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HomeMy WebLinkAbout23-18 Site PlanPlan Revisions Date Comment 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 P.O. Box 1877 Winchester, VA. 22604 (540) 868-1061 Power: Rappahannock Electric Coop 137 Kelly Court Front Royal, VA 22630 1-800-552-3904 Phone: Verizon P.O. Box 17398 Baltimore, MD 21297 (301)954-6282 Gas: Shenandoah Gas Co. P.O. Box 2400 Winchester, VA 22604 (540) 869-1111 • LIBERTY CHASE - 17 LOT TOWNHOUSE SUBDIVISION DESIGN SITE PLAN #23-18 OPEQUON MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA OWNER DEVELOPER FREETOWN, LLC P.O. BOX 604 STEPHENS CITY, VA 22655 540-866-1818 I VICINITY MAP SCALE: 1" = 1000' 0 TRUSTLAND INC P.O. BOX 604 STEPHENS CITY, VA 22655 540-869-1818 :10 0 0 Sheet List Table Sheet Number Sheet Title 1 Cover Sheet 2 General Notes and Legend 3 Boundary and Existing Topo 4 E&S Phase I & II 5 L&S Details 6 Geometry Plan 7 Grading Plan 8 Ste-mwater Management & Water Quality Plan 9 Stora Sewer Corps 10 Landscape & Site lighting Plan 11 Utility Profiles 12 Life Safety Plan 13 VD❑T Details 14 Frederick Water Details V TrNER S CER 4 1 I 1 CA TE The foregoing Subdivision of the land of FREETOWN, LLC is with the free consent and in accordance with the desires of the undersigned owners, properties and trustees if any. DATE APPROVALS ZONING & SUBDIVISION ADMINISTRATOR DATE 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 ORIN I:1• • " L: C' Q N %* 00 � =04 V J tp ,Do 7r 7 0 7 fi d z � CD > Ln 0XCP U") " � L.L 3 3 F 0 J 1 LLJ W 2 ff7 W 0 L) C3 Tr me J MW LA1 Z LLL c� z l A C; U �'3 TUNG Nf[Q ADHIKUSUMA Uc. No. 26715 k'�S' '� DATE: 2-15-2019 SCALE: N/A DESIGNED BY: JNT FILE NO. 4634T SHEET 1 OF 14 15-19 GENERAL NOTES 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 construction until ALL necessary agencies have given approval AND this plan set is signed and sealed by a licensed professional. Any work, planning, scheduling, material purchases and/or construction prior to approvals and licensed/professional sealing will be performed at the risk of the personnel authorizing work. GE shall be held harmless from and costs, time delay and/or material changes incurred on work started before this plan set receives approvals and seals. 2. Methods and materials used in the construction of the improvements herein shall conform to current County Construction Standards and Specifications and/or current VDOT Standards and Specifications. 3. The Engineer shall not have control over or charge of and shall not be responsible for construction means, methods, techniques, sequences or procedures nor for safety precautions and programs in connection with work shown on these plans. The Engineer is not responsible for the contractor's schedules or failure to carry out the work. The Engineer is not responsible for acts of omissions of the contractor, subcontractor, or their agents or employees, or any other person performing portions of the work. 4. The Contractor, Owner or Developer shall be responsible for securing any third party inspection/testing service to insure construction compliance with these plans and specifications. It is Greenway Engineering's recommendation that a third party inspection/testing service be employed to ensure that project is completed and materials installed meet the details and specifications in these plans. 5. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed prior to construction. The contractor shall be responsible for the digging of all test holes that may be required, whether recommended or not by these plans, to determine the exact location and elevation of existing utilities. If any conflicts arising from this existing utility verification or if during the course of construction, any object of an unusual nature is encountered, the contractor shall cease work in that area and immediately notify Greenway Engineering at (540) 662-4185 and/or the proper authority. Greenway Engineering or any engineer associated with these plans shall not be responsible or liable for any construction cost that may be associated with the installation or reinstallation any utility or other improvements if not notified of any discrepancies between actual field conditions and the approved plan. 6. The approval of these plans in no way relieve the developer, the contractor, or their agents of any legal responsibility which may be required by the code of Virginia or any other ordinance enacted by the County nor does it guarantee the issuance of any required permit by the County, VDOT or any other Agency. 7. An approved set of plans and all applicable permits must be available at the construction site at all times during construction. A representative of the developer must be available at all times. 8. Prior to the initiation of any land disturbing activities the Developer, the Contractor or the Responsible Land Disturber shall obtain a Land Disturbance Permit from the County Engineer's office. The Contractor, Developer or his agent shall be responsible for obtaining a Virginia Stormwater Management Program (VSMP) Permit and shall be responsible for the registration of the construction site as required by law. They shall also be responsible for obtaining and maintaining on site a Stormwater Pollution Prevention Plan (SWPPP). The approval of these plans in no way relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment Control Handbook. 9. The Developer or his agent shall be responsible for obtaining any required permits from the Virginia Department of Environmental Quality (DEQ) or the United States Army Corp of Engineers for any plan wetland disturbance as shown on these plans. They shall also be responsible the identification and delineation of any wetlands that may be present on the construction site. 10. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to insure that public streets are maintained in a clean, mud and dust free condition at all times. 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 State right-of-way. 12. The developer will be responsible for any damage to the existing streets and utilities which occurs as a result of his construction project within or contiguous to the existing right-of-way. 13. Warning signs, markers, barricades or flagmen should be in accordance with the State and Federal Manual on Uniform Traffic Control Devices (MUTCD). 14. The exact location of all guard rails and paved ditches will be determined by VDOT personnel. "A joint inspection will be held with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation (VDOT) to determine if and where guard rail and/or paved ditches will be needed. The developer will be responsible for providing guardrail and paved ditches as determined by this joint inspection." Refer to Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications. 15. All unsuitable material shall be removed from the construction limits of the site plan before placing embankment. 16. All pavement sections shown on these approved plans are based on a minimum CBR value of 6 and are for preliminary design only. Final pavement design shall be based upon actual field tested CBR values. The Contractor or Developer shall be responsible for field tests per VDOT standards to obtain actual CBR values for final design. Final pavement designs will be approved by VDOT and/or the Owner/Developer, which ever applicable, prior to installation. 17. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall be minimum 6" diameter and conform to VDOT standard SB -1. 18. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to the County Public Works Department prior to issuance of grading and/or site development permits. 19. Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut sheets, and connections to existing lines. 20. The Developer and/or Contractor shall be responsible to supply all utility companies with copies of the approved plans and advise them that all grading shall conform to the approved plans, and further that the utility companies shall be responsible for horning these plans and the finished grades in the installation of their utility lines. 21. All utilities to be located underground. 22. Contractors shall notify 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. 23. The developer will be responsible for the relocation of any utilities which is required as a result of his project. The relocation should be done prior to construction. 24. All parking lot/street light and dry utility design shall be performed and provided separately by others. All dry utility and or lighting information shown hereon is as specified by others and is included for informational purposes only, as directed by the Owner, Developer and/or public agency requirements. Greenway Engineering has not performed the lighting and/or dry utility design and does not warrant and is not responsible for the degree and/or adequacy of illumination on this project or the adequacy of the dry utility to service the site. 25. All sanitary sewers, water mains and appurtenances shall be constructed in accordance with the current standards and specifications of the Frederick County Sanitation Authority. 26. All stormwater piping and structures shown on these plans are only accurate to the inlet or manhole locations as shown hereon. Detail design of stormwater structures were not provided to Greenway Engineering. Actual pipe alignments will be based upon developed structural shop drawings as provided by the manufacturer. Contractor shall make adjustments to pipe alignments base on provided shop drawings. Greenway Engineering will not be held responsible or liable for any discrepancies or changes caused by the structural design. Contractor may submit shop drawings to Greenway Engineering for review and approval at contractor's expense. Shop drawings will be reviewed for compliance with design plans. The Owner or Developer will be responsible for any redesign as a result of structural shop drawing design. 27. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard proctor AASHTO-T99, ASTM -D698, or VTM-1 as applicable. Density shall be certified by a registered professional engineer and results submitted to Frederick County prior to pavement construction. If a geotechnical report has been prepared, it should supersede the requirements in this note. 28. Refer to Geotechnical Engineer for methods, materials and details for construction of all earthwork activities. 29. Any retaining wall 2 ft. or greater in height shall require the issuance of a separate building permit. 30. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than one litter receptacle shall be provided at the construction site. 31. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected in accordance with state law. In the event gravesites are discovered during construction, the owner and engineer must be notified immediately. 32. Individual sign permits will be required from the Zoning Office for all free standing and/or facade signs prior to erecting the sign and may require a separate building permit.. FIRE MARSHAL'S NOTE Fire lane markings and signage: Any "No Parking" signs and yellow painted curb locations will be installed by field inspection at the direction of the Fire Marshal's Office. VD0T GENERAL NOTES Vl. All work on this project shall conform to the current editions of and latest revisions to the Virginia Department of Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and Sediment Control Regulations, and any other applicable state, federal or local regulations. In case of a discrepancy or conflict between the Standards or Specifications and Regulations, the most stringent shall govern. V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health Administration (OSHA), and Virginia Occupational Safety & Health (VOSH) Rules and Regulations. V3. When working within VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in accordance with the current edition of VDOT's Work Area Protection Manual. A transportation management plan needs to be submitted for approval and land use permit issued prior to any execution of work within the VDOT right of way. V4 The developer shall be responsible for relocating, at his expense, an yy and all utilities, including traffic signal poles, junction boxes, controllers, etc., owned by VDOT or private / public utility companies. It is the sole responsibility of the developer to locate and identify utility facilities or items that may be in conflict with the proposed construction activity. VDOT approval of these plans does not indemnify the developer from this responsibility. V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of any field revision shall be the responsibility of the developer. V6. If required by the local VDOT Land Development Office, a pre -construction conference shall be arranged and held by the engineer and/or developer with the attendance of the contractor (s), various County agencies, utility companies and VDOT prior to initiation of work. V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any undetermined length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or requested inspection. V8. The contractor shall notify the Traffic Operations Center at (540) 332-9500 for any traffic control plan that impacts a VDOT maintained Interstate or Primary roadway to provide notification of the installation and removal of the work zone. V9. The contractor shall be responsible for maintaining a VDOT permitted temporary construction entrance(s) in accordance with Section 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to other properties affected by this project shall be maintained through construction. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction. Vll. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum thirty-six (36) inches cover and when possible shall be installed under roadway drainage facilities at conflict points. V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, caves, etc.) encountered during the course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until an adequate design can be determined by the engineer and approved by VDOT. V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to placement of fill. A VDOT representative shall be present to insure the soil sample(s) obtained for CBR's is representative of the location. When soil samples are submitted to private laboratories for testing, the samples shall be clearly identified and labeled as belonging to a project to be accepted by VDOT and that testing shall be performed in accordance with all applicable VDOT standards and procedures. V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches shall be compacted in accordance with the lift thicknesses, density and moisture requirements as specified in the current VDOT Road and Bridge Specifications. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. V15. VDOT Standard CD and UD underdrains shall be installed where indicated on these plans and/or as specified by VDOT. V16. A post installation visual/video camera inspection shall be conducted by the Contractor on all pipes identified on the plans as storm sewer pipe and a select number of pipe culverts. Forpipe culverts, a minimum of one pipe installation for each size of each material type will be inspected or ten percent of the total amount for each size and material type summarized. All pipe installations on the plans not identified as storm sewer pipe shall be considered as culvertpipe for inspection purposes. Additional testing may be required as directed by the Area Land Use Engineer or their representative. V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum design standards and is the responsibility of the developer. V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings shall be installed by the developer in accordance with the Manual On Uniform Traffic Control Devices. V19. The developer shall provide the VDOT Land Development Office with a list of all material sources prior to the start of construction. Copies of all invoices for materials utilized within any dedicated street right-of-way must be provided to the local VDOT Land Development Office prior to acceptance of the work. Unit and total prices may be obscured. V20. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. Density will be determined using the density control stripp in accordance with Section 304 of the VDOT Road and Bridge Specifications and VTM-10. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. In addition to checking stone depths, a VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the density control strip. V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge Specifications. Density shall be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specifie otherwise. A VDOT representative shall be notified andgiven the opportunity to be present during the construction and testing of the control strip. V22. In accordance with Section 302.03, the foundations for pipe culverts thirty-six (36) inches and larger shall be explored below the bottom of the excavation to determine the type and condition of the foundation. The contractor shall report findings of foundation exploration to the engineer and VDOT for approval prior toplacing pipe. Foundation designs shall comply with VDOT Road and Bridge Standard PE -1. -Where soft, yielding, or otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and approved by VDOT. V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in accordance with VDOT's installation criteria. Final approval of the guardrail layout to be given by VDOT after grading is mostly complete. V24. Approval of these plans shall expire five (5) years from the date of the approval letter. V25. VDOT Standard CG -12 Curb Ramps shall be installed where indicated on these plans and/or as specified by VDOT. V26. The foundations for all box culverts shall be investigated by means of exploratory borings advanced below proposed foundation elevation to determine the type and condition of the foundation. The contractor shall submit copies of borehole logs and report findings of foundation exploration to the engineer and VDOT for approvalprior to constructing box. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1. Contrary to the Standard, where rock is encountered and cast -in-place box is proposed, the thickness of bedding shall be six (6) inches. Where soft, yielding, or otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and approved by VDOT. CLASS 230 (Secion 2) TRIP GENERA TION DATA USE I DWELLING UNITS * TRIP RATE TOWNHOUSE 17 1 8.145 * TAKEN FROM ITE TRIP GENERATION 9TH EDITION VPD 138.46 PROJECT NOTES LEGEND EXISTING INTERMEDIATE CONTOUR e _ -330 LO00_ EXISTING INDEX CONTOUR - 330 4, N � o PROPOSED CONTOUR 400 M �a 04 rn 6 EXISTING EDGE OF PAVEMENT - c W c N PROPOSED EDGE OF PAVEMENT -0 > - c c EXISTING CURB AND GUTTER - - - - r wt 0 y c L PROPOSED CURB AND GUTTER0 CD 33 TRANSITION TO REVERSE CURB Li S3LU, EXISTING TELEPHONE LINE - - T - - - - T T - - T - - - PROPOSED TELEPHONE LINE T T EXISTING STORM SEWER WITH INLET PROPOSED STORM SEWER WITH INLETLU EXISTING SANITARY SEWER WITH MANHOLE 0 Cn LU PROPOSED SANITARY SEWER WITH MANHOLE 3 S PROPOSED SAN. LAT. CLEANOUT s s Zca LU EXISTING ELECTRIC SERVICE __E - - - -E - - - -E - - - -E - - - ' '� � _ PROPOSED ELECTRIC SERVICE E E Zw• EXISTING GAS LINE --G----G----G----G--- W Z ; CL LL PROPOSED GAS LINE G GW LL EXISTING WATERLINE W/ TEE --W ---- W ---- W-FTF-W--- PROPOSED WATERLINE W/ TEE W J+W EXISTING FIRE HYDRANT/VALVE/METER C& 0 • PROPOSED FIRE HYDRANT/VALVE/METER C& 0 m PROPOSED REDUCER W PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED CENTERLINE EXISTING CENTERLINE - - - EXISTING TREE LINE FLOW LINE FENCELINE x x x x x EXISTING UTILITY POLE/GUIDE WIRE ' W EXISTING TELEPHONE PEDESTAL ❑ SIGNS PARKING INDICATOR A INDICATES THE NUMBER OF TYP. PARKING SPACES O HANDICAP PARKING VEHICLES PER DAY COUNT 100 PROPOSED BUILDING ENTRANCEQ E-� O SANITARY MANHOLE IDENTIFIER 12 O W Z STORM DRAIN STRUCTURE IDENTIFIER SPOT ELEVATION X735.4 to QOEXISTING 35 5 U) (24E- PROPOSED SPOT ELEVATION i W Z 1� 1 ` LIGHT POLEE-4 T U Z I W A' Cl) ~ O W w Q FREDERICK INTER CONSTRUCTION NOTES PROJECT INFORMA TION O' = w Q4 1. The Authority's Water and Sewer Standards and Specifications are available at U O www.frederickwater.com. PARCEL IDENTIFICATION NO. 75-A-58 & 59 STREET ADDRESS: DOUBLE CHURCH RD. 2. The contractor shall adhere to the Authority's standards and specifications in effect at PROJECT SITE AREA: 1.9718 ACRES the time of construction. DISTURBED AREA: 1.9718 ACRES CURRENT ZONING: RP 3. The contractor shall coordinate with and arrange for inspection by the Authority. CURRENT USE: VACANT PROPOSED USE: RESIDENTIAL (TOWNHOUSES) 4. The contractor shall connect a new sewer line to an existing manhole by core drilling DWELLING DENSITY: 17 UNITS/1.9718 ACRES = 8.62 UNIT PER ACRE W the manhole. m 5. A new water (or forced sewer) main shall be connected to an existing main by a wet REQUIRED SETBACKS: FRONT: REQUIRED SETBACKS 25' FOR UNROOFED DECKS, W_ tap. The Authority shall furnish all needed material and make the tap. An Application REAR: 20' STOOPS, LANDINGS: REQUIRED PROVIDED Q for Wet Tap shall be submitted and the initial fee paid before tap is made. SIDE: 10 FRONT: 15' 15' 6. Exact locations of water and sewer services on new lines are to be coordinated with the PROVIDED SETBACKS: REAR: 5' 5' Authority's inspector. FRONT: 59.1' SIDE: 5' 5' SIDE: 61.4' 7. The Authority's maintenance division shall furnish and install all water meters through REAR: 43.8' 2 inch in size. It is the contractor's responsibility to have the meter box assembly ANY FUTURE SIGNS SHALL BE installed correctly. Before a permanent meter is installed: MAXIMUM BUILDING HEIGHT: 40' IN CONFORMANCE WITH THE a. The meter box, with its frame and cover, must be properly aligned with the PROPOSED BUILDING HEIGHT: 39' FREDERICK COUNTY ZONING coppersetter. ORDINANCE SECTION 165-201.06 b. The frame and cover shall be set to final grade. PARKING SETBACK: NA SIGNS & SECTION. C. The distance between the top of the cover and the coppersetter shall be FRONT: between 18 and 21 inches. REAR: ALL SIGNS REQUIRE A SEPARATE Rev. No. Date d. All components of the meter box assembly shall be in proper working order. SIDE: BUILDING PERMIT. 8. For services that connect to existing lines: a. The Authority shall furnish and install: SIGN SETBACK: 1. 2. all 5/8"x3/4", 1", 1 Yz" and 2" water services FRONT: 10' Op all sewer services. REAR: 10' �TH b. The owner/developer shall: SIDE: 10' p, 1. coordinate (or have the contractor coordinate) the location of the service SUBDIVISION SIGN AREA: 32 sf MAX. lateral with the Authority's engineering assistant SUBDIVISION SIGN HEIGHT: 8' MAX. 2. submit an Application for Service and pay the required fees. TUNG N[KI ADHUSUMA� 9. All lines have backflow PARKING REQUIRED: 2 PER UNIT - 17 UNITS * 2 = 34 SPACESLic. No. 26`715 water service must a prevention assembly (double check valve or RPZ, as required). The assembly must meet ASSE standard number 1015 or 1013. PARKING PROVIDED: 51 SPACES (17 GARAGE + 2 SPACES PER UNIT) 0 J !1 j ti OPEN SPACE CALCULATIONS: REQUIRED: 30% = 0.59 ACRES OR 25,700 SF.10NAL 10. All fire lines must have a backflow prevention assembly (detector double check valve or PROVIDED: 42% = 0.82 ACRES OR 35,719 SF RPZ, as required). The assembly shall meet ASSE standard number 1048 or 1047. Any DATE: 2-15-2019 exterior, privately owned fire line shall also have a fire service meter. The assembly shall be DUMPSTER: NO DUMPSTER IS PROPOSED WITH THIS PLAN installed immediately before the backflow prevention unit. Radio read remotes are required. SCALE: NSA 11. The Authority shall review the mechanical plan(s) for design and material approval of a MDP WAIVER APPROVAL DATE: JULY 10, 2017 building's: a. domestic water meter and its backflow prevention device, and/or its FREDERICK WA TER PROJECT INFORMA TION DESIGNED BY: JNT b. fire service line's backflow prevention device. 12. DEQ must also approve sewer pump stations. FCSA requires a copy of DEQ's Certificate to WATER AND SANITARY SEWER USAGE Calculation of demand/discharge FILE NO. 4634T Operate and a copy of the stations DEQ approved 0&M Manual. These documents must WATER DEMAND be received before substantial completion is issued and water meters released. *Residnetial: 235 gpd per connection WATER DEMAND 3.995 GPD *Commercial: 75 gpd per 1,000 sf SHEET 2 OF 14 OCT 2011 SANITARY SEWER DISCHARGE 3.995 GPD *Industrial: 25 gpd ® 10 persons per acre 15-19 SEWER DISCHARGE Sewer discharge equals water demand ON 1 0 13) N co o +1 lb 4.1 h \ \ M LO C +1�h 1`°h t1`° ph0 ca`L�h 1p� 1`°h� \ \ 0`�'�p \ \ \ _ N d _ 'a, o^ N ��� V o �w ave \ \ � +1 r- � THE PINES ASSOCIATION, INC. "`r `\ _ LO n�a�3 `_ LL 3 LU D1 \1" `9� DB. 457, PG. ZONED: ~ 06 I nH0 nH0 r II nHo nH0 --nHO \ h tij�0\(�� O \ \LU / � nH0 nHO HO nHo nHo nHo �O 1 \ v I +1 p� o ' ' STONE-� FOUND � r _ _ S 34 26'05" E - I 151.97' -- EX. 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MEDLEY SR. rn- - e) �=_` C) �� l + DB.893, PG. 1798 1K / N ZONED: RP \ \ ppb `�� / E� DB.311, PG.201w ZONED: RP0� Cti G"� <b CpCb NN_ Q4 F-1 X00 00 ti X68 h1�p �O Ds \c` hQ 1 W W F-1�� q N I U) O I-- --I `, Dy \ \ \ 1 PROPERTY LINE TO BE \\ / di _ r I \ '� VACATED / '- — — — — — % ---770J` `�,,..`�. \ \ ,` QCf) ow (24 / , + �D r::) I-- < `Y W FL_ 004 +11 I�� pOq pw, _ — IT % 1p0 0 � 1 + h 0 90 11 _ 1 r + o +11 SAN/TARP MH �0 1 TOP = 770.60 110 \ � 8" SAN/TARP CLEANOUT � OHU lu 1 1 OHU OHU OHU OHU OHU OHU % OHU OHU OHU .� OHU OH OHU INV = ???? (COULD NOT OP N) , END OF LINE PER FCSA OHU OHU HU OHU n�o 1 0 OHU OHU OHU f \ �1 '�C' + 1Y -.. OHU IRS 10 1 .. -- - _—� — _ - _... SIRS - --5=-c----s--- s-- -- -- -- - _ h ��_ DOUBLE CHURCH RD. Rev. No. Date 149.98' _ '1 146.05' VA RT. 641 N 36°12'02 W N 36°12'02" W 30' PRESCRIPTIVE RIGHT-OF-WAY =v�=- -w- - � - _ - -b� —�r- - �L - ��- -w- - -w- - -w- - -w- - -w- - -w- - -w- - -w- --w- - �L - - - �L - ��- -H� �� - �� - 35 MPH POSTED SPEED LIMIT IMPROVED MINOR COLLECTOR TH ap t I _gid- b� - �� - l� 12 ATER LINE- ��- -H� �� - - - -b� —�- - �L - -- -w- -�� - --��---w -MP - -w —w—w---w- w-- x C: c U Turk NU9 ADHIKUSUe Uc. No. 26715 ` ZONAL SURVEY AND TOPOGRAPHIC INFORMA TION DATE: 2-15-2019 SCALE: 1" = XX' 1. Boundary survey was performed by: GREENWAY ENGINEERING, INC. Dated: 07/28/2015 DESIGNED BY: JNT 2. Aerial, horizontal and vertical control surveys were performed by: GREENWAY ENGINEERING, INC. 07/28/2015 20 10 0 20 40 Date FILE NO. 4634T 3. Aerial topographic mapping performed by: SHEET 3 OF 14 SCALE: 1 " = 20' -- Dated: -- 15-19 FREETOWN RESIDENTIAL LOTS - 17 UNIT TOWNHOUSES EROSION AND SEDIMENT CONTROL NARRATIVE Descries The Project development will consist of construction of 2 Management Strategies:m CNI LO N � o Multiplex Buildings (17 units) with related utilities and parking lot I �, q00 C4 0 c4 LO 6 construction. The property is zoned RP and is located north of Double Church Road approximately 0.17 miles south of route 277 Construction shall be sequenced such that grading operations will begin and end as quickly as possible. LIMITS OF t rY � - ; a) c - 'a� c N �, (Fairfax Pike) in Frederick County Virginia. Total site area for 1.9 DISTURBANCE I �=' c nHo nH0 o acres of which approximately 1.9 acres will be disturbed for PP y The site superintendent shall be responsible for the installationRESPONSIBLE LAND DISTURBER ,""� nH0 -nHO construction. and maintenance of all erosion and sediment control measures. Maintenance of these measures throughout the project is critical �'� - �� ^ ^�` n� n"o n _ �\ o X `a� LO s a 3 Date of construction: Construction will begin following lam approval g g p pp will take approximately twelve (6) months to complete. to the effectiveness of the program. P g After areas above controls have been stabilized, the controls shall NAME. CERTIFICATION -� 4 -- • -- "` �,E FOUND 40,W W A �n 5XW AM " " cn � - 33 LUand be cleaned up and removed. / 02 Existing site conditions: The proposed site is vacant land The site DATE. y _ _ - - - -> Eg has one drainage area as indicated on the plans. The site drains DD f SEDIMENT TRAP/ , LIMITS OF northward to to the back corner of the property. The property slopes Electric ower, telephone, storm, sanitary, water & as supply P P Y� g PP Y / SWM FACILITY/ DISTURBANCE on average between 2% and 4.5%. trenches are to be compacted, seeded and mulched within five (5) THE RESPONSIBLE LAND DISTURBER / :` �' Adjacent areas: The site is bounded on the east and west by single days after backfilling. No more than 500 feet are to be open at any one time. IS THE PARTY RESPONSIBLE FOR y DD LU family homes, on the north by townhouses and on the south by 1 / Q ' Double Church Road. All cut and fill slopes are to be seeded and mulched within five (5) days of completion of CARRYING OUT THE LAND DISTURBING / Z ~ grading. / Offsite areas: No offsite land will be disturbed. Drainage swales shall be stabilized with check dams until ACTIVITY AS SET FORTH IN THE PLANS. 1 / ° W Soils: The existing soil conditions were obtained from the USDA Soils vegetation has been well established, at which time the check1 / \ W W Z ' Survey. The soils on this site consist of Blairton silt loam (3B) with dams shall be removed. CL /q W a moderate erosion hazard. Devices listed above are considered minimum erosion and 1 '�'� \ � � Z W Critical areas: There are no critical areas on this site. sediment controls. Additional control measures may be necessary due to contractor or other unforeseen conditions. It is ,� phasing Erosion And Sediment Control Measures: Unless otherwise indicated, all vegetative and structural erosion and sediment control measures the contractors responsibility to provide additional measures to those shown, as needed, in order to control erosion and contain EROSION/SEDIMENT CONTROL LEGEND ` O DA% AC shall be constructed and maintained according to the minimum sediment on site. All measures shall be installed according to NO. KEY SYMBOL DESCRIPTION LIMITS OF DISTURBANCE standards and specifications of the Virginia erosion and sediment the standards and specifications in the Virginia erosion and -" M ST { control handbook. sediment control handbook. Structural Measures: StormWater Management: 3.17 STORMWATER CONVEYANCE CHANNEL r A ]�� 3.02 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE L - - Phase I: Increased runoff from this development will be controlled by an on site stormwater management facility. 3.05 SUPER SILT FENCE Install Temporary Construction Entrance with Wash Rack (3.02) at the entrance to the site on Ellison Drive (Section 7) to minimize sediment Maintenance Program: 3.09 DD ° � TEMPORARY DIVERSION DIKE ° carried onto roadway. All be inspected daily by the 3.14 SB ��� TEMPORARY SEDIMENT TRAP I ` C E control measures shall site ` Install silt fence (3.05) as shown on the plans to intercept and detain superintendent or his representative and within 24 hours after 3.18 OP OUTLET PROTECTION I I J ` ` % small amounts of sediment from disturbed areas during construction any storm event greater than 0.5 inches of rain per 24-hour Any damaged to be by LIMITS OF CLEARING &GRADING f I ` \ W in order to prevent sediment from leaving the site. period. structural measures are repaired p the end of the day. Seeded areas shall be checked regularly to DRAINAGE DIVIDES l ` (\ ( rn v, Install temporary diversion dikes shown the lams is ure that a d stand of rass is l areas shall oreseeded gneeded establ OHU OHU OHU OH ` % OHU OHU OHU - -- - OHU divert sediment-laden runoff to the sediment trapping structures and e s i ppm to divert to Sediment Traps. be fertilized and as until grass is shed. CRITICAL SLOPE WITHIN 14 DAYS AFTER START OF TO BE SEEDG, OR SODDED AND PEGGED WITHIN WI 14 DAYS AFTER STARTTrapped - -_C�HU /� O runoff sediment is to be removed as required to maintain 50% DO 2 Install temporary sediment traps (3.13) as shown on plan as a Phase trap efficiency and disposed of by spreading on site. - - .O 17 1 control measures prior to clearing the site. Traps shall detain Inlet protection shall be checked regularly for sediment build-up. W- ,N �; _-=�v- _ -w- _ _�a- __ _ -W- _ , _W_ _mow- __ _,"__�,- _ _ 1AITSo _ _ _ _ _ _ _ DISTURBANCE � - � -W- runoff long enough to allow the majority of sediment to settle out prior to leaving the site. If the gravel outlet is clogged by sediment, it shall be removed and cleaned or replaced immediately. E-I Temporary seeding (3.31) and/or permanent seeding (3.32) shall be The contractor is responsible for keeping existing public roads in O placed on all critical slopes (3:1 or greater) and as needed to a clean, dust and mud free, condition at all times. EROSION O N &SED SEDIMENT E N T CONTROL PHASE 1 40 20 0 40 80 I-- (14stabilize disturbed areas. E­i Erosion and sediment control program: SCALE: 1 " = 40' (� Phase II: Q Phase I Phase II to for the duration 1. Hold pre-construction meeting on site with inspector. controls shown on plan remain 2. Install construction entrance. Lo � of the project. 3. Clearing and grubbing for sediment control devices only '-' J C I-I (Phase I sediment traps, diversion dikes and silt fence. ' W U) 04 E---iNearing completion of the final road grade, storm sewer shall be 4. Placement of sediment control devices. installed. Inlet protection (3.07) shall be installed on all new inlets 5. Obtain inspector's approval prior to beginning grading LIMITS OF I f � � throughout the site. operations. DISTURBANCE I ,! O 6. Clear and grub remainder of site. ° - - "- -'' ° nHo nHo a O I Fill slope surface shall be left in a roughened condition to reduce 7. Rough grade site. M _,", nHo nHo nHo -nH° erosion. Contractor shall redirect the concentrated flow away from the g• Install drainage devices with sediment control. fill slope by installing diversion dike and divert the runoff to 9. Final grading. � sediment traps or sediment basins. 10. Restoration and stabilization of disturbed areas. \ \ / _ \ - - D X"W fel rn O Temporary seeding (3.31) and/or seeding (3.32) shall be 11. Remove erosion and sediment control measures with the\\ the inspector. \\ / \ 4f8J ax7D, A D � Q permanent approval of placed on all critical slopes (3:1 or greater) and as needed to stabilize disturbed areas. Note: The Frederick County Public Works and Engineering \ \ \ \ I SEDIMENT T T'; \ \ yam-LIMITS OF , SWM FACT \ DISTURBANCE OW W a Vegetative Measures: Department retain the right to add and/or modify these erosion during the \ \ 'r NNI 1 O V and sediment control measures construction process, \\ Permanent or temporary soil stabilization shall be applied to denuded within reason, to ensure adequate protection to the public and the environment. POST-DEV COMP `/ areas within seven (7) days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied Seeding schedule (soil stabilization): >> within seven (7) days to denuded areas that may not be at final DA-#1 TO 12 CULVERT grade but will remain dormant for longer than fourteen (14) days. 1. All permanent seeding shall be in accordance with section C-0.46 � ° Permanent soil stabilization shall be applied to all areas that are to 3.32 of the VESCH. be left dormant for more than six (6) months. 2. Spread topsoil at a minimum depth of four (4) inches. _ Topsoil that has been stockpiled shall be surrounded with silt fence and protected by mulch and/or temporary vegetation immediately 3. Incorporate pulverized agricultural limestone into the topsoil at a rate of 92 lbs. per 1,000 square feet (2 tons per acre). 4. Fertilize with 10-10-10 fertilizer at a rate of 23 lbs per 1-6.5 A=0.32 J C - \ after grading. 1,000 square feet (1,000 lbs per acre). 5. Seed all areas with a seed mix consisting of 67% Kentucky 31 \ \ All earth berms, diversions and sediment trap embankments are to be Tall Fescue and 33% Red Top Clover. DA-#2 T 0 MODIFIED D I T 0 P machine-compacted, seeded and mulched (hay mulch or straw) for 6. Mulch all seeded areas with straw mulch applied at a rate of LIMITS OF DISTURBANCE temporary and/or permanent vegetative cover immediately after 3,500 lbs per acre anchored with cutback or emulsified asphalt applied at a rate of 200 gallons per acre. C=0.76 - ♦ \ construction �- \ Erosion control mats shall be installed over steep (2:1) cut and fills t Dust control: l = ry 1 A 0•(1 I \ \ slope which have been brought to final grade and seeded to protect from rill and gully erosion. 1. Temporary seeding shall be applied to all disturbed areas subject to little or no construction traffic. - �o ` Rev. No. Date 2. All haul roads and other heavy traffic routes shall be I *4% P�m \ \ sprinkled with water until the surface is wet and repeated as needed to control dust. � I \ \ , \ ° \ '1 � � \ \ J '� \\ H opt, OHU l OHU OH- r� TANG NO ADMUSUM Lic. N6. 26715 IRS Q - - - DvUBLE CHURCH ROAD T. - L -W-- `rV=---moi:- - -_w_ - --w- _ -W- -=1N -�1L- - yam- IMPROVED MINOR COLLECTOR -W- - - � - -W - _ _ LIMITS Qr�=-��G2H PIISTEQS LIMLL -Y1<= -4- - W. DISTURBANCE DATE: 2-15-2019 SCALE: 1" = 40' SEDIMENT TRAP COMPUTATIONS STORAGE REQUIRED STORAGE PROVIDED WET DRAINAGE WET DRY WET DRY OUTLET STORAGE STORAGE WEIR TOP ELEV. BERM TOP OF EROSION 40 20 0 40 80 & SEDIMENT CONTROL PHASE 11 DESIGNED BY: JNT TRAP# AREA CU. YD. CU. YD. CU. YD. CU. YD. HEIGHT DEPTH DIMENSIO LENGTH WIDTH HEIGHT WEIR SCALE: 1 " = 40' 1 1.97AC 120 120 150 130 1.0 3.5 60'X32' 8 2.0 2 564.5 FILE NO. 4634T SHEET 4 OF 14 15-19 MINIMUM CONSTRUCTION STANDARDS 10-year storm to verify that stormwater will be contained within the pipe or system. An erosion and sediment control program adopted with this plan must be C. If existing natural receiving channels or previously constructed N to PIPE 0 UTLE T CONDI TIONS consistent with the vsech for 9VAC25-840-40 minimum standards: man-made channels or pipes are not adequate, the applicant Shall: P P q PP STONE CONSTRUCTION ENTRANCE GRA VEL AND WIRE MESH 00 E N� 0 (1) Improve the channels to a condition where a 10-year storm will not A A DROP INLET SEDIMENT Go is N N q 1. Permanent or temporary soil stabilization shall be applied to overtop the banks and a two-year storm will not cause erosion to the J ct°o °' c denuded areas within seven days after final grade is reached on any channel, the bed, or the banks; or 70' MIN. EXISTING FIL TER = CM c N portion of the site. Temporary soil stabilization shall be applied within PAVEMENT P P Y PP A 3 (2) Improve the pipe or pipe system to a condition where the 10-year 5:1 >• > to 3 o C seven days to denuded areas that may not be at final grade but will storm is contained within the appurtenances; 3d o r ' remain dormant for longer than 14 days. Permanent stabilization shall be do L, c v, 0) applied to areas that are to be left dormant for more than one year. (3) Develop a site design that will not cause the pre-development peak FILTER CLOTH 6• M/N. A MOUNTABLE BERM t x a' s 3 (OP770-L) runoff rate from a two-year storm to increase when runoff outfalls into 2. During construction of the project, soil stock piles and borrow areas PIPE OUTLET TO FLAT AREA WITH NO DEFINED LO C. Q d c - S shall be stabilized or protected with sediment trapping measures. The a natural channel or will not cause the pre-development peak runoff SIDE ELEVATION CHANNEL -@ LU applicant is responsible for the temporary protection and permanent rate from a 10-year storm to increase when runoff outfalls into a EXISTING GROUND PLAN VIEW stabilization of all soil stockpiles on site as well as borrow areas and soil man-made channel; or 18" MIN. GRAVEL*(12"MIN. DEPTH) intentionally transported from the project site. (4) Provide a combination of channel improvement, stormwater detention 70' MlN. 3. A permanent vegetative cover shall be established on denuded areas or other measures which is satisfactory to the VESCP authority to B WASHRACK lo' MSN. L a RUNOFF WATER not otherwise permanently stabilized. Permanent vegetation shall not be prevent downstream erosion. (oanoNAL) o x •-> WITH SEDIMENT considered established until a ground cover is achieved that is uniform, d. The applicant shall provide evidence of permission to make the - �-- mature enough to survive and will inhibit erosion. improvements. 12' MIN * /o' MIN. EXISTING 4. Sediment basins and traps, dikes, sediment barriers and PAVEMENT d _LU _ _ ° I I o perimeter e. All hydrologic analyses shall be based on the existing watershed other measures intended to trap sediment shall be constructed as a first characteristics and the ultimate develo ment condition of the sub'ect P SECTION A-A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETERLU , = I� C� 9 step in any land-disturbing activity and shall be made functional before project. upslope land disturbance takes place. VDOT ,/I -POSITIVE DRAINAGE lo' MIN. _ = 47 ed - "' I � �- a a e � 111- � � A f. If the applicant chooses an option that includes stormwater COURSE AGGREGATE B TO SEDIMENT 5. Stabilization measures shall be applied to earthen structures such as detention, TRAPPING DEVICE he from the VESCP for a a o WIRE MESH W � � Z shall obtain approval of a plan I SEDIMENT W • dams, dikes and diversions immediately after installation. maintenance of the detention facilities. The plan shall set forth the * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS 3d (MIN.) A FILTERED E-L UJ Z 6. Sediment traps and sediment basins shall be designed and maintenance requirements of the facility and the person responsible for OPERATION PLAN VIEW WATERCL LL • constructed based upon the total drainage area to be served by the trap performing the maintenance. do q W C7 MIN. or basin. g. Outfall from a detention facility shall be discharged to a receiving I Z a. The minimum storage capacity of a sediment trap shall be 134 cubic channel, and energy dissipators shall be placed at the outfall of all " MIN, PIPE OUTLET TO WELL W MMT2• yards per acre of drainage area and the trap shall only control drainage detention facilities as necessary to provide a stabilized transition from Y P g P Y g J3, DEFINED CHANNEL MIN. the facility to the receiving channel. areas less than three acres. Y g PLAN VIEW � SPECIFIC APPLICATION b. Surface runoff from disturbed areas that is comprised of flow from h. All on-site channels must be verified to be adequate. FILTER CLOTH L drainage areas greater than or equal to three acres shall be controlled SECTION A-A g g q i. Increased volumes of sheet flows that may cause erosion or a b a sediment basin. The minimum storage capacity of a sediment basin 6'-'" Y g P Y sedimentation on adjacent property shall be diverted to a stable outlet, THIS METHOD OF INLET PROTECTION IS APPLICABLE shall be 134 cubic yards per acre of drainage area. The outfall system adequate channel, pipe or pipe system, or to a detention facility. :;-. o % WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, ;... shall, at a minimum, maintain the structural integrity of the basin _ '' '~'' d BUT NOT WHERE PONDING AROUND THE STRUCTURE during a 25-year storm of 24-hour duration. Runoff coefficients used in j. In applying these stormwater management criteria, individual lots or " < - MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE parcels in a residential, commercial or industrial development shall not • ' runoff calculations shall correspond to a bare earth condition or those P P '' .`; SECTION A-A TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. conditions expected to exist while the sediment basin is utilized. be considered to be separate development projects. Instead, the FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER development, as a whole, shall be considered to be a single development NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION 7. Cut and fill slopes shall be designed and constructed in a manner project. Hydrologic parameters that reflect the ultimate development BASKET, OR CONCRETE. that will minimize erosion. Slopes that are found to be eroding condition shall be used in all engineering calculations. REINFORCED CONCRETE DRAIN SPACE 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE excessively within one year of permanent stabilization shall be provided k. All measures used to protect properties and waterways shall be SECTION B-B 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT AGGREGATE. with additional slope stabilizing measures until the problem is corrected. P g P LESS THAN 6 INCHES. employed in a manner which minimizes impacts on the physical, chemical 8. Concentrated runoff shall not flow down cut or fill slopes unless and biological integrity of rivers, streams and other waters of the state. SOURCE. ADAPTED from 198J Maryland Standards for Soil erosion and Sediment Con tra% and Va. DSWC Plate J.02-1 Source: Va. DSWC Plate 3.18-1 SOURCE: VA. DSWC PLATE. 3.07-2 contained within an adequate temporary or permanent channel, flume or 1. Any plan approved prior to July 1, 2014, that provides for CONSTRUCTION OF A SILT FENCE SUPER SILT FENCE slope drain structure. stormwater management that addresses any flow rate capacity and 9. Whenever water seeps from a slope face, adequate drainage or other (WITH WIRE SUPPORT) GRAVEL CURB INLET SEDIMENT W velocity requirements for natural or man-made channels shall satisfy the be FILTER protection shall provided. flow rate capacity and velocity requirements for natural or man-made 1. SET POSTS AND EXCAVATE A 4"x4" 2. STAPLE WIRE FENCING TO THE POSTS. FILTER FABRIC 2 1/2" DIA. GALV. 10. All storm sewer inlets that are made operable during construction channels if the practices are designed to (i) detain the water quality TRENCH UPSLOPE ALONG THE UNE OVER CHAIN LINK ALUM. FENCE POSTS shall be protected so that sediment-laden water cannot enter the volume and to release it over 48 hours; (ii) detain and release over a OF POSTS. FENCE conveyance system without first being filtered or otherwise treated to 24-hour period the expected rainfall resulting from the one year, �� O remove sediment. 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 j 11. Before newly constructed stormwater conveyance channels or pipes -- / than or equal to the peak flow rate from the site assuming was are made operational, adequate outlet protection and any required a tea forested condition, achieved through multiplication of the forested I 1 / 1 _ GROUND 39"MIN. z good temporary or permanent channel lining shall be installed in both the peak flow rate by a reduction factor that is equal to the runoff volume �!l �/ _ �/ conveyance channel and receiving channel. from the site when it was in a good forested condition divided b the - g Y I t11 /�`� -�l1_ III �- III 12. When in is be work alive watercourse performed, precautions shall runoff volume from the site in its proposed condition, and shall be � � / � / taken to minimize encroachment, control sediment transport and stabilize exempt from any flow rate capacity and velocity requirements for natural -lim, the work area to the greatest extent possible during construction. or man-made channels as defined in any regulations promulgated _ I= 9""MIN. 9"MIN. 36"MIN. �� Nonerodible material shall be used for the construction of causeways and ursuant to § 62.1-44.15:54 or 62.1-44.15:65 of the Act. p cofferdams. Earthen fill may be used for these structures if armored by / �vo� oy� m. For approved on and after July 1, 2014, the flow rate capacity plans nonerodible cover materials. FLOW I„'. P.., and velocity requirements of § 62.1-44.15:52 A of the Act and this SII - -III = 13. When live be by Q a watercourse must crossed construction vehicles subsection shall be satisfied by compliance with water quantity 4„ more than twice in any six-month period, a temporary vehicular stream PERSPECTIVE VIEW p� O requirements in the Stormwater Management Act (§ 62.1-44.15:24 et Seq. be GRAVEL FILTER 12" 2 1/2" DIA. GALV. Lo crossingconstructed of nonerodible material shall provided. P of the Code of Virginia) and attendant regulations, unless SllCh 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. RUNOFF WATER WIRE MESH ALUM. FENCE POST 14. All applicable federal, state and local requirements pertaining to land-disturbing activities are in accordance with 9VAC25-870-48 of the FENCE AND EXTEND IT INTO THE TRENCH. 06 working in or crossing live watercourses shall be met. Virginia Stormwater Management Program (VSMP) Regulation or are FILTERED WATER CHAIN LINK FENCINGE-, 39"MIN. LO 174 E­ W 'Z exempt pursuant to subdivision C 7 of § 62.1 44.15:34 of the Act. 15. The bed and banks of a watercourse shall be stabilized immediately P P o •. d 60OX MIRAFI RAILROAD POSTS AND W Q [� after work in the watercourse is completed. n. Compliance with the water quantity minimum standards set out in 5;. P q Y / _^:'. a . - CLOTH W/12" OVERLAP 2ND. LAYER AT BOTTOM FILTER CLOTH (� 1_ Q 9VAC25-870-66 of the Virginia Stormwater Management Program VSMP 16. Underground utility lines shall be installed in accordance with the g� b' g ( ) j ����;; �-. � following standards in addition to other applicable criteria: Regulation shall be deemed to satisfy the requirements of this subdivision Y q :: a :. - •�.:..: 1ST. LAYER 1ST. L /� /irk�//i�// / _ _ / _ -" i9g = ""T�� EMBED FILTER / CLOTH 9" MIN. \/\��\��\ 9"MIN. Q a. No more than 500 linear feet of trench may be opened at one time. -�j� IIII /� -:::, I�I� ;?<z - :o v.. a INTO GROUND '%��//��/\\� /�� r\ w F: W �/ / �� •. b. Excavated material shall be placed on the uphill side of trenches. / r � II C� I= Effluent from dewatering be filtered r _ . o.. _ SEDIMENT �I� II o: A o : AT BOTTOM N~N rn W C. operations shall or passed® FLOW / - LAY FILTER CLOTH IN BOTTOM OF 24' through an approved sediment trapping device, or both, and discharged CONCRETE GUTTER 12" CURB INLET MIN. WIDE TRENCH SECTION VIEW �D Q in a manner that does not adversely affect flowing streams or off-siteI ' III I property. I II - FENCING � w (24 used EXTENSION OF FABRIC AND WIRE INTO THE TRENCH d. Material for backfilling trenches shall be properly compacted in FENCING SHALL BE 48" HIGH CHAIN LINK FENCE WITH 48" FABRIC 6'-0" LENGTH POSTS. aAND / order to minimize erosion and promote stabilization. SPECIFIC APPLICATION U C FILTER FABRIC1. CHAIN LINK FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH e. Restabilization shall be accomplished in accordance with this chapter. WIRE TIES OR STAPLES. f. Applicable safety requirements shall be complied with. THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE 2. FILTER CLOTH TO BE FASTENED SECURELY TO CHAIN LINK FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION. _ _ 17. Where construction vehicle access routes intersect paved or public SIRE I� I .. INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY SHALL BE roads, provisions shall be made to minimize the transport of sediment by I '` OVER-LAPPED BY 6" AND FOLDED. vehicular tracking onto the paved surface. Where sediment is transported * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. 4. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND SILT BUILDUPS REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. onto a paved or public road surface, the road surface shall be cleaned SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1 Sherwood Tyant thoroughly at the end of each day. Sediment shall be removed from the SOURCE: VA. DSWC PLATE 3.07-6 TEMPORAR Y SEDIMENT TRAP roads by shoveling or sweeping and transported to a sediment control TABLE 3,32-C M W disposal area. Street washing shall be allowed only after sediment is SITE SPECIFIC PERMANENT SEEDING MIXTURES removed in this manner. This provision shall apply to individual FOR APPALACHIAN/MOUNTAIN AREA TABLE 3.31-B Total Lbs, ,' VARIABLE* 1 development lots as well as to larger land-disturbing activities. Minimum Care Lawn Per Acre TEMPORARY DIVERSION DIKE H� J 18. All temporary erosion and sediment control measures shall be ACCEPTABLE TEMP❑RARY SEEDING PLANT MATERIALS VARIABLE* removed within 30 days after final site stabilization or after the - Commercial or Residential 200-250 lbs. ORIGINAL GROUND temporary measures are no longer needed, unless otherwise authorized by - Kentucky 31 or Turf-Type Tat( Fescue 90-100% 'QUICK REFERENCE FOR ALL REGI❑NS" 10 ELEV. 1.0' the VESCP authority. Trapped sediment and the disturbed soil areas - Improved Perennial Ryegrass )K 0-10% resulting from the disposition of temporary measures shall be - Kentucky Bluegrass 0-10% Compacted son 67 CU. YD./ACRE VARIABLE* permanently stabilized to prevent further erosion and sedimentation. a N 19. Properties and waterways downstream from development sites shall High-Maintenance Lawn Rate 'a" � be protected from sediment deposition, erosion and damage due to Minimum of three (3) up to five (5) varieties of PlantingDates Species (lbs,/acre) increases in volume, velocity and flow rate of Stormwater runoff for p <- Flow 67 CU. YD./ACRE peak bluegrass approveor use Virginia. from list fin Viinia. 125 lbs. the stated frequency storm of 24-hour duration in accordance with theI - - - - - I I 4' MAX. (EXCAVATED) following standards and criteria. Stream restoration and relocation FILTER CLOTH ORIGINAL GROUND projects that incorporate natural channel design concepts are not General Slope (3d or less) _ = Ems/ Rev. No. Date man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels: - Kentucky 31 Fescue 128 lbs, Sept, 1 - Feb. 15 50/50 MIX Of � 4.5' min.� ** *SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP - Red Top Grass 2 lbs. Annual Ryegrass a. Concentrated stormwater runoff leaving a development site shall be - Seasonal Nurse Crop)Kw 20 lbs. (Lolium multi-floruml) discharged directly into an adequate natural or man-made receiving 150 lbs 50 - 100 CROSS SECTION OF OUTLET o channel, pipe or storm sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses at Low-Maintenance Slope (Steeper than 31) Cereal (Winter) Rye SOURCE: VA. DSWC PLATE 3.09-1�'l o (Secal cereale) the outfall of the pipe or pipe system shall be performed. - Kentucky 31 Fescue 108 1b5, CLASS I RIPRAP LENGTH (IN FEET) _ b. Adequacy of all channels and pipes shall be verified in the following - Red To Grass 2 lbs. q Y P P g 6 X DRAINAGE AREA (IN AC) ' UTONG Nin �SM manner: - Seasonal Nurse Crop)K)K 20 lbs, Feb, 16 - Apr, 30 Anual Ryegrass 60 - 100 DIVERSION "d 11c. No. 26715 - Crownvetch wAw 20 lbs, (1) The applicant shall demonstrate that the total drainage area to the (Loliiurl multi-florurl) 150 lbs 6AM-0--lam DIKE S A than point of analysis within the contributing drainageharea of thee sproject one uind questions or � �-�. � � )Keater Perennial Ryegrass will germinate faster and at lower soil � 5.10 L (2) (a) Natural channels shall be analyzed by the use of a two-year temperatures than fescue, thereby providing cover and erosion May 1 - Aug. 31 German Millet 50 resistance for seedbed. storm to vthat stormwater will not overtop channel banks nor cause (Setaria italica)N. erosion ofchannel bedor banks. w Use seasonal nurse crop in accordance with seeding dates as ��/ DATE: 2-15-2019 (b) All previously constructed man-made channels shall be analyzed by stated below: the use of a 10-year storm to verify that stormwater will not overtop its March, April through May 15th Annual Rye ' I� �� banks and by the use of a two-year storm to demonstrate that May 16th through August 15th Foxtail Millet Stormwater will not cause erosion of channel bed or banks; and August 16th through Sept„❑ct, Annual Rye COARSE AGGREGATE** r, SCALE: N/A November through February Winter Rye Seeding EXCAVATED DESIGNED BY: JNT (c) Pipes and storm sewer systems shall be analyzed by the use of a FILTER CLOTHj/�� AREA )K)K If Flatpea is used, increase to 30 lbs./acre. All legume seed Seed shall be evenly applied with a broadcast seeder, drill, � FILE NO. 4634T Aust be properly inoculated. Weeping Lovegrass May also be cultipacker seeder Or hydroseeder, Small grains shall be **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 included in any slope or low-maintance mixtures during warder planted no more than one inch deep. Grasses and legumes seeding periods; add 10-20 lbs/acre in nixes. shall be planted with no less than 1/4' soil cover. OUTLET (PERSPECTIVE VIEW) SHEET 5 OF 14 15-19 SOURCE: VA. DSWC PLATE. 3.13-2 SANITARY MH - - TNP= 763.97 V IN = 756.82 I I \ \ \ lNV IN = 756.87 J / ` \ oLOE INV OUT = 756.67Y as N 00 0 N t% — 01 O N >, N p .. T M.# 74B-10-2-110 T M. f 74B-10-2-109 RODRIGUEZ DONNA M M'OORE MISTY M / 'z PORTER JESSIE' � INST #9193 INST # 16257 ZONED: RP �--+ ZONED. RP ( N / d2iq W UjC �I� I V H- U) Z o I G' Lr) nHo SANITARY MH nHo nHo I W o TOP = 766.15 nHo nHd " MgY CO I INV = 759.60 nHo nHo Ho nHo nHo I nHO -- - nHo GablOn nHo nH0 nH0 L nHo n�nl \ \ TIE-IN EX LAT. - - 21 \\ TO NEW MH OA o 32.5' } 20.0' 20.0' 127. \ 1 I STM.ESMT. _ 32.5' \ \ \ /?&o\ N 3426'05 W \ N //---\ --------- / \ 448.97' TO A \ \ \ I OPEN \ 20' BRL SPACE - - - \ \\ 30' INAC�IVE _ BUFFER I _ STONE FOUND \ - \ ACTIVE \\ I I REAR ROOF \ DRIANS FROM \ \ \NP ��� �( '00) ODM � BUFFER BU-�� I I I LOTS 9-12 STORMWATER S�� \\ 1oQ�\\ 0-\. \ N � I o o � \S ��' O�\ \ m m o~ o I MANAGEMENT BERM \ a I 2' CONC. 20' ACTIVE on (SEE DETAIL SHEET-8) \ TRICKLE BUFFER 5 \ �S \ <'�R�P`\\>��\\ oI N J o J DITCH �' J \ t O 30 INACTIVEf BUFFER E_ RL co 4" SAN \ ) \ (TYP) LAT. i 3, o, / \ 124 \ v \ 1" P �� \ \\\\ (TY TYP) ( TY \ O (vI L0 13 c4 \ V"' 13,0 O F-� 00 1 � F H \ \ ��� .2 az ASSMY. \\ 22 E-' T L0 W O� EX. SHED / 1L ' \ ( `` �' C G Ql .moo \ # CZ MOD. D TOP � ��`l \, , v iIf B •o C) � o EX. SHED �'o -' Cfl a �I�G)FZO T.M. 75-A-60 Q a 7 MARY ELIZABETH TURNER 1 O PG. Go DB. 893, 1798 ZONED: RP 1-0 Frederick Water NOTES: * I \S\G \ M W - - _ \ �'\\ \c; \� �p ,j \ E ED 1. WATER LATERALS = 1" W/ $" METERS. I EX. HOUSEsP���l 2. WATER METER REQUIRE TRAFFIC LIDS 3. FREDERICK WATER HAS GRANTED A WAIVER TO J \ "�' THE MINIMUM PIPE DIAMETER FOR THE 130 +/- RUN L - - - \ \ I el `� SoL OF EXISTING 6" SEWER MAIN DUE TO THE F1— t \ o\ oF \ \\ 1$6os �` `.lel ��/�� 15F GRAVITY SLOPE IN THAT PIPE AND THE FACT THAT NO FURTHER EXPANSION BEYOND THE — — — — �\ o� m PROPOSED SITE PLAN IS CONCEIVABLE FOR THIS - o o 10 LINE DUE THE THE LOCATION OF OTHER FREDERICK WATER SEWER LINES ON DOUBLE 6'BUFFER \\ �� \ 411 J, e 1 \\ ��� \ �e'if (3 \ c \ 30A TI F 0 I m CHURCH ROAD. 4. NO OUTSIDE HVAC UNIT ETC. SHALL EXTEND Rev. No. Date FENCE \ g25 \ OVER FREDERICK WATER EASEMENTS 1 I I \ 15INACTIVE ` \ o. \ BUFFER \\ \ oc, , 0PEYV \ 6 SPACE \ -�� F �;� \O�� �s 3rep0 r = 6 2' �° =J D �' \ OPEN \ 20' ACTIV PACE BUFFER EW-12 � FIELD SET TO � DAYLIGHT NOTES: 1. 1OX10 PATIOS SHOWN ARE PROPOSED W/ NO ROOF. TH QF � 10' ACTIVE EW-12 \ BASED ON GRADE 2. DEVELOPER WILL SELECT RECREATION o �_Cl \ \ BUFFER FIELD SET TO \.\ ��\. 22o'y 0 FUTURE j1. \ UR FH END SIGN \ o PP TO B \ TIE IN UNIT/FACILITIES AT THE TIME OF CONSTRUCTION. RECREATION UNIT SHALL BE EITHER OUTDOOR DAYLIGHT \ TRANS. ASSM OZ REL CATS , ADpI EX. DRIVEWAY \ \ UD-4 PROP. 25' R/W PAVILION, PLAYGROUND, TOT LOT, OR EQUIVALENT. TOG NM ADHIHUSU�fA BASED ON GRADE TIE IN o \ UD-4 \ 1' P 1o�aA STOP SIGN / TO BE DEMO'D STIR TLIG T OL1. ED \ DEDICATION \ 1 Recreation Unit required per 30 Dwellings Units:r "`O Lic_ No 26715 \ lu \ ' T OPEN STOP BAR 25.9' SPAC� CG-12 CG 6 (REEF TO T. 1 \ EX. PPT E PROP. 25' R/W \ 2'NOSE 17 Units/30= 0.58 Recreation Unit Req.', -oHU PROP. 25' R/W oHu oHU— oHU- - oHU DEDTCATIC7 u oHU __ - \ TYPE B R= \ RELOCATE DEDICATION DOWN END S/W CG 6 CURB jHU_ _ NAL 2' NOSE % END S/W DOWN F SIDEWALK PE1B\\ 5' SIDEWALK , oHu oHu VDOT NOTES 1. UD-4 TO DAYLIGHT TO STD. EW-12 DATE: 2-15-2019 \ CG-6 CURB - - - -S-- - - - - �• _ _ - - Ex °SAN. SEW 2, CONTRACTOR TO COORDINATE LOCATION OF STOP - \ -'_ � � BAR, PLACEMENT DETERMINED BY VDOT INSPECTOR SCALE: 1" = 20' qW MILL AND OVERLAY 30' PRESCRIPTIVE R/W MILL AND OVERLAY 2' NOSE IMPROVED MINOR COLLECTOR DOWN DESIGNED BY: JNT - - -w=- -w- - -w- - -w- - -w- - -w= _ -w- - -w- - -w- - -w- - �L JaL - ��- -w� �� - �L= - O — Wim- - EX. 12" WATER LINETl`o 3,5 �dPH PASTE, LSPEED _ -eN- > Lr \N_ CURB -W- =-=-W--- �a- - - -uv �a-��-- 20 10 0 2� 40 FILE NO. 4634T c WET TAP CONNECTION BY FCSA RESTORATION BY CONTRACTOR SHEET 6 OF 14 jPAVEMENT TO BE IN ACCORDANCE WITH VDOT LUP OC REFER TO SHEET 12 SCALE: 1 " = 20' + 15-19 �\ + h I / 1 1 O 00 +1�0 // W \\ _ 41 N 00 V C N N m LO Lo SANITARY MH / 7 '� � � ~ nHo nHo r nHo nHi / +1 W a TOP = 766.15 �', nH I gY CO o \ \ ' N >, > v • • 3 c d m �) _ �, E! ' / i INV = 759.60 n"o nHo +, HO nH0 nH0+ I ���� ^ \ ,\c�'S' ��� O v, C n d LO� � 3 `� _ nH0 nH0 - 'x4' Gabion B nH0 0 + nHi nH0 L nHO n�nl C � LL Lu \ \ STM. ESMT. TOP OF ENBANKMENT 767.20 \ \ \ / / \ \ 0/yo N J4 26'05" W \ ' \ / 1 , 448.97' TOA \ STONE FOUND ,�y0 , Lu 691 �, � o� \ z i REAR ROOF �\ DRIANS FROM \ O LOTS 9-12 \ \ � �2� �� ¢Lu � �TOF r Z rn '" \ \ y STORMWATER �� 6 LU \ \ Cl) m 0i co cocl� ai M `,° MANAGEMENT BERM (SEE DETAIL SHEET -8) 2' CONC. \ TRICKLE \ + �2 �, 0 6 %0,- � ,�LL \ \ ti u- LL U- U- I by o Of w o rl- u_ 11 � co co DITCH \ i / �� �O (Cj +�\ / I W e W \ / o U a o o w � / Lo - I N CL Al /\ RIP-RAPcli \ �\\ l 70 / \\ \ 0 0 7 i 68 g 00 — 68 // IN, \i o C") \\�V � ii cco 768 \� `�i O ' o °1 2 CO, lo / \ 6$ \ 6161 6�1' \ \ yV A - 3 z \� N - O 16i EX. SHED \ \ \ / \ 1310 M M / 12+71.52 / 285s — a � 07.8s 12a00 �6 Gat °I° , co A '\h 1 L,j -A 6p, tk1 oc, \ T-44CIO / F 1a F 6c1 69 i tw �0 I o EX.SHED� L°i° o �wr �-o� / \ \ \ / a $ �' Gay• ,1691a a c1 � \ � \ v> �_---- ] Q _6(.7 / \ All\ \ j� \5� °I° I aC FFo1 1 �`t' % _00• T.M.1 75-A-60 MARY ELIZABETH TURNER 01, +� DB.89J, PG. 1798 ZONED: RP 1'J / $i s1 1 ° 6$ $6 \ Gay 6 r \ 6 685° FF 5 13 J �. \ \ ,11 0Ilk o� °I°6 Ga 1a /i11 � 1 S1,QK�Er — — — EX. HOUSE I \ ' \ \ \ \ \ Gay 3 ° °�--� 90 $ 6� 21 \ 1 "�\S�FL 6 3 i 15 \ -770D � 0.' E-, L I I F,110• O \ \ \ 1 \ + \ \ ,�6 1100 1 Gat / �6 p�yi 6$9� o1111a \ Gay' , .36 F.111 F (b / T L0 U) O — — — Q1°I6 NR) CoOG\�� rn I O C: 1 f \ \ \ ° Gay all a� / �A0 I m �D' aw Q I \ Gay 11 +1 , +�10 \ +11 \ + t \ P 10+35.80 � OHU OHU lu OHU OHU OHU OHU OHU OHU 1� \ 1 —-- — 1--S----S--- ---- EX "SAN. SEW -- _ DOUBLE CHURCH ROAD VA RT. 641 \ 30' PRESCRIPTIVE R/W IMPROVED MINOR COLLECTOR --+v--w —w�-vim— --W=-= — — —w=— —w— — —w— — —w— — —w— — —w— — —w— — —w— — —w— — —w— — �— — —�� — — — — �_— —H� — — �a_ — gid— — _ EX. 12" WATER LINEo — ��— —y=2,5 L�1dP�liPQSTJEW_S �EIZ� —ter— — _a� — �—— —w— -w - � Rev. No. Date TH +DF � o r TING Nlid ADMUSC]IIdA' ' Licc.. No. 26715 R. 0 7b�/ 11 �IdNAL DATE: 2-15-2019 SCALE: 1" =20' DESIGNED BY: JNT 20 10 0 20 40 FILE NO. 4634T SCALE: 1 = 20' SHEET 7 OF 14 15-19 STUDY POINT #1 + ,1 r/ I � o Ti]TA PRE -DEV DRAINAGE AREA 2.11 Acres it I ` o '. CHY091 ROAD EXISTING DRAINAGE DIVIDES POST DRAINAGE 11A I Urlde#wined t0 Stud Pun#- 0.36 Acres - i I 7u br_p .-f "t-. AR A ! I r� PROPOSED DRAINAGE DIVIDES Overview Liberty Chase is a iew development of 2 parcel which will be consolidated for a combined 1.9718 acres 17 unit townhouse Liberty Chase subdivision. The project is located on the east side of Double Church Road, Route 641 in Frederick County Virginia and is within the 2/15/2018 Opequon Magisterial District. This property is identified in the Frederick County tax maps as property identification number 75-A-58 6 75-A-59 and is currently zoned residential performance {RP}. This prejzct proposes 17 single family Attached (Townhouse) units associated travel ways. The site area is 1.9718 acres of which approximately all will be disturbed for construction. To meet SWM requirements we are proposing a stormwater management pond. To rreet BMP requirements we are proposing purchasing water Study Point 1 quality credits. Channel Protection 1. Pre-develoymentConditions Energy Balance Equation The site is mostly scmb brush and drains uncontrolled northward to the hack east comer of the site towards Study Point 41, The 1YR 24H R Storm Event existing soils for this site are 3b, blarton silt loam (hydrologic soils group c). Study point i has a drainage area of 2.11. 2, Post -development Conditions 1. F. (Improvement Factor) equals 0.8 for sites 31 acre or 0.9 for sites <=1 acre The post -development conditions encompass the entirety of the site and includes a small portion off-site draining to the proposed d The allowable peak flow rate of runoff from the developed site. t t t t 'I' Th f lh t r local d 'th' t d 1 #1 Th d t f� Old Dominion NATURAL RESOURCES, LLC. Date: February 15. 2019 To: 1 rectow n, LLC. From: Old Dominion Natural Resources. LLC' ft) Box 604 �tephcns City. Virginia 22655 Subject: Fotomac Watershed - Nutrient Credit Availability Project Reference: Liberty Chase - HUC 0004 This letter is to ;onfirm the availability of 1.33 lbryr aulbori7cd nutrient credits ("Nutrient Credits") from Old Dominion Natural Resources, LLC's upcoming [pending or approved] Potomac nutrient bank facility for use by permit applicants within the Potomac w^atershcd, to include the subj ml property HUCt102070004, to compensate t"or nutricm loadings in excess of state or local regulations, as per Virginia Code i 52.1-44.15:35 and § 621-44.19:14 and Virginia Administrative Code 9 VAC 25-820-10 cl seq. Thcw Nutrient Crcdils arc gcncmtcd and managed under the terms of tlx: Banking Instruments known as the Cross Junction Nutrient Reduction Implementation Plan ("NIRP"). P [case feel fire :o contact me if you havc any questions. Sincerely, Jeremy N. Tweedie ���OLD DOMINION NATURAL RESOURCES. LLC w�ww.odnrva.eotn 1540-974-0343 1 odnr(a;wmcast.net s Dimon er manag.men as lty. a majority o e ons roc ton is a wi in s u y porn a proposes Dimon .r eve ape management pond is located in the drainage area to study point #1. Tie on-site stormwater management facility will control approxi mately 1.75 acres of drainage with 0.36 acresundetained. RUDeveloped The volume of runoff from the Slte In the developed Condition. 3. Water Quality Control (BMP) QPre-Developed The peak flow rate of runoff from the site in the pre -developed condition RVPre-Developed The volume of runoff from the site in the pre -developed condition. The Virginia Runoff Reduction Method for New Development Worksheat v3.0-2011 Standards and Specifications was used to verity compliance of the water quality control requirements. The required phosphorus reduction for the site is 1.33lbs.fyr. Waterquality wrest The peak flow rate of runoff from the site in a forested condition. DEQ Virginia Runoff Reduction Method New Development compliance Spreadsheet -Version 3.0 credits will be purchased for the 1.33 Ihs.lyr. required by the VRRM spreadsheet So comply wHh water quality {BMP} requirements. RVForest The volume of runoff from the site in a forested Condition. BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary 4. Water Quantity Control {SWM} Site Area 1.97 AC (*none 7 offsite area included in runoff volumes to determine The proposed stormwater management pond is proposed to satisfy water quantity requirements of channel and Hood protection. I. F. 0.8 allowable release at study paint) �otal Rainfall = 43 inches 5.1 Channel Protection RVDeveloped 8,146 Cf Convert to acre-feet 0.1$7 af* Site Land Cover Summary To meet channel p'oteclion requirements a stormwater management germ is proposed and theiEnergy Balance Equation, from 9VAC25.870.66-B-3, was used to evaluate the study point. The proposed 1YR 24 HR storm event was reduced to the required QPre-Developed 1.94 Cf S maximum peak flow rate determined by the Energy Balance Equation for Study Paint 1. RVPre-Developed 6,621 cf convert to acre-feet 0.152 af* 1YR Storm Event CIForest cf S DA Required Peak Flow Post -development Peak Flow )Forest Update Surnlmory Sheet Pint Preview Print Study Point#1 1.26cts 0.98cts RVForest 3,093 cf convert to acre-feet 0.071 af* 1.97 100 5.2 Flood Protection Site Tv and Land Cover Nutrient Loads To meet flood protection requirements of 9VAC25-870-66-C-2-b the post -development peak flow rate for the 10YR 24HR storm event Allowableea k flow rate with I. F. was reduced to below predevelopment peak flaw rates and no additional downstream analysis is necessary for Study Poirts 1. See p summary table below. Additionally the 10DYR 24HR storm was analyzed to address the downstream localized flooding, which t•��� C= I F * r * RV RV resulted in a red uchon to peal flow. `-<develaped � • `-Developed-Devela ed Pre-Develapedll Developed QDeveloped 1.26 CfS 10YR Storm Event Site Rv 0.48 A soils B soils C Soils D Soils Totals % of Total Forest/Open {acres} - 0-00 0.00 0.00 0.00 0.00 0 Managed Turf [acres} 0.00 0.00 1.28 0.00 1.28 65 Impervious Cover (acres) 0.00 0.00 0.69 0.00 0.69 35 Study Point#1 1.26cts 0.98cts RVForest 3,093 cf convert to acre-feet 0.071 af* 1.97 100 5.2 Flood Protection Site Tv and Land Cover Nutrient Loads To meet flood protection requirements of 9VAC25-870-66-C-2-b the post -development peak flow rate for the 10YR 24HR storm event Allowableea k flow rate with I. F. was reduced to below predevelopment peak flaw rates and no additional downstream analysis is necessary for Study Poirts 1. See p summary table below. Additionally the 10DYR 24HR storm was analyzed to address the downstream localized flooding, which t•��� C= I F * r * RV RV resulted in a red uchon to peal flow. `-<develaped � • `-Developed-Devela ed Pre-Develapedll Developed QDeveloped 1.26 CfS 10YR Storm Event Site Rv 0.48 Treatment Volume ft' 3,102 TP Load {Ibjyr] 2.L4 TN Load (Ib/yr] 1529 DA Pre -development Peak Flow Past -development Peak Flow Study Point 41 6.26 cis 3.79 cls Allowable pea k flow rate with Forest Total TP Load Reduction Required (Ih/yr) T 1.33 100YR Storm Evert - * RVForest) 1 RV DA Pre-develagrnentPeak Flow Post-developmert Peak Flow t� eveloped "= Aorest Forest Developed Study Point #1 12.92 cfs r� 11.60 cfs Site Compliance Summary `)Developed 0.45 cfs 5. summary Under no condition shall Qdeve Ioped be greater than OtPre-Developed nor shall The water quality requirements will be met by purchasing water quality credits. An affidavit of credit of sale for 1.33 poundsof Qdeveloped be required to be less than that calculated with the Forest equation. phosphorus from o rte of the DEQ approved nutrient bank facilities for Frederick County within the Potomac watershed will be provided 9VAC25-870-66.B3 to both DEQ and Frederick County prior to issuance of a land disturbance permit. The storm water requirements {channel and flood protection} were met by a proposed stormwater management pond for study point #1. Use Qdeve to ped 1.26 Cf S Ok The VA Runoff Reduction Method (VRRM) (NewDevelopment) was used to verify BMP requirements were met. HydroCA3 software as required release rate version 10 build 15 was used to route the stormwater management pond to verify SWM requirements were met. Actual release rate 0 98 cfs Channel Protection Re uirement Met The design engineer shall be required to certify that the stormwater management facilities have been constructed in accoMance with q the approved plan. ONOITUDINAL SLOPE VARIES 2' 1` 1' 6„ SLOPE 'J� SLOPES U" 4r_ 6" AGGREGATE BASE TYPE I - 21 B TYPICAL CONCRETE TRICKLE DITCH DETAIL NOT TO SCALE 8'I ORIFICE Wl DEBRIS CAGE INV'=763.50 WEIR = 8' LENGTH ELEV=767.20 M SeOR J F BOTTOM ELEV=763.50 3.0' - - -111 I.II III III- = 1.5' LENGTH, 1.0' DEEP �00YR WSi 765-95 AGROUND SURFACE S� � COMPACTED SUBGRADE STORMWATER MANAGEMENT BERM - PROFILE NTS EXTEND CONC. WALL 3 FT INTO EARTH BANK Total Run-off Volume Reduction (ft') 0 Total TP Load Reduction Achieved (Ib/yr] 0.00 Total TN Load Reduction Achieved (lb/yr] 0.00 Remaining Post Development TP Load 2,14 (Ib/yr] Remaining TP Load Reduction (Ib/yr} Required 1.33 WATER QUALITY COMPLIANCE NOTE: IN ACCORDANCE WITH THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATIONS {9VAC25-37i3}, CALCULATIONS AND ANALYSIS OF THE SITE UTILIZING THE VIRGINIA RUNOFF REDUCTION METHOD SPREADSHEET FOR NEIN DEVELOPMENT HAS RESULTED IN THE REQUIRED REDUCTION TO ACHIEVE COMPLIANCE OF REMOVAL OF 133 lb/yr. THE PROJECT DISTURBED AREA IS LESS THAN 5 ACRES AND LESS THAN 10 Ib/yr POST CONSTRUCTION LOAD TO THE WATERSHED, THEREFORE THIS PROJECT PROPOSED TO PROVIDE OFFSET OPTIONS FOR ITS CONSTRUCTION ACTIVITY. IN ACCORDANCE AND AS PER VIRGINIA CODE § 62.1-44,15:35 AND § 62.1-44,19:14 AND VIRGINIA ADMINISTRATIVE CODE 9 VAC 25-820-10 ET SEQ, SUBJECT PROJECT WILL PROVIDE CERTIFICATION TO BOTH DEQ AND FREDERICK COUNTY PRIOR IS ISSUANCE OF LAND DISTURBANCE A AFFIDAVIT OF CREDIT SALE FOR 1.33 POUNDS OF PHOSPHORUS FROM ONE OF DEQ APPROVED NUTRIENT BANK FACILITIES FOR FREDERICK COUNTY WITHIN THE POTOMAC WATERSHED. BMP DEBRIS CAGE WI 8" PVC & 8" ORIFICE " 2'7{2'x6" CONCRETE SLAB SPLASH BLACK C-350 PERM. EROSION MATTING BY o NORTH AMERICAN GREEN (OR APPROVED a c") EQUAL). INSTALL 10' PAST SPLASH BLOCK foo FOR LENGTH OF WEIR. fig000 Z.0' oS. 2'X2'X6" CONCRETE Si FOR BMP ORIFICE GRATE XV 1" DIA. STEEL ROD DOWEL @ 4" O.C. NOTES CONNECTING THE WALL AND SLAB COMPACTED SUBGRADE 1. SEE STRUCTURAL PLANS FOR STRUCTURAL DETAILS ON (BOTH PADS) WEIR WALL. WEIR WALL TO BE SIMILAR TO MODIFIED VDOT ENDWALL DETAIL (EW -1). 2. ALL CONCRETE TO BE CLASS A3. FOR COMPLETE INFORMATION SEE VDOT ROAD AND BRIDGE STANDARDS, VOLUME ONE, 2001, 3. REMOVE TOPSOIL IN WEIR/BERM AREA PRIOR TD INITIATING BACKFILL, COMPACTION AND CONSTRUCTION. STORMWATER MANAGEMENT BERM - TYPICAL SECTION NTS n 1 Rev. No. I Date H 0j TUNG ADHYKUSUMA5 11c. No. 26715 �Io�A1� DATE: 2-15-2019 SCALE: 1" = 50' DESIGNED BY: JNT FILE NO. 4634T SHEET $ OF 14 tJ� V O �I H F� J � C-1 E Q �D Q F-,0 0 4.1 1 Rev. No. I Date H 0j TUNG ADHYKUSUMA5 11c. No. 26715 �Io�A1� DATE: 2-15-2019 SCALE: 1" = 50' DESIGNED BY: JNT FILE NO. 4634T SHEET $ OF 14 tJ� V HY-8 Culvert Analysis Report Water Surface Profile Plot for Culvert: Culvert 1 Crossing Discharge Data Crossing Crossing 1, D�essi i$scharge - 1.0 cfs Discharge Selection Method: Specify Minimum, Design, and Maximum Flow 768.5 Minimum Flow: 0.7 cfs 7680- Design 680Design Flow: 0.98 cfs Maximum Flow: 1.39 cfs 767-6 0 767.0 Table 1 - Summary of Culvert Flows at Crossing: Crossing 1 +- - w 166 -5 - Headwater Elevation (ft) Total Discharge (cfs} Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 766.52 0.70 0.70 0.00 1 766.55 01.77 0.77 0.00 1 766.58 0.84 0.84 0.00 1 766.60 0.91 0.91 0.00 1 766.63 0.98 0.98 0.00 1 766.63 0.98 0.98 0.00 1 766.68 1.11 1.11 0.00 1 766.70 1.18 1.18 0.00 1 766.73 1.25 1.25 1 0.00 1 766.75 1.32 1.32 0.00 1 766.78 1.39 1.39 0.00 1 768.50 4.06 4.06 0.00 Overtopping 76fiA 765.5 < 0 50 100 150 Station (ft) Total Culvert Cliseharg Discharg e (cfs) a (cfs) Site Data - Culvert 1 Rating Curve Plot for Crossing: Crossing 1 Total Rating Curve Site Data Option: Culvert Invert Data crossarg Crossing 3 Inlet Station: 0.00 ft 768.5 Inlet Elevation: 766.00 ft Outlet Vebcaty (itis) Outlet Station: 130.00 ft 0 768.0 Outlet Elevation: 765.35 ft 766.52 Number of Barrels: 1 W 6 767.5- 1-S2n 16 Culvert Data Summary - Culvert 1 767.0 Barrel Shape: Circular 2.922 Barrel Diameter: 1.00 ft 766.5 -Barrel Material: Smooth HDPE 1,0 1.5 2.0 2.5 3.0 3-5 4.0 Embedment: 0.00 in Total Discharge (cfs) Barrel Manning's n: 0.0120 0.353 Culvert Type: Straight 0.353 Table 2 - Culvert Summary Table: Culvert 1 Inlet Configuration: Thin Edge Projecting Total Culvert Cliseharg Discharg e (cfs) a (cfs) Headwat er Elevatio n ft Inlet Control Depth ft Outlet Control C�epth it Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth 00 Tallwate r Depth {ft) Outlet Vebcaty (itis) Tailwate r Velocity ftls 0.70 0.70 766.52 0.520 0.0' 1-S2n 0.335 0.343 0.336 0.161 2.922 2.168 0.77 0.77 756.55 0.548 0.0' 1S2n 0.353 0.362 0.353 0.171 3.007 2.244 0.84 1 0.84 766.58 0.575 0.0' 1S2n 0.370 0.380 0.370 0.181 3.072 2.315 0.91 0.91 766.60 0.6132 0.0' 1-S2n 0.386 0.397 0.386 0.190 3.133 2.382 0.98 0.98 766.63 0.628 0.0' 1S2n 0.402 0.413 0.402 0.200 3.200 2A45 0.98 0.98 766.63 0.630 0.0' 1-S2n 0.403 0.414 0.403 0.200 1203 2.449 1.11 1.11 766.68 0.680 0.0' 1S2n 0.433 0.444 0.433 0.217 3.312 2.562 1.18 1.18 766.70 0.705 0.0' 1S2n 0.448 0.459 0.448 0.226 3.360 2.617 1.25 1.25 766.73 0.730 0.033 1-S2n 0.463 0.472 0.463 0.234 3.407 2.671 1.32 1.32 766.75 0.755 0.071 1-S2n 0.477 0.486 0.477 0.243 3.455 2.721 1.39 1.39 J 766.78 0.779 0.109 i iS2n 0.492 0.499 0-492 0.251 3.497 1 2.770 Full Flow Headwater elevation is below inlet invert. !ii fi!!!!!M!!!!!!!!!!!!!!!!!S...... W6trlfl3!!M!f!!Yf!!f!!4!!!WMiNlf!!llMi Straight Culvert Inlet Depression: None Table 3 - Downstream Channel Rating Curve (Crossing: Crossing 1) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (fUs) Shear (psf) Froude Number 0.70 765.51 0.16 2.17 0.05 0.95 0.77 765.52 0.17 2.24 0.05 0.96 0.84 765.53 0.18 2.31 0.06 0.96 0.91 765.54 0.19 2.38 0.06 0.96 0.98 765.55 0.20 2.44 0.06 0.96 0.98 765.55 0.20 2.45 0.001 0.96 1.11 765.57 0.22 2.56 0.07 0.97 1.18 765.58 0.23 2.62 0.07 0.97 1.25 765.58 0.23 2.67 0.07 0.97 1.32 765.59 0.24 2.72 0.08 0.97 1.39 765.60 0.25 2.77 0.08 0.97 Inlet Elevation (invert): 766.00 ft, outlet Elevation (invert): 765.35 ft Culvert Length: 130.00 ft, culvert slope: 0.0050 Tailwater Channel Data - Crossing 1 •-ri•••--d,!•••,•••.•,••••---•=y�.•--"•�..•••!,••s••--- Tailwater Channel Option: Rectangular Channel Bottom Width: 2.00 ft Culvert Performance Curve Plot: Culvert 1 Channel Slope: 0.0050 Channel Manning's n: 0.0130 Performance Curve Channel Invert Elevation: 765.35 ft CutraY CUI%. t 1 FC Inlet Control Elev Outlet C®alElev Roadway Data for Crossing: Crossing 1 765.5 Roadway Profile Shape: Constant Roadway Elevation v76&0 Crest Length: 20.00 ft Crest Elevation: 768.50 ft 767-5 Roadway Surface: Paved 767.0 Roadway Top Width: 100.00 ft T_ 766.5 f, 766.0 1.0 1.5 2.0 2.5 3.0 3.5 4.0 Total Discharge (cfs) Hydraulic Analysis Report Project Data Project Title: 4634T Designer: Project Date: Friday, June 01, 2018 Project Units: U.S. Customary Units Notes: Channel Analysis: Channel #2 (Combined Flow) 10YR Notes: Concrete Ditch in Pond Input Parameters Channel Type: Trapezoidal Side Slope 1 (21): 3,0000 ft/ft Side Slope 2 (22): 3.0000 ft/ft Channel Width: 2.0000 ft Longitudinal Slope: 0.0060 fUft Manning's n: 0.0130 Flow: 4.5500 cfs Result Parameters Depth: 0.3856 ft Area of Flow: 1.2174 ft12 Wetted Perimeter: 4.4390 ft Hydraulic Radius: 0.2743 ft Average Velocity: 3.7374 ft/s Top Width: 4.3138 ft Froude Number: 1.2398 Critical Depth: 0.4349 ft Critical Velocity: 3.1661 fUs Critical Slope: 0.0038 ft/ft Critical Top Width: 4.61 ft Calculated Max Shear Stress: 0.1444 Ib/ftA2 Calculated Avg Shear Stress: 0.1027 Ib/ftA2 CONCRETE DITCH COMPUTATIONS (POND) Hydraulic Analysis Report Project Data Project Title: 4634T Inlet Comps Designer: Project Date: Friday, June 01, 2018 Project Units: U.S. Customary Units Notes: Curb and Gutter Analysis: Inlet Comp Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0150 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Uniform Gutter Geometry Manning's n: 0.0130 Gutter Width: 2.0000 ft Design Flow: 2.5800 cfs Gutter Result Parameters Width of Spread: 8.8177 ft Gutter Depression: 0.0000 in Area of Flow: 0.7775 ft"2 Eo (Gutter Flow to Total Flow): 0.4968 Gutter Depth at Curb: 2.1162 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Curb Opening Length of Inlet: 6.0000 ft Curb opening height: 5.5000 in Local Depression: 2.0000 in Inlet Result Parameters Perimeter: 9.6000 ft Effective Perimeter: 9.6000 ft Area: 3.7500 ftA2 Effective Area: 3.7500 ftA2 Depth at curb face (upstream of local depression): 0.2390 ft Computed Width of Spread at Sag: 11.9504 ft Flow type: Weir Flow Efficiency: 1.0000 INLET COMPUTATIONS MODIFIED DI -313 ILOCATION: Channel #1 1 pendix 78-4 RIPRAP DESIGN WORK SHEET FOR STANDARD VDOT RIPRAP SIZES ONLY CHANNEL DATA Q= 2.58 cfs S= 0.029 ft/ft d= 0.223 ft A= 0.99 sqft DETERMINE RIPRAP SIZE Convert Side Slope to Side Slope Angle Kl = [1-(sin20/sin2 6)10.5 P= R=A/P= V= Side Slope= B= K1= For Specific Gravity = 2.65 and Stability Factor = 1.2 D5o = (0.001 x V�)/(do.sxKl1s) D5o Computed= 4.996 ft 0.2 ft 2.61 fps 2 :1 42 ° 26.57 ° n_74 0.06 ft Note: All VDOT standard riprap (Class Al through Type 11) is assumed to have a � of approximately 42° and a Specific Gravity of 2.65. Therefore, the Computed D50 should be adjusted by the Stability Correction Factor (CSF) (if any) to derive a Final DSO. The VDOT standard class of rinran with the next higher Ds„ should be specified. Correction Factor For StaOility Factor (SF) other than 1.2 (Default=1.0) From Appendix 7D-5 select SF SF= 1.2 CSF = (SF/1.2)15 CSF = 1 Final DSO=CSF x Computed D50 = 0.06 ft RIPRAP RECOMMENDATION: VDOT (Class) (Type) Class Al Thickness (T) = (2 x D50 MSD) T= 22 inches source: VDOT RIP -RAP COMPUTATIONS @ MODIFIED DI -313 10 0 10 20 SCALE: 1 " = 10' a'n E 10 a N C; N U J -s t3 ' G7 E 2�a7'�N � 7 Ln ss c � m a 0 a L 0 J T TF W W ZW W c7 C W r, a N Rev. No. I Date TH%Tl U ' � - TUNG NRa ADHIKUSUMA ' Lic. No. 26715 DATE: 2-15-2019 SCALE: AS AHOWN DESIGNED BY: JNT FILE NO. 4634T SHEET 9 OF 44 GENERAL CONDITIONS STANDARDS SCOPE OF WORK A. PLANTS WILL BE IN ACCORDANCE WITH THE CURRENT ANLA'S STANDARDS AND CONFORM IN OHO OHO I HO N In c THE LANDSCAPE CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR AND EQUIPMENT TO GENERAL TO REPRESENTATIVE SPECIES. � nHO nH0 00 Dfl � E COMPLETE ALL LANDSCAPE WORK AS SHOWN ON THE PLANS AND SPECIFICATIONS. B. BALLED AND BURLAPPED (B&B) ®Q ��� _ ��_ `( OHO nHO OHO '`-'� _ _ "` O� r. N N V 10 �04 Lo � NOTE: IF CONTRACTOR BIDS ACCORDING TO THE PLANT LIST, HE/SHE SHOULD THOROUGHLY 1. BALLED AND BURLAPPED PLANTS SHALL BE DUG WITH FIRM ROOT BALLS FREE OF � ® =c �� J - N C3 \ �� \ �, _ _ -T-- �O N >+ 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 NOXIOUS WEEDS. THERE SHOULD BE NO EXCESS SOIL ON TOP OF THE ROOTBALL OR AROUND THE TRUNK ; ` A-0 /\O® \ W > ^ 2. BALL SIZES SHALL BE IN ACCORDANCE WITH ANLA STANDARDS. ,���- ® 4Id9i 1D A >=..CDrTHE w; 6 0 LIST ON THE PLANS, THE DRAWING TAKES PRECEDENCE. • S v a' 3. CALIPER AND HEIGHT MEASUREMENT: IN SIZE GRADING B&B SINGLE TRUNK TREES, ®O \ ® ® ayi 0 k � 3 CALIPER SHALL TAKE PRECEDENCE OVER HEIGHT. CALIPER OF THE TRUNK SHALL BE ®0 \ �® LL STANDARDS TAKEN 6" ABOVE GROUND LEVEL (UP TO AND INCLUDING 4" CALIPER SIZE) AND 12" \ ®00 ~ ALL PLANT MATERIAL WILL CONFORM TO THE CURRENT ISSUE OF THE AMERICAN STANDARD ABOVE THE GROUND LEVEL FOR LARGER TREES. FOR MULTIPLE -TRUNK TREES, HEIGHT MEASUREMENT SHALL TAKE PRECEDENCE OVER CALIPER. \ \ O® ® �® FOR NURSERY STOCK PUBLISHED BY THE AMERICAN NURSERY & LANDSCAPE ASSOCIATION MATERIAL MUST BE SELECTED FROM NURSERIES THAT HAVE BEEN INSPECTED C. CONTAINER GROWN STOCK *0 ` (ANLA).PLANT AND CERTIFIED BY STATE PLANT INSPECTORS.COLLECTED MATERIAL MAY BE USED ONLY - 1. THE SIZE OF CONTAINER -GROWN SHRUBS IS MEASURED BY HEIGHT AND WIDTH OF THE 0*1 ' WHEN APPROVED BY OWNER'S REPRESENTATIVE. NOM ENCLATURE WILL BE IN ACCORDANCE PLANT. CONTAINER -GROWN TREES ARE MEASURED BY THE SAME STANDARDS LISTED IN ® SGT o c7% \ B.3. ABOVE. THE ROOT SYSTEM OF CONTAINER PLANTS SHALL BE WELL 69 WITH HORTUS III BY L.H. BAILEY. -GROWN DEVELOPED AND WELL DISTRIBUTED THROUGH OUT THE CONTAINER. o� t� A00 ���`� �� 3 -SB �® SUBSTITUTIONS: PRE-BID 2. ALL CONTAINER -GROWN TREES AND SHRUBS THAT HAVE CIRCLING (GIRDLING) AND MATTED ROOTS SHALL BE TREATED IN THE FOLLOWING MANNER PRIOR TO ® ®L °f�� ` ®®O Z IT IS THE LANDSCAPE CONTRACTOR'S RESPONSIBILITY TO MAKE EVERY REASONABLE EFFORT TO FIND THE PLANTS SPECIFIED BY THE LANDSCAPE ARCHITECT. THE LANDSCAPE PLANTING: SEPARATE THE ROOTS BY HAND, UNTANGLING SO CIRCLING ROOTS WILL NOT DAMAGE FUTURE OF THE PLANT. SEE PLANTING PROCEDURES FOR ALL / o ` ;_ J 1 _Py 0® W CONTRACTOR MAY OFFER SUBSTITUTIONS TO THE LANDSCAPE ARCHITECT FOR HIS/HER CONTAINER -GROWN TREES & SHRUBS IN THIS SECTION. \®0 00 Z CONSIDERATION. THE LANDSCAPE CONTRACTOR WILL NOTIFY THE LANDSCAPE ARCHITECT IF 3. ALL CONTAINER -GROWN PLANTS SHOULD BE GROUPED AND WATERED DAILY UNTIL `' r O® w - THERE ARE KNOWN THEY ARE PLANTED IN THE LANDSCAPE, THE SOIL SHALL BE KEPT MOIST WITH THE \ W Z IN DISEASES OR INSECT RESISTANT SPECIES THAT CAN BE SUBSTITUTED FOR A SELECTED EQUIVALENT OF ONE -INCH OF RAINFALL PER WEEK. _ N W(J SITE LIGHT 42 C� ' Uj w PEST -PRONE PLANT. THE CONTRACTOR SHALL SUBMIT A BASE BID AS PER PLAN PLUS PRICE CLARIFICATIONS FOR ALL RECOMMENDED SUBSTITUTIONS. D. PRUNING SHALL BE DONE BEFORE PLANTING OR DURING THE PLANTING OPERATION. PRUNING DETAIL FOR TREES IN THIS SECTION. rL L* J \ QUO 3 -SB \ \� -0 0 W SUBSTITUTIONS: POST -BID E. ALL PLANT MATERIAL IN TRANSIT SHALL BE COVERED TO KEEP MATERIAL �® *0 ] tr 1 -Py ®\ G� oo C,�i6 o 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 FROM DRYING OUT. THE COVERING SHALL COMPLY WITH THE STATE AND LOCAL LAWS PERTAINING TO THE TRANSPORT OF MATERIALS. ®� �\ � T.AL 0(k) \` 09 APPROVED BY THE OWNER'S REPRESENTATIVE. ®0 \ \ v��A, �,�, �� Mal 0 �� ��) �� UTILITIES AND UNDERGROUND FEATURES 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 ®� ® o 2, Cl�_ THAN 24 -HOURS WITHOUT ADEQUATE WATER TO INSURE ROOT SURVIVAL. �0 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 INSPECTION �00 \®®D SHALL BE RESPONSIBLE FOR RELOCATING PLANTS PRIOR TO THE PLANTING PROCESS. ANY A. PLANTS MAY BE SUBJECT TO INSPECTION AND APPROVAL BY THE OWNER OR OWNER'S ® COST DUE TO RELOCATING AFTER PLANTING SHALL BE BORNE BY THE OWNER. IF PLANTS REPRESENTATIVE AT THE PLACE OF GROWTH OR HOLDING YARD FOR CONFORMITY TO I Off®� ARE TO BE INSTALLED IN AREAS THAT SHOW OBVIOUS POOR DRAINAGE, AND THE PLANTS SPECIFICATION REQUIREMENTS AS TO QUALITY, SIZE AND VARIETY. ®0 I O® ARE INAPPROPRIATE FOR THAT CONDITION, THE LANDSCAPE CONTRACTOR SHALL NOTIFY \ WE THE LANDSCAPE ARCHITECT AND OWNER. IF THEY DEEM NECESSARY, THE PLANTS SHALL BE B. PLANTS DAMAGED IN HANDLING OR TRANSPORTATION CAN BE REJECTED BY THE OWNER OR \ J�-- \.� ON RELOCATED, THE CONTRACT SHALL BE ADJUSTED TO ALLOW FOR DRAINAGE CORRECTION OWNER'S REPRESENTATIVE. -J ®®��p� �® AT A NEGOTIATED COST, OR THE PLANT SELECTION MODIFIED BY THE LANDSCAPE \ G \ ARCHITECT TO ACCOMMODATE THE POOR DRAINAGE. C. STATE NURSERY INSPECTION CERTIFICATES SHALL BE FURNISHED TO THE LANDSCAPE \,�� � \ � WARRANTY ARCHITECT UPON REQUEST. PLANTING PROCEDURES FOR ALL CONTAINER TREES & SHRUBS\, I � \ \ 3SB \ 3 -SB V, THE STANDARD WARRANTY IS FOR ONE (1) YEAR PERIOD, EXCLUDING BULBS, SOD AND -GROWN I \ ��� 3SB 3SB �\ 00 \ 3- O 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 A. REMOVE THE PLANT EITHER BY CUTTING OR INVERTING THE CONTAINER. B. FOR UNTREATED PLASTIC CONTAINER -GROWN PLANTS WITH CIRCLING ROOTS, SEPARATE Q D \ \-� I a -Py 1 -Py 1-PY O® REPLACED AT NO CHARGE. A TREE SHALL BE CONSIDERED DEAD WHEN THE MAIN LEADER ROOTS BY HAND AND UNTANGLE ROOTS THE LENGTH OF THE ROOTBALL. 1-PY 4 z HAS DIED BACK, OR 25% OF THE CROWN IS DEAD. REPLACEMENTS SHALL BE MADE DURING ® ®0 \ 9. 1-PY ®���,THE 2TE NEXT PLANTING PERIOD. REPLACEMENTS SHALL BE OF THE SAME TYPE, SIZE AND C. PLANT SHRUB OR TREE A MINIMUM OF % OF THE HEIGHT OF THE ROOTBALL ABOVE EXISTING 1 OHU OHU OHU ,� 0; _- _ ��, h LIGHT v1 Jvl \ 1 v v v E_ 3: QUALITY AS ORIGINAL SPECIES UNLESS OTHERWISE NEGOTIATED. GRADE. 1 �' U <� E D. APPLY A 2 TO 3" THICK LAYER OF APPROVED HARDWOOD MULCH. KEEP MULCH 61, AWAY FROM - THE TRUNK OF ALL TREES AND SHRUBS. DOUBLE CHURCH ROAD E. PLANTS GROWN IN ROOT CONTAINMENT BAGS MUST HAVE BAGS REMOVED DURING THE PLANTING OPERATION. NO ADDITIONAL SLASHING OF THE ROOTBALL IS NECESSARY. - - z E -I Q -- NOTES: :,N= >_ =, _\Ac- _ -w- - -- -�n, N= -�- - - nye- _�n�- _ 1. ALL SEEDED AND SODDED AREAS OF PROJECT WILL BE OF A DROUGHT TOLERANT MIX NOTES: PER PENNINGTON SEED 1) PLANT SYMBOLS SHOWN ON PLANS ARE ILLUSTRATIVE IN SIZE, ACTUAL SIZES OF PLANTS ARE FOUND WITHIN PLANT LIST. 30 15 0 30 60 O �- COMPANY. 2) ALL PLANTING SHALL CONFORM WITH SEC 165-203.01 B OF THE FREDERICK COUNTY ZONING ORDINANCE LO W �,7 2. ALL STREET, INTERIOR AND PERIMETER TREES WILL HAVE A MULCH BED CUT UNDER THE TREE EQUAL TO 6' RADIUS (PLANT SELECTION, PLANTING PROCEDURE, AND MAINTENANCE). SITE LIGHT #1 SCALE: 1'I = 30'1 SITE LIGHT #2 SITE LIGHT #2 E-° E - aj TREE TRUNK. 3) ANY PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE FREDERICK COUNTY PLANNING DEPARTMENT. --tl U� O 4) NO TREES OR SHRUBS SHOULD BE PLACED ON FCSA EASEMENTS (SHRUBS ONLY WOULD BE ALLOWED WHEN SHIELDING HEADLIGHT TYPICAL 4 PALE T� Lo CATEGORY "A" FULL SCREEN BUFFER CATEGORY "B" LANDSCAPE SCREEN BUFFER GLARE PER COUNTY ORDINANCE REQUIREMENTS SEC. 165-203.02) 0 165-203.02.C.(1) 165-203.02.C.(1) 5. ALL LANDSCAPING SHALL IN GENERAL CONFORMANCE WITH FREDERICK COUNTY ZONING ORDINANCE SEC 165-203.01 LANDSCAPING REQUIREMENTS AND 165-203.02 �0 __- BUFFER AND SCREENING REQUIREMENTS. 6. ALL SITE LIGHTING SHALL CONFORM TO SECTION 165.201.07 OF THE FREDERICK COUNTY ZONING ORDINANCE AND WILL BE DOWNCAST AND FULL CUTOFF. I W ~ �_ 10' 20' q s tett' ` ■i �� 1 O ACCESSORY USE DEVELOPMENT AREA ACTIVE ACCESSORY USE DEVELOPMENT AREA ACTIVE .�� R.,¢m�e ¢e� 15' iD I C V ♦l � W 25' 15' -0 �i _0 0 INACTIVE P/L 10' 10' 10' 6' OPAQUE 50' �0 30' INACTIVE P/L 10 10' 10' r;rtwc F:,n." 1 , „1-, Typgml IS' 1" SR. X 0,254' u r,`A" ALuwi�I ' -I W OPAQUE SCREEN OR BERM w v x 4r f s D,y� ue %s, aReessME THROUGH SCREEN OR BERM ADJACENT RESIDENTIAL USE FULL SCREEN W/ 6' OPAQUE ELEMENT LANDSCAPE SCREEN ADJACENT RESIDENTIAL USE ELEMENT ONLY 4.,e � 4., I '' '�' HAND KILE� ' EVERGREEN TREE/SHRUB 3 TREES / 10 LF EVERGREEN TREE/SHRUB 3 TREES/ 10 LF O.l LEU ¢nd GLi.194ED gn; 4slra:a^ GL zLEC L"gn: 4st nkGpn YSO/E' 1/3 EVERGREEN 1/3 EVERGREEN �•+-'�.,"�e DECIDUOUS TREE 1/3 DECIDUOUS DECIDUOUS TREE 1/3 DECIDUOUS GTEs. A semales rst" nCb 0c. c% ¢ 4p npc c Spec fy pppropr pie arm 9sem61y OL10." f¢. a rwtcl'cto 04s 1LE0 U9ht Ek L n.h- 0-3.2LED Uhl Osh.n l;on NOTfS: N.T.S. 1/3 SHRUB 1/3 SHRUB N.T.S. Lnnl Ca be c¢naected 1 +,, _> 8 40v or 271. rr '-sim�l ns0.¢115 ¢f OLI ILED v � sta:IrC pr pr to JOY 2V1I. uY +SSEd9LY. GLI 1L 1 1 L✓.jnl can be --ted 12N. 209v. 240,, ar 277v 2 Specify pssnn6% "CL9 r8E4' ra. [g' fbergrass pule. y ��- If to LLATERLAL @ MATERIAL iY RS ,L -TERLAL 10 WI GTY n1y C't . f_E1A _ 19005444 'A, <DW LEO. 5640 L i. 55CC+(, 4rk S 4,,;� I ✓ 59045041 e0•k . Li9111. C.I. - o L C, 5500 L¢me++. 46 wou. " •p 39GU5�a6 }OO.t. RS Oork 3 C mpr¢nt Gght, C 1¢r a LEC. 7344 Lu+rlen, 73 Wall, .3 , LED. 5940 L men. 500015.. 4e Sk C .. r•on, I ! u1 39005070 L 1. 7 ,IFD. 5 - L KSIIDv DaN S. r �.�NI., I _ p 990452[7 dQGOM, R}. 4arx Sk ene, • s - Cpti,o Phcto - J 9 51504721 Lpnp Lfe. 1I4v-277. s lj DO NOT PRUNE TERMINAL ¢.31CN P•a.c .REA LIGH" , �al..Mv r".. -..: 9a aro- v. a ws°r"+V A' B:ESr..x P,IMuif4: .• c.-1 9:1 Ir ..cor.o../>>b+•.-ta COL6h'+IAL C6GIi'fINC - LEO wM v tnn. maseMo--.a .+•wee w oc - ws Cw l stv. I- \. PRUNE DOMINANT LEADERS LEADER OR BRANCH TIPS w.+mNy ;ry1WN. ...«. a,�. +.�. »�. >n Pus REF. OUT4G0R LIGHTING RIC Pus Px: _._ - , •�. PRUNE RUBBING OR I^ CROSSING BRANCHES DO NOT STAKE OR WRAP MINIMUM REQUIREMENTS LANDSCAPE PLANT SCHEDULE TRUNK UNLESS NECESSARY PRUNE NARROW CROTCH ANGLES AND WATER SPROUTS IN ACCORDANCE WITH FREDERICK COUNTY ZONING ORDINANCE 165-203.01 LANDSCAPING REQUIREMENTS, KEY BOTANICAL NAME COMMON NAME SIZE (HEIGHT) QUANTITY REMARKS REMOVE TAGS AND LABELS THIS DEVELOPMENT SHALL CONFORM TO ACHIEVE THE REQUIRED LANDSCAPING UTILIZING ORNAMENTAL Rev. No. Date LANDSCAPING IN ACCORDANCE WITH 165-201.01.A(2)(a) AS FOLLOWINGS: CO Chamaecyparis obtusa Hinoki False Cypress 4-5'ht, 10# 63 BUFFER i TREE CHAIN OR TIE CUT AWAY ALL BALLING ROPES Q� PRUNE BROKEN BRANCHES ORNAMENTAL LANDSCAPING: 17 UNITS TOP of BALL IS To BE 2" 2 TREE PER 5 UNITS I = 3.4x2 = 7 TREES REQUIRED CM Cornus mas Cornelian Cherry 4-5' ht. 15 BUFFER Dogwood EXISTING GRADE PRUNE SUCKERS TOTAL TREES PROVIDED = 7 �yii RUBBER HOSE REMOVE TOP OF WIRE BASKET 2"-3" MULCH KEPT 6 SHRUBS PER 5 UNITS, 17 - 3.4x6 = 21 SHRUBS REQUIRED 5 J$ Juniperus scopulorum Blue Heaven BUFFER 4-5'ht, 10# 14 )rte OPTIONAL WITH TIE AWAY FROM TRUNK TOTAL SHRUBS PROVIDED =21 'Blue Heaven' Juniper � SOIL WELL TO CONTAIN WATER I 1=1 I ::-`;: RESIDENTIAL SEPARATION BUFFERS: Picea sp. '1'UNG NII+B ADHUWSUMA,' UPRIGHT STAKES -IN SEVERE WIDEN AND SCORE =1 1-111 > ::. _ _ _ _= UNAMENDED BACKFILL SOIL WIND CONDITIONS -EXTENDED TO HOLE WALLS =III= I=III-'"_ I=III=III=� FIRM BEARING SOIL - EAST PROPERTY LINES (290') - - PS Spruce 2" cal. B&B 16 BUFFER ,b + Lit. No. 36715 =III -1.I I I I I I I.I. I III I I I I,III 1 WATER TO SETTLE SOIL 4I=III=III=i-i.i= 290/10 = 29USE 29 29x3 TREES PER 10 LF - 87 TREES REQUIRED - - - - - III=III=III=1 I-"- =; =III=III=III=I '- I I I I 1=1 II- I" - - REMOVE CONTAINER AND=III=III=III=III=III=III= =1 I AREA FOR WATER DRAINAGE CUT CIRCLING ROOTS IF 1/3 SHALL BE DECIDUOUS, 1/3 EVERGREEN, 1/3 SHRUB = 29 DECIDUOUS REQUIRED, 58 EVERGREEN REQUIRED TO Thu'a occidentalis Emerald Green 4-5'ht, 10# 125 BUFFER 'Emerald' Arborvitae Sl) L I_I I II „•I _' _ _ I -III- `I I II I T CONTAINER -GROWN OR AS LEAVE SOLID SOIL PEDESTAL Do NOT MUCH BURLAP AS POSSIBLE DIG DEEPER THAN BALL DEPTH = 29 DECIDUOUS PROVIDED, 58 EVERGREEN PROVIDED I I =III -III -III -_- UPRIGHT STAKES PY Prunus yedoensis Yoshino 2" cal. B&B 7 TREES -III =1 I -I -I -I I III=III EXTENDED TO FIRM WEST PROPERTY LINES (170') Flowering Cher DATE: 2-15-2019 - -_ _ II I II II II I II BEARING SOIL 2X -3X BALL DIA. 290/10 = 29 USE 29 29x3 TREES PER 10 LF = 87 TREES REQUIRED I II II I II I I_III PLACE STAKES PARALLEL 1/3 SHALL BE DECIDUOUS, 1/3 EVERGREEN, 1/3 SHRUB TOTAL 239 TO WALKS AND BUILDINGS TREE PLANTING DETAIL = 29 DECIDUOUS REQUIRED, 58 EVERGREEN REQUIRED SCALE: 1" = 30' DIG HOLE 2X -3X ROOT BALL WIDTH = 29 DECIDUOUS PROVIDED, 58 EVERGREEN PROVIDED Spirea bumalda TREES <4" CAL. SCALE: NOT TO SCALE SB Anthony Waterer #3 container 21 SHRUBS 'Anthony Waterer' TREE PLANTING - VERTICAL STAKES OPEN SPACE CALCULATION: Spirea DESIGNED BY: JNT REQUIRED OPEN SPACE 30% TREES <4" CAL. SCALE: NOT TO SCALE 1.9718 ACRES x.3 = 0.59 ACRES REQUIRED TOTAL 20 FILE NO. 4634T 1.28 ACRES OR 0.64% PROVIDED > OPEN SPACE REQ. MET (REFER TO SHEET 8 FOR MANAGED TURF AREA DELINEATIONS) SHEET 10 OF 14 15-19 J-� I \ \ ` — »o ED \ \ ' I EX. SHED 9 '`\ 770 � E ED I EX. HOUSE I %7 7 I FL I \ \ \ `N/ r- T \ \ �_y � C: U) 30 15 0 30 60 11111111 SCALE: 1" = 30' �� ILL & OVE PER P-2 DE� IL I �C4 IV, C4 LO Q 00 d N 00 O C N N C1 J •M c0 LO C O 0) d �O N >+> U) O C c L m = Lo y Amo a� LO v ami LL 3 I( ``` `EX. TRAILED ~ � W Wz /W/ ce W IRF LOIr I IRs --------- DOUBLE CHURCHRP -------- -- VA RT 641 � 30' PRESCRIPTIVE RIGHT-OF-WAY \ t 470' TO BUCKINGHAM DR. 1375' TO FAIRFAX PIKE RTE 277 — 35 MPH POSTED SPEED LIMIT —w — _ —A� —w _ — --W— _w---k--w— — w --w — —W— w w— — L — — v=b = — IIIc= �.——w---ll_ _ —It_ — b� max— =W— — �� —vim �L _ —� _ b = �x — — _ —w— SIL �v— — w— —w— —v��v— w w EX. EP,, — w-- —w EX. EP,— _ aw—Y—w� —w— w�— —w—� `w—+—• yL— — —w— — —w— — —w— 1 PROVED MINOR COL * TAKEN FROM ITE TRIP GENERATION 9TH EDITION 120 ry 100 D' W D Cn III 80 w > in 60 CD Of 40 > n 20 PHV APPROACH TOTAL, VEHICLES PER HOUR FIGURE 3-26 WARRANTS FOR RIGHT -TURN LANE TREATMENT (2 -LANE HIGHWAY AADT (2016)= 2800 trips I Rte 277 to Buckingham Dr 2800 x 11% = 308 PHV 17 Townhomes = 138 VPD x 11%= 15 PHV 507 SOUTH BOUND, AM PHV MAKING RIGHT TURN LANE: 91,5 PHV Conclusion: BASED ON CHART ABOVE: Radius Reauired TRAFFIC ANALYSIS Guidelines and Tables taken from ITE 9th EDITI❑N VDOT AADT (2016) VDOT Road Design Manual, Appendix F VDOT NOTES: *PVMT. DESIGN FOR ENTRANCE IS PRELIMINARY. FINAL PVMT. DESIGN DESIGN TO BE BASED ON FIELD OBTAINED CBR VALUES. CONTRACTOR TO VERIFY FULL DEPTH PAVEMENT ON DOUBLE CHURCH RD. IN PRESENCE OF A VDOT INSPECTOR. THE PVMT. WIDENING SHALL BEGIN AT THAT POINT. UD -4 SHALL BE PLACED UNDERNEATH CURB & GUTTER ALONG PROPERTY FRONTAGE AND DAYLIGHT TO STD. EW -12 TYPICAL SECTION (C&G) DOUBLE CHURCH ROAD ROUTE 641 SQUARE TUBE STEEL SIGN POSTS - Square tube steel sign posts shall be NOTE. CONTRACTOR SHALL COORDINATE WITH VDOT INSPECTOR FOR ANY fabricated from hot rolled. carbon sheet steel, structural steel quality, REQUIRED TRAFFIC CONTROL IN ACCORDANCE TO VIRGINIA WORK conforming to the requirements of ASTM A1011, grade 50 except the yield AREA PROTECTION MANUAL strength after cool forming shall be 60,000 psi minimum. The steel gauge shall TRAFFIC CONTROL DEVICES be 14 gauge for the 2 inch by 2 inch post and 10 gauge for the 2 1/2 inch by 2 *STOP SIGNS SHALL BE 30"X30" R1-1 1/2 inch posts. Posts (inside and outside) shall be galvanized in accordance with the requirements of ASTM A653. Coating Designation G-90. Post shall *STOP BARS SHALL BE 24" WIDE WHITE use an in ground anchor system that provides a stable installation and allows THERMOPLASTIC easy replacement of the sign post into the anchor system after vehicular impact. Post shall conform to the breakaway requirements of AASHTO's Standard Specifications for Structural Supports for Highway Signs, Luminaries, *"DO NOT ENTER" SIGN TO BE R5-1 and Traffic Signals (1994 Edition including revisions). The Contractor shall provide a copy of the FHWA's acceptance letter indicating compliance with *EXACT LOCATION OF STOP SIGNS AND breakaway requirements at the time of catalog submission of the posts. Posts STOP BARS TO BE FIELD CHECKED BY shall have 7116 inch (+/-1/64 inch) openings or knockouts spaced 1 inch on VDOT INSPECTOR DURING INSTALLATION. centers on all four sides. Post shall be installed in accordance with the manufacturer's recommendations. INFORMATION TAKEN FROM: sPee MANUAL ON UNIFORM TRAFFIC CONTROL Not LAW LIMIT DEVICES 2003 EDITION 0 50 ONLY R3 -5R 30"x30" STOP R1-1 NOT LESS THAN 2' — - ---�-- NOT LESS THAN 7' 24x30 30x30 NOTES: -ALL STOP LINES AS SHOWN SHALL BE 24" WIDE WHITE THERMOPLASTIC. STREET LIGHT DESIGN DETAILS SHALL CONFORM TO COMMUNITY DESIGN STANDARDS AND SHALL BE INSTALLED PER COUNTY REQUIREMENTS. *PRELIMINARY PVMT. DESIGN 2" SM -9.5A BASE COUSE 3" BM -25 BASE COURSE 8" SUBBASE VDOT STD. 21 B ARIES RASS ;TRIP 775 2"x2"x0.375" 5, ALUMINUM ANGLE 6061 T6 775 ADA - 4.5'x 10' FIBERGLASS I SEE aNPE'RAL NOTES - PRECAST FOR ADDITIONAL DETAILS, HLI wW Z Ir 2"x2"x0.375" ALUMINUM ANGLE 6061 T6 I � U w PROVIDE EROSION PROTECTION PER PLAN y I'q��7A REINFORCING BARS `S H F !7� ALUMINUM ANGLE 6061 T6 DRHL WRE MESH. a 5 OIMENS04S SHOWN ARE Mf■A6A. ACTUAL DIMENSIONS MAY 770 I VARY WITH MANINACTUAIER. 770 �1►t� O. THIS WT MAY DE USED WITH ALL STANDARD d-3 & 01.4 I CVRD DROP &LETS. `1■dO1/ye11 [ALTA a.1419M I DOWEL HOLES T EACH FACE BLOCK SHALL HAVE 2 OR MORE LOOPS 03 ���— -r��.IG�u�J►1•�ii��Cl�fa►ua.aT�auill��\�Jih71�l��Ji'P/a�aG� 15111:/,101E 765 MOF FOR . ekoulE AETNI., MN 6E VW0 ?OR LIM *0 FOR TlWO ft fHE PDIIXD W PLACE GUTTER SECTOR- FACE BLOCKS ARE TO BE SEALED WITH OF=? OR POLY$1AF1DE SEALER. H STANDARD ST -1 STEPS NOT REQLARED N THIS TOP UNIT. 765 X' 1"Icli 94 . p < L0 E— H �— I 0 E-' 001 0 W _—����� ���I� ■�—i�ll��II�1���J\1��1���7�1�1�J��� —�I M� W 760760 J � s II � J w m QII — U) �rT II I to 10 ■: . n. G>FiY1�ll O 171 O� N> — z_ 11.11����11��I�—II > 755 _ o 755 r�.II II1 M■ N acEM. WIWY/.!• II II I -0+50 0+00 0+50 1+00 1+50 �Aill�_11 ■.Il����u■*� STM 1-2 =�����I H=1 :50 Lo > 780 775 770 765 760 775 1 770 1 765 760 755 1 6" CONCRETE CHANNEL TO CARRY /f ALUMINUM ANGLE G 2LE 60 1 T6 2" LOCALIZED ALUMINUM ANGLE 6061 T6 DEPRESSION tiVq TR�o TIG WELDED 5' CONCRETE SCUPPER R/FS 2"x2"x0.375" WITH 2% SLOPE ALUMINUM ANGLE 6061 T6 2"x2"x0.375" e ALUMINUM ANGLE 6061 T6 4" x:24" S.S. BOLT 8„ 6" CONCCRETE W/ HILTI EPDXYANCHOR.(P.)d 11" CHANNEL TO CARRY e ALUMINUM ANGLE COMBINATION SCUPPER, SIDEWALK & CG -6 ISOMETRIC 2" DETAILS d a 2"x2"x0.3" ALUMINUM ANGLE 6061 76 ;�A NOTES: e �G �\ 1- ALL BOLTS, ETC. SHALL BE 316 STAINLESS STEEL (S.S.). e 4' 2. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 a a 3. EXPANSION JOINT FILLER SHALL BE 1/2" BITUMINOUS TYPE PREFORMED EXPANSION JOINT FILLER, ASTM D-1751 4. GRATING SHALL BE AMERICAN GRATING LLC, ADA PI -1540 (1.5" 40% OPEN, I -BAR, FIBERGLASS REINFORCED PULTRUDED GRATING WITH NON SKID SURFACE AND UV RESISTANT MATERIAL) OR APPROVED EQUAL. COLOR SHALL BE LIGHT GRAY. SUPPORT DETAIL 5. GRATING SHALL BE INSTALLED WITH ELONGATED OPENINGS PLACED PERPENDICULAR TO DIRECTION OF TRAVEL SCUPPER, SCUPPER ANCHOR, AND SCUPPER SUPPORT N.T.S. 2"x2"x0.375" 5, ALUMINUM ANGLE 6061 T6 ADA - 4.5'x 10' FIBERGLASS I SEE aNPE'RAL NOTES - PRECAST FOR ADDITIONAL DETAILS, SIDEWALK GRATE PI -1540 2"x2"x0.375" ALUMINUM ANGLE 6061 T6 �cR95 O S PROVIDE EROSION PROTECTION PER PLAN y I'q��7A REINFORCING BARS `S 2"x2"0.375' !7� ALUMINUM ANGLE 6061 T6 6" CONCRETE CHANNEL TO CARRY /f ALUMINUM ANGLE G 2LE 60 1 T6 2" LOCALIZED ALUMINUM ANGLE 6061 T6 DEPRESSION tiVq TR�o TIG WELDED 5' CONCRETE SCUPPER R/FS 2"x2"x0.375" WITH 2% SLOPE ALUMINUM ANGLE 6061 T6 2"x2"x0.375" e ALUMINUM ANGLE 6061 T6 4" x:24" S.S. BOLT 8„ 6" CONCCRETE W/ HILTI EPDXYANCHOR.(P.)d 11" CHANNEL TO CARRY e ALUMINUM ANGLE COMBINATION SCUPPER, SIDEWALK & CG -6 ISOMETRIC 2" DETAILS d a 2"x2"x0.3" ALUMINUM ANGLE 6061 76 ;�A NOTES: e �G �\ 1- ALL BOLTS, ETC. SHALL BE 316 STAINLESS STEEL (S.S.). e 4' 2. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 a a 3. EXPANSION JOINT FILLER SHALL BE 1/2" BITUMINOUS TYPE PREFORMED EXPANSION JOINT FILLER, ASTM D-1751 4. GRATING SHALL BE AMERICAN GRATING LLC, ADA PI -1540 (1.5" 40% OPEN, I -BAR, FIBERGLASS REINFORCED PULTRUDED GRATING WITH NON SKID SURFACE AND UV RESISTANT MATERIAL) OR APPROVED EQUAL. COLOR SHALL BE LIGHT GRAY. SUPPORT DETAIL 5. GRATING SHALL BE INSTALLED WITH ELONGATED OPENINGS PLACED PERPENDICULAR TO DIRECTION OF TRAVEL SCUPPER, SCUPPER ANCHOR, AND SCUPPER SUPPORT N.T.S. 755 oI0 9+50 10+00 H=1 :50 _ 780 770 775 765 E) 770 760 765 755 760 1750 LO N N II + + i + + o -j + 755 > 745 10+50 11+00 11+50 12+00 12+50 13+00 13+50 9+50 10+00 WATERLINE A H=1 :50 (B r©© NOTES: Cl_,FB DROP INLET THROAT SECTION I SEE aNPE'RAL NOTES - PRECAST FOR ADDITIONAL DETAILS, 2. CONCRETE TO BE 4800 PSIMFM M COMPRESSWE STRENGTH. .:-STANDARD IC -2 FRANC WO COVER S. REWFORONG STEEL H ACCORDANCE InTH ASTM A-615 FOR REINFORCING BARS O !7� 4. REIWORCWG IN ACCORDANCE WON ASTM A-163 FOR WELDED WRE MESH. 5 OIMENS04S SHOWN ARE Mf■A6A. ACTUAL DIMENSIONS MAY VARY WITH MANINACTUAIER. �1►t� O. THIS WT MAY DE USED WITH ALL STANDARD d-3 & 01.4 CVRD DROP &LETS. `1■dO1/ye11 [ALTA a.1419M I DOWEL HOLES T EACH FACE BLOCK SHALL HAVE 2 OR MORE LOOPS 03 ���— -r��.IG�u�J►1•�ii��Cl�fa►ua.aT�auill��\�Jih71�l��Ji'P/a�aG� 15111:/,101E CAST H FACE AS SNOMiN THESE LOOPS MAY MOF FOR . ekoulE AETNI., MN 6E VW0 ?OR LIM *0 FOR TlWO ft fHE PDIIXD W PLACE GUTTER SECTOR- FACE BLOCKS ARE TO BE SEALED WITH OF=? OR POLY$1AF1DE SEALER. H STANDARD ST -1 STEPS NOT REQLARED N THIS TOP UNIT. Lo X' E- < L0 E— H �— I E-' 001 0 W _—����� ���I� ■�—i�ll��II�1���J\1��1���7�1�1�J��� —�I M� W J � s 755 oI0 9+50 10+00 H=1 :50 _ 780 770 775 765 E) 770 760 765 755 760 1750 LO N N II + + i + + o -j + 755 > 745 10+50 11+00 11+50 12+00 12+50 13+00 13+50 9+50 10+00 WATERLINE A H=1 :50 (B 10+50 11+00 11+50 12+00 12+50 13+00 SANITARY SEWER 770 765 r©© NOTES: Cl_,FB DROP INLET THROAT SECTION I SEE aNPE'RAL NOTES - PRECAST FOR ADDITIONAL DETAILS, 2. CONCRETE TO BE 4800 PSIMFM M COMPRESSWE STRENGTH. .:-STANDARD IC -2 FRANC WO COVER S. REWFORONG STEEL H ACCORDANCE InTH ASTM A-615 FOR REINFORCING BARS O -_= 4. REIWORCWG IN ACCORDANCE WON ASTM A-163 FOR WELDED WRE MESH. 5 OIMENS04S SHOWN ARE Mf■A6A. ACTUAL DIMENSIONS MAY VARY WITH MANINACTUAIER. �1►t� O. THIS WT MAY DE USED WITH ALL STANDARD d-3 & 01.4 CVRD DROP &LETS. 4 DOWEL HOLES T EACH FACE BLOCK SHALL HAVE 2 OR MORE LOOPS 03 - SEE SHEET CAST H FACE AS SNOMiN THESE LOOPS MAY MOF FOR . ekoulE AETNI., MN 6E VW0 ?OR LIM *0 FOR TlWO ft fHE PDIIXD W PLACE GUTTER SECTOR- FACE BLOCKS ARE TO BE SEALED WITH OF=? OR POLY$1AF1DE SEALER. H STANDARD ST -1 STEPS NOT REQLARED N THIS TOP UNIT. 10+50 11+00 11+50 12+00 12+50 13+00 SANITARY SEWER 770 765 r©© U D O �1►t� log l..J Lo X' E- < L0 E— H �— I E-' 001 10+50 11+00 11+50 12+00 12+50 13+00 SANITARY SEWER 770 765 Uj U D O log l..J Lo X' E- < L0 E— H �— I E-' 001 0 W _—����� M� W J II .II—���Ili[cTi➢ ■: . n. G>FiY1�ll II I![-7�T. 11.11����11��I�—II f■��.'� II r�.II II1 M■ N acEM. WIWY/.!• II II I ■.u����u� �r �Aill�_11 ■.Il����u■*� =�����I iii i���.���■��:�II���■����I �- i �.i:FT.Ti4:.cfofoiinaiin■��a tti■■!7 �� ��A - go I 10+50 11+00 11+50 12+00 12+50 13+00 SANITARY SEWER 770 765 760 Rev. No. li Date 0P 755 DUNG NM AI MIKUSUNA� Idc. No. 26715 -0 750 `ONAL DATE: 2-15-2019 745 13+50 14+00 SCALE: AS AHOWN DESIGNED BY: JNT FILE NO. 4634T SHEET 11 OF 14 15-19 Uj U D O log l..J Lo X' E- < L0 E— H �— I E-' 001 0 W U M� W J 760 Rev. No. li Date 0P 755 DUNG NM AI MIKUSUNA� Idc. No. 26715 -0 750 `ONAL DATE: 2-15-2019 745 13+50 14+00 SCALE: AS AHOWN DESIGNED BY: JNT FILE NO. 4634T SHEET 11 OF 14 15-19 D. Location of structures. (1) At least three perimeter walls of all industrial, commercial, public or semipublic or residential structures with three or more dwelling units per structure shall be within 200 feet of a street, fire lane, or private street. (2) Structures exceeding 30 feet in height shall not be set back more than So feet from a street, fire lane or private street. (3) When any combination of private fire -protection facilities, including but not limited to fire -resistive roofs, fire separation walls, space separation and automatic fire -extinguishing systems, is provided, and approved by the Fire Marshal or his/her designated representative as an acceptable alternative, Subsection D(2) shall not apply. (4) The Fire Marshal or his/her designated representative may, in concert with the local volunteer fire company-, require at least two means of access fd r fire apparatus to all commercial and industrial structures. Those access ways shall meet the requirements of Subsection B(3). (S) Landscaping or other obstructions shall not he pl aced around structures or hydrants in a manner so as to impair or impede accessibility for fire -fighting and rescue operations, E. Water supply. (1) Water supply systems shall be designed so as to be capable of supplying at least 1,000 gallons per minute at 20 pounds per square inch. Water supplies shall be made available and operational before combustibles are on site during construction. (2) In areas developed with single-family detached or duplex dwelling units, thereshall be firehydrant within 400 feet of all units. In areas developed with three to five dwelling units per structure, there shall be a hydrant within 300 feet of all units. In areas developed with six or more dwelling units per structure, there shall be at least two hydrants within 300 feet of all units. In areas developed with industrial or commercial development(s), there shall be a hydrant within Soo feet of all portions of any structure. Where one hydrant is dedicated to the operation of a standpipe system, there shall be at least one other hydrant meeting the distance requirements set forth above. The hydrant dedicated to the operation of the standpipe system shall not be farther than So feet from the standpipe. Distance meas 1r m nts under this section h ll be along center -line roadway surfaces or along surfaces meeting g the requirements of a fire lane (designated or undesignated) where appropriate, but in all cases access to each hydrant shall be directly from a roadway and/or fire lane. (3) Fire hydrants shall be marked in accordance with the Frederick County Sanitation Authority policy. (4) Fire hydrants located in parking areas shall be protected by barriers that will prevent physical damage from vehicles. (5) Fire hydrants shall be located within three feet of the curb line of fire lanes, streets or private streets when installed along such access ways. (6) Fire hydrants shall be installed in accordance with the standards of the Frederick County Sanitation Authority. (7) Three ds on fire hydrant outlets shall conform to Frederick County Sanitation Authority policy. (8) Fire hydrants shall be supplied by not less than a six-inch diameter main. ('W a Guidelines referenced from the Guidelines referenced from the 2012 Frederick County Fire Prevention Code f 2012 Frederick County Fire- Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS APPENDIX D FIRE APPARATUS ACCESS ROADS D104.3 Remoteness Where two fire apparatus access roads are required, they shall be placed a distance apart equal to not less than one half of the length of the maximum overall diagonal dimension of the lot or area to be served, measured in a straight line between accesses. SECTION D105 AERIAL FIRE APPARATUS ACCESS ROADS D105.1 Where required Where the vertical distance between the grade plane and the highest roof surface exceeds 30 feet (9144 mm), approved aerial fire apparatus access roads shall be provided. For purposes of this section, the highest roof surface shall be determined by measurement to the eave of a pitched roof, -he intersection of the roof to the exterior wall, or the tap of parapet walls, whichever is greater. D105.2 Width Aerial fire apparatus access roads shall have a minimum unobstructed width of 26 feet (7925 mm), exclusive of shoulders, in the immediate vicinity of the building or portion thereof. D105.3 Proximity to building At least one of the required access routes meeting this condition shall be located within a minimum of 15 feet (4572 mm) and a maximum of 30 feet (9144 mm) from the building, and shall be positioned parallel to one entire side of the building, The side of the building on which the aerial fire apparatus access road is positioned shall be approved by the fire code official. D105.4 Obstructions overhead utility and power lines shall not be located over the aerial fire apparatus access road or between the aerial fire apparatus road and the building. Other obstructions shall be permitted to be placed with the approval of the fire code official. SECTION D106 MULTIPLE-FAMILYRESIDENTIAL DEVELOPMENTS D106.1 Projects having more than 100 dwelling units Multiple -family residential projects having more than 100 dwelling units shall be equipped throughout with two separate and approved fire apparatus access roads, Exception: Projects having up to 200 dwelling units may have a single approved fire apparatus access road when all buildings, including nonresidential occupancies, are equipped throughout with approved automatic sprirkler systems installed in accordance with Section 903,3.1.1 or 903,3.1.2. Guidelines referenced from the 2012 Frederick County Fire Prevention Code d APPENDIX D FIRE APPARATUS ACCESS ROADS �R D106.2 Projects having more than 200 dwelling units Multiple -family residential projects having more than 200 dwelling units shall be provided with two separate and approved fire apparatus access roads regardless of whetherthey are equipped with an approved automatic sprinkler system. SECTION D107 ONE- OR TWO-FAMILY RESIDENTIAL DEVELOPMENTS D107.1 One- ortwo-family dwelling residential developments Developments Df one- or two-family dwellings where the number of dwelling units exceeds 30 shall be provided with two separate a nd approved fire apparatus access roads, and shall meet the requirements of Section D104.3. Exceptions: 1. Where there are more than 30 dwelling units on a single public or private fire apparatus access road and all dwelling units are equipped throughout with an approved automatic sprinkler system in accordance with Section 903.3.1.1, 903.31.2 or 903.3,1.3 of the International Fire Code, access from two directions shall not be required. 2. The number of dwelling units on a single fire apparatus access road shall not be increased unless fire apparatus access roads will connect with future development, as determined by the fire code official. D108 REFERENCED STANDARDS ASTM F 2200-05 Standard Specification for Automated Vehicular Gate Construction D103.5 ICG IFC -12 International Fire Code 0101.5, 0107.1 UL 325-02 Door, Drapery, Gate, Louver, and Window Operators and Systems, with Revisions through 01033 February 2006 Frederick County, VA Local ordinance referenced from http://ecode36o.com/8705()4o §90-4 General requirements The followingrequirements shall a l to all construction or land development activities in areas of the County to apply P h which this article applies: A. Means ofaccess for 'Fire Department apparatus. (i) The means of access for Fire Department apparatus and personnel shall consist of fire lanes, private streets, streets, parking lot lanes or a combination tbereoL (2) Parking in any means of access shall not be permitted within 15 feet of a fire hydrant, sprinkler or standpipe connection or in any other manner which will obstruct or interfere witb the Fire Department's use of the hydrant or connection. (3) "No parking" signs or another designation indicating that parking is prohibited shall be provided at all normal and emergency access points to structures and within 15 feet of each fire hydrant, sprinkler or standpipe connection. B. Fire lanes. 1 The Fire Marshal or his/her designated re. res entative in concert with the local volunteer fire company, () 1 & p P Y, may designate both public and private fire lanes as required for the efficient and effective use of fire apparatus. Said fire lanes shall be marked in a manner prescribed by the Fire Marshal or his/her designated representative. Parking in a designated fire lane shall be controlled by Chapter 158, Vehicles and Traffic, of the Frederick County Code. (2) Fire lanes shall be at least 20 feet in width, with the road edge closest to the structure at least 10 feet from the structure, be constructed of a hard all-weather surface adequately designed to support any fire apparatus likely to he operated in such fire lane or be of subsurface construction designed to support the same leads as the above surfaces and be c1vBred with no more than three inches of soil orsod, or both, and be designed with radii of sufficient length to allow for safe turning by any fire apparatus likely to be operated on such fire lane. (3) Fire lanes connecting to public streets, roadways or private streets shall be provided with curb cuts extending at least two feet beyond each edge of the fire lane. (4) Chains or other barriers may be provided at the entrance to fire lanes or private streets, provided that they are installed according to the requirements of the Authority Having Jurisdiction. C. Parking lot lanes. Parking lot lanes shall have a minimum of 15 feet clear width between rows of parked vehicles for vehicular access and movement. SECTION D101 GENERAL D101.1 Scope Fire apparatus access roads shall be in accordance with this appendix and all other applicable requirements of the International Fire Code. SECTION D102 REQUIRED ACCESS D102.1 Access and loading Facilities, buildings or portions of buildings hereafter constructed shall be accessible to fire department apparatus by way of an approved fire apparatus access road with an asphalt, concrete or other approved driving surface capable of supporting the imposed load of fire apparatus weighing at least 75,000 pounds (34 050 kgj- ;1*1111a04riY.;ITA lliIIi*iIII IT, 119:1411iId_lIi1I21 'i D103.1 Access road width with a hydrant Where a fire hydrant is located on a fire apparatus access road, the minimum road width shall be 26 feet (7925 mm), exclusive of shoulders (see Figure D103,1). •-28' R �. a---. --28'R� 2B'-► TYP � 20• -20' 98-F00T DIAMETER 60 -FOOT •Y- MINIMUM CLEARANCE CUL-DE-SAC AROUND A FIRE HYDRANT W0J yJ+ I w TYfl ZSr� � t-/p•i 2b" R TYP � ' F 28' -• +zo' 120 -FOOT HAMMERHEAD ACCEPTABLE ALTERNATIVE TO 1211 -FOOT HAMMERHEAD For 51; 1 rom = 304.8 nnnn. FIGURE D103.1 DEAD-END FIRE APPARATUS ACCESS ROAD TURNAROUND D103.2 Grade Fire apparatus access roads shall not exceed 10 percent in grade. Exception: Grades steeper than 10 percent as approved by the fire chief. Guidelines referenced from the 2012 Frederick County Fire- Prevention Code' APPENDIX D FIRE APPARATUS ACCESS ROADS *�'•�+ D103.3 Turning radius The minimum turning radius shall be determined by the fire code official. D103.4 Dead ends Dead-end fi re apparatus access roads in excess of 150 feet (45 720 mm) shall be provided with width and turnaround provisions in accordance with Table D103.4. TABLE D103 4 REQUIREMENTS FOR DEAD-END FiRE APPARATUS ACCESS ROADS LENGTH (feet) WIDTH {Feet} TURNAROUNDS REQUIRED LOT - 14 1,860 SF j Mone Required 0-150 20 12D -foot Hammerhead, 6U --`mot "r or 151.500 20 96 -Foot diameter cul-de-sac in accordance with Figure 01031 M DIFI 0 120 -font Hammerhead, 60 -foot "Y" or 501-75C 26 96 -foot diameter cul-ce-sac in accordance with Figure D103.1 Over 750 Special approval required HYr 51; 1 rM = 394.8 MM. D103.5 Fire apparatus access road gates Gates securing the fire apparatus access roads shall comply with all of the following criteria: 1. The minimum gate width shall be 20 feet (6096 mm). 2. Gates sha II be of the swinging or sliding type. 3. Construct on of gates shall be of materials that allow manual operation by one person. 4. Gate components shall be maintained in an operative condition at all times and replaced or repaired when defective. 5. Electric gates shall be equipped with a means of opening the gate by fire department personnel for emergency access. Emergency opening devices shall be approved by the fire code official. 6. Manual opening gates shall not be locked with a padlock or chain and padlock unless they are capable of being opened by means of forcible entry tools or when a key box containing the key(s) to the lock is installed at the gate location. 7. Locking device specifications shall be submitted for approval by the fire code official, 8. Electric gate operators, where provided, shall be listed in accordance with UL 325, 9. Gates intended for automatic operation shall be designed, constructed and installed to comply with the requirements of ASTM F 2200. Guidelines referenced from the G� ' 2012 Frederick County Fire Prevention Code d APPENDIX D FIRE APPARATUS ACCESS ROADS D103.6 Signs Where re uited b the fire code official, fire apparatus roads shall be marked withpermanentN PARKIN -FIR E LANE signs complying with Figure Dl03 fi Signs shall have a minimum dimension of 12 inches (305 mm) wide by 18 inches (457 mm) high and have red letters on a white reflective background. Signs shall be posted' on one or both sides of the fire apparatus road as required by Section D103.6. L or D103.6.2. SIGN TYPE "A" SIGN TYPE "C" SIGN TYPE "D" SIGNTYPEMODIFIED "W - F NO NO NO NO PARKING PARKING PARKING PARKING FIRE LANE FIRE LANE FIRE LANE 18, FIRE LANE 1Ry FIGURE D103.6 FIRE LANE SIGNS D103.6.1 Roads 20 to 26 feet In width Fire lane signs as specified in Section D103.6 shall be posted on both sides of fire apparatus access roads that are 20 to 26 feet wide (6096 to 7925 mm). D103.6,2 Roads more than 26 feet in width Fire lane signs as specified in Section D303.6 shall be posted on one side of fire apparatus access roads more than 26 >� P P PP feet wide (7925 mm) and less than 32 feet wide (9754 mm). :1*41loll, 113011114IFIT, VJ 14.141k1W211101ILII�7llI_L1111#11411r1•L'1,l#illli D104.1 Buildings m s exceedin three stories or 30feet in height t Buildings or facilities exceeding 30 feet (9144 mm) or three stories in height shall have at least two means of fire apparatus access for each structure. D104.2 Buildings exceeding 62,000 square feet in area Buildings or Facilities having a gross building area of more than 62,000 square feet (5760 m2) shall be provided with two separate and approved fire apparatus access roads. Exception: Projects having a gross building area of up to 124,000 square feet (11520 m2j that have a single approved fire apparatus access road when all buildings are equipped throughout with approved automatic sprinkler systems. FIRE LANE SIGN TYPE -D FiRE LA E 4N TYPE ID CURB 10' BRC LOT -13 3,022.4 SF LOT - 14 1,860 SF j �S�M�- LOT -16 1,860 SF LOT -17 2,887.4 SF M DIFI 0 FiR�LANE SIGN PE -D FiRE LA E 4N TYPE ID CURB 10' BRC 1l)' i3hL 4Np �R \ y, '77 r;// 4 w UTILITY PLANT 10' BRI` LOT -8 3,092°4 sF LOT -7 1,853.6 SF LOT -6 1,850 SF LOT -5 1,850 SF LOT -4 1,850 SF LOT -3 1,850 SF LOT -2 1,850 SF LOT -1 3,006.2 SF L- 10' BRL u 'IOU, z� A. 3a Irq RptR T "yo L� r" NO COzz R, �T 20 10 0 20 4C SCALE: 1 " = 20' C14Ln a 00 oa E m cyst DO C1 a C14 r CV y J Fp a In tM r 0) 2 iii N > }1 ^J -p C C Rr d tMa N X r 0 0. LL F- LOT -13 3,022.4 SF LOT - 14 1,860 SF LOT -15 1,860 SF LOT -16 1,860 SF LOT -17 2,887.4 SF 1l)' i3hL 4Np �R \ y, '77 r;// 4 w UTILITY PLANT 10' BRI` LOT -8 3,092°4 sF LOT -7 1,853.6 SF LOT -6 1,850 SF LOT -5 1,850 SF LOT -4 1,850 SF LOT -3 1,850 SF LOT -2 1,850 SF LOT -1 3,006.2 SF L- 10' BRL u 'IOU, z� A. 3a Irq RptR T "yo L� r" NO COzz R, �T 20 10 0 20 4C SCALE: 1 " = 20' C14Ln a 00 oa E m cyst DO C1 a C14 r CV y J Fp a In tM r 0) 2 iii N > }1 ^J -p C C Rr d tMa N X r 0 0. LL F- Rev. No. I Date TH op TMG 1 ADOWS11A Lic. No. 26715 DATE: 2-15-2019 SCALE: N/A DESIGNED BY: .INT FILE NO. 4534T SHEET 112 OF 14 1 V - �W V r► 0 z 0 E --I H a 0 LLJ� JI --I W �17 W4 14 �© r I cj W W Q a CD W Rev. No. I Date TH op TMG 1 ADOWS11A Lic. No. 26715 DATE: 2-15-2019 SCALE: N/A DESIGNED BY: .INT FILE NO. 4534T SHEET 112 OF 14 1 V - L BEVEL SLOT DETAIL (PERMITTED FOR EASY FORM REMOVALI 4„ X 8„ X MN. STEEL ALIIMwa+ OR STEEL OA NCH MIN. RIVIETS OR BOLTS ALLMINNLIM PLATE - COMPATIBLE WITH POST MATERIAL 0 ENApwALL. OUTER SURFACE Or i CONNECTION FOR U -TYPE ROLLED RAIL STEEL POST AT 1.33 LM/FT.OR ALUMINUM ALLOY o 6063-76 Q .76 +n LBS,/FT. UNDERCRAIN OUTLET MARKER DETAIL IC SECTION A -A NOTES: CG -11 I- TYPICAL ENDWALL TO BE PLACED AT THE ENDS OF ALL UNDERDRASN OUTLETS. BARRING LOCArONS CG -8 WHERE UNDERDRAN IS TED INTO OTHER MANAGE STRUCTURES- ENOWALL TO BE INSTALLED ENTRANCE VOLUME 'D" DESIRABLE MAXIMUM PERPENDICULAR TO ROADWAY AND FLUSH WITH THE SLOPE. TY I 2. OUTLET PIPES SHALL BE ROM NIONPERFORATEO.SMOOTH-BORE PIPE, MEETING THE REOUIREMENNTS CLASS A3 OF 710 PSI TESTED ACCORDING TO ASTM 2412, PPE I.D. SLOPE CONCRETE S L -ii CUM YARDS 3. EXPANDED STEEL MESH (FLATTENED$ SHALL HAVE OPENINGS OF APPROXI %j' x I" AND WEIGH APPR(1X. 4" 24 2'• 1-2 A'• 0-17 0,82 LBS.PER $0. FT. MESH SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A-123. THE MESH _ 4" 4=t •`-5° r -P 0.28 SHALL EXTEND A MMMAJM OF 1" ABOVE THE O.D. OF THE PIPE, AND 15 A BARRIER FOR RODENTS, ETC. THE SLOT FOR THE STEEL MESH IS TO BE CONSTRUCTED SO THAT THE MESH CAN BE REMOVED FOR 6" 2.1 2`XY/" F-51141' 0.21 CLEANOUT PURPOSES- $" 4=+ 5'-3"' I'-3 i' 0-35 4. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. SHOWN ON PLANS) 5, STEEL POSTS AND PLATES TO BE PAINTED OR GALVANIZED N ACCORDANCE WITH THE ROAD AND 1. WHEN USED IN CONJUNCTK)N WITH STANDARD CG -3 OR CC -7, THE CURB FACE ON THIS STANDARD IS TO BRIDOE SPECIFICATIONS. F PANTED THE FINAL COAT SHALL BE N0,13 ALUMINUM UM PAINT OR L THIS ITEM MAY BE PRECAST OR CAST IN PLACE.. h3 i CAST IN PLACE, 2, CONCRETEf0 NO. 11 WHITE PAINT. UNDERDRAIN SHALL BE CENTERED 6. MARKER TO BE PLACEO AT ALL EW -12 UNDERDHAIN INSTALLATIONS. _ - - _ _ _ _ 7, MARKER WILL BE PAID FOR IN ACCORDANCE WITH SECTION 5010E THE ROAD APD BRIDGE BE ADJUSTED TO MATCH THE MOUNTABLE CURB SPECIFICATIONS, '`'`/"i=}Q.T PAVED ,DER GEOTEXTEE DR1�IAt.'E FABRIC SPECIFICATION CG -2 OR CG -6 STANDARD ^i g7 �y + ENDWH�WLL FOR PIPE UNDERDRAIN REFERENCE ROAD AND BRIDGE STANDARD$ (OVERLAP 1'-0" AT TDP) VIRGINIA DEPARTMENT OF TRANSPORTATION 10-5 233 332 501 SHEET WOF I REVISION DATE 4/09 101.32 NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION SPECIFICATION METRO© OF TREATMENT XVO= REFERENCE COMBINATION fiHt CURB AND GUTTER �v�oT vocrr STANDARD PAVEMENT EDGEDRAIN PREF` A REFERENCE ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS 240 (DAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 SHEET 1 OF 2 REVISION DATE 256 spz (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 10908 VIRGINIA DEPARTMENT OF TRANSPORTATION 501 VIRGINIA DEPARTMENT OF TRANSPORTATION 203-04 - 701 WP -2 GEOTEXTLE MANAGE FABRIC PAVED SHOULDER UD -4 CG -12 CG -12 (OVERLAP TIC" AT TOP) LONGITUDINAL PERFORATED PIPE. .. ND.28 AGGREGATE CRIISHRNG STRENGTH MF SST BIILIIZEDDRAINAGE PAVEMENT ^.- ... TYPE OF PPE GENERAL NOTES, 4--- - - " A '• - 11 '' • -•. .- H W.T. #" NOM. dAMETER a' LAYER - - 1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. 45 DOWELS. S" LONC,� r TEMSIARL .-: SMOOTH WALL PVC 103 AT 121' C=G ONSTR}CrIDN SUBBASE LAYER _ " PPE GRA 2. DETECTABLE WARNING TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST] B"JDNT WITH SLIP RESISTANT INTEGRAL SURFACE COVERING THE FULL WIDTH OF THE Y'F 4 SUBGRADE OpTLET ppE CORRUGATED PE AASHTO M-252 (µ,IP FLOOR BY 2 FORT IN LENGTH N THE DIRECTION OF PEDESTRIAN 1G.1 MAO( 4s ADJACENT TRAVEL LANE ASPHALT PAVEMENT NIDENING I h " SEE NOTE 1 457 AGGREGATE, 18 AGGREGATE OR CRUSHED TRAVEL. OTHER TYPES OF MATERIAL WITH THE TRUNCATED DOMES DETECTABLE TYPE A 12:' MAX d. WARNING MAY BE USED WITH THE APPROVAL OF THE ENGINEER.{ s fir' 1Y" 1R.©„ GLASS MEETING F GRADATION REQUIREMENT. NON -PERFORATED (NUTLET PIPE FOR USE PERPENDICULAR _/' 1;:' MAX - EDGE OF EXISING PAVEMENT UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS 3, SLOPING SIDES DF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP s9 (AS DETERMINED IN FIE -O) FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS- ` WITH BUFFER STRIP TYPE PPE CRUSHING STRENGTHJ SO - (EDGE DFP PAVED SHOULDER) 4. IF RAMP FLOOR IS PRECAST HOLES MUST BE FRONDED FOR DOWEL BARS ^ N 'HW.T 4" NOM. DIAMETER THAT ADJOINING FLARED SIDES CAN BE CAST H PLACE AFTER PLACEMENT OF 5 NAI PAVED SHOULDER SECTION SMOOTH WALL PVC 103 PRECAST (AAP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. r 11 RAM RAMJ _ TACK COAT THE PROPOSED + MA>t CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS -. - - - 5. REQUIRED BARS ARE TO BE NO. 5 X 8" PLACED ,'CENTER TO CENTER ALONG 12:1 M y` ISEE 'TAELEI .SEE rAB.LD 12-A ----------------- (FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER) SMOOTH WALL PE 70 PSI HN N BOTH SIDES OF THE RAMP FLOOR, MO -DEPTH OF RAMP FLOOR. MINIMUM A - sa.t IaAx ` Fw CONCRETE COVER +Ifa"• TnUNCArED DOME', 4, won UNDERORAN SHALL BE CENTERED UNDER CURD AND GUTTER. °A( WALL THICKNESS (MIN) - INCHES 6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS TYPE B SPE SHEET I OF 5 FOR DETAILS EXISTING SUBBASE PROPOSED SUBBAISE ARE INCLUDED IN PAYMENT FOR CURB / CURB AND CUTTER. - GEOTEXTLE DRAINAGE FABRIC XXX TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. PARALLEL _�" Mhr _➢ (OVERLAP T -O" AT TOP) 7. CURB RAMPS ARE TD 1E LOCATED AS SHOWN ON THE PIANS OR AS DIRECTED SH+�E T�I MAT? -H FAeE T - - - - - - - -- - - - - - - - - - DOWN GRADE BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER OF RC AOWA'r CURD COMPACTED SUBGRADE AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY AVEkENT R;• -ES SHOULDER CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, 61rUs CaAaB a . IMAX,1i , ` WITH DUFFER STRIP SGP£N R3RAOED -EP OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS � 24''+ `r CONSTRUCTION JOINT DETAIL_ 4r3_.1MWX. 5If1ti DRAFLAGE LAYER SEE. NOTE g AS SHOWN ON PLANS OR AS DREGTED BY THE ENGINEER, AND SHOULD NOT ywc. p 1 MAX tt 5 ANON- ORATED BE LOCATED HIND VE STOP IVES EXISTING LIGHT POLES FRE SUBBASE LAYER .: `�'; • MAIN LI'E PAVEMENT Y CDNECCTIOIN L O VEHICLE D L E S G L _2:1 - IPE HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINRIOU7 3(.`1( %'' sLW MAx TLET PIPE 5' * - ->~ 511BGRKIE _EP UNOBSTRUCTED, STABLE, FIRM AND SLP RESISTANT PATH CONNECTING ALL �" ,, FAIN, Y --- -- --' T F AIF FACILITY THATAPPROACHED,'.- ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS SEE NOTE 1 -ES SFTOR ACCESSIBLE ELEMEN S O ACL A CAN BE SECTION A -A AND USED BY PEDESTRIANS. PROPOSED MINIMUM 1 V2 INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) 457 AGGREGATE, 08 AGGREGATE OR CRUSHED "PPE S70.UD-4 REO'0_ A. AT )K , 2" HIGHER THAN WYITHOt1T BUFFER STRIP % SPD. UD -4 REVD. n. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS GLASS MEETING !fB GRADATION REQUIREMENT. + f THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AFD EDGE OF PAVEMENT 'EN4tx_IBLE ;. AS DETERMINED BY CORES (SEE NOTE 37 THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS AT )K:K ,SAME AS TOP OF CURB CDNSTRUCrIVN' ! I CROSSWALK CURB AND GUTTER SECTION SHOULDER / PERPENDICULAR TO THE CURB, JOINT (FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER) TYPE C t I 9. TYPICAL CONCRETE SIDEWALK IS 4"' THICK. WHEN THE ENTRANCE RADII CANNOT � PAVEMENT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK PARALLEL & PERPENDICULAR • ' NOTES: NOTES- EI I I C TRUCKTRAFF�TRAFFFIC) FOR CONCRETTO STANDARD E DEPTH. COMMERCIAL ENTRANCE (HEAVY CROSSWALK SECTION 13-8 �' � ar 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH,r�` 1, 4" YIINIMt1H, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS A r scc,ne L.rl,CfrrC r.£n 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH FI FT1I DLL F.XW OF TRAYgeAY 2. WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE I I I Jt% SHILL RE MINCED Fca i H Y P T I 1. W. EN ONL DINE CURB RAM 6 PROVIDED FOR WD CRfl55NG5 f0 AGONAL] Et c.s SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. (DROP INLET. MANHOLE,. ECT.), NDN -PERFORATED OUTLET PIPES ME NOT REQUIRED. .a>rr C s. L A 4' x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR CFJS5WALK ArIIHa4 THE awarEx 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4'x 4' VI:TES: FOR SHIEE RA1 NOTES ON THE DETECTABLE WARNING SIR FACE, •vfeiS.MAIa ,, , 3, INVERT ELEVATION AT OUTLET END OF OUTLET PPE TO BE A MltillM OF Y -O'• SEE SF€Ei !OF 5. $, T LANDING AREA MAY IN THE GUTTER PAN. PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE lN7CN OR STRUCTURE. TRUNCATED DOME i y`" '712. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF THE REQ LEN TH OF A PARALLEL RAAW T ICAL ` LACEMENT4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 W/2 INCHES AND REPLACED WITH AV ASPHALT SURFACE COURSE TO MATCH THE 4, ALL CONFECTIONS (ELBOWS AYES, ETC., W6THIN PAY LtINTS FOR OUTLET PIPE `-" - - CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE .6"-2,4"' C -C IS UMITCD TO 15 Ficr, RECAMI(7LESS Or THE AT INTERSECTION PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAI-NEO BY THE ENGINEER. ARE TO BE OF THE SAE BRUSHING STRENGTH AS THE OUTLET RPE. COMMERCIAL SIDEWALK OR WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD ❑ D 0 0 0 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE ENTRANCE UypAyED Sp/.CE-MODIFIED AS RECOMMENDED B1' THE MANUFACTURER TO MATCH WITHIN CROSSWALK rarRO AND EFFECTIVE SURFACE DRAINAGE. 5. OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3% DESIRABLE) GRADE AND PERFORATED THE BACK OF CURB. � 0 0 0 0 0 0 0 0 0 0 O LOCATED EVERY 350' MAXIMUM OR AS NOTED ON PLANS. Rf DRAIN PERFORATED 0 0 0 9 U 0 0 0 0 0 0 O 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE 'PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. PE TRENCH WITH PERFORATED Q OUTLET PIPE TO BE SECURELY CONfNECTED TO EW -12 OR OTHER DRAINAGE AGGREGATE PIPE LADING PoAMP tI 1 0 9 0 0 D D 0 O O O 0 0 0 0 0 a 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS STRUCTURE, 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 „y AT TE -IN LOCATIONS SHALL BE TESTED USING A 1D FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REOUREVENTS OF SECTION 315.07(a) OF THE 7, WITNIN THE LOTS OF A COMMERCIAL ENTRANCE, NON -PERFORATED PPE SHALL BE - - - - - ry O D ❑ ❑ ❑ O 0 0 0 0 O 0 0 0 ❑ SPECIFICATIONS. UTILIZED IN LEU OF PERFORATED PIPE. LENGTH- _ MARLINE ROADWAY '? ❑ 0 0 0 0 0 0 0 0 0 0 0 0❑❑ 8. TED TOOF PIPE NO MULE TAN BETWEEN T--O'TTO P€RMITHE WYE OCAMETION RA INSPECTION OFTHE ITHE: AI LINE b GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D, CUB URB- Y R DIAAIETERp ET' R 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IN EITHER DIRECTION, COMMERCIAL ENTRANCE CURB RETURNS L GUTTER DETECTABLE WARNING c I VARIABLE FULL WIDTH OF RAMP FLOOR _I �WLL BE NON -PERFORATED PIPE. AT BACK Of CURB "-t 4'• 9, IN SITUATIONS WHEN FUEL DEPTH OF STABILIZED OPEN -GRADED MATERIAL CANNOT SEE NOTE 12. BASE DEAMETER I RAY LIMITS BE MAINTAINED UNDER CURB AND GUTTER° NO, 210 AGGREGATE SHALL BE USED TRUNCATED )DOME UNDER CURB APD GUTTER. DETECTABLE WARNING NO, 21 B AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN -GRADED - DETAIL DETECTABLE WARNING TYPE B PARALLEL APPLICATION GRADE CHANGE CG -11 C CG -8 UD -4 ENTRANCE VOLUME 'D" DESIRABLE MAXIMUM 2 TY I r l A GENERAL NOTES MEDIUM 1 500-1500 VPD 153% 6 % NOTES S 10 NO SCALE (RADIUS TO BE AS I XXSTREET APPROACH SAME SURFACING I AS MAINLINE ROADWAY (SEE NOTE M ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SEE NOTE 14 LOW I LESS THAN 500 VPD 5 6 % ax STANDARD PAVEMENT EDGEDRAIN VIRGINIA DEPARTMENT OF TRANSPORTATION ROW AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS SHOWN ON PLANS) 5 (RADIUS TO BE AS 1. WHEN USED IN CONJUNCTK)N WITH STANDARD CG -3 OR CC -7, THE CURB FACE ON THIS STANDARD IS TO TYPE B (PARALLEL) APPLICATION VIRGINIA IEPAR7MEYi CE TRANSPORTATION L THIS ITEM MAY BE PRECAST OR CAST IN PLACE.. h3 i CAST IN PLACE, 2, CONCRETEf0 GEOTEXTILE DRAINAGE FA13RIC (OVERLAP 1'-O" AT TOP) UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GLITTER _ - - _ _ _ _ _ ,-„ SHOWN ON PLANS) BE ADJUSTED TO MATCH THE MOUNTABLE CURB SHEET 1 OF 5 PS, IF PRECA5TLAS5 PAVED ,DER GEOTEXTEE DR1�IAt.'E FABRIC REVISION DATE 7111 CG -2 OR CG -6 CONFIGURATION. 108.07 203.05 g.J3,D7 (OVERLAP 1'-0" AT TDP) f � - - - - vAticltxvet is grealer 3. COMBINATION CURB k (X1TTH]R HAVING A tRAN71U5 PAVEMENT 49 SIDEWALK 2, SEE STANDARD CO -12 FOR CURB RAMP DESIGN TO BE USED WITH THIS STANDARD. OF 30D FEET OR LESS (ALONG FACE OF CURB) SHALL BE PANT FOR AS RADIAL COMEINATION .. ' ..: . � PAVEMENT - - - - ,SIDEWALK NOTES: "g SY, or as del iIiTv ed by the CURB k GUTTER. -. .. .......•.. .. ... ,4� LINSTWLFIEO �••• !. B" MN •.. �.•�1_1m.7__-a ., .. (SEE r w I - - - - - 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE tOATLET PPE 7 ,. •! '• . NOTE 5) `" UNPAVED SPACE LAYER, THE BOTTOM OF THE CURB a CUTTER SUBGRAOE . • ..... OUTLET PIPE Tranch width andMPe ^9 baddW shall be In r OPTIONAL FLOW LINE 3, MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE MRA gE CONSTRUCi'ED PARALLEL TO THE SLOPE; SEE NOTE II /S7 AGGREGATE. #8 S13 URGRADE w R/W LINE (EXCEPT MY SUBGRADE STABILIZATION 47F SUBBASE COURSES AND TO THE DEPTH OF „�... I AGGREGATE OR CRUSHED SEE MOTE + '- --tea --�- 0 REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE THE PAVEMENT. 2'-0" it=>rl (LASS MEETING N8 157 AGATE, 46 4" PIPE Jam..... N rn I EXPANSION OMITTED IN THE ENTRANCE.) S. ALLOWABLE CRITERIA FOR THE USE OF CG-9�. VARIr111E GRADATION REQUIREMENT. AGGREGATE OR CRUSHED JOINT 4. RADIAL CURB OR COMBINATION CURB AND GUTTER IS BASED ON ROADWAY CLASS4<ICATION AEN, � OF PAVED SHOULDER) '(`LASS MEETING NIB - ! SHALL NOT BE CONSTRUCTED BEYOND THE RAW LINE DESIGN SPEED AS SHOWN IN APPENDIX A fF GRADATION REQUIIREMENT. NOTE; WIDTH "B" 2'-0" OR AS MAINLINE ROADWAY EXCEPT FOR REPLACEMENT PURPOSES. 2" R THE ROAD DESIGN MANUAL IN THE SECTION PAVED SHOULDER SECTION SHOWN ON 7YPICAL SECTION- A GN GS URBAN STANDARDS. CURB AND GUTTER SECTION PLAN VIEW ENTRANCE NOTES D S. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE ' TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY ROADWAY SLOPE TRAFFIC, THE DEPTH FOR SIDEWALK k CURB RAMPS ro tD' PARABOLIC CURVE (ENTRANCE ONLY) WITHIN THE LIMITS OF THE RADII SHOULD BE e INCREASED TO 711. (SEE CG -13) EDGE OF PAVEMENT OR OPTIONAL FLOW LINE ®% D SLOPE CHANGE w - U 6, PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW _ (ate LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS - MAINLINE ROADWAY NOTE 7) THE ENTRANCE. , A T' ut - 8% MAS(. � � D SLOPE CHANGE ~ 7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES e Up TO fL6(Yw UP� 0 ELBOW D D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET r ► s A. G b D, D, A p PPE IS PERF6IRATED 5• ELBOW COI ECTION PIPE IS PERFDIRATED 5' NI 20' MINHMUM F(7R COMMERCIAL ENTRANHCE CONNECTIONS. INTERSECTION NOTES e • + - - - f - - "' ~ -` - f PIPE -LESS AGGREGATE PRIMARY DIRECTION TRENCH WITH THE BOTTOM OF THE CURB AND OF WATER FLOW DRAINAGE FABRIC rr - W 1 F STREET CONNECTIONS, THE 6. WHEN CG 1 IS USED FOR EE CON EC IONS E - 8" 2' O (:UTTER MAY BE CONSTRUCTED CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. CONNECTION BUST BE DESIGNED IN ACCORDANCE WITH PARALLEL TO THE SLOPE OF NON PERFORATED AASHTO POLICY AND THE APPLICABLE REQUIREMENTS SUBBASE COURSES PROVIDED A OUTLET RPE (TYPICAL) SECTION A - A OF THE VDOT ROAD DESIGN MANUAL, INCLUDING STOPPING SIGHT DISTANCE AND K VALUE REQUIREMENTS- THIS AREA MAY BE CONCRETE MIH MUTA DEPTH OF 7" HS MAINTAINED. 45' ELBOW AT THE OPTION OF THE CONTRACTOR CONFECTION $ OPTIONALNG OF A GUTTER TO 45- NYE 4 OF PROvDE POSITIVE DRAINAGE CONFECTION ACROSS THE INTERSECTION. LIMITS pAY qR OUTLET ALLOWABLE ENTRANCE GRADE CHANGES +' �" MAX PIPE TO BEGIN WITH 45• ELBOW NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION SPECIFICATION METRO© OF TREATMENT XVO= REFERENCE COMBINATION fiHt CURB AND GUTTER �v�oT vocrr STANDARD PAVEMENT EDGEDRAIN PREF` A REFERENCE ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS 240 (DAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 SHEET 1 OF 2 REVISION DATE 256 spz (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 10908 VIRGINIA DEPARTMENT OF TRANSPORTATION 501 VIRGINIA DEPARTMENT OF TRANSPORTATION 203-04 - 701 WP -2 GEOTEXTLE MANAGE FABRIC PAVED SHOULDER UD -4 CG -12 CG -12 (OVERLAP TIC" AT TOP) LONGITUDINAL PERFORATED PIPE. .. ND.28 AGGREGATE CRIISHRNG STRENGTH MF SST BIILIIZEDDRAINAGE PAVEMENT ^.- ... TYPE OF PPE GENERAL NOTES, 4--- - - " A '• - 11 '' • -•. .- H W.T. #" NOM. dAMETER a' LAYER - - 1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. 45 DOWELS. S" LONC,� r TEMSIARL .-: SMOOTH WALL PVC 103 AT 121' C=G ONSTR}CrIDN SUBBASE LAYER _ " PPE GRA 2. DETECTABLE WARNING TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST] B"JDNT WITH SLIP RESISTANT INTEGRAL SURFACE COVERING THE FULL WIDTH OF THE Y'F 4 SUBGRADE OpTLET ppE CORRUGATED PE AASHTO M-252 (µ,IP FLOOR BY 2 FORT IN LENGTH N THE DIRECTION OF PEDESTRIAN 1G.1 MAO( 4s ADJACENT TRAVEL LANE ASPHALT PAVEMENT NIDENING I h " SEE NOTE 1 457 AGGREGATE, 18 AGGREGATE OR CRUSHED TRAVEL. OTHER TYPES OF MATERIAL WITH THE TRUNCATED DOMES DETECTABLE TYPE A 12:' MAX d. WARNING MAY BE USED WITH THE APPROVAL OF THE ENGINEER.{ s fir' 1Y" 1R.©„ GLASS MEETING F GRADATION REQUIREMENT. NON -PERFORATED (NUTLET PIPE FOR USE PERPENDICULAR _/' 1;:' MAX - EDGE OF EXISING PAVEMENT UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS 3, SLOPING SIDES DF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP s9 (AS DETERMINED IN FIE -O) FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS- ` WITH BUFFER STRIP TYPE PPE CRUSHING STRENGTHJ SO - (EDGE DFP PAVED SHOULDER) 4. IF RAMP FLOOR IS PRECAST HOLES MUST BE FRONDED FOR DOWEL BARS ^ N 'HW.T 4" NOM. DIAMETER THAT ADJOINING FLARED SIDES CAN BE CAST H PLACE AFTER PLACEMENT OF 5 NAI PAVED SHOULDER SECTION SMOOTH WALL PVC 103 PRECAST (AAP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. r 11 RAM RAMJ _ TACK COAT THE PROPOSED + MA>t CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS -. - - - 5. REQUIRED BARS ARE TO BE NO. 5 X 8" PLACED ,'CENTER TO CENTER ALONG 12:1 M y` ISEE 'TAELEI .SEE rAB.LD 12-A ----------------- (FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER) SMOOTH WALL PE 70 PSI HN N BOTH SIDES OF THE RAMP FLOOR, MO -DEPTH OF RAMP FLOOR. MINIMUM A - sa.t IaAx ` Fw CONCRETE COVER +Ifa"• TnUNCArED DOME', 4, won UNDERORAN SHALL BE CENTERED UNDER CURD AND GUTTER. °A( WALL THICKNESS (MIN) - INCHES 6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS TYPE B SPE SHEET I OF 5 FOR DETAILS EXISTING SUBBASE PROPOSED SUBBAISE ARE INCLUDED IN PAYMENT FOR CURB / CURB AND CUTTER. - GEOTEXTLE DRAINAGE FABRIC XXX TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. PARALLEL _�" Mhr _➢ (OVERLAP T -O" AT TOP) 7. CURB RAMPS ARE TD 1E LOCATED AS SHOWN ON THE PIANS OR AS DIRECTED SH+�E T�I MAT? -H FAeE T - - - - - - - -- - - - - - - - - - DOWN GRADE BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER OF RC AOWA'r CURD COMPACTED SUBGRADE AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY AVEkENT R;• -ES SHOULDER CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, 61rUs CaAaB a . IMAX,1i , ` WITH DUFFER STRIP SGP£N R3RAOED -EP OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS � 24''+ `r CONSTRUCTION JOINT DETAIL_ 4r3_.1MWX. 5If1ti DRAFLAGE LAYER SEE. NOTE g AS SHOWN ON PLANS OR AS DREGTED BY THE ENGINEER, AND SHOULD NOT ywc. p 1 MAX tt 5 ANON- ORATED BE LOCATED HIND VE STOP IVES EXISTING LIGHT POLES FRE SUBBASE LAYER .: `�'; • MAIN LI'E PAVEMENT Y CDNECCTIOIN L O VEHICLE D L E S G L _2:1 - IPE HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINRIOU7 3(.`1( %'' sLW MAx TLET PIPE 5' * - ->~ 511BGRKIE _EP UNOBSTRUCTED, STABLE, FIRM AND SLP RESISTANT PATH CONNECTING ALL �" ,, FAIN, Y --- -- --' T F AIF FACILITY THATAPPROACHED,'.- ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS SEE NOTE 1 -ES SFTOR ACCESSIBLE ELEMEN S O ACL A CAN BE SECTION A -A AND USED BY PEDESTRIANS. PROPOSED MINIMUM 1 V2 INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) 457 AGGREGATE, 08 AGGREGATE OR CRUSHED "PPE S70.UD-4 REO'0_ A. AT )K , 2" HIGHER THAN WYITHOt1T BUFFER STRIP % SPD. UD -4 REVD. n. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS GLASS MEETING !fB GRADATION REQUIREMENT. + f THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AFD EDGE OF PAVEMENT 'EN4tx_IBLE ;. AS DETERMINED BY CORES (SEE NOTE 37 THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS AT )K:K ,SAME AS TOP OF CURB CDNSTRUCrIVN' ! I CROSSWALK CURB AND GUTTER SECTION SHOULDER / PERPENDICULAR TO THE CURB, JOINT (FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER) TYPE C t I 9. TYPICAL CONCRETE SIDEWALK IS 4"' THICK. WHEN THE ENTRANCE RADII CANNOT � PAVEMENT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK PARALLEL & PERPENDICULAR • ' NOTES: NOTES- EI I I C TRUCKTRAFF�TRAFFFIC) FOR CONCRETTO STANDARD E DEPTH. COMMERCIAL ENTRANCE (HEAVY CROSSWALK SECTION 13-8 �' � ar 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH,r�` 1, 4" YIINIMt1H, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS A r scc,ne L.rl,CfrrC r.£n 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH FI FT1I DLL F.XW OF TRAYgeAY 2. WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE I I I Jt% SHILL RE MINCED Fca i H Y P T I 1. W. EN ONL DINE CURB RAM 6 PROVIDED FOR WD CRfl55NG5 f0 AGONAL] Et c.s SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. (DROP INLET. MANHOLE,. ECT.), NDN -PERFORATED OUTLET PIPES ME NOT REQUIRED. .a>rr C s. L A 4' x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR CFJS5WALK ArIIHa4 THE awarEx 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4'x 4' VI:TES: FOR SHIEE RA1 NOTES ON THE DETECTABLE WARNING SIR FACE, •vfeiS.MAIa ,, , 3, INVERT ELEVATION AT OUTLET END OF OUTLET PPE TO BE A MltillM OF Y -O'• SEE SF€Ei !OF 5. $, T LANDING AREA MAY IN THE GUTTER PAN. PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE lN7CN OR STRUCTURE. TRUNCATED DOME i y`" '712. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF THE REQ LEN TH OF A PARALLEL RAAW T ICAL ` LACEMENT4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 W/2 INCHES AND REPLACED WITH AV ASPHALT SURFACE COURSE TO MATCH THE 4, ALL CONFECTIONS (ELBOWS AYES, ETC., W6THIN PAY LtINTS FOR OUTLET PIPE `-" - - CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE .6"-2,4"' C -C IS UMITCD TO 15 Ficr, RECAMI(7LESS Or THE AT INTERSECTION PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAI-NEO BY THE ENGINEER. ARE TO BE OF THE SAE BRUSHING STRENGTH AS THE OUTLET RPE. COMMERCIAL SIDEWALK OR WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD ❑ D 0 0 0 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE ENTRANCE UypAyED Sp/.CE-MODIFIED AS RECOMMENDED B1' THE MANUFACTURER TO MATCH WITHIN CROSSWALK rarRO AND EFFECTIVE SURFACE DRAINAGE. 5. OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3% DESIRABLE) GRADE AND PERFORATED THE BACK OF CURB. � 0 0 0 0 0 0 0 0 0 0 O LOCATED EVERY 350' MAXIMUM OR AS NOTED ON PLANS. Rf DRAIN PERFORATED 0 0 0 9 U 0 0 0 0 0 0 O 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE 'PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. PE TRENCH WITH PERFORATED Q OUTLET PIPE TO BE SECURELY CONfNECTED TO EW -12 OR OTHER DRAINAGE AGGREGATE PIPE LADING PoAMP tI 1 0 9 0 0 D D 0 O O O 0 0 0 0 0 a 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS STRUCTURE, 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 „y AT TE -IN LOCATIONS SHALL BE TESTED USING A 1D FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REOUREVENTS OF SECTION 315.07(a) OF THE 7, WITNIN THE LOTS OF A COMMERCIAL ENTRANCE, NON -PERFORATED PPE SHALL BE - - - - - ry O D ❑ ❑ ❑ O 0 0 0 0 O 0 0 0 ❑ SPECIFICATIONS. UTILIZED IN LEU OF PERFORATED PIPE. LENGTH- _ MARLINE ROADWAY '? ❑ 0 0 0 0 0 0 0 0 0 0 0 0❑❑ 8. TED TOOF PIPE NO MULE TAN BETWEEN T--O'TTO P€RMITHE WYE OCAMETION RA INSPECTION OFTHE ITHE: AI LINE b GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D, CUB URB- Y R DIAAIETERp ET' R 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IN EITHER DIRECTION, COMMERCIAL ENTRANCE CURB RETURNS L GUTTER DETECTABLE WARNING c I VARIABLE FULL WIDTH OF RAMP FLOOR _I �WLL BE NON -PERFORATED PIPE. AT BACK Of CURB "-t 4'• 9, IN SITUATIONS WHEN FUEL DEPTH OF STABILIZED OPEN -GRADED MATERIAL CANNOT SEE NOTE 12. BASE DEAMETER I RAY LIMITS BE MAINTAINED UNDER CURB AND GUTTER° NO, 210 AGGREGATE SHALL BE USED TRUNCATED )DOME UNDER CURB APD GUTTER. DETECTABLE WARNING NO, 21 B AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN -GRADED - DETAIL DETECTABLE WARNING TYPE B PARALLEL APPLICATION GRADE CHANGE MINIMUM RAW, LENGTH Fv HEFT 4' CJR9 6' -_URB C EW -12 ,1, • e. • s. � (H )`' , i s. CLASS. ° - CONCRETE ` ENTRANCE VOLUME 'D" DESIRABLE MAXIMUM 2 5 B (TYPICAL) OUTLET PIPE HIGH F MORE THAN 1500 VPD OX 3 x MEDIUM 1 500-1500 VPD 153% 6 % a '2 S 10 NO SCALE SECTION C -C ROAD AND BRIDGE STANDARDS ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SEE NOTE 14 LOW I LESS THAN 500 VPD 5 6 % ax NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION SPECIFICATION METRO© OF TREATMENT XVO= REFERENCE COMBINATION fiHt CURB AND GUTTER �v�oT vocrr STANDARD PAVEMENT EDGEDRAIN PREF` A REFERENCE ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS 240 (DAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 SHEET 1 OF 2 REVISION DATE 256 spz (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 10908 VIRGINIA DEPARTMENT OF TRANSPORTATION 501 VIRGINIA DEPARTMENT OF TRANSPORTATION 203-04 - 701 WP -2 GEOTEXTLE MANAGE FABRIC PAVED SHOULDER UD -4 CG -12 CG -12 (OVERLAP TIC" AT TOP) LONGITUDINAL PERFORATED PIPE. .. ND.28 AGGREGATE CRIISHRNG STRENGTH MF SST BIILIIZEDDRAINAGE PAVEMENT ^.- ... TYPE OF PPE GENERAL NOTES, 4--- - - " A '• - 11 '' • -•. .- H W.T. #" NOM. dAMETER a' LAYER - - 1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. 45 DOWELS. S" LONC,� r TEMSIARL .-: SMOOTH WALL PVC 103 AT 121' C=G ONSTR}CrIDN SUBBASE LAYER _ " PPE GRA 2. DETECTABLE WARNING TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST] B"JDNT WITH SLIP RESISTANT INTEGRAL SURFACE COVERING THE FULL WIDTH OF THE Y'F 4 SUBGRADE OpTLET ppE CORRUGATED PE AASHTO M-252 (µ,IP FLOOR BY 2 FORT IN LENGTH N THE DIRECTION OF PEDESTRIAN 1G.1 MAO( 4s ADJACENT TRAVEL LANE ASPHALT PAVEMENT NIDENING I h " SEE NOTE 1 457 AGGREGATE, 18 AGGREGATE OR CRUSHED TRAVEL. OTHER TYPES OF MATERIAL WITH THE TRUNCATED DOMES DETECTABLE TYPE A 12:' MAX d. WARNING MAY BE USED WITH THE APPROVAL OF THE ENGINEER.{ s fir' 1Y" 1R.©„ GLASS MEETING F GRADATION REQUIREMENT. NON -PERFORATED (NUTLET PIPE FOR USE PERPENDICULAR _/' 1;:' MAX - EDGE OF EXISING PAVEMENT UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS 3, SLOPING SIDES DF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP s9 (AS DETERMINED IN FIE -O) FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS- ` WITH BUFFER STRIP TYPE PPE CRUSHING STRENGTHJ SO - (EDGE DFP PAVED SHOULDER) 4. IF RAMP FLOOR IS PRECAST HOLES MUST BE FRONDED FOR DOWEL BARS ^ N 'HW.T 4" NOM. DIAMETER THAT ADJOINING FLARED SIDES CAN BE CAST H PLACE AFTER PLACEMENT OF 5 NAI PAVED SHOULDER SECTION SMOOTH WALL PVC 103 PRECAST (AAP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. r 11 RAM RAMJ _ TACK COAT THE PROPOSED + MA>t CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS -. - - - 5. REQUIRED BARS ARE TO BE NO. 5 X 8" PLACED ,'CENTER TO CENTER ALONG 12:1 M y` ISEE 'TAELEI .SEE rAB.LD 12-A ----------------- (FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER) SMOOTH WALL PE 70 PSI HN N BOTH SIDES OF THE RAMP FLOOR, MO -DEPTH OF RAMP FLOOR. MINIMUM A - sa.t IaAx ` Fw CONCRETE COVER +Ifa"• TnUNCArED DOME', 4, won UNDERORAN SHALL BE CENTERED UNDER CURD AND GUTTER. °A( WALL THICKNESS (MIN) - INCHES 6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS TYPE B SPE SHEET I OF 5 FOR DETAILS EXISTING SUBBASE PROPOSED SUBBAISE ARE INCLUDED IN PAYMENT FOR CURB / CURB AND CUTTER. - GEOTEXTLE DRAINAGE FABRIC XXX TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. PARALLEL _�" Mhr _➢ (OVERLAP T -O" AT TOP) 7. CURB RAMPS ARE TD 1E LOCATED AS SHOWN ON THE PIANS OR AS DIRECTED SH+�E T�I MAT? -H FAeE T - - - - - - - -- - - - - - - - - - DOWN GRADE BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER OF RC AOWA'r CURD COMPACTED SUBGRADE AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY AVEkENT R;• -ES SHOULDER CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, 61rUs CaAaB a . IMAX,1i , ` WITH DUFFER STRIP SGP£N R3RAOED -EP OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS � 24''+ `r CONSTRUCTION JOINT DETAIL_ 4r3_.1MWX. 5If1ti DRAFLAGE LAYER SEE. NOTE g AS SHOWN ON PLANS OR AS DREGTED BY THE ENGINEER, AND SHOULD NOT ywc. p 1 MAX tt 5 ANON- ORATED BE LOCATED HIND VE STOP IVES EXISTING LIGHT POLES FRE SUBBASE LAYER .: `�'; • MAIN LI'E PAVEMENT Y CDNECCTIOIN L O VEHICLE D L E S G L _2:1 - IPE HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINRIOU7 3(.`1( %'' sLW MAx TLET PIPE 5' * - ->~ 511BGRKIE _EP UNOBSTRUCTED, STABLE, FIRM AND SLP RESISTANT PATH CONNECTING ALL �" ,, FAIN, Y --- -- --' T F AIF FACILITY THATAPPROACHED,'.- ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS SEE NOTE 1 -ES SFTOR ACCESSIBLE ELEMEN S O ACL A CAN BE SECTION A -A AND USED BY PEDESTRIANS. PROPOSED MINIMUM 1 V2 INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) 457 AGGREGATE, 08 AGGREGATE OR CRUSHED "PPE S70.UD-4 REO'0_ A. AT )K , 2" HIGHER THAN WYITHOt1T BUFFER STRIP % SPD. UD -4 REVD. n. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS GLASS MEETING !fB GRADATION REQUIREMENT. + f THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AFD EDGE OF PAVEMENT 'EN4tx_IBLE ;. AS DETERMINED BY CORES (SEE NOTE 37 THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS AT )K:K ,SAME AS TOP OF CURB CDNSTRUCrIVN' ! I CROSSWALK CURB AND GUTTER SECTION SHOULDER / PERPENDICULAR TO THE CURB, JOINT (FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER) TYPE C t I 9. TYPICAL CONCRETE SIDEWALK IS 4"' THICK. WHEN THE ENTRANCE RADII CANNOT � PAVEMENT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK PARALLEL & PERPENDICULAR • ' NOTES: NOTES- EI I I C TRUCKTRAFF�TRAFFFIC) FOR CONCRETTO STANDARD E DEPTH. COMMERCIAL ENTRANCE (HEAVY CROSSWALK SECTION 13-8 �' � ar 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH,r�` 1, 4" YIINIMt1H, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS A r scc,ne L.rl,CfrrC r.£n 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH FI FT1I DLL F.XW OF TRAYgeAY 2. WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE I I I Jt% SHILL RE MINCED Fca i H Y P T I 1. W. EN ONL DINE CURB RAM 6 PROVIDED FOR WD CRfl55NG5 f0 AGONAL] Et c.s SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. (DROP INLET. MANHOLE,. ECT.), NDN -PERFORATED OUTLET PIPES ME NOT REQUIRED. .a>rr C s. L A 4' x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR CFJS5WALK ArIIHa4 THE awarEx 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4'x 4' VI:TES: FOR SHIEE RA1 NOTES ON THE DETECTABLE WARNING SIR FACE, •vfeiS.MAIa ,, , 3, INVERT ELEVATION AT OUTLET END OF OUTLET PPE TO BE A MltillM OF Y -O'• SEE SF€Ei !OF 5. $, T LANDING AREA MAY IN THE GUTTER PAN. PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE lN7CN OR STRUCTURE. TRUNCATED DOME i y`" '712. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF THE REQ LEN TH OF A PARALLEL RAAW T ICAL ` LACEMENT4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 W/2 INCHES AND REPLACED WITH AV ASPHALT SURFACE COURSE TO MATCH THE 4, ALL CONFECTIONS (ELBOWS AYES, ETC., W6THIN PAY LtINTS FOR OUTLET PIPE `-" - - CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE .6"-2,4"' C -C IS UMITCD TO 15 Ficr, RECAMI(7LESS Or THE AT INTERSECTION PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAI-NEO BY THE ENGINEER. ARE TO BE OF THE SAE BRUSHING STRENGTH AS THE OUTLET RPE. COMMERCIAL SIDEWALK OR WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD ❑ D 0 0 0 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE ENTRANCE UypAyED Sp/.CE-MODIFIED AS RECOMMENDED B1' THE MANUFACTURER TO MATCH WITHIN CROSSWALK rarRO AND EFFECTIVE SURFACE DRAINAGE. 5. OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3% DESIRABLE) GRADE AND PERFORATED THE BACK OF CURB. � 0 0 0 0 0 0 0 0 0 0 O LOCATED EVERY 350' MAXIMUM OR AS NOTED ON PLANS. Rf DRAIN PERFORATED 0 0 0 9 U 0 0 0 0 0 0 O 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE 'PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. PE TRENCH WITH PERFORATED Q OUTLET PIPE TO BE SECURELY CONfNECTED TO EW -12 OR OTHER DRAINAGE AGGREGATE PIPE LADING PoAMP tI 1 0 9 0 0 D D 0 O O O 0 0 0 0 0 a 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS STRUCTURE, 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 „y AT TE -IN LOCATIONS SHALL BE TESTED USING A 1D FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REOUREVENTS OF SECTION 315.07(a) OF THE 7, WITNIN THE LOTS OF A COMMERCIAL ENTRANCE, NON -PERFORATED PPE SHALL BE - - - - - ry O D ❑ ❑ ❑ O 0 0 0 0 O 0 0 0 ❑ SPECIFICATIONS. UTILIZED IN LEU OF PERFORATED PIPE. LENGTH- _ MARLINE ROADWAY '? ❑ 0 0 0 0 0 0 0 0 0 0 0 0❑❑ 8. TED TOOF PIPE NO MULE TAN BETWEEN T--O'TTO P€RMITHE WYE OCAMETION RA INSPECTION OFTHE ITHE: AI LINE b GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D, CUB URB- Y R DIAAIETERp ET' R 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IN EITHER DIRECTION, COMMERCIAL ENTRANCE CURB RETURNS L GUTTER DETECTABLE WARNING c I VARIABLE FULL WIDTH OF RAMP FLOOR _I �WLL BE NON -PERFORATED PIPE. AT BACK Of CURB "-t 4'• 9, IN SITUATIONS WHEN FUEL DEPTH OF STABILIZED OPEN -GRADED MATERIAL CANNOT SEE NOTE 12. BASE DEAMETER I RAY LIMITS BE MAINTAINED UNDER CURB AND GUTTER° NO, 210 AGGREGATE SHALL BE USED TRUNCATED )DOME UNDER CURB APD GUTTER. DETECTABLE WARNING NO, 21 B AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN -GRADED - DETAIL DETECTABLE WARNING TYPE B PARALLEL APPLICATION H^°AI7WA'� GRANt£ N PERCENT MINIMUM RAW, LENGTH Fv HEFT 4' CJR9 6' -_URB C 4 6 \VC T 5 7 2 5 B 3 fi 9 4 a '2 S 10 fi 14 5 - 4 IFFox STRIP ---. 5• SIDEWALK s'tw DIAGONAL PLACEIVENT r1 s� ay_ •� � � IllN -- { 1,-- wOJIME or TRAr YYE NAY�A JA 4' SCUARE LANDING AREA yr 411 HE a K;m as run ULTSA.,£ OF lltmELNA= °�' FEgPEWCEUJ1? CROSSNAIX � SHALL BE PfRCv= FOR "mH, THE MWNEC PERPEgDULAR C405SWALK WITH BUFFER STRIP' "KasssALN NEA cRo�� Nt THAI THE ulRRE I'X4'X4`-S' SLATS, 2-FiNISH NAIL AT TOP AND BOTTOM 2'X4"X4' BEAMS. TOE NAIL TO POST 4-X4"X87 POSTS NOTES: 1. PRESERVATIVE STAIN ON ALL WOOD. COLOR TO MATCH THAT OF BLDG. 2. FINISHED SIDE OF FENCE SHALL FACE ADJOINING PROPERTY, IF APPLICABLE. COMPACTED GRAVEL FOR BOTH DUMPSTER ENCLOSURE AND PERIMETER FENCING NOT TO SCALE 51 p�W �k 4 C,R4 SS'3,TR/p 2"x2'x0.375" ALUMINUM ANGLE 6061 T6 AIDA - 4.5'x 9.0' FIBERGLASS S E2VI�.�ATE PM -1540 ALUMINUM ANGLE 6061 T6 PROVIDE. EROSION PROTECTION PER PLAN 2"x2"xO.375" ALUMINUM ANGLE 6961 T6 6" CON CRETE CHANNEL TO CARRY ALUMINUM ANGLE 9'G, 2' "IsLOCALIZED3 2"X2")-0.375" DEPRESSION 'S]� ALUMINUM ANGLE 6.361 T6 5' CONCRETE SCUPPER 2"x2'xq-375' WITH 2% SLOPE ALUMINUM ANGLE 6061 T6 2"x2'x0.375' ALUMINUM ANGLE 5061 T6 " x " S.S. BOLT W! HILTI EPDXY ANCHOR TYP. 61 CIO [ l CHANNEL TO CARRY �. ALUMCNUM ANGLE A , COMBINATION SCUPPER, SIDEWALK & CG -6; ISOMETRIC DETAILS 7,r TIG WELDED NOTES: ALUMINUM ANGLE 6 61 T6 .' �3Nc d ° �,AQR�atr'~ 1. ALL BOLTS, ETC. SHALL BE 316 STAINLESS STEEL (S.S.). IA 4.r ,c?O-pS'��' 2. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 a �,, e - rl- 3. EXPANSION JOINT FILLER SHALL BE 112" BITUMI NOUS TYPE PREFORMED EXPANSION JOINT FILLER, ASTM D-1751 4. GRATING SHALL BE AMERICAN GRATING LLC, ADA PI -1540 (1.5' 40% OPEN, I -BAR, FIBERGLASS REINFORCED PULTRUDED d GRATING WITH NDN SKID SURFACE AND UV RESISTANT MATERIAL) OR APPROVED EQUAL. COLOR SHALL BE LIGHT GRAY. 0 4 - 5. GRATING SHALL BE INSTALLED WITH ELONGATED OPENINGS PLACED PERPENDICULAR TO DIRECTION OF TRAVEL SU PORT DETAIL ♦'~ SCUPPER, SCUPPER ANCHOR, AND SCUPPER SUPPORT N.T.S. } MATCH PAV. SLOPE .: 7" M11 mY-4' •' •.� .x ` PAVEMENT 7" MIN. 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, CLASS A4 IF PRECAST /"► RC RIBBON CURB 1/130114 N.T.S. VER 1 WIDTH VARIES SEE SITE PLAN -2% d'.•�' t 'f- 1! ° ' '/f'/ / COMPACTED \ \ \ \ \ \ \ / SUBGRADE \ \ \ \ i\ p \ \ \ \ \ \ \ \ \ \ COMPACTED TO 95Io ../�'•l/r /� /.,i/..//.,//.. DENSITY AT OPTIMUM 4" SUBBASE (21-A STONE) MOISTURE CONTENT 4" 3000 PSI VDOT A3 CONCRETE VDOT VTM-1 METHOD) �+ CONCRETE SiDEWALK 11105/14 �i N.T.S. VER 1 Page 611.52 Apri11.015 Typical Traffic Control Lane Closure on a TAro-Lane Roadway Using Flaggers (Figure "FTC -23.1) \C) CE S Guidance: 1. Sign spacing distance should be 35W- 4(10' st-here• rile posled speed limit is 45 mph or less, and 560'-800' where the posted speed limit is greater rhan 45 mph. 2. Care should be exercised when establishing lite limits of the rototk roue to Insure maximum pmvihle sight dislon a in adt'am'e of the flagger station aId transition, based on the posted speed limit and at !vaso equal to or greater than the values itt Table 6H-3- Geuerallt'speaking. motorists ,should have a Clear line ofsight from the graphic flogger symbol sign to the flagger, Ontion: 3° Whcre Right -of -Way or gcamctric conditions 1)rcv:nt the use of48" x 48" signs, 36" x 36" signs may be alai Standard: 4. Flagging stations shall be located far enough in advance of the work space to permit approaching traffic to reduce speed and/or stop before passing the work space and allow sulTiicient distance for departing traffic In the left lane to return to the right lane before reaching opposing traffic (see Table 611-3 on Page 614-5), 5, All Raggers shall he state certified and have their certification card in their possession when performing flagging duties (see Section 6E.01, Qualifications for Flaggers), 6. Cone spacing shall be based on the posted speed and the values in Table 6114 on Page 611-6.I 7. A shadow vehicle with al Iram ane high intemity anther rotating, flashing, ort oscillating light shall be parked Sig' -120' in advance of the first work crew. il. A sunnlemen+al dagger may. he TeUuired in this arca to give advance waming of the operation ahead by slowine approaching traffic prior to reaching the Ilagecr station or aucued traffic. Guidance: 9 (frhe queue ol tra a reach s the E PREPARED TO STOP 1i' -i 4)srgu their rhe si re, and if used" the portable temporaryt'lamlile strips g',II'i'R5J1 , ;slforrlRl he rerrdjrrstvd at greater distances. 10. When a high ivar-rail crossing exists within or topsu'eam of the transition area and it is andripared Thur i)ueuas resttlritrg from the lane closare might extend through the highwaUt,ruif grade crossing, the temporarH' frqf ric control zone should be extended so Ilial the fransition area precedes the higlrwav-rail crossing (see Figure TTC-56 for additional informalion on highwgv-rail crossings). Standard: 11. At right, Nagger stations shall be illuminated, except in emergencies (see Section 6E.08). 1112. Cones may be eliminated when using a pilot vehicle operation or when the total roadway width is 20 'i fell '.r less. 13. ftT law-volumc situationswrth short wartzones on straight roadways where the la 6b=cr IsyiI slblc to 4' '1 1 w ,. 7 users road users ap roachtng from both directions.. a unelc flaW_gcr, u.nurnrd ti lc ylsiblc to marl uaLr, P P angmaching from both directions. may be used (see Chapter 61:3 - Standard:' 14. When approved for use, three portable temporary rumble (PTRS) strips shall he installed sernss the entire travel lane adjacent to the BE PREPARED TO STOP (1134) sign. The portable temporary rumble strips shall be monitored and adjusted as necessary during the work shift to erasure proper placement on the roadna!I. VVIlie'n the PTRS are installed, the RUMBLE STRIPS AHEAD (13'20-V26) sign shalt also he utilized. Posted S eed 0 35 m h 36 55 In h PTRS Spacing Center to Center 5 Pccl 8 Feet 1: Re Dim t - 41112015 April 'M S 3w owl" Crranlnr Lane C•lusure on :t 'IOyu -Lane Ruadtl'ay Lasing Flaggers (l''lQll i"( I`7 C-23. ) Dl NO11VLS N300Yij -T -'^IT _T i+-. ® G20-2 IV) EGG ± a 0 0 50' - 100' 0 a SEE NOTE 4 64' - 120° P ' SHADOW VEHICLE REQUIRED o F- SEE NOTE 4 p T 0 O ® FLAGGER STATION to SEE NOTE 2 Ir- t OO5 1 PORTABLE TEMPORARY RUMBLE STRIPS f SEE NOTE 14 J (OPTFONAL} 1: Recision l - 4!1112014 Pagc 611-� SEE MATERIAL LAYER AND DDRB .v'D GUTTER. NOTE 1 INSTALLED ON A RADIUS DETAIL CROSSWALK AREA. \VC T SEN; SPECIFICATION RE-ERENGE SPECIFICATION REFERENCE 1 "min. 7.5"rot®I as I 2 1 V�OT CG -12 DETECTABLE WARNING SURFACE SPECIFICATION REFERENCE VDDT CG -12 DETECTABLE WARNING SURFACE SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SEE NOTE 14 NOTE 1 STANDARD PAVEMENT EDGEDRAIN VIRGINIA DEPARTMENT OF TRANSPORTATION ROW AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS (GENERAL NOTES) VIRGINIA DEPARTMENT OF TRANSPORTATION W20-1 ROAD ARID BRIDGE STA,OARDS TYPE B (PARALLEL) APPLICATION VIRGINIA IEPAR7MEYi CE TRANSPORTATION SHEET 1 OF 1 REVISION DATE 315 24D 258 501 701 REVISION DATE SHEET 2 OF 2 SHEET 1 OF 5 REVISION DATE 7/tt 105 502 'SHEET ] OF 5 REVISION DATE 7111 303 02 108.07 203.05 g.J3,D7 I'X4'X4`-S' SLATS, 2-FiNISH NAIL AT TOP AND BOTTOM 2'X4"X4' BEAMS. TOE NAIL TO POST 4-X4"X87 POSTS NOTES: 1. PRESERVATIVE STAIN ON ALL WOOD. COLOR TO MATCH THAT OF BLDG. 2. FINISHED SIDE OF FENCE SHALL FACE ADJOINING PROPERTY, IF APPLICABLE. COMPACTED GRAVEL FOR BOTH DUMPSTER ENCLOSURE AND PERIMETER FENCING NOT TO SCALE 51 p�W �k 4 C,R4 SS'3,TR/p 2"x2'x0.375" ALUMINUM ANGLE 6061 T6 AIDA - 4.5'x 9.0' FIBERGLASS S E2VI�.�ATE PM -1540 ALUMINUM ANGLE 6061 T6 PROVIDE. EROSION PROTECTION PER PLAN 2"x2"xO.375" ALUMINUM ANGLE 6961 T6 6" CON CRETE CHANNEL TO CARRY ALUMINUM ANGLE 9'G, 2' "IsLOCALIZED3 2"X2")-0.375" DEPRESSION 'S]� ALUMINUM ANGLE 6.361 T6 5' CONCRETE SCUPPER 2"x2'xq-375' WITH 2% SLOPE ALUMINUM ANGLE 6061 T6 2"x2'x0.375' ALUMINUM ANGLE 5061 T6 " x " S.S. BOLT W! HILTI EPDXY ANCHOR TYP. 61 CIO [ l CHANNEL TO CARRY �. ALUMCNUM ANGLE A , COMBINATION SCUPPER, SIDEWALK & CG -6; ISOMETRIC DETAILS 7,r TIG WELDED NOTES: ALUMINUM ANGLE 6 61 T6 .' �3Nc d ° �,AQR�atr'~ 1. ALL BOLTS, ETC. SHALL BE 316 STAINLESS STEEL (S.S.). IA 4.r ,c?O-pS'��' 2. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE CLASS A3 a �,, e - rl- 3. EXPANSION JOINT FILLER SHALL BE 112" BITUMI NOUS TYPE PREFORMED EXPANSION JOINT FILLER, ASTM D-1751 4. GRATING SHALL BE AMERICAN GRATING LLC, ADA PI -1540 (1.5' 40% OPEN, I -BAR, FIBERGLASS REINFORCED PULTRUDED d GRATING WITH NDN SKID SURFACE AND UV RESISTANT MATERIAL) OR APPROVED EQUAL. COLOR SHALL BE LIGHT GRAY. 0 4 - 5. GRATING SHALL BE INSTALLED WITH ELONGATED OPENINGS PLACED PERPENDICULAR TO DIRECTION OF TRAVEL SU PORT DETAIL ♦'~ SCUPPER, SCUPPER ANCHOR, AND SCUPPER SUPPORT N.T.S. } MATCH PAV. SLOPE .: 7" M11 mY-4' •' •.� .x ` PAVEMENT 7" MIN. 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, CLASS A4 IF PRECAST /"► RC RIBBON CURB 1/130114 N.T.S. VER 1 WIDTH VARIES SEE SITE PLAN -2% d'.•�' t 'f- 1! ° ' '/f'/ / COMPACTED \ \ \ \ \ \ \ / SUBGRADE \ \ \ \ i\ p \ \ \ \ \ \ \ \ \ \ COMPACTED TO 95Io ../�'•l/r /� /.,i/..//.,//.. DENSITY AT OPTIMUM 4" SUBBASE (21-A STONE) MOISTURE CONTENT 4" 3000 PSI VDOT A3 CONCRETE VDOT VTM-1 METHOD) �+ CONCRETE SiDEWALK 11105/14 �i N.T.S. VER 1 Page 611.52 Apri11.015 Typical Traffic Control Lane Closure on a TAro-Lane Roadway Using Flaggers (Figure "FTC -23.1) \C) CE S Guidance: 1. Sign spacing distance should be 35W- 4(10' st-here• rile posled speed limit is 45 mph or less, and 560'-800' where the posted speed limit is greater rhan 45 mph. 2. Care should be exercised when establishing lite limits of the rototk roue to Insure maximum pmvihle sight dislon a in adt'am'e of the flagger station aId transition, based on the posted speed limit and at !vaso equal to or greater than the values itt Table 6H-3- Geuerallt'speaking. motorists ,should have a Clear line ofsight from the graphic flogger symbol sign to the flagger, Ontion: 3° Whcre Right -of -Way or gcamctric conditions 1)rcv:nt the use of48" x 48" signs, 36" x 36" signs may be alai Standard: 4. Flagging stations shall be located far enough in advance of the work space to permit approaching traffic to reduce speed and/or stop before passing the work space and allow sulTiicient distance for departing traffic In the left lane to return to the right lane before reaching opposing traffic (see Table 611-3 on Page 614-5), 5, All Raggers shall he state certified and have their certification card in their possession when performing flagging duties (see Section 6E.01, Qualifications for Flaggers), 6. Cone spacing shall be based on the posted speed and the values in Table 6114 on Page 611-6.I 7. A shadow vehicle with al Iram ane high intemity anther rotating, flashing, ort oscillating light shall be parked Sig' -120' in advance of the first work crew. il. A sunnlemen+al dagger may. he TeUuired in this arca to give advance waming of the operation ahead by slowine approaching traffic prior to reaching the Ilagecr station or aucued traffic. Guidance: 9 (frhe queue ol tra a reach s the E PREPARED TO STOP 1i' -i 4)srgu their rhe si re, and if used" the portable temporaryt'lamlile strips g',II'i'R5J1 , ;slforrlRl he rerrdjrrstvd at greater distances. 10. When a high ivar-rail crossing exists within or topsu'eam of the transition area and it is andripared Thur i)ueuas resttlritrg from the lane closare might extend through the highwaUt,ruif grade crossing, the temporarH' frqf ric control zone should be extended so Ilial the fransition area precedes the higlrwav-rail crossing (see Figure TTC-56 for additional informalion on highwgv-rail crossings). Standard: 11. At right, Nagger stations shall be illuminated, except in emergencies (see Section 6E.08). 1112. Cones may be eliminated when using a pilot vehicle operation or when the total roadway width is 20 'i fell '.r less. 13. ftT law-volumc situationswrth short wartzones on straight roadways where the la 6b=cr IsyiI slblc to 4' '1 1 w ,. 7 users road users ap roachtng from both directions.. a unelc flaW_gcr, u.nurnrd ti lc ylsiblc to marl uaLr, P P angmaching from both directions. may be used (see Chapter 61:3 - Standard:' 14. When approved for use, three portable temporary rumble (PTRS) strips shall he installed sernss the entire travel lane adjacent to the BE PREPARED TO STOP (1134) sign. The portable temporary rumble strips shall be monitored and adjusted as necessary during the work shift to erasure proper placement on the roadna!I. VVIlie'n the PTRS are installed, the RUMBLE STRIPS AHEAD (13'20-V26) sign shalt also he utilized. Posted S eed 0 35 m h 36 55 In h PTRS Spacing Center to Center 5 Pccl 8 Feet 1: Re Dim t - 41112015 April 'M S 3w owl" Crranlnr Lane C•lusure on :t 'IOyu -Lane Ruadtl'ay Lasing Flaggers (l''lQll i"( I`7 C-23. ) Dl NO11VLS N300Yij -T -'^IT _T i+-. ® G20-2 IV) EGG ± a 0 0 50' - 100' 0 a SEE NOTE 4 64' - 120° P ' SHADOW VEHICLE REQUIRED o F- SEE NOTE 4 p T 0 O ® FLAGGER STATION to SEE NOTE 2 Ir- t OO5 1 PORTABLE TEMPORARY RUMBLE STRIPS f SEE NOTE 14 J (OPTFONAL} 1: Recision l - 4!1112014 Pagc 611-� SEE Asphalt Pavement Restoration Detail for Open Cut Utility Installations NOTE 1 Mill a reaurlaca"'"" Mat W20-7 SEN; Il NOTE 1 1 "min. 7.5"rot®I as I 2 W3-4 G AsPhaN MRrele Sudaoe Melena' SEE NOTE 9 SEE NOTE 1 tr > depth w equal to SEE SEE NOTE 14 NOTE 1 the depih of ewslmg SEE NOTE 1 W20-4 111117jowalt CoA - - 0A W20-1 1 PRIVATE DRIVE PAVEMENT DETAIL C4 00 w OTQ E C N C4 MIT U0 JCq R (D GT C W 1 C _ 0) G N ib .8 - -0 C cu Le) I3} i� Rev. No. I Date TYH QF �' �1 1, � I TUNG NII{[ ADH KUSUMA Lic. ND. 26715 `��QNAL [SATE:- - � 15 X019 SCALE: N/A DESIGNED BY: JNT FILE NO. 4634T SHEET 13 OF 44 Asphalt Pavement Restoration Detail for Open Cut Utility Installations Mill a reaurlaca"'"" Mat a msurrace's" Il saw -cut edstLrg Pavartr@rd la Aha U depth of dale 1 "min. 7.5"rot®I as I 2 12 m n. G AsPhaN MRrele Sudaoe Melena' Pa VMpe n! tr > depth w equal to the depih of ewslmg 6" mi 111117jowalt CoA - - 0A cancre esphal feT. *�MiGlldver is grealor Sub -bole course depth 14 -min AGya ea Baa shall to I0- dr equal to Slre No. 21A or 219 c depth of mdshng sub -base, I '< vAticltxvet is grealer 12"Bench HmzonW and mrileal surfmm Y 2 Bench �- Mn Min. - u shall be tacked Nth RRC 250 uid q asphalt al a rain of 0.1 Gallen per NOTES: "g SY, or as del iIiTv ed by the district administratoes designee ' Asph;ilt Concrala Surface Material: SM -9.5A forAOT c 10,000Selecl Maledal Type I wi%min:nun CBR = 3P SM•9-50 for ADT P 10.000 r's desW" shall datetine the The dlttdcf admslirtralOm restwalion requir"wis for u(her Pavement typal. Gass I badc011 mat" In aCCArdarp40 whh Section 302 of the Road and Bridge Speolloetlnrrm Tranch width andMPe ^9 baddW shall be In Ida. aggre Pipe bedding in accordance xdlh'/DOT Ste. PBA i!O r aGGadtnAee wife SeeWduuiw 205 &302 OF the Read and Bridge 3PBGircahDm ' 12 mches ninanum beyond the adge of the Irewh m Iorlgiardirral Gran cuts, w 25 feet mlmmum beyond Aha trench cen"fle on perpendicular open arts, or as determinedby the districtadministrator's designee, Date: August 27, 2014 Not to Seale C4 00 w OTQ E C N C4 MIT U0 JCq R (D GT C W 1 C _ 0) G N ib .8 - -0 C cu Le) I3} i� Rev. No. I Date TYH QF �' �1 1, � I TUNG NII{[ ADH KUSUMA Lic. ND. 26715 `��QNAL [SATE:- - � 15 X019 SCALE: N/A DESIGNED BY: JNT FILE NO. 4634T SHEET 13 OF 44 C14 Ln Ca W oc to � E C CV co U _JM W in tM E W ' _ CIO CV 7,7 -p C 0 u � v rl7 cn .� r 0 a: L 06 of C7LULULL LL ................... UJ meter byZ Q Q In I� r u� �J I w ~ �.5+ 14 J Rev. No. Date ��+ TUNG 1 ADHIKUSUMA Lic. No. 26715 `910 L DATE: 2-16-2019 SCALE: - N/A DESIGNED BY: JNT FILE NO. 4634T SHEET 14 OF 14 1V-19 concrete pad 18" dia. x $" deep finished grade general backfill :. , ' •; y // // trench width ..:: � as required 8' stone- 8�� g�� screw type adjustable valve box 6"dia. schedule 40 steel pipe filled with Concrete 3' location marker 24" select 48" min. back#ill location marker valve plaz and painted yellow p p . treated 2"x 4" with to 6" ainted blue finished T 11" coupling (PJ X FIP) and joint _valve restrained grade : 2° MIP plastic plug on 6` tail place stone restraints to main meter tspx � 24' 12° All backfill to be compacted to 95°6 and cover 1 g= of ASTM D698 maximum density. � 18"dia. � --6" � -finished lgrade / / ! Concrete � `{ �~ 36'° �--�--sidewedk�•�= 36" �I r r, f encasement 3' r� 4 stens tg�� STANDARD 18' to 24" 12" 18"-21" � F,C S.A. 8"x 8'k 16'° solid block '- general backfill general backfill for 12" valbe v 36 e BOLLARD DETAIL ... ;;. � NOTE: ' 6°', 8'"and 12" Weep holes shall not be subject to being submerged. If 38" installation is in an area having a high groundwater table, the 48` 8 10 48 � Authority's engineer shall be contacted for hydrant relocation. 3' min, store 8" 8" 8" 8" concrete pad 18" UO surroundincg centrale pad 18" dia. x 6" deep finished grade dia. x B" deep Q box location 24" select location market 24"select 1` CTS polyethylene .� tubing (PEI) 200 12" marker backfill Conprete backfrll � psi with 5S inserts stone L „ •, '• +. L 6" stone 8" stone 24- min. concrete pad 1'-8" dia. x 8" deep C � 45 as required at all connections �Y 12" g° screw type adjustable Nate: valve shall finished � 112 O -D. 112 O:D. 48'°min. valve ox gear :•.• p grade Srde • b - type eevel screw type � Opposite : ,.- , , � • valve restrained to main adjustable � 2" min. - 6' max- 8 min 8' min.. ' � valve box saddle with L ;;;•::: • •'.• ::.:;•:; ' :•::::;::?: Note: valve shall s stone ;Oro stop concrete 6" stone 12° :: .. • .:::: be spur gear � 12 gauge solid insulated valve box e � copper wire for line tracing, stone CONCRETE CRADLE CONCRETE ARCH valve box adaptor type loped at 10 foot internals adaptor screw type adjustable valUJ ve box 6 general backfill , Stone to be minimum of 6` valve box adaptor - � 60"min, above top of base locator marker Same Side over -excavation ..::: � . •:. - filter cloth stone g ... [one 8.. ..,.,..•, r ,:.": i::.:-`::. entrained . _ .................... to main ...:• • ....... ................ INSTALLATION NOTES: stone location 1. Exact location of meter box assembly to be approved prior 44 installation. marker 2a" select backfill 8"x 8"x 115, . 2. Water service crossing street: solid black .... : a. Encase in 3 diameter SCR40 PVC or SDR21 pipe. The pip ng shall run from one foot beyond sidewalk, across the `•^ ° ' street, to one #•Sot beyond sidewalk. 8"x 8"x 161° b. Install 12 gauge solid insulated copper wire (far line tracing) from corporation stop to into the meter box [wrap wire solid block mechanical Point swivel tee with around corporation stop; wire to be taped to top of PET at 10 foot intervals; corns up into meter box; wrap around t-:;,. - •.::::::�:::� ::.:::•::•:•.. bot .... .......... ...... ..... . 30 . ... ......... 0 tom of ang 8 ball valve; terminate with 12'tail piece]. _.... ...,.. 6" branch _ • .: � � : - Water Forced Sewer ro}id:filadk :::•:.:.•. THIS WATER SERVICE CONFORMS TO THE UNIFORM STATEWIDE BUILDING CODE concrete sofitf }i[odk::::::: CONCRETE ENCASEMENT 18"', 18'1, 24" and 24'" S�g r x 3/�pr, •%4 r AND 1" TRENCH &BEDDING GATE VALVE METER INSTALLATION -�- MAR if3 -5- APR 09 -0 6- APR 09 -$- FEB 09 top of manhole at grade in pavement areas unless otherwise directed (top shall be set 24" R PROPERTY— finished �— min. above rade in undeveloped areas spigot by Basketed bell 45° bend LINE grade 1,4 �� I ]ear opening � g ] � SERVICE LINE 1" 200 PSI GTS PET square skid pad fi" thick around manhole frame in 3/4"x 2" butyl REFER TOM - TER developed areas joint sealant y,�M WM INSTALLATION FCSA FIC, 8 8' stone 35" max. 24° min. in undeveloped areas adjustment rings ° �3' minimum (17' max,) � Basketed pipe and fittings ` oo Capital Foundry of VA, Inc. traffic 314' concrete anchor ° 8` x 4` Basketed bell wye solvent weld cap o r bearing clean ouillampholeframe TYPICAL METER bolts (4 each) finished and Cover ,Item No. VB-9*S SETTING 1" 200 PSI CTS PETCD grade concrete ASTMC-t 50 PLACE CIL OF METER 4000 psi � ■ Panella Madel PA4SV-CSK {4"} cast iron 3' BE iIND 12" of 16" properly BRASS FIP WYE (h'p') line cleanout cap with standard gasket and brass SIDEWALK exterior of all sect _\ \V/ _\ ions to771 � (3) 1 " X -COMP have waterproof coating finished plug having a countersunk square head concrete skid pad steel reinforced . 1"nominal size butyl grade 18" finished 1°' 200 PSI CTS PET— ADAPTERS polypropylene steps ° joint sealant to be grade /— 24" dia. x 8' deep applied on lower I ledge of joint joint gasket shall be ` s.: t' either o -ring or profile 12" 6' stone SIDEWALI( variable location marker 36" min. Cover 4'-0" 5" —pipe to manhole stone connection to be by flexible sleeve 45^ invert channel to provide a t 3'-0"min. smooth transition in to out, 4'-0" max. for all connections ' 2'-0" max. GgJRB &CUTTER precast invertor'4 top of bench to be tap 6t painted green grout bottom to '3I4 dra same elevation as top form channel - - ti" of pipe 4" pipe at 2.00% minimum grade Sanitary e .. ' • e + ,.4 ` * , e � , �. + 8„ sewer main Wye 4Y° bend ■• •' •' a ' � WATER MAIN 8"x1" SADDLE ................................................................. .............. 1"CORP STOP 6°stone �4.-.:.,.-.-..-.-.-...-.-.::.-.::.-..-.-.::.-.::.-.-...-.-.::.-.::.-.-.-..-.... ......................._........_....._ .....-. All pipe and fittings shall he Sill 35126. _.-._....... _...................... NOTES; 1. Manhole sections shall have an external Coating of approved polymer film waterproofing prior to installation. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of 6 stone water proofing. 3. Final slope adjustment of manhole frame shall be by shims and non -shrink grout. 4. Skid pad to be placed around manholes located in shoulders of roads. 5. Flat top shall be used if height from invert out to rim is four feet or less. Frame to be 4' in height. All pipe and fittings shall be SDR 35126. S. There shall be a 0.20 foot drop in elevation through the manhole. 5/8" METER PLACEMENT DIAGRAM GRAVITY SEWER LATERAL NTS STANDARD MANHOLE FOR MAIN WITH COVER 15 FT OR LESS GRAVITY SEWER CLEANOUT _15- FEB 09 -22- FEB f79 -24- FEB 0 9