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Home My WebLink About21-23 Site PlanTRAFFIC IMPACT: Frederick County Road Classification for Route 669, Rest Church Road: Minor Arterial Road 2021 Existing Traffic Data -Route 669 AADT=1,900 trips Data Source: ITE Manual, Ninth Edition Land Use 560: Church Trips based on Seats in the Sanctuary: Seats=500 Weekday: 500xO.61=305 trips (50% entering, 50% exiting) Sunday: 5000.85=925 trips (50% entering, 50% exiting) Saturday: 500xO.9=450 trips (50% entering, 50% exiting) The Commercial Entrance Design sheet below is based on the following input: Peak Daily Trips on Sunday=925 with peak hourly turns estimated at 11%: 102 Approximately 55% left turns in from the east, from 1-81, (66) and 45% right turns in from the west (36) No taper eastbound is required. No left turn lane westbound is required. VIRGINIA DEPARTMENT OF TRANSPORTATION COMMERCIAL ENTRANCE DESIGN '`VDD'f f General Project Information - Enter a valueforall inputcells Project Name: lWoodbile Assembly of God Church County: Frederid, Reviewer I Date: 6/19/2023 Adjacent Roadway Data Adacent Road Name: lRest Church Road Number of Lanes: 2 Posted Speed: 45 mph * Classification: Rural Collector AADT: 1900 VPD D: N/AN/a k: enter N/A iffactors are unknown "Use Design Speed if available. Trip Generation Generated Trips: F925 VPD %Trucks in Entrance:. F- -1-15/ Right In: 56 VPH Advancing Volume: F 105 VPH Left in: 46 VPH 44% Opposing Volume: 105 PH** *"Also used as Approaching Volume for Rt. Turns Entrance Criteria Entrance is a Standard Commercial Entrance Entrance Type: IF.11 Access Entrance Minimum Spacing: 335 ft Si Soo ft SDR: 500 It Left Turn Lane Warrant: Advancing Volume>_ 316 VPH No Left Turn Lane Right Turn Taper Warrant:: Rt.Turn Volume>- 60 VPH No Taper Required Right Turn Lane Warrant: Rt. Turn Volume 2 106 VPH No Right Turn Lane Required Warrant for Left -Turn Storage Lane Warrants for Right Turn Treatments 2-Lane Highway 2-Lane Highway '�'rS=100 ' 800 - _ c. 700-5=125` 600 - = 120 �T per-- .-S=150' a 300 �T rn Lane = aoo.. --"S=vs ao. 60 - j 300 200 '"' ---5=200' ,' 40 S=250' 100 - AP p 0 0 200 400 600 800 1000 1200 0 200 400 600 800 Advancing Volume, VPH - Approach Total VPH 1. The minimum warranted left turn lane length shall be 100' for speeds <_ 40 mph and .200' far speeds>-- 45 mph 2. Left turn lanes with high truck volume shall be increased as calculated and tabulated below: Left Turn Storage Length Increase Required for Truck Ratio (in Feet) S=100' 5=125' 5=150' 1 S=175' I S=200' I S=250' I S=30U 0 1 0 1 0 1 0 1 0 1 0 1 0 Virginia Department of Health Information WATER AND SEWER DEMAND CALCULATIONS Sunday: New Sanctuary: 500 seats x 5 gallons per seat=2,500 gallons Weekly: 5 staff: 5 x 25 gpd x 5 days=625 gallons Life Groups/Programs/Events: 200 persons x 5 gallons per person=1,000 gallons Total Demand: 3,625 gallons per week The on -site sewage disposal system is designed for a capacity of 600 gpd. The existing dosing system will pump 518 gpd to the drainfields on average. (SEE APPROVED PLANS) 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 shall be present on the site at all times. 8. Topographic and boundary information was derived from a field survey performed by Greywolf and Painter -Lewis, PLC. Contact Painter -Lewis, P.L.C. at 540-662-5792 to establish vertical control for project construction. 9. No geotechnicol 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, and as applicable, the approximate location of proposed entrances from State -maintained road will be staked. 14. A smoothing grade shall be maintained from the existing pavement to the flow line, to preclude the forming of false gutters and/or the ponding of any water on the roadway. 15. The approval of these plans shall in no way relieve the owner of complying with other applicable local, State and Federal requirements. 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 rack shall be installed, as needed. It is the responsibility of the Contractor to maintain clean streets and to allay dust at all times. Poving and Concrete: 1. The proposed 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 Gradina: 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 grass installed in accordance with generally accepted practices. 8. Fill slopes steeper than 3:1 will require a slope stability analysis and maintenance plan FF • SITE LOCATION MAP GENERAL NOTES: M# 33-A-10 loodbine Assembly of God Church, Inc. Painter -Lewis, PLC 0. Box 122 817 Cedar Creek Grade, Suite 12, linchester, VA 22604 Winchester, Virginia 22601 ontact: Pastor Louis Whitford Contact: John C. Lewis, P.E.,L.L.A. el: 540-662-2471 Tel: 540-662-5792 M#33-A-10: Zoned RA, Rural Areas, 11.84 acres xisting Use: Church reposed Use: Church HASE 1: Proposed Multi -Purpose Building: one story, 9,600 sf HASE 2: Proposed Sanctuary Building: one story, 14,000 sf with 500 seats 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 EDP EDGE OF PAVEMENT EOG EDGE OF GRAVEL ESMT. EASEMENT EX. EXISTING F.F. FIRST LOOR F.F.E. FINISH D FLOOR ELEVATION FDC FIRE DEPARTMENT CONNECTION FH FIRE Gas LANE NE SIGN GAUG E GM GAS METER GV GAS VALVE or GATE VALVE HCR HANDICAP RAMP HP HIGHEPOINT 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 TVRB TELEVISION RISER BOX TYP or TYP. TYPICAL UGE UNDERGROUND ELECTRIC UGG UNDERGROUND GAS UG CAN UNDERGROUND CABLE T.V. UGT UNDERGROUND TELEPHONE OF XFMR ELECTRIC TRANSFORMER Dr WL WATERLINE yt�tZTH WM WATER METER Z��7i3 i� WPP WOOD POWER POLE WTP WOOD TELEPHONE POLE U JOHN C. L a WV WATER VALVE 251R RADIUS IN FEET Li . o. 1 *00.00 PROPOSED SPOT ELEVATION x(OO.00) EXISTING SPOT ELEVATION 146 10 HATCHING INDICATES REVERSED PITCH IN THE GUTTER PAN: PITCH TO BE l �sS THE GUTTER ONALG OVER AER0F0 LENGTH (TYP). LIST OF DRAWINGS: SHEET 1/12: COVER SHEET SHEET 2/12: EXISTING CONDITIONS SHEET 3A/12: EROSION AND SEDIMENT CONTROL NOTES & DETAILS PHASE 1 BUILDING E&S PLAN SHEET 36/12: EROSION AND SEDIMENT CONTROL NOTES & DETAILS PHASE 2 BUILDING E&S PLAN uilding Restriction Lines/Setbacks: Multi -Purpose Sanctuary SHEET 4/12: PHASE 1 SITE PLAN -ont Yard Street: Required- 60' Provided- 230' 219' SHEET 5/12: PHASE 2 SITE PLAN ide/Rear ® 6 ac lot: Required-50' Provideci SHEET 6/12: STORM SEWER PROFILES ide/Rear ® >6 ac lot: Required-100' Provided- 108' 160' STORM SEWER HYDRAULIC CALCULATIONS oximum Building Height: Allowed- 35' Provided- 30' 30' SHEET 7/12: CONSTRUCTION DETAILS ign Setback: Required-10' Provided-10'+ SHEET 8 / 12: LANDSCAPE PLANE aR: 30,944 sf/515,750 sf=0.0599 SHEET 9 12: STORMWATER MANAGEMENT -QUANTITY ffers and Screening: None Required rking Requirements: irking Restriction Lines: -set Setback: Required-10' Provided-35' rd Setback: Required-5' Provided-28' rking Space Requirement isting Sanctuary Seats/Req'd Prkg: 175 seats/175/3=58 spaces Existing Parking Space Count: 65 spaces incl. 2 ADA spaces PHASE 1 Parking Provided: 102 spaces incl. 7 ADA spaces PHASE 2 Parking Required: 1 for each 3 seats Proposed sanctuary Seats/Req'd: 500 seats/500/3=167 spaces Parking Spaces Provided: 182 including 7 ADA spaces Loading Spaces Required: none Building and Impervious Area Coverage: Parcel Greenspace Required: 15% or 65,340 sq. ft. Parcel Greenspace Provided: 77.9% or 402,058 sq. ft. Proposed Impervious Areas: Roof= 30,692 sq. ft. Parking/Walk Areas= 82,748 sq. ft. UTILITY AND REGULATORY CONTACTS: Total Impervious Area= 113,692 sq. ft. WATER AND SEWER SERVICE Virginia Department of Health 107 N. Kent Street Winchester, VA 22601 540-722-3480 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 Electric Cooperative 3463 Valley Pike Winchester, VA 22602 540-450-0111 TELEPHONE SERVICE Verizon 404 Hillandale Lane Winchester, VA 22602 540-665-3156 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. rash Removal: The owner removes trash weekly to the county transfer station r will contract with a licensed, private trash hauler for the regular removal o -ash. Trash will be stored inside the site buildings. ghting: All lighting will conform to the requirements of the Frederick County :)ning Ordinance Section 165-201.07. Only building mounted lighting is rvironmental Features: etlands - No wetlands have been identified on the site. ood plains - FIRM Map No. FIRM 51069CO150E shows that the parcel is thin Zone X. This zone is characterized by areas outside the 0.2% annual lance floodplain. arm Water Management: 3ter quantity impacts have will be offset by the installation of stormwater anagement facilities on the site. Stormwater quality impacts will be offset by e purchase of nutrient credits. o additional signs are proposed. SHEET 10/12: STORMWATER MANAGEMENT -QUALITY SHEET 11/12: SITE ENTRANCE PLAN SHEET 12/12: LIFE SAFETY PLAN SIGNS AND STRIPING PLAN SITE PLAN SP#21-23 WOODBINE ASSEMBLY OF GOD CHURCH CAMPUS EXPANSION PLAN STONEWALL MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA APPROVED BY THE ZONING ADMINISTRATOR FREDERICK COUNTY, VIRGINIA SITE PLAN EXPIRES FIVE (5) YEARS FROM DATE OF APPROVAL DATE PAINTERmLEWIS, P.L.C. 817 Cedar Creek Grade, Suite 120 Winchester, Virginia 22601 Telephone (540) 662-5792 Facsimile (540) 662-5793 Email: office®painterlewis.com JOB NO.: 2110031 SHEET, June 12, 2023 1/1 2 Latest Revision Date: September 27, 2023 I zi �I NI ro ci :c, ro I m W 0\I -- --- __ S 19_15'56_ W 317,48' — —� 09, 8'27j_1 O O o r�OOJ ZWW �Z �DN Om � tt m 00 EA N mZW R \\c ml Pf P \ A v��oz rn N w N Opy i . ---- — 742---, ----- --- 1 7i \\\ S 15°Otj5\lj 2, _3' \ _ 5' PARKIN SETBACK 7 11 ' 1 / % I / It// I �tg011 Roman 1ASREWD ------� \ .. / /w•�/`'"`� y \ /// BI ro 100' B 11, gRL m_ \\ # �� I IlkJR I I I II TIE RfMME ExTrING PAVENMENT AS REWD a Ij� PBEgI�^N ONED PSI VDH4EGUI EM I \ y CD �ap —I I \ I g 0 A At ___ _,,, *\ \\ \�\,�-- ��,\ ____AL '` `` FEN AS LINE WRH � ��— r \_ " � x -- / EXI NG _ RELOCAT OWER I I \ — .. _ _ \ —T^. �E-REGro �. yS�NGnON -.---��_ ��.\ \�.. ,� '`\`ate\ �\ \_. _._— •\ \ \ �" �_ --_. __ -- -- -- '— G '— 765— CIA --3f-- NI I I lvv — — — — — — — — — — i i \ \ 760— —__— __-- -- ----_----��/� _.----- ----'J '�- 'r �' --\ �� ` / \ \ - -- f \ �tF l -- ---\..\ EX. TR&UNE ,CN17— --- —J %�9i��%,-E'��QzJ'�,4�� Itz p Z n701 cOoZ m GIco r n (n m � N�ZZ DD Z(A m D mW jx n 0 1 or c- > m z X z /n W J FUJI — V O � Z _L5 00 N -i > J Q m a_ W V/ W U) c� Q V) LLJ Y Z J ®U � Q W LLI LL- F- V) J O N per. I.i wE NMn E V .� N N N � ILi N 0 Q (0 3 W Q z CD 0 0 a J LJ v Lil ~ U W cf)U ap O r N O U F-Li v 0 ZU� Lu Q 00 a THI7�47 ON Z J LJ D Ld Z Z CD OW 0 U JiN C. LEWIS a ,Vlc. No. 021621 �0 oIONAL E��l SURVEY: C.L: P-L 1 \ / �a DRAWN BY: JOB NO.: P-L 2110031 \ / SCALE: DATE: ' \ AS SHOWN e6/112/23 /,\ SHEET: C EROSION AND SEDIMENT CONTROL NARRATIVE: __-_ 742--� Project Description _------- �.'_ _-__-�--� -�----_--_-_-----�-� This project is located on Route 626 Rest Church Road. The owner proposes to construct a new multi -purpose - - -�'-- 5' PARKING SERACK `- --- l- and a new sanctuary building along with associated parking and .other site improvements. Proposed .� I_r : - -i': j improvements are planned to begin during the fall of 2023. Existing Site Conditions \ The project site will be located on a 11.84 acre parcel which currently is used as a church facility. Flood Plain The parcel contains no floodplain. Soils The USGS Soils map shows the predominant soil type on the site is 14B, Frederick-Poplimento looms. This soil is generally fairly deep (25"1 well -drained, and residuum of limestone. The Hydrologic Soils Group is "B".�� \ I See Sheet 9.p - \ =� I ra Adjacent Areas = �`� 1w sRL '1 1 I I 1 The adjacent properties are used for residential purposes. �' % \ �� I \ 11 ` I W 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. S� The disturbed area is approximately 3.9 acres. PHASE 1 BUILDING -PHASE 1 EROSION AND SEDIMENT CONTROL MEASURES 3.01 Where silt fence or earth berms are not present to delineate the limits of disturbance, install orange - �� \\ N, I J safety fence as required to prevent unauthorized disturbance. Inspect the fencing weekly and make repairs as `\ `\ `� \ `� / i J \ 1 I I IT necessary. /� \ `� 3.02 The existing asphalt parking area will serve as a construction entrance and a staging area and will be\\\ I I I I I I be maintained In a condition which will prevent tracking or flow of mud onto the public rights -of -way. This ` I 1 \ o may require periodic top dressing with additional stone or the washing and reworking of existing stone as / `\ \ \ \ �`\ �` \\ Ts 1 > conditions demand and repair and/or cleanout of any structures used to trap sediment. All materials spilled, / `I G\ a5 \ � �� \ I � I- III W dropped, washed, or tracked from vehicles onto roadways or into storm drains must be removed immediately. > �\ `s N I 1 a The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted �\ `` ---- / \` NJ under any circumstances. 3.05 Silt fence will be installed in selected locations downstream from the construction areas as a first measure of construction. Silt fence will be installed around the downstream side of any topsoil stockpiles. Silt - NI fence will be installed along the perimeters of the existing drainfields as required to prevent disturbance. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment '-�a� �` --� _- X x x ♦� ` I I / \ II/ deposits should be removed after each storm event. They must be removed when deposits reach approximately _ - - _ ♦ _ _ _ �_ . - _ _ _ _ _ I / \�j - ... one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized.IN 3.14 A temporary sediment basin will be constructed on the site to control sediment generated from the earthwork/ J �� "��\ I., 1 r/ %``J 1 I `✓ - 1��_ `~--_- _ x !`"� J - operation. The basin berms will be constructed with on -site materials and will be seeded with the permanent seeding mix -J immediately after installation. This facility will be inspected after each rain storm and repairs made as necessary. g®/ I ��, 1 \".I: •� I I` I - - \ �� '�, 3.31 Temporary seeding in accordance with the E & S Std & Spec 3.31 will be applied to the topsoil stock J I pile and all areas which will not be brought to final grade within 30 days. Embankment or excavated slopes ---'�� I?aQ I II .1I'. I I 1 \ \♦ \ e \ o denuded for a period of greater than 30 days shall be temporarily seeded and mulched. All temporary seeding areas will be mulched in accordance with the schedule included herein. I a i J. Temporary Seeding C--- J t - `\100 SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) \ \ \ Sept 1 - Feb 15:.-.- Annual Ryegrass 50 Ib/ac 98 85 \ Winter Rye 50 Ib/ac 98 85 Ilk \\ \ \\ \ \ \ \ \ May 1 - Aug 31: -,.� \ T CIX151RUW 9EDIMFM! HISM IN.NWR0.INCE WIH \ German Millet 50 Ib/ac 98 85 \ - _ -___--- Or \ •` \\ -�-" \ ' =ram\ ` \ \\ \ \ \ 1 o�ciux o�.0 > �Ic . nuK „m ,xe amwi 1 I \\ Feb 16 Apr 30: -`` --- & 1 g¢© I `� Annual ryegrass 75 Ib/ac 98 85 �..�� Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 Ib/ac 10-10-10 PHASE 1 BUILDING -PHASE 2 EROSION AND SEDIMENT CONTROL MEASURES J 1 1 1 �i3.05 Silt fence will be maintained/installed in selected locations downstream from the construction areas and �� 1 j� �� -�\-:-��` -�•-�- �,�-- I - - 1 _ - t - - - - 1 1 the drainfields. Silt fence will be Installed around the downstream side of any topsoil stockpiles. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made /JJJ j / ✓ /` ��_� �r J ' _ I �\ 'immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits / / \ 't'� �� 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 PHASE 1 BUILDING HAS 1 E&S PLAN shall be dressed to conform with the existing grade and stabilized. 3.30 Replacement of topsoil will generally occur throughout the work site where vegetation is to be - - 742--�\ ---- ---� _ _ _ _ -------- reestablished. Topsoil will be uniformly spread and rolled to a minimum depth of 4". Topsoil shall not be - - _ 5' PARKING SETBA_ -CK - - - _ - _ _ placed while in a frozen or wet condition. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time for construction is fall 2023 through fall 2024. 1 3.35 All seeded areas will be mulched in accordance with the schedule included herein.-^ 1 R 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 -�'�'� -`� 6 of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The contractor r 1 ' 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: -� / g Seedbed Preparation: a. Scarify tap 1" to 2" of soil after final grades have been achieved. I I b. Add 3 tons per acre pulverized agricultural limestone(1401b/1000sf).ng a ` SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) 1 Tall fescue 120 Ib/ac 97 85 ' ^ - Red clover 8 lb/ac 95 65 Ladino clover 8 Ib/ac 95 65 /'\\ N\ Nurse Grass -(season dependent) Sept 1 - Feb 15:°�' Annual Ryegrass 12 Ib/ac 98 85 Winter Rye 12 Ib/ac 98 85 May 1 - Aug 31: 1 �� \\ `\ 1 German Millet 12 Ib/ac 98 85 �-Z or WWI Feb 16 - Apr 30: ' + \ \ Annual ryegrass 12 Ib/ac 98 85 /� Mulch: 1.5 ton/ac small grain straw / ■, �,- Fertilizer: 1000 Ib/ac 10-10-10 \� \ NJ II / 1. The VESCP Authority must be notified one week prior to the preconstruction conference, one week prior to the commencement of land disturbing activity, and one week prior to the final inspection. 2. Work on the project (grading, excavation, construction) shall not commence until the appropriate erosion and N i sediment controls are in place as specified on the plan and as approved by the VESCP Authority. \� �- 3. The approved site plan must be kept on the work site and shown on requests 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 «E�-' �,_ `♦�� / control plan to the VESCP Authority for review and approval.- 5. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the VESCP Authority. 6. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing p/ ^\ activities and during site development until final stabilization is achieved. �/ J. �'s\\\ I �\ 1(',':, I / ( ♦h 1 j `1�-___ 7. All vegetative stabilization shall be uniform, mature enough to survive, and adequate to inhibit erosion. --- 9 9 q jJ/ I -i}� 1 :1�,.a ,� � I I♦ \1 i i 1F AI III o¢ 1 \ l b 1 v �" •fg� \ \ \ \ \\ \ \ ,\\ PHASE 1 SEQUENCE OF CONSTRUCTION ♦ \\i.U",f..�, \�\` `\ \\\ \\\ \\ \ \I 1 1. Install construction entrance. 2. Install silt fence along downstream perimeter of work areas and around the inlet of the existing detention Z. pond outlet. �" - 3. Install berm and sediment basin. _ 1 r- _ \ / / \ a \ \ 1 4. Install safety fence along the perimeter of the existing drainfield as shown on the plans. � \ ----.� \ `---� \ 1 / j5. Strip, stockpile and stabilize topsoil in location shown on the Site Erosion and Sediment Control Plan. Apply temporary seeding. IN.7REI ` �` ■ 6. Perform rough grading over site. Insure that runoff from the disturbed areas is directed to the sediment �_� `-- �� `_J i i 7y basin. J- PHASE 2 SEQUENCE OF CONSTRUCTION 1. Complete exterior site improvements. 2. Stabilize work area with pavement or permanent seeding where necessary. a 3. Install landscape plants. 4. Remove temporary controls after all work areas have been stabilized. PHASE 1 BUILDING PHASE 2 E&S PLAN UIVLKSIUN RIDGE REQUIRED WHERE GRADE EXCEEDS 2X 2' % OR GREATER EXTIGPVEDDNA1-I I _ FABRIC r SECTION A - A NOTE: SPILLWAY USE NDBAGS, STRAW BAL SEDIMENT BARRIER OR HER APPROVED METH, (STRAW BALE TYPE SHOWN) TO HANNEUZE RUNOFF TO AS EQUIRED. SUPPLY WATER TO WASH WHEELS IF NECESSARY. � I FLOW Ld A o :o 8 EXTRA STRENGTH FILTER FABRIC NEEDED WITH WIRE SUPPORT STEEL OR WOOD POST f MAX. SPACING WITH SUPPORT FENCE STEEL OR WIRE &FILTER FABRIC WO,PD POST ATTACH SECURELY ETAW 36 HIGH MAX TO UPSTREAM SIDE OF POST. RUNOFF RUNOFF �- Ll A I A 2"-3" COURSE AGGREGATE of MIN. 6" THICK 30 °`6°P•o 2M a° °I 0 Z I DIVERSION RIDGE W7d KIKr 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 12'!A,!,. 11l i IJ.J -�12" MIN. � ECLLMPCACIED III GRAVEL .tV STANDARD DETAIL ALTERNATE DETAIL TRENCH WITH NATIVE BACKFILL TRENCH WITH GRAVEL NOTE: 4. SET POSTS AND EXCAVATE A exe 1. INSPECT AND REPAIR FENCE AFTER EACH TRENCH UPSLOPE ANLONG THE LINE STORM EVENT AND REMOVE SEDIMENT WHEN OF POSTS. NECESSARY. S. 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 STABILIZED. 7. BACKFILL AND COMPACT THE EXCAVATED 3. SILT FENCE SHALL BE PLACED ON SLOPE SOIL 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 u1-n: 1 STRUCTURE ID 10 I D I La W I d I d50 150' CULVERT 4.65 1 12 10 12 12 0.5 POND I- AL 0.10 1 12 10 10 12 0.5 CULVERT OUTLET PROTECTION DETAIL NOT TO SCALE TOP OF BERM ELEVATION=735.00 200' SPILLWAY ELEVATION-734.00 24'0 PLASTIC RISER BY ADS WITH ADD 4" TO NEW BERM TO ALLOW PEDESTRIAN H-10 GRATE FOR SETTLEMENT TOP-734.00 6' INV. IN-731.50 12" W. OUT=731.50 6"0 CLEANOUT & 45• TO SURFACE WITH SCREW CAP EXCAVATE AREA BELOW INVERT 731.5 TO PROVIDE 8,000 CUBIC APPROXIMATE FEET OF WET STROAGE I EXISTING GRADE SEE GRADING PLAN ON SHEET 4 20'3-12°0 MDPE 0UT EL PIPE (ADS N-12) INSTALL THE OUTFACE RUN TO DAYUGHT - 8 6 0 SCH 40 PVC LOW FLOW PERFORATED PIPE TREATMENT: STRUCTURE AND BERM AS PART INV OUT=731.2t PERFORATED PIPE INV IN-731.50 WRAP PERFORATED PIPE WITH ANON-WAVEN OF THE PHASE 1 BUILDING, PROVIDE TWO ROWS OF FILTER FABRIC. BED, COVER, AND SURROUND PERFORATED PIPE AFTER PHASE 1 E&S MEASURES 7-1/2°0 HOLES ® 12" CC ON EACH SIDE OF PIPE AT WITH A MINIMUM OF 10" OF #57 STONE. HORIZONTAL MID SECTION SECTION THROUGH TEMPORARY SEDIMENT BASIN OUTFALL NOT TO SCALE SFnIMFNT TRAP CALCULATIONS BASIN ID TOTAL TOTAL WET WET WET DRY DRY DRY DRAINAGE STORAGE STORAGE DEPTH STORAGE AREA STORAGE VOWME STORAGE DEPTH STORAGE AREA STORAGE VOLUME AREA VO WME RED' .I I SBt 42.7 ac 4,4 cy' (14,472 c.f.) 1 50 R. 5,300 s.f. 8.000 c.L 3.50 fL 22,000 eJ. 17,000 c.f. TEMPORARY SEDIMENT BASIN/CULVERT OUTLET DETAIL THE SEDIMENT BASIN WILL BE DESIGNED USING SPECIFIC PARAMETERS THAT APPLY TO THIS SITE. THE TOTAL CONTRIBUTING DRAINAGE AREA IS 42.7 ACRES. PEAK RUNOFF RATES FROM THE CDA ARE GENERALLY LOW DUE TO THE LAND COVER AND SOILS. LOW RUNOFF RATES ARE EVIDENCED BY THE CHARACTER OF THE DRAINAGE SWALE ON THE SITE. IT IS IMPRACTICAL TO PROVIDED 134 CUBIC YARDS PER ACRES OF CDA IN THE SEDIMENT BASIN AND UNNECESSARY DUE TO CHARACTER OF THE CDA. AS A PRACTICAL ALTERNATIVE, THE WET AND DRY STORAGE VOLUMES WILL BE BASED ON THE 3.9 ACRES OF DISTURBED AREA. EROSION & SEDIMENT CONTROL KEY 3.02 TEMPORARY STONE CONSTRUCTION CE ENTRANCE 3.05 SILT FENCE $F X X X-X 3.07 INLET PROTECTION IP O 3.14 TEMPORARY SEDIMENT BASIN SB 3.18 OUTLET PROTECTION OP 3.30 TOPSOILING TO 3.32 PERMANENT SEEDING pg 3.35 MULCHING MU 3.38 TREE PROTECTION TP O "1 (I) Z ~ Q U_ LLJ y� W to L I I Q Z Z Im 0 -J 0 Ld 0 Q W U �t- U Z_ 00�� Q w J � � Jzwz LIJw(n� Q :D M Y m U Q W 0 Z LI 3 0� V) ■ V J o ■ N a LIDr- m0)o �/ �•n c/ O N D r U T W 0a N 3 (D 0) tO °) C W 0 � 0 O a CL JY> W U)v ' W 1 U U ~ O O W QS t n.F5•- O I• Ld Ld U z U w Zr U � L� a00 a C) (n z Of J LU Ld O W 4 w*' TH OF -wo f� o J L WIS a c. No. 021621 R' lnx, A T F,S\G1��sV SURVEY: C.I.: P_L 1, DRAWN BY: JOB NO.: P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 3A/ EROSION AND SEDIMENT CONTROL NARRATIVE: ____-_ 742---\ ----_ Project Description _ _/'" ---- 1 -- --�� This project is located on Route 826 Rest Church Road. The owner proposes to construct a new multi -purpose 5' PARKING SL'IB.CK and a new sanctuary building along with associated parking and other site improvements. Proposed improvements are planned to begin during the fall of 2026. Existing Site Conditions The project site will be located on a 11.84 acre parcel which currently is used as a church facility. Flood Plain The parcel contains no floodplain. Soils The USGS Soils map shows the predominant soil type on the site is 14B, Frederick-Poplimento looms. This soil is. generally fairly deep (25"-72"), well -drained, and residuum of limestone. The Hydrologic Soils Group is "B".----��'� % L,_------- See Sheet 9. Adjacent Areas _ The adjacent properties are used for residential purposes. Off -site Areas There will be no off -site disturbance except as allowed by temporary construction easements. Critical Areas�0 No critical areas where slopes are greater than 3:1 are present on site. The disturbed area is approximately 3.9 acres. PHASE 2 BUILDING -PHASE 1 EROSION AND SEDIMENT CONTROL MEASURES 3.02 A stone and gravel entrance will be installed from the existing drive aisle as a construction entrance and a staging area and will be be maintained in a condition which will prevent tracking or flow of mud onto the \\ \\ public rights -of -way. This may require periodic top dressing with additional stone or the washing and reworking e and repair and/or cleanout of an structures used to fro sediment. All of existing stone as conditions demand pa a / y p materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways \ `. . `\ will not be permitted under any circumstances. \ 1 �►�� / 3.05 Silt fence will be installed in selected locations downstream from the construction areas as a first n will e installed around the downstream side of an topsoil stockpiles. Silt measure of construction. Silt fence wIl b Y P P fence will be installed along the perimeters of the existing drainfields as required to prevent disturbance. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment de osits should be removed after each storm event They must be removed when deposits reach approximately�- P one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. - 3.14 The temporary sediment basin constructed on the site with Phase 1 Building will be used to control sediment generated from the earthwork operation. This facility will be inspected after each rain storm and repairs made as necessary. \\ - ti _ -� , . 3.31 Temporary seeding in accordance with the E & S Std & Spec 3.31 will be applied to the topsoil stock pile and all areas which will not be brought to final grade within 30 days. Embankment or excavated slopes r'� •�4\\ I.\,..I` .'r/ / denuded for a period of greater than 30 days shall be temporarily seeded and mulched. All temporary seeding areas will be mulched in accordance with the schedule included herein. g Jliki, .'. Temporary Seeding SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) --- I sdQ I II 1..) . �1 Sept 1 - Feb 15: Annual R e ross 50 Ib ac 98 85 Winter Rye 50 Ib/ac 98 85 I / May 1 - Aug 31: �-T _J - `\ German Millet 50 Ib/ac 98 85 \ \ or Feb 16 - Apr 30: Annual ryegrass 75 Ib/ac 98 85 �> \ Mulch: 1.5 ton/cc small grain straw Fertilizer: 1000 Ib/ac 10-10-10 3.38 Tree protection will be established by installing orange safety fencing around the drip lines of selected -- ----- trees as shown on the plans. Inspect the fencing weekly and make repairs as necessary. -� _.. PHASE 2 BUILDING -PHASE 2 EROSION AND SEDIMENT CONTROL MEASURES \\� �.-\ J i / I I 3.05 Silt fence will be maintained/installed in selected locations downstream from the construction areas and ��1\ 1\ _ i'\\�` J / I the drainfields. Silt fence will be installed around the downstream side of any topsoil stockpiles. Silt fences shall ._ r -- _�J be inspected after each rainfall and at least daily during prolonged rainfall. An required repairs shall be made �� / P Y 9 P 9 Y q P 11 I � immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment depositsl1- should be removed after each storm event. They must be removed when deposits reach approximately one-half J I / the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. " 3.07 Inlet protection will be constructed at all inlets immediately after installation. Inlets shall be inspected after PHASE 2 BU each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. _ Damaged or otherwise ineffective devices shall be replaced. Sediment deposits should be removed after each ___------- 7°2--� ---- -- storm event, They must be removed when deposits reach approximately one-half the height of the barrier. _ 6' PARI(Uxi SETBACK _ 3.30 Replacement of topsoil will generally occur throughout the work site where vegetation is to be _ reestablished. Topsoil will be uniformly spread and rolled to a minimum depth of 4". Topsoil shall not be �---� - placed while in a frozen or wet condition. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time for construction is fall 2023 through fall 2028. J _..... / i r 3.35 All seeded areas will be mulched in accordance with the schedule included herein. Permanent Stabilization - l 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 �� R W eRL 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: Seedbed Preparation: � I` a. Scarify top 1" to 2" of soil after final grades have been achieved. b. Add 3 tons per acre pulverized agricultural limestone(1401b/1000sf).ng a -__� `�� -bi \\ SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%)\ i Tall fescue 120 Ib/ac 97 85 Red clover 8 Ib/ac 95 65 I \ Ladino clover 8 Ib/ac 95 65.E \ �\ Nurse Grass -(season dependent) Sept 1 - Feb 15: Annual Regross 12 Ib/ac 98 85 Winter Rye 12 Ib/ac 98 85�- May 1 - Aug 31: German Millet 12 Ib/ac 98 85or \ \ 1 Feb 16 - Apr 30: Annual ryegrass 12 Ib/ac 98 85 � 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. 2. Work on the project (grading, excavation, construction) shall not commence until the appropriate erosion and - Z� sediment controls are in place as specified on the plan and as approved by the VESCP Authority._- 3. The approved site plan must be kept on the work site and shown on request. 4. Prior to commencing land disturbing activities in areas other than indicated on these plan (including, but not I I limited to, off -site borrow or waste areas), the contractor shall submit a supplementary erosion and sediment n! •��\ :�\ / 1 I \\ control plan to the VESCP Authority for review and approval. r,�� 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. �! I 6. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site development until final stabilization is achieved. 7. All vegetative stabilization shall be uniform, mature enough to survive, and adequate to inhibit erosion. � � ► Iti :: ,)'.� III \ \ I \ ` \ PHASE 1 SEQUENCE OF CONSTRUCTION �\ _ \\ ---- L' 2 J.-r_ 1. Install construction entrance. ` 2. Install silt fence along downstream perimeter of work areas and around the inlet of the existing detention ��;----_-___:_-__ pond outlet. - - - - - -- ---� 3. Install safety fence around trees to be preserved. 4. Strip, stockpile and stabilize topsoil in location shown on the Site Erosion and Sediment Control Plan. Apply temporary seeding. 5. Perform rough grading over site. Insure that runoff from the disturbed areas is directed to the sediment basin. S� r \ _/J- PHASE 2 SEQUENCE OF CONSTRUCTION 1. Install drainage structures. 2. Install inlet and outlet controls. 3. Complete exterior site improvements. - 4. Stabilize work area with pavement or permanent seeding where necessary. 5. Install landscape plants. 6. Remove temporary controls after all work areas have been stabilized. 6.11111! Pop - 1 i ry ,X PHASE 2 BUILDING PHASE 2 E&S PLAN e \ 5U U 51 Scale in Feet UIVEKWUIN RIUGE REQUIRED WHERE GRADE EXCEEDS 2% 2 % OR GREATER EXISTMG PAVED ROADWAY F- II --III= FILTER FABRIC SECTION A - A NOTE: EXTRA STRENGTH FILTER FABRIC NEEDED WITH WIRE SUPPORT STEEL OR WOOD POST _\. SPILLWAY USE NDBAGS, STRAW BALES SEDIMENT BARRIER OR ER APPROVED METHODS _- (STRAW BALE TYPE SHOWN) TO HANNEUZE RUNOFF TO BASIN AS EQUIRED. SUPPLY WATER TO WASH WHEELS IF NECESSARY. 9 Ak ESWrQEpL OR PO 88 ry� I F7.OE 1� _ FLOW* 3S"HIGH MAXI 4MIN. 6* THICr 0 I V DIVERSION RIDGE z Lda NNh 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 W �- pio RR r- WIRE & FILTER FABRIC ATTACH SECURELY TO UPSTREAM SIDE OF POST. R� UNOFF RUNOFF 9' MAX. III 12" MIN. 111=1 UXM__W_ I 12" a`N KOTIE TED _ `GRAVEL I BFILL a III= STANDARD DETAIL ALTERNATE DETAIL F TRENCH WITH NATIVE BACK ILL TRENCH WITH GRAVEL NOTE: 4. SET POSTS AND EXCAVATE A 4"x4" 1. INSPECT AND REPAIR FENCE AFTER EACH TRENCH UPSLOPE ANLONG THE LINE OF POSTS. STORM EVENT AND REMOVE SEDIMENT WHEN 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 SEDIMENT OFF -SITE AND CAN BE PERMANENTLY FENCING AND EXTEND IT INTO THE TRENCH. ZED. A KFILL D COMPACT THE EXCAVATED 7. B C AN 3. SILT FENCE SHALL BE PLACED SLOPE 3. SILT SOIL EFFICIENCY. CONTOURS TO MAXIMIZE PONDING EFFICIENCY. SILT FENCE DETAIL WITH WIRE SUPPORT NOT TO SCALE ADDAPTED FROM: 1992 VA E&S CONTROL HANDBOOK 3.05 0 FLOW I, • • • .. STONE STRUCTURE ID 10 D 1 La I W J d d50 0' U V RT 4.65 12 10 12 12 0.5 POND OLITFALH 0.10 1 12 10 10 12 0.5 CULVERT O��PRO��ON DETAIL D��L NOT TO SCALE TOP OF BERM ELEVATION=735.00 2DO' SPILLWAY ELEVATION-734.00 ADD 4' TO NEW BERM TO ALLOW 24.0 PLASTIC RISER BY ADS WITH rPEDESTRIAN FOR SETTLEMENT H-10 GRATE TOP-734.00 6' INV. IN_731.50 I 12' INV, OUr-731.50 6"0 CLEANGUr & 45' TO SURFACE WITH SCREW CAP EXCAVATE AREA BELOW INVERT 731.5 TO PROVIDE 8,000 CUBIC APPROXIMATE FEET OF WET STROAGE EXISTING GRADE SEE GRADING PLAN ON SHEET 4 120't-12"0 HDPE OUTLET PIPE (ADS N-12) INSTALL THE OUTFALL RUN TO DAYLIGHT 8'-6.0 SCH 40 PVC LOW FLOW PERFORATED PIPE TREATMENT: STRUCTURE AND BERM AS PART INV OUT=731.23 PERFORATED PIPE INV IN-731.50 PERFORATED PIPE WITH A NON-WAVEN FILTER FABRIC, OF THE PHASE 1 BUILDING, PROVIDE TWO ROWS OF BED, COVER, AND SURROUND PERFORATED PIPE AFTER PHASE 1 E&S MEASURES EACH SIDE OFHOLE PIE AT CC ON WITH A MINIMUM OF 10" OF g57 STONE. HORIZONTAL MID SECTION SECTION THROUGH TEMPORARY SEDIMENT BASIN OUTFALL NOT TO SCALE BFDIMFNT TRAP CAI COI ATIONS BASIN ID DRroA1RAGE STTOORAGE STORAGE DEPTH STORAGE AREA STORAGEDVOLUME STORAGEDEPTH STORE AREA STORAGE VOLUME AREA VOLUME REab. Set 1 42.7 ae I (14472 &f.) 1 1.50 ft. 1 5,300 •.f. 8,000 c.f. 3.50 ft. 22,000 J. 1 17,000 J. TEMPORARY SEDIMENT BASIN/CULVERT OUTLET DETAIL THE SEDIMENT BASIN WILL BE DESIGNED USING SPECIFIC PARAMETERS THAT APPLY TO THIS SITE. THE TOTAL CONTRIBUTING DRAINAGE AREA IS 42.7 ACRES. PEAK RUNOFF RATES FROM THE CDA ARE GENERALLY LOW DUE TO THE LAND COVER AND SOILS. LOW RUNOFF RATES ARE EVIDENCED BY THE CHARACTER OF THE DRAINAGE SWALE ON THE SITE. IT IS IMPRACTICAL TO PROVIDED 134 CUBIC YARDS PER ACRES OF CDA IN THE SEDIMENT BASIN AND UNNECESSARY DUE TO CHARACTER OF THE CDA. AS A PRACTICAL ALTERNATIVE, THE WET AND DRY STORAGE VOLUMES WILL BE BASED ON THE 3.9 ACRES OF DISTURBED AREA. EROSION & SEDIMENT CONTROL KEY 3.02 TEMPORARY STONE CONSTRUCTION CE :::::::::::... ENTRANCE 3.05 SILT FENCE SF X X-X--X 3.07 INLET PROTECTION IP 3.14 TEMPORARY 77 SEDIMENT BASIN SB 3.18 OUTLET PROTECTION OP 3.30 TOPSOILING TO 3.32 PERMANENT SEEDING 3.35 MULCHING MU 3.38 TREE PROTECTION i1 _ O R �I 0 V/ Z � J Z Q ��LIJ M ®w® Q Z D ZJM W N LLJ W 0 Q w 0 _ U Z U 00®Cr N J Inm 0- W Z �� //Ld - V/ eri N 0 :D Y UJ Z � J 0 Q � 0LLJ 0wLIJ Z ly 0 ILL.(n U O Li. H O CD m to 0) o /� fi/�n U) N N I"r� I1 U I a LJ Q (o N 3 W ¢ Z_ 00 o WC0.DU J Wed- Y>LLJ `-�° a W U cc U � c o ui 0 o W V) uJ Q = o � 0- - Ld U z DLd O E W 1 U F LZ n DO ^< I.i CD V) fy- J LLJ OWN �LU V) oz W U QF o. 021621 . ZSI ONAL SURVEY: C.I.: P-L 1, DRAWN BY: JOB NO.: P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 3B/12 14 25 0 25 75 \ # Scale in Feet 2 \ \ \ p 7 V. - - - o -- j \ S 15°0�'35" W 82 �3' . + ---__� # }� - O J8 2 / u --ter - i J -_ o 5' PARKIN SETBACK - - - - - - - --�- - - r DN U / I •n - -t - - // w 1 m N£ N r RS' 38.7 .Do' 22.00' 0 X W __. .. ..I mo DIFY P(NP) WALKS TO I v \ e•U J A �� w A '_ , D \ W / W y9 50 �' ,� + �f �j I I �M1 O + N .m ^ _ 'A --.MP •.�. � r �' ® + W5 OI N J iiilll _ 091 EDP I A 100' BRL o _ X m / \ 38.0 10 m END WALK TC , I mC1 0' + END P7T I y I I + + Eop x * x \ I P 2-6" RISER o `; I '$wo �` N RV 12" TREAD / s X m a x O r I I 38.95 `9 37.9 1.00' �g o STOOP To, J 'EX,; J -' 39. } N '' / m d T 38.95 'O -p o # J o \ \ \ m \ \ STOOP :"1 G �0 I o BML PORCH EOP o $ x X m \ \ BM FF=739.00 �� I R5' R5'�.' I D x fn \ \ m \ I \ F X �O I I 1 J^'. o L�uJ 37.7 + * I J \\ I w o I 38. �...'. x AD Y, \\ N E P WA 38.8 °' u+ 38.8 N R27'.. 38.2 38.4 37.00'.:EOP.- , 24.00' 5. 4. 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P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 4/ 1 2 25 0 25 75 \ m + 1 + ,I Scale in Feet 742 % % J y J p J p J p O Lf >y C A P J f P J------------- J, x ..... 5' PARKIN SETBACK ---------- -------------------------2'-------------- �--------------- a ------------------------- -- - W S 1 b 1t -�' _ ___ __-__.N -!0 IA 1� ✓ _ J __ x � •A' � nniiA.YWnI nAnnllnn.XnnnnlnXlnnnl nX.II..ItVli y ..---'-�jy� .\ =Ax— J- m 17.00 EDP t4 ^' EDP o o a• '�,$ m r 1 m J J % J X A Ow0 •0 b D J W m X m O .8 m WALK, 1 FOP"EX. li z W m J 5'R 0 0 1 1 I j 5'R 5 J $ J $ J u Y EDP Do 39 N m '$ EDP J J p N m w A m 7A J r o S x o TC HP m u x "Fvi Rpp1P j g m X 26 5'R 4 15'R i w�!=�.a- w m -4r {Lih t A W .➢ �O Il j b 38.2 15'R TC o 3 .0 '' TC a N ��, S P x z � ✓tRO) J x o o 37.9 '' CG-6 w TRENCH D AIN °' N I"7 +W �pW ✓ �' EDP NCH DRAIN >, 100' BRL €�------- -- - - - ---- J 17.00' - - w --- +� -------------------s�® �;°--------------- -- ---- -- - -- --- z. ------------------------ ------------------------------f- ------------------- ---------------------- ----------- --------- -- -- e v + 38.2 o - '�' 24.0 S' nn•+Imne••+ nw.unlwnmsn+. : 0C1 A- ` I w p5'R W - - J O INIWe N .IIW IMINM IWY G -� I # J x y nl I.l•unYnnnn•° y , i i O X " _ ____N * w > 38.•I�Illunnnrnn --8 90 . $ P P w i➢ .Y y �, �� O # J j O I w W HEELST (TYP) m '0 'O y `� PORCH +,J J 4 j -A Wl O d. - JW m J J I,L + I /� J % U % � D • ❑ �C O W ✓ W % � � 12 j a � I Il � I 38.5 J "b 5 00' .0 < m 1 x t�s 20.00 24.00 �.1p 2 j W 1 m x PROVIDE DISCHARGE OF ROOF DRAINS THROUGH bm J X 0 w : x CI�RB (TYP) 38.3 16 m w unnti I x ^' 37. > Mlnwnn•wrvn•n.Y nnnn•ne + ® I 1� DS ••nlnln• Inn nnnnlnnlnY x x N G T InnnnldNnnllnilWnYNnlfll J Y P � I a• w o i � AD N w � � I 1' j nu _. x • I �I GN 6 29 S FLARED EN SECTION u J : J 382 12" 1=735.50 ® 24 I 111 38.1 ® SIGN P 0. ® I +Y + I m GI IU R 120_12"0 O M HC w L£L w D % t�"� m •n 12" ADS FLARE® -s C x END SECTION J . 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I J II 5'R �5 R a I m 1 �5 R } 36.2 ; .n i J �1 O +15'R\\.\ 3 36.9 TC m p . ✓ � '+ � i R W + I J1 I P ------ ____ s_______________w_ e J 1 CA nl_______-_ ____ W -----' J 100' BR J _ r 'm D _ P 4ao -- y I P 1 n nnnmm�enn.u_n_n_sn_w1lpl_enn_n_lm_m_n_lw_ - -_ 734 _______7+3 _ 5___________ p_________________ wW 12" ADS FLAREDIt I W , 11' 1II1 1 wN W W p f� # A om, END SECTION n Nm + I 5 '� p m } '1� 12" INV=733.50 a Af c ! W m F t. W } R W GGI w h t i> Y t T. 5p G w 11 "1 SJ n 6 U + ;C p � t EX y CK O.C. m A p J J P (0 W W } � �� 15• v D W } -'"Mlnnlnn.lnn.mllpinin.lnn W..Innlnnnnlnlnnnnl..lnr m �p J O Ot x W + 1 1 w W O nnnnnln 1 1 W EXTREJ W P 1 5 �' `� . _L�INE j e �1 J J Pj S + W 735 y 1y yJ + m J 734 11 ) Dv } •ewl.nlale.Y.a.uaenn.---- __ _ 733 A J T u w g W V W Q w J U � �-Z V) 00 L`L N _j / m< aLVZ mW00 a. Z J U m(QjQW o Ld O Zw N CU J o /�� N 0. woNroE 0) m O Ln '^�+ � r L U / V) N YN (n N I 1 3 N W LO N Q < z � u o 0 W O D_ Ot -,I- L > vv0 ' Ld U K n O Q 0 O F C N W — Q = CL fn • LLI 0O O O 0 U z � -i W Z a00 a z J LL1 :D LJ z Z Z Ow �PLTH OF Dr -do W1 ' Lic.No.021621 �rSIONAL SURVEY: P_L 1. DRAWN BY: JOB NO.: P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 5/12_ I STORM SEWER PROFILES SCALES: H 1 "=50' -- n r 740 PR. GRADE EX GRADE 740 GRADE ni 735 735 730 PR. 150'-12"0 ADS N-12 HDPE PIPE ® 0.50% PR. 120'-12"0 ADS N-12 HDPE PIPE @ 0.50% 730 --- 725 APPROX. LOCATION OF 1 -1 /2" SEWER FORCE MAIN 725 ILL -- LO M Z + Z Z 10+00 11+00 12+00 10+00 11+00 12+00 Culvert Analysis Report 150' Culvert Culvert Summary Computed Headwater Elevation 737.28 ft Discharge Inlet Control HW Elev. 735.93 ft Tailwater Elevation Outlet Control HW Elev. 737.28 ft Control Type Headwater Depth/Height 3.03 4.66 cfs N/A ft Outlet Control Grades Upstream Invert Length 734.25 ft Downstream Invert 150.00 ft Constructed Slope 733.50 It 0.005000 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream Slope Type Mild Normal Depth Flow Regime Subcrifical Critical Depth Velocity Downstream 6.26 ft/s Critical Slope 0.90 ft N/A ft 0.90 ft 0,012810 Wit Section Section Shape Circular Sect xddgl#ddlHDPE (Smooth Interior) Section Size 12 inch Number Sections 1 Mannings Coefficient Span Rise 0.012 1.00 ft 1.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 737.28 It Upstream Velocity Head 0.20 Entrance Loss 0.54 ft 0.11 It Inlet Control Properties Inlet Control HW Elev. 735.93 ft Inlet Type Beveled ring, 33.7' bevels K 0,00180 M 2.50000 C 0.02430 Y 0.83000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Submerged 0.8 ft' 3 B 1 Culvert Analysis Report 120' Culvert Culvert Summary Computed Headwater Elevation 736.40 ft Discharge 1.98 Ohs Inlet Control HW Elev. 736.37 ft Tailwater Elevation N/A ft Outlet Control HW Elev. 736.40 It Control Type Outlet Control Headwater Depth/Height 0.90 Grades Upstream Invert 735.50 fit Downstream Invert Length 120.00 ft Constructed Slope 734.90 ft 0.005000 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 0.60 ft Slope Type Mild Normal Depth 0.63 ft Flow Regime Subcrifical Critical Depth 0.60 It Velocity Downstream 4.02 ft/s Critical Slope 0.005823 ft/ft Section Section Shape Circular Mannings Coefficient 0,012 SecGxM9ab6dIHDPE(Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 It Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 736.40 ft Upstream Velocity Head 0.22 ft Ke 0.20 Entrance Loss 0.04 ft Inlet Control Properties Inlet Control HW Elev. 736.37 ft Flow Control Unsubmerged Inlet Type Beveled ring, 33.7° bevels Area Full 0.81? K 0.00180 HDS 5 Chart 3 M 2,50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 PB-1 NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FILL TOP OF FILL TOP OF FILL x -- GROUND LINE x _ '-- _ GROUND LINE x GROUND LINE _-_ 11� 1�-_ rrrrrr ' r �rr�r R1-111=1 �r iv - rr rir 0 = P`--EARTH o = I o = BEDDING MATERIAL MIN. 1/10 X D X - rrrrrr /rrr III=r11-1 L / rrrr - II frr 0 rj ROCK OR UNYIELDING INI SOIL i MIN. 1/10 D X D X BEDDING MATERIAL - ' ^T =_- _r I II - rrrrrr rrrr rrrr rrr rrr d !1r/r y� r 1T1- -rP- =1 I r EARTH -_111=111EIII v VI�- MIN. 1/10 D X D X BEDDING MATERIAL %z" PER MAX. H MIN. X. FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE MIN. 1.5 x D MIN, 1.5 x D. MIN. 1.5 x 0 _ MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x D ,--TOP OF FILL TOP OF FILL TOP OF FILL _. rrrrrrrrrirrrr rirrrrrrrrrrr/r - rrrrrrrrrr/ir rrrrrrrrrrrrr = -= rrrrrrrrrrr rrrrrrrrrrr- =rrrrrrrrrr /rrrrrr//r- = /rrrr/rrr 5 rMrrrrN ^GROUND o a _ - LINE - - :•y rrrrrrr, rrrrrir }; w:::. _ • rri :; - r d r GROUND - rrrrrr, r/rirr/ •:::::::. _ ••:::::::-- •: rrrrr rrrr .}::::::: - _ •;•: rr/r rrr ;•t:•}:•::::_ ;: rrr r/ 4i{:•>}}}- � •rr N;.;.}:}};;; GROUND ;• LINE EARTH MIN. 1/10 D X D X aEDDING/2• MATERIAL 1 R-ROCK OR MIN. 1/10 D UNYIELDING pER _�- 1= F SOIL V OF H X D X M6, BEDDING MAIN. X.2a" MATERIAL , ^ -' --�irn rl'1T- gym-- - MIN. 1/10 D a BEDDING @--EARTH MATERIAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL �TJJJJJ� BEDDING MATERIAL IN ACCORDANCE WIT' ® EMBANKMENT NOTES: SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. FOR GENERAL NOTES ON PIPE BEDDING, CLASS I BACKFILL MATERIAL IN ACCORDANCE SEE INSTALLATION OF PIPE CULVERTS WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES SPECIFICATIONS. ON SHEET 107.00. REGULAR BACKFILL MATERIAL ACCORDANCE ERWITH SECTION 302 Of THE ROAD AND BRIDGE CRUSHED CLASS CONFORMING TO THE rrrir FOR PLASTIC PIPE CLASS 2 BACKFILL MATERIAL ROAD IN ACCORDANCE WITH SECTION 302 OF THE ROAD SPECIFICATIONS. SIZE REQUIREMENTS FOR CRUSHER RUN AND BRIDGE SPECIFICATIONS, AGGREGATE SIZE 25 AND 26 MAY BE USED IN PLACE OF CLASS I BACKFILL. rrrrr FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL IN ACCORDANCEWITH SECTION 302 OF THE ROAD AND BRIDGEESPECIFICATIONS. BRIDGE �VDCJT INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS CIRC. PIPE BEDDING AND BACKFILL - METHOD "A" VIRGINIA DEPARTMENT OF TRANSPORTATION 3D2 303 SHEET I OF 4 REVISION DATE 07/12 707.01 O V O 0 Z U Z to 0 OO�a N J > J Q O } M I- aWz cW/�WNO Uj a � Y Z M J Uaa, a M a W O 0 LL 3 N J o N N amrNF)o NN CO r I1 r Ln U N ='S W oa � N rD `D 3 N 0CD � W � �O't a J w' vv 0 W 0: U W C) I.- Ci13 °' v a W n a oe 2- L ° N vt O ZLLI�U LI_ W r a00 a Z � J LLI 0 W (n Z O ZW TH C., LEWIS a No. 021621 SURVEY: C.I.: P-L NA DRAWN BY: P-L JOB NO.: 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 6/12 CG-6 1. THIS ITEM MAY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB 81 GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB & GUTTER THE S OF SUBBASE COURSESI BE CONSTRUCTE ANDMTO THEPALLELTDEPTH OFOPE THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CO-6 IS BASED ON ROADWAY CLASSIFICATION AND R THEGN SPEED ROAD DESIGN MANUAL IN THE SSHOWN IN ECTION F N ON GS URBAN STANDARDS. D D 1"IT D D D D D D D D D D D D D D D D D D --6 I ___-2-0-_-__-� BE CONCRETE OF THE CONTRACTOR THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MINIMUM DEPTH OF 7" IS MAINTAINED. REFERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION DATE I SHEET i OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 cG-la •5 DOWELS, B" LONG PERMISSIBLE AT 12" C-C 5' MIN JOINCONSTRUCTION BACK OF 12:1 MAX 2� 1 MAX RAAP .err TAo, J I RAMP 1Lcl T.Ic1 A TRUNCATED DOMES SEE SHEET 1 OF 5. FOR DETAILS I -' I SECTION A -A PERMISSIBLE x CONSTRUCTION 4 JOINT tl o 3_ SECTION 8-B NOTES: FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE. SEE SHEET 1 OF 5. THE REQUIRED LENGTH OF A PARALLEL RAMP IS LIMITED TO 15 FEET. REGARDLESS OF THE SLOPE. TYPE B PARALLEL APPLICATION ROADWAY GRADE IN PERCENT MINIMUM RAMP LENGTH IN FEET 4' CURB 6" CURB 0 a 6 1 5 7 2 5 8 3 6 9 4 8 12 5 9 15 6 14 5 \V DOT ROAD AND BRIDGE STANDARDS SHEET 3 OF 5 REVISION DATE 203.07 107/15 i:liT1an11 ,'{x,i1n �ip�Tr It ,i'uT't 11 MAX .1 121 MAx. 11T4f m 4.MIN � R WITH BUFFER STRIP 5' MIN 12:' M x. 12:1 NAx. -! WITHOUT BUFFER STRIP CROSSWALKS CROSSWALK +xy^. • A`RaleftE 1 WnWr CROSSWALK TYPICAL PLACEMENT AT INTERSECTION ON Nc 4e:1 MA% L o WITHIN CROSSWALK W N SS I Caere S[OPE -N--1. BUFFER STRIP 5' SIDEWALK L EKG 48�t M4Y, ''II�,V.'I 5'MIN D1' DIAGONAL PLACEMENT o 5. MN E c)"\ t2I MA1 �I A 4•SOUARE LADING AREA ,Mid pursue OF TRAVELWAY A YSWARE LANDING MEA OOBSWk PE�ENp . CR0a5 K WITHIN THE MARI OUTSIDE OF iRAVELWAY FOR SEAL BE PROVIDED CROSSWALK PERPENDICULAR CROSSWKK NB WITH BUFFER STRIP CROSS W WITHIN THE MARKED CROSSWALK AREA CG-12 DETECTABLE WARNING SURFACE SPECIFICATION REFERENCE TYPE 8 (PARALLEL) APPLICATION 105 VIRGINIA DEPARTMENT OF TRANSPORTATION 502 8" 21-8 COMPACTED SUBGRADE U�lh STONE PAVEMENT DETAIL NOT TO SCALE APPLY TO GRAVEL DRIVE 2" SM-2A 8" 21-B COMPACTED SUBGRADE--� - ASPHALT PAVEMENT DETAIL NOT TO SCALE APPLY TO ALL TRAVEL AREAS AROUND BUILDINGS ' OR 6' (OR AS SHOWN ON PLANS) I N CG-6R COMBINATION 6" CURB & GUTTER REVERSED NOT TO SCALE 1.5" Ssel 5" BM-2 - 12" 21- 8 COMPACTED SUBGRADE - I I -III -I I I- -III-III- 11,,111- 4" CRUSHED STONE - PAVEMENT SECTION DETAIL FOR ENTRANCE (3000 PSI) 4" CON( 1 6x6xW1.4xW1.4 WAIF (1.5" Min. CLEAR) NOT TO SCALE TYPICAL ON -SITE SIDEWALK DETAIL 1"0 DOWELL HOLE NOT TO SCALE PROVIDE A MAXIMUM CROSS SLOPE IN SIDEWALKS OF 2%. 1 FINAL GRADE DETECTABLI WARNING T fA LSTHON/A L/GHT/NG FEATURES & SPECIFICATIONS INTENDED USE - For building -and wall -mounted applications. CONSTRUCTION - Rugged, die-cast, single -piece aluminum housing. Die-cast doorframe has impact - resistant, I ss lens. Doorframe is full sealed with a dosed -cell silicone gasket. res scant tempered g a y Finish: Standard finish is textured dark bronze (Di polyester powder finish, with other architectural colors available. OPTICS- Hydroformed refiectorforsuperionumformity and control.Vertical lamp orientation for improved lamp output and life. ELECTRICAL- Compactguorescent utilizes an electronic high -frequency ballast. Quick -disconnect plugs easily disconnect reflector from ballast and fixture from supply wires. Socket is four -pin positive latching thermoplastic. INSTALLATION - Universal mounting plate with integral mounting bolts supports the fixture for easy, one -person installation. LISTINGS -CSA Certified to U.S. and Canadian standards. Down orientation only. NOM Certified (see Op- tions). IP65 rated. 2/42 wattages and below are listed to 30°C ambient. 57W and 70W are listed to 25°C ambient. Emergency options (all wattages) are listed to 25°C ambient. WARRANTY-1- I' 't d a t Coco lets warrant terms located at Catalog Number Notes Type Wall -Mounted Luminaire TWF1 FLUORESCENT:26DTT-70TRT year Iml a Warr n y. p y Specifications ww�tybrandscom/CustomerResou(ces/Terms and conditions'sox - --- - - NOTE: Actual performance may differ as a result of end -user environment and application. Width: 16(40.6) Specifications subject to change without notice. Height: 101/16(25.6) N Depth: 9-5/8(24.4) *Weight: 2416s (10.911 All dimensionsare inches icentirr i W D unless otherwise indicated. 1 `Weight as configured in example below. NIGHTRME" FRIENDLY co�an.m "nn u:Ea ewy aa,mel,tonedudo fw lgMpkWll°n reauNan I'I 1' I Lead times will vary depending on options selected. Consultwithyour sales representative. Example: TWF1 32TRTMVOLTLPI TWF1 Series Wattage Voltage Ballast - Mounting Options TWFi 26DTT 120 (blank) Electronic 0°F (blank) Surface mount Shipped installed in fixture 2/26DTT 277 Shipped separately GMF Internal slow -blow fusing(n/a with MVOLT) 26TRT 347 CW20 Cold -weather ballast BBW Surface mounted K Emergency arcuitty 2/26TRT MVOLTI back boxxa ELDW Emergency battery pack(32°F min. operating temperature)as.m,T 32TRT DS sal witching' ELDWC Emergency battery pack(0°F min. operating temperature)'ra.m.lzp 2/32TRT 2/1 Two one -lamp ELDWRPS Fixturewired ready for P51400 or PSDL3 remotebattery pack (battery pack notincluded; 32°F min. 42TRT ballasts operating temperature)8'IL19.I' 2/42TRT 57TRT 70TRT Options (continued) Finish" tamp'' DC12 Emergency circuit 12-volt(35W lamp included)''16 Shipped separately' (blank) Dark bronze, textured Super Durable Finishes LPI Lamp included WE Wire guard 2DC12 Emergency circuit 12-volt(two35W lamp included) a1s DSST Sandstone, textured DDBXD Darkbronze LAP Lesslamp DC2012 Emergency circuit l2-volt (20W lampinduded)&1° VG Vandal guard DRAT Natural aluminum, textured DBBXD Black 2DC2012 Emergency circuit 12-volt(two 20W lampincludedie'16 DWHG White, textured DNAXD Natural aluminum PE Photoelectric cell -button types DBLB Black,textured DWHXD White (SA CSA certified CRT Non-stick protective coating DDBTXD Textured dark bronze NOM NOM certified (black only) DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Texturedwhite Motes 1. Optional multi volt electmnicballost capable of operating any line 6. Mustspe[Nyfinish when ordered as maccesory. 12, Notavailablewithav i voltagehom12011i 7. Manmumallowablewattagelaimmunded. 13. Notavailablewith57TRTor7OTRT. 2. Natavallablewdh 57lRTar7OTRT.CW20 and ELDWC causes be 8. Cannotbe ordered with anyotherememenry option. 14. PIIotftestswikhmountingplatein[Iuded. ordered mgether. 9. Not available with L32TRT H4TRT STrm or 70Tm. 15. Not available with 2/42TRT, 57TRT or 70TRT. 3. Available with MART,, 2/267RT, L32TRT and 2/42TRT only. Not 10. Dow and ELDWC with compact Fluorescent do not satisfy North 16. Notavailablewith6MF. available with EC, DES, ELDWS, 2/1 or PE Carolina aide niteria for state owned buildings per 201E NC Building 17, Seewwwlahon'aaimlarch[olorsfpradditlonalcolorap[ionL 4. Availablewith 2/26DiT H26TRT 2/32TRTarrd2/42TRTm1v Not Cedel 005.3and IOD6.4 18. MwYhespedfied.351(hespwnhlR. availablewith EC,DC5,ELDWSar D5. 11. Forte,, lamp configurations, causerie lamp operates in emergency 5. Maybeordemd Aanaccmary.Prefixwith TWF1. backup mode. OUTDOOR tl4lliEni �'-0"- FRONT VIEW SELECT I \TER LINE PER __P SPEC WATERLINE INSTALLATION DETAIL NOT TO SCALE 1"0 DOWELL HOLE PRE -CAST WHEEL STOP DETAIL NOT TO SCALE --a 1/2„ 4„ CONTINUOUS N #4 REBAR END VIEW PROP. 6' CAR STOP EX. PAVEMENT STRUCTURE 5/8"Ox18" STEEL DOWELL ( 18" STND. x 4" STND. RESERVED PARKING (d D. U- VAN NNEL ACCESSIBLE T swum iluo-m RM-AWAY IlNE ACCESSIBLE GROUND SIGN HANDICAP SIGN NOT TO SCALE nRESERVED PARKING M L Pf11klY 3100.GM lOW-AW.Y 2R£ SIGN TWF1 Compact Fluorescent, Wall Mounted TWF1 2/26TRT TEST No: LTL18189 TWF1 2/32TRT TEST NO: LTL18188 ISOILLUMINANCE PLOT (Footcandle) ISOILLUMINANCE PLOT (Footcandle) -2 -2 4w 1w x x z Or 5 z OF z 2. z if .51 10 0.50 5 U O r_1 O 2- 223K 3La4? 4FseEi5 5 0 1 2 3 4 5 6 0 1 2 3 4 5 6 26W triple -tube lamps. 32W triple -tube lamps. Footcandle values based on Footcandle values based on 12' mounting height, 1800 rated lumens. 12' mounting height, 2400 rated lumens. LuminaireEifciency: 57.5% Luminaire Efficiency66.0% BUILDING MOUNTED LIGHT DETAIL All lighting shall be shielded, fully downcast and full cutoff. Building mounted lights shall be hooded so as to ensure no light source is visible from or causes glare on adjacent properties or road rights of way. Section 165-201.07(D)(2). LIGHT DUTY ADA COMPLIANT GRATE / A a c v a a d q 9 4 L. 4 L A . a A 4 d n TRENCH DRAIN DETAIL NOT TO SCALE DETAIL DEPICTS NEENAH R-4996-A SELF -FORMING TRENCH PAN SIGN TND. R1-1 D. U-CHANNEL POST P. GROUND STOP SIGN NOT TO SCALE ma R1-1 24"X24" OR 30"X30" END OF STALL - STRIPE OR CURBING WHITE PAVEMENT MARKING, 4" WIDTH, LENGTH AS SHOWN ON PLANS. WHITE SYMBOL PER ADA ON SOLID BLUE BACKGROUND WHITE PAVEMENT MARKING, 4" WIDTH, 2' CC; 45' ANGLE OR 5' NOTE: ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED ON BUILDINGS WITH OR OTHERWISE LOCATED WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. PARKING LOT STRIPING DETAIL NOT TO SCALE J 0 Z 0 0 z 0 0 U 0 Q V) Z U_ZESW N -e m Q Q- w Z /13 V) 0 Q a Z � Y Z QJ U J X CD W Z 0 00 LLB.. (n CU J o N iEEV W N w 7 E � � n N to " o n LaJ O a O Lo N 3 ED a) O 5 Q Z_ __ WU U O� O �t O O d- a JW' Lo �° I W 00 } IYi C) W U y_ c a) O W � Q UJ O L d - N O U Z O O O w Z U � L� t\ a00 a CO (10 Z of J W W D Z Cn OZ U W dV V �. Q _ 0 C. LEWIS a ' rLic. No. 021621 Wa �sS10NAL SURVEY: P-L NA DRAWN BY: JOB NO.: P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 7/12 r— aim LANDSCAPE INSTALLATION: - -- - - - 1)AR A 1 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 1 1 1 with the layout shown on the plan.uanm q / 2. Verify the es 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 (30)JM� at time of bidding. _ 3 All at ' I b' t t 1 b th 0 0 m eras iare su 1ec o approva d th y e wner or wner s represen a ive. rove e e / / I I, I 1 Owner with a tag from each plant species and a list of the plant suppliers. Where any (5) requirements are omitted from the Plant List, use plants which meet the normal requirements for the variety according to the American Association of Nurserymen. / 3)TP 4. Plants shall be sound, healthy, vigorous, well branched, free of disease, insect eggs and ( / larvae, and shall have adequate root systems. \ f 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. o / I 6. Groups of shrubs shall be placed in a continuous mulched bed with smooth, continuous -` \ \ 1 rn \ I edges as shown on the plan. All mulched beds shall be curvilinear in shape following the --- (1)AR contour of the plant mass. Apply a minimum of 4 inches off mulch uniformly over beds. Trees located within four feet of any shrub bed shall share the same bed. Grade finished 1 i I I planting beds so as not to impede surface drainage. -,-- 1 \ I 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 � W recommendations. At a minimum, all deciduous trees shall be double -guyed with 72" \ \\ 1 hardwood stakes driven firmly into the ground. Secure tree to stakes with #9 galvanized- _ i I wire guys with rubber hose connections. Stakes shall be 2" x 2" x 72". 9. Use shredded hardwood bark mulch in all planting beds. ' Q G I I o o I I 10. Remove all tags, twine and containers from installed plants. Roll back burlap one third on W� - �� Y I I I I all B&B plants. Q` . All plant substitutions are permitted with consent from the Landscape Architect and the \ dA I 1 1 I I Frederick Co. Planning Department. 0)A 11\ 1 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 Q \ (1i°R I I I 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. \ \ Q (1� 15. All plantings must conform to sec. 165-203.01 of the Frederick County Zoning Ordinance. \ - I (1)AR \ I \ I � \\\ I ® ® \ \ / I \ \ 737 I 738 \ 735 / I I I \ PHASE 1 PLANT LIST i Z I Url \ ff U) D = m \\\ \ (1)A, I I I � o (1)AR I 2)TA I n II I I I I 2: in" o i I I I I I y IS 11 )AR (1 AR 0(0 0 (B)TA �T J CL U) Z U I / -� \ >� o I /IJ/I a \\ 6� / �, V)Z _ _ —0 �- Q Z I— Ld (1)AR os / \--- _ N w O J — --- _ V)v)QU ZMJIIY (1)AR 1 I I I I _ Q J m w a I TF 1 AR V I � � 1 I 1 \ (3 )JM I I I I I (. I \ \ Q\ �1)AR MA\ O ZW O ILL. 0 0 0 o I I- 3 \ I \ \ \ 30 0 30 \\ \\\ (5)TA ` \ \ \\ \ 30 0 30 Scale in Feet \\ I I i\ V -\\ \ N \\` \ \\` \ . o \ \ \ \ \ 0ui — N ''n E PHASE 1 LANDSCAPE PLAN KEY QTY. BOTANICAL NAME COMMON NAME SIZE SPACING REMARKS AR 16 Acer rubrum Red Maple 2" Caliper See plans Parking Lot Deciduous Tree TA 16 Tilia americans American Linden 2" Caliper See plans Parking Lot Deciduous Tree JM 32 Juniperus chinensis 'Mountbatten' Mountbatten Juniper 36" height 4' o.c. headlight screen PHASE 1 LANDSCAPE REQUIREMENTS: Parking Lot Landscaping: Perimeter Areas: (1) Tree per 2,000 sq. ft. of Impervious Area Required Trees: 43,945 sq. ft./2,000=22 trees Required Headlight Screening: 3' high screen along Rights —of —ways and adjacent properties. Interior Areas: (1) Tree Per 10 Parking Spaces Trees Required: 102 spaces/10= 10 trees Trees Provided: 32 trees 5% Interior Greenspace Required: 43,945 sq. ft. x .05= 2,198 sq. ft. Provided Interior Greenspace: 2,500+ sq. ft. 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 BACKFILLE W/ REQUIRED SOIL MIX. MULCH TO BE 3" DEPTH COMPLETELY REMOVE ALL STRINGS, RIBBONS, AND TAGS FROM PLANT. T-ll—I REMOVE TOP 1/3 OF BURLAP FABRIC AROUND -III-T=I ROOT BALL.-.=_1II- SCARIFY ROOTS ON POT BOUND PLANTS. COMPACT SOIL TO 85% AT OPTIMUM MOISTURE CONTENT SHRUB PLANTING BED SECTION 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� r, SOIL MIX COMPACTED MOUND TO PREVENT TREE FROM SETTLING - 6" MIN. HGT UPRIGHT STAKES EXTENDED TO FIRM BEARING REMOVE TOP 1/3 OF ALL BURLAP & ROPE FROM ROOT BALL. TREE PLANTING SECTION O q Lk 0 Scale In Feet ( a) r a (AllN ? n n V Ln PHASE 2 LANDSCAPE PLAN N N 3 PHASE 2 PLANT LIST o KEY QTY. BOTANICAL NAME COMMON NAME SIZE SPACING REMARKS a J C7 Y j 00 vv© 0 AR 11 Acer rubrum Red Maple 2" Caliper See plans Parking Lot Deciduous Tree — JM 30 Juniperus chinensis 'Mountbatten' Mountbatten Juniper 36" height 4' o.c. headlight screen w TA 13 Tilia americans American Linden 2" Caliper See plans Parking Lot Deciduous Tree of Lic o ui o W w L PHASE 2 LANDSCAPE REQUIREMENTS: v z o E Z Parking Lot Landscaping: r- Perimeter Areas: (1) Tree per 2,000 sq. ft. of Impervious Area of Required Trees: 31,672 sq. ft./2,000=16 trees ^ li Required Headlight Screening: 3' high screen along Rights -of -ways and adjacent properties. Interior Areas: (1) Tree Per 10 Parking Spaces cs V) Trees Required: 80 spaces/10= 8 trees w Trees Provided: 24 trees J W Ld z 5% Interior Greenspace Required: 31,672 sq. ft. x .05= 1,584 sq. ft. w Provided Interior Greenspace: 1,700+ sq. ft. TZH Op rfH L) JO a Li . No. 021621 16 01,�SSIONAL E��l SURVEY: C.I.: P-L 1, The landscaping calculations for Phase 1 are based on the number of proposed parking spaces which is 102. The landscaping calculations for Phase 2 are based on the 80 additional spaces proposed in Phase DRAWN BY: JOB NO.: 2. The total number of spaces is 182. P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 8/12 SOILS KEY INSTALL THE POND OUTFALL STRUCTURE AFTER PHASE 1 CONSTRUCTION IS COMPLETE AND THE DRAINAGE AREA IS STABILIZED. DRAINAGE AREA EXHIBIT SOILS MAP TOP OF BERM ELEVATION=735.00 -200' SPILLWAY ELEVATION=734.00 ADD 4" TO NEW BERM TO ALLOW FOR SETTLEMENT 1 20't-12"0 HOPE OUTLET PIPE (ADS N-12) 24"0 PLASTIC RISER BY ADS WITH PEDESTRIAN H-10 GRATE TOP=734.00 6" INV. IN=731.50 12" INV. OUT=731.50 6"0 CLEANOUT & 45' TO SURFACE WITH SCREW CAP APPROXIMATE EXISTING GRADE 1S i DRAINAGE A EA 1 1 POA AREA 2 \ I \\ I Routing f Woodbine Church Preeev,1opment '9ubcat Reach PonT !Link gram or J 1 _, Prepared by Pe nler La -5, P. LC, Pr'nod 6/16I2023 NO.CADB 10.00 25 sa 0e6e4 m 2019 HydroCAD Safi-S-1 - LLc Woodbine Church PreDevelopment NOAA 24-hr B 1-Year Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HydroCAD@ 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1 S: DRAINAGE AREA 1 Runoff = 0.34 cis @ 14.06 hrs, Volume= 0.121 at, Depth> 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 firs, dt= 0.05 hrs NOAA 24-hr B 1-Year Rainfall=2.40" Area (ac) CN Adi Description 0.50098 Unconnected roofs, HSG B 5.50061 >75% Grass cover, Good, HSG B 15.100 55 Woods, Good, HSG B 21.100 58 57 Weighted Average, UI Adjusted 20.600 97.63% Pervious Area 0,500 2.37% Impervious Area 0.500 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.4 300 0.0240 0.10 Sheet Flow, SEGMENT AB Woods: Light underbrush n= DAD0 P2= 2.80" 31.8 1,000 0.0110 0,52 Shallow Concentrated Flow, SEGMENT BC Woodland Kv= 5.0 fps 2.9 351 2.00 Direct Entrv. SEGMENT CD 86A 1,651 Total Woodbine Church PreDevelopment NOAA 24-hr B 1-Year Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HydroCAD® 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DRAINAGE AREA 2 Runoff = 0.67 cfs @ 13.82 hrs, Volume= 0.205 af, Depth> 0.11" 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 1-Year Rainfall=2.40" Area (ac) CN Ad l Description 2.55098 Unconnected roofs, HSG B 8.75061 >75% Grass cover, Good, HSG B 10.300 55 Woods, Good, HSG B 21.600 63 60 Weighted Average, UI Adjusted 19.050 88.19% Pervious Area 2.550 11.81% Impervious Area 2.550 100.00% Unconnected Tc Length Slope Velocity Capacity Description - (min) (feet) (ft/f) (ft/sec) (cfs) 62.0 300 0.0150 0.08 Sheet Flow, SEGMENT AS Woods: Light underbrush n= 0.400 P2= 2.80" 18.9 1,000 0.0310 0.88 Shallow Concentrated Flow, SEGMENT BC Woodland Kv= 5.0 fps 7.4892 2.00 Direct Entrv, SEGMENT CD 88.3 2,192 Total Woodbine Church PreDevelopment NOAA 24-hr B 1-Year Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HydroCAD@ 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Link 3L: POA Inflow Area = 42.700 ac, 7.14% Impervious, Inflow Depth > 0.09" for i-Year event Inflow = 1 00 cfs @ 13 87 hrs Volume= 0 326 of RUN TO DAYLIGHT 8'-6"0 SCH 40 PVC LOW FLOW PERFORATED PIPE TREATMENT: Primary = 1.00 cfs @ 13.87 hrs, Volume= 0.326 af, Allen= 0%, Lag= 0.0 min INV OUT=731.2t PERFORATED PIPE WRAP PERFORATED PIPE WITH A NON-WAVEN INV IN=731.50 FILTER FABRIC. Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs PROVIDE TWO ROWS OF BED, COVER, AND SURROUND PERFORATED PIPE 7-1/2"0 HOLES @ 12" CC ON WITH A MINIMUM OF 10" OF #57 STONE. Woodbine Church PreDevelopment NOAA 24-hr B 2-Year Rainfall=2.80" EACH SIDE OF PIPE AT Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HORIZONTAL MID SECTION HydroCAD@ 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC SECTION THROUGH DETENTION POND OUTFALL Summary for Link 3L:POA NOT TO SCALE Inflow Area = 42.700 ac 7 14 % Impervious Inflow Depth > D 18" for 2-Year event PREDEVELOPMENT POST DEVELOPMENT DA TO POA 1 42.70 DA TO POA 1 42.7 AREA ID AREA IMPERVIOUS TURF WOODS AREA ID AREA IMPERVIOUS TURF WOODS ACRES ACRES ACRES ACRES ACRES ACRES ACRES ACRES OFF SITE 32.70 2.00 9.20 21.50 OFF SITE 32.7 2 9.2 21.5 SITE DETAINED 10.00 1.05 5.05 3.90 SITE DETAINED 10 2.8 3.3 3.9 TOTAL 42.70 3.05 14.25 25.40 TOTAL i 42.7j 4.80 14.25 25.4 SITEUNDETAINED 1.84 0 0.24 1.6 SITE UNDETAINED 1 1.841 0 0.24 1.6 PREDEVELOPMENT DRAINAGE AREA 1 21.10 AREA ID AREA IMPERVIOUS TURF WOODS ACRES ACRES ACRES ACRES OFF SITE 13.84 0.30 2.34 11.20 SITE DETAINED 1 7.26 0.201 3.16 3.90 TOTAL 1 21.101 0.501 5.501 15.10 PREDEVELOPMENT DRAINAGE AREA 2 21.60 AREA ID AREA IMPERVIOUS TURF WOODS ACRES ACRES ACRES ACRES OFF SITE 18.86 1.70 6.86 10.30 SITE DETAINED 2.74 0,851 1.89 0.00 TOTAL 1 21.601 2.55 8.75 10.30 POST DEVELOPMENT DRAINAGE AREA 1 21.10 AREA ID AREA IMPERVIOUS TURF WOODS ACRES ACRES ACRES ACRES OFF SITE 13.84 0.30 2.34 11.20 SITE DETAINED 7.26 1.26 2.10 3.90 TOTAL 21101 1.561 4.441 15.10 POST DEVELOPMENT DRAINAGE AREA 2 21.60 AREA ID AREA IMPERVIOUS TURF WOODS ACRES ACRES ACRES ACRES OFF SITE 18.86 1.70 6.86 10.30 SITE DETAINED 2.74 1.54 1.20 0.00 TOTAL 21.60 3.241 8.061 10.30 PRE & POST DEVELOPMENT LAND COVER TABULATION Inflow = 2.35 cfs @ 13.65 hrs, Volume= 0.645 of Primary = 2.35 cfs @ 13.65 hrs, Volume= 0.645 af, Atten= 0%, Lag= 0.0 min POST DEVELOPMENT DRAINAGE NARRATIVE Primary outflow = Inflow, Time Span=5.00-20.00 hrs, dt= 0.05 hrs IN ORDER TO MEET CURRENT WATER QUANTITY REQUIREMENTS FOR THE Woodbine Church PreDevelopment NOAA 24-hr B 10-Year Rainfall=4.10" PROPOSED SITE, THE ENERGY BALANCE EQUATION (9VAC25-870-66) WILL Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 BE SATISFIED. VALUES USED IN THE ENERGY BALANCE EQUATION INCLUDE _HydroCAD@10.00-25sin 0868402019 HydroCAD Software Solutions LLC THE PEAK RUNOFF RATE AND DEPTH FOR THE ONE YEAR, 24-HOUR Summary for Link 3L: POA STORM IN THE PRE AND POST DEVELOPMENT CONDITIONS. PRE AND POST DEVELOPMENT LAND COVER AREA TABULATION IS SHOWN IN THE TABLE Inflow Area=42.700 ac, 7.14%Impervious, Inflow Depth> 0.63"for 10-Year event ON THIS SHEET. VALUES FOR THE ONE YEAR STORM FOR THE DRAINAGE inflow =10.30 cfs@ 13.42 hrs, Volume= 2.243 of AREA WILL BE USED IN THE ENERGY BALANCE EQUATION. Primary = 10.30 cfs @ 13.42 hrs, Volume= 2.243 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs SIGNIFICANT OFF -SITE DRAINAGE AREAS FLOW THROUGH THIS SITE AND Woodbine Church PreDevelopment NOAA 24-hr B 100-Year Rainfall=6.50" MUST BE TAKEN INTO ACCOUNT FOR PEAK FLOW CALCULATIONS. A Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 DETENTION FACILITY WILL BE CONSTRUCTED ON THE SITE TO PROVIDE HydroCAD@10.00-25s/n 0868402019 HydroCAD Software Solutions LLC WATER QUANTITY CONTROL. Summary for Link 3L: POA THE PREDEV PEAK RUNOFF IS 1.0 CFS, Vr=0.09 INCHES Inflow Area=42,700 ac, 7.14% Impervious, Inflow Depth> 1.88" for 100-Year event THE DETAINED POSTDEV PEAK RUNOFF IS 0.07 CFS, Vr=0.11 INCHES Inflow -34.59 cfs@ 1328 hrs, Volume= 6.699 of (THE LOW FLOW, PERFORATED PIPE, IS ASSUMED TO BE 50% CLOGGED.) Primary = 34.59 cfs@ 13,28 hrs, Volume= 6.699 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 his THESE VALUES WILL BE USED IN THE ENERGY BALANCE EQUATION SHOWN ON THIS SHEET. PRE DEVELOPMENT 2S l 1S DRAINAGE A EA 1 DRAI AGE AREA 2 3L `4 POA DETENTION �BubCdt Reach Ponder Link Rouging O,agrom ror woodbine church Post Development P h"' idraP 1 L Ia. P.L.C. Prnied 6/1512023 -- - HOROC P,T Flo °0 2s a o6664 @ 2019 HydmCAD Su(wam sow loos uc Woodbine Church Post Development NOAA 24-hr B 1-Year Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HydroCAD® 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1 S: DRAINAGE AREA 1 Runoff = 0.43 cfs @ 13.93 hrs, Volume= 0.145 af, Depth> 0.08" 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 1-Year Rainfall=2.40" Area (ac) CN Adi Description 1.560 98 Unconnected roofs, HSG B 4.44061 >75% Grass cover, Good, HSG B 15.100 55 Woods, Good, HSG B 21 A00 59 58 Weighted Average, UI Adjusted 19.540 92.61 an Pervious Area 1.560 7.39% Impervious Area 1.560 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusee) (cfs) 51.4 300 0.0240 0.10 Sheet Flow, SEGMENT AS Woods: Light underbrush n= 0.400 P2= 2.80" 31.8 1,000 0.0110 0.52 Shallow Concentrated Flow, SEGMENT BC Woodland Kv= 5.0 fps 2.9351 2.00 Direct Entry, SEGMENT CD 86.1 1,651 Total Woodbine Church Post Development NOAA 24-hr B 1-Year Rainfall=2.40" Prepared b Painter -Lewis P.L.C. Printed 6/15/2023 P Y HydroCAD® 10.00-25 5/n 08684 ©2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DRAINAGE AREA 2 Runoff = 0.81 cfs @ 13.74 hrs, Volume= 0.236 af, Depth> 0.13" 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 1-Year Rainfall=2.40" Area (ac) CN Adi Description 3.24098 Unconnected roofs, HSG B 8.06061 >75% Grass cover, Good, HSG B in inn fifi wonds (�nnd HRr. R ci.ouu oa o i vveignreu coverage, ui Aujusreg 18.360 85.00 % Pervious Area 3.240 15.00% Impervious Area 3.240 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 62.0 300 0,0150 0,08 Sheet Flow, SEGMENT AB Woods: Light underbrush n= 0.400 P2= 2.80" 18.9 1,000 0.0310 0.88 Shallow Concentrated Flow, SEGMENT BC Woodland Kv= 5.0 fps 7.4892 2.00 Direct Entrv. SEGMENT CD 88.3 2,192 Total Woodbine Church Post Development NOAA 24-hr B 1-Year Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HydroCAD® 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Link 3L: POA Inflow Area = 42.700 ac, 11.24% Impervious, Inflow Depth > 0.11" for 1-Year event Inflow = 1.23 cfs @ 13.82 hrs Volume= 0.382 of Primary = 1.23 cfs @ 13.82 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 his, dt= 0.05 hrs Woodbine Church Post Development NOAA 24-hr B 1-Year Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HydroCAD@ 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: DETENTION Inflow Area = 42.700 ac, 11.24% Impervious, Inflow Depth > 0.11" for 1-Year event Inflow= 1.23 cfs @ 13.82 hrs, Volume= 0.382 of Outflow = 0.07 cis @ 20.00 his, Volume= 0.036 af, Allen= 94%, Lag= 370.5 min Primary = 0.07 cfs @ 20.00 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 5.00-20.00 his, dt= 0.05 hrs Peak Elev= 733.87' @ 20.00 hrs Surf.Area= 20,537 sf Storage= 15,011 cf Plug -Flow detention time= 212.5 min calculated for 0.036 of (10% of inflow) Center -of -Mass det. time= 63.3 min ( 998.1 - 934,9) Volume Invert Avail.Storage Storage Description #1 731,50' 43,059 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 731.50 200 0 0 732.00 500 175 175 733.00 6,050 3,275 3,450 734.00 22,708 14,379 17,829 735.00 27,752 25,230 43,059 Device Routing Invert Outlet Devices #1 Primary 731.50' 12.0" Round Culvert L= 20.0' CPP no headwall Ke= 0.900 projecting, Inlet /Outlet Invert= 731.50' / 731.20' S= 0.0150'l' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 731.67' 0.5" Vert. Orifice/Grate X 7.00 C= 0.600 #3 Device 1 734.00' 21.0" Vert. Orifice/Grate X 0.50 C= 0,600 #4 Primary 734.00' 200.0' long (Profile 1) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=0.07 cfs @ 20.00 hrs HW=733.87' (Free Discharge) 1=Culvert (Passes 0.07 cfs of 4.08 cfs potential flow) LI-2=Orifice/Grate (Orifice Controls 0.07 cfs @ 7.11 fps) 3=Orifce/Grate ( Controls 0.00 cfs) =Broad -Crested Rectangular Weir ( Controls 0.00 cfs) POST DEVELOPMENT Woodbine Church Post Development NOAA 24-hr B 2-Year Rainfall=2.80" Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HydroCAD@ 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: DETENTION Inflow Area = 42.700 ac, 11.24% Impervious, Inflow Depth > 0.20" for 2-Year event Inflow = 2.74 cfs @ 13.62 firs, Volume= 0,727 of Outflow = 1.31 cfs @ 15.35 firs, Volume= 0.314 af, Allen= 52%, Lag= 104.0 min Primary = 1.31 cfs @ 15.35 hrs, Volume= 0.314 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 734.01' @ 15.35 hrs Surf.Area= 22,776 sf Storage= 18,135 of Plug -Flow detention time= 208.4 min calculated for 0.313 of (43% of inflow) Center -of -Mass det. time= 108.7 min ( 1,023.9 - 915.2) Volume Invert Avail.Storage Storage Description #1 731.50' 43,059 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 731.50 200 0 0 732.00 500 175 175 733.00 6,050 3,275 3,450 734.00 22,708 14,379 17,829 735.00 27,752 25,230 43,059 Device Routing Invert Outlet Devices #1 Primary 731.50' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 731.50' / 731.20' S= 0.0150 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 731.67' 0.5" Vert. Orifice/Grate X 7.00 C= 0.600 #3 Device 1 734.00' 21.0" Vert. Orifice/Grate X 0.50 C= 0.600 #4 Primary 734.00' 200.0' long (Profile 1) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=0.98 cfs @ 15.35 hrs HW=734.01' (Free Discharge) 1=Culvert (Passes 0.07 cfs of 4.24 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.07 cis @ 7.34 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.20 fps) =Broad -Crested Rectangular Weir (Weir Controls 0.91 cis @ 0.34 fps) Woodbine Church Post Development NOAA 24-hr B 10-Year Rainfall=4.10" Prepared by Painter -Lewis, P.L.C. Printed 6/15/2023 HydroCAD@ 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: DETENTION Inflow Area = 42.700 ac, 11.24% Impervious, Inflow Depth > 0.68" for 10-Year event Inflow= 11.23 cfs @ 13.40 hrs, Volume= 2.407 of Outflow = 11.22 cfs @ 13.42 hrs, Volume= 1.991 af, Atten= 0%, Lag= 1.7 min Primary = 11.22 cfs @ 13.42 hrs, Volume= 1.991 of Routing by Stor-Intl method, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Peak Elev= 734.07' @ 13.42 firs Surf.Area= 23,060 sf Storage= 19,426 of Plug -Flow detention time= 66.9 min calculated for 1.985 of (82% of inflow) Center -of -Mass det. time= 25.2 min ( 911.9 - 886.7) Volume Invert Avail.Storage Storage Description #1 73T50' 43,059 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 731.50 200 0 0 732.00 500 175 175 733.00 6,050 3,275 3,450 734.00 22,708 14,379 17,829 735.00 27,752 25,230 43,059 Device Routing Invert Outlet Devices #1 Primary 731.50' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 731.50' / 731.20' S= 0.0150 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 731.670.5" Vert. Orifice/Grate X 7.00 C= 0.600 #3 Device 1 734.00' 21.0" Vert. Orifice/Grate X 0.50 C= 0.600 #4 Primary 734.00' 200.0' long (Profile 1) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OuElow, Max=10.84 cfs @ 13.42 his HW=734.07' (Free Discharge) 1=Culvert (Passes 0.09 cfs of 4.30 cfs potential flow) L�I-2=Orifice/Grate (Orifice Controls 0.07 cfs @ 7.43 fps) 3=0rifice/Grate (Orifice Controls 0.01 cfs @ 0.45 fps) =Broad-Crested Rectangular Weir (Weir Controls 10.76 cis @ 0.77 fps) Woodbine Church Post Development NOAA 24-hr B 100-Year Rainfall=6.50" Prepared by Painter -Lewis, P.L.C. Printed 6/1512023 HydroCAD® 10.00-25 s/n 08684 @ 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: DETENTION Inflow Area = 42.700 ac, 11,24% Impervious, Inflow Depth > 1.97" for 100-Year event Inflow = 36.34 cfs @ 13.27 hrs, Volume= 6.999 of Outflow = 36.32 cfs @ 13.29 hrs, Volume= 6.579 af, Atten= 0%, Lag= 1.3 min Primary = 36.32 cfs @ 13.29 hrs, Volume= 6.579 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 734.16' @ 13.29 hrs Surf.Area= 23,494 sf Storage= 21,429 cf Plug -Flow detention time= 26.7 min calculated for 6.579 of (94% of inflow) Center -of -Mass det. time= 9.1 min (876.5 - 867.4) Volume Invert Avail.Storage Storage Description #1 731.50' 43,059 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 731.50 200 0 0 732.00 500 175 175 733.00 6,050 3,275 3,450 734.00 22,708 14,379 17,829 735.00 27,752 25,230 43,059 Device Routing Invert Outlet Devices #1 Primary 731.50' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 731.50' / 731.20' S= 0.0150'f Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 731.67' 0.5" Vert, Orifice/Grate X 7.00 C= 0.600 #3 Device 1 734.00' 21.0" Vert, Orifice/Grate X 0.50 C= 0,600 #4 Primary 734.00' 200.0' long (Profile 1) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=36.05 cfs @ 13.29 hrs HW=734.16' (Free Discharge) Llulvert (Passes 0.14 cfs of 4.38 cis potential Flow) -2=Oriice/Grate (Orifice Controls 0,07 cfs @ 7,56 fps) 3=Orifice/Grate (Orifice Controls 0.07 cfs @ 0.67 fps) =Broad -Crested Rectangular Weir Weir Controls 35.90 cfs 1.15 fps) 9 ( @ P) ENERGY BALANCE EQUATION: Qpost<_ (I.F.)( pre x Rv re)/Rv ost Water Quantity Qpostdev 1 year (4P DETENTION) 0.07 0.65** Qpredev 1year***(PREDEV POA 3L) 1.00 CFS Vr predev 1 year***(PREDEV POA 3L) 0.09 inches Vr postdev 1 year***(POSTDEV POA 3L) 0.11 inches *I.F.=0.8 for sites>1 acre and 0.9 for sites 1 acre or less **DO NOT EXCEED THIS CFS VALUE TO SATISFY THE EQUATION *** From SCScalcsheets ENERGY BALANCE w J F_ H F_ V Z L_ZON_ 00 - N J inZ Q 0' w Z Lq () 0 0 Q Z) MLLI a. Y m �Q Q Ix . � W Z LJ 3 OL_ En ■ U o • N w O N B m N 1 I u V / Li 0 ¢ N (0 N to 3 ) WUX O,l- "1- 0- J Ld yv® w ci 2 w U H N c ui w O UU n Q = O L a . N - O U Z N O O W Zr U Li ^Q00 CD V) Z � J w �w z p Z U w 3 �I yTH 0 0 f _ V 1f) H O �Y " J N C. LEWIS a Lc. No. 021621 O,p O1� �SSrONAL SURVEY: FREDCO 5' DRAWN BY: JOB NO.: P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 9/12 .ter / / / /-x_7� -* - I / I l / / / / %T4o r7m - r 741 / �--T1-- / I I i a / of /�? AAAI ( zLdPMENT CONDITIONS -LAND COVER AREAS EXHIBIT Scale in Feet /!gip i PMENT CONDITIONS -LAND COVER AREAS EXHIBIT Dt:4 Wryfnro RDnof/Re3uctxrn Methor(Re Developmmnt C9rrplance Spreadsheet Version 3.0 - U 20118MP52andaNs d5pe fl Bons �!ZD139©ft &MPStaadards and Speoieradons d ,e Ir'. cells ProjedName. Woodbine Church ' Date: 9-Jun-23 mnntnnrvalWs Linear Development Project? No 'Weilalloti+`t¢a.' Site Information Project (Treatment Volume and toads) ErderTotal Msturbed Area(actes) 3.90 Pre-ReOevelataneat land Cr, lacresl ASolls 0SOOs CWIR DSais TPek 4aer/apa+rsPumleaml--untlistudaaa. roceaPa bm morrefPesmd 900 0aa ManagedTudiaaeq-dis[uNea,graaed afar arils PptlaerYurtDabv 2.g5 2X5 , fmpeNJnusCawriaam) 39D` ➢ant-Dawinxnent to dCover facresl ASolls 0U11, CSolls 05o11s TPas enlDPen Space lane; -Jz noto prof tt Wren Par. ._ smrestad 11 909 0fgi. Manag dT f ,1-- _ graded fcr C a _ 1.29 129 2;1 16+ n aOOi,,, _ OK, OK. OK. 390 Constants Annual Rainfall linoNasy 43 arlptt eainfall B/4mi1Phm0 lOp Pal Phaspboms IP) E led 9.24 Pal wlvo�nlTNIsN�1lrcAJ 1.as art TP W4d(Ih/aa 9.41 :P IulOtless oxrecdontaaml 9.90 r LOMCavarsammury-Pre P1aar4aropmre listed Ad)uned` FPesWpensWm CwPlacros) 0.00 G93 Wei bYadR,lfaRst 09w 0W %FPrt 0% 0% MenagedTudfareriaaasi 19S 1.29 Wdi ao"turtj 020 0m %Mmyed Turf )3%... 55'S Impervimtl Carer(aaeF/ 305 105 Rulimpervlaus) 095 095 %Imperviaus 27% 45% TaKldaeAmalaeq 3.90 23 mew 0d0 054 . Treatment Volume and Nutrient Load lava•nl ,..., $59II 4,55, IalBksaaq IhfHla0Bv41ppwrst TF Ly4 3.53 _- 2.86 Wv1 Raaapraapnr!tn mM Par rc.e Dn dB/abVP) TPWdyWvq -- aBiselinp Ian lYaba/p pydrmAairrvaepmnr,m va.�-- o9E prcDrumPmPmrrra.rfmrtlmousmwl ' Adlus &d taM Cover9mr(wry: Fr¢ReLC,abPmentbndea�rmhuspm-ions bndrover fiores[laFerts�ear managed sarfl aneagePropPadlornewim➢in+ops eaves Adlastal to[olaoaogcimn4rtmtarm Pose-ReOerahpment woaage(mbus aueage o) new mmewous mvaj. Column I shows!aod reWerIDnreaurtmerttjorn¢wmmer•!dous mvarfdasedan r s.ca obPmmrlodd Wt 0411h lboe/ymrl. R fmMdnnlc fPA Check: eM➢M,4gnSpedfkatJansLJ9t: 2013 Draft Stds & Specs U,leorpmjert? No Landvo a areasenieredrn ectly? ✓ rorol dsturbedareaentered? ✓ - Adolu BSoOa CSons DSDIN For V9pe space O.M 9.93 0o4 9D5 MaugedT rt 9.15 0211 0.22 o25 Impantlous Cover 0.95 ase 0.95 o.95 WarlleWxe %eW inmavidx FPesr/Opan Spare Cduwlatresl 9^0 Wood ftlf-u OW MaragodTurfeaver a<� 129 Weighwd9v(tuR) 020 %Man;etl Turt 33% ImpeMousCo+er tawsl 261 MgimpeMOP} 095 %erwniam 67% FWiSM Naalaaasl 3.90 Flrli Pst OeaSXeM O.TO__ Fina Pose � TPW!pnrVaKane 02231 iaatl>a) FM4 Pmw Dulam 9,937 TroaobentWdume lauderamt Hnr PDn- o.MWpmeotTP 6 .24 Dail PbMI tiM!Po3WbtlopM4 ie uvaW aoe tBlanryrl TP Load Reduction Required (lb/yr) I 3.31 Nitrogen Loads (Informational Purposes Only) WrarmRvitufl � oPA• %MfiagedT d ReW I pen cs I 105 ;, Uu dares) %Impe!Mou, 1 45% ltY0ea.slft e r 234 laaos) j Pe0ev51re Rr a.54 t Volume and Nutrient Load as tGl�.l.G:l aA, New lmpenious eraser laaesl Ku(Ia4RNiaus) . �iPPt-eaDea.laanem IMkOa'afaprnerit Twmwnf WNroe I "1'^t TprinRltVrume Oi235 �, Pa+NI dal ,+ II ill__ r !jPosbppaaaeWrynam Pmt-Dawlow!sn!rt Tmrry.pl lNWra -. TreMrantVolume 5,380 l� lmNeRatl I leeraenl Pen-peaewlepmemIFPo9.O02rovam -. ( 26E 1 wadlibm 3.3B no rmrsapu.lem:rrrr bWPtla[K .... OVamly4 sca.ledr'naaydr.0 Itrar.m zn„ moaaupmerc wwl -- - TP toad aeduttlan I 0.57 Raqubad br Nan 234 R d I m d Area Mnp&vMusArea lib/Trl imm Pre-ikbeval�dgntTN Loa6 cp Pos[-Det4opmem TN Load ObiYd 25.Sg tPaR-Re9evelopmenFa NeW M.E6 ImpeMous7 hbNrl t VRRM LAND COVER DISTURBED AREA 3.90 AREA IMPERVIOUS TURF WOODS ACRES ACRES ACRES ACRES PREDEVELOPMENT 1.05 2.85 0.00 POST DEVELOPMENT 2.61 1.29 0.00 Storm Water Management -Water Quality: The exhibits on this sheet show the limits of disturbance associated with the proposed construction. The hatched areas represent impervious areas in the pre and post development conditions. Water quality impacts will be offset by the purchase of nutrient credits as determined by the Re -Development Compliance Spreadsheet. STORMWATER QUALITY NARRATIVE FOOTHILL ^--PROPERTIES LLC - Date: June 15, 2023 To: Woodbine Assembly of God 626 Rest Church Rd Clearbrook VA 22624 From: Carl Thomas, Managing Member Foothill Properties, LLC 172 imboden Dr Suite 11 Winchester VA 22603 Subject: Potomac Watershed- Nutrient Credit Availability Project: Woodbine Assembly of God This letter is to confirm the availability of 3.31 authorized nutrient credits ("Nutrient Credits") from a Foothill Properties, LLC Potomac nutrient bank facility for use by permit applicants within the Potomac watershed, including HUC 02070004, to compensate for nutrient loadings in excess of state or local regulations, as per Virginia Code 62.1-44. 15:35 and 62.1-44. 19:14 and Virginia Administrative Code 9 VAC 25-820-10 et seq. These Nutrient Credits are generated and managed under the terms of the Banking Instruments known as the NOVA to SHEN VALLEY Nutrient Reduction Implementation Plan ("NRIP" ). This availability is valid for 60 days as of the date above, please feel free to contact me if you have any questions, S 7 Carl Thomas Foothill Properties, LLC cart biuerivelandscaoe.com 7 U J VJ /1 00�� J i N J Z } ima^ms 0- W Z N w 0 QUJ Y maa� U W Z f� 3 0LL_ U J o N //��0 ri laJ - N M E /CNN H LD = N r � m � U (n N I I , V LLj0 cND N CD 3 0) ►�� 5 Q Z W U d t -t ca. J Ld v 4) W U a U H N u L o W o - aaa O U Z U O r Z_ U L_ W r Q _ 00 a b J U N Z ril JLLJ W CZZ Z O ZW U WI 0 U 25 0 25 Scale in Feet 75 PROPOSED SITE ENTRANCE DISTANCE NORTH TO NEXT ENTRANCE=360' DISTANCE SOUTH TO NEXT ENTRANCE=360' SIGHT DISTANCE NORTH=360'+ SIGHT DISTANCE SOUTH=360'+ 1ST ANCE LANE STATE ROUTE 669 PING S1GNT p REST CHURCH ROAD TOPP LIMITS OF MILL AND OVERLAY O S 30 Prescriptive Easement "'oy, TpPPP1NG SSG _ +- - - - \I ` / _ — -B0G7 — — I V 735*4 4 0 5 //+.7f 3111 7359� a +,3504- �.�7�J5 6 ..— ��. i + "" O / / PRKG az , _ ...-A - 10' SETBACK a _ ��—rt�'`�"._'' ti 4 * (Y 73 +734.03 / .1. 733.26 +73376 13 W .' .k '.'+r IS 73817 a U } +ma" .w Q +13587 73678 +,38. rse° ui W T I . GRaVE� I Aa O N Q 0 W 90 w \ 3 1139 39. K — � 14172 � � � pO gE 41z4 4e0 Musa 4.00 +139�01 ,`3 y rE =j +g30.3 '139.4 I J .x:.L,� p1y,NTER 513e.9 / cxN+' 14' E �1NE E T p15T PN� P WP-2 —�I E%PAVEMENT (AS EDGE DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS EXISTING SUBBASE PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 1 %2 INCH THICK ASPHALT SURFACE COURSE <SEE NOTE 5) MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES( 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1142 INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FIN& TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(a) OF THE SPECIFICATIONS. ROAD AND BRIDGE STANDARDS SHEET 1 OF 1 1 REVISION DATE 303.02 ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE 315 740 O O/ (� I � Na N / O O O M / r0 ±..3 ''at- ''." 0 136., / 6 ' 4.13 0 7 +133.44 +j33.4 BVIRI rO w a N I ANCE PROFILE 750 SCALES (H) 1"=50' 10+00 11 +00 745 40 11 740 735 730 725 z CD O z< �� w X J W W rn m rn r O 734.39 + 733.6� I 4. 133.46 0 EX O.F. m=° RpCK 773341 \ }132551 ENTRANCE SIGHT DISTANCE PROFILE SCALES: (H) 1" =50.0' REST CHURCH ROAD ROUTE 669 1500 MDT —LOCAL ROAD SPEED AT ENTRANCE: 45 MPH SIGHT DISTANCE REQUIRED: STOPPING SIGHT DISTANCE=360' } 73201 HEIGHT ON OBJECT=3.5' 40.25 4L29 45 40 35 W J H H g EL Z W LIJ V) F— U U ��//�� Z V/ /11 0� 0> N J > J Z Q m Q a-wZ U) —N Q ? M U LIJ Y Z J V UJI O U W Z/�/ OV I ALL ALL 0 0 91 V J o IIIN OW F00) t\ 0 r U r ^� V/ = U) N N I Lo N I � w <¢ N Do N 3 ( W az 0 o o'o J w> @ U w1-- a 0 W ¢ Ld 1n = 0 0 s U 0-Ld • - C U U LE d L � r aDo a �V) z� �w Ld Zz O w o VV " J N LEWIS a No. 021621 `6 w� �sSIONAL SURVEY: C.I.: P-L 1' DRAWN BY: JOB NO.: P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: / 1 3NO2 AtlMtl-M01 OOS-OOtS AIIVN3d -81SS300 NVA L NbVd�3s3a „gi,x„zl EX. TREELINE 25 0 25 Scale in Feet Q Z g Z m gg m Z CL LL-� N Z Ld LL- Q J (n Z 0 N J H I— J o � N a LLJ F r ^��0)0)0 N n N I , v) V/ N 3 W az x 0 � .P a Ld (1) LJ W Ci H N C N U w W n Q = O a �_ N O F- � V Z O � U O W Zr Li a00 a 0co zct J LJ W Z Z z O w T 1i 1 A D J N C. LEWIS 9 c. No. 021621 �v o��SSIONAL SURVEY: C.I.: P-L NA DRAWN BY: JOB NO.: P-L 2110031 SCALE: DATE: AS SHOWN 6/12/23 SHEET: 12/ 1 2