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11-20 Site Plan
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 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 %"x„ Y4 -Y4 , 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 also have a fire service HP Protectus III meter. This assembly shall be installed immediately before the backflow prevention unit. Radio read remotes are required. 11. Frederick Water shall review the mechanical plan(s) for design and material approval of a building's: a. domestic water meter and its backflow prevention device, and/or its b. Fire service line's water meter and backflow prevention device. 12. DEQ must also approve sewer pump stations. Frederick Water requires a copy of DEQ's Certificate to Operate and a copy of the station's DEQ approved 0&M manual. These documents must be received before substantial completion is issued and water meters released. Frederick Water Additional Notes 1. COORDINATE A MEETING WITH THE FREDERICK WATER INSPECTOR AT LEAST (7) WORKING DAYS PRIOR TO GROUND DISTURBING ACTIVITIES 2. EXERCISE EXTREME CAUTION WHILE TRAVELING AND WORKING OVER THE EXISTING WATER MAIN, SANITARY SEWER MAIN AND SERVICES 3. TEST PIT THE EXISTING WATER MAIN, SANITARY SEWER MAIN AND SERVICES, TO CONFIRM THAT BOTH COMPLY WITH MINIMUM COVER AND SEPARATION REQUIREMENTS. REPORT TEST PIT RESULTS TO OWNER'S ENGINEER FOR REVIEW 4. ADJUST ALL WATER AND SANITARY SEWER FACILITIES TO FINISH GRADE 5. REMOVE ALL TREES, SHRUBS AND DEBRIS FROM EXISTING AND PROPOSED FREDERICK EASEMENTS 6. PERFORM ALL WORK PER FREDERICK WATERS INSPECTORS REQUIREMENTS Construction Notes: 1. All work and materials shall conform to the current standards of Frederick County, Virginia, the regulations of the Americans with Disabilities Act, where applicable, the Virginia Department of Transportation, and all applicable codes. 2. Erosion and sediment control shall conform to the standards and specifications of the Commonwealth of Virginia, where applicable. 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) days prior to commencement of any land disturbing activity. 4. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant for longer than 14 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. 5. All existing utilities have been shown based upon the best available information. However, there may be existing utilities which are not shown and should be located. Therefore, it will be the responsibility of the Contractor to verify the location of all existing utilities prior to construction. Any discrepancies between these plans and the actual field conditions shall be reported immediately to the Engineer, the owner, and the appropriate utility company. 6. All proposed utilities shall be installed underground. 7. It shall be the responsibility of the Contractor to obtain all permits necessary for construction prior to the commencement of work. An approved set of construction documents sholl be present on the site at all times. 8. Topographic and boundary information was derived from a field survey performed by Painter -Lewis, P.L.C. The field survey has been based on U.S.C. and G.S. datum and a contour interval of one (1) foot has been established for this project. Contact Painter -Lewis, P.L.C. at 540-662-5792 to establish vertical control for project construction. 9. No geotechnical report has been prepared for this project. 10. All radii designations indicate face of curb, edge of pavement, or edge of stone pavement, where applicable. 11. The Contractor shall coordinate the relocation of and the connection to the existing utilities with the appropriate utility company, where applicable. 12. The Contractor shall provide all AS BUILT documents and plans to the regulatory agency requiring such. (13. Stakeout Note: If requested by VDOT, the approximate location of proposed entrances from State -maintained road will be staked. Not applicable) 14. A smoothing grade shall be maintained from the existing pavement to the new storage area, to preclude the forming of false gutters and/or the ponding of any water. 15. The approval of these plans shall in no way relieve the owner of complying with other applicable local, State and Federal requirements. All applicable state and federal permits shall be obtained prior to disturbances within and jurisdictional waters and wetlands. Erosion and Sediment Control: 1. All Erosion and Sediment Control measures shall be installed prior to any land disturbing activities. All work shall be done in accordance with the current edition of the of Commonwealth of Virginia Erosion and Sediment Control Handbook. 2. All work shall be confined to the designated Limits of Construction. 3. The Contractor shall be responsible for the installation and maintenance of all Erosion and Sediment Control measures. All Measures shall be inspected daily and after each significant rainfall by the site superintendent or his representative. Any damaged structures shall be repaired or replaced be the end of that work day. 4. Upon completion of construction, all permanent erosion and sediment control measures shall be installed. After stabilization, the temporary Erosion Control devices shall be removed, as approved by the Local Inspection Authority. All vegetative cover shall be checked regularly and any damaged areas shall be repaired, fertilized, replanted, and mulched, as needed. 5. The Contractor shall provide adequate means of cleaning trucks and other construction equipment prior to entering the public R -O -W. If 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 the development of this site. If it is determined that this is not sufficient, then a wash rock shall be installed, as needed. It is the responsibility of the Contractor to maintain clean streets and to allay dust at all times. Paving and Concrete: 1. The proposed public roads, main drive aisles, and parking areas shall receive the minimum pavement sections, as detailed on the plans. All points of connection with the existing pavement sections shall be graded as required to provide a smooth transition between the pavement sections. 2. All concrete shall be VDOT classification A-3. All work shall be done in accordance with standard practices. Excavation and Grading: 1. Test pits shall be excavated to determine the depths and locations of all of the existing utilities. If conflicts exist, then the existing utilities shall be lowered or moved to promote the construction of the proposed development. 2. All deleterious materials, demolished debris, and cleared and grubbed materials shall be removed and properly disposed of off-site. 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 Owner's representative for future finish grading. 4. All borrow fill material, if necessary, shall be obtained by the Contractor and approved by a Certified Geo -Technical Engineer. All fill 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 Geo -Technical Engineer. 5. No blasting shall be permitted within 25 feet of existing utilities or structures without permission of the Owner. 6. All landscaped islands, slopes, and lawn areas shall receive a minimum of 4" topsoil obtained off-site or from the topsoil stockpile on site. The topsoil shall be graded and raked, prior to application of permanent vegetative cover. 7. All disturbed lawn areas shall be stabilized by the establishment of permanent turf gross installed in accordance with generally accepted practices. 8. If required by Frederick County, fill slopes steeper than 3:1 will require a slope stability analysis and maintenance plan. Frederick Water Information TRAFFIC IMPACT: WATER AND SEWER DEMAND CALCULATIONS No increase in traffic is anticipated. No additional demand is anticipated. SIGN NOTES: UTILITY AND REGULATORY CONTACTS: 1. Signs will conform to Section 165.201.06 of the Frederick County Zoning Ordinance. WATER AND SEWER SERVICE Frederick Water 315 Tasker Road Stephens City, VA 22655 540-868-1061 BUILDING INSPECTIONS Frederick County Inspections Department 107 North Kent Street Winchester, VA 22601 540-665-5650 EROSION AND SEDIMENT CONTROL Frederick County Department of Public Works 107 North Kent Street Winchester, VA 22601 540-665-5643 PUBLIC ROAD IMPROVEMENTS Virginia Department of Transportation 2275 Northwestern Pike Winchester, VA 22603 540-535-1818 NATURAL GAS Washington Gas 350 Hillandale Lane Winchester, VA 22602 540-868-7923 ELECTRIC SERVICE Shenandoah Valley Ele Cooperative 3463 Valley Pike Winchester, VA 22602 540-450-0111 TELEPHONE SERVICE Verizon 404 Hillandale Lane Winchester, VA 22602 540-665-3156 2. The maximum height for the monument sign is 25'. The maximum size for the monument sign is 150 square feet. 3. No additional signs are proposed with this site plan. RESPONSIBLE LAND DISTURBER NAME: CERTIFICATION #: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CONSTRUCTION & MAINTENANCE OF ALL THE LAND DISTURBING ACTIVITIES AS SET FORTH IN THESE PLANS. airf X Pike GENERAL NOTES: OWNER: TM# 86 -A -102E 3Millers, LC 208 Centre Drive Stephens City, VA 22655 Contact: Mr. Billy Miller Tel: 540-664-7806 EXISTING PARCEL DATA: Parcel ID: Existing Zoning: Existing Use: Existing Building: F.A.R.: Building Restriction Lines: Front Yard Major Street Setback: Front Yard Minor Street Setback: Rear Yard Setback: Side Yard Setback: Maximum Building Height: Sign Setback: Parking Requirements: Parking Restriction Lines: Street Setback: Yard Setback: ABBREVIATIONS ASSY. ASSEMBLY B.F. BASEMENT FLOOR BC BOTTOM OF CURB BML BUILDING MOUNTED LIGHT CG-2/CG-3 VDOT CURB CG-6/CG-7 VDOT CURB & GUTTER CIP CAST IN PLACE CONCRETE CL CLASS CMF CONCRETE MONUMENT FOUND CPP CORRUGATED POLYETHYLENE PIPE CMP CORRUGATED METAL PIPE CMPA CORRUGATED METAL PIPE ARCH CO CLEAN OUT DIA. DIAMETER DS DOWNSPOUT EOP EDGE OF PAVEMENT EOG EDGE OF GRAVEL ESMT. EASEMENT EX. EXISTING F.F. FIRST FLOOR F.F.E. FINISHED FLOOR ELEVATION FDC FIRE DEPARTMENT CONNECTION FH FIRE HYDRANT F.L.S. GAUGE NE SIGN GM GAS METER GV GAS VALVE or GATE VALVE HCR HANDICAP RAMP HP HIGH POINT INV INVERT IPF IRON PIPE FOUND IPS IRON PIPE SET LP LOW POINT LT. LIGHT MLP METAL LIGHT POLE MP METAL POST MH MANHOLE NDC NOSE DOWN CURB N.T.S. NOT TO SCALE OHE OVERHEAD ELECTRIC OHT OVERHEAD TELEPHONE PL PROPERTY LINE PP POWER POLE PR. PROPOSED PVMT PAVEMENT RCP REINFORCED CONCRETE PIPE R. D. ROOF DRAIN RED. REDUCER SAN. SANITARY SEW. SEWER STD. STANDARD T.B.D. TO BE DEMOLISHED T.B.R. TO BE REMOVED T.B.P. TO BE PRESERVED or PROTECTED TC TOP OF CURB TEL. TELEPHONE TRB TELEPHONE RISER BOX NRB TELEVISION RISER BOX TYP or TYP. TYPICAL UGE UNDERGROUND ELECTRIC UGG UNDERGROUND GAS UG CATV UNDERGROUND CABLE T.V. UGT UNDERGROUND TELEPHONE �Z T 0,1;� XFMR ELECTRIC TRANSFORMER WL WATERLINE SITE WM WATER METER LTJ iZ� �✓�, WPP WOOD POWER POLE WTP WOOD TELEPHONE POLE JOHN C. LEWIS 9 ENGINEER /LANDSCAPE ARCHITECT: Painter -Lewis, PLC 817 Cedar Creek Grade, Suite 120 Winchester, Virginia 22601 Contact: John C. Lewis, P.E.,L.L.A. Tel: 540-662-5792 TM#86-A-102E 62 -Business General District Area of Lot: 2.7235 acres Hardware Store 1 -story, 22,800 sf 0.192 of 1.0 allowed Required- 50' Provided -80' Required- 35' Provided -NA' Required- 0' Required- 0' Allowed- 35' Provided -18' Required -10' Provided -10'+ Required -10' Required -5' Parking Spaces Required: 1/200 Gross SF No changes to the parking spaces on the site are proposed under this site plan. The number of parking existing parking spaces were approved by Frederick County in 2005. Parking Spaces Provided: 57 including 3 ADA spaces Loading Required: 1 space per 10,000 sf + 1 space for each additional 30,000 sf- 1 space provided Building and Impervious Area Coverage: Parcel Greenspace Required: 15% or 17,795 sq. ft. Parcel Greenspace Provided: 20.82% or 24,696 sq. ft. Proposed Impervious Areas: Roof= 22,800 sq. ft. Impervious Areas= 71,140 sq. ft. Total Impervious Area= 93,940 sq. ft. -79.18% Trash Removal: The owner will contract with a licensed, private trash hauler for the regular removal of trash. Lighting: All lighting will conform to the requirements of the Frederick County Zoning Ordinance Section 165-201.07. Environmental Features: Wetlands - No wetlands have been identified on the site. Flood plains - FIRM Map No. 51069CO150D shows that the parcel is within Zone X. This zone is characterized by areas outside the 0.2% annual chance floodplain. Storm Water Management: Water quantity control has been provided by the installation of stormwater management facilities on the site. Water quality will be addressed by the purchase of nutrient credits. 3Millers, LC is responsible for the maintenance of the proposed stormwater management pond including mowing and periodic removal of debris. Previous Site Plan: #07-05 WV WATER VALVE 25'R RADIUS IN FEET U . No. 1 21< *00.00 PROPOSED SPOT ELEVATION _x(00.00) EXISTING SPOT ELEVATION .fl HATCHING INDICATES REVERSED PITCH �e4 1 IN THE GUTTER PAN: PITCH TO BE �s ONAL 1/2" PER FOOT. TRANSITION THE GUTTER OVER A 10' LENGTH (TYP). LIST OF DRAWINGS: SHEET 1/9: COVER SHEET SHEET 2/9: SITE OVERVIEW EXISTING FIRE HYDRANT LOCATIONS SHEET 3/9: EXISTING CONDITIONS DEMOLITION PLAN PHASE 1 E&S PLAN E&S DETAILS SHEET 4/9: EROSION AND SEDIMENT CONTROL NOTES PHASE 2 E&S PLAN SHEET 5/9: SITE PLAN SHEET 6/9: CONSTRUCTION DETAILS LIGHTING PLAN SHEET 7/9: LANDSCAPE PLAN SHEET 8/9: STORMWATER MANAGEMENT PLAN WATER QUALITY NEW DITCH ANALYSIS SHEET 9/9: STORMWATER MANAGEMENT PLAN WATER QUANTITY SITE PLAN SP#11-20 MILLER'S HARDWARE OUTDOOR STORAGE AREA EXPANSION OPEQUON MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA ZONING ADMINISTRATOR DATE FREDERICK COUNTY, VIRGINIA SITE PLAN EXPIRES FIVE (5) YEARS FROM DATE OF APPROVAL _ PAINTER-LEWIS, P.L.C. FP 817 Cedar Creek Grade, Suite 120 Winchester, Virginia 22601 _ Telephone (540) 662-5792 Facsimile (540) 662-5793 Email: off ice0painterlewis.com CONSULTING JOB NO.: 1905001 SHEET: ENGINEERS Latest Revision Date: May 1, 2020 Inv.= 739.31' £X. Veft%COI 22 _ \\ Top= 743.01' 24" CPP In= 737.93' 24 CPP Out= 737.93' _"► .� \\\�\ Ex. IN, Grate= 745.09 24" CPP Out= ?--if / Ex. ZV-¢, 1 Ex. 24" CPP Ex. 24" CPP \��� _ Inv.= 736.75' -Irnc = 737.75' . 1� Ex 24 Inv.= 7 .96' Ex. Storm Strc, Ex. CO Top= 741.60' 1 £x. San. MH Inv. 0 Inlet= M7.25' Top- 745.97' 24" CPP Out- 737.18' 6" PVC In= 736.02' 6" PVC Out= 735.87' _ Ex. Son. MH Top= 740.07' 6" PVC In= 734.97' / / / 8" PVC In= 734.27' / /�� 8" PVC Out= 734.07' Ex. +� / BoUord / ! M K4 ,'f LL Ex. iN,-.. ` � i- -•. _ _V t stet 201 CENTRE DRIVE REAL ESTATE LLC Du �asureMW I. _ TM 86 -A -102G �� vault / INST. #180012782 // / ZONED: B2 Ex. 24iC�P x WV Inv, ---7J9.7' 3Qx 24" P ` •� Ex. / // / ✓Inv,= 7 88' ell Ex. WM /// /� Vault _ Storm _ �/ bio 15lment _ _ p- e� / / / / / `c`J d. x Wab Ex Grote, Top= 748 94'% / 24= GPP- In= 741.44' +p / / //' /� } // ult Easc 24" CPP Our= -7426_ Wrier//oA Q Eas Inst 71Bec. x._ Box �"�►` jWy - Lamp, Ex late-TWZ 46.85' 0 / Ex. MH, Top= 749.96' 24" CPP In= 7 .1y / �� /// �� O X. 18 n� 74351' £x �� 24" CP Out 40.20' 24" CPP t= ���t/ nF Ex. II 9 Ex. !/9 E7er ? Ex. wv Ex / i f 13 SP Ex.�-Hy e /�/ ,. ``o vault ! £x• --� r eeI l� Grote, op= 745.66' Elec. � i U9 ; 1 " L1QP hi-. 41.51' Box l x ' r ' c 2 � 19u =N4.26' ` , Coy Go ' ��"� / 9 APPROQMATE `.cos � LOCA 7700V OF G . Ex SEWER LATERAL Elr 9� Ut�7ity "- V Q \ /� '�"} ♦O A/ \ � Ex. Vg. Te% -Comm tr Pe axes � .�,_ ,�, \ � +•. ' -� EK �/ NEx C 3MILLERS, L. C. Ex. Son. Ex. Grote, Top= 749. f�' / Ex - 15" CPP In= 744.07'* f Ex. Ex - Ex. -- �C� \. /!// / TM #86-A 12E J�. / CO Ex. "mow -.i 18" CPP Out= 744:07 * I ..., WV .. Propon -. , Conc. ex��o ,� ' INST. # 160013058 �} Hvoc "+.. Tank / x / ZONED: 2 £x. *Limited Access at Time L, u r Unit '`" '� °� Ex 24" CPP ICon trot 0£x. of Survey* - I l j) /� Inv.= 741.20' /. Ex. \ k Valve Ex. \ � Ex Storm Strc. j % Elec, \ \ v Elec. Lamp £x.1 APPROXIMATES Ex./ Trans 'I Box ' I Roof LOCATION OF damp Top= 745.36"'j / / /• \\ OH �l SEWER LATERA Inv, 0 Inlet= 740 24C`�rt= 739,651, Ex £x. FF= J I Conn Ex / 1 W STEPHEN CITY 1997, LLC, ET AL. `_` IJI� I 749.96' £x W/ /order TM 86 -A -102D r 20 SPS 3MILLERS, L.L.C. 6ollord WV �''r Area ;l INST. #170004707 IN r I I (t)P-) Ex ZONED: 62 t Iw Parcel ID #86 -A -102E I Ex Elec. I '�- INST. #050017909 �°"� Ex. Bldg. Outlet �oy�i �/ ! '�► t 2.7235 ACRES j� # ,[y j Ex. Grote, Top= 749.16' I ZONED. B2 a ;,'!/ /d °c \ 0o� S t18" CPP In= 744.9f� I o Ex. I� 16SP 15" CPP Out= 744.83 I Ex CEx. Cone. ®Irrigation gip , / •. �, �W Ex OH Control'� Q valve X208 _ BLUE RIDGE HABITAT FOR HUMANITY, INC. r k I Ex V .L,U9. n / `c / �� - . / - - Ex. 1 Sty, Conc. TM 86 A 111 Brick Building o INST.ZONED:ORP645 0m j K /r f 'o T ped J o -- �N I Ccy� / (2) 750.11' Ex. DI, Top= 752.56' -� EX 18" CPP Out= 747.2P3' �I Carc. 9'� / �y� Waterline o/ e Easement Ex. Grote, Top= 752.53' I I I Ex. Son. H / l / 15" CPP In= 746.88' l% C'�',> I Top= 74x96' Blanket Utilit Easement ,� l 18" CPP In= 746.98'i `? I ° Ex. 0 8" PV *In= 737.41' inst. /16 013058 18" CPP Out= 746.98' ' ` - / I Cant 8" PYC Out= 737.1 i ''� / l . /q 4a \ Ex. I l J l j E . Grote, Top= 749.2 / Hip f8 CPP Out= 746.69' 1,16 -Ij ! / Ex. MH, Top= 752.99' �\ t� o 8" CPP In= 748.59' 1 %� C1c-,r 8" CPP In= 748.70' i�" I 0 £x mac. / w / �[ // /� / ��// 15" CPP In= 747.09' �( I Lamp 18" CPP Out= 747.04', 'I C Ex. UPole I Ex Dl, Top= 750.27' 1 15" CPP Out= 747.50' CO o Gas 18 rP -sewer Easement �- DB 7911822 ti Ex. Son. MH VAR/qB�E 'Vo RQ�� Z, 8' P 747.91' a 8" PVC In= 739.36' 4 R�yJ/ 8" PVC Out= 739.31' , -\� Mailbox v £x. % Elec. Exch /} Outlet Conc. eKi �/ ' ssFF / Ex Bldg. / �/ I Ex Bldg. / / L DONALD R. LANHAM, ET AL. I / r TM 86-A-110 INST. #160003850 ZONED: RP / . 46 %Ga T-,-ped' 2 Ex. Bldg. f £x. --ft- Utility Pole ++-. 44 O W Z ■ 6 JOB NO.: 1905001 SCALE: DATE: SHOWN O SHEET: 2/9 ■ N CL E Wo 1--- O NM ■� NY V) N L0 Lr) �¢�`�' I � N 0N W 0��0a J w' � �c� 1 w U ~ W E WQ 0' = r a •6 --- 0 C) U Os M) U §i~ W Q 00 °r�, 0 LEWIS 9 Ic. No. 021621 30 0 30 90 w� LJELJELJ 0�1ftl& NAL E��ti Scale in Feet SURVEY: P -L 2' DRAWN BY: P -L JOB NO.: 1905001 SCALE: DATE: SHOWN 2/14/20 SHEET: 2/9 Lx. GUW \\ \ iop= /I/.OU \ I \\ do r�IH Inv. ®Inlet= 7 7.25' +/ / // '^z�aa?moo J7% / 24" CPP Ou t1 737.18' / +1a e° ru j +.,, 3b \ a a1 VC \l 736.02 / / / �� a // / / + fah 6 " Pba V&t\= 735.87 I I \ Ex. San. MH Top= 740.07' + +1qb. 6" PVC In= 734.97' \b� t CJ " P VC In = 734.27' J Ou � 734.07 1�h /a � ., 8 PVC 1b� +gyp \\ III I / / //+ +^/ / 9c� \ a I A," / / / / 1 �a yZ W0 a, I �a+� I I I I \ 2 Q1a1 ab6 lab AO b ~ WV I a 2 EX stet \ h as I�'b �(oI I I / /// // // / / ��^ a0`O\C f f �+ 1x. hb 1 p m P 'tai \ I \ / '" �• / - 1 �� , Ziau CIOSUfe +-411�+1 A38 + 11, �///+ a� lt b ,�' \ / 1a x. m !'`� QZh V 1 Ex. a I H l Vl 7 �. ^g +�q / b1 P(/ /� ' X. 1a1 « / +11'Zi `-, /// + / / / •�� / �,,.�% Ex. 4 ,,, / �c- _ _ na ' �?/•(!///+ -Ex. / 1a2 �= 748.94 + Vault « 741.44' b !/ I«, / �r / , - a: 44'• ' / 1a1. -� / / / +� pys2/ / / Vj• / / '\ate / + �' 26 / / \ / / b •0Q +tai X23 / / V/ ii, •//¢ / / / . /. (/Y•'U' n / � // + \ ` Lamp/ + ��� %R , /- \ + TEx. Gr h ,« Togo_ 46,85 / + / x.� �` / �fj / / JJ 24 CRP In e . 01 q 24" CP Out= `.%40.20' +'h abs �h +gab \�, / � � /� / /� � / . / . / + h \ / / /Q,� / / +� /, �q 'Iv 8 yam_ .. _ 8 Wate, line \� '� + a°z / , / / + a�1 a 1 /. �/1a Grate, �� 745.66' // / / . / /, -t`LSP in 41.51' +1a�. `` / z / . / / +� os�+ WITS ITS O F DISTURBANCE ��DD`ju t= . 26' ce APPROX/MATE + l . / / . / co / LOCA TION OF t + cS' / / \ / �\ s f / SEWER LA TERAL j j ab. �. <v of 1aa/ /% \ / l / /. �/ ExVq. Tele -Comm 3MILLERS, L.L.C. San TM #86 -A -102E j _ \ CO ah \ . . . INST, #1.60013058. / h \ - Conc., + (�� _ or -/// ZONED:�g62. / / j.%. +' \� \\, \ \ c �` 4 E 4" CPP, I+ a\ �lalbo �a + a�7 b� / // +�a4 / /. /. ' Ex. \. . %�}env. 741.20 v �I a"' Baas �. (. / . a3 . /s �• Elec. �, \ \ lab �' Jt �� / \ . RELOCATE UG + // ,.� Trans. Ex. �, APPROX ftor trc « � xI t or • , ' / __'TC -6• -COMM. 1.IN>1s . ' . V \ o= 7 3 + 1« l Roof x/45.3 '\ a I �` / / + . • \ n OCA Tl0 R31 Jf \ OH qh In 740. ` aaab ®llile 40 / / aa� ii location of exposed top of waterline l/ l \} / • a SEWER L. 4 .0,4kv I /F -7J9.90'' " «+ Top of Woterlir�g Elev.= (� Ex. X9.6,` TO �Ea1 �~ q Ex f/ onc!EMOVED +� �aI C // /1� ah s� , _ \ ✓ / e�,arden I Ex. �, ` I I B� J /,, x. G RELOCATE' CONEX / +,c���//� l !� Area l hq'q¢ ollard I E 1a BOX UNITS�NEW / I / !. 1% // q *u .tJ C STORAGE AREA IitYP� I 4x. ^ + h I h / �c I. %I / R /F Ex. Bldg. EX. o h« +1aElec.°` I + + 1ab� o� �F +. �� TOPS09L �. `/ /y'� . /� g ,. \Outlet �I I / +1a �� STOCKP.ILE a�g �O / ,J \ �� «ua 0 1a Ex. \� q� EX\ Conc.+fah \ \ �. +�aa` \ �lv 017C. p 'IP(v I I / � +1a +'aq�' a«�«c�. �- .` _ �. / I BLUE RIDGE HABITATFORHUMANITY, INC. / TM 86-A- 1 1 1 fix. 10 1Conc. +� _ \kC�� Ilip . 'Q / -��� ems- PPR POSED OUT OR a\ / �2 % I INST. #190005645 / t�v +�° �o EX STORAGE AAREIA +1 \ �� I/ I aba ZONED: RP 0 / 11 a1\1q� I ` T ed \ +a sa 2 + P \ /. oW I a1 101 I 1 1a ,C a , / •4i�O 1�1aaI 1 / „ h 1 1hb� / F 1`L0 a,. c �u; i+ 1I ' �1. ! _ r I ^QIT , a ` + 41 hb' a`L �, , Ex. San. MIH a , _ - ilit Easement I l � / Top= 748. « � - _ _Blanket l,� y ,P- + - Ts+b 160013058 /l. (\¢,. +1 / � Ex. 8 PVC lnj 737.41 �� REMOVE CURB �' /. 14 . . . // � FH 8" PVC Out 737.16 G• AS REQ'D \ e, / / F ab. / 4� PDQ a / Joi/ a a1. + RELOCATE (2) CONVEX a / J� "if BOX UNITS TO NEW V STORAGE AREA +1 • c \ EX c. 1 co Outlet a1. +1a +,a ab / 20 0 20 60 Scale in Feet t17 - Ex. Bldg. ROADWAY DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% 2 % OR GREATER FILTER FABRIC SECTION A - A NOTE: SPILLWAY USE ND, 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 N 0 FLOW 0 w a- A O_ A. O O z U) X W Ll o� R -- FLOP lg* I�,r� .•=Ii••I••, A DIVERSIONRIDGE 70' MIN. 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 PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT - - -Er ENDWALL - -r - - - - - - - TOE OF FILL L T_ CULVERT I I 31 I 3 I __ -- ---- SILT _ SILT FENCE * DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW OPTIONAL STONE COMBINATION" 1.0' 1.5' ---F--- TOE OF FILL FLOW �- .• OR #5 COARSE TO - •' • HIGH VELOCITY OF FLOW IS EXPECTED SIV PROTECTION HANDBOOKNOT TO SCALE VA EROSION AND SEDIMENT CONTROL PHASE 1 SEQUENCE OF CONSTRUCTION 1. Install construction entrance. 2. Install silt fence along downstream perimeter of work areas. 3. Strip, stockpile and stabilize topsoil in location shown on the Site Erosion and Sediment Control Plan. Apply temporary seeding. 4. Install inlet protection at existing inlet. 5. Perform rough grading for improvements. Apply temporary seeding as required. EROSION & SEDIMENT CONTROL KEY EXTRA STRENGTH FILTER FABRIC --\ NEEDED WITH WIRE SUPPORT I�I STEEL OR WOOD POST �I f^ �•� -- 'FLO'W- II ofk IJP"' / �__ • '"' - � _ ow _ Ii 10 FT MAX. SPACING WITH /WIRE SUPPORT FENCE n PONDING HT. PONDING HT. STEEL OR( WIRE & FILTER FABRICI i WOAD POST / ATTACH SECURELY 36' HIGH MAX-\ TO UPSTREAM SIDE OF POST. t RUNOFF 1 _ RUNOFF 9" MAX. (H� RECOMMENDED - ,. STORAGE T_I 12" MIN. =I �• i• 12" MIN. �- 4"x6" TRENCH I I L GRAVEL WITH COMPACTED BACKFILL STANDARD DETAIL 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 Z BACKFILL AND COMPACT THE EXCAVATED STABILIZED. SOIL. 3. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING EFFICIENCY. SILT FENCE DETAIL WITH WIRE SUPPORT NOT TO SCALE ADDAPTED FROM: 1992 VA E&S CONTROL HANDBOOK 3.05 �n as X=92 ;ULVERT ID Q10 D La W d d50 POND OUT 3 18" 10' 12' 10" 0.5' 24" CPP EXTENSION 8.08* 18" 1(y 12' 10" 0.5' *SEE Q10 FOR SUBCATCHMENT 1S ON SHEET 9. VESCH SECTION 3.18 CULVERT OUTLET PROTECTION DETAIL NOT TO SCALE 3.02 TEMPORARY STONE JOB NO.: CONSTRUCTION CE ENTRANCE C7 Q a- 30. 04 O� 3.05 SILT FENCE SF X X X X NQ`°o 3.31 TEMPORARY SEEDING TS TS 18" MIN. -- GRAVEL GRAVEL - W NOS DIMENT ( 112^ MIN.) % BACKFILL 'i DR NLET�(�\WIRE, MESH % NOTES: 1. THIS METHOD OF INLET PROTECTION IS APPLICABLE ( n WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT r 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 44 O V O W Z Z Z Z J P:5X ZI--- a Z /O/�ZO U V 1- (�"J� Z U W N W X W W N tii J Q_ _ I- 1= ■ 6 JOB NO.: P -L Z W Z C7 Q a- 30. 04 O� 0Z =N (n< Z=) NQ`°o WW Y JL U HW w rn rn LL. 0 W 3 0 N 0 N Lr) ■ 6 JOB NO.: P -L 1905001 SCALE: 0 SHOWN 2/14/20 ■ N E o co rn rn U Cn N 0 N Lr) Lou sc N N (coo (n W -, C) W N U U ~ C r C: L W L) N_ U6 Ali ZW UZ Q00 a ii 0V) Z J Lv � W U 0 W 51 ,o v JJN LEWIS9o. 021621 .ZONAL - P -L DRAWN BY: JOB NO.: P -L 1905001 SCALE: DATE: SHOWN 2/14/20 SHEET: 3/9 .\. Jn`�H env. tw m1uL-�ui. \q \ I I Top- \45.7' 24" CPP Outj 737.18' \meq \VC\I-736.02 / / / /�" 6 P�G\ yN t 735.87 \ I \ �l Ex. San. MH TOP= 740.07' 6 PVC In= 734.97 8" PVC In= 734.27' 1 / /_ 8 PVC Out- 734.07 Ex. / \ Bollard EX. ter Ex. pumps e \ �� I I ( �/ \ ,// / / ✓o - co Zou Endosur / t - Ex. EEx. E . 24� A// FH Ex: Ex. l IFH lWV v. �7WY - ry x. , ' / / I /' �� // / ' / '1R / �'� EVaultpe eco - '/ �c tS'� Ex. - Pro p�s�d / ¢� Waterline 748.94 uI t - / Easement 11.44 \ 5K Lamp A l 24 CPP In= 74 ` ° 24 " CP Out , X40.20' CA Ine lorte, o9= 745.66 // V WITS OF DISTURBANCE �� L1�P In 41.51 ' �b/ sF -► ecce 2 -C P�u t= . 26' r, i / C / / / l G APPROXIMATE - /w �, c \/ / LOCA TION OF ;` ;, , / Jo' �o /,,��• / _� • / X, SEWER LA TERAL Ex Tele -Comm PS Ex. San. CO OR Q01 30P ...�� . Conc., o 7 Ex \ 4" CPP \ In v. 741.20' �, � O Ex. I I I `Y / . / . / Dec. \ \ Ston) r J / Trans. Ex. �,t \\APPROXI�I(ATE�'o Roof X OCA TION OF a OH EWER L)1 TERAS I �. ®Ihle'40 /, / 1. ,. �\ t., � COP _ ;� l l ` ( /. ` / I I / p / Conc. ,. x O r i l *arden I Ex �, ` l I J G !� Area I-qollord \ / % j l WV . r�� , / Ex r // /o Fo - . y CEx. Dec. 0 1/F Ex. Bldg. X7_ Outlety / /� oo� . % \ � �.. COs•; EX \ Conc. conc. I o / BLUE RIDGE HABITAT FOR HUMANITY INC. Conc. ��li � �: � . y � . / � /• TM 86-A-1 1 1 /. - % INST. #190005645 ZONED: RP Pe r. L f• / -�~��� / Proposed Waterline I /• :` . � �� Easement / E . t Ex. San. M(H EROSION & SEDIMENT CONTROL KEY Top= 748. 6' - Blanket u t�/i ty Easement / l o � ,P 7n- 160013058 �. �e,.' / V Ex. 8" PVC Ini 737.41 w l �a \ FH 8 PVC Out- 737.16 40 .747 I/Nei TO (SPS MU 2 yQ J0/ If Dec. / Outlet 3.05 SILT FENCE _X_X 3.07 INLET PROTECTION (P 3.18 OUTLET PROTECTION OP 3.30 TOPSOILING TO 3.32 PERMANENT SEEDING PS 3.35 MULCHING MU 20 0 20 60 eq / °�/ p• vo�' - / Scale in Feet Ex. Bldg. EROSION AND SEDIMENT CONTROL NARRATIVE: m Project Description This project is located on the north side of Route 277, Faifax Pike in the Sherando Towne Center commercial development. The owner proposes to expand outdoor storage area along with associated site improvements. Proposed improvements are planned to begin during the summer of 2020. Existing Site Conditions The project site is located within a 2.72 acre parcel located in Frederick County, Virginia. Flood Plain The parcel contains no floodplain. Soils Q5 The USGS Soils map shows the predominant soil type on the site is 3B, Blairton silt loom. This soils are generally shallow (9"-40") derived O W from weathered shale. The soil is moderately well -drained and is identified with Hydrologic Soils Group C/D. Adjacent Areas The adjacent properties west and north are commercial. Adjacent property to the north and east is residential used for church purposes. The property is bounded by Route 277 to the south. 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 0.78 acres. LLI PHASE 1 EROSION AND SEDIMENT CONTROL MEASURES 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 J tracking or flow of mud onto the public rights-of-way. This may require periodic top dressing with additional stone or the washing and O reworking of existing stone as conditions demand and repair and/or cleanout of any structures used to trap sediment. All materials spilled, 0 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. Z O 3.05 Silt fence will be installed in selected locations downstream from the construction areas as a first measure of construction. Silt fence V 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 0 - replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half Z 0 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 stabilized. W V) OdW existing grade and W 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 73 Q 04 be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 14 days shall be temporarily N Z seeded and mulched. All temporary seeding areas will be mulched in accordance with the schedule included herein. LAJ Temporary Seeding Q SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) _ Z Sept 1 - Feb 15: a Annual Ryegrass 50 Ib/ac 98 85 Winter Rye 50 Ib/ac 98 85 O May 1 - Aug 31: bi W German Millet 50 Ib/ac 98 85 FJ W or Feb 16 - Apr 30: Annual ryegrass 75 Ib/ac 98 85 Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 Ib/ac 10-10-10 Q 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 Z will be installed around the downstream side of any topsoil stockpiles. Silt fences shall be inspected after each rainfall and at least daily Z 0 WCL during prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed or otherwise ineffective silt fence shall be X W 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 3 ON 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 IXc) Z during prolonged rainfall. Any required repairs shall be made immediately. Damaged or otherwise ineffective devices shall be replaced. Sediment = VI Q Z 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 UJ a O (� and stabilized. W � Y 3.18 Outlet protection will be provided at the outfall of the pond discharge pipe. The stone protection will be installed in accordance with the W J U specifications and details on the plans. J W ~ W 3.30 Replacement of topsoil will generally occur throughout the work site where vegetation is to be reestablished. Topsoil will be uniformly (n spread and rolled to a minimum depth of 4". Topsoil shall not be placed while in a frozen or wet condition. W W 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time for v W construction is Summer 2020 through Fall 2020. 3.35 All seeded areas will be mulched in accordance with the schedule included herein. Permanent Stabilization 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: J o � N Seedbed Preparation:w ,- N E a. Scarify top 1" to 2" of soil after final grades have been achieved. 0 � rn ° y b. Add 3 tons per acre pulverized agricultural Iimestone(1401b/1000sf).ng a //► D N r, r SEED TYPE RATE MIN. PURITY() MIN. GERM.() V_� I 3 Tall fescue 120 Ib/ac 97 85 o Q Red clover 8 Ib/ac 95 65 C° 0 Ladino clover 8 Ib/ac 95 65 W 00 v J > � Nurse Grass -(season dependent) w Sept 1 - Feb 15: "LO x w ili Annual Ryegrass 12 Ib/ac 98 85 w o Winter Rye 12 Ib/ac 98 85 Q = a E May 1 - Aug 31: C21o Z (D German Millet 12 Ib/ac 98 85 v _ E or Z w Feb 16 - Apr 30: r Annual ryegrass 12 Ib/ac 98 85 00 Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 Ib/ac 10-10-10 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. N z� 2. Work on the project (grading, excavation, construction) shall not commence until the appropriate erosion and sediment controls are in place ? w as specified on the plan and as approved by the VESCP Authority. to Z 3. The approved site plan must be kept on the work site and shown on request. IL C) w 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. Z,TH F 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.o� 6. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site o J HN C. LEWIS development until final stabilization is achieved. c. No. 021621 7. All vegetative stabilization shall be uniform, mature enough to survive, and adequate to inhibit erosion. w0: IONAL PHASE 2 SEQUENCE OF CONSTRUCTION SURVEY: C.I.: 1. Install stormwater control structures and inlet protection at pond outfall control P -L 1 structure. 2. Complete storage area and other proposed improvements. DRAWN BY: JOB NO.: 3. Stabilize work area with pavement or permanent seeding where necessary. P -L 1905001 4. Install landscape plants. SCALE: DATE: 5. Relocate storage units as noted on plans. 6. Remove temporary controls after all work areas have been stabilized. SHOWN 2/14/20 SHEET: 4/9 \``\ Ex. Storm Strc. Ex. CO + 1_ } 'V�. \}Top= 741.60'.\�dn` � H Inv. © Inlet= /57.25 T`' \ 1 ToI,- \45.�T 24" CPP Out/ 737.18' /� / / ^a }�/ // / ^2 ° } 736.02' % 1 } ` 1 1.a 6 P \r� tL 735.87'// 11641 / l I Ex. San. MH Top= 740.07 +^ 6" PVC In= 734.97' +�\ \ \� + / ' / / / "L / / ~�� + 8» PVC In= 734.27' Z 8" Pvc out= 734.07' o }' +n, ^ °a Cys ° 1 Ex \ 1 1 \ 1 a / /// 1 / + � +4 +` / \ Willard Ex. \ All 0, Wv } EX '� . �a 1, I' I I I \ / % /,� +``/ // / ,` (, agog } 3h: fix. 1p, mP4e-( /(/�201 CENTRE DRIVE REAL ESTATE LLC WM "i:' cloLA, �I ^�J r,/.z TM 86 A 102G Vault °� ///+` / l , /sr� + INST. #180012782 ^a ^ �� / / +^a. �� \ %// + ZONED: B2 Ex. + E E . 24� +" /// /// / " / �` _ +` + I X a a h Ex l FH � � /r' -.. /_ _ _ _ 't ' ~ 1t.. ,q`•V +^ ^,S W 7 �•. ^ �' +'S�n..: / 20,_ _�OUTL f _ Storm Or I/'' / nor./ / ��'"' ,� ETAILS i� eco - - - ain Easen - - _ _ , / +� / nh" + / / �' .y�° / / \ a� x +^a Proposed ' `C50015'51 ent - _ _ ` Ex. Grate, Top= 748.94 + /!` / ;, / �/ .1 .; Waterline _ , , + ./ ��- !i �• f" cult ,-___ ----� + -24- GRe In= 741.44 g / / / / / / / Easemen _ 24" CPP Ou?=-744-.26� / } / / /.,-/1 + / \ / p' / / / yd / �' + ter/in _ Q Pt Al� /ns't �ll °b 2 a°� �^ _Y_ }r� / ;/ +�a//aJ / / ���j \\ �/} / / �V� / +^, 57 51 FINAL CHK_SA1 9 6 l q�� _ _ - _ / _/ / f/ / o° ��Y v ' 8 `. • ^ E Asph a�� -.� _ r �_ -`_ �•�P10 �;,,./ � } (0 � � `�� ���\ 1 / � ,� •a, ..��;x / NEW GASLINE// + a �. `•� alt __ . / ^ T a �1 Lamp / tom+ o e ti R h' \ + �Ex. r;i'ater-T + 46.8 + /1 / / _ PR. 40' 18"0 CPP CSD 0.5% I ° H Top= 719.96 24" CFP In= 7 ` . 75' -� %A,?.l�_ // II P ^`� , q Ex n� 24" CP Ou t= 740.20' \/ /, R'y � f t 18 - 743.51 0 °��•.- \ } + I / / / /. j }^ / 24 CPP u / WWII EX. �� °oQV F�taC h WV EA °$� 1 1 �P Ex 8 Wat „/ / �C,O a - /. / Ex. h2 a °a F `, i` m{t { e�/ne _�T\� + / /T '` / / \ }"i ^ a \ o a 0 i ^' ' WM ^�,�� �, 4 1�az� ,_ _ _ ^� ' / ^h I^y°ohm �eYe�G j /,.er, \ Grate, ter= 745.66 k, / // �� Is f +„ Vault ^ �,h,h + �lec. °a-_ 1 �' �`' U9' j fi X s , +^,� ,�/ ,�\ // / }� os� 2 �� X t e LSP In 741.51 ! x / 'b`/ ° /vim �. IMITS OF DISTURBANCE BOX ^ ^a E r a j ice L4 . P)qut- 26 PR. 80'-24"� / i �`f / �a t� G gg / CPP ® 0.5% Cao APPROXIMA TE 46.3E I / \0/ /^ / o + / f ! 1 / s / ,� LOCA TION OF ��° Joys/ /,. / �`� SEWER LATERAL �:.w I / EIe� + ��, F utility , ' - l Q �} of , / /l l / �q• Tele -Comm �� } ^- l / Ex Tele Com Boxgs + k2'° ;,. k i?,. �� i. ;. v EX. ° a Ca w // �aq nOA a=^ r = l I , / ? San. / - 74' ..� ti`s x q` + "- 4�" •a,c - <�....._ a Ci ;S •�• #„ / Ex Grate, T - ^ a� ° b / �.. / \ ,. ;_ < z - 15" CPP In=744.07'* °ab -� ^ Ex. aq.� Ex Frx./} CO Ex „4 ^ 7 ,� �, / 1 00130 l fia\ » ,� WVt,. a. Propane + ` _..-.ti Conc. \ + ., 1, l 18 CPP 0 = 744.E * -_ f l ` Hvoc � Tank g + O r . 4 A }I E . N / / +^ \ Ex. -e a *Limited Aess at Time / Unit a� �� °��+' ` Ex \ 4" CPP + \ f o�E �` k`' / , RELOCATE COMM. \\ Irrigation k' l of Survey* 1 c I 0 i + LINES AS REQ'D \ / ° a a %� ;n v. � 741.20 *7 + Q Ex Con trot �^ \ I -� { ! a / /`� j a Valve ^ `fix. Ex. +^ \ SWM Dec. � \ o Lamp Ex. -�, \APPROXI ATE I + Eke B s L / / �, Trans. Roof jQec. b �` k�'LWER A T10� OF Box ,' OH tx� °~ L TERA ` ' ��'?1( v Ike y 40 '/ a l v -- / •_' \ . ` a / y EX. + i / _ .I/ Ex. h Conc. +� �,f /^� i / Ex. ./ Ex. FF n Ex I y I / '" x / l . Norden 1 b^ 4. STEPHEN CITY 1997, LLC, ET AL. '`-I l 749.96' . °� MATCH EX. '1 "1 f I /' G Area TM 86 -A -102D _ ' 20 SPI 3MILLERS, L.L.C. It PVMT(TYP> NST. #170004707 YP� Ix + I / �c/. F d _ _ / f/ �. 1, 11 ZONED: 62 �, Parcel ID #86 A 102E EX_, ( ��,+ s� N I Q F °lC�n ^k % �7� I } Outlet b 1 + + t "� o�j' J/ �' 744.6 / Ex Bldg. INST. #050017909 \� \ ` I / 5' ( a�, ®a / + ti 2.7235 ACRES;} s IIS ` Ex. Grate, To = 749.16' I ZONED: B 2 147 ^a.2 \ 1 a I T �ti �' �aJ�e, / a + s> \ O + 18" CPP In=744.96' ' o ,a" Ex //+ j't l F I s�v ^1 15" CPP Out= 744.83 / Ex Ex. \ Conc. 1 6 S P I� I Roof fConc. + . I% Ex ' -� l OH ° a + \- + Irrigation � h °0° Q ^ q. Con trot ® +^ + 11 � Valve- /:/' 208 I `r' o ��/ �q ' /` r * I E T PIT BLUE RIDGE HABITAT FOR HUMANITY, INC. # Ex +,` V o F, - �'1r / TM 86-A-111 Ex. 1 Sty. Conc.'''' / OLLAI - �? �• INST. #190005645 Brick Building t + o \ +. \ I ' �` ZONED: RP Ex. l % tom° ° - / I + l'' I . ab 11 _ °° er Lit1 _ .' Z` + �'oYC graj (2) _ :. + �!F+ Ex FF= na � + +'� -IL _ III 750.11 ' ^ass a°�� ; ' I + i l l / I ^ Jr^ + \ / / 711 �� `.\ + Proposed Ex Dl, Top= 75258 �_ °° I o „ , a nc 18 CPP Out= 747.23 III°� / Qa CO a q }a`I� Waterline �1^y Easement PR. EOG Ex Grate, Top= 752.53 `--_ _ a� Ex. San. ,� / / E^a » , t a' a' - Q 15 CPP In= 746.88 a / Top= 748. , - Blanket bili ty Eas men t r 2 0 +> / li� 2 1 �P + N MATCH EX. -�.' 18 CPP In= 746.98 I a� ° E 8 PV In 737.41 k FENCE 160013 58 ^� w / / l FH 18 CPP Out= 746.98 / _ �, g Cis a¢�^ 8 PI Oust= 737.16 4 � / I I r r :. 46.7 � ° OG � Ex Grate To = 749.24 NCR / ,ha V , g I �� f" 747 \^` n ' CPP Out 746.69' % o ^`�` �� •.� } 8' OPAQUE FENCE / �w o \ \. 1 , / Ex MH, Top= 752 99'/{ ^�,.` ° N : a 8" CPP In= 748.59' + o I ^ h ° ^ Q°^ Ex. }P +^ / \ 3'1 ¢ ` \ 1 l.. / + / a� ^ ^a° Conc 8 CPP In= 748.70 �• /+ / \ . / 15 CPP In 747.09 ��� I • �O � ^ ^ • / �� 3 � % / / n 18 CPP Out= 747.04 l l ill �'°h 20 0 20 60 uw 2 ^a� / /1} / / + / / It Al� \ g 2 Ex / Ex. ^�. Gas �c / v �`' Outlet Scale In Feet �^ IIS _ } 5 ' SQ' B \ h'CR = C`C rya/ �q 738 teeters °� a� l + l // / ^<= s o ion Q �' ' 8 P / + ' s lay 1 %F Y r IFS-moo +Ex. / +, / P 1 O I,VTDO R I S P/LAY / h� / f -� t/ Conc. ,/f a s Ex. CO o `11�, ° Ex Gra Gra e, Top= 750.61 / �/ / s Ex. ��`\� \ ^ z 18 CPP In= 746.56 "k' r .:= / 0 ` '. °�/ s utility ta �f �� ° CPP Out= 746.51 . AsPha/ �--Y 5 n / d �� a Pole �� ,!, I .�\ . -� tom% :Ja ..9 „ ��/Il y I O V 0 W O Z g a. U W 0 o_ Z W Z C3 QCL N> o_ Q- � Z D Z I =ZC,3 1 Cj wx00 gh Y J w U W LILI �W LI N W Dw ixV- 0 N a -Ljjo -)0.) N r o U Lr, N N I Vi N N wQ eco co N � z W af3o ,.� w ' � J � 1 W C)0 W 0 � •� CD 2 4-- W Of w L a W o - 0 U U U Z ~ W W Z y .1 0� a00 CL J Z J w Dw z� L Uj Avz o y .1 J N C. LEWIS L . No. 021621 ^v y� `SSIONAL U RVEY: -L 1 RAWN BY: JOB NO. -L 1905001 C) E: DATE: HOWN 2/14/20 HEET: 5/9 DI -1 TOP=743.00 8"0 ORIFICE INV. IN FROM DETENTION=739.00 TOP OF BERM=745.25 100 YEAR W_S_F.=744.11 _i 4• �. 10 YEAR W.S.E.=74246 Ir' 1, 4 YEAR W.S. .=741.35 8"0 VERTICAL ORIFICE DRILLED INTO MANHOLE INVERT=739.00 CULVERT general backfill EXTENSION RON I STEEL PROFILE LBS 143.6 LBS LT INCLUDING 'INCLUDING LUGS CONNECTORS I location marker 24" select chamber in 1 component. SCALE(H) WELD ALL 1" =50.0' CONNECTORS SHALL BE DETERMINED BY THE TO COLLAR 12" All backfill to be compacted to 95% 3. WHEN SPECIFIED ON THE PLANS THE 10 INVERT IS TO BE SHAPED N ACCORDANCE (V) 1 .0 S. FURNISHING AND PLACMNG ALL MATERIALS Stone 12" %SO IN THE BD PRICE FOR THE STRUCTURE, INCLUDED IN THE BD PRICE FOR THE STANDARD general backfill CAST IRON ONLY J PROPOSED STANDARD ST -1. 8. DETAIL B 8• 8• 8'• N U location ... , .,.. 24" select location marker DETAIL A GRADE 24" select marker IN-PLACE. backfill 2 ^8 OTHARE 1 3,. -'I SEE OETAL backfill #4 X 8"' SMOOTH DOWELS AT APPROXIMATELY 12" C -C TO BE U concrete EXISTING GRADE I 745 Q 4" DEPTH AGGR. ,..,,,°.,°,�...°..,. stone CL CPP ® .5% ` 1/2 O.D. 112 O.D. ' L6' stone L > concrete 12" CONCRETE CRADLE CONCRETE ARCH general backfill $" S. A 2"X4" NOTCH MAY 4 PROVIDED iC location marker 24" select ,;•' � backfill SEE STANDARD T--3, 4 FOR :r a D COLLAR 6. 3" DIAMETER j[�� (�{j SEE NOTTEE B P 4 • � 8. ALTERNATE DESIGN. W DIAMETER WEEP HOLE W'TT 12"XY2" _ ;_ EX. UG TEL.______' ~ concrete 6" U IJ CONCRETE ENCASEMENT CPP TRENCH & BEDDING _ - (APPROX LOCATION) _ a MAR18 � 24" n EX 10"0 WATERLI EX. 8" SAN. SEW--_ 4M E WINE DIAMETER 0.03". NNIRR 4 MESH WI cv Rif fV [V (T P=639.90) -_..-----------_ (APPRO ZOCATION� _ __ _ 1i1= e HARDWARE CLOTH ANCHORED FIRMLY TO THE THE STRUCTURE. D �> `a ENO 735 D Z O Q q MA NTAIN 6" MINIM M A o ' A P U) Z = _-__..___------ -._____._ __ ___. _._....__.13J _ CONCRETE IS TO BE 4000 PSI.. SECTION A -A ye raj- - Q.I=r 10. ANY ALTERNATE METHODS OF ANCHORAGE THE OF THE MAY CONCRETE QUANTITIES FOR MIN. W AST R 1 MAY �. SUBST1TlITED FOR THE EAST RON BE SUBSTITUTED LUGS AS SHOWN HEREON. 12'" CONCRETE PIPE - 1.440 CU. APPROXIMATE WEIGHT 15" CONCRETE PIPE - 1,828 CU. YD. �TE 1'/i" i4. CAST NON GATE 383 ± 18 LBS 1L DUMP HIN WASTE UIRED N WATERWAY 18'" CONCRETE WE - 1.620 CU. YD. CONCRETE GRALETTEES�LOINCAT LETTERINGN�LO-MAY 24" caNCRErE PIPE - f N117 cu YD. CONCRETE SECTION C -C SECTION D -D VARY BY MANUFACTURER. SAL FOOT bF DEPTH_ GRATE DETAIL 65 REFERENCE ROADAM BRIDGE ,ND,RDS SWEET 1 OF 1 C141O 0 12" - 24" PIPE: MAXIMUM DEPTH (H) w 10' 233 LLO Z Q,II VIRGINIA DEPARTMENT OF TRANSPORTATION 302 '- Z x > > r iz.,+4 co N /N* 0+00 1 +00 DI -1 TOP=743.00 8"0 ORIFICE INV. IN FROM DETENTION=739.00 TOP OF BERM=745.25 100 YEAR W_S_F.=744.11 _i 4• �. 10 YEAR W.S.E.=74246 Ir' 1, 4 YEAR W.S. .=741.35 8"0 VERTICAL ORIFICE DRILLED INTO MANHOLE INVERT=739.00 40'-18"0 CPP 0 0.6% SLOPE 4 4. Y ,, INSTALL PREFABRICATED END `` �'. • • SECTION 0 OUTLET END INVERT IN=738.94 USE ADS N12 SMOOTHWALL HDPE INVERT OUT=738.70 PIPE OR EQUAL. SWM POND OUTLET STRUCTURE DETAIL NOT TO SCALE O-1 Y2 SECTION CAST IRON -* }+- Yz SECTION STEEL 2'-7" NOTES GAGS GS TO BE � . 1'-3r 1.L 2Y2 " x 2'/2" x V4" I. DEPTH OF INLET (H) TO BE SHOWN ON COLLAR -V. 10`-4" LONG PLANS.STANDARD � DEPTH (#EATI7t THAN IO'USE A - A B OPTION& Fv -2" general backfill 2. THE "H" DIMENSION SHOWN ON THE RON I STEEL STANDARDS AND SPECIFIED ON THE PLANS LBS 143.6 LBS LT INCLUDING 'INCLUDING LUGS CONNECTORS I location marker 24" select chamber in 1 component. APPROXIMATE ONLY FOR ESTIMATING WELD ALL backfill CONNECTORS SHALL BE DETERMINED BY THE TO COLLAR 12" All backfill to be compacted to 95% 3. WHEN SPECIFIED ON THE PLANS THE 10 INVERT IS TO BE SHAPED N ACCORDANCE AND LOCKNUTS. of ASTM D698 maximum density. S. FURNISHING AND PLACMNG ALL MATERIALS Stone 12" INCIDENTAL TO THE SHAPING IS TO BE IN THE BD PRICE FOR THE STRUCTURE, INCLUDED IN THE BD PRICE FOR THE STANDARD 5. general backfill CAST IRON ONLY J general backfill STANDARD ST -1. 8. DETAIL B 8• 8• 8'• N U location ... , .,.. 24" select location marker DETAIL A .... 24" select marker IN-PLACE. backfill 2 ^8 OTHARE 1 3,. -'I SEE OETAL backfill #4 X 8"' SMOOTH DOWELS AT APPROXIMATELY 12" C -C TO BE U concrete LLJJ I PLACED IN ALL AREAS ADJACENT Q 4" DEPTH AGGR. ,..,,,°.,°,�...°..,. stone CL TO ABUTTING CONCRETE TO PREVENT 12" - .Y 6" ` 1/2 O.D. 112 O.D. ' L6' stone L > concrete 12" CONCRETE CRADLE CONCRETE ARCH general backfill $" S. A 2"X4" NOTCH MAY 4 PROVIDED iC location marker 24" select ,;•' � backfill SEE STANDARD T--3, 4 FOR :r a D COLLAR 6. 3" DIAMETER j[�� (�{j SEE NOTTEE B P 4 • � 8. ALTERNATE DESIGN. W DIAMETER WEEP HOLE W'TT 12"XY2" _ ;_ ~ concrete 6" U IJ CONCRETE ENCASEMENT TRENCH & BEDDING _ - g - .1- MAR18 40'-18"0 CPP 0 0.6% SLOPE 4 4. Y ,, INSTALL PREFABRICATED END `` �'. • • SECTION 0 OUTLET END INVERT IN=738.94 USE ADS N12 SMOOTHWALL HDPE INVERT OUT=738.70 PIPE OR EQUAL. SWM POND OUTLET STRUCTURE DETAIL NOT TO SCALE O-1 Y2 SECTION CAST IRON -* }+- Yz SECTION STEEL 2'-7" NOTES GAGS GS TO BE � . 1'-3r 1.L 2Y2 " x 2'/2" x V4" I. DEPTH OF INLET (H) TO BE SHOWN ON COLLAR -V. 10`-4" LONG PLANS.STANDARD � DEPTH (#EATI7t THAN IO'USE A - A B OPTION& Fv _.. 2x4 TOP RAIL - 1x6 BOARD,-, FRONT & BACK TOE NAIL EA. 1 x6 W/2-8d(EA. RAIL) 2x4 MID RAIL - 8'-4x4 POST 0 6' CC 2x4 BOT. RAIL - ATTACH RAILS TO POST W/3-10d(EA. RAIL) 12" DIA. POST HOLE, FILL W/CONC. °I NOTES: U. ALL LUMBER TO BE PRESSURE TREATED YELLOW PINE NO. 2. G. ALL HARDWARE TO BE HOT -DIPPED GALVANIZED. FINISHED SIDE TO FACE ADJACENT PROPERTY. PROPOSED OPAQUE FENCE DETAIL NOT TO SCALE ( //A k1l f � 13.0 b +�� +00 by 1),1 +0.2 X1,1 X1,0' / 13.0 1b.0 '60 ba +Q 2 10 *2,4 '3,1 X3,3 �2 b.1 +0,0 - +2.6 ,2 +6,6 t.00.0 b.i 1Id1 ✓ / / / +0. b.5 / *2,�jc 8 +4,4.5 t//,9 + .1 /+0.2 `OA b.3 lT/ *2, "k l b.0 .0 b.l +0.6/' b.9 / 1:1 +2:7 +3.8 +4\ / +6A 10.j +0.2 b.0 0 b.0 b.o + ' .6 +4,4 +4.\ + .3' `4.1 +3, 1.2 *2 A / b.0 b.0 b. .7 / *3 4-'��,6.2 +3.2 +3.8\.3 +.0 / 4� X\ b.1 +0,3 f0. 6 / *3,0 t,5 +4,9 + +3.3 +3.0 +2.9 ,4 N.2 +0 / b b. '7r +213 +61 17.8 +6,0 3.0 1.7 1,1 +0,9/ +0 % 0& �bJ/./ *3.8 +6.7 *3.2 1,4 1.0 +0 +.6 .9� X1,0 ./+0.0 b.0 1.2 b.8 +0.8 +0.3 +0.1 .0 / +0.0 �/ +0.0 +0.0 l � r /�i .0 b.o b.o . 't;(_�b.o b.o b.o b.o .o d b.o +0.0 �f ILLUMINATION PLAN 30 0 30 Scale in Feet Slice Medium - SLM A07% ,Alm,b.- Outdoor LED Area Light Features & Specifications -2" CAST ! GALV. 2. THE "H" DIMENSION SHOWN ON THE RON I STEEL STANDARDS AND SPECIFIED ON THE PLANS LBS 143.6 LBS LT INCLUDING 'INCLUDING LUGS CONNECTORS I THE OUTFALL PIPE TO THE TOP OF THE _.. 2x4 TOP RAIL - 1x6 BOARD,-, FRONT & BACK TOE NAIL EA. 1 x6 W/2-8d(EA. RAIL) 2x4 MID RAIL - 8'-4x4 POST 0 6' CC 2x4 BOT. RAIL - ATTACH RAILS TO POST W/3-10d(EA. RAIL) 12" DIA. POST HOLE, FILL W/CONC. °I NOTES: U. ALL LUMBER TO BE PRESSURE TREATED YELLOW PINE NO. 2. G. ALL HARDWARE TO BE HOT -DIPPED GALVANIZED. FINISHED SIDE TO FACE ADJACENT PROPERTY. PROPOSED OPAQUE FENCE DETAIL NOT TO SCALE ( //A k1l f � 13.0 b +�� +00 by 1),1 +0.2 X1,1 X1,0' / 13.0 1b.0 '60 ba +Q 2 10 *2,4 '3,1 X3,3 �2 b.1 +0,0 - +2.6 ,2 +6,6 t.00.0 b.i 1Id1 ✓ / / / +0. b.5 / *2,�jc 8 +4,4.5 t//,9 + .1 /+0.2 `OA b.3 lT/ *2, "k l b.0 .0 b.l +0.6/' b.9 / 1:1 +2:7 +3.8 +4\ / +6A 10.j +0.2 b.0 0 b.0 b.o + ' .6 +4,4 +4.\ + .3' `4.1 +3, 1.2 *2 A / b.0 b.0 b. .7 / *3 4-'��,6.2 +3.2 +3.8\.3 +.0 / 4� X\ b.1 +0,3 f0. 6 / *3,0 t,5 +4,9 + +3.3 +3.0 +2.9 ,4 N.2 +0 / b b. '7r +213 +61 17.8 +6,0 3.0 1.7 1,1 +0,9/ +0 % 0& �bJ/./ *3.8 +6.7 *3.2 1,4 1.0 +0 +.6 .9� X1,0 ./+0.0 b.0 1.2 b.8 +0.8 +0.3 +0.1 .0 / +0.0 �/ +0.0 +0.0 l � r /�i .0 b.o b.o . 't;(_�b.o b.o b.o b.o .o d b.o +0.0 �f ILLUMINATION PLAN 30 0 30 Scale in Feet Slice Medium - SLM A07% ,Alm,b.- Outdoor LED Area Light Features & Specifications -2" Ya" x 1"/= xx44' j I Ya" x 4" 2. THE "H" DIMENSION SHOWN ON THE STRUCTURE, STANDARDS AND SPECIFIED ON THE PLANS PLAN WILL BE WASURED FROM THE INVERT OF DHE WELDED THE OUTFALL PIPE TO THE TOP OF THE JOINT STRUCTURE. PLAN "H" DIMENSIONS ARE chamber in 1 component. APPROXIMATE ONLY FOR ESTIMATING WELD ALL PURPOSES AND THE ACTUAL DIMENSIONS CONNECTORS SHALL BE DETERMINED BY THE TO COLLAR CONTRACTOR FROM FIELD CONDITIONS. =' L 3. WHEN SPECIFIED ON THE PLANS THE 10 INVERT IS TO BE SHAPED N ACCORDANCE AND LOCKNUTS. WITH STANDARD IS -1. THE COST OF S. FURNISHING AND PLACMNG ALL MATERIALS LETTERING INCIDENTAL TO THE SHAPING IS TO BE IN THE BD PRICE FOR THE STRUCTURE, INCLUDED IN THE BD PRICE FOR THE _.. 2x4 TOP RAIL - 1x6 BOARD,-, FRONT & BACK TOE NAIL EA. 1 x6 W/2-8d(EA. RAIL) 2x4 MID RAIL - 8'-4x4 POST 0 6' CC 2x4 BOT. RAIL - ATTACH RAILS TO POST W/3-10d(EA. RAIL) 12" DIA. POST HOLE, FILL W/CONC. °I NOTES: U. ALL LUMBER TO BE PRESSURE TREATED YELLOW PINE NO. 2. G. ALL HARDWARE TO BE HOT -DIPPED GALVANIZED. FINISHED SIDE TO FACE ADJACENT PROPERTY. PROPOSED OPAQUE FENCE DETAIL NOT TO SCALE ( //A k1l f � 13.0 b +�� +00 by 1),1 +0.2 X1,1 X1,0' / 13.0 1b.0 '60 ba +Q 2 10 *2,4 '3,1 X3,3 �2 b.1 +0,0 - +2.6 ,2 +6,6 t.00.0 b.i 1Id1 ✓ / / / +0. b.5 / *2,�jc 8 +4,4.5 t//,9 + .1 /+0.2 `OA b.3 lT/ *2, "k l b.0 .0 b.l +0.6/' b.9 / 1:1 +2:7 +3.8 +4\ / +6A 10.j +0.2 b.0 0 b.0 b.o + ' .6 +4,4 +4.\ + .3' `4.1 +3, 1.2 *2 A / b.0 b.0 b. .7 / *3 4-'��,6.2 +3.2 +3.8\.3 +.0 / 4� X\ b.1 +0,3 f0. 6 / *3,0 t,5 +4,9 + +3.3 +3.0 +2.9 ,4 N.2 +0 / b b. '7r +213 +61 17.8 +6,0 3.0 1.7 1,1 +0,9/ +0 % 0& �bJ/./ *3.8 +6.7 *3.2 1,4 1.0 +0 +.6 .9� X1,0 ./+0.0 b.0 1.2 b.8 +0.8 +0.3 +0.1 .0 / +0.0 �/ +0.0 +0.0 l � r /�i .0 b.o b.o . 't;(_�b.o b.o b.o b.o .o d b.o +0.0 �f ILLUMINATION PLAN 30 0 30 Scale in Feet Slice Medium - SLM A07% ,Alm,b.- Outdoor LED Area Light Features & Specifications -2" Ya" x 1"/= xx44' j I Ya" x 4" RoHS ARRA c as STRUCTURE, Dimmable PLAN L 2. STUD SHEAR ' CONNECTORS 4. IN THE EVENT THE INVERT OF THE (GRATE REMOVED) f t SEE DETAIL • chamber in 1 component. OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF TSTRUCTURE, ERT HE INV 0.0 I" • Proprietary silicone refractor optics provide exceptional coverage and uniformity in IES Types 2, 3, 5W, FT and FTA. Product WITH THE CHAT R TO PREVENT a N =' L SECTION B'B COLLAR DETAIL t " MIN RAISED 10 STANDING OR POtDNG OF WATER IN THE STRUCTURE. THE COST OF FURNISHING TO IPLACING NLET SHAPE ISTOBE INCLUDED AND LOCKNUTS. 3" ABOVE S. T&B #3 GND. CLAMP. LETTERING 6° IN THE BD PRICE FOR THE STRUCTURE, DIMENSIONS FOR DUMP NO WASTE DRAINS TO WATERWAYS 5. STEPS ARE TO BE PROVED WHEN H IS 41-(Y* OR GREATER. FOR DETAILS SEE CAST IRON ONLY J 8. STANDARD ST -1. DETAIL B 9. VERTICAL REBARS 6 #6 TIE VERTICAL BARS TO TIE N U 6, THIS ITEM MAY BE PRECAST OR CAST - DETAIL A p l CHAMFER EDGES ARE REQUIRED AT BASE. IN-PLACE. 4'-2" 2 ^8 OTHARE 1 3,. -'I SEE OETAL 7. #4 X 8"' SMOOTH DOWELS AT APPROXIMATELY 12" C -C TO BE U - LLJJ I PLACED IN ALL AREAS ADJACENT Q 4" DEPTH AGGR. ,..,,,°.,°,�...°..,. CL TO ABUTTING CONCRETE TO PREVENT /�N68, N78 OR SETTLEMENT. IN LIEU OF DOWELS > NS x 6 WIDTH A 2"X4" NOTCH MAY 4 PROVIDED iC • ,;•' � SEE STANDARD T--3, 4 FOR :r a D COLLAR ' 3" DIAMETER j[�� (�{j SEE NOTTEE B 8. ALTERNATE DESIGN. W DIAMETER WEEP HOLE W'TT 12"XY2" _ ;_ t2"' U IJ + PLASTIC HARDWARE CLOTH MESH GALVANIZED ED STEEL WIW= _ - g - 12'"-15"-18" � 24" n 4M E WINE DIAMETER 0.03". NNIRR 4 MESH WI cv Rif fV [V a? M � e U HARDWARE CLOTH ANCHORED FIRMLY TO THE THE STRUCTURE. D �> `a ENO D Q fH. RACE N CAST N PLACE CONCRETE IS TO FE A o ' A P CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE 4000 PSI.. SECTION A -A ye raj- - Q.I=r 10. ANY ALTERNATE METHODS OF ANCHORAGE THE OF THE MAY CONCRETE QUANTITIES FOR MIN. SEE DETAIL B IF DEPTH Equonamonum AST R 1 MAY �. SUBST1TlITED FOR THE EAST RON BE SUBSTITUTED LUGS AS SHOWN HEREON. 12'" CONCRETE PIPE - 1.440 CU. APPROXIMATE WEIGHT 15" CONCRETE PIPE - 1,828 CU. YD. �TE 1'/i" i4. CAST NON GATE 383 ± 18 LBS 1L DUMP HIN WASTE UIRED N WATERWAY 18'" CONCRETE WE - 1.620 CU. YD. CONCRETE GRALETTEES�LOINCAT LETTERINGN�LO-MAY 24" caNCRErE PIPE - f N117 cu YD. CONCRETE SECTION C -C SECTION D -D VARY BY MANUFACTURER. SAL FOOT bF DEPTH_ GRATE DETAIL STANDARD DROP INLET REFERENCE ROADAM BRIDGE ,ND,RDS SWEET 1 OF 1 REVISION DATE 12" - 24" PIPE: MAXIMUM DEPTH (H) w 10' 233 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 _.. 2x4 TOP RAIL - 1x6 BOARD,-, FRONT & BACK TOE NAIL EA. 1 x6 W/2-8d(EA. RAIL) 2x4 MID RAIL - 8'-4x4 POST 0 6' CC 2x4 BOT. RAIL - ATTACH RAILS TO POST W/3-10d(EA. RAIL) 12" DIA. POST HOLE, FILL W/CONC. °I NOTES: U. ALL LUMBER TO BE PRESSURE TREATED YELLOW PINE NO. 2. G. ALL HARDWARE TO BE HOT -DIPPED GALVANIZED. FINISHED SIDE TO FACE ADJACENT PROPERTY. PROPOSED OPAQUE FENCE DETAIL NOT TO SCALE ( //A k1l f � 13.0 b +�� +00 by 1),1 +0.2 X1,1 X1,0' / 13.0 1b.0 '60 ba +Q 2 10 *2,4 '3,1 X3,3 �2 b.1 +0,0 - +2.6 ,2 +6,6 t.00.0 b.i 1Id1 ✓ / / / +0. b.5 / *2,�jc 8 +4,4.5 t//,9 + .1 /+0.2 `OA b.3 lT/ *2, "k l b.0 .0 b.l +0.6/' b.9 / 1:1 +2:7 +3.8 +4\ / +6A 10.j +0.2 b.0 0 b.0 b.o + ' .6 +4,4 +4.\ + .3' `4.1 +3, 1.2 *2 A / b.0 b.0 b. .7 / *3 4-'��,6.2 +3.2 +3.8\.3 +.0 / 4� X\ b.1 +0,3 f0. 6 / *3,0 t,5 +4,9 + +3.3 +3.0 +2.9 ,4 N.2 +0 / b b. '7r +213 +61 17.8 +6,0 3.0 1.7 1,1 +0,9/ +0 % 0& �bJ/./ *3.8 +6.7 *3.2 1,4 1.0 +0 +.6 .9� X1,0 ./+0.0 b.0 1.2 b.8 +0.8 +0.3 +0.1 .0 / +0.0 �/ +0.0 +0.0 l � r /�i .0 b.o b.o . 't;(_�b.o b.o b.o b.o .o d b.o +0.0 �f ILLUMINATION PLAN 30 0 30 Scale in Feet Slice Medium - SLM A07% ,Alm,b.- Outdoor LED Area Light Features & Specifications Label iP66 RoHS ARRA c as Optical System • State -of -the -Art one piece silicone optic sheet delivers industry leading Dimmable wrwetess c="" COPAALiANT rundmAComPlydm LISTEe optical control with an integrated gasket to provide IP66 rated sealed optical ALL CALC POINTS Illuminance Fc chamber in 1 component. USA 0.0 N.A. • Proprietary silicone refractor optics provide exceptional coverage and uniformity in IES Types 2, 3, 5W, FT and FTA. Product Dimensions W •Silicone optical material does not yellow or crack with age and provides a 16" typical light transmittance of 93%. 1 1 (407mm) • Zero uptight. 415116" - • Available in 5000K, 4000K, 3000K, and 2700K color temperatures per ANSI (126mm) _ C78.377. Also available in Phosphor Converted Amber, consult factory for availability. • Minimum CRI of 70.Optional80 CRI available, consult facto ryfor lead time. 28.11116° (729mm) • Integral Louver (IL) option available for improved back -light control without sacrificing street side performance. See page 5 for more details. Electrical 22mm1 1 High-performance e.88" ormance driver features over -voltage, under -voltage, short-circuit / and over temperature protection. 1.2" (30mm) • 0-10V dimming (10% -100%) standard. ----, • Standard Universal Voltage (120-277 Vac) Input 50/60 Hz or optional High - 2.'1 (61mm) Voltage (347-480 Vac). • L80 Calculated Life: >100k Hours (See Lumen Maintenance on Page 3) • Total harmonic distortion: <20% • Operating temperature: -40"C to +50°C (-40"F to +122"F). 42L lumen package rated to +40°C. • Power factor: >.90 FmTrMTTrrm • Input power stays constant over life. • Field replaceable surge protection device meets a minimum Category C Low operation (per ANSI/IEEE C62.41.2). r • High -efficacy LEDs mounted to metal -core circuit board to maximize heat dissipation • Terminal block provided accepts up to 10ga wire. - IMS ration sensor • Components are fully encased in potting material for moisture resistance. Driver complies with FCC standards. Driver and key electronic components can easily be accessed. Bottom View Tap View I -S] Industries Inc. 10000 Alliance Rd. C innati OH 45242 - vn wlsl-Industriescom • (51.3) 372-3200 • Ot_SI Industries Inc. Ali Rights Reserved. Luminaire Schedule Symbol Qty Label Arrangement Description LLF Lumens/Lamp Arr. Lum. Lumens Arr. Watts -® 2 A SINGLE SLM-LED-30L-SIL-FT-50-70CRI- SINGLE- 16'P❑LE+2'BASE 1.000 N.A. 31739 248.6 0.375" X 6"0 CONCRETE - FILLED STEEL PIPE, PAINT YELLOW FINISHED GRADE -18" DIA. CONCRETE(3000 PSI) BOLLARD DETAIL NOT TO SCALE Calculation Summary Label CalcType Units Avg Max Min Avg/Mln Max/Min ALL CALC POINTS Illuminance Fc 1.72 11.1 0.0 N.A. N.A. CG -6R COMBINATION 6" CURB & GUTTER REVERSED NOT TO SCALE T&C 8" 21-A COMPACTED SUBGRADE PRIME COAT AND DOUBLE SEAL COAT TREATMENT: PRIME: $/ INITIAL FINAL L SEAL: EA L: #8 88 AGGREGATE GR G TE ®78 AGGREGATE ®25 0 LBS YY VYISY T H CRS -2 SS 22 ® 0 .30 G LUSYY Y TAR & CHIP PAVEMENT DETAIL NOT TO SCALE APPLY THE PAVEMENT SECTION TO THE STORAGE AREA. HEAVY 1-1 /2; SM -9.5A 3 BM -25.0 8" 21-B-� COMPACTED SUBGRADE ASPHALT PAVEMENT DETAIL NOT TO SCALE APPLY THE PAVEMENT SECTION TO THE ACCESS ROAD. POLE` O HANDHO 3 GROU CHAMFER EDGES in b 3/4'x10' GND ROD LE T 0 KEYED NOTES: 1. 1" OR AS NOTED (INSTALL ON MIN. 6" SAND BED C� 3ao> WITH MIN. 6" SAND COVER BEFORE BACKFILL QO CONDUIT SHALL BE FULL WEIGHT SCHEDULE 4 PVC) 2 Z 2. CLASS "C" CONCRETE. 0U 3. PROVIDE GROUND LUG IN BASE BOLTED TO BASE 4 FX o PLATE. GROUND SHALL BE MIN. #10 SOLID. W 4. BASE COVER OVER GALVANIZED WASHERS. NUTS, 10 � •3 AND LOCKNUTS. 3" ABOVE S. T&B #3 GND. CLAMP. FINISHED GRADE 6° 1/2" EMT OR PVC FOR GROUND WIRE. ° •+ -, W 7. 4 -ANCHOR BOLTS, GALVANIZED. J 8. TIE LOOPS 7 #4 SPACE O 12" C/C. # 9. VERTICAL REBARS 6 #6 TIE VERTICAL BARS TO TIE N U 0 LOOPS. O 10. CHAMFER EDGES ARE REQUIRED AT BASE. 11 24" MINIMUM RADIUS EXTEND 3/4" MAXIMUM 4 -MIN. ABOVE FOUNDATION; NUMBER OF CONDUITS PER PLAN, 1" MINIMUM, OR AS NOTED. 12. CONDUIT STUB OUT FOR GROUND WIRE CONNECTION. 13. DIAMETER BOLT CIRCLE PER FIXTURE MFGR. 14. REBAR CAGE. 15. ANCHOR BOLTS. 72" 16. CONCRETE BASE SHALL BE ROUND. Ile SECTION VIEW &-\ 4 /--`1 TV D i` A 1 LIGHT POLE BASE DETAIL FOR 16' POLE I I I L- P9 J SCALE: NTS PLAN VIEW ,Prot istade 1r IM) ME �J Z og Z 0- 00 - OO U Z N J Z U W J F- 1 -- ■ Z W Z C� 3ao> QO 1 2 Z aZ I O In0- 0U WWY E JW �cf) FX o NM W Cl)(� NL0 N U W O � •3 I..L ■ ■ o N LL E ■� W�- F- o Cfl NM O U Cl)(� NL0 N ` � � •3 I NLLI N Q Z <Z `°� ° •+ -, W o ...� J w' ��@ # W of W N U 0 C`- •� O tY W L �O LLIZ O O O Z U ~ W LLJJ Q 00 CL In Z J W _jW n1d1111k Cn Z Z ML OU W vT F v 1 l� �� I � J C. LEWIS 9 No. 021621 SSIONAL SURVEY: C.I.: P -L NA DRAWN BY: JOB NO. P -L 1905001 SCALE: DATE: SHOWN 2/14/20 SHEET: 6/9 / �= 748.94' l 741.44' 7'x.26_ _ _ TEx. G, ofe,_Tp�_ , l 24" CPP In- 7 ,i 24 " 70u t= 04 ecce 2 It f OP Ex. Ex. 1 Ex. ?4 CPP Inv.741.20' Roof ��\APPROXIYA LE,,,,- I OH OCA TION OF\ L11/ 6EWER L41 TERA a I �lEx. I Conc� Ex. W L ell lollard Ii40 I Ex. E,r Dec. Outlet 1 Fa I o \ Ex. O "r. \ Conc. (COnc o Ex. San. MH Top= 748.16' 8" PV Inj 737.41' 8" PIC Outs 737.1 14.5. / 24" CPP Outj 737.18' �t�\l — 736.02 / / /4 6' \ D'C� tL 735.87' Ex. San. M, Top= 740.07 6" PVC In= 7, 8" PVC In= T 8" PVC out= ; �\\\ �, 111j/ I // !� / � Ex. � ' 1 1 ' 1 /� // / / / \ Bollard(40 1 �� WVDU PS oco' I � Enclosure X. Ex: Ex. l lFH E wv wy v� 7 l �. �w— F I -fEx. W l X. / �� Vault V / / / // O / / ped Pro send ( Waterline O I / `! V I t u Easement .//xt16/ /'Ile1 a /1% /* Lamp �v SFt G APPROXIMA TE L OCA TION OF m B N / SEWER LATERAL a Ex\,Ug. Tele—Comm Ex. 1 San. / CO Ex. Dec. � \ Trans. A (8)�d� � Ex. 6 (7) JV I / / I -,,z- MAINTAIN 10' �Q 41 7 ET FROM PLANTS TO WL — Blanket (Jtllity Easement / , f Ex. / a \� 7nsri 160013058 p / �Q �FH �. CL . . \ A 01 - (6)CV / ° / (10)VR / Elec. / 20 0 20 Outlet Scale in Feet 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. LANDSCAPE BUFFER/SCREEN PLANT LIST KEY QTY. BOTANICAL NAME COMMON NAME SIZE SPACING REMARKS AR 10 Acer rubrum Red Maple 2" Caliper see plans Deciduous Tree BN 10 Betula nigra River Birch 1" Caliper 8' o.c. Deciduous Tree CV 10 Chionanthus virginicus Fringetree 1" Caliper see plans Deciduous Tree CL 15 Cupressocyparis x leylandi Leyland Cypress 4' height 8' o.c. Evergreen Tree JV 15 Juniperus virginiana Burkii Burk Eastern Redcedar 4' height 6' o.c. Evergreen Tree PS 10 Pinus strobus Eastern White Pine 4' height see plans Evergreen Tree PA 10 Prunus americana American Plum 1" Caliper see plans Deciduous Tree VR 20 Viburnum rhytidophyllum Leatherleaf Viburnum 18" height 4' o.c. shrub WF 22 Weigela florida 'Wine and Roses' Wine and Roses Weigelo 18" height 4' a. c. shrub ALL SIZES INDICATE PLANT HEIGHT AT TIME OF PLANTING LANDSCAPE REQUIREMENTS 2.7235 ACRE PARCEL: Parcel Greenspace Required: 15% or 17,795 sq. ft. Parcel Greenspace Provided: 18.5% or 22,000 sq. ft. Parking Lot Landscaping: (NO NEW PARKING PROPOSED) Zoning District Buffers/Screening: B2 against RP: 25' inactive and 25' active buffer required Required Landscaping: Full Screen Provided 6' high opaque fence 10' landscape easement with 3 plants per 10 linear feet including 1/3 deciduous trees, 1/3 evergreen trees, 1/3 shrubs Buffer length: 472' Plants Required: 142 NOTE: CONTRACTOR TO REGRADE, SOD OR HYDROSEED AND STRAW MULCH ALL AREAS DISTURBED AS A RESULT OF THEIR WORK. (2) UPRIGHT STAKES TO BE USED ON TREES UP TO 12' HGT. LARGER TREES TO BE GUYED. TREE WRAP MAIN TRUNK RUBBER HOSE 2"x2" HARDWOOD GUY STAKE - 2 PER TREE 12 GAUGE GALVANIZED WIRE -DOUBLE STRAND TWISTED 4" MULCH 3" SAUCER AROUND TREE EXISTING GRADE ,, ��` ti` ti \ A \ Z � QCL C. -� OZ SOIL MIX =US<Z Cf) 0 WW Y 2Fr ..JH �Cn O COMPACTED MOUND TO PREVENT o W C6 TREE FROM SETTLING - 6" MIN. HGT. U W 3 O UPRIGHT STAKES EXTENDED TO W oQ N N ��1 FIRM BEARING az REMOVE TOP 1/3 OF ALL BURLAP & W ROPE FROM ROOT BALL. o C) v TREE PLANTING w' ��� SECTION 1 W NOTE: PLANT SPACING VARIES -(SEE PLANS) - PRUNE ALL BROKEN, DISEASED, AND WEAK BRANCHES. ALL SHRUB BEDS TO BE COMPLETELY EXCAVATED OF ALL EXISTING SOIL TO REQUIRED DEPTH AND BACKFILLED W/ REQUIRED SOIL MIX. MULCH TO BE 3" DEPTH COMPLETELY REMOVE ALL STRINGS, RIBBONS, AND TAGS FROM PLANT. REMOVE TOP 1/3 OF ALL BURLAP FABRIC AROUND ROOT BALL. SCARIFY ROOTS ON POT ' BOUND PLANTS. COMPACT SOIL TO 85% AT OPTIMUM MOISTURE CONTENT SHRUB PLANTING BED SECTION V Z -� ti \ A \ Z � QCL C. -� OZ N =US<Z Z 4g CL a. U 0 Z w J H d Z P -L 1905001 Z � QCL C. -� OZ N =US<Z Cf) 0 WW Y 2Fr ..JH �Cn O a" o W C6 Ir LA_ U W 3 O o' a W oQ d JOB NO.: P -L 1905001 J O SHOWN 2/14/20 � N O a" U C6 0 W oQ N N ��1 N az W ; i-, Of o C) v J w' ��� 1 W U ~ cO L E O W W' W Q = a 'N I• O O O U Mi C) ~ W W f� r a00 a I 0 U O W O I ON Z J W _JW z� 0 TH F v l J C. LEWIS No. 021621 w. 1 SS .ZONAL _ SURVEY: P -L C. I.: 1' DRAWN BY: JOB NO.: P -L 1905001 SCALE: DATE: SHOWN 2/14/20 SHEET: 7/9 t a!►. Ex .4 Canai ' r Ex y Cone �ollard Ex IEx. Dec. COnc. I I \Outlet Ex I. x. \ Conc. X. Inc. / ! I 1 I I / 1 A-5 I Y------_-- / 1% x - - Propost'd < ( Waterline ff / Vdbift / Eaie_ en) ,6 / / T�o�FIMITS OF DISTURBANCE ��\� � Pre-ReDevelopment Land Cover (acres) -� Ex.,Ug. Tele -Comm A Soils I 3% DITCH SECTWON \ 'Forest/openS acres undisturbed, P� (acres) citectedforest/open saceorreforested Managed Turf (acres) -- disturbed, graded \ '.for ards or otherturf to be \ \ \ • \ \ ;Impervious Lover (acres) Ex. Elec. \ \ t Trans. \i Past -Development Land Cover (acres) A Soils Forest/open Space (acres) -- undisturbed, tprotectedforestlopens ace or reforested `Managed Turf (acres) -- disturbed, graded ifor ards or otherturfto be l F Ex Bldg. ImpervrousCover(acres) �°� / `Araat trtiectc ` c>tc. u ;Constants ;Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 4 0•i8 / Ex. ' 30 Scale in Feet SURFACE AREAS MAP STORMWATER QUALITY NARRATIVE The Virginia Runoff Reduction Method -Re -Development will be used to determine water quality requirements. Water quality will be addressed by the purchase of nutrient credits. The total disturbed area of the project is 0.78 acres including 0.39 acres of impervious and 0.39 acres of turf as shown on the Surface Areas Map. Based on the total disturbed area of the project, the total phosphorous load reduction for this project is 0.70 Ib.yr. Glenowen Farm Nutrient Bank 34453 Williams Gap Rd Round Hill, VA 20141 703-615-7162 March 80`, 2020 John Lewis Painter -Lewis, P.L.C. 817 Cedar Creek Grade, Suite 120 Winchester, VA 22601 Re: Credit Availability (Miller Hardware- Stephens City, VA) 0.70 Phosphorus Reduction Offset Credits Glenowen Farm Nutrient Bank Loudoun County, Virginia Located in HUC 02070008 Dear Mr. Lewis, This letter is to confirm the availability of authorized phosphorus reduction credits at the the Glenowen Farm Nutrient Bank located in Loudoun County, VA, Hyrdrologic Unit Code 02070008, which per state law allows us to service Virginia 8 Digit Hydrologic Unit Code (HUC) 02070010. The nutrient reductions resulting from this activity generated nonpoint source Nutrient "Credits" which are transferable to those entities requiring nutrient reductions in accordance with the Chesapeake Bay Watershed Nutrient Credit Exchange Program (VA Code § 62. 1-44. 19:14) and the Virginia Stormwater Credit Program (VA Code § 62. 1-44. 15:35). On September 5tn, 2018, Glenowen Farm Nutrient Bank was authorized to Transfer 20.09 pounds of phosphorus Credits. We currently have availability to supply 3.96 lbs. of phosphorus Credits to meet your removal requirement of 0.70 Credits. These credits are available in accordance with the Nonpoint Nutrient Offset Generation Certification dated September 5, 2018. These credits are transferrable under the Nutrient Reduction Implementation Plan dated August 2011 and last revised in February 2012 that was authorized by the Virginia Department of Environmental Quality of March 2, 2012. If I can be of further assistance please do not hesitate to contact me. Sincerely, Andrew Norman Project Assistant =Annual Rainfall (inches) 43 Listed Forest/Open Space Cover (acres) moo Weighted Rv(forest) (10(1 % Forest 4r Managed Turf Cover (acres) 07&; Weighted Rv(turf) 30 I Impervious Cover (acres) I Qoa data input cells' constant values calcLdation cells Check. SMP Design Specifications List: 2013 Draft 5tds & Specs \ Linearproject? No Land cover areas entered correctly? Total disturbed area entered? t Pre-ReDevebpment Listed Forest/Open Space Cover (acres) moo Weighted Rv(forest) (10(1 % Forest 4r Managed Turf Cover (acres) 07&; Weighted Rv(turf) _ % % Managed Turf tr1D76 30 I Impervious Cover (acres) I Qoa data input cells' constant values calcLdation cells Check. SMP Design Specifications List: 2013 Draft 5tds & Specs \ Linearproject? No Land cover areas entered correctly? Total disturbed area entered? t • . Olivia, a 1.7 4 ACRES ; 0.02 0.03 D Soils Totals B sods c Soils Al 4r 0.22 0.25 Impervious Cover _ % Y 0.95 ■'■', a almialallialmiall 0 X72." ' 0.38 6a9C 745.RJ 0.78 0«02 74520 � `-� - � ■,�,�,� � � • 00 0.07 744 JOB NO.: 0e09 14340 - win, 4 712 DATE: 1■ Retgheess SepmeN. DermM1-1 % C --: Stag Srztlu+ Totals^ B sods C Soik D Soils -21 ■1 rl•'lw' •'z .t ! • ■ r ■r EImetion Range +._. !o 74: OC It Fbw Area -hel.Dep" o.n It =Nene; P11-1er 066 M Cfiica'!Sbpe LOP W11h 1 e:, 5,'_3 It I D.VlC ._.__ [13^, C 114 I; C t 10,(nth "WON 1:t9-. ).1 PM 27 Skmons Comparcy VW, Supe 200 W Watertown. CT 06795 tt A-1.20176}1606 Page of 2 C_8 t 0.39 `0.39 0.78 A Soils B Soils C Soils D Soils • . Olivia, a 1.7 4 ACRES ; 0.02 0.03 D Soils Totals B sods c Soils 0.15 ` �� .. a lalma 0.22 0.25 Impervious Cover 0.95 0.95 0.95 ■'■', a almialallialmiall V) cN 0 X72." ' 0.38 6a9C 745.RJ 0.78 0«02 74520 � `-� - � ■,�,�,� � � • 00 0.07 744 JOB NO.: 0e09 14340 O. i2 r 1 DATE: pad+ 746.013 Retgheess SepmeN. DermM1-1 % C --: Stag Srztlu+ Totals^ B sods C Soik D Soils -21 Results •'z .t Fleva P-ge TBI Depen FLOW a -ea : T3 ft' EImetion Range 0.39 `0.39 0.78 A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Tur' 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 %Impervious Worksheet for 1.25% DITCH 10 YEAR ^�oect bescrpx or 1•i,� 'i Cara. Total Site Area (acres) 1x til .ei Supt t>E 3!# SiteRv ctamal5 Oe 0 Treatment volume and Nutrient Load 606 Pre-ReDevelopment Treatment Volume Q.OfA3 V) cN 0 X72." ' (acre -ft) 6a9C 745.RJ 4500 0«02 74520 Pre-ReDevelopnent Treatment Volume (cubic feet) Pre-ReDevelopment TP Load 101 Pre-ReDevelopment IT Load per acre , , e (IblacreA,r) Baseline TP Load (1b/yr) (OAiibs/acrelyr applied to pre -redevelopment area excluding pervious land proposed for nes, impervious cover) Adjusted .and Cover Sumriciry. Pre ReDeveiope lent land cover minus pervious fond cover f/orEsVOP r^ SPO Ce or m onoged lu rfj acreage pr000seri }or new imaervraus c over. tal Ad1fusted toacreage is consistent with Post-ReDevacipment acre aP_ (minus acreage of new tmpervious cover). Coturnn ( 5hows load reduction regunement'or new lmpery€ous cover /'based" on n ew development Food fr3tt. 0.41 ibs,''acre%year'. Nitrogen Loads (Informational Purposes Only) Final Post -Development TN Load Pre-ReDevelopment TN Load 2.ef1 (Post-ReDevelopment & New 7A4 (Ib/yr) Impervious) (Ib/yr) 012 /100 0 I 10 / / \ %� 1616%j6�-,J CONTRIBUTING DRAINAGE AREA TO DITCH Scale in Feet T / Ex i s% / �/ vault - !a Lamp � / o � I#1 r \ / Ek 1 ` / // Vic/ r / 4. Worksheet for 3% DITCH 2 YEAR Ex.`Ug. T.% -Comm 3% DITCH SECi�DH \ Ex \\, Trans. / # Ex, Garden Area i' Ex. Bldg. I / ' 25% DITCH AEI IOH 30 0 30 � t 1 Scale in Feet DITCH CROSS SECTION LOCATIONS .-.qEU :'lese••iptiue Worksheet for 1.25% DITCH 10 YEAR ^�oect bescrpx or 1•i,� 'i Cara. ' Matron M ,C F-0, .ei Supt 1:epth •.. •.. ctamal5 Oe 0 S t L`efh't-5 606 Sect- Definit x �agPn,•I1 V) cN FI .-e1-0ft) FA 6a9C 745.RJ 4500 0«02 74520 U W 0 00 0.07 744 JOB NO.: 0e09 14340 O. i2 741 00 Adjusted .and Cover Sumriciry. Pre ReDeveiope lent land cover minus pervious fond cover f/orEsVOP r^ SPO Ce or m onoged lu rfj acreage pr000seri }or new imaervraus c over. tal Ad1fusted toacreage is consistent with Post-ReDevacipment acre aP_ (minus acreage of new tmpervious cover). Coturnn ( 5hows load reduction regunement'or new lmpery€ous cover /'based" on n ew development Food fr3tt. 0.41 ibs,''acre%year'. Nitrogen Loads (Informational Purposes Only) Final Post -Development TN Load Pre-ReDevelopment TN Load 2.ef1 (Post-ReDevelopment & New 7A4 (Ib/yr) Impervious) (Ib/yr) 012 /100 0 I 10 / / \ %� 1616%j6�-,J CONTRIBUTING DRAINAGE AREA TO DITCH Scale in Feet T / Ex i s% / �/ vault - !a Lamp � / o � I#1 r \ / Ek 1 ` / // Vic/ r / 4. Worksheet for 3% DITCH 2 YEAR Ex.`Ug. T.% -Comm 3% DITCH SECi�DH \ Ex \\, Trans. / # Ex, Garden Area i' Ex. Bldg. I / ' 25% DITCH AEI IOH 30 0 30 � t 1 Scale in Feet DITCH CROSS SECTION LOCATIONS .-.qEU :'lese••iptiue Worksheet for 1.25% DITCH 10 YEAR ^�oect bescrpx or 1•i,� 'i Cara. ' Matron M ,C F-0, .ei Supt 1:epth •.. •.. ctamal5 Oe 0 S t L`efh't-5 606 Sect- Definit x �agPn,•I1 V) cN FI .-e1-0ft) FA 6a9C 745.RJ 4500 0«02 74520 U W 0 00 0.07 744 JOB NO.: 0e09 14340 O. i2 741 00 DATE: pad+ 746.013 Retgheess SepmeN. DermM1-1 Rougt a Sev,,eht Derr -nitons C --: Stag Srztlu+ EhiliN stOh. Rpgh- COe14- eMinq S(m,,p Ro1rc,+•tness. COe'fce:8 !Oa ae 74>C' -21 Results •'z .t Fleva P-ge TBI Depen FLOW a -ea : T3 ft' EImetion Range +._. !o 74: OC It Fbw Area -hel.Dep" o.n It =Nene; P11-1er 066 M Cfiica'!Sbpe LOP W11h 1 e:, 5,'_3 It I D.VlC ._.__ [13^, C 114 I; C t 10,(nth "WON 1:t9-. ).1 PM 27 Skmons Comparcy VW, Supe 200 W Watertown. CT 06795 tt A-1.20176}1606 Page of 2 C_8 t c u. 1 .pe o _3 ., i vei-ty 3.2 r„s vel-ty Head Spec[fic Energy >>^ Frnude Nurnbs; is FI_ ^rye Supe'ui!irfil Benttay BysMms.lnc. NaeN4tl Me1na0s &oOPMn Center Betsey PtaN#4a51er (08.0 i.066.011j 6I3R0M 1�2]:1]PM 270iemens Com,,any 0 -tune 200W Watertown. CT 06785 USA f120Y763-1606 Page 1 or 2 NEW DITCH DATA _ Worksheet for 1.25% DITCH 10 YEAR ^�oect bescrpx or Z ' Matron M ,C F-0, 1:epth Input Data ctamal5 Oe 0 O.scharpe 606 Sect- Definit x V) cN Ln FA 6a9C 745.RJ F 0«02 74520 U W 0 0+04 745 00 0.07 744 JOB NO.: 0e09 14340 y ' 0.12 74400 DATE: 0+14 745 00 N U 0*16 74600 Rougt a Sev,,eht Derr -nitons C St54o:t EhiliN stOh. Rpgh- COe14- i E o acn.-_ (0.00 74500) IG. 1674&00Y 00.30 Results - N -W Depth. •'z .t Fleva P-ge 743.441074600 t1 FLOW a -ea : T3 ft' Wened Perzm r 578 It Top W h 5 60 R -hel.Dep" o.n It Cntls`eI Depth 066 M Cfiica'!Sbpe 001952 P!^ 1 e:, M „N VeWcN Head ._.__ [13^, Bomley Syst<m4, M:. Naeiletl Me0b0a io4elon CMt<r B<n[ky PX>wMAztrr i08.Ot Obe.09j "WON 1:t9-. ).1 PM 27 Skmons Comparcy VW, Supe 200 W Watertown. CT 06795 tt A-1.20176}1606 Page of 2 The contributing drainage area to the new ditch created by the installation of the SWM facilty is about 1.74 acres. Design storm peak flows can be estimated using the rational method: Q=cia and a 10 minute time of concentration. Existing stormwater management facilities within the CDA have been ignored. As shown in the data above, the 2 year storm is carried in the portion of the ditch with a 39 slope with a velocity of 3.42 fps. The 10 year stomr is carried in the portion of the ditch with a 1.259 slope with a depth of 0.72'. 4 E Z Z � � � J (,� Q Z Z Or 2 X 0 WQ� Q � W Z Of W O F_ f ^ VI AVTli OF Z Z W 0 IX> N �� a =NaD 0 �at°� W 0 (0 ~oa WWY V) cN Ln FA W F LL U W 0 P -L DRAWN BY: AVTli OF 0 N JO 0 Li No. W 0 (0 ~oa r7 0) r -O r -,U V) cN Ln Vn W Qz N N 2 (p 0 SURVEY: �000C�)W P -L DRAWN BY: JOB NO.: JR y ' 8- ��© DATE: W N U SHEET: U i_ C W QT T i E o acn.-_ L) z U 0 Z 0 ~ IL W r - a00 IL AVTli OF JO LEMS 9 Li No. 021621 ssIONAL SURVEY: C.I.: P -L 1' DRAWN BY: JOB NO.: P -L 1905001 SCALE: DATE: SHOWN 2/14/20 SHEET: 8/9 Ar f~ -n 100 0 100 EXISTING CONDITIONS DRAINAGE AREA MAP Miller Hardware SWM NEW POND NOAA 24 -hr B 2 -Year Rainfall=2.80" Prepared by enter your company name here Printed 3/3/2020 HydroCAD®10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PREDEV [49] Hint: Tc<2dt may require smaller dt Runoff = 5.31 cfs @ 12.11 hrs, Volume= 0.303 af, Depth> 2.14" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA 24 -hr B 2 -Year Rainfall=2.80" Area (ac) CN Description 1.500 98 Unconnected pavement, HSG C 0.200 74 >75% Grass cover, Good, HSG C 1.700 95 Weighted Average 0.200 11.76% Pervious Area 1.500 88.24% Impervious Area 1.500 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Miller Hardware SWM NEW POND NOAA 24 -hr B 10 -Year Rainfall=4.10" Prepared by enter your company name here Printed 3/3/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PREDEV [49] Hint: Tc<2dt may require smaller dt Runoff = 8.08 cfs @ 12.11 hrs, Volume= 0.474 af, Depth> 3.35" Miller Hardware SWM NEW POND NOAA 24 -hr B 100 -Year Rainfall=6.50" Prepared by enter your company name here Printed 3/3/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1 S: PREDEV [49] Hint: Tc<2dt may require smaller dt Runoff = 13.12 cfs @ 12.11 hrs, Volume= 0.790 af, Depth> 5.58" Miller Hardware SWM NEW POND NOAA 24 -hr B 2 -Year Rainfall=2.80" Prepared by enter your company name here Printed 3/4/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Link 6L: PRE COMBINED Inflow Area = 91,476 sf, 71.43% Impervious, Inflow Depth > 1.97" for 2 -Year event Inflow = 5.96 cfs @ 12.12 hrs, Volume= 15,036 cf Primary = 5.96 cfs @ 12.12 hrs, Volume= 15,036 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-24.01 hrs, dt= 0.03 hrs Miller Hardware SWM NEW POND NOAA 24 -hr B 10 -Year Rainfall=4.10" Prepared by enter your company name here Printed 3/4/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Link 6L: PRE COMBINED Inflow Area = 91,476 sf, 71.43% Impervious, Inflow Depth > 3.17" for 10 -Year event Inflow = 9.37 cfs @ 12.12 hrs, Volume= 24,187 cf Primary = 9.37 cfs @ 12.12 hrs, Volume= 24,187 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-24.01 hrs, dt= 0.03 hrs Miller Hardware SWM NEW POND NOAA 24 -hr B 100 -Year Rainfall=6.50" Prepared by enter your company name here Printed 3/4/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Link 6L: PRE COMBINED Inflow Area = 91,476 sf, 71.43% Impervious, Inflow Depth > 5.47" for 100 -Year event Inflow = 15.63 cfs @ 12.12 hrs, Volume= 41,673 of Primary = 15.63 cfs @ 12.12 hrs, Volume= 41,673 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-24.01 hrs, dt= 0.03 hrs 1�3�i lllllee !IIIIIIIIIII Miller Hardware SWM NEW POND NOAA 24 -hr B 2 -Year Rainfall=2.80" Prepared by enter your company name here Printed 3/4/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: EXISTING POND Inflow Area = 74,052 sf, 88.24% Impervious, Inflow Depth > 2.25" for 2 -Year event Inflow = 5.51 cfs @ 12.12 hrs, Volume= 13,903 cf Outflow = 5.49 cfs @ 12.12 hrs, Volume= 13,899 cf, Atten= 0%, Lag= 0.2 min Primary = 5.49 cfs @ 12.12 hrs, Volume= 13,899 cf Routing by Stor-Ind method, Time Span= 1.00-24.01 hrs, dt= 0.03 hrs Peak Elev= 741.51' @ 12.12 hrs Surf.Area= 144 sf Storage= 47 cf Plug -Flow detention time= 0.4 min calculated for 13,899 cf (100% of inflow) Center -of -Mass det. time= 0.2 min ( 780.5 - 780.3) Volume Invert Avail.Storage Storage Description #1 740.00' 5,994 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 740.00 5 0 0 741.00 - 10 8 8 742.00 271 141 148 743.00 633 452 600 744.00 1,050 842 1,442 745.00 1,570 1,310 2,752 746.00 2,276 1,923 4,675 746.50 3,000 1,319 5,994 Device Routing Invert Outlet Devices #1 Primary 739.65'24.0" Round Culvert L= 153.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 739.65'/738.88'S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #2 Device 1 740.50'24.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 745.36'36.0" Horiz. Orifice/Grate X 0.35 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.38 cfs @ 12.12 hrs HW=741.50' (Free Discharge) L-1 =Culvert (Passes 5.38 cfs of 12.41 cfs potential flow) �2=Orifice/Grate (Orifice Controls 5.38 cfs @ 3.41 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Miller Hardware SWM NEW POND NOAA 24 -hr B 10 -Year Rainfall=4.10" Prepared by enter your company name here Printed 3/4/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: EXISTING POND Inflow Area = 74,052 sf, 88.24% Impervious, Inflow Depth > 3.53" for 10 -Year event Inflow = 8.38 cfs @ 12.12 hrs, Volume= 21,769 of Outflow = 8.32 cfs @ 12.12 hrs, Volume= 21,765 cf, Atten= 1 %, Lag= 0.2 min Primary = 8.32 cfs @ 12.12 hrs, Volume= 21,765 cf Routing by Stor-Ind method, Time Span= 1.00-24.01 hrs, dt= 0.03 hrs Peak Elev= 741.79' @ 12.12 hrs Surf.Area= 217 sf Storage= 98 cf Plug -Flow detention time= 0.3 min calculated for 21,765 cf (100% of inflow) Center -of -Mass det. time= 0.2 min ( 770.2 - 770.0) Device Routing Invert Outlet Devices #1 Primary 739.65'24.0" Round Culvert L= 153.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 739.65'1738.88'S= 0.0050T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #2 Device 1 740.50'24.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 745.36'36.0" Horiz. Orifice/Grate X 0.35 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.17 cfs @ 12.12 hrs HW=741.78' (Free Discharge) L-1 =Culvert (Passes 8.17 cfs of 14.85 cfs potential flow) L2=Orifice/Grate (Orifice Controls 8.17 cfs @ 3.85 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Miller Hardware SWM NEW POND NOAA 24 -hr B 100 -Year Rainfall=6.50" Prepared by enter your company name here Printed 3/4/2020 HydroCADO 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: EXISTING POND Inflow Area = 74,052 sf, 88.24% Impervious, Inflow Depth > 5.91" for 100 -Year event Inflow = 13.60 cfs @ 12.12 hrs, Volume= 36,440 cf Outflow = 13.40 cfs @ 12.12 hrs, Volume= 36,436 cf, Atten= 2%, Lag= 0.4 min Primary = 13.40 cfs @ 12.12 hrs, Volume= 36,436 cf Routing by Stor-Ind method, Time Span= 1.00-24.01 hrs, dt= 0.03 hrs Peak Elev= 742.28' @ 12.12 hrs Surf.Area= 371 sf Storage= 237 cf Device Routing Invert Outlet Devices #1 Primary 739.65'24.0" Round Culvert L= 153.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 739.65'/738.88'S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #2 Device 1 740.50'24.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 745.36'36.0" Horiz. Orifice/Grate X 0.35 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=13.23 cfs @ 12.12 hrs HW=742.26' (Free Discharge) L-1 =Culvert (Passes 13.23 cfs of 17.46 cfs potential flow) =Orifice/Grate (Orifice Controls 13.23 cfs @ 4.52 fps) L,2 3=Orifice/Grate ( Controls 0.00 cfs) PROPOSED CONDITIONS DRAINAGE AREA MAP Miller Hardware SWM NEW POND NOAA 24 -hr B 2 -Year Rainfall=2.80" Prepared by enter your company name here Printed 3/3/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: POSTDEV [49] Hint: Tc<2dt may require smaller dt Runoff = 6.56 cfs @ 12.11 hrs, Volume= 0.375 af, Depth> 2.14" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA 24 -hr B 2 -Year Rainfall=2.80" Area (ac) CN Description 1.500 98 Unconnected pavement, HSG C 0.200 74 >75% Grass cover, Good, HSG C 0.400 96 Gravel surface HSG C 2.100 95 Weighted Average 0.600 28.57% Pervious Area 1.500 71.43% Impervious Area 1.500 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Miller Hardware SWM NEW POND NOAA 24 -hr B 10 -Year Rainfall=4.10" Prepared by enter your company name here Printed 3/3/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: POSTDEV [49] Hint: Tc<2dt may require smaller dt Runoff = 9.98 cfs @ 12.11 hrs, Volume= 0.586 af, Depth> 3.35" Miller Hardware SWM NEW POND NOAA 24 -hr B 100 -Year Rainfall=6.50" Prepared by enter your company name here Printed 3/3/2020 HydroCAD® 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC ---Summary-for Subcatchment 2S:- POSTDEV [49] Hint: Tc<2dt may require smaller dt Runoff = 16.21 cfs @ 12.11 hrs, Volume= 0.976 af, Depth> 5.58" Miller Hardware SWM NEW POND NOAA 24 -hr B 2 -Year Rainfall=2.80" Prepared by Painter -Lewis, P.L.C. Printed 5/1/2020 HydroCAD@ 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: SWM POND Inflow Area = 91,476 sf, 71.43% Impervious, Inflow Depth > 2.25" for 2 -Year event Inflow - 6.81 cfs @ 12.12 hrs, Volume= 17,175 cf Outflow - 2.39 cfs @ 12.26 hrs, Volume= 17,125 cf, Atten= 65%, Lag= 8.7 min Primary - 2.39 cfs @ 12.26 hrs, Volume= 17,125 Cf Routing by Stor-Ind method, Time Span= 1.00-24.01 hrs, dt 0,03 hrs Peak Elev= 741.35'@ 12.26 hrs Surf.Area= 2,389 sf Storage= 3,799 cf Plug -Flaw detention time= 15.9 min calculated for 17,103 cf (100% of inflow) Center -of -Mass det. time= 14.0 min ( 794.3 - 780.3 ) Volume Invert Avail.Storage Storage Description #1 739.00' 17,165 Cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 739.00 330 0 0 740.00 1,730 1,030 1,030 741.00 2,210 1,970 3,000 742.00 2,725 2,468 5,468 743.00 3,160 2,943 8,410 744.00 3,750 3,455 11,865 745.00 6,850 5,300 17,165 Device Routing Invert Outlet Devices #1 Primary 738.54' 18.0" Round Culvert L= 40.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/ Outlet Invert= 738.54'/ 738.42' S=0.0030'/' Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 744.00' 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 #3 Device 1 739.00' 8.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.38 cfs @ 12.26 hrs HW=741.34' (Free Discharge) L=Culvert (Passes 2.38 cfs of 10.76 cfs potential flow) r2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 2.38 cfs @ 6.83 fps) STORMWATER QUANTITY NARRATIVE The existing stormwater detention pond will be replaced. The new stormwater detention pond will be designed to account for peak flows from both the current pond contributing watershed and the new development area. The existing pond contributing area contains 1.7 acres. The proposed development will result in on additional 0.4 acres of mostly impervious area which will be directed to the new pond. Other disturbed areas associated with this development will not increase impervious area nor will these areas experience significant change in the associated surface characteristics. Please note that the outfall structure from the existing SWM pond has a 24" diameter primary orifice. This would appear to be a field construction error as it results in little or no detention of the runoff from design storms. The proposed pond will provide significant detention of peak flows. See data below. PRE TO POST COMPARISON STORM PREDEV PEAK Q POSTDEV PEAK Q POND ELEV. 2 YR 5.96 CFS 2.39 CFS 741.35' 10 YR 9.37 CFS 2.97 CFS 742.46' 100 YR 15.63 CFS 6.12 CFS 744.11' 1S S PREDE PRED 4P EXISTING POND 6L PRE COMBINED C,Subcat� Reac/Pon Link a/ L___1 - --\- ZS POSTDE 3P SWM POND Miller Hardware SWM NEW POND NOAA 24 -hr B 10 -Year Rainfall=4.10" Prepared by Painter -Lewis, P.L.C. Printed 5/1/2020 HydroCAD@ 10.00-25 s/n 08684 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: SWM POND Inflow Area = 91,476 sf, 71.43% Impervious, Inflow Depth > 3.53" for 10 -Year event Inflow = 10.35 cfs @ 12.12 hrs, Volume= 26,891 cf Outflow = 2.97 cfs @ 12.31 hrs, Volume= 26,828 cf, Atten= 71 %, Lag= 11.3 min Primary = 2.97 cfs @ 12.31 hrs, Volume= 26,828 cf Routing by Stor-Ind method, Time Span= 1.00-24.01 hrs, dt= 0.03 hrs Peak Elev= 742.46'@ 12.31 hrs Surf.Area= 2,925 sf Storage= 6,765 cf Plug -Flow detention time= 20.3 min calculated for 26,793 cf (100% of inflow) Center -of -Mass det. time= 18.8 min ( 788.7 - 770.0 j Device Routing Invert Outlet Devices #1 Primary 738.54' 18.0" Round Culvert L= 40.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet/ Outlet Invert= 738.54'1738.42' S= 0.0030'C Cc 0.900 n=0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 744.00' 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 #3 Device 1 739.00' 8.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.97 cfs @ 12.31 hrs HW=742.46' (Free Discharge) L1=Culvert (Passes 2♦97 cfs of 13.36 efs potential low) T--3=Orifice/Grate 2=Orifice/Grate ( Controls 0.00 cfs) (Orifice Controls 2.97 cfs @ 8.51 fps) Miller Hardware SWM NEW POND NOAA 24 -hr B 100 -Year Rainfall=6.50" Prepared by Painter -Lewis, P.L.C. Printed 5/1/2020 HydroCAD@ 10.00-25 s/n 08684 O 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: SWM POND Inflow Area = 91,476 sf, 71.43% Impervious, Inflow Depth > 5.91" for 100 -Year event Inflow = 16.80 cfs @ 12.12 hrs, Volume= 45,014 cf Outflow = 6.12 cfs @ 12.26 hrs, Volume= 44,927 cf, Atten= 64%, Lag= 8.5 min Primary = 6.12 cfs @ 12.26 hrs, Volume= 44,927 cf Routing by Stor-Ind method, Time Span= 1.00-24.01 hrs, dt= 0.03 hrs Peak Elev= 744.11'@ 12.26 hrs Surf.Area= 4,079 sf Storage= 12,280 cf Plug -Flow detention time= 26.9 min calculated for 44,927 cf (100% of inflow) Center -of -Mass det, time= 25.6 min ( 784.7 - 759.1 ) Device Routing Invert Outlet Devices #1 Primary 738.54' 18.0" Round Culvert L= 40.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 738.54'/ 738.42' S= 0.0030'/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf #2 Device 1 744.00' 1.0" x 4.0" Horiz. Orifice/Grate X 4.00 columns X 14 rows C= 0.600 Limited to weir flow at law heads #3 Device 1 739.00' 8.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=6.07 cfs @ 12.26 hrs HW=744.10' (Free Discharge) t--1 =Culvert (Passes 6.07 cfs of 16.47 cfs potential flow) T--3=Orifice/Grate 2=Orifice/Grate (Orifice Controls 2.40 cfs @ 1.54 fps) (Orifice Controls 3.67 cfs @ 10.52 fps) O I Z H W wl- O Z Qa Z =) <0 UjW a3 3 wO J l'- in d a_ Y l� Z Z 5 � V O o O I Q = Z Z � Q fCL 000 WWqh Y Z H W wl- O Z Qa Z =) <0 UjW a3 3 wO J l'- in d a_ Y l� Z Z 5 0 Q- N � Ow O I Q = Z Z � Q fCL 000 WWqh Y JW �CAI �12 o N ME 0) 0) U ■� CnLO IX Ill U w 3 0 vi o- _ 121- SURVEY: ■ d Y l� J o ■ N C. LEWIS 9 Ic. No. 021621 .p�0 o F- 0 N ME 0) 0) U ■� CnLO V) N IONAL vi SURVEY: C. I.: P -L 1' <Q JOB NO. P -L W'� SCALE: �a SHOWN J SHEET: ��® w' 1 W a� U~C WQ= o✓ w s E a'�- o 0 U LU Z E U ~ Q 00 a AyTH OF Y l� ,o C. LEWIS 9 Ic. No. 021621 .p�0 IONAL SURVEY: C. I.: P -L 1' DRAWN BY: JOB NO. P -L 1905001 SCALE: DATE: SHOWN 2/14/20 SHEET: 9/9