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HomeMy WebLinkAbout40-17 Site PlanFREDERICK HEIGHTS PARK TRAIL &PARKING LOT ;!3; SITE PLAN # 40-17 Plan Revisions Date Comment 12/28/171 ADDRESSED AGENCY COMMENTS I01/23/181 ADDRESSED AGENCY COMMENTS CALL "MISS UTILITY" VIRGINIA UTILITY PROTECTION SERVICE (VUPS) AT 811 OR 1-800-552-7001, 48 HOURS PRIOR TO THE START OF WORK. EXCAVATORS MUST NOTIFY ALL PUBLIC UTILITY OPERATORS WHO MAINTAIN UNDERGROUND UTILITY LINES IN THE AREA OF PROPOSED EXCAVATING OR BLASTING AND HAVE THOSE FACILITIES LOCATED BY THE UTILITY COMPANIES PRIOR TO COMMENCING EXCAVATION. THE EXCAVATOR IS RESPONSIBLE FOR COMPLIANCE WITH ALL COUNTY REQUIREMENTS, VIRGINIA CODE AND REGULATIONS. UTILITY NOTICE REQUIRED Contractors shall notify all public utility operators who maintain underground utility lines in the area of proposed excavating or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement of excavation or demolition. Names and telephone numbers of the operators of underground utility lines appear below. These numbers shall also be used to serve in an emergency condition Water/Sewer: Frederick Water 1 P.O. Box 1877 2 Winchester, VA. 22804 1 (540) 868-1061 Power: Rappahannock Electric Coop 2 137 Kelly Court 4 Front Royal, VA 22630 1 1-800-552-3904 Phone: Verizon x P.O. Box 17398 6 Baltimore, MD 21297 2 (301) 954-6282 Gas: Shenandoah Gas Co. 2 P.O. Box 2400 8 Winchester, VA 22604 2 (540) 869-1111 RED BUD MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA VICINITY MAP SCALE: 1" = 1000' OWNER FREDERICK COUNTY PARKS & RECREATION 107 N. KENT STREET WINCHESTER, VIRGINIA 22601 540-665-5600 FREDERICK COUNTY PARKS & RECREATION 107 N. KENT STREET WINCHESTER, VIRGINIA 22601 540-665-5600 Sheet List Table NSheet Sheet Title Rev. Rev. Date iimpr 1 Cover Sheet 1 12/28/2017 2 General Notes and legend 1 12/28/2017 3 Overall Layout Plan 2 01/23/2018 4 E&S Phase I & II Plan 1 12/28/2017 5 E&S Notes & Details x Y 6 Layout & Grading Plan 2 01/23/2018 7 Layout & Grading Plan 2 01/23/2018 8 Storm Sewer Computations & Profiles 2 01/23/2018 9 Stormwater Management Plan 2 01/23/2018 10 Landscape Plan � W 11 Site Details 1 12/28/2017 APPROVALS ZONING ADMINISTRATOR L!f l8 THESE PLANS ARE IN CONFORMANCE WITH FREDERICK COUNTY STANDARDS AND ORDINANCES. ANY DEVIATION OR CHANGE IN THESE PLANS SHALL BE APPROVED BY THE ZONING ADMINISTRATOR PRIOR TO CONSTRUCTION W - E- 04 z 04z Q �Z5 Q5 x Y w� P4 w Q �o ox U U vJ F— � W WA W a w V E rrA TF N TF Mid im RANDY L KEPLER s Lic. No. 32809 o4?A•4-Zo�B ,F�v SSrONAL DATE: 10/17/2017 SCALE: N/A DESIGNED BY: 7MM FILE NO. 0142F SHEET 1 OF 11 17-25 GENERAL NOTES VDOT GENERAL NOTES PROJECT NOTES LEGEND 1. Greenway Engineering, Inc. (GE) issued this plan set based on project criteria dictated by the - ` client and municipal codes. This plan set is not considered complete or appropriate for VI. All work on this project shall conform to the current editions of and latest revisions to EXISTING INTERMEDIATE CONTOUR X330 construction until ALL necessary agencies have given approval AND this plan set is signed and the Virginia Department of Transportation (VDOT) Road and Bridge Specifications and EXISTING INDEX CONTOUR - -330 '0° 0 sealed by a licensed professional. Any work, planning, scheduling, material purchases and/or Standards, the Virginia Erosion and Sediment Control Regulations, and any other c n 'f r °u, construction prior to approvals and licensed/professional sealing will be performed at the risk applicable state, federal or local regulations. In case of a discrepancy or conflict between PROPOSED CONTOUR 400 J A N m of the personnel authorizing work. GE shall be held harmless from and costs, time delay the Standards or Specifications and Regulations, the most stringent shall govern. = c 1O r `w EXISTING EDGE OF PAVEMENT and/or material changes incurred on work alerted before this plan set receives approvals and -- -- - _ �0 n r V2 seals. . All construction shall comply with the latest U.S. Department of Labor, Occupational PROPOSED EDGE OF PAVEMENT r> 3 ^ 2. Methods and materials used in the construction of the improvements herein shall conform to Safety and Health Administration (OSHA), and Virginia Occupational Safety &Health (NOSH) EXISTING CURB AND GUTTER ----------- 3 E c 1 0 Rules and Regulations. ------ ---- at a current County Construction Standards and Specifications and/or current VDOT Standards and o m Specifications. V3. When working within VDOT right-oP-way, all traffic control, whether permanent or PROPOSED CURB AND GUTTER 3. The Engineer shall not have control over or charge of and shell not be responsible for temporary, shall be in accordance with the current edition of VDOT's Work Area TRANSITION TO REVERSE CURB - construction means, methods, techniques, sequences or procedures nor for safety precautions Protection Manual. A transportation management plan needs to be submitted for ' ~ and programs in connection with work shown on these plana. The Engineer is not responsible approval and land use permit issued prior to any execution of work within the VDOT EXISTING TELEPHONE LINE--r----r----r----.--- for the contractors schedules or failure to c out the work. The Engineer is not responsible right of way. arty o P PROPOSED TELEPHONE LINE t r for acts s omissions of the contractor, subcontractor, or their agents or employees, or any V4 The developer shall be responsible for relocating, at his expense, an and all utilities, EXISTING STORM SEWER WITH INLET other person performing portions of the work. P P xP yy p 4. The Contractor, Owner or Developer shall be responsible for securing any third party including traffic signal poles, junction boxes, controllers, etc., owned by VDOT or private inspection/testing service to amore construction compliance with these plans and specifications. / public utility companies. It is the sole responsibility of the developer to locate and PROPOSED STORM SEWER WITH INLET It is Greenway Engineering's recommendation that a third y p / g identify utility facilities or items that may be in conflict with the proposed construction EXISTING SANITARY SEWER WITH MANHOLE--s----a�-f-s--- ypart ins ectioa testin service be activity. VDOT approval of these plans does not indemnify the developer from this employed to ensure that project is completed and materials installed meet the details and responsibility. PROPOSED SANITARY SEWER WITH MANHOLE 0� s specifications in these plans. Z 5. The location of existing utilities shown in these plans are taken from existing records. It shall V5. Design features relating to field construction, regulations, and control or safety of PROPOSED SAN. WT. CLEANOUT s s F.., be the contractors responsibility to verify the exact horizontal and vertical location of all traffic may be subject to change as deemed necessary by VDOT. Any additional expense EXISTING ELECTRIC SERVICE--E----E----E----E-- ' �+ existing utilities as needed prior to construction. The contractor shall be responsible for the incurred as a result of any field revision shall be the responsibility of the developer. digging of all test holes that may be required, whether recommended or not by these plans, to PROPOSED ELECTRIC SERVICE E E Z W determine the exact location and elevation of existing utilities. If any conflicts arising from V6. If required by the local VDOT Land Development Office, a pre -construction conference this existing utility verification or if during the course of construction, any object of an shall be arranged and held by the engineer and/or developer with the attendance of the EXISTING GAS LINE--c----c----c----c-- LUZ unusual nature is encountered, the contractor shall cease work in that area and immediately contractor ork actor (a), various County agencies, utility companies and VDOT prior to initiation of PROPOSED GAS LINE c c O H notify Greenway Engineering at (540) 662-4185 and/or the proper authority. Greenway EXISTING WATERLINE W/ TEE--w----w----W44-W--- W Engineering or any engineer associated with these plans shall not be responsible or liable for V7. The contractor shall notifythe local VDOT Land Development Office when work is to IT, W any construction cost that may be associated with the installation or reinstallation any utility begin or cease for any undtermined length of time. VDOT requires and shall receive 48 PROPOSED WATERLINE W/ TEE or other improvements if not notified of any discrepancies between actual field conditions and hours advance notice prior to any required or requested inspection. EXISTING FIRE HYDRANT/VALVE/METER 0&1 0 9, . w the approved plan. v 6. The approval of these plans in no way relieve the developer, the contractor, or their agents of V8. The contractor shall notify the Traffic Operations Center at (540) 332-9500 for any PROPOSED FIRE HYDRANT/VALVE/19.TER ( O) any legal responsibility which may be required by the code of Virginia or any other ordinance traffic control plan that impacts a VDOT maintained Interstate or Primary roadway to PROPOSED REDUCER wi•' enacted by the County nor does it guarantee the issuance of any required permit by the provide notification of the installation and removal of the work zone. County, VDOT or any other Agency. 7. An approved set of plans and alapplicable permits must be available at the construction site V9. The contractor shall be responsible for maintaining a VDOT permitted temporary PROPERTY LINE at all times during construction. A representative of the developer must be available at all construction entrance(s) in accordance with Section 3.02 of the Virginia Erosion and EXISTING EASEMENT - - - - times. Sediment Control Handbook. Furthermore, access to other properties affected by this PROPOSED EASEMENT 8. Prior to the initiation of any land disturbing activities the Developer, the Contractor or the project shall be maintained through construction. -- PROPOSED CENTERLINElaaaa Responsible Land Disturber shell obtain a Lend Disturbance Permit from the County Engineer's VIC. Contractor shall ensure adequate drainage is achieved and maintained on the site O office. The Contractor, Developer or his agent shall be responsible for obtaining a Virginia during and at the end of construction. EXISTING CENTERLINE - - - Stormwater Management Program (VSMP) Permit and shall be responsible for the registration of EXISTING TREE LINE the construction site as required by law. They shall also be responsible for obtaining and VIl. All water and sewer lines within existing or proposed VDOT right-of-way shall have a maintaining on site a Stormwater Pollution Prevention Plan (SWPPP). The approval of these plans minimum thirty-six (36) inches cover and when possible shall be installed under roadway FLAW LINE - ...- J in no way relieves the developer or his agent of the responsibilities contained in the Virginia drainage Pacilit es at conflict points. Erosion and Sediment Control Handbook. V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, FENCELINE x x x -x x - eaves, etc.) encountered during the course of construction shall be immediately brought EXISTING UTILITY POLE/GUIDE HIRE ' Z 9. The Developer or his agent shall be responsible for obtaining any required permits from the to the attention of the engineer and VDOT. Work shall cease in that vicinity until an Virginia Department of Environmental Quality (DEQ) or the United States Army Corp of Engineers adequate design can be determined by the engineer and approved by VDOT. EXISTING TELEPHONE PEDESTAL �y for any plan wetland disturbance as shown on these plans. They shall also be responsible the V13. All fill areas, borrow material and undercut areas shall be inspected and approved by SIGNS 7 identification and delineation of any wetlands that may be present on the construction site. a VDOT representative prior to placement of fill. A VDOT representative shall be present PARKING INDICATOR 10. The contractor shell provide adequate means of cleaning mud from trucks end/or other to insure the soil sarnple(s) obtained for CBR's is representative of the location. When soil INDICATES THE NUMBER OF TYP. PARKING SPACES equipment prior to entering public streets, and it is the contractors responsibility to clean samples are submitted to private laboratories for testing, the samples shall be clearly streets, allay dust, and to take whatever measures are necessary to insure that public streets identified and labeled as belonging to aproject to be accepted by VDOT and that testing are maintained in a clean, mud and dust free condition at all times. shall be performed in accordance with all applicable VDOT standards and procedures. HANDICAP PARERNG 11. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation (VDOT) and Frederick County prior to any construction activities within existing V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches VEHICLES PER DAY COUNT 100 li State right-of-way. shall be compacted in accordance with the lift thicknesses, density and moisture 12. The developer will be responsible for any damage to the existing streets and utilities which requirements as specified in the current VDOT Road and Bridge Specifications. Certified06 occurs as a result of his construction project within or contiguous to the existing copies of teat reports shall be submitted to VDOT daily, unless specified otherwise. PROPOSED BUILDING ENTRANCE Q E-. right-of-way. V15. VDOT Standard CD and UD underdrains shall be installed where indicated on these Z 6 13. Warning signs, markers, barricades or flagmen should be in accordance with the State and plans and/or as specified by VDOT. SANITARY MANHOLE IDENTIFIER 12 W - Z Federal Manual on Uniform Traffic Control Devices (MUTCD). Z 14. The exact location of all guard rails and paved ditches will be determined by VDOT personnel. V16. A post installation visual/video camera inspection shall be conducted by the W Q V)0 A joint inspection will be held with the Developer, County Representatives, and Representatives Contractor on all pipes idenfified on the plans as storm sewer pipe and a select number STORM DRAIN STRUCTURE IDENTIFIER a A/ q of the Virginia Department of Transportation (VDOT) to determine if and where guard rail of pipe culverts. For pipe culverts, a minimum of one pipe installation for each size of LL and/or paved ditches will be needed. The developer will be responsible for providing guardrail each material type will be ins acted or ten percent of the total amount for each size 735.4 A a and paved ditches as determined b this joint inspection." Refer to Vir iiia De artment o[ and material type summarizer All pipe installations on the plans not identified as storm EXISTING SPOT ELEVATION X P y 1 p g p sewer pipe shall be considered as culvert pipe for inspection purposes. Additional testing fl Z y+ Transportation (VDOT) Guard Rail and Paved Ditch Specifications. may be required as directed by the Area Land Use Engineer or their representative. PROPOSED SPOT ELEVATION 35 X E- 15. All unsuitable material shall be removed from the construction limits of the site plan before X placing embankment. V17. The installation of any entrances and mailboxes within any dedicated street W 16. All pavement sections shown on these approved plans are based on a minimum CHR value of 6 right-of-way shall meet VDOT minimum design standards and is the responsibility of the LIGHT POLE and are for preliminary design only. Final pavement design shall be based upon actual field developer. E- ,_, O tested CBR values. The Contractor or Developer shall be responsible for field tests per VDOT 0 CJ U standards to obtain actual CBR values for final design. Final pavement designs will be approved V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement Z be ^ by VDOT and/or the Owner/Developer, which ever applicable, prior to installation. markings shall installed by the developer in accordance with the Manual On Uniform Traffic Control Devices. -I U 17. All springs shall be capped and Q, � prang pp piped to the nearest storm sewer manholes or curb inlet. The pipe shall be minimum 6" diameter and conform to VDOT standard SB -1. V18. The developer shall provide the VDOT Land Development Office with a lint of all (x � W 18. When grading is proposed within easements of utilities, letters of permission from all involved material sources prior to the start of construction. Copies of all invoices for materials jsj Q companies must be provided to the County Public Works Department prior to issuance of utilized within any dedicated street right-of-way must be provided to the local VDOT grading and/or site development permits. Land Development Office prior to acceptance of the work. Unit and total rices may be Z W 19. Notification shall be given to the appropriate utility company prior to construction of water obscured. P p Y FREDERICK WATER CONSTRUCTION NOTES PROJECT INFORMATION � = Ia x and/or sanitary sewer lines. Information should also be obtained from the appropriate 1. The Authorit 's Water and Sewer Standards and S W rx. V20. Aggregate base and subbase materials shall be placed on sub rade by means of e Y Specifications are available at authority concerning permits, cut sheets, and connections to existing lines. h g www.fcsa-water.com. PARCEL IDENTIFICATION N0. 54 -A -124A a 20. The Developer and/or Contractor shall be responsible to supply all utility companies with mac dace spreader. Density will be determined using the density control strip is STREET ADDRESS: POTOMAC PLACE P / sP PP y Y P accordance with Section 304 of the VDOT Road and Bridge Specifications and WMT -10. A copies of the approved plans and advise them that all grading shall conform to the approved certified compaction technician shall perform these teats. Certified copies of test reports 2. The contractor shall adhere to the Authority's standards and specifications in effect at PROJECT SITE AREA: 10.65 ACRES plana, and further that the utility companies shall be responsible for horning these plans and shall be submitted to VDOT daily unless specified otherwise. In addition to checking stone the time of construction. DISTURBED AREA: 1.70 ACRES the finished grades in the installation of their utility linea. depths, a VDOT representative shall LU be notified and given the opportunity to be present CURRENT ZONING: RP 21. All utilities to be located underground. during the construction and testing of the density control strip. 3. The contractor shall coordinate with and arrange for inspection by the Authority. CURRENT USE: PUBLIC PARK 22. Contractors shall notify operators who maintain underground utility lines in the area of ro osed excavating or blastingat least two 2 workingda but not more than ten 10 V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the PROPOSED USE: PUBLIC PARK P P '� () �' ( ) VDOT Road and Bridge Specifications. Density shall be determined using the density 4. The contractor shall connect a new sewer line to as existing manhole by core drilling i working days, prior to commencement of excavation or demolition. ci Y g y the manhole. control strip as specific in Section 315 and VTM-78. A certified compaction technician 29. The developer will t. responsible for the relocation of any utilities which is required as a SIGN SETBACK: shall perform these teats. Certified copies of test reports shell be submitted to VDOT result of his project. The relocation should be done prior to construction. FRONT: 10' 24. All parking lot street light and daily, unless specific otherwise. A the representative shall be notified end given the 5. Anew water (or forced fewer) main shall be connected to make existing mein by a wet � p g / y dry utility design shall w performed end provided separately opportunity to be present during the construction and testing of the control strip. tap. The Authority shell furnish all needed material and make the tap. ad Application REAR: 5' by others. All dry utility find or lighting information shown hereon is fla specified by others for Wet Tap shell be submitted and the initial fee paid before tap is made. SIDE: 5' and is included for informational purposes only, as directed by the Owner, Developer and/or V22. In accordance with Section 302.03 the foundations for pipe culverts thirty-six (36) HEIGHT: 12' public agency requirements. Greenway Engineering has not performed the lighting and/or dry inches and larger shall be explored below the bottom of the excavation to determine the B. Exact locations of water and sewer services on new lines are to be coordinated with the SIZE: 50 SF W utility design and does not warrant and is not responsible for the degree and/or adequacy of type and condition of the foundation. The contractor shall report findings of foundation Authority's inspector. Q illumination on this project or the adequacy of the dry utilityto service the site. exploration to the engineer and VDOT for approval prior to placing pipe. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1. Where soft, yielding, or PARKING SETBACK: 25. All sanitary sewers, water spina and appurtenances shall be constructed in accordance with otherwise unsuitable foundation is encountered, the foundation designand/or need for 7. The Authority's maintenance division shall furnish and install all water meters through FRONT: 10' W the current standards and specifications of the Frederick County Sanitation Authority. foundation stabilization shall n determined by the engineer and pa roved or Need 2 inch in size. It is the contractors responsibility to have the meter box assembly SIDE: 5' 28. All atormwater piping and structures shown on these plans ere only accurate to the inlet or installed correctly. Before a permanent meter is installed: REAR: 5' manhole locations as shown hereon. Detail design of atormwater structures were not provided V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on a. The meter box, with its frame and cover, must be properly aligned with the to Greenway Engineering. Actual pipe alignments will be based upon developed structural shop these plans in accordance with VDOT's installation criteria. Final a pproval of the coppersetter. drawings as provided by the manufacturer. Contractor shall make adjustments to pipe guardrail layout to be ppt FARIGNG CALULATIONS: TRAIL, PLAYGROUND (4 VEHICLES), LL given by VDOT after grading is mostly complete. b. The frame end cover shell p set to final grade. PROPOSED PICNIC TABLES (3 VEHICLES), alignments base on provided shop drawings. Greenway Engineering will not be held responsible C. The distance between the top of the cover and the coppersetter shall be PARKING REQUIRED: or liable for any discrepancies or changes caused by the structural design. Contractor may V24. Approval of these plans shall expire five (5) yearn from the date of the approval between 18 and 21 inches. 7 SPACES submit shop drawings to Greenway Engineering for review and approval at contractor's expense. letter. d. All components of the meter box assembly shall be in proper working order. PARKING PROVIDED: 12 SPACES Rev. No. Date Shop drawings will be reviewed for compliance with design plena. The Owner or Developer will V25. VDOT Standard CG -12 Curb Ramps shall be installed where indicated on these plans ADA PARKING PROVIDED: 2 SPACES i iz/zate be responsible for any redesign as a result of structural shop drawing design. P P 8. For services that connect to existing lines: TOTAL PARKING PROVIDED: 14 SPACES 27. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" end/or as specified by VDOT. a. The Authority shall furnish and install: per standard proctor AASHTO-T99, ASTM -D698, or VTM-1 as applicable. Density shall be 1. all 5/8"x3/4", 1", 1 %" and 2" water services certified b a registered professional engineer and results submitted to Frederick Count V26. The foundations for all box culverts shall elevation investigated by means of exploratory TH Y Bi P 8 y prior borings advanced below proposed The foundation elevation to determine the type and 2. all sewer elope ea. SIGNS: re pavement construction. H a geotechnical report has been prepared, it should supersede the condition of the foundation. The contractor shall submit copies of borehole logs and b. The owner/developer shall: ALL SIGNS SHALL BE IN CONFORMANCE WITH THE % requirements is this note. report findings of foundation exploration to the engineer and VDOT for approval prior to 1. coordinate (or have the contractor coordinate) the location of the service FREDERICK COUNTY ZONING ORDINANCE SECTION / f2 28. Refer to Geotechnical Engineer for methods, materiels and details for construction of all constructing box. Foundation designs shall comply with VDOT Road and Bridge Standard lateral with the Authority's engineering assistant 165-201.08 SIGNS RA YL PIER earthwork activities. PB -1. Contrary to the Standard, where rock is encountered and cast -in-place box is 2, submit an Application for Service end pay the required Pees. 29. Any retaining wall 2 ft. or greater in height shall require the issuance of a separate building proposed, the thickness of bedding shall be six (6) inches. Where soft, yielding, or permit. 'd� Lic. No. 32809 P otherwise unsuitable foundation is encountered, the foundation design and need for 9, AH water service linea must have a backflow prevention assembly (double check valve or O29'TA*'l-Zpig 30. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; foundation stabilization shall be determined by the engineer and approved by VDOT. RPZ, as required). The assembly must meet ASSE standard number 1015 or 1013. SITE LIGHTING: no less than one litter receptacle shall be provided at the construction site. 31. These plana identify the location of all known gravesites. Grevesites shown on this plan will NO LIGHTING IS PROPOSED FOR THIS SITE.j S be protected in accordance with state law. In the event gravesites are discovered during 10. All fire lines must have a backflow prevention assembly (detector double check valve or S ONALC' construction, the owner and engineer must be notified immediately. RPZ, as required). The assembly shall meet ASSE standard number 1048 or 1047. Any 32. Individual sign permits will be required from the Zoning Office for all free standing and/or exterior, privately owned fire line shall also have a fire service meter. The assembly shall be facade signs prior to erecting the sign and may require a separate building permit.. TRIP GENERATION DATA installed immediately before the backflow prevention unit. Radio read remotes are required. DATE: 10/17/2017 CLASS USE DWELLING UNITS • TRIP RATE VPD 11. The Authority shall review the mechanical plan(s) for design and material approval of a FIRE MARSHAL'S NOTE building's: SCALE: N/A a. domestic water meter and its backflow prevention device, and/or its b. fire service line's backflow prevention device. FREDERICK WATER PROJECT INFORMATION DESIGNED BY: JMM Fire lane markings and slyness, 12. DEQ must also approve sewer pump stations. FCSA requires a copy of DEQ's Certificate to Any "No Parking" signs and yellow painted curb locations will be installed Operate and a copy of the stations DEQ approved 0&M Manual. These documents must WATER AND SANITARY SEWER USAGE Calculation of demand/discharge FILE N0. 0142F WATER DEMAND by field inspection at the direction of the Fire Marshal's Office. be received before substantial completion is issued and water meters released. •Residaetial: 235 gpd per connection WATER DEMAND 0.000 GPD *Commercial: 75 gpd per 1,000 sf SHEET 2 OF 11 OCT 2011 SANITARY SEWER DISCHARGE 0.000 GPD *Industrial: 25 gpd 0 10 persons per acre • TAKEN FROM ITE TRIP GENERATION 9TH EDITION Sewer discharge equals DISCHARGE demand 17-25 I APPROX. _ LOCATION EX. � \--- I POTOMAC PLACE �� // //-r------�- S ----S-- - :,--�---� / L - L --J T.M. SIE -2D 24 ' °-1 T.M. 54E -1E-31 / TM 54E -2p 25 yN KILE BRIAN DAVID R 0 \ / MEREDITH CANDACE M " SNLR KIMBLRL`Y DIANE, t - USE. _ HEATHER ANN McDONALD o RE51DENnAL I 54E -1E-34 T.M. 54E -1E-33 JEFFREY A, McDONALD T.M. 54E -1E-30 -J j LOSENAPEE SHUM4 ROSEMARIE EMMI KEMSWILER LEONARD, - 2 PEGGY A TAYLOR ALBERT W, TAYLOR ZONE: RP C/0 KIMBERLY ZON L NLR RIZIX JUSTIN, KRIZEK ,o I•M• USf:;Z RESIRP DENTIAL EMSMI ER RPITA S NEMSN4ER LEONARD. USE. RESIDENTIAL ZONE- RP. MOWR T.M. 5 STIN, K E 35 EMSNILER JUANITA S / 'USE RES JESSICA UMAN EMMI ZONE RP T.M. 55 -A -194A �- T.M. 54E 2D-23 _ ZONE RP - USE RESIDENTIAL USE RESIDENTIAL �'� O -USE RESIDENRAL GLASS THOMAS C / r N1SECARVEA MARP RTHA ANN USE: RER9O TIAL O N \ RE90FN71AL -! ^ 7 y 1' r-. ZONE RP ll. I9SEZRE90ENT N 20°00'12" W r E -�' USE: RESIDENTIAL / J I D1 S 70°04'51" W 610.40' PARKING LOT o l / N18°53'59"E 4.97- 7° OVE fu354E-2D-22 ROBERTSON RUBY LOIS / ZONE RP I Ji T.M. 55D -2-58A C/O RUBY HOMEYUg; �:�'bp COUNTRY PARKS HOMEOWNERS IN -SLOPED @ 2°k USE-RESIDENTIAL CONSERVATION BASEMENT 42 PRO i \ 0 i l .. t m.-k.-4Er�-� 5. , RESIDENTI� � � INS' . # T IL � �. FRYE PHYLLIS D �._l .00 / /AA�II//��� O i E @ 2% T.M. 54-A 124A 29.00 O / is h FREDERICK COUNTY \ \~ ... 70 1.14'58-34-24-E iqpp4LpC OX. ZONE RP �Y`�T7z/Ll 10.14's �� 3 • HC ACCEPTABLE LPC TION EX. USE PARK f `�' PICNIC SA'bLE _ _ _ -�- " / " TARY T.M. 54E -3D -20A 44'00. AAA�EC' SI�4 -- _S-� =.5-�- X5-5----5-FRYE MH -1 ZONE RP D r i MHS-2--S--=S- �L_ S 40 y C / USE: RESIDENTIAL 5� ;r. / / N 1730'2 // / ®-S- _ PROP. 8' RAIL / 23.00' / ! T.M. -20 � � � _ _ _5 � � INSLOPE� 2%1 / Cn / 4#GS dDREW A. N o1°30'10" I _ $ •�/ `?b.p� y M X14.7 ----s / / 2,�,pp LM. SSD -2-78 C / -ZONE. RP �S\ -S- / x7«00 < //EX. MHS CONSERVATION CMICHAEL REX A, RESI0B4TIA�L _S / i� �"'---.}--''yj� / EASEMENT MICHAEL JOY K 3 / PICNIC / ZONE CONSERVATION / /N.tP TABLE - - USE RESIDEN� / T.M. SIE -30-19 �- EASEMENT / ti 'r AREA / NGGS ANDREW A HIGGS S I v \ \ ARUEW M ^ / s f / T.M. 55D-2-75 / / ZONE RP 1 ({�: ( "lrV - HOL ZONE' DANIEL E USE: RESIDENTIAL I / �� _ / �'{ (,�1. / 4 � 4a T.M. 54-A-123 ZONE RP o ° CA ZONE PATRICK " SE DENT 1 o I / �, ! USE RESIDENTIAL - 1 S 70°08'51" W 200.00' \ / 688°39'32" E / - SOLI TERESA4A v /\ T.M. SIE:-AB-1�A / ZONE RP ` T.M. 54E -3D-18 ]� I N CARTER PATPoIX� /) 6 319.44'43^ E 0 RES DENn GItFEHE FRANIOIN C 33.]3' T ZONE RP T.M. W-48-9 / \ TRUSTEE ETALS THE �., O.. a "4"�� USE: RE91 /1L� y BROMLEY NIWAM D, FRANKLIN G GREENE O jS s9f / C/0 USA / / \ ZONE RP \ U REUST ERMLEY-BROVIN E. 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O ERRZ� SAVILLE SHY A / ZONE RP' l / SE RESIDENTIAL T.M. 54E -SA -24 ' 7.M.'yK- > PATTON CARPoE A FWT JERRY T \ L ' ZONE RP NANCY / USE RESDFNnAL ZONE \ / RP USE RE51 CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARIN DE TA ANGLE TANGENT DEGREE F CURVE Cl 10.00 6.79 6.66 N 00'33 07 W 38'54 11 3.53 0'57 28 C2 50.00 24.75 24.50 N 04'43 O6 E 28'21'45" 12.63 114'35'30" C3 95.00 104.27 99.12 N 23'3218 E 62'5319 58.09 60'1841 C4 15.13 45.84 30.21 S 31'20 50 E 173'37 04 271.32 0'46 03 C5 24.58 49.79 41.71 N 60'07 22 W 116'04 01 39.39 233'05 48 06 10.00 3.34 3.33 S 11'04 28 E -19'08 35 1.69 0'57 28 C7 0. '00 T 48.54 43.41 5 66'59 37 E 92'41 43 31.45 190.59 09 C8 30.00 58.05 49.41 N 57'54 16 W 110'52 23 43.55 190'59 09 C9 30 00 10.48 10.43 S OT32 33 W 20'01 16 -5 3-0 190.59 09 CID 30.00 14.28 14.14 S 03'5511 W 2T16 00 7.28 190'5909 C71 10.00 8.883 8.59 S 31'1825 E 50'5204 4.76 0'5728 C12 1500 18.64 17.47 S 8T3908 W 71'1251 10.74 0'5819 C13 87.16 63.71 62.31 N 31'0610 E 41'5305 33.36 65-44'18- C14 100.00 13.81 13.80 N 03'3336 E T5438 6.91 S71745 C15 100.00'133.77' 33.61 S 10'0416 E 19'21 OS 17.05 ST 1745 C16100.00 129.03 120.26 S 17'1301 W 73'5539 75.26 ST 1745 C17 50.00 25.85 25.56 T 69'0715 W 29'3716 13.22 114'3530 C18 100.00 122.92 115.32 N 48'43 07 E 70'25 33 70.58 57-17 45 C19 20.00 24.29 22.83 N 23'4644 W 69'3519 'l 3.9-0 286'2844 E20 20.00 18.02 17.42 5 84'23 19 E 51'37 51 9.68 286'26 44 C21 200.00' 48.23 48.11 S76'42 16 W 13'49 C3 24.23 28'38 52 C22 200.00 37.90 37.84 N 89'02 32 E 10'51 29 19.01 T8'38 52 C23 71 88 45.15 -T 4-795 52 E 35'59 O8 23.35 79'42 19 C24 50.00 5.88 5.87 N 61'13 53 E 6'44 06 2.94 114'35 30 50 25 0 50 100 SCALE: 1" = 50' RANDY L KEPLER 9 Lia No. 32809 s`StoNALGti DATE: 10/17/2017 SCALE: i" = 50' DESIGNED BY: JMM FILE NO. 0142F SHEET 3 OF 11 17-25 O V Y Q 06 E- r-) d ¢> w� C7 O U ax U W O L�L r q fx 2 PD Ca W 11 W� Fes. Z V W W U. RANDY L KEPLER 9 Lia No. 32809 s`StoNALGti DATE: 10/17/2017 SCALE: i" = 50' DESIGNED BY: JMM FILE NO. 0142F SHEET 3 OF 11 17-25 wtlmNuI / DAC!.0;.9WACa TOS 3 �� C 0.01 _ P - TO STR.f4 ° © `� ©© I ° / ° L r-1 L° b o TO BTR. N 2 � * 1 `' P ° I ° -I L tc L- C J LF -J L__J °° ❑ 0 ° 1_ r / N / SF/ CIR / \ TO 'R'40 f EX 0 0 n rO 5 To • 3.6'1 AC. c4(7 C • 0.A0 �0 50 25 0 50 100 immimmimmilli SCALE: 1" = 50' EROSION/SEDIMENT CONTROL LEGEND NO. KEY SYMBOL DESCRIPTION 3.03 CE 0142F CONSTRUCTION ENTRANCE WI WASH RACK 3.05 IP ® INLET PROTECTION 3.00 CI ® CULVERT INLET PROTECTION 3.17 ®G STORMWATER CONVEYANCE CHANNEL 3.02 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE 3.05 SF —K—](—K— SILT FENCE a —xif Ar SUPER SILT FENCE 3.18 OP OUTLET PROTECTION �O — — — -- LIMITS OF CLEARING S GRADING J —< DRAINAGE DIVIDES z a - Q �z 3.36 &M Q� SOIL STABILIZTION BLANKETS J MATTING RESPONSIBLE LAND DISTURBER NAME: CERTIFICATION #: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING ACTIVITY AS SET FORTH IN THE PLANS. FOR EROSION AND SEDIMENT CONTROL ONLY 0101 Lic. No. 32509 29-�p>1 zDle DATE: 10/17/2017 SCALE: 1" = 50' DESIGNED BY. JMM O 0142F SHEET 4 OF 11 J z_ Y a J E-� z a - Q �z Q� > Y aE- aE- w-z Iw Q Yo c x Q� W LLI 2 U W w LL Lic. No. 32509 29-�p>1 zDle DATE: 10/17/2017 SCALE: 1" = 50' DESIGNED BY. JMM FILE NO. 0142F SHEET 4 OF 11 17-25 EROSION AND SEDIMENT CONTROL NARRATIVE Description: The scope of this project consists of the construction of a the construction of a 14 space parking lot and a walking trail in Frederick County, off Potomac Place. Approximately 1.70 acres of land will be disturbed under this application. Date of construction: Construction will begin following plan approval. Existing site conditions: The site is currently in use as a park with gentle slopes. There is a mix of cleared grassland and with a few trees and scrubs mostly along the east side. There is an existing recreation area to the south east. The site drains generally to the east. Proposed site conditions: The on-site area is 10.65 acres, a 0.15 acre parking lot, 2400 liner feet of trail. Adjacent areas: The site is bounded on the on all sides with residential properties. Access to the site is off Potomac Place. Offsite areas: The only off-site disturbance proposed under this application is 0.96 acres of disturbance for the construction of the parking lot and stone trail. Soils: The existing soil conditions were obtained from the USDA Soils Survey. The soils on this site consist of Weikert-Berks channery silt loam (41 B), 3 to 8 percent slopes, (41 D), 15 to 25 percent slopes, and Clearbrook channery silt loam (9C), 7 to 15 percent slopes. All of these soils have a moderate to high erosion potential and are well drained. Soils are in hydrologic soils group "D". Critical areas: No critical areas on this site. Erosion And Sediment Control Measures: Unless otherwise indicated, all vegetative and structural erosion and sediment control measures shall be constructed and maintained according to the minimum standards and specifications of the Virginia erosion and sediment control handbook. Structural Measures: Phase I: Install Temporary Construction Entrances with Wash Racks (3.02) at the entrance to the site. Install silt fence 3.05 as shown on the plans to intercept and detain small amounts of sediment and ( ) P P prevent it from leaving the site. Install check dams (3.05) as shown on the plans to intercept and detain small amounts of sediment and prevent it from leaving the site. Install STM piping as first measure with IP to divert off-site STM flow through projectarea as shown on plans. Fill slope surface shall be left in a roughened condition to reduce erosion. Contractor shall redirect the concentrated flow away from the NII slope by Installing diversion dike and divertthe runoff to sediment traps. Install culvert outlet protection (3.18) as shown on plans to prevent scour at stormwater outlets. Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1 or greater) and as needed to stabilize disturbed areas. Phase ll: Only Phase I controls shown on Phase II plan to remain for the duration of the project. Install culvert Inlet protection (3.08) on all new culverts throughout the site. Fill slope surface shall be left in a roughened condition to reduce erosion. Contractor shall redirect the concentrated flow away from the fill slope by installing diversion dike and divert the runoff to sediment traps. Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1 or greater) and as needed to stabilize disturbed areas. Vegetative Measures: Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven (7) days to denuded areas that may not beat final grade but will remain dormant for longer than fourteen(14) applied to all areas that are to be left demerit ( ) da s. Y Permanent soil stabilization shall be PP rm for more than six (6) months. Topsoil that has been stockpiled shall be surrounded with silt fence and protected by mulch and/or temporary vegetation immediately after grading. All earth berms, diversions and sediment trap embankments are to be machine -compacted, seeded and mulched (hay mulch or straw) for temporary and/or permanent vegetative cover immediately after construction Erosion control mats shall be installed over steep (2:1) cut and nils slope which have been brought to final rade and seeded to protect from rill and gully erosion. 9 P 9 Y Management Strategies Construction shall be sequenced such that grading operations will begin and end as quickly as possible. The site superintendent shall be responsible for the installation and maintenance of all erosion and sediment control measures. Maintenance of these measures throughout the project is critical to the effectiveness of the program. After areas above controls have been stabilized, the controls shall be cleaned up and removed. Electric power, telephone, storm, sanitary, water 8 gas supply trenches are to be compacted, seeded and mulched within five (5) days after backfilling. No more than 500 feet are to beopen at anyone time. All cut and fill slopes greater that 3:1 slope are to be seeded and mulched within five (5) days of completion of grading. Drainage swales shall be stabilized with check dams until vegetation has been well established, at which time the check dams shall be removed. Devices listed above are considered minimum erosion and sediment controls. Additional control measures may be necessary due to contractor phasing or other unforeseen conditions. It is the contractor's responsibility to provide additional measures to those shown, as needed, in order to control erosion and contain sediment on site. All measures shall be installed according to the standards and specifications in the Virginia erosion and sediment control handbook. Stormwater Management: Increased runoff from this development will be controlled by the proposed stormwater management SOILS MAP Stormwater Management: Increased runoff from this development will be controlled by the proposed stormwater management facility on site. Maintenance Program: All control measures shall be inspected daily by the site superintendent or his representative and within 24 hours after any storm event greater than 0.25 inches of rain per 24-hour period. Any damaged structural measures are to be repaired by the end of the day. Seeded areas shall be checked regularly to ensure that a good stand of grass is maintained. All areas shall be fertilized and reseeded as needed until grass is established. Inlet protection shall be checked regularly for sediment build-up. If the gravel outlet is clogged by sediment, it shall be removed and cleaned or replaced immediately. SilU super -silt fence, sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Temporary check dams shall be inspected and repaired if necessary after every rainfall and at least every two weeks, whether a storm has occurred or not. The contractor is responsible for keeping existing public roads in a clean, dust and mud free, condition at all times. Erosion and sediment control program: 1. Hold pre -construction meeting on site with inspector. 2. Install construction entrance. 3. Placement of sediment control and BMP protection devices. 4. Obtain inspector's approval prior to beginning grading operations. S. Clear and grub remainder of site. 6. 9 Rough rade site. 9 7. Final grade site. S. Stabilization of all disturbed areas. All pervious areas to be stabilized and permanently seed. 9. Remove erosion and sediment control measures with the approval of the inspector. Note: The Frederick County Public Works and Engineering Department and DEO retain the right to add and/or modify these erosion and sediment control measures during the construction process, within reason, to ensure adequate protection to the public and the environment. Seeding schedule (soil stabilization): 1. All permanent seeding shall be in accordance with section 3.32 of the VESCH and the Construction General Permit 2. Spread topsoil at a minimum depth of four (4) inches. 3. Incorporate pulverized agricultural limestone into the topsoil at a rate of 92 tbs. per 1,000 square feet (2 tons per acre). 4. Per 9VAC25-880-70 Part I EA.c. "Nutrients shall be applied in accordance with manufacturers recommendations or an approved nutrient management plan and shall not be applied during rainfall events." S. Mulch application shall meet the standards provided in Table 3.35-A of Virginia Erosion and Sediment Control Handbook (VESCH). IF mulches are to be anchored with liquid mulch binders, the application rate should meet the standards presented on pg. 111-345 of the VESCH. (430 gallons/acre for liquid asphalts). Non -asphalt anchors are; however, preferable due to environmental concerns associated with the introduction of petroleum-based products into water supplies. Dust control: 1. Temporary seeding shall be applied to all disturbed areas subject to little or no construction traffic. 2. All haul roads and other heavy traffic routes shall be sprinkled with water until the surface is wet and repeated as needed to control dust MINIMUM CONSTRUCTION STANDARDS NARRATIVE An erosion and sediment controlro ram ado p 9 pled with this plan must be consistent with the VESCH for 9VAC25-840-40 minimum standards: 1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant for longer than 14 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. 2. During construction of the project, soil stock piles and borrow areas shall be stabilized or protected with sediment trapping measures. The applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as borrow areas and soil intentionally transported from the project site. 3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosion. 4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land -disturbing activity and shall be made functional before upslope land disturbance takes place. S. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 6. Sediment traps and sediment basins shall be designed and constructed based upon the total drainage area to be served by the trap or basin. a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of drainage area and the trap shall only control drainage areas less than three acres. b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a sediment basin. The minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a minimum, maintain the structural integrity of the basin during a 25 -year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall correspond to a bare earth condition or those conditions expected to exist while the sediment basin is utilized. 7. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. S. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume or slope drain structure. 9. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10. All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. 11. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. 12. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. 13. When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream crossing constructed of nonerodible material shall be provided. 14. All applicable federal, state and local requirements pertaining to working in or crossing live watercourses shall be met. 15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. 16. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria: a. No more than 500 linear feet of trench may be opened at one time. b. Excavated material shall be placed on the uphill side of trenches. C. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged in a manner that does not adversely affect flowing streams or off-site property. d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization. e. Restabilization shall be accomplished in accordance with this chapter. I. Applicable safety requirements shall be complied with. 17. Where construction vehicle access routes intersect paved or public roads, provisions shall be made to minimize the transport of sediment by vehicular tracking onto the paved surface. Where sediment is transported onto a paved or public road surface, the road surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual development lots as well as to larger land -disturbing activities. 18. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the VESCP authority. Trapped sediment and the disturbed sail areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. 7. Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to increases in volume, velocity and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in accordance with the following standards and criteria. Stream restoration and relocation projects that incorporate natural channel design concepts are not man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels: a. Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate natural or man-made receiving channel, pipe or storm sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses at the outfall of the pipe or pipe system shall be performed. b. Adequacy of all channels and pipes shall be verified in the following manner: (1) The applicant shall demonstrate that the total drainage area to the point of analysis within the channel is one hundred times greater than the contributing drainage area of the project in question; or (2) (a) Natural channels shall be analyzed by the use of a two-year storm to verity that stormwater will not overtop channel banks nor cause erosion of channel bed or banks. (b) All previously constructed man-made channels shall be analyzed by the use of a 10 -year storm to verify that stormwater will not overtop its banks and by the use of a two-year storm to demonstrate that stormwater will not cause erosion of channel bed or banks; and (c) Pipes and storm sewer systems shall be analyzed by the use of a 10 -year storm to verify that stormwater will be contained within the pipe or system. C. If existing natural receiving channels or previously constructed man-made channels or pipes are not adequate, the applicant shall: (1) Improve the channels to a condition where a 10 -year storm will not overtop the banks and a two-year storm will not cause erosion to the channel, the bed, or the banks; or (2) Improve the pipe or pipe system to a condition where the 10 -year storm is contained within the appurtenances; (3) Develop a site design that will not cause the pre -development peak runoff rate from a two-year storm to increase when runoff outfalls into a natural channel or will not cause the pre -development peak runoff rate from a 10 -year storm to increase when runoff ouffalls Into a man-made channel; or (4) Provide a combination of channel improvement, stormwater detention or other measures which is satisfactory to the VESCP authority to prevent downstream erosion. it. The applicant shall provide evidence of permission to make the improvements. e. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate development condition of the subject project. P 1 P 1 I. If the applicant chooses an option that includes stormwater detention, he shall obtain approval from the VESCP of a plan for maintenance of the detention facilities. The plan shall set forth the maintenance requirements of the facility and the person responsible for performing the maintenance. g. Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipators shall be placed at the outfall of all detention facilities as necessary to provide a stabilized transition from the facility to the receiving channel. h. All on-site channels must be verified to be adequate. I. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property shall be diverted to a stable outlet, adequate channel, pipe or pipe system, or to a detention facility. j. In applying these stormwater management criteria, individual lots or parcels in a residential, commercial or industrial development shall not be considered to be separate development projects. Instead, the development, as a whole, shall be considered to be a single development project. Hydrologic parameters that reflect the ultimate development condition shall be used in all engineering calculations. k. All measures used to protect properties and waterways shall be employed in a manner which minimizes impacts on the physical, chemical and biological integrity of rivers, streams and other waters of the state. I. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flow rate capacity and velocity requirements for natural or man-made channels shall satisfy the flow rate capacity and velocity requirements for natural or man-made channels if the practices are designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain and release over a 24-hour period the expected rainfall resulting from the one year, 24-hour storm; and (iii) reduce the allowable peak flow rate resulting from the 1.5, 2, and 10 -year, 24-hour storms to a level that is less than or equal to the peak flow rate from the site assuming it was in a good forested condition, achieved through multiplication of the forested peak flow rate by a reduction factor that is equal to the runoff volume from the site when it was in a good forested condition divided by the runoff volume from the site in its proposed condition, and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels as defined in any regulations promulgated pursuant to § 62.1-44.15:54 or 62.1-44.15:65 of the Act. M. For plans approved on and after July 1, 2014, the flow rate capacity and velocity requirements of § 62.1-44.15:52 A of the Act and this subsection shall be satisfied by compliance with water quantity requirements in the Stormwater Management Act (§ 62.1-44.15:24 at seq. of the Code of Virginia) and attendant regulations, unless such land -disturbing activities are in accordance with 9VAC25-870-48 of the Virginia Stormwater Management Program (VSMP) Regulation or are exempt pursuant to subdivision C 7 of § 62.1-44.15:34 of the Act. n. Compliance with the water quantity minimum standards set out in 9VAC25-870-66 of the Virginia Stormwater Management Program (VSMP) Regulation shall be deemed to satisfy the requirements of this subdivision 19. STONE CONSTRUCTION ENTRANCE A'IW max aom� a• vm. I AI SIDE ELEVATION IXbTNL aM Ya. XW Able J02-1 TABLE 3.32-C SITE SPECIFIC PERMANENT SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA •:r1 re' Iv�e:•'e;•i;•'e'•'Y✓f:•�'•'Y.•1're. Minimum Care Lawn Per Acre LII_LII=II':y:•1.•1:y.•Y.y.y.•1, e:•e:•7:•L•e:•.e.e• - Kentucky 31 or Turf -Type Tall Fescue 90-100% 1 0-10% - Kentucky Bluegrass 0-10% High -Maintenance Lawn n I•,7aY:Masi,�gp SSI ialm� i!'•�i• bluegrass from approved list for use in Virginia. 125 lbs. General Slope (3:1 or less) h h - Kentucky31 Fescue ItYY ti .1 h -*:• r^i:,^i:^i:. i s^i:i:. i:ri:. i s^�:•.r.' .vru�7.eu�• .•.arvvu 150 lbs Low -Maintenance Slope (Steeper than 3:1) • - Kentucky 31 Fescue aM Ya. XW Able J02-1 TABLE 3.32-C SITE SPECIFIC PERMANENT SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA Total Lbs. Minimum Care Lawn Per Acre - Commercial or Residential 200-250 lbs. - Kentucky 31 or Turf -Type Tall Fescue 90-100% - Improved Perennial Ryegrass * 0-10% - Kentucky Bluegrass 0-10% High -Maintenance Lawn Minimum of three (3) up to five (5) varieties of bluegrass from approved list for use in Virginia. 125 lbs. General Slope (3:1 or less) - Kentucky31 Fescue 128 -Red Top Grass 2 tbs. - Seasonal Nurse Crop** 20 lbs. 150 lbs Low -Maintenance Slope (Steeper than 3:1) - Kentucky 31 Fescue 108 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop** 20 lbs. - Crownvetch **' 20 lbs. 50 lbs * Perennial Ryegrass will germinate faster and of lower soil temperatures than fescue, thereby providing cover and erosion resistance for seedbed. ** Use seasonal nurse crop in accordance with seeding dates as stated below: March, April through May 15th Annual Rye May 16th through August 15th Foxtail Millet August 16th through Sept.,Oct. Annual Rye November through February Winter Rye *** If Flotpea is used, increase to 30 lbs./acre. All legume seed must be properly inoculated. Weeping Lovegrass may also be included in any slope or low-mointance mixtures during wormer seeding periods; add 10-20 lbs/acre in mixes. TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" Planting Dates Species Sept. 1 - Feb. 15 Feb. 16 - Apr. 30 May 1 - Aug, 31 Seeding 50/50 Mix of Annual Ryegrass (Lolium multi-florum) Cereal (Winter Rye (Bacot cereale Anual Ryegrass (Loliium multi-florum) German Millet (Setaria italica) Rate (lbs./acre) 50 - 100 60 - 100 50 Seed shall be evenly applied with a broadcast seeder, drill, cultipacker seeder or hydroseeder. Small grains shall be planted no more than one inch deep. Grasses and legumes shall be planted with no less than 1/4" soil cover. CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET Mina MID UMATE A 4'X'4' 2. STMtE WIRE FENCING TO WE Fees. mENCH UPSLOPE M040 WE LINE OF POSTS. FLOW 3. ATTACH WE FILTER FABRIC TO WE WIRE FENCE PND EIENO IT INTO WE TRENCH. 4. BACKFILL MID CWPACT ME IXCAwTED SOIL ERIQISION OF FABRIC AND WIRE INTO WE PUNCH. III FBRICFILTER RE fmm lartaill of Straw =it Fabne Filter Santora (or Ssiiaunc Contra, PUM 3.05-1 A OUTLET CONDITIONS A 'IPE OUTLET TO FLAT REA WI'T'H NO DEEMED HANNEL t:i:F:� ,� rte.: •J�L•�._ F 41 INSCU-1t, r ROCK CHECK DAM 3da ()USN.) 2-10 ACRES OF DRAINAGE AREA: 6" a E- W W q U) W C� O z is 4d W lasse O J Z NY li ^Q^ Irri� 06 J NQ LrI� vi T�T V W 2 Y I.L W NW w LL Lic. No. 32809 ?4 TAA -Z0181 DATE: 10/17/2017 SCALE: N/A DESIGNED BY: JMM FILE NO. 0142F SHEET 5 OF -11 17-25 / O MEET 1'MILL&OVERLAY & MATCH EX. PVMT \ POTOMAC PL. \ B REMOVEV DTA ADJUST MATCH EX. —SAN. �T PTO APPROX, PROP. PVM'T E — 25 MPH �� J TIE TO 56'ROW EXISTING LOCATION EX. TIET SEXISTdG SAN. SEWER EXMH4 EX M. LS _ -S 3 TOP .,,.., 71ra Iry _..,. 3 m o �'`� ND 24' CU RT TO.. 7Tc 77 Tc 78 rO I 0 �� .SIGN IL 6' az LF — n 4 L__� -i ,66- QIP 6 - IAzw y -6q \\ -� - W Wz ,- r� _ I - 20' t 74T I \ \i'4%IIS \ \ I \ \ HC SIGN X674 .J 33e 73 \ I 1 EX. CUL RT BE REM D\ \ \ \ \ v BOLLARD 2' CQN!71E J EMOVABLE \ \ FLUME 612 x(SEE 1? DETAIL SHEET II) 745 To _ RAMP \ _ \ / / O /O� RA / \ \ \ L BII 7106 \ \ \ / I O \mow' En \ \spa— � \ \ \ / /p/y� 0V z E- z _ \�\ rn / Ort t F- _666-0 — , / / Q'i PROP. 20' FREpERICK \ �-- 0— �wf / / / / / / / Q r4 H \ / I \ \ _ -WATER ESM'1` BY \ — ( 64-s� ' Ems/. \ FREDERICIXINATER) \) \ 4,0% _ _ i 8 /eAqDWTOPPERfBfiDIUtI(*/WATEWRS..� TOMM / /// E75°8'TRAIL / PROP. 20'FREDERICK / WATER E,SMT(BY PROP. \ PRESERVED - - _iL / tg.REQ )(IR�.1lIT6 / ' D�SpHA[T O PICNIC TABLE �/ SPHALAD PICNICITABBLE) / /FREDERICK WATER) / SPACE_658-85B/' - (HC /'� p� 6 PROPS ,,-#PROX I `OPEN LOCATION EX _ EE DETAIL SHEET / 75-Pki ERVED / TOM / SAN. SEWER-__—�__-,� "S- � / 66a' OPEN SPACE - ^/ _ _ _ _ �C+ - - / - - s EWER6=��-� / i -651- / ^`- J �� ATC INE, -W -- t, � �,_ _sem•- �` — 14X14 GRAVEL I — 1 SE HE 6 PICNIC TABLE 634 6- PAD - _ — =_�.�s // / // �_ 1 4 NOTES: 30 15 0 30 60 W 0 1. ENTRANCE CURB & GUTTER TO BE CG -6. TRANSITION AT THE END OF RADIUS SCALE: 1" 30' OUTSIDE OF ROW FOR 5' INTO CG -6F FOR THE PARKING LOT. = Lu 2. THREE (3) PICNIC TABLES TO BE PROVIDED & INSTALLED AS A PART OF THIS PROJECT. FREDERICK COUNTY PARKS AND RECREATION SHOULD PROVIDE U. THE PICNIC TABLE SPECIFICATION TO THE CONTRACTOR PRIOR TO THE DETAIL 3 START OF CONSTRUCTION. 3. ADJUST EXISTING MANHOLE TOP PER FREDERICK WATER SPECIFICATIONS 9 TRAIL Rev. No. Date 2 01/29/2016 FJ f- 2.0" SM -9.5A SURFACE COURSE r� 6.0' 6.0" SUBBASE VDOT STD GR -21B RA Y L EPLER ' COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT IC. O. 32809 1/ OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) CNIC�-- TI _ -lll Z4 I 3{ Zog `SIGNAL�� NOTE: ABLE - ,,, -TIL - TIT PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 5 AND A TRAFFIC LOADING OF XXXX. THE CONTRACTOR SHALL OBTAIN A CBR TEST OF THE 2" SM -12.5A ASPHALT DATE: 10/17/2017 COMPACTED SUBGRADE AND SUBMIT FOR DETERMINATION OF THE REQUIRED 4' VDOT STD. 2IAAGG. PAVEMENT SECTION PRIOR TO PLACEMENT OF ANY PORTION OF THE PAVEMENT SCALE: i" = 30' SECTION. THIS PAVEMENT SECTION IS FOR LIGHT DUTY AUTOMOBILE USE ONLY WITH AN ADT COMPACTED SUBGRADE (COMPACTED 95%DENSITY DE A OFXXX OR LESS. LIGHT DUTY 4' 0.0% OPTUM MOISTURE CONTENT VTM.1 METHOD) PAVEMENT SECTION 04/15 N.T.S. VER 1 ASPHALT PICNIC TABLE 8 ASPHALT TRAIL 11/05/14 DESIGNED BY: JMM FILE N0. 0142E PAD (HC ACCESSIBLE) NTS N.T.S. VER 1 SHEET 8 OF -11 17-25 /PROP.20'FREDERICK Aodusf TOP PERP ICK'WATER'S � \ 754 VTRAIL� / // I / / WATER E,SMt(BY 1 \ PROP. rc15PECTO IREMEWM " \ ORES D — _ — — / —658— �e //5 / / FREDERICK WATER) �ROX. PICNIC TABLE PEN SP CE 3ASPHALT it — — — / / /v —EX a PAD (HC ACCESSIBLE) / p I � EE DETAIL SFJEET3— i 6� PROP: / / N� — — _ — / / / — I PRESERVED / / SAN. SEWER _ _s6 — 75 — / H �� E — — / 666 OPEN SPACE EX M / 654 JI �S — / $ J mo Zs sm H m _/_ 75L- ' / APPROX. / —j _ .3 S _./ $ — — _ — i— S / / / —�+—T> = orn a. vo n MAT i LocAn _ _ / r -SEE SHEE/�14X14 GRAVEL =2W m I PICNIC TABU \ � —654 _ PAD W— L _S 604 ,IO60N— 62 S8'TRAIL 57—AWST TOPPER FREDFAICKWATERS [ j 1ARPSPRQ7T 'EMORREWIREMENS \ '\ EX. 18" CULVERT \ TO REMAIN\ C \ — /669 _ -- — — \ / _ _ CL —fib\LU \ H W co . ICK —PR PP. FREDERICK— —67o WATER 7 B0 ce z FREDERI KWA3ER�— v PROP. PRESERVED / PROP , \ 1 % OPEN SPACE / / PRESERVED \ / / v� \ OPEN PACE co J Ll 06 I a /) --- \ co w \� I Li d � / / E- a x 67 Vi QD /Z k�VEpI / / �w W APIDCNIC CL -1 RIP -RAP 10' / / 6/ LONG X24• / c, 7 / DEEP N 6 esn tiJ 4'TRAIL — — 8 My 8 766 1 ^ — 8P ' \ / 82L.: 4'TRAIL / / Lf. ELU / � / X, IV 75M / 696 _ 828 LU1 6 —684— Rev. No. Date 2 01/23/2018 RA Y L PLER Lic, No. 32809 o 29-Ta4.7D18 `SIGNAL DATE: 10/17/2017 SCALE: i" = 30' DESIGNED BY JMM 30 15 0 30 60 FILE NO. 0142F SCALE: 1" = 30' SHEET 7 OF '11 17-25 Channel Analysis: Ditch 2 Notes'. Input Parameters Channel Type: Triangular Side Slope 1 (Z1): 2.0000 tuft Side Slope 2 (Z2): 2.0000 Wit Longitudinal Slope: 0.0235 ft/ft Manning's n: 0.0150 Flow: 56.5500 cis Result Parameters Depth: 1.5438 ft Area of Flow: 4.7668 f A2 Wetted Perimeter: 6.9042 ft Hydraulic Radius: 0.6904 ft Average Velocity: 11.8633 fits Top Width: 6.1753 ft Froude Number: 2.3795 Critical Depth: 2.1837 it Critical Velocity: 5.9294 We Critical Slope: 0.0037 Rift Critical Top Width: 8.73 ft Calculated Max Shear Stress: 2.2639 lb/102 Calculated Avg Shear Stress: 1.01241b/ttA2 685 685 685 Channel Analysis: Ditch 1 X22 Notes: Input Parameters 680 Channel Type: Triangular 9+50 Side Slope 1 (Zi): 2.0000 Rift i Side Slope 2 (Z2): 2.0000 Rift 12+50 Longitudinal Slope: 0.0585 ft/ft 13+50 Manning's n: 0.0150 675 Flow: 15.3900 cis STR 1- STR 4 Result Parameters 4 Depth: 0.7987 it 0.00 Area of Flow: 1.2759 W2 670 Wetted Perimeter: 3.5719 it 0.00 Hydraulic Radius: 0.3572 It 0.00 Average Velocity: 12.0625 Ris 672.05 Top Width: 3.1948 ft 8.99 15.00 685 Froude Number: 3.3638 0.00 Critical Depth: 1.2975 it RCP 111 Critical Velocity: 4.5706 Ns 2 Critical Slope: 0.0044 Rift 0.61 Critical Top Width: 5.19 ft 860 Calculated Max Shear Stress: 2.91561bIW2 6.29 Calculated Avg Shear Stress: 1.3039 lb/fM2 671.30 STORM SEWER COMPS �------------ X22 M Z Z 4 9+50 10+00 i 11+50 12+00 12+50 I 13+50 Capacity (cfs) Velocity (fps) i STR 1- STR 4 i c 4 � _ 0.00 0.00 0.00 0.00 0.00 n 0.00 677.00 672.05 55.04 8.99 15.00 20.89 0.00 0.00 0.00 RCP 111 3 2 0.08 0.61 0.05 1.64 5.00 6.29 10.34 671.30 666.50 151.52 3.17 18.00 21.85 5.85 0.22 0.43 HDPE 2 1 1.52 0.50 0.76 2.40 5.00 6.14 14.75 666.00 664.90 76.00 - 24.00 - d✓ 4.75 0.13 0.27 HDPE ti O 8 ;.y o° 0.40 1.44 1.44 = - 5.80 h5' 676.27 675.51 _ 3.49 L HGK7, 7.78 10.67 0.03 0.03 HDPE EX5 3 3.19 0.50 1.60 1.60 5.40 6.35 10.12 672.83 672.65 74.76 0.24 15.00 3.42 8.25 0.15 0.15 RCP 00'-24HDPE EX5 673.66 15.00 10.12 69.94 18'MIN. 1.1.46% 8.25 0.32 OR Col✓C. CAP REOL RED 0.21 1.99 675.65 672.83 4 673.05 Z 0, 0.66 62.24 0.01 0.01 7.02 0.23 g � o p Gepp to O N of ro to - 1N 11 Za � II XO Z II (O II n fTD trD 11 II n G II 2 NN II I Ciz aui ui?O �zz0 No0 9 676.31 12.00 680 680 675 675 670 670 665 665 5551 X22 M Z Z 655 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 Capacity (cfs) Velocity (fps) Increm Flow Timemin ( ) STR 1- STR 4 Pipe Material 4 3 From To DA (Acres) Runoff Coat. C CA (Increm.) CA (Accum.) Tc (min) Rainfall (in/hr) Runoff 0, (cfs) Invert Up (ft) Invert Down (ft) Length (ft) Slope (%) Diameter (in) Capacity (cfs) Velocity (fps) Increm Flow Timemin ( ) Flow Time (min) Pipe Material 4 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 677.00 672.05 55.04 8.99 15.00 20.89 0.00 0.00 0.00 RCP 111 3 2 0.08 0.61 0.05 1.64 5.00 6.29 10.34 671.30 666.50 151.52 3.17 18.00 21.85 5.85 0.22 0.43 HDPE 2 1 1.52 0.50 0.76 2.40 5.00 6.14 14.75 666.00 664.90 76.00 1.45 24.00 31.80 4.75 0.13 0.27 HDPE 9 8 3.61 0.40 1.44 1.44 7.00 5.80 8.38 676.27 675.51 21.87 3.49 12.00 7.78 10.67 0.03 0.03 HDPE EX5 3 3.19 0.50 1.60 1.60 5.40 6.35 10.12 672.83 672.65 74.76 0.24 15.00 3.42 8.25 0.15 0.15 RCP STORM SEWER INLET COMPS 685 Iii 9 11 I 680 685 W 680 Q (cfs) 11+00 I I i STR 3 - STR EX. 5 T (ft) �I - Sw (0/ft) Sw/Sx Eo - -22=12` E@ HGL L, Spec Lengdl L/la 3.4 Qi (cfs) N N Sag Inlets Only IZ EX 70'-1 RCP Length (ft) Ponding Depth Curb Opening (in) Height (ft) 00.2 % N Wr EXTEND PIP 7 0.05 = co 0.24% O 0 :Z 0.01 OZ OZ +Z 4.00 0.93 0.02 1.00 0.00 0.00 0.00 0.02 N/A N/A N/A 1.00 0.32 0.00 0.09 - - 4.30 2 DI -I 2.16 Ti, 0.50 0.76 0.76 6.50 4.94 0.00 4.94 0.01 II o II 4.00 0.19 O _ T- II II H 1 i 0.00 1-- C; N/A N/A r 4.94 0.00 00 - - QZZ> a j Z 0.66 Z 4.60 0.77 � 85.88 685 Iii 9 11 I 680 685 675 680 670 675 665 670 MI 655---655 Iii 9 11 I OUTLET PROPGRADE 9+50 10+00 10+50 Q (cfs) 11+00 STR 3 - STR EX. 5 T (ft) M .:1 I Iii 9 11 I OUTLET PROPGRADE CA Sum CA I (in/hr) Q (cfs) Qb (ctk) HGL Sx (ft/ft) T (ft) W (ft) - Sw (0/ft) Sw/Sx Eo - -22=12` E@ Lt (fl) L, Spec Lengdl L/la 3.4 Qi (cfs) N N Sag Inlets Only IZ Succwre Name wet m Length (ft) Ponding Depth Curb Opening (in) Height (ft) d/h T @ Sag N Wr WN 0.08 0.61 0.05 = co ? O 0 :Z 0.01 OZ OZ +Z 4.00 M 1 675 670 o r 665 trill 660 0 9+50 10+00 10+50 11+00 STR 8-STR 9 50 25 0 50 100 SCALE: 1" = 50' HGL COMPS HYDRAULIC GRADE LINE CALCULATIONS Intat OUTLET DA (AC) C CA Sum CA I (in/hr) Q (cfs) Qb (ctk) Qt (oR) S (%) Sx (ft/ft) T (ft) W (ft) WT Sw (0/ft) Sw/Sx Eo a S'w=a/(12w0 Se=Sx+g'w(8o ) (wft) Lt (fl) L, Spec Lengdl L/la E (%) Qi (cfs) Qb, Co (cfs) Hf (ft) Sag Inlets Only IZ Succwre Name wet m Length (ft) Ponding Depth Curb Opening (in) Height (ft) d/h T @ Sag 3 DI -I 2.16 0.08 0.61 0.05 0.05 6.50 0.32 0.00 0.32 0.01 0.02 4.30 4.00 0.93 0.02 1.00 0.00 0.00 0.00 0.02 N/A N/A N/A 1.00 0.32 0.00 0.09 - - 4.30 2 DI -I 2.16 Ti, 0.50 0.76 0.76 6.50 4.94 0.00 4.94 0.01 0.02 21.14 4.00 0.19 0.02 1.00 0.00 0.00 0.00 0.02 N/A N/A N/A 1.00 4.94 0.00 0.42 - - 21.14 HGL COMPS HYDRAULIC GRADE LINE CALCULATIONS r OUTLET 0 STR # VELOCITY TOP WIDTH (ft) LENGTH (ft) BOTTOM DEPTH (in) TYPE (VDO7 (fps) WIDTH (ft) Class) S6 - Ouffell #11 7.75 11' 78' Inlet No. Outlet W.S.E. (ft) Do (In) On (cfs) Lo (ft) Sfo (%) Hf (ft) W IZ a_ 06 JUNCTION LOSS J-,4r�r E- ISI a04 z Final H (ft) Inlet W.S.E. Rim Elev (ft) Vo (fps) Ho (ft) Qi lets) VI (fps) Olvi V1A2/2g HI (ft) Angle (deg) K Hb (ft) Ht (ft) 1.3Ht (ft) 0.5Ht (ft) (ft) a 2 666.50 24.00 15.39 76.00 0.41 0.31 4.95 0.10 10.98 6.21 68.22 0.60 0.21 60.11 0.56 0.34 0.64 0.83 0.42 0.73 667.23 671.00 3 667.70 18.00 10.98 154.75 0.97 1.50 6.21 0.15 10.12 8.25 83.49 1.06 0.37 47.23 0.48 0.51 1.06 U_ 0.53 2.03 669.73 W a 0.66 7.02 4.60 0.77 85.88 0.70 0.54 Rev. No. Date 2 01/22/2012 675.30 EX5 673.66 15.00 10.12 69.94 2.56 1.79 8.25 0.32 0.32 0.41 0.21 1.99 675.65 672.83 4 673.05 15.00 0.66 62.24 0.01 0.01 7.02 0.23 0.23 0.30 0.15 0.16 673.21 676.00 9 676.31 12.00 8.38 21.87 4.91 1.07 10.67 0.53 0.53 0.69 0.35 1.42 677.73 676.27 IV J U N OUTLET PROTECTION - VDOT STD EC -1 r OUTLET 0 STR # VELOCITY TOP WIDTH (ft) LENGTH (ft) BOTTOM DEPTH (in) TYPE (VDO7 (fps) WIDTH (ft) Class) S6 - Ouffell #11 7.75 11' 78' 22' 24" CLASS I az 3a IAzW LV z W0 12 z �W Lic. No. 32809 2( Tai �v, 9 WsSIONAL �� DATE: 10/17/2017 SCALE: H: 1" = 50' V: 1" = 5' DESIGNED BY: JMM FILE NO. 0142F SHEET 6 OF 11 17-25 r 0 0 Y Q W IZ a_ 06 O 04 J-,4r�r E- ISI a04 z A5 O E- a :4 Y W a C) W Z A cx 0 O W in Y U_ W a W IX LL Rev. No. Date 2 01/22/2012 Lic. No. 32809 2( Tai �v, 9 WsSIONAL �� DATE: 10/17/2017 SCALE: H: 1" = 50' V: 1" = 5' DESIGNED BY: JMM FILE NO. 0142F SHEET 6 OF 11 17-25 L T 1 I L L J OP / 00 ON / / I 000D\ 0 CN = 86 Pre & Post / ° Drainage Area = 39.1 / / 0 jj � i �x Acres DITCH -1 OPOSED PRESERVE rj BRAG" _l \ / \moi �i S__ �, _ DCH -2/ IRASS-0HANNEL fj OP )SE OPEN / !j / - - - / \ y v \ / _ \/ / \ _ 100 0 100 200 SCALE: 1" = 100' 'NOTES: ANTI -SEEP COLLAR DESIGN 1. PHREATICLINE COMP 1. DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST M = 4.95 FT 10 YR STM ELEV = 656.60' 2. SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 3:1 SLOPE LINE LENGTH @4:1 = 26.4' 3. SLOPE OF PRINCIPLE SPILLWAY BARREL (Sb) = 1 AB% SLOPE 38' TO TOE, DOES NOT CROSS BANK ABOVE TOE, NO 4. LENGTH OF BARREL IN SATURATED ZONE (Ls) = 26.4' FT DRAINAGE SYSTEM REQUIRED 5. NUMBER OF COLLARS REQUIRED (FROM PLATE 3.14-12) = 1 COLLAR 3. Volume of Concrete COLLAR DIMENSIONS -4'x4' TOP OF BERM ELEV.= 659.0 4• TOPSOIL 24 COVER \ EX. GRADE 10. DISCHARGE PIPE (TYP)4' (*x4') T (4'x4') CUT OFF TRENCH, 4' DEPTH 4' TOP @ 10 -YR WSE 26.4' - STORMWATER MANAGEMENT #2 - BERM CROSS SECTION NTS HOMOGENEOUS FILL COMPACTED TO 95% MAX. DENSITY ANTI -SEEP COLLAR ASTM STRUCTURE (SEE DETAIL) Anti -Flotation Design - Riser Buoyancy Check Pre -Developed Land Cover B soils SWM Basin #1 10.55 Acres • Impervious Cover 1. Volume of Water Displaced 6.00 ft. x 6.00 ft. x 5.30 ft. = 190.80 cu.ft. 2. Weight of Water Displaced 190.80 Ib/cu.ft. x 62.40 Ib/cu.ft. = 11905.92 lbs 3. Volume of Concrete • Impervious Cover 0.79 Acres Concrete filled base 6.00 ft. x 6.00 ft. x 2.40 ft. = 86.40 cu.ft. Wall 5.30 ft. x 0.67 ft. x 6.00 ft. = 21.31 cu.ft. minus Culvert 42" 0.67 ft. x 9.62 sgft. _ -6.45 cu.ft. Total Volume minus openings 101.26 cu.ft. 4. Weight of Concrete 101.26 Ib/cu.ft. x 150.00 Ib/cu.ft. = 15189.09 lbs 5. Safety Factor Min. 1.25 15189.09 lbs / 11905.92 lbs = 1.28 Safety Factor 0000000000000 SOLUTIONS INC. PYRAMID STORMRAX, PART 14' WIDE ,--PLASTIC #PPYD_72 W/ANTI-VORTEX PLATE TOP OF BERM =659.0' j'j W OLTTRASH RACK TO STRUCTURE W/2' TOP OF WEIR = 657.50' SS ANCHOR BOLTS v WEIR LENGTH 29 •,. • • 100YR WS ELEV=657.95 FT pF Date o 10 YR WS ELEV. =656.84 FT a� lq F Uj u (C)..aew.mw.ro.rm�•vm. e 2 YR WS ELEV= 655.65 FT DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 E- CUSTOMER: U DATE: BMP Design Specifications List: 2013 Draft Stds & Specs Update Summary Sheet �yluepuA` EARTHEN BE DRAWN BY: fx PRINCIPAL RISER=654.75' e 1 YR WS ELEV. =654.34 FT yvoA'/AA%/AA%/AA//A`�A : O IAPP'D BY: PROJECT: A?/\�0A/AAA V /j\\//\\//\�//\\/\\//\\//\�/// � Print Preview Print '0 RISER STRUCTURE PER AASHTO M199 Y P4 DWG. NO: U_ DEVELOPMENT PROJECT LAND COVER CALCULATIONS Pre -Developed Land Cover B soils • Managed Turf Area 10.55 Acres • Impervious Cover 0.10 Acres Total Site Area 10.17 Acres Post -Developed Land Cover 0.00 • Managed Turf Area 9.86 Acres • Impervious Cover 0.79 Acres Total Site Area 10.17 Acres Stormwater Management and Water Quality A soils B soils C soils D Soils Totals This existing 10.65 acre RP "Residential Performance' Site is currently a community park. The site drains to a storm drainage ditch (ditch -2) that runs thought the center of the property and Forest/Open (acres) 0.00 ultimately ouffalls into unnamed tributary. 0.00 a z The existing soils for this site are 98, 41 B and 41 D, Clearbrook Channery Silt loam (Hydrologic Soils Group C/D) and Weikert-Berks Channery Silt Loam (Hydrologic Soils Group D). The existing R Managed Turf(acres) site has about 0.10 acres of impervious cover and approximately 10. 55 acres of open space or managed turf areas, 0.94 percent impervious and drains to a ditch -2 that rams west to east through the Q ~ center of the park. The lot and trail WIl add approximately 0.69 acres of additional impervious area increasing the imperviousness to 6.48%. Post -development runoff will not change from ' Z W proposed parking percent 0.00 0.00 the pre -developed drainage pattern. The proposed parking lot area will drain to a an existing drainage ditch (ditch -1) that drains into ditch -2 through the center of the site and outfalls into an unnamed 0.69 z tributary into 000 O ° 0 O 1W " The proposed trail is designed to follow the existing ground while maintaining a 2% cross -slope allowing the storm runoff to sheet Row through the conservation area and the storm drain DO 0000000000000 ditch. Stornim r management wi be pd by a SWM pond on the as side of the pads. The SWM Pond veli provide centro) for the 1, 2, & 10 year storms. The site discharge v411 continue to drain O zi t0 the east byway of the exisfing storm drain ditch -2. W Water Quality was met by placing 2.0 acres into a conservation easement, and by sheet flowing the trail and adjacent area through the conservation area. All runoff for this site has been evaluated using the Virginia Runoff Reduction Method for Redevelopment. The proposed Shea ttiow to conservation areas was evaluated using the VRRM spread sheet and all required post -development '' •,. • phosphorous load reductions were meet. (See submitted spread sheet for calculation details) Rev. Date Orificesize No. Uj u (C)..aew.mw.ro.rm�•vm. DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 E- CUSTOMER: U DATE: BMP Design Specifications List: 2013 Draft Stds & Specs Update Summary Sheet �yluepuA` DRAWN BY: fx Site Summary W O IAPP'D BY: PROJECT: Print Preview Print 7n Y P4 DWG. NO: U_ Total Rainfall = 43 inches W Site Land Cover Summary 0 Site Tv and Land Cover Nutrient Loads Site Rv A soils B soils C soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 2.00 2.00 19 Managed Turf(acres) 0.00 0.00 0.00 7.96 7.96 75 Impervious Cover (acres) 0.00 0.00 0.00 0.69 0.69 6 000 O ° 0 O 10.65 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.26 Treatment Volume(ft') 9,966 TP Load (Ib/yr) 6.26 TN Load (111 44.80 Total TP Load Reduction Required (Ib/yr) 1.90 Site Compliance Summary Total Runoff Volume Reduction (ft) 3,082 Total TP Load Reduction Achieved (Ib/yr) 1.93 Total TN Load Reduction Achieved (Ib/yr) 13.84 Remaining Post Development TP Load (Ib/yr) 4.33 Remaining TP Load Reduction (Ib/yr) Required Z MITER CULVERT TO \\ \\ \\�'\\�\\�\\�\\�\\�\\�-\\\/\\/ DEBRIS CAGE TION$ STORMIRAX FLUSH MOUNT CONFORM TO SLOPE //\//\//\//\// // // / / / / VDA. STEEL \ DOWEL @ 4' O.0 PROPOSED OUTLET GONNECTINGTHERSER PROTECTION=24'DEEPCL.I 56'-42•ROP CL. AND sue 18' LOW FLOW ORIFICE 649.80' DRY RIPRAP III(d 1.48% 2.4'THICK MIN.FD INV.=649.80' INV. = 648.97' BUOYANCY 18' APRON LENGTH /\//\//\\//\\//\ 18'MIN.CLEAR i\% '!�//vv//vv/v v v v �: Wiwi/vvi/vviwi/vvi/ APPROx. STORMWATER MANAGEMENT BASIN OUTFALL #1 - PRINCIPAL RISER SECTION LOCATION EX. B' SAN. NTS 01115/16 0.00 ** TARGET TP REDUCTION EXCEEDED BY 0.04 LB/YEAR ** NOTES: 1. SWM BASIN #1 IS A DRY DETENTION BASIN. SWM MAINTENANCE AND INSPECTION NOTE FOR DETAILED INFORMATION ON MAINTENANCE AND INSPECTION OF THE STORMWATER MANAGEMENT FACILITIES REFER TO THE VDOT POST-CONSTRUTION BMP INSPECTION AND MAINTENANCE MANUAL. AT A MINIMUM FACILITIES SHALL BE INSPECTED ON AN ANNUAL BASIS AND AFTER ANY STORM THAT CAUSES THE CAPACITY OF THE PRINCIPE SPILLWAY TO BE EXCEEDED. • REMOVE ANY TRASH OR DEBRIS FROM SWM FACILITY • REMOVE BLOCKAGES FROM OUTFLOW AND INFLOW STRUCTURES • WEED CONTROL AND GRASS MAINTENANCE RANGY L ITPLER Lic. No. 32609 24-ram-2b)k DATE: 10/17/2017 SCALE: i° = 100' DESIGNED BY: JMM FILE NO. 0142F SKEET 9 OF 11 17-25 F- BMP E B Z O 0°000° O 00 •• oumcsnuru�s,.mc e+.wa enamao eauu lminasm 000000 O 0 z 000 0000 � ao6 00000000 f A O O 000 O ° 0 O 00000 00000000000 00000 DO 0000000000000 00 O 0000000 0 0 0 0 0 0 0000000 0000000 '' •,. • O 00000000 + p s . ..,.' .,. a, , : . Orificesize Uj u (C)..aew.mw.ro.rm�•vm. E- CUSTOMER: U DATE: �yluepuA` DRAWN BY: fx c'� W O IAPP'D BY: PROJECT: IDETAIL: ""• ,ssn+n+,,. 7n Y P4 DWG. NO: U_ W RANGY L ITPLER Lic. No. 32609 24-ram-2b)k DATE: 10/17/2017 SCALE: i° = 100' DESIGNED BY: JMM FILE NO. 0142F SKEET 9 OF 11 17-25 F- Z z E- ao6 C4 z W Q q fx ra > Z E- wiz Z E- Uj u E- I- U fx W W O = qrT. 7n Y P4 U_ W W 0 Of RANGY L ITPLER Lic. No. 32609 24-ram-2b)k DATE: 10/17/2017 SCALE: i° = 100' DESIGNED BY: JMM FILE NO. 0142F SKEET 9 OF 11 17-25 COUNTY CODE COMPLIANT LANDSCAPE PLAN SCOPE OF WORK THE LANDSCAPE CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR AND EQUIPMENT TO COMPLETE ALL LANDSCAPE WORK AS SHOWN ON THE PLANS AND SPECIFICATIONS. NOTE: IF CONTRACTOR BIDS ACCORDING TO THE PLANT LIST, HE/SHE SHOULD THOROUGHLY CHECK THE PLANT LIST QUANTITIES WITH THE SYMBOLS DRAWN ON THE PLAN, TO BE SURE THERE ARE NO DISCREPANCIES. IF THERE IS A DISCREPANCY BETWEEN THE DRAWING AND THE LIST ON THE PLANS, THE DRAWING TAKES PRECEDENCE. STANDARDS ALL PLANT MATERIAL WILL CONFORM TO THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK PUBLISHED BY THE AMERICAN NURSERY & LANDSCAPE ASSOCIATION (ANLA).PLANT MATERIAL MUST BE SELECTED FROM NURSERIES THAT HAVE BEEN INSPECTED AND CERTIFIED BY STATE PLANT INSPECTORS.COLLECTED MATERIAL MAY BE USED ONLY WHEN APPROVED BY OWNER'S REPRESENTATIVE.NOMENCLATURE WILL BE IN ACCORDANCE WITH HORTUS III BY L.H. BAILEY. SUBSTITUTIONS: PRE-BID IT IS THE LANDSCAPE CONTRACTOR'S RESPONSIBILITY TO MAKE EVERY REASONABLE EFFORT TO FIND THE PLANTS SPECIFIED BY THE LANDSCAPE ARCHITECT. THE LANDSCAPE CONTRACTOR MAY OFFER SUBSTITUTIONS TO THE LANDSCAPE ARCHITECT FOR HIS/HER CONSIDERATION. THE LANDSCAPE CONTRACTOR WILL NOTIFY THE LANDSCAPE ARCHITECT IF THERE ARE KNOWN DISEASES OR INSECT RESISTANT SPECIES THAT CAN BE SUBSTITUTED FOR A SELECTED PEST -PRONE PLANT. THE CONTRACTOR SHALL SUBMIT A BASE BID AS PER PLAN PLUS PRICE CLARIFICATIONS FOR ALL RECOMMENDED SUBSTITUTIONS. SUBSTITUTIONS: POST -BID IT IS THE INTENT TO ELIMINATE POST -BID SUBSTITUTIONS. HOWEVER, IN THE EVENT THAT THE CONTRACT MATERIAL HAS BECOME UNAVAILABLE, AN APPROPRIATE SUBSTITUTION MUST BE APPROVED BY THE OWNER'S REPRESENTATIVE. UTILITIES AND UNDERGROUND FEATURES THE LANDSCAPE CONTRACTOR SHALL NOTIFY UTILITY COMPANIES AND/OR THE GENERAL CONTRACTOR IN ADVANCE OF CONSTRUCTION TO LOCATE UTILITIES. IF THERE IS A CONFLICT WITH UTILITIES AND THE PLANTING THE LANDSCAPE ARCHITECT SHALL BE RESPONSIBLE FOR RELOCATING PLANTS PRIOR TO THE PLANTING PROCESS. ANY COST DUE TO RELOCATING AFTER PLANTING SHALL BE BORNE BY THE OWNER. IF PLANTS ARE TO BE INSTALLED IN AREAS THAT SHOW OBVIOUS POOR DRAINAGE, AND THE PLANTS ARE INAPPROPRIATE FOR THAT CONDITION, THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AND OWNER. IF THEY DEEM NECESSARY, THE PLANTS SHALL BE RELOCATED, THE CONTRACT SHALL BE ADJUSTED TO ALLOW FOR DRAINAGE CORRECTION AT A NEGOTIATED COST, OR THE PLANT SELECTION MODIFIED BY THE LANDSCAPE ARCHITECT TO ACCOMMODATE THE POOR DRAINAGE. WARRANTY THE STANDARD WARRANTY IS FOR ONE (1) YEAR PERIOD, EXCLUDING BULBS, SOD AND ANNUALS, COMMENCING ON THE DATE OF INITIAL ACCEPTANCE. ALL PLANTS SHALL BE ALIVE AND IN SATISFACTORY GROWTH AT THE END OF THE GUARANTEE PERIOD. ANY MATERIAL THAT IS 25% DEAD OR MORE SHALL BE CONSIDERED DEAD AND MUST BE REPLACED AT NO CHARGE. A TREE SHALL BE CONSIDERED DEAD WHEN THE MAIN LEADER HAS DIED BACK, OR 25% OF THE CROWN IS DEAD. REPLACEMENTS SHALL BE MADE DURING THE NEXT PLANTING PERIOD. REPLACEMENTS SHALL BE OF THE SAME TYPE, SIZE AND QUALITY AS ORIGINAL SPECIES UNLESS OTHERWISE NEGOTIATED. C. CONTAINER - GROWN STOCK 1. THE SIZE OF CONTAINER -GROWN SHRUBS IS MEASURED BY HEIGHT AND WIDTH OF THE PLANT. CONTAINER -GROWN TREES ARE MEASURED BY THE SAME STANDARDS LISTED IN B.3. ABOVE. THE ROOT SYSTEM OF CONTAINER -GROWN PLANTS SHALL BE WELL DEVELOPED AND WELL DISTRIBUTED THROUGH OUT THE CONTAINER. 2. ALL CONTAINER -GROWN TREES AND SHRUBS THAT HAVE CIRCLING (GIRDLING) AND MATTED ROOTS SHALL BE TREATED IN THE FOLLOWING MANNER PRIOR TO PLANTING: SEPARATE THE ROOTS BY HAND, UNTANGLING SO CIRCLING ROOTS WILL NOT DAMAGE FUTURE OF THE PLANT. SEE PLANTING PROCEDURES FOR ALL CONTAINER -GROWN TREES & SHRUBS IN THIS SECTION. 3. ALL CONTAINER -GROWN PLANTS SHOULD BE GROUPED AND WATERED DAILY UNTIL THEY ARE PLANTED IN THE LANDSCAPE, THE SOIL SHALL BE KEPT MOIST WITH THE EQUIVALENT OF ONE -INCH OF RAINFALL PER WEEK. D. PRUNING SHALL BE DONE BEFORE PLANTING OR DURING THE PLANTING OPERATION. PRUNING DETAIL FOR TREES IN THIS SECTION. E. ALL PLANT MATERIAL IN TRANSIT SHALL BE COVERED TO KEEP MATERIAL FROM DRYING OUT. THE COVERING SHALL COMPLY WITH THE STATE AND LOCAL LAWS PERTAINING TO THE TRANSPORT OF MATERIALS. F. TREES SHALL BE PLACED IN AN UPRIGHT POSITION WITH THE ROOTBALL COVERED BY MULCH AND KEPT MOIST. TREES AND SHRUBS SHOULD NOT BE LEFT ON SITE UNPLANTED FOR MORE THAN 24 -HOURS WITHOUT ADEQUATE WATER TO INSURE ROOT SURVIVAL. INSPECTION A. PLANTS MAY BE SUBJECT TO INSPECTION AND APPROVAL BY THE OWNER OR OWNER'S REPRESENTATIVE AT THE PLACE OF GROWTH OR HOLDING YARD FOR CONFORMITY TO SPECIFICATION REQUIREMENTS AS TO QUALITY, SIZE AND VARIETY. B. PLANTS DAMAGED IN HANDLING OR TRANSPORTATION CAN BE REJECTED BY THE OWNER OR OWNER'S REPRESENTATIVE. C. STATE NURSERY INSPECTION CERTIFICATES SHALL BE FURNISHED TO THE LANDSCAPE ARCHITECT UPON REQUEST. STANDARDS A. PLANTS WILL BE IN ACCORDANCE WITH THE CURRENT ANLA'S STANDARDS AND CONFORM IN GENERAL TO REPRESENTATIVE SPECIES. B. BALLED AND BURLAPPED (B&B) 1. BALLED AND BURLAPPED PLANTS SHALL BE DUG WITH FIRM ROOT BALLS FREE OF NOXIOUS WEEDS. THERE SHOULD BE NO EXCESS SOIL ON TOP OF THE ROOTBALL OR AROUND THE TRUNK 2. BALL SIZES SHALL BE IN ACCORDANCE WITH ANLA STANDARDS. 3. CALIPER AND HEIGHT MEASUREMENT: IN SIZE GRADING B&B SINGLE TRUNK TREES, CALIPER SHALL TAKE PRECEDENCE OVER HEIGHT. CALIPER OF THE TRUNK SHALL BE TAKEN 6" ABOVE GROUND LEVEL (UP TO AND INCLUDING 4" CALIPER SIZE) AND 12" ABOVE THE GROUND LEVEL FOR LARGER TREES. FOR MULTIPLE -TRUNK TREES, HEIGHT MEASUREMENT SHALL TAKE PRECEDENCE OVER CALIPER. NOTES: 1) ALL PLANTING SHALL CONFORM WITH 165-203.01 - B OF THE FREDERICK COUNTY ZONING ORDINANCE (PLANT SELECTION, PLANTING PROCEDURE, AND MAINTENANCE). 2) ANY PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE FREDERICK COUNTY PLANNING DEPARTMENT. 3) NO TREES OR SHRUBS SHALL BE PLACED ON FCSA EASEMENTS. OPEN SPACE CALCULATIONS 26% MINIMUM OPEN SPACE REQUIRED 10.65 ACRES (SITE AREA) x 25%= 2.67 ACRES REQUIRED 10.49 ACRES PROVIDED 110.65 ACRES (SITE AREA) = 98.5% OPEN SPACE PROVIDED PARKING LOT PLANT SCHEDULE ABB BOTANIC NAME COMMON NAME QUANTITY SIZE PROPOSED TREE PLANTINGS Mg Megnollia Grandi8ora Magnollla 6 IS Ilex crenate "Steeds" Steeds Jap. Holly 37 36" HT B&B PARKING LOT LANDSCAPE CALCULATIONS 1. INTERIOR LANDSCAPING: 1 TREE PER 10 SPACES, 14 SPACES / 10 = 1.4 TREES REQUIRED 2 TREES PROVIDED 2. PERIMETER LANDSCAPING: 6,680 SF OF IMPERVIOUS AREA 1 TREE PER 2,000 SF OF IMPERVIOUS PAVEMENT 6,880 SF/ 2000 = 3.4 REQUIRED TREES 4 TREES PROVIDED TOTAL PARKING LOT LANDSCAPE TREES REQUIRED = 6, TOTAL TREES PROVIDED = 6 PRUNE DOMINANT LEADERS PRUNE RUBBING OR CROSSING BRANCHES 00 NOT STAKE OR WRAP TRUNK UNLESS NECESSARY CUT AWAY ALL BALLING ROPES TOP OF BALL IS TO BE 2' EXISTING GRADE REM01E TOP OF WIRE BASKET "DEN AND SCORE HOLE WALLS REMOVE CONTAINER AND - I r=1 I r=1 1 r=1 11=1I1= =1 I CUT CIRCLING ROOTS IF CONTAINER -GROWN OR AS LEAVE SOLD SOIL PEDESTAL - DO NOT MUCH BURLAP AS POSSIBLE DIG DEEPER THAN BALL DEPTH 2X -3X BALL DIA TREE PLANTING DETAIL 1PEE5 <t GL BCNL NOT TO 8WC DO NOT PRUNE TERMINAL LEADER OR BRANCH TIPS PRUNE NARROW CROTCH ANGLES AND WATER SPROUTS - PRUNE BROKEN BRANCHES - PRUNE SUCKERS 2'-J' MULCH KEPT -AWAY FROM TRUNK SOIL WELL TO CONTAIN WATER UNAMENDED BACKFILL SOIL WATER TO SETTLE SOIL - AREA FOR WATER DRAINAGE IN OR RE IOSE WITH RE STAKES -IN SEVERE DNIONS-EXTENDED TO RING SOIL STAKES TO FIRM SOIL AKES PARALLEL i AND BUILDINGS TREE PLANTING — VERTICAL STAKES TfdFs a• rx uuL WT TOSW[ POTOMAC PL. 1 s_—_�S_-- I / i 3 3 Mg II 1 \ / I � 201 I / o 'A / � _ I \ 676 \ _674- \ \\ \\ 6112\��-_-- 20 10 0 20 40 SCALE: 1" = 20' Qz a � IH 164 A ZW LL, z p Lu "o Rev. 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P EARTH a N/ Y POOP d L nM a L EARTH OR CO-] iNE LUPIN PMF M TNS 9iNwNw n i0 SHOWN ON IMI BE NJRSTEO TO wiLM M YNMigE GVn Yx. 1110 D x D x BE YAIFFW b° % D x EyglO LATERAL MN V* D x o x /WW�M-5 V. -PP YON O -m NORMAL EARTH FOUNDATION Lfl aMAN, z4• ROCK FOUNDATION FOUNDATION SOFTA13ELDINGERI OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE YN EB . D !flu • D Mn LB P B Yk. I3 . B IML fA • N WINES . D eR Td ELF ru top E nl r-ir rd E EL C REWIRED Fd MMVKPAVEMETWNLHCMErXi JON Md EMITTED IN THE ENTRMLE.1 J°NT +. RI ONCE OR G TM CURB NO CLI V uNLEE rrolplAv ••B" r -O- OU NHDMI AE BEYOND SVL NOT CONSTRUCTED YO THE SIR LINExmE• rel REPLACEMENT I'M ONES. S M TYPICA s[mEN. AI 0I /IN QDLrIDN% ENTRANCE NOTES f -D• LNE'D " //ROC NN FARM w.I/w D x 0 x EDDNa MATERUL NORMAL EARTH FOUNDATION OR YN.I/w O dYN1NR /. Pop Ytl Y. CPN % 0 % EmxG wx'a"" Y"YE1°"L ROCK FOUNDATION 'J•L 1/10 " £DOING EN1N uA U.N. 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RI ONCE OR G TM CURB NO CLI V uNLEE rrolplAv ••B" r -O- OU NHDMI AE BEYOND SVL NOT CONSTRUCTED YO THE SIR LINExmE• rel REPLACEMENT I'M ONES. S M TYPICA s[mEN. AI 0I PLAN VIEW ENTRANCE NOTES f -D• 1 WHEN THE ENTRANCE RMX CNxOT MCOMMWATE THE r -r 4•-r MM K ROMWAY SLOPE TPAFTIFC. THE p°1O1EPIn FW SIMEwKI( LOCLWVRXMPS ID'PNNOw WRY£ (EH]NMCE 011YI wixlN IE WITS O ME RIp"N"'UD °E ver MflEMI T° 4E LO -131 E°GE Or PAVEMM OR e x WY D 0 OPTION& FLM LIE ORAE Cx'°M'E Is _ . R. RAR IXE TO RNYGTE WHEN COISTRICIIM Of A PLM QrhIW O' -YIN• .- D i0 PP°VIDE POI 0".ME. THEM YIKEE ROMWAY _ NOTE ]I UNINJURC E. NOTEDe !- B3 MM. _ D ® ]. THE DURABLE MO MMNUM ENTRMME MNE CVS nr CAME CHM''S -� D' ME LISTED N THE ALOW.'aE ENiRMCE CARE T Mygn TO ._ maiirr 0 TALE. TES£ VINES AY NOT IPPLKWIE TO STREET I.SN 2M) CORELTICHS. /��♦Na � ' .th S 29 d� Egg 0ISR BSw x.r cMNERDR dTRMEE INTERSECTION NOTES [SCse7C�C B. K . -It. .0 FM STREET IS CONSTRUCT (WINES MMICES WITH APMK MPH Vb MUST E m HONG WITH b -P MSM° POLICY AN iE MRICA LE EWEENTS SECTION A - A 6 THENor R°M MSIGN MALAR, N411CBd STLPPNO ch-ew MDNT NSTMCE Ap K VRE EQMEENTS. Tr L WT. RMLU'E LAY REGIME WAAND O A +I.'}� GUTTER TO PROVOS POSPNf ORNHµT 6-4f/F• ACROSS H 3. AI CAST IN PRIME TO K CLMS ALFOR Peet � -- - ALLOWABLE ENTRANCE GRADE CHANGES r�/ALV� %.v r NPNP ENO SECTION DIMENSIONS -PPE 501rIbLARE N, CLASP N •V• ••• 1 1424 1 ,ADO _ - Ix,E.5.1.� -� .i' 'w - L. .. {. COKRE,E L. .N. r -O. .NWXXWX_. HALF SECTION A -A -I Er {. 4. THIS V.. TO WI STINNIGHT � AND R•• e•• 2'-]" 11 r3E--- A SECTION C -C L• e• 2'-3- 3'-w• .-I r -r NOTE, &LOWIHLE ENTRNEE CRIME TABLE N NOT MRCNLE }0 STREET COWECTIOIN METHOD OF TREATMENT ROLA ML BPBOf SINIDM05 502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) ENad OTE NEST I E I vawlA OPARTYFN Or ra.sPaRTATroN oJIN 20],O4 W �J DETAIL A '/e YCTwN f./ST Rd % 9Ec.. NOTES LL09 TOE L '3{4` . 2/1 + y" I. cfPrx Of xLET a1 To rt s1N WN d CMT /A'rl XI LONG Tx4 CHIA DREAIFA TWN 0.6 A z THE •Iry DNENE SHOWN ON M ST/IOMDS /!G SPECFIED d M PW6 WILL E YElR11RO TROY M MVEIEr Of EE NELLFO "N' MIFPII. PK ro M Tin OF THE MINT 51111OTIAE RAV •r E[x&Ntl ME ANwoxwrz OILY Fan EETWIr wGHn ALL NwoxBs MO M AcrwL wEYtWMs OPTIMAL i� ry rO WUAt� � - f¢Dr WM1dIR6. ]. NITW SPECWED d THE PVM THE i 5 T E N "EWNKE $T 5-1. ALL VI PWBNO TO R/O!3 ALLUVIUMS N[fFNNTA ro M NIMW 8 TOM SNgN riE ®xeE fOR M W . a.edI n° {. Hl3 sTx H1 LO9HEM P. N M EVFM M M9OT E M i TSI C0C10M WTFx1 ISE a Nyq TWM M EE ETK A W]lid fi M STNUCO M EIIG! E M siwklLE MHAL Bk Mleam NLYfM pYOCROTxMp TO ,NTFp SECTION TAI MIINlcTua.M 9W Tar FIAeIWEuE COLLAR DETAIL I6 rPRO 1O PET "�'IN TO E •E�eNTk ro HEEf 9VITr' n r0 E NilEsn IN THE EO PnE Fd M sTwxiuc OLW ILA NN1E PIMA i0 WATFAWAK 5. EICPE R TOE FOR CEO Mpl N N Y-0" u OFAIFR. FOR STK$ SEE DETNL B THIN TEM Er -L e. NK,� wr E rMbEr M cNr- 2"W' ]. 4 x E" ELMOTY OOWEs M }-3• yF£ ETK MpPnK°•LMOTN{//pLLr�AdE�/ESTE rbJ/00SIT ��YYYY���YY�� TA I'M"dT.NEL M OroMNL�SVEN A "M" Maid Wr E Rb MED. SE STNONO i -d3, { FOR rCuMarTEE4-M E. W NYETu Arm wLEfirr x.NTlc MYN�mDWWE11E�aLDTM E4H TO OMENDJ0'THIE ER+lR91 ��.}}} IHN6MMs EIATx Ne506D FNLLr TO M °IITSOE OF MPUDE OWxETII I CJEt E. N EITD HiNS N I]lW PSI. NECIAT 4:- _ _. WxYAIE B ro E 4D00 n. - LJ O. M, ATEN31Arz IETWsW NbEANY • W BSE ENGINEER SB MILL TIME fJn CASTLOW AS IN N Wpdr sMWEMMOI. N"UNG GRATE 3T•'SS<03 s H Ley 0. IFa1GWS MIX1 WpWFa1E40ALL CH M SECTION C -C SECTION 0-D VSA eY Y''0G AACT(IOVn Y.NY GRATE DETAIL STANDARD DROP INLET 12" - 24" PIPE: MAXIMUM DEPTH (H) - 10' x3] MwxA ErJMTYSTJr a TWxacWTATId bR SECTION A -A RE" RTK CONCRETE QUANTITIES FOR MIN. DEPTH ,MTxNK FOOT OF 01 EMRAYIE YOUYE GRIME -U �'A'O oESNNLE YANYM NOH Ip1E 1100 vFD °s Sx UEGPW 1 LW-IEd W0 s3s Bs LM ESS IRR 500 VPo S6i ai NOTE, &LOWIHLE ENTRNEE CRIME TABLE N NOT MRCNLE }0 STREET COWECTIOIN METHOD OF TREATMENT ROLA ML BPBOf SINIDM05 502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) ENad OTE NEST I E I vawlA OPARTYFN Or ra.sPaRTATroN oJIN 20],O4 W �J DETAIL A '/e YCTwN f./ST Rd % 9Ec.. NOTES LL09 TOE L '3{4` . 2/1 + y" I. cfPrx Of xLET a1 To rt s1N WN d CMT /A'rl XI LONG Tx4 CHIA DREAIFA TWN 0.6 A z THE •Iry DNENE SHOWN ON M ST/IOMDS /!G SPECFIED d M PW6 WILL E YElR11RO TROY M MVEIEr Of EE NELLFO "N' MIFPII. PK ro M Tin OF THE MINT 51111OTIAE RAV •r E[x&Ntl ME ANwoxwrz OILY Fan EETWIr wGHn ALL NwoxBs MO M AcrwL wEYtWMs OPTIMAL i� ry rO WUAt� � - f¢Dr WM1dIR6. ]. NITW SPECWED d THE PVM THE i 5 T E N "EWNKE $T 5-1. ALL VI PWBNO TO R/O!3 ALLUVIUMS N[fFNNTA ro M NIMW 8 TOM SNgN riE ®xeE fOR M W . a.edI n° {. Hl3 sTx H1 LO9HEM P. N M EVFM M M9OT E M i TSI C0C10M WTFx1 ISE a Nyq TWM M EE ETK A W]lid fi M STNUCO M EIIG! E M siwklLE MHAL Bk Mleam NLYfM pYOCROTxMp TO ,NTFp SECTION TAI MIINlcTua.M 9W Tar FIAeIWEuE COLLAR DETAIL I6 rPRO 1O PET "�'IN TO E •E�eNTk ro HEEf 9VITr' n r0 E NilEsn IN THE EO PnE Fd M sTwxiuc OLW ILA NN1E PIMA i0 WATFAWAK 5. EICPE R TOE FOR CEO Mpl N N Y-0" u OFAIFR. FOR STK$ SEE DETNL B THIN TEM Er -L e. NK,� wr E rMbEr M cNr- 2"W' ]. 4 x E" ELMOTY OOWEs M }-3• yF£ ETK MpPnK°•LMOTN{//pLLr�AdE�/ESTE rbJ/00SIT ��YYYY���YY�� TA I'M"dT.NEL M OroMNL�SVEN A "M" Maid Wr E Rb MED. SE STNONO i -d3, { FOR rCuMarTEE4-M E. W NYETu Arm wLEfirr x.NTlc MYN�mDWWE11E�aLDTM E4H TO OMENDJ0'THIE ER+lR91 ��.}}} IHN6MMs EIATx Ne506D FNLLr TO M °IITSOE OF MPUDE OWxETII I CJEt E. N EITD HiNS N I]lW PSI. NECIAT 4:- _ _. WxYAIE B ro E 4D00 n. - LJ O. M, ATEN31Arz IETWsW NbEANY • W BSE ENGINEER SB MILL TIME fJn CASTLOW AS IN N Wpdr sMWEMMOI. N"UNG GRATE 3T•'SS<03 s H Ley 0. IFa1GWS MIX1 WpWFa1E40ALL CH M SECTION C -C SECTION 0-D VSA eY Y''0G AACT(IOVn Y.NY GRATE DETAIL STANDARD DROP INLET 12" - 24" PIPE: MAXIMUM DEPTH (H) - 10' x3] MwxA ErJMTYSTJr a TWxacWTATId bR SECTION A -A RE" RTK CONCRETE QUANTITIES FOR MIN. DEPTH ,MTxNK FOOT OF 01 FOR CIRCULAR PIPE I .. rW'rl sciEn' I Etu M PPFx ee i S3 OF ELI➢fOk A£ OL OPM ] u9 14].e Las 6 P -R G P -R IRYIOFIG 'I M0. TNK Il[S IXN6 n" ROLA MO BRIDE STANDARDS 91EBT•1-O° 1 EV19r MlE MANHOLE FOR 12" - 48" PIPE CULVERTS IROM Ro ADNDy STANDARD ENDWALL FOR PIPE CULVERTS ��F ROS AO NIXON srAOMga Sax NMaMA EPKro1r E 1RMMrFATR EVlmel MTE HEST ,ors R 12" - 36" CIRCULAR AND 23" x K" - 53" z 34" ELUPTICAL PIPES RE•AON DArz Nm 1 ELF 1 1M.O 5°5 M A Wb O TRAAPCETATXM VII LOCKING (C) ROUNDSLEEVE OR SQUARESLEEVE BOLLARD NOTE: USE IDEAL SHIELD OR APPROVED EQUIVALENT. --(B) E DAP (d) ROUNDSLEEVE q OR 843E PLATE SQUARE SLEEVE FOR CIRCULAR PIPE HALF PLAN VIEW® .. DSL BBJE Id) rule) MSE 111 ON Etu M PPFx M INYIo bM ID NWID S3 OF ELI➢fOk A£ OL OPM N M. 6 P -R G P -R REMOVABLE LOCKING BOLLARD n" ]SLUT ]aide, SNRT WIR4• Pr a -W' r -O riP n=11 II II''II-II W�r2r'r b -Y �V WIN I�iaa O -m r-0` eb' r-0' e r -r 1e271UX 21 eR T-0• TI r-ir T -M C r-0• M1tr To r-4• Tr &I b'r O -r 0I r -r III f -D• s' -a• r -r 4•-r III L 4W" M-0• ver OF SUNNI. CPI C-0• 0 b-r/f 7-1Y• 1' QrhIW O' -YIN• N -I% - D EI O'Mr D' -1/f NOTEDe !- b-1YM• D'S nr FT aaw rAlms E CCNORIC M -r' T Mygn TO ._ maiirr Out IO.NS 0.B£) I.SN 2M) 2.X7 /��♦Na � ' .th I aaer I Own 0ISR BSw x.r :!CL:••----- ti+_iM aYA' [SCse7C�C b-4• b -+yl' 04�• b -P b -9/E• ,LIB'r-.EI, --"III b -a• ch-ew OS•L'a�M® Tr r -r/` b -SR• IN WX &MM BY 6-4f/F• SECTION X-% 3. AI CAST IN PRIME TO K CLMS ALFOR Peet � -- - SECTION X -X _WWWWWWWWWR rR, ENO SECTION DIMENSIONS -PPE 501rIbLARE N, - 1 1424 1 ,ADO _ - EM RARE L. .. {. 2.y. r -O. .NWXXWX_. HALF SECTION A -A -I Er {. 4. THIS V.. TO WI STINNIGHT � AND R•• e•• 2'-]" 11 r3E--- A L• e• 2'-3- 3'-w• .-I r -r M• s• z ]• r BRICK CONCRETE TO r z s• ]-ff ITr Y -D" = �I i " ]-r r a r {-6' x+• m ]-r x' -r 6_31 1.-b 27" tl YV• x -r MANHOLE FOR 12" - 48" PIPE CULVERTS IROM Ro ADNDy STANDARD ENDWALL FOR PIPE CULVERTS ��F ROS AO NIXON srAOMga Sax NMaMA EPKro1r E 1RMMrFATR EVlmel MTE HEST ,ors R 12" - 36" CIRCULAR AND 23" x K" - 53" z 34" ELUPTICAL PIPES RE•AON DArz Nm 1 ELF 1 1M.O 5°5 M A Wb O TRAAPCETATXM VII LOCKING (C) ROUNDSLEEVE OR SQUARESLEEVE BOLLARD NOTE: USE IDEAL SHIELD OR APPROVED EQUIVALENT. --(B) E DAP (d) ROUNDSLEEVE q OR 843E PLATE SQUARE SLEEVE FOR CIRCULAR PIPE ENDWA.L FOR ELLIPTICA- PIPE .. DSL BBJE Id) rule) MSE 111 ON Etu M PPFx M INYIo bM ID NWID S3 OF ELI➢fOk A£ OL OPM N M. 6 P -R G P -R REMOVABLE LOCKING BOLLARD n" ]SLUT ]aide, SNRT WIR4• Pr a -W' r -O riP A W�r2r'r b -Y �V WIN Tin O -m r-0` eb' r-0' e r -r r -r 21 eR T-0• TI r-ir T -M C r-0• M1tr II r-4• Tr &I b'r O -r 0I r -r III f -D• s' -a• r -r 4•-r III L 4W" M-0• ver IIwr CPI C-0• 0 b-r/f 7-1Y• 1' QrhIW O' -YIN• N -I% - D EI O'Mr D' -1/f aa• b-1YM• D'S nr FT aaw rAlms E CCNORIC M -r' NO.gE Out IO.NS 0.B£) I.SN 2M) 2.X7 OYBI£ I aaer I Own 0ISR BSw x.r :!CL:••----- ti+_iM aYA' [SCse7C�C b-4• b -+yl' 04�• b -P b -9/E• D b -a• ch-ew OS•L'a�M® Tr r -r/` b -SR• at 6-4f/F• SECTION X-% -- - SECTION X -X ENO SECTION DIMENSIONS -PPE I 0409 I - 1 1424 1 ,ADO M EM RARE L. .. {. 2.y. r -O. P -O. .-0. Er {. 2,1- +,.r e, -r z,-0. R•• e•• 2'-]" 11 4'•O•• 2.1 L• e• 2'-3- 3'-w• .-I r -r M• s• z ]• r A -a 3-0• TO r z s• ]-ff ITr Y -D" " ]-r r a r {-6' x+• m ]-r x' -r 6_31 1.-b 27" tl YV• x -r -1" 4V- 2T -4 I -b 3- C 4'-0" 5`-0- wr rb' O�S�® • r. +- r- n s'- • ]]• }- {•_ r- a-1 •-0^ BIN1•_]" r_J•' 2,_ • r. e'II' ]e•' r-]- 3• y_ 2•. y_ • W.b' {Y Y-0' a-3" 2' w XI 6'-e• 42- I r s - z Er e• z s•C' 4e" zV e-0^ rz ez" r-0• 4e• r -r r- r-2• rd' Fv� �III�aEasa T.3• s -s• z -r e' -N re• Ne r -R 91 ]-] e1 e'-0• W.. r-0' s' • 311 111 e11 PAY LEE D C B NOTES: PPE LEMONS SOWN ELM RMR NE ON D6WN SOWN THE UFT_ I ThIE ON TE EFT. E TIE CdMicrOR E ECT$ ro IH THEk1BMATE OMIT SHOWN d vmr M RILYR LFIDM Wel E REMIED M '9". _ M OFfEAFMCE N OaF3CaIN SLOPE DETAIL MANHOLE FOR 12" - 48" PIPE CULVERTS IROM Ro ADNDy STANDARD ENDWALL FOR PIPE CULVERTS ��F ROS AO NIXON srAOMga Sax NMaMA EPKro1r E 1RMMrFATR EVlmel MTE HEST ,ors R 12" - 36" CIRCULAR AND 23" x K" - 53" z 34" ELUPTICAL PIPES RE•AON DArz Nm 1 ELF 1 1M.O 5°5 M A Wb O TRAAPCETATXM VII LOCKING (C) ROUNDSLEEVE OR SQUARESLEEVE BOLLARD NOTE: USE IDEAL SHIELD OR APPROVED EQUIVALENT. --(B) E DAP (d) ROUNDSLEEVE q OR 843E PLATE SQUARE SLEEVE FOR CIRCULAR PIPE ENDWA.L FOR ELLIPTICA- PIPE STATIONARY LOCKING BTAND DSL BBJE Id) rule) MSE 111 ON Etu M PPFx M INYIo bM ID NWID S3 OF ELI➢fOk A£ OL OPM N M. 6 P -R G P -R REMOVABLE LOCKING BOLLARD n" ]SLUT ]aide, SNRT WIR4• Pr a -W' r -O riP A W�r2r'r b -Y NJ' Tin O -m r-0` eb' r-0' e r -r r -r 21 r -r T-0• TI r-ir T -M C r-0• M1tr II r-4• Tr &I b'r O -r 0I r -r III f -D• s' -a• r -r 4•-r III L 4W" M-0• ver IIwr CPI C-0• 0 b-r/f 7-1Y• 1' QrhIW O' -YIN• N -I% - D EI O'Mr D' -1/f aa• b-1YM• D'S nr FT aaw rAlms E CCNORIC M -r' NO.gE Out IO.NS 0.B£) I.SN 2M) 2.X7 OYBI£ I aaer I Own 0ISR BSw x.r S.NB MANHOLE FOR 12" - 48" PIPE CULVERTS IROM Ro ADNDy STANDARD ENDWALL FOR PIPE CULVERTS ��F ROS AO NIXON srAOMga Sax NMaMA EPKro1r E 1RMMrFATR EVlmel MTE HEST ,ors R 12" - 36" CIRCULAR AND 23" x K" - 53" z 34" ELUPTICAL PIPES RE•AON DArz Nm 1 ELF 1 1M.O 5°5 M A Wb O TRAAPCETATXM VII LOCKING (C) ROUNDSLEEVE OR SQUARESLEEVE BOLLARD NOTE: USE IDEAL SHIELD OR APPROVED EQUIVALENT. --(B) E DAP (d) ROUNDSLEEVE q OR 843E PLATE SQUARE SLEEVE PIPE ENDWA.L FOR ELLIPTICA- PIPE STATIONARY LOCKING BTAND DSL BBJE Id) rule) MSE 111 ON q• 1 1IdMID INKY M INYIo bM ID NWID S3 OF ELI➢fOk A£ OL OPM N M. 6 P -R G P -R REMOVABLE LOCKING BOLLARD CM I ]SLUT ]aide, SNRT WIR4• {READY' N'N•M• 4rWJY e,'W A b-0• b -Y Or -Mr Tin O -m r-0` eb' r-0' e T -r Ty TM P -r T-0• TI r-ir T -M C r-0• M1tr II r-4• Tr 21 2, r4 D r -r III f -D• 21 r -r r -r III Y -L" r a•r 0•-T r -r CPI b -P 6P CPI W4 H 21 Rr r -r 3'-r 4'-0• {'+Y +'-r 4'-r L 111 nr FT r -r M -r' 10-11• 11-r rt -m 5 1 -Te JEW r -P 3'-r r -r rr V? Ne• 0 rI aYA' b-3'/' b-4• b -+yl' 04�• b -P b -9/E• D b -a• ch-ew w -Wk- Tr r -r/` b -SR• at 6-4f/F• SECTION X-% a YAR OF NRI£ SECTION X -X ENO SECTION DIMENSIONS -PPE I 0409 I - 1 1424 1 ,ADO M EM RARE L. MANHOLE FOR 12" - 48" PIPE CULVERTS IROM Ro ADNDy STANDARD ENDWALL FOR PIPE CULVERTS ��F ROS AO NIXON srAOMga Sax NMaMA EPKro1r E 1RMMrFATR EVlmel MTE HEST ,ors R 12" - 36" CIRCULAR AND 23" x K" - 53" z 34" ELUPTICAL PIPES RE•AON DArz Nm 1 ELF 1 1M.O 5°5 M A Wb O TRAAPCETATXM VII LOCKING (C) ROUNDSLEEVE OR SQUARESLEEVE BOLLARD NOTE: USE IDEAL SHIELD OR APPROVED EQUIVALENT. --(B) E DAP (d) ROUNDSLEEVE q OR 843E PLATE SQUARE SLEEVE 2525 Clark Street Iy,toprmper, I m O1R"°e m ,pBeavpeflmeYemmbewBL)P nel za nnlNy,2<. menmen, Neve Cape 11 mo"o .,ren"M C equueskw paE4 IN LAOS mYDemein aa•.Lred bUWW awaopedA•eN Inlmaw .Voren 96me. 2P The. In UnCe elcpM aaee aoNernemvge (It•m..a y+' mrarga ee imm fiMNIed Wbl{eRIQ • ( wllcreUe MlMG15D Drub HGBHiIX nI NI eNLq"b � °'S18'l35'C) nerve "RfNPTd fu04nR J_ sin'Whimpea t•mmlra NzelRryl porypmpl5ax meg wil. on1 be ned. mIds IolmDinkel anNl l» eLW olplm NMxofinOOrmEle Nexexe 5' CI� I°mNlllde H torero oe ImstcrenmlwpmNaeDyflmlbYNewe e Vtl in. smooln nmwo°n Into an. rorM conneoeorle ru•mM Wo ma J` p'hout nfa '-'9_}.ti+.. `&a Elclr.\Z ! iwleH on Ml[p Idn cbMM1: r °i Ape ...... .. ... .t. r adn NOTES. 1. Menlwleseceore MWl Y.eveWmWWe WofeppmWv llymwfllmwmerp flPo pMWineNl W. z. n.aineMnem elevmlon e.eeenn Two inn's oeewnuNe eywnm nr10e»rn eeneor meu,gn Wwerptrp B. "TW Nope tepmen enr of menmde hems "I ON Cry Wine rend nmN'iMr grout. pe 4. Skid n ro be pNce° Word mMbdwloetlM In inner., 0. 5. FIN toebW be ".It bNDM hom In. Mt° nen. NxI the or I- F- to be In bwOM a Tbae enN, Me 1.20 fnet drop In Nriefion l ,ri the mome STANDARD MANHOLE -15- PEs OB �4� ?R T0% SLOPE 13" MIN ` 'M�'� • 7" MK �{ 6" 2 NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST PIPE CUSTOM REMOVABLE LOCKING BOLLARD STATIONARY LOCKING BTAND DSL BBJE Id) rule) MSE 111 ON q• 1 1IdMID INKY M INYIo bM ID NWID 4 M 40 40 6 P -R G P -R REMOVABLE LOCKING BOLLARD CM I SOI I BOIURD (L) I Ch Ise I SEEVE III I !MIDI IM 0 1 40 1 W ID 1 Ieeww I IaulID I G.P.A _____-__E195rz16 _______________ CWPMTEO S_Acc B• q0 mwlD aw toI aW to j 3-P-0. ® MCI E M A &I LAYERS i0 EImTNC EMERGE NO REFUGE WITH RwPOSW ASFNAT WEMI° LAYERS FINERIES o=tBAVAW2Ep fl=RAW Y-Po'NDER CAAim 2525 Clark Street Iy,toprmper, I m O1R"°e m ,pBeavpeflmeYemmbewBL)P nel za nnlNy,2<. menmen, Neve Cape 11 mo"o .,ren"M C equueskw paE4 IN LAOS mYDemein aa•.Lred bUWW awaopedA•eN Inlmaw .Voren 96me. 2P The. In UnCe elcpM aaee aoNernemvge (It•m..a y+' mrarga ee imm fiMNIed Wbl{eRIQ • ( wllcreUe MlMG15D Drub HGBHiIX nI NI eNLq"b � °'S18'l35'C) nerve "RfNPTd fu04nR J_ sin'Whimpea t•mmlra NzelRryl porypmpl5ax meg wil. on1 be ned. mIds IolmDinkel anNl l» eLW olplm NMxofinOOrmEle Nexexe 5' CI� I°mNlllde H torero oe ImstcrenmlwpmNaeDyflmlbYNewe e Vtl in. smooln nmwo°n Into an. rorM conneoeorle ru•mM Wo ma J` p'hout nfa '-'9_}.ti+.. `&a Elclr.\Z ! iwleH on Ml[p Idn cbMM1: r °i Ape ...... .. ... .t. r adn NOTES. 1. Menlwleseceore MWl Y.eveWmWWe WofeppmWv llymwfllmwmerp flPo pMWineNl W. z. n.aineMnem elevmlon e.eeenn Two inn's oeewnuNe eywnm nr10e»rn eeneor meu,gn Wwerptrp B. "TW Nope tepmen enr of menmde hems "I ON Cry Wine rend nmN'iMr grout. pe 4. Skid n ro be pNce° Word mMbdwloetlM In inner., 0. 5. FIN toebW be ".It bNDM hom In. Mt° nen. NxI the or I- F- to be In bwOM a Tbae enN, Me 1.20 fnet drop In Nriefion l ,ri the mome STANDARD MANHOLE -15- PEs OB �4� ?R T0% SLOPE 13" MIN ` 'M�'� • 7" MK �{ 6" 2 NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST PIPE CUSTOM REMOVABLE LOCKING BOLLARD W I BOX I OV (1)MMS&YE(P ABJVEg10BND(3I RNIB( M 4 M 40 40 6 P -R G P -R I TACK WAr M FWOItlEO FWNIEB. RNLVMQ® RRAW P-f1rNThN WN® WEATRlClION JOSH EwSRO A9NVLT IAYFM PROPOED NRIkT LAYERS NLLINLdffiHSNEEDEO 2525 Clark Street Iy,toprmper, I m O1R"°e m ,pBeavpeflmeYemmbewBL)P nel za nnlNy,2<. menmen, Neve Cape 11 mo"o .,ren"M C equueskw paE4 IN LAOS mYDemein aa•.Lred bUWW awaopedA•eN Inlmaw .Voren 96me. 2P The. In UnCe elcpM aaee aoNernemvge (It•m..a y+' mrarga ee imm fiMNIed Wbl{eRIQ • ( wllcreUe MlMG15D Drub HGBHiIX nI NI eNLq"b � °'S18'l35'C) nerve "RfNPTd fu04nR J_ sin'Whimpea t•mmlra NzelRryl porypmpl5ax meg wil. on1 be ned. mIds IolmDinkel anNl l» eLW olplm NMxofinOOrmEle Nexexe 5' CI� I°mNlllde H torero oe ImstcrenmlwpmNaeDyflmlbYNewe e Vtl in. smooln nmwo°n Into an. rorM conneoeorle ru•mM Wo ma J` p'hout nfa '-'9_}.ti+.. `&a Elclr.\Z ! iwleH on Ml[p Idn cbMM1: r °i Ape ...... .. ... .t. r adn NOTES. 1. Menlwleseceore MWl Y.eveWmWWe WofeppmWv llymwfllmwmerp flPo pMWineNl W. z. n.aineMnem elevmlon e.eeenn Two inn's oeewnuNe eywnm nr10e»rn eeneor meu,gn Wwerptrp B. "TW Nope tepmen enr of menmde hems "I ON Cry Wine rend nmN'iMr grout. pe 4. Skid n ro be pNce° Word mMbdwloetlM In inner., 0. 5. FIN toebW be ".It bNDM hom In. Mt° nen. NxI the or I- F- to be In bwOM a Tbae enN, Me 1.20 fnet drop In Nriefion l ,ri the mome STANDARD MANHOLE -15- PEs OB �4� ?R T0% SLOPE 13" MIN ` 'M�'� • 7" MK �{ 6" 2 NOTES: 1. CURB SHALL MEET CURRENT SPECIFICATIONS OF VDOT STANDARD CG -6 2. LONGITUDINAL SLOPE OF GUTTER SHALL MATCH SLOPE OF PAVEMENT 3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST END-pSECTION12" - 90" PIPE LAP -z g MIAMI �AFhOWERIENTyy NSP WHEEL STOP No 2. ,rl EOE OF E)eSEM PAVEMENT IN ETEBMLO N FELON III eEo MNMLT DOfD110M I TACK WAr M FWOItlEO M e 10 ON Burr FIAIItrOIR CD M EINE F D-eECEN WEATRlClION JOSH EwSRO A9NVLT IAYFM PROPOED NRIkT LAYERS S.IBBNE moPOEn SWINE _____-__E195rz16 _______________ CWPMTEO S_Acc CONSTRUCTION JOINT DETAIL ® MCI E M A &I LAYERS i0 EImTNC EMERGE NO REFUGE WITH RwPOSW ASFNAT WEMI° LAYERS ® NiW°SED WAN 1'/ FWI TIMX LARIAT EY . COINS ISE NOTE N NNLN Y Ef.EE. M Q6ATEN N IECESSMT TO NOT M FULL TgOESE E EXISTING / WIOLT LAYERS N ETEMfIXD eY CORER IEE NOTE ], NOTES, I. NMAT PAVEMENT M)wMO SIAL HAM A PAVEMENT GE]YJI N ACWMME WRN gWENT YDOT PNOENNFS AND E NTROVE9 EY M EHOREER. I M PAVEMENT OREGON FOR MITI PAr NT WIDENING SNAIL MEEK M EXCEED THE OWING MO TYPES E M LAYERS OF EMM PAVEMENT, SUBSI OVaIAE E THE FLSINC NO PROPOSE° PAVpENT MIL- E ADDRESSED N M PAM E . 3. A YXY.N E rFFEE CORE 4H/LL E 1x1071 kd° M EN Or THE REJkIIR "AM LME TO STEM" M TYPE AND THICKNESS E EBSdG PAVBQIr LAYERS. THESE CORES SVLL BE SPA• ED M MERGE THAN E°° FET MAR. {. M /DYL£WT rMVEt LME SHNL E MLIEO A MHNM OEPm E I&INCHES AND REPLACED WITH AN ASPHALT Al16ME LWRE TO LATCH M RKPWEO PAVeMENi WVNKC E . LWRE, UNLEEE `INNERar M ENFiEm. _'- S. THE ENOEEER MAY REQUIRE M MLLN° DEPTH E M IMSTING PAVEMENT TO E IDA1STUT i0 NOEVE AN MCEPTA9LE PAVEMENT CROSS-SUOPE AND EFECnvE 5116X£ MM, PLAR B. EXBBXO PAVEPEWT MNWLS NO WINNERS MTM M N108CT UNITS SHALL E RESIGNED SUBJECT TO THE MFROVk OF THE ENGINEER. PLAN 7. FNAL TRMAVEWSE PAM3FRNCCKON T TE -N ULL TO M ,EOANENTS O SECTION 315,051.)O M STS... EXCEPT THAT ALL .5 a TI AT TLOCATOR MNL E TESTED 18!11'A w FOOT SIRAIWIIFOGE N A%O.mNY-£ WIm THE REWEE3M3Is O. 4CIA1 Sn.O7m) Ci THE SECFlCUM"C S. mN XVI nMwARDS ASPHALT PAVEMENT WIDENING" GdXc°'TCN FOR WIDENING SUBJECT TO TRAFFIC VNGNA OEPMIEM M IP.YDPENIATR sEEr , w , EYIBd MTE 34].02 END-pSECTION12" - 90" PIPE ALTERNATE END -SECTION 12" - 50" PIPE EST g WHEEL STOP No 2. III eEo MNMLT DOfD110M I F� M e 10 ON Burr FIAIItrOIR CD M EINE F D-eECEN _'- PLAR PLAN a FARWC gEJ=ptlYIpIT l E END VIEW SECTION X-% END VIEW SECTION X -X ENO SECTION DIMENSIONS END SECTION DIMENSIONS MINE A e I c D C PPE DAMETER A B C 0 E .. {. 2.y. r -O. P -O. .-0. Er {. 2,1- +,.r e, -r z,-0. R•• e•• 2'-]" 11 4'•O•• 2.1 L• e• 2'-3- 3'-w• .-I r -r M• s• z ]• r A -a 3-0• TO r z s• ]-ff ITr Y -D" " ]-r r a r {-6' x+• m ]-r x' -r 6_31 1.-b 27" tl YV• x -r -1" 4V- 2T -4 I -b 3- C 4'-0" 5`-0- wr rb' {-0- r-] r e G. " • r. +- r- n s'- • ]]• }- {•_ r- a-1 •-0^ BIN1•_]" r_J•' 2,_ • r. e'II' ]e•' r-]- 3• y_ 2•. y_ • W.b' {Y Y-0' a-3" 2' w XI 6'-e• 42- I r s - z Er e• z s•C' 4e" zV e-0^ rz ez" r-0• 4e• r -r r- r-2• rd' T.3• s -s• z -r e' -N re• Ne r -R 91 ]-] e1 e'-0• W.. r-0' s' • 311 111 e11 PAY LEE D C B NOTES: PPE LEMONS SOWN ELM RMR NE ON D6WN SOWN THE UFT_ I ThIE ON TE EFT. E TIE CdMicrOR E ECT$ ro IH THEk1BMATE OMIT SHOWN d vmr M RILYR LFIDM Wel E REMIED M '9". _ M OFfEAFMCE N OaF3CaIN SLOPE DETAIL T� E EEM£ FLARED END SECTIONvO°T Roa AND MORE srMDNDs 12" - 80" CONCRETE PIPE C0.VERT5 302 EsvJMI Mrz Elm 1 E 1 VNWA EPMMII E TRNBPoRTATR Dia, CG -6F - 6" FLAT CURB & GUTTER 10/213114 N.T.S. VER 1 2" LOCALIZED DEPRESSION PROVIDE EROSION PROTECTION PER I 2'CONCRETE SCUPPER WITH 2% SLOPE NOTES: 1. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 2. EXPANSION JOINT FILLER SHALL BE 1/2" BITUMINOUS TYPE PREFORMED EXPANSION JOINT FILLER, ASTM D-1751 CONCRETE SCUPPER 04/15 N.T.S. VER 1 SIGN 1SEE DETAIL) LIGHT COLORED B' VAN ACCESSIBLE SPACE REFLECTIVE S. FOR REGULAR SPACE BACKGROUND MAT'L. NOTE: DARK COLORED RAMP FOR HANDICAPPED MUST 2" LETTERS 8 BE LOCATED AT SAME POINT 3/6" BORDER ADJACENT TO THE STRIPED AISLE. SIGN SHALL BE LOCATED SUCH THAT IT WILL NOT BE OBSCURED BY VEHICLE PARKED IN SPACE. INTERNATIONAL SYMBOL OFACCESSIBILIIY ®F DISPLAY CONDITIONS II S" UNLAWFUL I r PARKING THIS JAL SPACE I5 SUBJECT T.0 A FINE OF 4.0' MIN. §50.00 TO £100.00 7.01 MAX LIGHT COLORED," LETTERS DARK COLORED REFLECTNE BACKGROUND MATERIAL 4" STEEL PIPE FILLED WITH CONCRETE HANDICAPPED PARKING 04/15 N.T.S. VER i Q N CNN cIRS U U,m q C G O N LST -:70 c ED C_ d LL 5 f SSS U) I� E- W A E- E_ r O Z Date Lic. No. 32809 DATE: 10/17/2017 SCALE: N/A DESIGNED BY. JMM FILE NO. 0142F SHEET 11 OF 11 17-25 FC P HANDICAPPED SYMBOLS WHEEL STOP No 2. STRIPED AREA S'MIN. I F� LIGHT COLORED B' VAN ACCESSIBLE SPACE REFLECTIVE S. FOR REGULAR SPACE BACKGROUND MAT'L. NOTE: DARK COLORED RAMP FOR HANDICAPPED MUST 2" LETTERS 8 BE LOCATED AT SAME POINT 3/6" BORDER ADJACENT TO THE STRIPED AISLE. SIGN SHALL BE LOCATED SUCH THAT IT WILL NOT BE OBSCURED BY VEHICLE PARKED IN SPACE. INTERNATIONAL SYMBOL OFACCESSIBILIIY ®F DISPLAY CONDITIONS II S" UNLAWFUL I r PARKING THIS JAL SPACE I5 SUBJECT T.0 A FINE OF 4.0' MIN. §50.00 TO £100.00 7.01 MAX LIGHT COLORED," LETTERS DARK COLORED REFLECTNE BACKGROUND MATERIAL 4" STEEL PIPE FILLED WITH CONCRETE HANDICAPPED PARKING 04/15 N.T.S. VER i Q N CNN cIRS U U,m q C G O N LST -:70 c ED C_ d LL 5 f SSS U) I� E- W A E- E_ r O Z Date Lic. No. 32809 DATE: 10/17/2017 SCALE: N/A DESIGNED BY. JMM FILE NO. 0142F SHEET 11 OF 11 17-25