ADS ORI I _ _ _. __- I_._._ _I I _-.� ---- I _ ___ ____ __ 660 660 PR. 94'-18"0 660 HD �6_° __. _ _ �.. 0.53% - - e _____-. _ _ ___-_ _ _ --._____ _ ________ __..____� ___ _ �� _ _ HDPE © 0.72% HDPE ®0.60 HDPE= CORRUGATED, ALL EQ UAL �__ 655 655 655 655 655 I _ _._.. _ I ol- Of to I O__-_..,_�_ Irn ol O _._ ____ ____ _.-_ 0 _ _-_ _ _ _-i o O I I o_ O O I I Of 0o O I SOI I I of D_ 00 0 0� _ c0 a_ _ _ -- O w w II II N 1 _ II H __. 00 Z Zu7 II nLt-_ 00 nao �___ _-__�-__ 000 r- N 00 00 _�._ r7 O _ OII II t �+U-) y _ z 00 o oo+ 10+00 11+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 10+00 11+00 STORM STRUCTURES 9-10 Stormwater Studio 2419 v 3,0,0 4 02.25-20't9 Line Curb SCALES: H 1 "=50' R Cx A. Tc^ No �- 17=5' 10 Line Invet Elev "qL Eley= Suihace-Eiev . fine 680,-_- W -Area So W SW --680- n ,Depth Spread Depth Spread, No No ,_., tK.' ,��„ (ess) (j (in) Ift) Inef TQtal Incr Total ' hHet SO4 - Size BIQpq Dn� up .-�Dn. Up. Dn Up 1 (ft) fact 675 ____ 1.05 0A0 (min): (-it,) (inthr) 675 tuts) (ktsY : 0n} (N)'. Aft) (ftp (k} 04 ft; (ft} 0.0 0 -:-2 024 289 090; 0.22 220 5.0 11.60 4.98 10,94 1d-50 , 6.14 18 R$ -664.25 66,4,M 66575 6&8:19 667;OQ 66140. 670 3-2 16600 029 Ex. G AD 0:26 670 50 11.00 5.08 10.05 ®CL 5,69 18 060 66480 665.80 666.63 667.53 86740 rHGL 2 4-3. 214,00 200 0.57 0.10 1.43 so -.40,40 5.20 744 _... 6.31- 15 1.68 _ , ep%50 665 ��� 'E69,40 672.10 3 � 74 00 665 1.82 0.00: 000 1.33 0-0 10.18 5.24 6.96 11.55 5,98. ' 15 1.69 669.60. 671,00.. 670.96 672.06 672A0 675,50. 4 - EX -5- 83 30 1,82 1.82 073 660 1.33 100 - -- ---__ ___= 660 15 2.06 072.80 RCP 0.207. 873.67 675.16 675,50 677;90 5 6-3. -94.00 0.36 016 0.80 0,29 0:29 5.o 5 00 664 F APPROX. LOCATION OE- 6;96 1M_ '. 18 0.53 665,90 666.40 668.13 WATER MAIN AND WATER 68940 669.50 6 655 _ __ SEWER FORCE MAIN _ rn 655 Of � O _ _v. C� t,O Z > O > LLN 10+00 11+00 12+00 DA6 0.36 AC j IN \ 1 DA2 0.24 AC A. /\ y. ��W"11111"7!�.001I CL _ ♦ �� AC %, ` .. u > , ; `1 DA4 0118 AC j e. as -u• v .__ ;. DA5 1.82 AC' DA7 6.28 AC(INCLUDES 0.58 AC ON-SITE) \ - (100=12.25 CFS) got - moo 11 \ `. 100 0 100 41*# ow we Aft Aft Rao 10 go 41% so Scale In Feel CULVERT DRAINAGE AREA PLAN CLST SWM Type 11 24 -hr 10 -Year Rainfall=4.10" Prepared by {enter your company name here} Printed 2/26/2019 HydroCAD® 10.00-24 s/n 08684 Q 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: STR 7 Runoff 12.25 cfs @ 12.18 hrs, Volume= 1.029 af, Depth= 1.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-48.01 hrs, dt= 0.03 hrs Type 11 24 -hr 10 -Year Rainfall=4.10" Area (ac) CN Description 3.880 88 Urban industrial, 72% imp, HSG B 2.400 61 >75% Grass cover, Good, HSG B 6.280 78 Weighted Average 3.486 55.52% Pervious Area 2.794 44.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) II 24.0 Direct Entry, Tc ESTIMATE Projgct-tV,arrye: GOt1,ItiT1`<61t4€ SrO:E STQRAGiE- Storm Sewer Tabulation Stormwater Studio 2419 v 3,0,0 4 02.25-20't9 Line Curb Drng Area R Cx A. Tc^ No �- +_'' s,-'" Line Invet Elev "qL Eley= Suihace-Eiev . fine ID.:. W -Area So W SW Sx n ,Depth Spread Depth Spread, No No ,_., tK.' ,��„ (ess) (j (in) Ift) Inef TQtal Incr Total ' hHet SO4 - Size BIQpq Dn� up .-�Dn. Up. Dn Up 1 (ft) fact -tan) (C) 1.05 0A0 (min): (-it,) (inthr) (chit tuts) (ktsY : 0n} (N)'. Aft) (ftp (k} 04 ft; (ft} 0.0 0 -:-2 024 289 090; 0.22 220 5.0 11.60 4.98 10,94 1d-50 , 6.14 18 R$ -664.25 66,4,M 66575 6&8:19 667;OQ 66140. 1, 3-2 16600 029 2.65 090 0:26 1.98 50 11.00 5.08 10.05 1060 5,69 18 060 66480 665.80 666.63 667.53 86740 66940 2 4-3. 214,00 0,18 200 0.57 0.10 1.43 so -.40,40 5.20 744 '10-89, 6.31- 15 1.68 665.90 , ep%50 667.80 670.59: 'E69,40 672.10 3 5-4 74 00 0.00 1.82 0.00: 000 1.33 0-0 10.18 5.24 6.96 11.55 5,98. ' 15 1.69 669.60. 671,00.. 670.96 672.06 672A0 675,50. 4 - EX -5- 83 30 1,82 1.82 073 1.33 1.33 100 10 00 5 28 7,01 9:25 703- 15 2.06 072.80 674.10, 873.67 675.16 675,50 677;90 5 6-3. -94.00 0.36 016 0.80 0,29 0:29 5.o 5 00 664 1 91 6;96 1M_ '. 18 0.53 665,90 666.40 668.13 668,15 68940 669.50 6 Inlet Report Stormwater Studio 2019 v 3.0 0 02-2$-2014 Line Inlet Q Curb Grate Gutter Inlet gyp Line No ttl Type Catch Carty Capt Byp Ht L L W -Area So W SW Sx n ,Depth Spread Depth Spread, Dept No (D 0 Q z (slit tela) (ess) Ices! (in) Ift) (ft) In) (s4fU !wk) {k) (ft/ft} (ft/ft) fk) fk) (k) (ft) (an) W 1 STR 2 Drop Grate 1,05 0,00, 1.05 0A0 4.0 '.. 4,00 2,50 2.50 2,33, Sag; 4.207 0:050 0.020 0.013 0.11' 14,91 fl 11 14,91 0.0 0 -:-2 -STR3 -Drop Grate -127 000- 127 0.00 4.0 -4.00 2750- 250 -2.33 Sag- 200 0,050 j0420 0A13 012- 1A-66 0.12 -1406 _0,0 1 3 STR 4 Drop Grate 050 000_ 0.50 0.00 4 0 ! 4,00 2.50 250 2.33 Sag', 200 0.050 O 020 0.013 0.07 9.G2r 001 9.02 Go 2 4 Manhole 000 000 0.00 0.00 40 400 2.00 2.00 200 Sag' 2,00 0.050 0-020 0,013 000. 0.06 000 0.00 fl 0 3 5 None 5.10 0,00 000 5 .10 4.0 4.00 200 200 2.00 0.000 2.00 0050 0,020 0-013 0.00' 0 00 -000 006 00 0 6 STR 6 Curb 1.41 0.00 141 0.00 6,0 4 00 2.00 2.00 2.G0 Sag, 2.00 0.083 0.020 0,013 0.31 9.24 ' 0.27 9.24 1.0 2 Culvert Analysis Spreadsheet ver 5/2012 Client; County Line County: Frederick Date: 2/25/2019 Design By: Painter -Lewis, PLC Checked By: Date: Comments: Structure 9-10 Inputs; C. I.: - Headwater (Upstream Water Surface) Elevation: 666.50 Feet Culvert Inlet Invert Elevation: 663.50 Feet Culvert Diameter: 24.00 Inches Select Culvert Material: Length of Culvert: 256.00 Feet Select Culvert Inlet Type: Culvert Outlet Invert Elevation: 663.00 Feet Tailwater (Downstream) Elevation: 663.00 Feet Outputs:__ - CAPACITY = 16.8 ds OUTLET CONTROLS - "Part Full" Equations Used Manning's n value: 0.011 PVC -Plastic Entrance Coefficient, Ke: 0.7 Miter/Square/2:1 Slope Culvert Analysis Spreadsheet ver 5/2012 Client: County Line County: Frederick Date: 2/25/2019 Design By: Painter -Lewis, PLC Checked By: Date: Comments: Structure 7-8 Inputs: C. I.: P -L Headwater (Upstream Water Surface) Elevatiom 667.90 Feet Culvert Inlet Invert Elevation: 664.70 Feet Culvert Diameter: 24.00 inches Select Culvert Material: Length of Culvert: 76.00 Feet Select Culvert Inlet Type: Culvert Outlet Invert Elevation: 664.15 Feet Tailwater (Downstream) Elevation; 667.30 Feet Outputs: CAPACITY = 12.7 Cfs Manning's n value: 0.011 Entrance Coefficient, Ke: 0.7 OUTLET CONTROLS - Full Flow PVC -Plastic Miter/Square/2:1 Slope L;..I J H k R 0 cn cn J 0 LL H Og IxD a 0 �Q W U W N U J Ix IX R 0 H WRQ 0 F- Z_ � 0�/ 0a Ids � J Q w LL- X 1 j '�'^^ Z VJ D WQv Z J � Y J VV_ I.I. Z�W =) W 00 1 ■ C. I.: P -L NA DRAWN BY: 0 P -L 1810042 ■ N AS SHOWN 1/31/19 a Lu E n 1--(O r 11 to to U CnN N 1 1 •3 L,; Q (0 (0 (D 0 Q z (o CU 0 W0a ��"t'tQ J w' U-) U) Uj 2 W N W <m o 6- 0 U fu 0 v U Z LL_ LLI Q 00 a 0 fn III I Z Of J Uj ,Z) z to C5 O Z LLJ &Lzz P J IEWIS 9 U . No. 021621 0 Cfti�� `SS'1ONAL E� SURVEY: C. I.: P -L NA DRAWN BY: JOB NO.: P -L 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 9/16 NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION REREMETHOD, 'OFTREATMENT' XVDOT ROAD AND 'BRIDGE STANDARDS' (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) R v1 AT 1 502 _. E SON D E SHEET OF VIRGINIA DEPARTMENT. OF TRANSPORTATION_ 203.04 GG -6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE To BE CLASS A3 IF CAST IN PLACE.. 4000 PSI IF PRECAST. 3, COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB III GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB III GUTTER y� BE CONSTRUC ED RARAI_LEL TO THE SLOPE SL�BA COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF GG -6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF R THE ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS.. • D Ca A P 1u;1, P P P D D D D D • P A A P A ' Q 4 A La • P P P P P P P P P A A • D D D p D ` ` - _------� 1 m 6" "T4 THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR 1qLPtKtf#. I COMBINATION 6" CURB AND GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION WP -2 EDGE OF EXISING PAVEMENT (AS DETERMINED IN FIELD) THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MINIMUM DEPTH OF 7" IS MAINTAINED. ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 1 OF 1 - 201.03 TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERSPROPOSED ASPHALT LAYERS ----------------- = - --- EXISTING SUBBASE PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS PROPOSED MINIMUM 1I/x INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2 THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT, SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN, 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 % INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6, EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL. OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TE -IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315,07(0) OF THE SPECIFICATIONS. E D ROAD BRIANDARDS SHEET 1 OF 1 REVISION DATE 303.02 ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SPEgFIGATION REFERENCE 3ffi COMMERCIAL \ • o:"q s• - CLASSa. CONCRETE o, -. p• • a, '' - - ^ GRADE CHMGE ENTRANCE VOLUMED... DESIRABLE MAXMU4( NO`E' WHEN A PEDESTRIAN ACCESS ROUTE DRAWN BY: HIGH IMORE THAN 14OG_ VPD 0%, 3% CROSSES A COMERC;AL ENTRANCE THE CROSS SLOPE SHALL BE 2X FOR DATE: x A WIDTH pF 5 FEET, N 3 A -I � xx STREET .APPROACH SAME SURFACING GENERAL NOTES (RADIUS TO BE AS Cl C A5 MANL NE ROADWAY (SEE' NOTE 3) awoN�DE SHOWN ON PLANS) i 1. WHEN USED IN CONJUNCTION WITH STANDARD CG -3: (RADIUS TO BE AS ~ __ SHOWN ON PLANS!-- OR CG, 7, THE CURB FACE ON THIS STANDARD iS TO BE ADJUSTED TO, MATCH THE MOUNTABLE CURB CG•2 OR CG -6 CONFIGURATION. I _ (S" NOTE 1) �-•- - - 680 2 SEE STANDARD CG -12 FOR CURB RAMP DESIGN TO BE a SIDEWALK USED WITH THIS: STANDARD: �sID£WAtK x vi f SEE NOTE Sa x [ OPTIONAL UNPAVED' SPACE v LOW LINE - 1 MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE .' �EXPANSiONOMITTED' R/W LINE (EXCEPT ANY SUBGRADE STABIIZATION 3 a� REQUIRED FOR MAINLINE PAVEMENT' WHICH CAN BE JOINT EXPANSION IN THE: ENTRANCE.)N..-_.-.-.... ...... __.... I n JOINT 4. RADIAL CURB OR COMBINATION CURB AND GUTTER NOTE: WIDTH "B' 2' 0" OR AS (_0 MAINLINE ROADWAY; SHALL NOT CONSTRUCTED BEYOND THE R/W LINE' EXCEPT: FOR- REPLACEMENT -PURPOSES. SHOWN ON TYPICAL SECTION. A PLAN VIEW ENTRANCE NOTES; W' 5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY SLOPE TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS - ;O' PARABOLIC CURVE (ENTRANCE ONLY) OF THE RADII SHOULD BE U 8 % MAX. D, INCREASED TO 7". EDGE OF PAVEMENT OR OPTIONAL FLOW LINE °� GRADE 'CHANGE- - 6 PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW U)o (SEE LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS MAINLINE ROADWAY I - - :..____ _NOTE 7) THE ENTRANCE. U 8X MAX. ®; D _ '� 7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES' � EX. 4" GRADE CHANGE - ^D" ARE `LISTED IN THE ALLOWABLE' ENTRANCE GRADE TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET. I I CONNECTIONS_ 5' MIN. a00 20' MINIMUM FOR WL 665 COMMERCIAL ENTRANCE INTERSECTION NOTES. 8: WHEN CG -11 IS USED FOR STREET CONNECTIONS, THE CONSTRUCT GRADE CHANCES WITH A PARABOLIC CURVE. CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH AASHTO POLICY AND THE APPLICABLE REQUIREMENTS SECTION A ^�. A._ OF THE VDOT ROAD DESIGN MANUAL, INCLUDING STOPPING sIGIaT DISTANCE,AND K VALUE REQUIREMENTS': 9.. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A.. 4"� , : PORTION; OF GUTTER TO PROVIDE POSITIVE DRAINAGE ACROSS, THE INTERSECTION, _B ALLOWABLE ENTRANCE GRADE CHANGES NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION REREMETHOD, 'OFTREATMENT' XVDOT ROAD AND 'BRIDGE STANDARDS' (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) R v1 AT 1 502 _. E SON D E SHEET OF VIRGINIA DEPARTMENT. OF TRANSPORTATION_ 203.04 GG -6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE To BE CLASS A3 IF CAST IN PLACE.. 4000 PSI IF PRECAST. 3, COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB III GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB III GUTTER y� BE CONSTRUC ED RARAI_LEL TO THE SLOPE SL�BA COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF GG -6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF R THE ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS.. • D Ca A P 1u;1, P P P D D D D D • P A A P A ' Q 4 A La • P P P P P P P P P A A • D D D p D ` ` - _------� 1 m 6" "T4 THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR 1qLPtKtf#. I COMBINATION 6" CURB AND GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION WP -2 EDGE OF EXISING PAVEMENT (AS DETERMINED IN FIELD) THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MINIMUM DEPTH OF 7" IS MAINTAINED. ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 1 OF 1 - 201.03 TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERSPROPOSED ASPHALT LAYERS ----------------- = - --- EXISTING SUBBASE PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS PROPOSED MINIMUM 1I/x INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2 THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT, SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN, 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 % INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6, EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL. OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TE -IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315,07(0) OF THE SPECIFICATIONS. E D ROAD BRIANDARDS SHEET 1 OF 1 REVISION DATE 303.02 ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SPEgFIGATION REFERENCE 3ffi COMMERCIAL \ • o:"q s• - CLASSa. CONCRETE o, -. p• • a, '' - - ^ GRADE CHMGE ENTRANCE VOLUMED... DESIRABLE MAXMU4( NA DRAWN BY: HIGH IMORE THAN 14OG_ VPD 0%, 3% (H) 1 "=50 SCALE: DATE: AS SHOWN N MEDIUM . " SOO-1500 VPO s-3 % 6 % 10/16 awoN�DE SECTION C -C LOW LESS THAN 500 VPD, 56% 8% NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION REREMETHOD, 'OFTREATMENT' XVDOT ROAD AND 'BRIDGE STANDARDS' (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) R v1 AT 1 502 _. E SON D E SHEET OF VIRGINIA DEPARTMENT. OF TRANSPORTATION_ 203.04 GG -6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE To BE CLASS A3 IF CAST IN PLACE.. 4000 PSI IF PRECAST. 3, COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB III GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB III GUTTER y� BE CONSTRUC ED RARAI_LEL TO THE SLOPE SL�BA COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF GG -6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF R THE ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS.. • D Ca A P 1u;1, P P P D D D D D • P A A P A ' Q 4 A La • P P P P P P P P P A A • D D D p D ` ` - _------� 1 m 6" "T4 THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR 1qLPtKtf#. I COMBINATION 6" CURB AND GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION WP -2 EDGE OF EXISING PAVEMENT (AS DETERMINED IN FIELD) THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MINIMUM DEPTH OF 7" IS MAINTAINED. ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 1 OF 1 - 201.03 TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERSPROPOSED ASPHALT LAYERS ----------------- = - --- EXISTING SUBBASE PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS PROPOSED MINIMUM 1I/x INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2 THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT, SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN, 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 % INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6, EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL. OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TE -IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315,07(0) OF THE SPECIFICATIONS. E D ROAD BRIANDARDS SHEET 1 OF 1 REVISION DATE 303.02 ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SPEgFIGATION REFERENCE 3ffi COMMERCIAL ENTRANCE PROFILE P -L NA DRAWN BY: SCALES: (H) 1 "=50 SCALE: DATE: AS SHOWN N SHEET: 10/16 awoN�DE 0',O 680 C6 �C4 Lo I LO 1 vi EX. GRA )E 04 3 a� Q Z ®_ CL _ W Of J W' 675 W ofN U 0 U LIJ °� o U)o -cW 670 Qz O a-ELLI- U FI) U Z � EX. 4" FM Z r - a00 WL 665 655 w J Ld w LO 10+00 11+00 -_- � _ 12' CMP Ex Inv.= 676.77' Ey PP Ex. Sqqq��� •aennt�, �\ \V \ 1 3 fN\ \ \} 1 to % 0 111 (111 �� \�r M O G � \ I '►1 \ \ � Ex. 63.3'-15' RCP )L,) S Inv.= 674.1' 1i Inv.=672.8 n tTt (i � \ SJ'► U1 r w� Q Q -4 N -40 O -4 A 4.1 TAPER OYP) \ \% I j $ ran \ \\ $ _ i Q UIL O \ \ ,If000z \ R 50 0 50 f Scale in Feet SITE ENTRANCE PLAN �• ` 1\ _ExFP Temoorary Traffic Control Plan for Route 837 General Notes 1. This project is classified as a Traffic Management Category I project. Work during the project will include (1) the closure of the westbound lane on Route 837 to permit the construction of a new entrance. Temporary Traffic Controls for the closure of the lane will generally conform to TTC 23.1 as directed by VDOT. 2. The project is located at the intersection of Ebert Road and the Winchester and Western Rail Road right of way in Frederick County. Route 837 is a local road with a traffic volume of 840 vehicles per day, and an unposted speed limit. Route 837 at the site consists of one eastbound lane and one westbound lane. 3. Work in Route 837 consists of milling and overlay of the existing road to accommodate an improved entrance into the site. The work will require the closure of the westbound lane. 4. Work will be in accordance with the requirements of the Virginia Work Area Protection Manual (VWAPM) and the Manual of Uniform Traffic Control Devices (MUTCD). 5. VDOT Lane Closure Work Hours Shoulder Closure: Monday to Thursday Friday Friday to Saturday 9:30 AM to 3:00 PM 9:30 AM to 2:00 PM 10:00 PM to 9:00 AM 10:00 PM to 5:00 AM Saturdav to Sundav Sundav to Mondav i[�AiZ�=� ►� =�iI�1_•L�>�iI�XiZ�»�l<1�'�iI�T Lane Closure: Monday to Thursday Friday Friday to Saturday 10:00 PM to 5:00 AM Not allowed until 11:00 PM 11:00 PM to 5:00 AM Saturday to Sunday Sunday to Monday 11:00 PM to 6:00 AM 11:00. PM to 5:00 AM The work hours may be extended to insure that excavations are made safe at the end of the work day. 6. The contractor shallrovide an intermediate level Work Zone Safety Coordinator P Y to develop the work zone and at least a basic level Work Zone Safety Coordinator to monitor and maintain the work zone. 7. The contractor shall maintain adequate access and sight distance to all properties. Emergency Vehicles and Postal Vehicles shall have access to properties at all times. Appropriate barriers will be installed along the edge of the lane as required (see plans). 8. All equipment and material storage shall be located outside of the clear zone. The clear zone for this project is 20' beyond the edge of the existing pavement, between the existing curb and the right of way lane. 9. Public Communications Plan a. The Contractor, shall notify the VDOT Project Manager/Residency Administrator of scheduled work plans and traffic delays a minimum of seven (7) days prior implementation of the work. VDOT will provide project information to the District Public Affairs in advance of the start of construction and weekly updates by noon on Thursday for the following week's work. Changes in the work plans shall be made immediately known to VDOT. b. The Contractor shall notify the VDOT Project Manager/Residency Administrator of any unscheduled traffic delays immediately upon knowing the change to the work schedule. SEQUENCE OF CONSTRUCTION 1. Route 11 TTC-23.1 Closure of the Northbound Lane Perform work including: -regrading of adjacent slope to proposed grades -extension of existing entrance culvert -installation of new entrance to base asphalt course -milling of existing pavement -final asphalt overlay W U X. ROAD-VARIE 12' CROSS SLOPE : 1 4':1' GG -6 I•I- ::::::::: ...:.: •'•.?v:::•::•::•:::•::•::•::•:::: ; ::::::..:.:.'.:::::::.::::::.......... . I I I II II II II II I ri- 1.5' SM -2A 12" 3' BM -2 10' 21-A COMPACTED SUBGRADE ROUTE 837 ENTRANCE DETAIL NOT TO SCALE EXISTING GRADE Z-1 Z o� W Page 6H-52 April 2015 Typical Traffic Control Lane Closure on a Two -Lane Roadway Using Flaggers (Figure TTC-23.1) NOTES Guidance: 1. Sign spacing distance should be 350'-500' where the posted speed limit is 45 mph or less, and 500'-800' where the posted speed limit is greater than 45 mph. 2. Care should be exercised when establishing the limits of the work zone to insure maximum possible sight distance in advance of the flagger .station and transition, based on the posted speed limit and at least equal to or greater than the values in Table 6H-3. Generally speaking, motorists should have a clear line of sight from the graphic flagger symbol sign to the flagger. Option: n n n n 3. Where Ri ht-of-Wa or geometric conditions prevent h 4 p e t t e use of 48 x 8 signs, 36 x 36 signs may be Y � � , S V used. Standard: 4. Flagging stations shall be located far enough in advance of the work space to permit approaching traffic to reduce speed and/or stop before passing the work space and allow sufficient distance for departing traffic in the left lane to return to the right lane before reaching opposing traffic (see Table 6H-3 on Page 6H-5). 5. All flaggers shall be state certified and have their certification card in their possession when performing flagging duties (see Section 6E.01, Qualifications for Flaggers) " .a6 »p Mp Ire6. Conespacingshall be 7. A shadow vehicle with at least one high intensity amber rotating, 46 " oscillating light shall be parked 80'-120' in advance of the first work crew. Option: 8. A supplemental flagger may be required in this area to give advance warning of the operation ahead by slowing approachingtraffic prior to reaching -the flagger station or queued traffic. Guidance: 9. If the queue of traffic reaches the BE PREPARED TO STOP (W34) sign then the signs;".,.-,.,,' f s1 d the pot^%able ternraryurnli(tipx Tshould be readjusted at greater distances. 10. When a highway -rail crossing exists within or upstream of the transition area and it is anticipated that queues resulting from the lane closure might extend through the highway -rail grade crossing, the temporary traffic control zone should be extended so that the transition area precedes the highway - rail crossing (see Figure TTC-56 for additional information on highway -rail crossings). Standard: 11. At night, flagger stations shall be illuminated, except in emergencies (see Section 6E.08). Option: 12. Cones may be eliminated when using a pilot vehicle operation or when the total roadway width is 20 feet or less. 13. For low-volume situations with short work zones on straight roadways where the flagger is visible to road users approaching from both directions, a single flagger,positioned to be visible to road users approaching from both directions, may be used (see Chapter 6E). Standard, Posted S eed-- 36 - 55 mph PTRS Spacing Center to CenterT "_ 8 Feet 1: Revision 1 - 4/1/2015 April 2015. Lane Closure on a Two -Lane Roadway Using Flaggers (Figure TTC-23.1) NOI1d1S 2J390V-IJ RO TAB( T�F?Ri RU]MIXE, s1=1E:1343T (OI�TIaN/ 1: Revision 1-4/1/2015 G20-2 (V) 500+ 501-100, SEE NOTE 4 SHADOW VEHICLE REQUIRES} SEE NOTE 4 501-100, --- FLAGGER STATION SEE NOTE 2 Page 6H-53 or W20-4 W20.1 w J I , i R O 11 ®1 Z g Z QU J LL - CL LL. LSI C1 U H Z LL go Z LL1 W U LtJ Q H Z Z Q U_ L.0 OPZ 0 Ix 5 w LL_ Fr JLTJ Z U)(f) :3 Lv Q U Z J Y J U LtJ Z OZx U r0 U_ V I V C.I.: P -L NA DRAWN BY: J o 1810042 SCALE: DATE: AS SHOWN N SHEET: 10/16 awoN�DE 0',O C6 �C4 Lo I LO 1 vi w o Q � 04 3 a� Q Z (0 oa'i3 a� +' W Of J W' ��I) W ofN U U LIJ °� o U)o -cW Qz O a-ELLI- U FI) U Z � t° E W Z r - a00 0 V) z J W :::)Z W z Z Z O 10:2 (_) W OF� Q r�Gs U iC. LEWIS 9 No. 021621 `S 10NAL SURVEY: C.I.: P -L NA DRAWN BY: JOB NO.: P -L 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 10/16 SEE STANDARAD SL -1 FOR APPLICABILITY OF SAFETY SLABS. STANDARD MH-1NOTE HE TOP OF MASONRY FRAME & COVER SUFFICIENTLY LOW TO ADJUSTMENT OF COVER GRADE BY THE USE OF BRICK AS DIRECTED BY HALF PLAN VIEW L MH -1 B J lw_ 4 hVIA.Y." I THE - ENGINEER. HALF SECTION ALA S"ECM TM RUERENCE ��ZZZA I I I ____ ST -1 12'' 24'' PIPE: MAXIMUM DEPTH (H) = 10' (WITH FRAME AND COVER REMOVED) 233 A 6" A VIRGINIA DEPARTMENT OF TRANSPORTATION BRICK CONCRETE 302 ROCK OR 104.01 -EARTH MIN. 8". MAX. 24" 7 UNYIELDING NORMAL EARTH FOUNDATION I ROCK FOUNDATION SOIL PIPE PROJECTION ABOVE GROUND LINE J_7' MIN. 1.5 x D MIN. 1.5 x 0 Z NOTES, ILL ' NO PROJECTION OF PIPE ABOVE GROUND LINE BEVEL 45* MATERIAL 1. QUANTITIES SHOWN ARE FOR MANHOLE THE AMOUNT DISPLACED EXPANSION EXPANSION JOINT FOR DETAILS OF INLET FRAME & COVER/ -BACK OF SIDEWALK SEE STANDARD IC -2. JOINF CONST. BARS APPROACH JOINT GUTTER 'A'B WAR WITHOUT PIPES. By PIPES MUST BE DEDUCTED TO ------ TOP OF FILLGUTTER TOP OF FILL -A-- TOP OF FILL .- ,-.�r � OBTAIN TRUE QUANTITIES. -� Lu .. �.:r- r,. .�.+r. E -�) TABLE OF QUANTITIES 0 0 (1) a T -O" U ji F-- LZ 2. A BASE THICKNESS OF W' WAS USED IN b X-111 G CONCRETE COMPUTNG CONCRETE QUANTITIES. IL . . . . - DEPTH BRICK MANHOLE MANHOLE GROUND LINE rcc.�'�� 3. INCREMENTS TO BE ADDED FOR EACH GROUND LINE I :�GROUND BRICK CONCRETE CONCRETE ADDITIONAL FOOT OF DEPTH. rn' CII FEET THOUSANDS CU. YARDS CU. YARDS 4.MATERIALS MAY BE BRICK, CONCRETE OR 0 I-fx CONCRETE FOOTINGS 4 0.5 0.785 1.437 APPROVED CONCRETE MANHOLE BLOCK. 0.7 0.755 1.599 FO ROCK OR 77, 6 0.9 0.785 1.961 5. IF BLOCKS ARE USED THE MINIMUM 1/10 D 7 P UNYIELDING 7 1.0 0.785 2.223 THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM 1/z" PER 1" OF •• SOIL MIN. 1 D BEDDING "III'- 1.2 0.785 2-485 TO WALL THICKNESS SHOWN FOR > BEDDING -0 EARTH MATERIAL 670 9 1.4 0.785 2.747 CONCRETE. .. .. ...... ...... DIAMETER s 41-811+ (2 x WALL THICKNESS) J OTHERWISE UNSUITABLE MATERIAL BEDDING MATERIAL IN ACCORDANCE WITH SECTION 302 OF THE ROAD AND BRIDGE 10 1.6 0,785 3 OQ9 6. ALL CONCRETE TO BE CLASS Al FOR GENERAL NOTES ON PIPE BEDDING, CLASS I BACKFILL MATERIAL IN ACCORDANCE OF THE ROAD AND BRIDGE " 1.9 0.970 3.455 REGULAR BACKFILL MATERIAL IN ACCORDANCE ON SHEET 107.00, SECTION B -B WITH SECTION 302 OF THE ROAD AND - 12 2.2 0.970 3.817 7. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHAPED IN BRICK CONCRETE OR AND BRIDGE SPECIFICATIONS. 13 2.5 14 218 0.970 4.179 ACCORDANCE WITH STANDARD IS -1. THE COST OF FURNISHING AM PLACING 0.970 4.541 CONCRETE BLOCK FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL IN ACCORDANCE WITH SECTION 302 OF THE ROAD 15 3.1 0.970 4.903 ALL MATERIALS INCIDENTAL TO THE 16 3.4 0.970 §,253 SHAPING IS TO BE INCLUDED IN THE BID STORM SEWERS SPECIFICATION REFERENCE 17 4A .0 1.7a 1 GM2 PRICE FOR THE STRUCTURE. - METHOD "A" 302 0.45 0.5U SPECIFICATION 107.01 1 07/12 xv=r REFERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 1 OF 5 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 106.01 V2 SECTION CAST IRON V2 SECTION STEEL NOTES 2'-7" LUGS TO B E T -3Y2" L 2Y2" x 2Y2" x 1/54" 1, DEPTH OF MET (H) TO BE SHOWN ON CAST WITH COLLAR 101-4" LONG PLANS. FOR DEPTH GREATER THAN 10' USE A A 7- --4k STANDARD DHA L B O� B 2. THE "H" DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS L WILL BE MEASURED FROM THE INVERT OF oP CAST GALV. ONE WELDED JOINT THE OUTFALL PIPE TO THE TOP OF THE STPLAN "H" DIMENSIONS ARE i. IRON STEEL PRRUCTURE. APO)OMATE ONLY FOR ESTIMATING 66 WELD ALL PURPOSES AND THE ACTUAL DIMENSIONS OPTIONAL 43.6 LBS CONNECTORS SHALL BE DETERMINED BY THE BRACE RIBS 3 LBS TO COLLAR CONTRACTOR FROM FIELD CONDITIONS. INCLUDING INCLUDING 3. WHEN SPECIFIED ON THE PLANS THE LUGS CONNECTORS INVERT IS TO BE SHAPED IN ACCORDANCE 9I2" 2'-7" 1 9'/2"1WITH T STANDARD IS -1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE 4' INCLUDED IN THE BID PRICE FOR THE PLAN Y2" x IY2" X 4" Y211 x 411 STRUCTURE. LUGS. (GRATE REMOVED) 12" 1/2 1 STUD SHEAR CONNECTORS 4. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE SEE BOTTOM OF THE STRUCTURE, THE INVERT --tt-W, DETAIL A OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT SECTION B -B STANDING OR PONDING OF WATER IN THE F L STRUCTURE. THE COST OF FURNISHING .N 1 COLLAR DETAIL Y," MIN RAISED AND PLACING ALL MATERIALS INCIDENTAL TO INLET SHAPING IS TO BE INCLUDED I_ �/2' LETTERING 1 IN THE BID PRICE FOR THE STRUCTURE. DIMENSIONS FOR CAST IRON ONLY DUMP NO WASTE DRAINS TO WATERWAYS 5. STEPS ARE TO BE PROVIDED WHEN H IS 4'-0" OR GREATER. FOR DETAILS SEE I STANDARD ST -1. DETAIL B 6. THIS ITEM MAY BE PRECAST OR CAST - DETAIL A :D IN-PLACE. 2'-6" 7. *4 X 811 SMOOTH DOWELS AT 4'-2" HARDWARE CLOTH SEE DETAIL APPROXIMATELY 12" C -C TO BE 21-711 PLACED IN ALL AREAS ADJACENT 4DEPTH AGGR. TO ABUTTING CONCRETE TO PREVENT #68, #78 OR SETTLEMENT. IN LIEU OF DOWELS w w w W a #8 x 6" WIDTH BREHM A 21IX4" NOTCH MAY BE PROVIDED. SEE STANDARD T -DI -3, 4 FOR CL 0. L iL 0 rL a: 1�. COLLAR 311 DIAMETER ALTERNATE DESIGN. 02 4 11 - WEEP HOLE�����������0�� 8. 3" DIAMETER WEEP HOLE WITH 12"X12" 7= m 61 zz . SEE NOTE 8 PLASTIC HARDWARE CLOTH 1/, " MESH 12" 12"-15"-18" OR 24"_ 04 OR GALVANIZED STEEL WIRE.11INIMUM WIRE DIAMETER 0.03", NUMBER 4 MESH ��0����������� HARDWARE CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF THE STRUCTURE. 9. CAST IN PLACE CONCRETE IS TO BE SEE BREH M CLASS A3 (3000 PSI). PRECAST DETAIL B CONCRETE IS TO BE 4000 PSI. SECTION A -A � ,� � d �,,, D =j 2" hl- 10. ANY ALTERNATE METHODS OF ANCHORAGE THE APPROVAL OF THE ENGINEER MEETING CONCRETE QUANTITIES FOR MIN. DEPTH MAY BE SUBSTITUTED FOR THE CAST IRON LUGS AS SHOWN HEREON. APPROXIMATE WEIGHT 12CONCRETE PIPE - 1.440 CU. YD. CONCRETE11/4" CU. YD. CONCRETE CAST IRON 11. DUMP NO WASTE DRAINS TO WATERWAY IS REQUIRED ON ALL DI -I 15 CONCRETE PIPE - 1.528 18" CONCRETE PIPE - 1.620 CU. YD.CONCRETE GRATE 363 ± 18 LBS LETTERING GRATES. LOCATION OF LETTERING MAY 241, CONCRETE PIPE - 1.817 CU. YD. SECTION C -C SECTION D -D VARY BY MANUFACTURER. ADD 0.469 CU.YD. GRATE DETAIL ADDITIONAL FOOT OFPER DEPTH. ER P 4 -6v I M I lEl I I- 1��l I M CG -6R COMBINATION 6" CURB & GUTTER REVERSED CONCRETE SLAB SECTION NOT TO SCALE NOT TO SCALE 1.5" SM -2A 5" BM -2 12" 21 -A COMPACTED SUBGRADE I I,-1 1LI. PAVEMENT SECTION DETAIL FOR R -O -Ws NOT TO SCALE FINISHED GRADE -6X6 W4.0 X W4.0 WELDED WIRE FABRIC -7" 3500 PSI CONCRETE -6" COMPACTED VDOT 21-A STONE DETECTABL WARNING I TAPE COMPACTED SUBGRADE 2" SM -2A 8" 21 -B COMPACTED SUBGRADE ASPHALT PAVEMENT DETAIL NOT TO SCALE APPLY TO ALL TRAVEL AREAS AROUND BUILDINGS. 8" 21-B COMPACTED SUBGRADE-W STONE PAVEMENT DETAIL NOT TO SCALE APPLY TO ALL OUTDOOR STORAGE AREAS. EQUAL !,10'-0" [3048MM] MAX SPACING FENCE SECTION ELEVATION, NOT TO SCALE NOTES: 1. PROVIDE AUTOMATIC GATE AT ENTRANCE PER OWNER SPECIFICATIONS. 2. PROVIDE PERIMETER EGRESS GATES AS CALLED FOR ON THE SITE PLAN. BARSG_l 4" 4" 27/ TGA SB BAR SUBBASE 8AR so HARDWARE So '-BAR F BAR A ARS D FACE OF CURB-/ Le CR K I GLITTER R CONTROL JOINT CRACK CONTROL JOINT 2'-0" 1 MIN. r- 7 PLAN . . ..... SECTION A -A (- KEYEn KEYCONST. JOINT ARPED W" GUTTER PROACH I' WIS A rrr��P'VrTvp - - - - - - - -- - - - - r - B LSG - __�'-BARS F ARS E *3." DIAMETER BARS, B B WEEP HOLE FRONT ELEVATION BAR (GUTTER REMOVE I. 3* -D" 5X'/," BENT -PLATE SECTION B -B 1/4'. R TYPE A NOSE DETAIL SHALL BE USED WITH CG -3 & CG -7 STANDARDS, L2Y2'*X2/, "XV GALVANIZED TYPE 8 NOSE DETAIL SHALL BE USED WITH CG -2 & CG -6 STANDARDS. TYPE A TYPE B I/Z" X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68130' TO ANGLE IRON AT VC -C. CONNECTORS AND IS TO BE ANCHORED WITH 1/z" X 4" STUD. SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C -C. 2" -APPA PAVEMENT DI -3A L DI -38 L DI -3,C L .7.1-., WARPED PAVEMENT r FLOW FLOW I_zLQ_W DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL XV I DOT SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE SHEET I OF 2 1 REVISION DATE 12" - 30" PPE* MAXIMUM DEPTH (H) - 8' 233 1,04.09 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 GFiOUNO LINE 'T rGROUND LINE a: 777 5LI17T FT_ 77,777, - FE, EARTH + X 'z MIN. In f 1/10 STANDARD DROP INLET TIMBER )ING S"ECM TM RUERENCE 1 L 12'' 24'' PIPE: MAXIMUM DEPTH (H) = 10' 233 REV 8/07 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 ROCK OR 104.01 -EARTH MIN. 8". MAX. 24" 7 UNYIELDING NORMAL EARTH FOUNDATION I ROCK FOUNDATION SOIL PIPE PROJECTION ABOVE GROUND LINE J_7' MIN. 1.5 x D MIN. 1.5 x 0 Z KEYED PS -1 NO PROJECTION OF PIPE ABOVE GROUND LINE DI -3A, 38, :SC MATERIAL W0 EXPANSION EXPANSION JOINT FOR DETAILS OF INLET FRAME & COVER/ -BACK OF SIDEWALK SEE STANDARD IC -2. JOINF CONST. BARS APPROACH JOINT GUTTER 'A'B WAR @ ------ TOP OF FILLGUTTER TOP OF FILL -A-- TOP OF FILL BARSG_l 4" 4" 27/ TGA SB BAR SUBBASE 8AR so HARDWARE So '-BAR F BAR A ARS D FACE OF CURB-/ Le CR K I GLITTER R CONTROL JOINT CRACK CONTROL JOINT 2'-0" 1 MIN. r- 7 PLAN . . ..... SECTION A -A (- KEYEn KEYCONST. JOINT ARPED W" GUTTER PROACH I' WIS A rrr��P'VrTvp - - - - - - - -- - - - - r - B LSG - __�'-BARS F ARS E *3." DIAMETER BARS, B B WEEP HOLE FRONT ELEVATION BAR (GUTTER REMOVE I. 3* -D" 5X'/," BENT -PLATE SECTION B -B 1/4'. R TYPE A NOSE DETAIL SHALL BE USED WITH CG -3 & CG -7 STANDARDS, L2Y2'*X2/, "XV GALVANIZED TYPE 8 NOSE DETAIL SHALL BE USED WITH CG -2 & CG -6 STANDARDS. TYPE A TYPE B I/Z" X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68130' TO ANGLE IRON AT VC -C. CONNECTORS AND IS TO BE ANCHORED WITH 1/z" X 4" STUD. SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C -C. 2" -APPA PAVEMENT DI -3A L DI -38 L DI -3,C L .7.1-., WARPED PAVEMENT r FLOW FLOW I_zLQ_W DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL XV I DOT SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE SHEET I OF 2 1 REVISION DATE 12" - 30" PPE* MAXIMUM DEPTH (H) - 8' 233 1,04.09 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 GFiOUNO LINE 'T rGROUND LINE a: 777 5LI17T FT_ 77,777, - FE, EARTH + X 'z MIN. In f 1/10 X I. D I X )F��ROUNO LINE 7L TIMBER )ING WALL 1 L I MAIE-1- '=IlF 3CALES: (H) 1"=50' -'12" PER I'OF H ROCK OR A -EARTH MIN. 8". MAX. 24" 7 UNYIELDING NORMAL EARTH FOUNDATION I ROCK FOUNDATION SOIL PIPE PROJECTION ABOVE GROUND LINE J_7' MIN. 1.5 x D MIN. 1.5 x 0 Z jF BEDDING 6801 MATERIAL W0 TOP OF FILL C; TOP OF FILL Lu @ ------ MIN, I/10 Dlf� e X I. D I X I BEDDING TIMBER )ING WALL PROFILE I MAIE-1- ERIAL 3CALES: (H) 1"=50' -'12" PER I'OF H -0 r. 0 c,4 n 0) M E 0 MIN. 8". MAX. 24" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION I ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE MIN. 1.5 x D MIN. 1.5 x 0 Z MIN. 1,5 x D MIN. 1.5 x D MIN. 1.5 x D.. MIN_ 1.5 6801 TOP OF FU I W0 TOP OF FILL C; TOP OF FILL Lu @ ------ 680 e cc0 .- ,-.�r � 1rf .-'. .� -� Lu .. �.:r- r,. .�.+r. E -�) r. , rr-.- ,ter r-'�'.-rr 0 (1) a E U ji F-- LZ LLI X-111 G 00 IL v - ----- vGRADE AS REQ'D GROUND LINE rcc.�'�� Y. GROUND LINE I :�GROUND LINE W. _UUL EARTH ROCK OR 77, I I MIN, 1/10 D 7 P UNYIELDING MIN, 1/10 DI X D X BEDDING MATERIAL 1/z" PER 1" OF SOIL MIN. 1 D BEDDING "III'- WIN BEDDING -0 EARTH MATERIAL 670 MAX. MATERIAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION .. .. ...... ...... ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL BEDDING MATERIAL IN ACCORDANCE WITH SECTION 302 OF THE ROAD AND BRIDGE EMBANKMENT NOTES: SPECIFICATIONS. FOR GENERAL NOTES ON PIPE BEDDING, CLASS I BACKFILL MATERIAL IN ACCORDANCE OF THE ROAD AND BRIDGE SEE INSTALLATION OF PIPE CULVERTS AND STORM SEWERS GENERAL NOTES WITH SECTION 302 SPECIFICATIONS. REGULAR BACKFILL MATERIAL IN ACCORDANCE ON SHEET 107.00, FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL WITH SECTION 302 OF THE ROAD AND BRIDGE CRUSHED GLASS CONFORMING TO THE IN ACCORDANCE WITH SECTION 302 OF THE ROAD SPECIFICATIONS. SIZE REQUIREMENTS FOR CRUSHER RUN AND BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 AND 26 MAY BE USED IN PLACE OF CLASS I BACKFILL. FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL IN ACCORDANCE WITH SECTION 302 OF THE ROAD - AND BRIDGE SPECIFICATIONS. XV DOT INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS CIRC. PIPE BEDDING AND BACKFILL - METHOD "A" 302 SHEET 1 OF 4 REVISION DATE 107.01 1 07/12 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 COMPACTED BACK __CT MATERIAL SCH 40 PVC(TYP) _CT MATERIAL TYPICAL UNDERGROUND COUNQUIT DETAIL NOT TO SCALE MODIFY AS REQUIRED FOR POWER AND COMMUNICATIONS mc 655 TOP F WALL=674.23 JN C 1viPACTED -5T NE Z FD z + 1 1 10+00 11+00 +1 12+00 PMI: 655 DETECTABLE WARNING T SELECT I FINAL GRADE '4"0/1 "0 160 PSI, 'PE K COPPER TUBING ITER LINE WATERLINE INSTALLATION DETAIL NOT TO SCALE 8X8 NOMIhU TREATED TIP 2'-B" DEAD #4 0 16" STONE DUS COMPACTED TYPICAL SECTION - TIMBER RETAINING WAL NOT TO SCALE SEE LAYOUT PLANS FOR WALL LOCATION AND TOP OF WALL ELEVATION. Rz rQ 0 z 0 0 cn Z 0 0 d PROPOSED TIMBER RETAINING WALL PROFILE mC14 3CALES: (H) 1"=50' -0 r. 0 c,4 n 0) M E 0 N 04 r, r- L0 1 C) Lu 110=51 Z 4-1 6801 W0 C; Lu @ ------ 680 cc0 C) C: (D -- 4-- 40 Lu of ui < = E -�) 0C) Ld Z 0 (1) a E U ji F-- LZ LLI X-111 G 00 IL 675 - ----- vGRADE AS REQ'D rcc.�'�� 675 670 .. .. ...... ...... ... - - - - - - - - - - - - ------ -- --------- 665------- - 665 mc 655 TOP F WALL=674.23 JN C 1viPACTED -5T NE Z FD z + 1 1 10+00 11+00 +1 12+00 PMI: 655 DETECTABLE WARNING T SELECT I FINAL GRADE '4"0/1 "0 160 PSI, 'PE K COPPER TUBING ITER LINE WATERLINE INSTALLATION DETAIL NOT TO SCALE 8X8 NOMIhU TREATED TIP 2'-B" DEAD #4 0 16" STONE DUS COMPACTED TYPICAL SECTION - TIMBER RETAINING WAL NOT TO SCALE SEE LAYOUT PLANS FOR WALL LOCATION AND TOP OF WALL ELEVATION. Rz rQ 0 z 0 0 cn Z 0 0 d .j 0 mC14 -0 r. 0 c,4 n 0) M E 0 N 04 r, r- L0 1 C) Lu C-4 N (0 (0 Z 4-1 W0 C; Lu @ cc0 C) C: (D -- 4-- 40 Lu of ui < = E -�) 0C) Ld Z 0 (1) a E U ji F-- LZ LLI 00 IL J N G. LEWIS ic. No. 021621 0 IONAL SURVEY: P -L 1. DRAWN BY: JOB NO. P -L 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 11/1 E Ex.TrNI Ex.PP a X \ 71 C-) \ 3 NOTE: CONTRACI HYDROSEE AREAS DI! OF THEIR (2) UPRI( TREES OF TO BE GL TREE WRQ RUBBER 2"x2" HAF 2 PER TR 12 GAUGE WIRE -DOL 4" MULCF 3" SAUCE EXISTING COMPACTI TREE FRC UPRIGHT FIRM BEA REMOVE ROPE FROM ROOT BALL. TREE PLANTING TM 43-21-1 SKYLINE, LLC 10.13 AC. ZONING: M2 USE: VACANT WINCHESTER AND WESTERN RAILROAD -------------- Ex. t2 P� Fr73-_ _._ -- _ _ -- - - -- -- _. _,._.._._ ..., . - ,. . _.. — }Inv" 676.77' �r r '' Ir 1r — — — — - ----y = _� "����W -- .- _ 663- — J 665 'i \� > �%� �`. } C` �_` f / �•lB�rB _ Obi ___ --F6z _. \ i �� ��-?M,�� '^M "LTJ Geon t O r�ra \ / COMMON NAME SIZE 4x \ I FH I S I 9 Amelanchier arborea Downy Serviceberry 2" Cal. See Plans TC 4 Tilia cordata } If 4711 \ . Y G0.tl � J % } ! I -o 1:10 t"Ni0 TM 44-A-12 0 �{ 1p p ZUCKERMAN ENT. IN(f) 11 Q 37.45 AC. O O ZONING: M2 USE- RECYCLE �A 1 t f -� \ \•r , Ex. 63.3'-15" RCP i Inv.= 674.1' 1 Inv.=672.8 A kk \ \ \ �R. t ,\ N 1 3, \ o SECTION 40 0 40 120 Scale in Feet LANDSCAPE PLAN LANDSCAPE REQUIREMENTS: Parcel Greenspace Required: 15% or 35,088 sq. ft. Parcel Greenspace Provided: 29.35% or 68,659 sq. ft. Proposed Impervious Areas: Roof Area= Parking Area= Other Pavement= Total Impervious Area= Parking Lot Landscaping: Perimeter Areas: (1) Tree per 40 feet or opaque fence 57,000 sq. ft. 612 sq. ft. 107,916 sq. ft. 165,258 sq. ft. Impervious Areas: (1) Tree per 10,000 sq. ft. of Impervious Parking Area Required Trees: 108,528 sq. ft./10,000= 11 trees Provided Trees: 11 trees Parking Spaces: Trees Required: 3 spaces/10= 1 trees Trees Provided: 1 trees 5% Interior Greenspace Required: NA Dumpster Area Screening: NA Zoning District Buffers/Screening: M2 against M2: no buffer required LANDSCAPE INSTALLATION: 1. Confirm the locations of any utilities above or below ground prior to commencing work. Contact the Landscape Architect in the event that utilities or any other structure conflicts with the layout shown on the plan. 2. Verify the quantities shown on the plant list with totals indicated on the plan. Contact the Landscape Architect in the event that discrepancies exist. Supply unit prices to the Owner at time of bidding. 3. All materials are subject to approval by the Owner or Owner's representative. Provide the Owner with a tag from each plant species and a list of the plant suppliers. Where any requirements are omitted from the Plant List, use plants which meet the normal requirements for the variety according to the American Association of Nurserymen. 4. Plants shall be sound, healthy, vigorous, well branched, free of disease, insect eggs and larvae, and shall have adequate root systems. 5. Sizes specified in the Plant List are minimum sizes against which the plants will be judged. Failure to meet minimum size on any plant will result in rejection of that plant. 6. Groups of shrubs shall be placed in a continuous mulched bed with smooth, continuous edges as shown on the plan. All mulched beds shall be curvilinear in shape following the contour of the plant mass. Apply a minimum of 4 inches of mulch uniformly over beds. Trees located within four feet of any shrub bed shall share the same bed. Grade finished planting beds so as not to impede surface drainage. 7. Locate trees a minimum of 3 feet from walls or walks, if possible. 8. Stake and guy all trees according with standard practice and/or the suppliers recommendations. At a minimum, all deciduous trees shall be double—guyed with 72" hardwood stakes driven firmly into the ground. Secure tree to stakes with #9 galvanized wire guys with rubber hose connections. Stakes shall be 2" x 2" x 72". 9. Use shredded hardwood bark mulch in all planting beds. 10. Remove all tags, twine and containers from installed plants. Roll back burlap one third on all B&B plants. 11. All plant substitutions are permitted with consent from the Landscape Architect and the Frederick Co. Planning Department. 12. Prepare the soil in all bedding areas by mixing into the top six inches of soil one cubic yard of manure, peat and 10-6-4 granular fertilizer per 100 square feet of area. Remove any turf, weeds or other vegetation completely prior to installation. 13. Plant all materials in their appropriate season. The Contractor shall guarantee all plant materials and workmanship for a period of one year from time of installation. 14. All existing plant materials shall remain unless otherwise noted on these plans. 15. All plantings must conform to sec. 165-203.01 of the Frederick County Zoning Ordinance. 16. No trees or shrubs shall be placed on Frederick Water easements. PLANT LIST KEY QTY. BOTANICAL NAME COMMON NAME SIZE SPACING AA 8 Amelanchier arborea Downy Serviceberry 2" Cal. See Plans TC 4 Tilia cordata Littleleaf Linden 2" Cal. See Plans V Is TM 44—A -6B WOLF REALTY ASSOC. LP 10.30 AC. ZONING: M2 USE: MINI—STORAGE/OUTDOOR STORAGE PHASING PLAN PHASING PLAN NARRATIVE: PHASE 1 Install Units 1 through 12, entire perimeter fence, all stormwater controls, utilities, waterline to Station 15+63, and associated landscaping. Rough grade PHASE 2 AND PHASE 3 with an option to apply a stone base in PHASE 2 and/or PHASE 3 for use as outdoor storage. PHASE 2 Install Units 13 through 19. PHASE 3 Install Units 20 through 39 and extend waterline. w J F- a gZ �g W Q � �N oa Z g U W Q V on Z o � �jJ> Q w JW� (n LLJ 0 WQv Z J � Y U Q W Z W OZX V O U_ V) ■ V JOB NO. 1810042 SCALE: DATE: AS SHOWN ■ J o 12/1 E ■ N W —N o rn r7 rn E 0 ■� C (0 (V) N r., I � I U (A 11111� w 0 Q C,4 04 3 < z 0 W 000 (0 a� +' W J LL Lo W ctU X W U F- N o 4- o U ULLI Z U v E Z U F— ti Q 00 WC.LEWIS A1 OF k�l ONAL _ SURVEY: C.I.: P -L 2' DRAWN BY: P -L JOB NO. 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 12/1 E t STND. R1-1 0 Scale in Feet z za 0 a. z LL. Z LL. Q J in Z C� N WRQ �I-/Z_�� Q V O � ~ J > w J LL! Z V) Ld<0 Z =1m Y J U Z Q W z U Z O Li H c 18" STND. JOB NO.: 1810042 12" x 4" STND. RESERVED RESERVED DATE: d PARKING PARKING SHEET: 13/16 l[7 STND. U -CHANNEL POST AN STND.ACCESSIBLE J O CHANNELL POST h� row_ iaao x itm em mtp — iw uwr mre N VAN HC STND. U -CHANNEL POST O ,- ACCESSIBLE SIGN a w E; N I'm, E N � �/�� N cV � 1 vi 00 V ♦ l liQ 1 C-4 0 2N 0 < Z 0 ROP. ---PGROUND w �'t'� ^� C --..---PROP. GROUND J w _ � � " STOP W O NO PARKING w U � U o UI O FIRE LU cr- W o .? E N LANE �/► p U w z N 0 v R1-1 12"X18" U . �- t� w 24"X24" STOP SIGN 30"X30" FIRE LANE SIGN Q � NOT TO SCALE NOT TO SCALE c 18" STND. HANDICAP SIGN NOT TO SCALE SIGN CONrorT, WHE m v z END OF STALL - STRIPE OR CURBING WHITE PAVEMENT MARKING, 4" WIDTH, LENGTH AS SHOWN ON PLANS. WHITE SYMBOL PER ADA ON SOLID BLUE BACKGROUND WHITE PAVEMENT MARKING, 4" WIDTH, 2' CC; 45' ANGLE O NOTE: R 5' ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED ON BUILDINGS WITH OR OTHERWISE LOCATED WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. PARKING LOT STRIPING DETAIL NOT TO SCALE a rqJN . LEWIS 021621 �s'sIONAL SURVEY: C.I.: P -L NA DRAWN BY: P -L JOB NO.: 1810042 12" x 4" STND. RESERVED RESERVED DATE: AS SHOWN PARKING PARKING SHEET: 13/16 l[7 AN STND.ACCESSIBLE CHANNELL POST h� row_ iaao x itm em mtp — iw uwr mre VAN HC ACCESSIBLE SIGN +—PROP. GROUND SIGN HANDICAP SIGN NOT TO SCALE SIGN CONrorT, WHE m v z END OF STALL - STRIPE OR CURBING WHITE PAVEMENT MARKING, 4" WIDTH, LENGTH AS SHOWN ON PLANS. WHITE SYMBOL PER ADA ON SOLID BLUE BACKGROUND WHITE PAVEMENT MARKING, 4" WIDTH, 2' CC; 45' ANGLE O NOTE: R 5' ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED ON BUILDINGS WITH OR OTHERWISE LOCATED WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. PARKING LOT STRIPING DETAIL NOT TO SCALE a rqJN . LEWIS 021621 �s'sIONAL SURVEY: C.I.: P -L NA DRAWN BY: P -L JOB NO.: 1810042 SCALE: DATE: AS SHOWN 2/13/19 SHEET: 13/16 LED WALL PACK LIGHT FULL CUT-OFF 1 00W P/N: GT FWP01-100CT4A1-50 Nate: The letter "a" can be "S" or blank to represent Surge protector or None Surge protector; The letter "b" can be "P" or blank to represent Photocell or None Photocell; The letter "c" can be any two -digit number to represent CCT. i • UL, DLC certificate. • IP65 Internal driver,lnput voltage 100-277Vac; • No UV or IR in the beam; • Easy to install and operate; " Energy saving, long lifespan; • Instant start, NO flickering, NO humming; • Green and eco -friendly without mercury; Output constant current lever can be adjusted through output cable with 1-10V. 10.0 0.0 -70-'0.=o 10.0 X0.0_- 0`0.0 "1 122 Lithonia i KAXW LED KAXW LED, j LED Lighting P1 30K R3 PERFORMAN MVOLT EGS CE PACKAGE i 1, 3000K, TYPE 3, 120- 1277V, i I HOUSE -SIDE! 'SHIELD \ 0.0 0.0 0.0 0.0 10.0 AS SHOWN J o 10.0 `0.0 111 \ \ , `0.0 10.0 \ � � \ `0.0 \ 10.0 10.0 \ `0.0 \ �\\ IM 03 ` CO" 10.0 `0.0 0 10 \+0.0 10.0 \ O 'A10 0 10. 0 fill C6C6N V• -0 \ i Zone #1 ;0I �l O \ \ 2.7 fc 10.9 fc 0.0 fc' Th \ 1 V ca NLli 3 ��C)a0 0.1 + 0.0 fc 0.1 fc 0.0 fc N/A N/A Gaic Zone #3 + 0.1 fc 0.2 fc 10.0 fc I N/AN/A � r: Calc Zone #4! + 0.0 fc 0.0 fc 0.0 fc j N/A N/A W U H \ + _ _ 0.0 fc 0.0 fc X0.0 fc 1 t N/A N/A I Q = LED WALL PACK LIGHT FULL CUT-OFF 1 00W P/N: GT FWP01-100CT4A1-50 Nate: The letter "a" can be "S" or blank to represent Surge protector or None Surge protector; The letter "b" can be "P" or blank to represent Photocell or None Photocell; The letter "c" can be any two -digit number to represent CCT. i • UL, DLC certificate. • IP65 Internal driver,lnput voltage 100-277Vac; • No UV or IR in the beam; • Easy to install and operate; " Energy saving, long lifespan; • Instant start, NO flickering, NO humming; • Green and eco -friendly without mercury; Output constant current lever can be adjusted through output cable with 1-10V. 10.0 0.0 -70-'0.=o 10.0 X0.0_- 0`0.0 "1 APPLICATION • Outdoor basketball court, tennis court. entrance lighting, courtyard lighting; • Industrial lighting, Outdoor landscape lighting; • Building,The hotel; • Wall lighting area and so on. WARRANTS' This product has a warranty for a period of 5 years from the date of purchase. The warranty is invalid in the case of improper installation, tampering, or removal of the Q.C. date label. Installation in an improper working environment or installation not according to the current edition of the National Electric Code also invalidates the warranty. Should this product fail during the warranty period, it will be replaced free of charge, subject to correct installation and return of the faulty unit. Greentek Energy Systems does not accept responsibility for any installation costs associated with the replacement of this product. This warranty is in addition to the statutory rights in the country of purchase. Greentek Energy Systems reserves the right to alter specifications without prior notice. 4- L GREENTEK ENERGY SYSTEMS 0 i { 1 t 122 Lithonia i KAXW LED KAXW LED, j LED Lighting P1 30K R3 PERFORMAN MVOLT EGS CE PACKAGE i 1, 3000K, TYPE 3, 120- 1277V, i I HOUSE -SIDE! 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APPLICATION • Outdoor basketball court, tennis court. entrance lighting, courtyard lighting; • Industrial lighting, Outdoor landscape lighting; • Building,The hotel; • Wall lighting area and so on. WARRANTS' This product has a warranty for a period of 5 years from the date of purchase. The warranty is invalid in the case of improper installation, tampering, or removal of the Q.C. date label. Installation in an improper working environment or installation not according to the current edition of the National Electric Code also invalidates the warranty. Should this product fail during the warranty period, it will be replaced free of charge, subject to correct installation and return of the faulty unit. Greentek Energy Systems does not accept responsibility for any installation costs associated with the replacement of this product. This warranty is in addition to the statutory rights in the country of purchase. Greentek Energy Systems reserves the right to alter specifications without prior notice. 4- L GREENTEK ENERGY SYSTEMS 0 i { 1 t 122 Lithonia i KAXW LED KAXW LED, j LED Lighting P1 30K R3 PERFORMAN MVOLT EGS CE PACKAGE i 1, 3000K, TYPE 3, 120- 1277V, i I HOUSE -SIDE! 'SHIELD I 1 I KAXW LED_ I 3170 1 I 29 i P1 30K_R3 ' MVOLT__EGS. les j f I 1 r - I V c S A L DATE: AS SHOWN J o x , ■ N }4 y �ti 1 W O N M E U C6C6N N i Zone #1 + 2.7 fc 10.9 fc 0.0 fc' N NLli 3 ��C)a0 Calc Zone #2 + 0.0 fc 0.1 fc 0.0 fc N/A N/A Gaic Zone #3 + 0.1 fc 0.2 fc 10.0 fc I N/AN/A � r: Calc Zone #4! + 0.0 fc 0.0 fc 0.0 fc j N/A N/A W U H Calc Zone #5 + _ _ 0.0 fc 0.0 fc X0.0 fc 1 t N/A N/A I Q = o L Clic Zone #6 -}- 0.0 fc 0.0 fc 0.0 fc N/A N/A` t v W Z L) U F- l0i Q00 t c f � y Nx 60 �f Designer Date 7/25/2018 k. Scale Not to Scale x Drawing No. Summary t _ t 0 W J H P:: Iff *11I1 -11I ks�l ■ JOB NO.: 1810042 SCALE: DATE: AS SHOWN J o ■ N W O N M E U C6C6N N u) Ln 1 1 .vi N NLli 3 ��C)a0 W Ill J w' �v° W U H 0) aD 0 W I Q = o L N W UU Z U v W Z L) U F- l0i Q00 a 0 to Z J W �W U) O t? TH JO C. LEWIS 9 Li . No. 021621 f -jONAL . SURVEY: C. I.: P -L NA DRAWN BY: P -L JOB NO.: 1810042 SCALE: DATE: AS SHOWN 2/13/19 SHEET: 14/16 10-S \2Sf �\ SCALE: DATE: PRE DEV POST DEV POST UNUETAINED SHEET: 3P j f ■ DETENTIO i 15L TOTAL GDA , woauasaa�a�a.as.sw ■� H r0 CLST SWM Type// 24 -hr 2 -Year Rainfall=2.80" Prepared by (enter your company name here) Printed 2/23/2019 HydroCAD@ 10.00-24 s/n 08684 C 2018 HydroCAD Software Solutions LLC Summary for Subcatchment IS: PRE DEV Runoff = 9.42 cfs @ 12.20 hrs, Volume= 0.897 af, Depth= 0.74" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-48.01 hrs, dt= 0.03 hrs Type 1124 -hr 2 -Year Rainfall=2.80" Area (ac) CN Description 6.600 88 Urban industrial, 72% imp, HSG B 8.000 61 >75% Grass cover, Good HSG B 14,600 73 Weighted Average 9.848 67.45°% Pervious Area 4.752 32,55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 120 0.0070 0.11 Sheet Flow, SEGMENT AS Grass: Short n= 0.150 P2= 2.80" 2.5 190 0.0040 1.28 Shallow Concentrated Flow, SEBMENT BC Paved Kv= 20.3 fps 0.2 30 0.0050 2.73 1.07 Pipe Channel, SEGMENT CD 12.0" Round w/ 6.0" inside fill Area= 0.4 sf Perim 2.6' r--0.16 n= 0.011 Concrete pipe, straight & clean 3.4 760 0.0132 3.77 105.58 Channel Flaw, SEGMENT DE Area= 280 sf Perim 45.0' r= 0.62' n= 0.033 Earth, grassed & winding 24.5 1.100 Total CLST SWM Type [124 -hr 10 -Year Rainfall=4.10" Prepared by {enter your company name here} Printed 2/23/2019 HydroCAD@ 10.00-24 s/n 08684 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE DEV Runoff = 22.34 cfs @ 12.19 hrs, Volume= 1.946 af, Depth= 1.60" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-48.01 hrs, dt= 0.03 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (ac) CN Description 6.600 88 Urban industrial, 72% Imp, HSG B 8000 61 >75% Grass cover, Good, HSG B 14.600 73 Weighted Average 9.848 67.45% Pervious Area 4.752 32.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 18.4 120 0.0070 0.11 Sheet Flaw, SEGMENT AB Grass: Short n= 0.150 P2= 2.80" 2.5 190 00040 1.28 Shallow Concentrated Flow, SEBMENT BC Paved Kv= 20.3 fps 0.2 30 0.0050 2.73 1.07 Pipe Channel, SEGMENT CD 12.0" Round wt 6.0" inside fill Area= 0.4 sf Perim 2.6' r= n= 0.011 Concrete pipe, straight & clean 3.4 760 0.0132 3.77 105.58 Channel Flow, SEGMENT DE Area= 28.0 sf Perim 45.0' r= 0.62' n= 0.033 Earth, grassed & winding 24.5 1,100 Total -EXISTING CON-DITIONS-DRAINAGE AREA EXHIBIT - _ _ _ _ _ _ __ CLST SWM Type if 24 -hr 2-YearRainfa11=280" Prepared by {enter your company name here) Printed 2/2512019 HydroCADV 10.00-24 s/n 08684 C 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST UNDETAINED Runoff = 2.54 cfs @ 12.13 hrs, Volume= 0.194 af, Depth= 1.16" Runoff by SCS TR 20 method, UH SCS, Weighted -CN, Time Span 1.00-48.01 hrs, dt= 0.03 hrs Type 1124 -hr 2 -Year Rainfall=2.80" Area (ac) CN Description 1.500 88 Urban industrial, 72°% imp, HSG B 0.500 61 >75°% Grass cover, Good, HSG B 2.OQO 81 Weighted Average 0.920 46,00% Pervious Area 1.080 54.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, ESTIMATED Tc CLST SWM Type Il 24 -hr 10 -Year Rainfall=4.10" Prepared by (enter your company name here) Printed 2125/2019 HydroCAD@ 10.00-24 s/n 06664 C 2018 HydroCAD Software Solutions LLC10.00-24 s/n 08684 C 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: POST UNDETAINED Runoff = 4.90 cfs @ 12,13 hrs, Volume= 0.368 af, Depth= 2.21" Runoff by SCS TR -20 method, UH=SGS, Weighted -CN, Time Span= 1.00-48.01 hrs, dt= 0.03 hrs Type Il 24 -hr 10 -Year Rainfall=4.10" Area (ac) CN Description 1.500 88 Urban industrial, 72% imp, HSG B 0.500 61 >75% Grass cover, Good, HSG B 2.000 81 Weighted Average 0.920 46.00°% Pervious Area 1.080 54.00% Impervious Area -Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (Riser) (cfs) 20.0 Direct Entry, ESTIMATED Tc CLST SWM Type 1124 -hr 2 -Year Rain€al/=2.80° Prepared by {enter your company name here) Printed 2/25/2019 HydroCAD@ 10.00-24 sin 08684 0 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: POST DEV Runoff = 16.14 cfs @ 12.18 hrs, Volume= 1.352 af, Depth= 1.29" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-48.01 hrs, dt= 0.03 hrs Type 11 24 -hr 2 -Year Rainfall=2.80" Area (ac) CN Description 5.100 88 Urban industrial, 72°% imp, HSG B 3.700 61 >75% Grass cover. Good, HSG B 3.800 98 Unconnected pavement, HSG B 12.600 83 Weighted Average 5.128 40.70% Pervious Area 7.472 59.30% Impervious Area 3.800 50.86% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 120 0.0070 0.11 Sheet Flow, SEGMENT AS Grass: Short n=0.150 P2=2.80" 2,5 190 0.0040 1.28 Shallow Concentrated Flow, SEBMENT BC Paved Kv= 20.3 fps 0.2 30 0.0050 2.73 1.07 Pipe Chantel, SEGMENT CD 12.0" Round w/ 6.0" inside fill Area= 0.4 sf Perim= 2.6' r= 0.15' n= 0.011 Concrete pipe, straight & clean 1.4 454 0.0060 5.30 6.50 Pipe Channel, SEGMENT DE 15.0" Round Area= 1.2 sf Perim= 3.9' r- 0.31' n=0.010 PVC, smooth interior -1,2 281- 0.0132 - 3.77 10558_ _Channel Flow, -SEGMENT -EF -_ Area= 28.0 sf Perim= 45.0' r- 0.62' n= 0.033 Earth, grassed & winding 237 1,075 Total CLST SWM Type /124 -hr 10 -Year Rainfaff=4.10" Prepared by {enter your company name here} Printed 2f2512019 HydroCAD010.00-24 s/n 08684 02018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: POST DEV Runoff 30.05 cfs @ 12.17 hrs, Volume= 2.492 af, Depth= 2.37" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1,00-48,01 hrs. dt= 0,03 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (ac) CN Description 5.100 88 Urban industrial, 72% imp, HSG B 3.700 61 >75°% Grass cover, Good, HSG B 3.800 98 Unconnected pavement, HSG B 12.600 83 Weighted Average 5.128 40.70°% Pervious Area 7.472 59.301/o Impervious Area 3.800 50.86°% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18A 120 0.0070 0.11 Sheet Flow, SEGMENT AB Grass; Short n=0.150 P2=2.80" 2,5 190 0.0040 1.28 Shallow Concentrated Flow, SEBMENT BC Paved Kv-- 20.3 fps 0.2 30 0.0050 2.73 1.07 Pipe Channel, SEGMENT CD 12.0" Round w/ 6.0" inside fill Area= 0.4 sf Perim 2.6' r= 0.15' n= 0.011 Concrete pipe, straight & clean 1.4 454 0.0060 5.30 6.50 Pipe Channel, SEGMENT DE 15,0" Round Area= 1.2 sf Perim= 3.9' r-- 0.31' n= 0.010 PVC, smooth interior 1.2 281 0.0132 3.77 105.58 Channel Flow, SEGMENT EF Area= 28.0 sf Perim= 450' r= 0.62' n= 0.033 Earth. arassed & windino 237 1,075 Total CLST SWM Type 1124 -hr 2 -Year Rainfall=2.80" Prepared by (enter your company name here) Printed 2/25/2019 HydroCAD@ 10 00-24 s/n 08684 02018 HydroCAD Software Solutions LLC Summary for Pond 3P: DETENTION Inflow Area = 12.600 ac, 59.30°% Impervious, Inflow Depth = 1.29" for 2 -Year event Inflow = 16.14 cfs @ 12.18 hrs, Volume= 1.352 of Outflow = 7.21 cfs @ 12.46 hrs, Volume= 1.347 af, Atten= 55%, Lag= 17.1 min Primary = 7.21 cfs @ 12.46 hrs, Volume= 1.347 of Routing by Star -Ind method, Time Span= 1.00-48.01 hrs, dt-- 0.03 hrs Peak Eiev= 666.11' @ 12.46 hrs Surf.Area= 9,749 sf Storage= 17,682 cf Plug -Flow detention time= 69.8 min calculated for 1.347 of (100% of inflow) Center -of -Mass det, time= 67.5 min ( 920,1 - 852.6 ) Volume invert Avail.Storage Storage Description #1 664.00' 56,185 cf Custom Stage Data (Prismatic) Listed below (Recale) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 664.00 6,850 0 0 665.00 8,340 7,595 7,595 666.00 9,610 8.975 16,570 667.00 10,820 10,215 26,785 668.00 25.700 18,260 45,045 668.40 30,000 11,140 56.185 Device Routing Invert Outlet Devices #1 Primary 664,00' 118.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 664,00` 1663.80' S= 0.0100 'P Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 664.00' 15,0" Round Culvert L= 6.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 664.00'/ 664.00" S= 0.0000 T Cc 0.900 n=0.010 PVC, smooth interior, Flow Area 1.23 sf #3 Device 1 666.70' 1.0" x 4.0" Horiz. Orifice/Grate X 4.00 columns X 14 rows C= 0.600 Limited to weir flow at low heads #4 Primary 667,80' 190.0' long (Profile 1) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef, (English) 2.92 3.37 3.59 �rlmary-OutFlow @ 12.46 hrs -HW=666.11"- (Free Discharge) - --Culvert (Passes 7.21 cfs of 9.77 cfs potential flow) 3tCulvert (Inlet Controls 7.21 cfs @ 5.88 fps) =OrtficeiGrote ( Controls 0.00 cfs) -Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type r Year Rainfaff=4. Prepared by {enter your company name here} Printed 2/25/2019 HydroCAD@ 10.00-24 s/n 08684 02018 HydroCAD Software Solutions LLC Summary for Pond 3P: DETENTION Inflow Area 12.600 ac, 59.30°% Impervious, Inflow Depth= 2.37" for 10 -Year event Inflow = 30.05 cfs @ 12.17 hrs. Volume= 2.492 of Outflow = 13.83 cfs @ 12.44 hrs. Volume= 2.487 af, Atten= 54%, Lag= 16.3 min Prima 13.83 cfs 12,44 hrs Volume= 4 Primary @ 2. 87 of Routing by Stor-Ind method, Time Span= 1.00-48.01 hrs, dt-- 0.03 hrs Peak Elev-- 667.39'@ 12,44 hrs Surf.Area 16,624 sf Storage= 32,138 cf Plug -Flow detention time= 57.3 min calculated for 2.487 of (100% of inflow) Center -of -Mass det. time= 56.1 min ( 891.1 - 835.1 ) Volume Invert Avail.Storage Storage Description #1 664.x' 56,185 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 664.00 6,850 0 0 665.00 8,340 7,595 7,595 666.00 9,610 8,975 16,570 667.00 10,820 10,215 26,785 668.00 25,700 16,260 45,045 668.40 30,000 11,140 56,185 Device Routing_- Invert Outlet Devices #1 Primary 664.00' 18.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke 0.500 Inlet/ Outlet Invert= 664.00" 1663.80' S= 0.0100 T Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 664 -OU 15.0" Round Culvert L= 6.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 664.00'1664.00' S= 0.0000 'r Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 1.23 sf #3 Device 1 666.70' 1.0" x 4.0" Horiz. Orlfice/Grate X 4,00 columns X 14 rows C= 0.600 Limited to weir flow at low heads #4 Primary 667.80' 190.0` long (Profile 1) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef, (English) 2.92 3.37 3.59 Primary OutFlow Max=13.82 cfs @ 12.44 hrs HW=667.39' (Free Discharge) Culvert (Inlet Controls 13.82 cfs @ 7.82 fps) 2 --Culvert (Passes < 9.82 efs potential flow) LL3=Orifice/Grate (Passes <6.22 cfs potential flow) =f3road-Crested Rectangular Weir ( Controls 0.00 cfs) CLST SWM Type If 24 -hr 100 -Year Rainfall=&.50" Prepared by (enter your company name here) Printed 2/25/2019 HydroCADQ 10,00-24 s/n 08684 @2018 HydroCAD Software Solutions LLC Summary for Pond 3P: DETENTION Inflow Area = 12.600 ac, 59.30% Impervious, Inflow Depth = 4.56" for 100 -Year event Inflow - 57.09 cfs @ 12.16 hrs, Volume= 4.786 of Outflow - 54.50 cfs @ 12.23 hrs. Volume= 4.780 af, Atten= 5%, Lag= 3.9 min Primary = 54.50 cfs @ 12.23 hrs. Volume= 4.780 of i -i n= 1 .01 = .0 Routing by Stor rid method, Time Spa .00-48 hrs, dt 0 3 hrs Peak Eiev= 667.97' @ 12.23 hrs Surf.Area= 25,263 sf Storage= 44,296 cf Plug -Flow detention time= 45.1 min calculated for 4.780 of (100% of inflow) Center -of -Mass det. time= 44.4 min ( 860.9 - 816.5 ) Volume Invert Avail.Storage Storage Description #1 664,00' 56,185 of Custom Stage Data (Prismatic) Listed below (Reeale) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic-fee0 664.00 6,850 0 0 665.00 8,340 7,595 7,595 666.00 9,610 8,975 16,570 667.00 10,820 10,215 26,785 668.00 25,700 18,260 45,045 668.40 30,000 11,140 56,185 Device Routing Invert Outlet Devices #1 Primary 664.00' 18.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 664.00'/663.80' S= 0.0100 T Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 664.00' 15.0" Round Culvert L= 6.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 664.00'/ 664.00' S= 0.0000 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.23 sf #3 Device 1 666.70' 1.0" x 4.0" Horiz. Orifice/Grate X 4.00 columns X 14 rows C= 0.600 Limited to weir flow at low heads #4 Primary 667.80' 190.0' long (Profile 1) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1,48 Coef. (English) 2.92 3.37 3.59 Primary outFlow Max=53.74 cfs @ 12.23 hrs HW=667.97' (Free Discharge) =Culvert (Inlet Controls 15.27 cfs @ 8.64 fps) 1-Culvert (Passes < 10,80 cfs potential flow) tit 3=Orifrce/Grate (Passes < 8.44 cfs potential flow) Broad -Crested Rectangular Weir (Weir Controls 38.47 cfs @ 1.20 fps) CLST SWM Type ll 24 -hr 2 -Year Rainfall=2.80" Prepared by (enter your company name here) Printed 2/25/2019 HydroCAD@ 10.00-24 s/n 08684 @2018 HydroCAD Software Solutions LLC Summa ryfor Link 5L: TOTAL CDA 0 Area - 4 i Inflow ea 1 .600 ac, 58.58 /o Impervious, Inflow Depth > 1,27" for 2 -Year event Inflow- 8.25 cfs @ -12.36 hrs. Volume= 1:540 of Primary = 8.25 cfs @ 12.36 hrs, Volume= 1.540 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-48.01 hrs, dt-- 0.03 hrs CLST SWM Type 1124 -hr 10-YearRainfa11=4.10" Prepared by {enter your company name here} Printed 2/25/2019 HydroCAD@ 10.00-24 s/n 08684 0 2018 HydroCAD Software Solutions LLC Summary for Link 5L: TOTAL CDA Inflow Area = 14.600 ac, 58.58% Impervious, Inflow Depth > 2.35" for 10 -Year event Inflow = 16.66 cfs @ 12.24 hrs, Volume= 2.854 of Primary = 16.66 cfs @ 12.24 hrs, Volume= 2.854 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow,. Time Span= 1.00-48.01 hrs, dt-- 0.03 hrs PROPOSED CONDITIONS -DRAINAGE AREA EXHIBIT 6'-15"0 HDPE @ 0.00% SLOPE INSTALL PREFABRICATED END SECTION @ INLET END INVERT IN=664.00 - INVERT OUT=664.00 ST 11 DI -1 TOP -666.70 15" INV. IN FROM DETENTION=664.00 18" INV. OUT=664.00 9 4' v - v •/ :4 • tt • E /•: 49 A< - < 7-17- A/. ET STRUCTURI OVERLAND RELIEF GRADE=667.97 100 YEAR W.S.E.=667.00 10 YEAR W-S.E-=667-39 I 2 YEAR W -S -E.=666-11 20'-18"0 HDPE @ 0.00% SLOPE INSTALL PREFABRICATED END SECTION @ OUTLET END INVERT IN=664.00 INVERT OUT=664.00 POST DEVELOPMENT WATER QUANTITY NARRATIVE IN ORDER TO MEET CURRENT WATER QUANTITY REQUIREMENTS FOR THE PROPOSED DEVELOPMENT, THE REQUIREMENTS FOR CHANNEL AND FLOOD PROTECTION WILL BE MET BY REDUCING THE PEAK DISCHARGE RATES ASSOCIATED WITH THE 2 AND 10 YEAR STORMS FROM THE PREDEVELOPMENT RATES. PREDEV 2 YEAR 10 YEAR 9.42 CFS 22.34 CFS POSTDEV 8.25 CFS 16.66 CFS I Q' ,I I H H z ir Q W D acy Ww RW W� Q z Q 2 U W 7P Q �H_z_�� C 0Q V x` w J W Cf) (n D W Q U Z J U Zaw =) 2 0 V z ir 0 U_ d JOB NO.: 1603002 SCALE: DATE: ■ Jo 1/31/19 SHEET: 15/16 ■ (V WN O M E ■� H r0 0) n OO r, -U V) 04 1 ,T L Q (0 3 (0 N 0 Q Z co CO N ''-' U O O t7 IliC� � �. � a J Ld toto) ' W of W N 0 tr= C) U V)- o W Q= OU Q F '= Z F- Li- L z r� Q 00 a „TH OF P l -P G' I 9 No. 021621 4_ ti ZONAL ISURVEY: P -L 1 a DRAWN BY: P -L JOB NO.: 1603002 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 15/16 Project Name: County Line Self Stroage '.I `datrkgfutoliRz Date:2%2 J2019 constantvalues Linear Development Project? No -(. - "Aak ulieft"ca911' Site Information 60 0 60 ''Post -Development Project (Treatment Volume and loads) Enter Total Disturbed Area (acres) ' a.70 ` Check: 8MPDesign Speciftcations List. 2013.Draft Stds & Specs. Scale in Feel Ma0murrireducrion require Unear pro/ecr? No _ - -site's net increme In impervious cover facreq) Land cover areas entered correctly? s/ MANCHESTER AND WESTERN RAILROAD Post-DevelopmentTotal disturbed area entered? ./ Pre-ReDevelopment land Cover (acres) \ _f- A Solis 8 Solis C Soils D Sons Totals �) O __ __ __ __ __ __ __ -_ __ T __ __ __ __ __ __ __ __ __ Fore=,,S pxe(xa±sj--urtdisturhad. Oz' Ex JO' MMe,! Saw Eaemert-MaaL 1909+ rotstoe s rrfr t �I a Managed Turf (acres) -- disturbed, graded tar adta, tharturftabe 467 4.67, -lmpe pious Cover(xres) 0, 61 .Post -Development Land Cover {acres) 5 Constants Runoff Coefficients IRA Annual Ramaett Event 43 1 TargetRa nfa i'E ant (inches) LG'G Tota Pho ph.rus (TP) EMC (mg/L) 0.26 Tata tvtrag an (Tkj EMC int /L) 1.86 \ - \ target TP L=d 01c acrelYr) 4.41 \rr "ea ` Rj Will s �rrecba fa -tar) 09D ` IMPERVIOUS AREA=0.03 ACRES \ --/--W000 - \--- \ 0111 \ 1 EXISTING CONDITIONS -IMPERVIOUS AREAS EXHIBIT - - - Land CaverSlmmary Past (petd) latttl Caer Srattrnary?mi ; ldard Cover Summary -Past _ Past ReQev.&New Impervious Post-ReOe velopmeM a Post -Development Now Impentous Fo resy'Open SRxe Fa es[fOpen SRxe Cover(xres) Cover(acres) Weighted Rv(Torest) 0 O2? ' lYe�ghtad Av(farest) W /"� d u Forest %Forest v Managed Tud Cover Managed xre35 ; F _ (Xretl__ We7gncea Rv (wrf) 032. SSe ghtea Rv fturf) %Planaged Turf e6 Managed Turf Of Impervious Cover .'", Ra Dev tmpervlaus -Mewl Pervious Cave (,aaezj 3�<L ('`'� '1.37 Laverjitres) $ {acres} O { R•(imperviaus$ G.3S� R (Impernaus) 09§ Rv(�mpernous} 0.9§ , w v ;: Impervi -us o 81QR �Impernouz , ' Total ReDev. Site Area Final Site Area (eves) ; 4a0U- tarred Foal Post 0- Site Rv Dj� Rvo� J-_ReDevSite Treatment Volume and Nutrient Load fvnal Past- t?Post-ReDevelopment Post-Devefopmem � L.I..I Develo � _J 03 - TreatmetHVolume Treatment Volume 0,2985 � Treatment Volume (acre e) lace-hj (ave-tt} Fmf Past- Post-ReDevelopmenti Post-Dexebpment ' Cevelapmert ' 7reatmertt Yalume 833. Treatment Volume 13,001 Treatment Volume � larbit feet) t (oabacteet) (cubit feet] Final Post- 'Post-ReDevelopmem •. Development TP Post-Deveagtment TP 8.6$<• Load (Tp) OSx' 817 Load ., load iib A Solis a Solis C Soils D Sons Totals Foo rest/Open Spxe(xres)--undisturbed, 011 . 20} Brest a Solis C Solis D Sons Forest vp n Space G92 G G3 0.04 0.05 L '\ Q G 15 ±ateotad a e spa. a reforested Q32 9.25 Imps .us cover G.95 G.95 095 O \ \ Managed Turf(acres)- disturbed. graded =5 Managed Turf 934$ 9746 tmpervi... Cover(-) p,03 .. 0.03 Rv) mperviaus) 0�5: 0.95 \ 0.921- 'far rard.... merturf to be 346 Total Site Area (acres) 4.70 0.93 site Rv -22 ..0.24 Treatment Volume and Nutrient Load Bre-ReDevelopment Treatment Valume fl -0$80 0.0169 (acre -ft) Pre-ReDevelopment Treatment Volume (,.bk feet) 3,833 .822 Pre-ReDeveloprnent TP Load (Ib/yr) 2.41 0.52 G. Fe:;. -p tT?Lpad per a_rE 4 p31 am R- e a TP Load ilh r a az l6,/aaeryrs :etap „e El a4rrta .._ � 0.33 :imps rvious Cover(xres) 3.80, 3.SG '. Areatfiecki OK. OK. OK. OK., 4.7Q; h 5 Constants Runoff Coefficients IRA Annual Ramaett Event 43 1 TargetRa nfa i'E ant (inches) LG'G Tota Pho ph.rus (TP) EMC (mg/L) 0.26 Tata tvtrag an (Tkj EMC int /L) 1.86 \ - \ target TP L=d 01c acrelYr) 4.41 \rr "ea ` Rj Will s �rrecba fa -tar) 09D ` IMPERVIOUS AREA=0.03 ACRES \ --/--W000 - \--- \ 0111 \ 1 EXISTING CONDITIONS -IMPERVIOUS AREAS EXHIBIT - - - Land CaverSlmmary Past (petd) latttl Caer Srattrnary?mi ; ldard Cover Summary -Past _ Past ReQev.&New Impervious Post-ReOe velopmeM a Post -Development Now Impentous Fo resy'Open SRxe Fa es[fOpen SRxe Cover(xres) Cover(acres) Weighted Rv(Torest) 0 O2? ' lYe�ghtad Av(farest) W /"� d u Forest %Forest v Managed Tud Cover Managed xre35 ; F _ (Xretl__ We7gncea Rv (wrf) 032. SSe ghtea Rv fturf) %Planaged Turf e6 Managed Turf Of Impervious Cover .'", Ra Dev tmpervlaus -Mewl Pervious Cave (,aaezj 3�<L ('`'� '1.37 Laverjitres) $ {acres} O { R•(imperviaus$ G.3S� R (Impernaus) 09§ Rv(�mpernous} 0.9§ , w v ;: Impervi -us o 81QR �Impernouz , ' Total ReDev. Site Area Final Site Area (eves) ; 4a0U- tarred Foal Post 0- Site Rv Dj� Rvo� J-_ReDevSite Treatment Volume and Nutrient Load fvnal Past- t?Post-ReDevelopment Post-Devefopmem � L.I..I Develo � _J 03 - TreatmetHVolume Treatment Volume 0,2985 � Treatment Volume (acre e) lace-hj (ave-tt} Fmf Past- Post-ReDevelopmenti Post-Dexebpment ' Cevelapmert ' 7reatmertt Yalume 833. Treatment Volume 13,001 Treatment Volume � larbit feet) t (oabacteet) (cubit feet] Final Post- 'Post-ReDevelopmem •. Development TP Post-Deveagtment TP 8.6$<• Load (Tp) OSx' 817 Load ., load iib A Sons a Solis C Solis D Sons Forest vp n Space G92 G G3 0.04 0.05 A,W d T rf G 15 0.20 Q32 9.25 Imps .us cover G.95 G.95 095 (yr) -� (Ib/Yr) (mlYrh V fra:aYCa apn`ent �&'Pru[ReC 4eiDRfi e'ttR '`±, TF L d G- Lpad pe 3cr )Ib/anetrTi EmtmeNr+ Q Mak rsedu[tlpn Regal (eelow PrE-2QII(i Re oevebpmentt d$ ` w TP Load Reduction TP Load Reduction IJ W Reclulred for 0.14 Required for New 6.62 LTJ Z Redeveloped Area Mtpentlous Area Ob/yr) (lb/yr) V JC/ J D . O 60 0 60 W �a� Q U Scale in Feet J U_ ---- TP Load Redutxlon ReQufred tib/yr) 6.73 MANCHESTER AND WESTER RAILROAD Q LLJ LIJ \Nitrogen Loads (Informational Purposes only) O Z X Final Pazt-CereloRment TPP load � O J Pre-ReCevelopment4. Load Ex JO' Rbter! Saw Eawnnf •�• Mut. 1616M (Ib/yr) 17.23 (Past-ReOevelapmrnt&flew 62.13 Impervious} {iblyr) ■ IMPERVIOUS AREA -3.8 ACRES l o ,\ VIRGINIA a w t_ N \ 1 NUTRIENT BANK F- U) O 04 P.O. Box 142 Penn Laird, VA 22846 Cn 1 (540)908-1679 wwu�.ViroiniaNutdentBankcuni N 04 04 •O October 9, 2018 Q Z NsQ\ \ \ Terry Bolyard, CM Y > @ \ A terrvbol ay rd(y€;mail.com W V �1 \ W ill Lr -- Z.) U W 0 ,O O \ \ Re: Nutrient Credit Availability - County Line Self Storage Project - Site Plan - Frederick CountyQ = a E \ \ � Z N 0 ID E Mr. Bolyard, U LL f- W The Virginia Nutrient Bank (VNB) is pleased to reserve approximately 7.40± pounds per year of 00 r\ phosphorus offsets (nutrient credits) for the new project County Line Self Storage in Frederick County. VNB has approval from the Virginia Department of Environmental Quality (VDEQ) for Nonpoint Source a Offset Generation Certification. VNB is approved to transfer nutrient credits in accordance with the Chesapeake Bay Watershed Nutrient Credit F,xchange Program (VA Code 62.1-44.19:14 et seq). These offsets are also transferable in accordance with the Virginia stormwater offset program (VA Code 62.1- U 44.15:35) and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater Z Of Nonpoint Nutrient Offsets approved on July 23, 2009, to those regulator entities qualifying for nutrient J W 11 offsets. W >< Z0 fj VNB manages the Millwood Nutrient Bank located in Clarke County that will generate 84.53 pounds of ZO Z phosphorus reduction and 1048.61 pounds of nitrogen reduction per year. VNB as of the date of this U W \� letter has capacity at the Millwood Nutrient Bank site. VNB will retire 7.40± pounds of phosphorus E22 credits in accordance with the Nutrient Offset Certification regulations. v711 of v Respectfully,�� J� r ��✓� Virginia Nutrient Bank, LLC 1 U /✓ 9 . LEWIS PROPOSED CONDITIONS -IMPERVIOUS AREAS EXHIBIT. �� No. 021621 w� � Nathan W. Blackwell, PE O��sw `SIONAL �� Manager 540-908-1679 SURVEY: C.L: P -L NA DRAWN BY: JOB NO.: P -L 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 16/1q 6I Land Cover Sum •pre Pre-ReDevelopmem Last 77000' Forest/Open Sp -Cove, (a-.) QU Weighted Rv(forest) 51 s6 Forest Managed Turf C...r(aaes) Weighte d RAturfj 0.22 0.22 =5 Managed Turf 934$ 9746 tmpervi... Cover(-) p,03 .. 0.03 Rv) mperviaus) 0�5: 0.95 %l parviaus 1% 346 Total Site Area (acres) 4.70 0.93 site Rv -22 ..0.24 Treatment Volume and Nutrient Load Bre-ReDevelopment Treatment Valume fl -0$80 0.0169 (acre -ft) Pre-ReDevelopment Treatment Volume (,.bk feet) 3,833 .822 Pre-ReDeveloprnent TP Load (Ib/yr) 2.41 0.52 G. Fe:;. -p tT?Lpad per a_rE 4 p31 am R- e a TP Load ilh r a az l6,/aaeryrs :etap „e El a4rrta .._ � 0.33 (yr) -� (Ib/Yr) (mlYrh V fra:aYCa apn`ent �&'Pru[ReC 4eiDRfi e'ttR '`±, TF L d G- Lpad pe 3cr )Ib/anetrTi EmtmeNr+ Q Mak rsedu[tlpn Regal (eelow PrE-2QII(i Re oevebpmentt d$ ` w TP Load Reduction TP Load Reduction IJ W Reclulred for 0.14 Required for New 6.62 LTJ Z Redeveloped Area Mtpentlous Area Ob/yr) (lb/yr) V JC/ J D . O 60 0 60 W �a� Q U Scale in Feet J U_ ---- TP Load Redutxlon ReQufred tib/yr) 6.73 MANCHESTER AND WESTER RAILROAD Q LLJ LIJ \Nitrogen Loads (Informational Purposes only) O Z X Final Pazt-CereloRment TPP load � O J Pre-ReCevelopment4. Load Ex JO' Rbter! Saw Eawnnf •�• Mut. 1616M (Ib/yr) 17.23 (Past-ReOevelapmrnt&flew 62.13 Impervious} {iblyr) ■ IMPERVIOUS AREA -3.8 ACRES l o ,\ VIRGINIA a w t_ N \ 1 NUTRIENT BANK F- U) O 04 P.O. Box 142 Penn Laird, VA 22846 Cn 1 (540)908-1679 wwu�.ViroiniaNutdentBankcuni N 04 04 •O October 9, 2018 Q Z NsQ\ \ \ Terry Bolyard, CM Y > @ \ A terrvbol ay rd(y€;mail.com W V �1 \ W ill Lr -- Z.) U W 0 ,O O \ \ Re: Nutrient Credit Availability - County Line Self Storage Project - Site Plan - Frederick CountyQ = a E \ \ � Z N 0 ID E Mr. Bolyard, U LL f- W The Virginia Nutrient Bank (VNB) is pleased to reserve approximately 7.40± pounds per year of 00 r\ phosphorus offsets (nutrient credits) for the new project County Line Self Storage in Frederick County. VNB has approval from the Virginia Department of Environmental Quality (VDEQ) for Nonpoint Source a Offset Generation Certification. VNB is approved to transfer nutrient credits in accordance with the Chesapeake Bay Watershed Nutrient Credit F,xchange Program (VA Code 62.1-44.19:14 et seq). These offsets are also transferable in accordance with the Virginia stormwater offset program (VA Code 62.1- U 44.15:35) and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater Z Of Nonpoint Nutrient Offsets approved on July 23, 2009, to those regulator entities qualifying for nutrient J W 11 offsets. W >< Z0 fj VNB manages the Millwood Nutrient Bank located in Clarke County that will generate 84.53 pounds of ZO Z phosphorus reduction and 1048.61 pounds of nitrogen reduction per year. VNB as of the date of this U W \� letter has capacity at the Millwood Nutrient Bank site. VNB will retire 7.40± pounds of phosphorus E22 credits in accordance with the Nutrient Offset Certification regulations. v711 of v Respectfully,�� J� r ��✓� Virginia Nutrient Bank, LLC 1 U /✓ 9 . LEWIS PROPOSED CONDITIONS -IMPERVIOUS AREAS EXHIBIT. �� No. 021621 w� � Nathan W. Blackwell, PE O��sw `SIONAL �� Manager 540-908-1679 SURVEY: C.L: P -L NA DRAWN BY: JOB NO.: P -L 1810042 SCALE: DATE: AS SHOWN 1/31/19 SHEET: 16/1q 6I