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HomeMy WebLinkAboutSDP201500016 Plan - Approved 2015-06-19PROJECT DATA PROJECT: CVS /PHARMACY STORE #10746 ADDRESS: 1700 & 1710 SEMINOLE TRAIL MUNICIPALITY: ALBEMARLE COUNTY MAGISTERIAL DISTRICT: RIO PARCEL(S): 06100 00 00 123F0, 06100 00 00 123GO EXISTING USE: COMMERCIAL PROPOSED USE: CVS /PHARMACY WITH SINGLE DRIVE THRU (RETAIL) EXISTING/ PROPOSED ZONING: HC - HIGHWAY COMMERCIAL SPECIAL USE PERMIT REQ'D: DRIVE THRU OVERLAY DISTRICT(S): ENTRANCE CORRIDOR OVERLAY SITE AREA: 1.632 ACRES PRIOR TO R/W DEDICATION 1.535 ACRES AFTER R/W DEDICATION BUILDING AREA: 11,945 SF OPEN SPACE CALCULATION: 0.421 ACRES, 27.4% OF SITE IMPERVIOUS AREA: 1.115 ACRES, 72.6% OF SITE PARKING REQUIRED: 67 SPACES (1 SPACE PER 100 SF RETAIL UP TO 5000 SF„ 1 PER 200 SF BEYOND 5000 SF) PARKING PROVIDED: 57 SPACES (EXCEPTION REQUIRED) LOADING ZONE: 1 SPACE REQUIRED/ PROVIDED HEIGHT LIMIT: 45 FEET BUILDING HEIGHT: 30 FEET FLOODPLAIN: ZONE X(AREA OUTSIDE 500 YEAR FLOOD LEVEL) PER FEMA FIRM NUMBER 51003CO278 D, EFFECTIVE FEBRUARY 4, 2005 TOPOGRAPHY SOURCE: ALTA SURVEY PROVIDED BY JENNING STEPHENSON, P.C. DATED DEC. 3, 2014 DATUM: HORIZONTAL - NAD 83, VERTICAL - NAVD 88 LEGEND TRAFFIC SIGN CVS DIRECTIONAL SIGN PARKING COUNT CONCRETE / SIDEWALK LIGHT POLES DETECTABLE WARNING SURFACE CURB AND GUTTER REVERSE CURB & GUTTER FIRE LANE STRIPING PROPOSED CONTOUR TOP OF CURB ELEVATION BOTTOM OF CURB ELEVATION FINISHED SURFACE ELEVATION FINISHED FLOOR ELEVATION FLOW LINE ELEVATION STORM WATER PIPE STORMWATER MANHOLE WATER LINE WATER METER GATE VALVE FIRE HYDRANT SANITARY SEWER LINE SAN. SEWER CLEANOUT SAN SEWER MANHOLE TRANSFORMER ELECTRICAL LINE TELEPHONE LINE GAS LINE DRAINAGE AREA TRIP GENERATION CVS /Pharmacy with Drive -Thru 7 ca 2 FIRE LANE NO PARKING 100 TC 100.00 BC 100.00 FS 100.00 FIFE 100.00 FL 100.00 O W SS O ❑T E T G Trip Generation Peak Hour of Adjacent Street Weekday AM Peak Hour PM Peak Hour Land Use Size Unit ADT Enter Exit Total Enter Exit Total Pharmacy /Drugstore with Drive - Through Window (LUC 881) 11,945 SF 1,158 21 20 41 59 59 118 Adj. Specialty Retail Center (LUC 826)* 14,802 SF 656 18 22 40 18 22 40 Adj. Specialty Retail Center (LUC 826)* 2,537 SF 112 3 4 7 3 4 7 Total 1,926 42 46 88 80 85 165 *AM Peak Hour data not available, PM Peak Hour data used for both AM and PM Peak Hours. Square footage has been approxiimated CU -501 UTILITY DETAILS CP -101 SITE LANDSCAPE PLAN CP -501 LUC = La n Use Code ADT= Average Daily Trips Source: ITETrip Generation Manual, 9th Edition AM Peak Hour PM Peak Hour Distribution Enter Distribution Enter Entering Rl/RO Driveway on Rio Road 500/0 21 50% 40 Entering Rl/RO Driveway on Semi noIeTrai1 30% 13 309/a 24 Enteringvia Left -Turn from Rio Road 20% 8 20% 16 INITIAL SITE PLAN FOR [PIT 7 0 ��' fn 2 (K9F STORE NUMBER: 10746 1700 AND 1710 SEMINOLE TRAIL ALBEMARLE COUNTY, VIRGINIA DATE APRIL 3, 2015 VICINITY MAP APPROX. SCALE: 1" =2000' PREPARED BY: 93 P/1�70 / n )>> M e-y Horn COPYRIGHT © 2015 KIMLEY —HORN AND ASSOCIATES, INC. THIS DOCUMENT;, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY —HORN AND ASSOCIATE'S, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY —HORN AND ASSOCIATES, INC. PROJECT TEAM APPLICANTZDEVELOPER THE F EBKEE COMPANY THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: 804 - 419 -0740 FAX: 804 - 419 -0759 CONTACT: PAUL SPROUSE EMAIL: PSPROUSE@REBKEE.COM CIVIL ENGINEER Kimley *Horn KIMLEY —HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DRIVE, SUITE 200 RICHMOND, VA 23230 TEL: 804 - 673 -3882 CONTACT: RYAN PERKINS, PE EMAIL: RYAN.PERKINS@KIMLEY— HORN.COM ARCHITECT LARSON DESIGN GROUP 1000 COMMERCE PARK DRIVE, SUITE 201 WILLIAMSPORT, PA 17701 TEL: 570 - 323 -6603 FAX: 570- 323 -9902 CONTACT: TIM HENRIE EMAIL: THENRIE@LARSONDESIGNGROUP.COM SURVEYOR IENNINGSTEPHENSON,P. P.C. JENNINGSTEPHENSON, P.C. 10160 STAPLES MILL ROAD, 3TE 103 GLEN ALLEN, VA 23060 TEL: 804- 545 -6235 FAX: 804 - 545 -6259 CONTACT: MIKE JENNINGS OWNERSHIP INFO PARCEL 1 — 29 RIO XROAD LLC PARCEL It — 1710 SEMINOLE TRAIL, LLC ZONING CONSULTANT COOPER PLANNING 304 7TH STREET CHARLOTTESVILLE, VA 22903 TEL: 434 - 409 -9127 CONTACT: ASHLEY COOPER, AICP EMAIL: ACOOPER@COOPER— PLANNING.COM SINCE SITE DISTURBANCE IS GREATER THAN ONE (1) ACRE, A VSMP CONSTRUCTION PERMIT IS REQUIRED. CONTRACTOR TO OBTAIN VSMP PERMIT THRU ALBEMARLE COUNTY PRIOR TO LAND DISTURBANCE. NOTE. ONLY THE COMPLETE AND APPROVED PAPER COPY OF THE PLAN SET INCLUDING ALL SUBSEQUENT REVISIONS WILL SERVE AS THE OFFICIAL CONSTRUCTION PLANS. SHEET LIST TABLE Sheet Number Sheet Title CA -100 COVER SHEET CA -101 GENERAL NOTES CV -101 EXISTING CONDITIONS CV -102 INTERIM EXISTING CONDITIONS CE -101 PHASE I E &S CONTROL AND DEMO PLAN CE -501 EROSION AND SEDIMENT CONTROL DETAILS CS -101 SITE PLAN CS -301 CVS SPECS CS -302 CVS SPECS CS -501 CONSTRUCTION DETAILS CG -101 GRADING AND PHASE II E &S PLAN CG -201 STORMWATER PROFILES CG -301 STORMWATER MANAGEMENT CU -101 UTILITY PLAN CU -201 UTILITY PROFILES CU -501 UTILITY DETAILS CP -101 SITE LANDSCAPE PLAN CP -501 LANDSCAPE NOTES AND DETAILS FRANCHISE UTILITIES POWER DOMINION VIRGINIA POWER 701 E. CARY ST RICHMOND, VA 23219 804-771-3655 TELECOMM VERIZON BUSINESS 2400 N. GLENVILLE DR. RICHARDSON, TX 75082 1- 800 - 624 -9675 GAS CITY OF CHARLOTTESVILLE 305 4TH STREET NW CHARLOTTESVILLE, VA 22903 434 - 970 -3815 WATER f SEWER ARBEMARLE COUNTY SERVICE AUTHORITY 168 SPOTNAP ROAD CHARLOTTESVILLE, VA 22911 TEL: 434 - 977 -4511 MISS UTILITY OF VIRGINIA CALL BEFORE YOU DIG 811 RYAN R. PERKINS LIC. No. 046565 i AL KIMLEY -HORN AND ASSOCIATES, INC. STD. NOTES CONSTRUCTION STANDARDS 1. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM WITH THESE DRAWINGS, PROJECT SPECIFICATIONS, WITH ALL CURRENT APPLICABLE CODES, AND, UNLESS OTHERWISE SPECIFIED, WITH THE LATEST REVISIONS OF THE FOLLOWING REFERENCE DOCUMENTS: A. ALBEMARLE CONSTRUCTION STANDARDS AND SPECIFICATIONS B. VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) ROAD & BRIDGE SPECIFICATIONS C. VDOT ROAD AND BRIDGE STANDARDS D. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) E. VIRGINIA WORK AREA PROTECTION MANUAL. F. VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) G. VIRGINIA DEPARTMENT OF HEALTH (VDH) SPECIFICATIONS CONSTRUCTION NOTES 1. ALL CONSTRUCTION SHALL CONFORM WITH APPLICABLE STATE (INCLUDING VDOT) AND LOCAL CONSTRUCTION STANDARDS AS IDENTIFIED IN THESE PLANS. THE CONTRACTOR SHALL OBTAIN ALL APPLICABLE PERMITS AND LICENSES AND MAINTAIN COPIES OF THEM ON -SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL MAINTAIN A SET OF CONSTRUCTION DOCUMENTS, SPECIFICATIONS, AND A STORMWATER POLLUTION PREVENTION PLAN (SWPPP) ON -SITE AT ALL TIMES DURING CONSTRUCTION. 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR THE RELATIVE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF WORK AS DEFINED BY THE DRAWINGS AND IN FULL COMPLIANCE WITH LOCAL REGULATIONS AND CODES. 3. ALL DIMENSIONS ARE TO FACE OF CURB UNLESS OTHERWISE NOTED. 4. ALL PAINT STRIPING, PAVEMENT MARKINGS, AND SIGNAGE SHALL CONFORM TO THE "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES," MOST CURRENT REVISION OR AS OTHERWISE SPECIFIED. ALL REFERENCED SIGN STANDARDS ARE TAKEN FROM THE "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES ". ALL NEW SIGNS SHALL BE MOUNTED ON GALVANIZED POSTS AND IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 5. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES ASSOCIATED WITH THE PROJECT WORK SCOPE DURING CONSTRUCTION. AT LEAST 48 HOURS PRIOR TO ANY DEMOLITION, GRADING, OR CONSTRUCTION ACTIVITY THE CONTRACTOR SHALL NOTIFY "MISS UTILITY" OF VIRGINIA @ 811 FOR PROPER IDENTIFICATION OF EXISTING UTILITIES WITHIN THE PROJECT SITE. 6. ANY DAMAGE OCCURRING TO THE EXISTING SITE INFRASTRUCTURE ON THIS OR THE ADJACENT SITE DURING THE CONSTRUCTION OPERATIONS AND /OR MOBILIZATION, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ALL EXISTING DAMAGED ITEMS INCLUDING CONCRETE AND /OR PAVEMENT SECTIONS SHALL BE RESTORED TO THEIR ORIGINAL CONDITIONS PRIOR TO PROJECT COMPLETION AT THE EXPENSE OF THE CONTRACTOR. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING WITH MATCHING MATERIALS ANY PAVEMENT, DRIVEWAYS, WALKS, CURBS, ETC. THAT MUST BE CUT OR THAT ARE DAMAGED DURING CONSTRUCTION INSIDE AND OUTSIDE OF THE LIMITS OF CONSTRUCTION. 8. ANY AND ALL UTILITIES AND /OR OBSTRUCTIONS (POWER POLES, TELEPHONE PEDES1fALS, GUY WIRES, WATER METERS, ETC.) THAT ARE REQUIRED TO BE RELOCATED OR ADJUSTED DUE TO CONSTRUCTION SHALL BE DONE SO AT THE OWNERS /DEVELOPERS EXPENSE. 9. SLOPES WITHIN THE LIMITS OF THE HANDICAPPED PARKING AREAS SHALL NOT EXCEED 1.5% IN ANY DIRECTION. CROSSWALKS AND SIDEWALKS SHALL HAVE A MAXIMUM CROSS SLOPE OF 1.5% AND A MAXIMUM LONGITUDINAL SLOPE OF 5% IN DIRECTION OF TRAVEL. SLOPES IN HANDICAP RAMPS SHALL BE BUILT IN CONFORMANCE WITH ILATEST ADA CRITERIA AND LOCAL DESIGN STANDARDS. 10. THE CONTRACTOR IS RESPONSIBLE TO REMOVE ALL THE REMOVED /DEMOLISHED MATERIAL FROM THE PROJECT SITE AND DISPOSE OF SAME IN A LEGAL MANNER. 11. TYING TO EXISTING PAVEMENT: EXISTING PAVEMENT SHALL BE NEATLY SAW CUT TO, A STRAIGHT LINE AND ALL PAVING ON THE NEW PAVEMENT SIDE OF THE CUT SHALL IBE COMPLETELY REMOVED AND REPLACED WITH SPECIFIED MATERIALS. THE CUT LINE SHALL BE FULL -DEPTH AND COATED WITH A TACK COAT TO FURNISH A BOND BETWEEN THE (EXISTING SURFACE COURSE AND THE NEW SURFACE COURSE. 12. TYING TO EXISTING CURB /GUTTER: THE EXISTING PAVEMENT SHALL BE NEATLY SAW' CUT AND REMOVED FOR A DISTANCE OF 2'0" FROM FACE OF THE CURB AND 2'0" FROM THE EDGE OF CURB AND GUTTER AND THE SUBGRADE, BASE COURSE, AND PAVING REPLACED WI1fH NEW PRODUCTS. 13. THESE PLANS ARE BASED ON INFORMATION PROVIDED TO KIMLEY -HORN & ASSOCIATES, INC. AT THE TIME OF PLAN PREPARATION. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION AND NOTIFY KIMLEY -HORN & ASSOCIATES, INC. IF ACTUAIL SITE CONDITIONS DIFFER FROM THOSE SHOWN ON THE PLAN, OR IF THE PROPOSED WORK WOULD BE INHIBITED BY ANY OTHER SITE FEATURES. 14. ANY DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE &TTEN110N OF THE ARCHITECT AND ENGINEER BEFORE COMMENCING WORK. NO FIELD CHANGES OR DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE OWNER AND NOTIFICATION TO THE ENGINEER. NO CONSIDERATION WILL BE GIVEN TO CHANGE ORDERS FOR WHICH THE OWNER AND ENGINEER WERE NOT CONTACTED PRIOR TO CONSTRUCTION OF THE AFFECTED ITEM. 15. ALL DIMENSIONS SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER AND OWNER IN WRITING IF ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA COMPENSATION SHALL BE PAID TO THE CONTRACTOR FOR WORK HAVING TO BE REDONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN. 16. CONTRACTOR SHALL REFER TO THE ARCHITECTURAL /BUILDING PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF ENTRY /EXIT POINTS, ELEVATIONS, PRECISE BUILDING DIMENSIONIS, EXACT BUILDING UTILITY LOCATIONS. 17. IF THE CONTRACTOR DEVIATES FROM THE PLANS AND SPECIFICATIONS, INCLUDING THE NOTES CONTAINED THEREON, WITHOUT FIRST OBTAINING WRITTEN AUTHORIZATION FOR SUCH DEVIATIONS FROM THE OWNER AND ENGINEER, IT SHALL BE RESPONSIBLE FOR THE (PAYMENT OF ALL COSTS TO CORRECT ANY WORK DONE, ALL FINES OR PENALTIES ASSESSED WITH RESPECT THERETO AND ALL COMPENSATORY OR PUNITIVE DAMAGES RESULTING THEREFROM. THE CONTRACTOR SHALL INDEMNIFY AND HOLD THE OWNER AND ENGINEER HARMLESS FROM ALL SUCH COSTS TO CORRECT ANY SUCH WORK AND FROM ALL SUCH FINES AND PENALTIES, COMPENSATION AND PUNITIVE DAMAGES AND COSTS OF ANY NATURE RESULTING THEREFROM. 18. BRACING OF UTILITY POLES MAY BE REQUIRED BY UTILITY COMPANIES WHEN TRENCHING OR EXCAVATION IS IN CLOSE PROXIMITY TO THE POLES. THE COST OF BRACING POLES WILL BE BORNE BY THE CONTRACTOR. THERE IS NO SEPARATE PAY ITEM FOR THIS WORK. THE COST IS INCIDENTAL TO THE VARIOUS PAY ITEMS FOR INSTALLATION OF PIPE. 19. ALL EXISTING TRAFFIC AND STREET SIGNS DISTURBED SHALL BE REINSTALLED WHERE APPLICABLE BY THE CONTRACTOR. 20. UNLESS THE PLANS SPECIFICALLY DICTATE TO THE CONTRARY, ON -SITE AND OTHER; DIRECTIONAL SIGNS SHALL BE LOCATED OUT OF THE PEDESTRIAN AND AUTOMOBILE ROUTES AND SHALL BE LOCATED BETWEEN THREE TO FIVE FEET BEHIND THE NEAREST BACK; OF CURB. SIGN HEIGHT, LOCATION, AND STRUCTURE SHALL BE SUCH THAT THE SIGNS POSE NO THREAT TO PUBLIC SAFETY. DEMOLITION / LAND DISTURBANCE NOTES 1. PRIOR TO STARTING ANY DEMOLITION CONTRACTOR IS RESPONSIBLE FOR /T0: A. ENSURING THAT COPIES OF ALL APPLICABLE PERMITS AND APPROVALS ARE MAINTAINED ON SITE AND AVAILABLE FOR REVIEW. B. INSTALLING THE REQUIRED SOIL EROSION AND SEDIMENT CONTROL AND /OR TREE PROTECTION MEASURES PRIOR TO SITE DISTURBANCE. C. LOCATING (VERTICALLY AND HORIZONTALLY) ALL UTILITIES AND SERVICES, INCLUDING, BUT NOT LIMITED TO GAS, WATER, ELECTRIC, SANITARY AND STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC CABLE, ETC. WITHIN THE LIMITS OF DISTURBANCE. THE CONTRACTOR SHALL USE AND COMPLY WITH THE REQUIREMENTS OF THE APPLICABLE UTILITY NOTIFICATION SYSTEM TO LOCATE ALL THE UNDERGROUND UTILITIES. E. FAMILIARIZING THEMSELVES WITH THE APPLICABLE UTILITY SERVICE PROVIDER AND IS RESPONSIBLE FOR ALL COORDINATION REGARDING UTILITY DEMOLITION REQUIRED FOR THE PROJECT. THE CONTRACTOR SHALL PROVIDE THE OWNER WRITTEN NOTIFICATION THAT THE EXISTING UTILITIES AND SERVICES HAVE BEEN TERMINATED AND ABANDONED IN ACCORDANCE WITH JURISDICTION AND UTILITY COMPANY REQUIREMENTS. F. COORDINATION WITH UTILITY COMPANIES & ADJACENT LANDOWNERS /BUSINESSES REGARDING WORKING "OFF- PEAK" HOURS OR ON WEEKENDS AS MAY BE REOUIRED TO MINIMIZE THE IMPACT ON THE AFFECTED PARTIES. 2. NEITHER KIMLEY -HORN & ASSOCIATES, INC. NOR THE OWNER IS RESPONSIBLE FOR JOB SITE SAFETY OR SUPERVISION. CONTRACTOR IS TO PROCEED WITH THE DEMOLITION IN A SYSTEMATIC AND SAFE MANNER, FOLLLOWING ALL OSHA REQUIREMENTS, TO ENSURE PUBLIC AND CONTRACTOR SAFETY. 3. THE CONTRACTOR SHALL PROVIDE ALL THE "MEANS AND METHODS" NECESSARY TO PREVENT MOVEMENT, SETTLEMENT, OR COLLAPSE OF EXISTING STRUCTURES, AND ANY OTHER IMPROVEMENTS THAT ARE REMAINING ON OR OFF SITE. THE DEMOLITION CONTRACTOR IS RESPONSIBLE FOR ALL REPAIRS OF DAMAGE TO ALL ITEMS THAT ARE TO REMAIN AS A RESULT OF HIS ACTIVITIES. 4. IN THE ABSENCE OF SPECIFICATIONS, THE CONTRACTOR SHALL PERFORM EARTH MOVEMENT ACTIVITIES, DEMOLITION AND REMOVAL OF ALL FOUNDATION WALLS, FOOTINGS, AND OTHER MATERIALS WITHIN THE LIMITS OF DISTURBANCE WITH DIRECTION BY OWNER'S STRUCTURAL OR GEOTECHNICAL ENGINEER. 5. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND GENERALLY ACCEPTED SAFE PRACTICES IN CONFORMANCE WITH: THE "MANUAL ON UNIFORM TRAFFIC CONTROL," AS WELL AS FEDERAL, STATE, AND LOCAL REGULATIONS WHEN DEMOLITION RELATED ACTIVITIES IMPACT ROADWAYS OR ROADWAY RIGHTS - OF - WAY. 6. CONDUCT DEMOLITION ACTIVITIES IN SUCH A MANNER TO ENSURE MINIMUM INTERFERENCE WITH ROADS, STREETS, SIDEWALKS, WALKWAYS, AND OTHER ADJACENT FACILITIES. STREET CLOSURE PERMITS MUST BE RECEIVED FROM THE APPROPRIATE GOVERNMENTAL AUTHORITY. 7. USE DUST CONTROL MEASURES TO LIMIT AIRBORNE DUST AND DIRT RISING AND SCATTERING IN THE AIR IN ACCORDANCE WITH FEDERAL, STATE, AND /OR LOCAL STANDARDS. AFTER THE DEMOLITION IS COMPLETE, ADJACENT STRUCTURES AND IMPROVEMENTS SHALL BE CLEANED OF ALL DUST AND DEBRIS CAUSED BY THE DEMOLITION OPERATIONS. THE CONTRACTOR IS RESPONSIBLE FOR RETURNING ALL ADJACENT AREAS TO THEIR "PRE - DEMOLITION" CONDITION. 8. CONTRACTOR IS RESPONSIBLE TO SAFEGUARD SITE AS NECESSARY TO PERFORM THE DEMOLITION IN SUCH A MANNER AS TO PREVENT THE ENTRY OF UNAUTHORIZED PERSONS AT ANY TIME. 9. THIS DEMOLITION PLAN IS INTENDED TO IDENTIFY THOSE EXISTING ITEMS /CONDITIONS WHICH ARE TO BE REMOVED. IT IS NOT INTENDED TO PROVIDE DIRECTION OTHER THAN THAT ALL METHODS AND MEANS ARE TO BE IN ACCORDANCE WITH STATE, FEDERAL, LOCAL, AND JURISDICTIIONAL REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL OSHA AND OTHER SAFETY PRECAUTIONS NECESSARY TO PROVIDE A SAFE WORK SITE. 10. DEBRIS SHALL NOT BE BURIED ON THE SUBJECT SITE. ALL DEMOLITION WASTES AND DEBRIS (SOLID WASTE) SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL LOCAL, STATE, AND FEDERAL LAWS AND APPLICABLE CODES. DRAINAGE / STORMWATER NOTES 1. ALL STORM SEWER PIPES, MANHOLES, AND CURB INLETS SHALL BE CLEANED OF DEBRIS AND ERODED MATERIALS AT THE LAST STAGES OF CONSTRUCTION. 2. STORM DRAIN PIPE AND FLARED END SECTIONS ARE TO BE FURNISHED AND INSTALLED IN ACCORDANCE WITH SECTION 302 OF VDOT ROAD AND BRIDGE SPECIFICATIONS AND SHALIL CONFORM TO THE REQUIREMENTS OF ASTM DESIGNATION C -76 FOR REINFORCED CONCRETE CULVERT AND STORM DRAIN PIPE. ALL PIPE FOR STORM DRAINS SHALL BE REINFORCED CONCRETE CLASS III UNLESS INDICATED OTHERWISE ON THE PLANS. THE CONTRACTOR SHALL USE A PREFORMED FLEXIBLE PLASTIC SEALING COMPOUND OF BUTYL MASTIC ROPE SEALER - 1" SIZE, "EZ STICK" AS MANUFACTURED BY CONCRETE PRODUCTS SUPPLY OR AN APPROVED EQUAL FOR SEALIN(G WATER -TIGHT JOINTS. VERTICAL CLEARANCE OF 12" BETWEEN STORM AND OTHER UTILITIES IS REQUIRED UNLESS OTHERWISE NOTED. 3. ALL EXISTING STORM SEWER PIPES, DROP INLETS, AND CURB INLETS BEING UTILIZED BY A PART OF THE DRAINAGE SYSTEM SHALL BE CLEANED OF ERODED MATERIAL AT ALL STAGES OF CONSTRUCTION, AS DIRECTED BY THE ENGINEER. THE COST INCIDENTAL TO THIS IS TO BE INCLUDED IN THE CONTRACT PRICE FOR THE OTHER DRAINAGE ITEMS. 4. STORM SEWER PIPES AS SHOWN ON THE PLANS ARE MEASURED FROM THE CENTERLINE (OF EACH STRUCTURE AND INVERT ELEVATIONS ARE ESTABLISHED BASED ON THIS CENTER LINE DISTANCE. LENGTH CALL OUTS FOR PIPES WITH FLARED END SECTIONS WILL BE MEASURED TO THE JOINT. CONTRACTOR SHALL LOCATE ALL END SECTIONS TO MATCH THE BANK SLOPE AND THE PIPE SLOPE SHALL BE ADJUSTED AS NECESSARY. 5. ALL DROP INLETS AND CURB INLETS SHALL HAVE VDOT STD. IS -1 SHAPING AND ST -1 STEPS, WHERE APPLICABLE. 6. BOOT CONNECTIONS SHALL BE PROVIDED FOR ALL PLASTIC PIPES THAT TIE INTO A CONCRETE STRUCTURE. 7. GENERAL CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES HAVING UNDERGROUND UTILITIES ON SITE OR IN RIGHT -OF -WAY PRIOR TO EXCAVATION. CONTRACTOR SHALL CONTACT UTILITY LOCATING COMPANY AND LOCATE ALL UTILITIES PRIOR TO GRADING START. SEE EXISTING CONDITIONS SHEET FOR UTILITY CONTACT INFORMATION. 8. SITE GRADING SHALL NOT PROCEED UNTIL EROSION CONTROL MEASURES HAVE BEEN INSTALLED AND APPROVED BY APPLICABLE AUTHORITY. 9. ALL ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK, AND THIS MUST BE VERIFIED AND LOCATED BY THE GENERAL CONTRACTOR PRIOR TO GROUND BREAKING. 10. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE SO THAT RUNOFF WILL DRAIN BY GRAVITY FLOW ACROSS NEW PAVEMENT AREAS TO NEW OR EXISTING DRAINAGE INLETS OR SHEET FLOW( OVERLAND. 11. THE CONTRACTOR SHALL ADHERE TO ALL TERMS & CONDITIONS AS OUTLINED IN THE GENERAL V.S.M.P. PERMIT FOR STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. 12. ALL DRAINAGE STRUCTURES AND STORM SEWER PIPES SHALL MEET HEAVY DUTY TRAFFIC (H20) LOADING AND BE INSTALLED ACCORDINGLY. 13. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL. BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND /OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER. 14. AFTER PLACEMENT OF SUBGRADE AND PRIOR TO PLACEMENT OF PAVEMENT, CONTRACTOR SHALL TEST AND OBSERVE PAVEMENT AREAS FOR EVIDENCE OF PONDING. ALL AREAS SHALL ADEQUATELY DRAIN TOWARDS THE INTENDED STRUCTURE TO CONVEY STORM RUNOFF. CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER AND ENGINEER IF ANY DISCREPANCIES ARE DISCOVERED. UTILITY NOTES 1. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND /OR ELEVATION OF EXISTING UTILITIES OR UTILITIES BY OTHERS AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. 2. THE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH THE APPLICABLE UTILITY SERVICE PROVIDER REQUIREMENTS AND IS RESPONSIBLE FOR ALL COORDINATION REGARDING UTILITY DEMOLITION AS IDENTIFIED OR REQUIRED FOR PROJECT. THE CONTRACTOR SHALL PROVIDE THE OWNER WRITTEN NOTIFICATION THAT THE EXISTING UTILITIES AND SERVICES HAVE BEEN TERMINATED AND ABANDONED IN ACCORDANCE WITH JURISDICTION AND UTILITY COMPANY REQUIREMENTS. 3. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF SITE PLAN DOCUMENTS AND ARCHITECTURAL DESIGN FOR EXACT BUILDING UTILITY CONNECTION LOCATIONS, DOOR ACCESS, AND EXTERIOR GRADING. THE UTILITY SERVICE SIZES ARE TO BE DETERMINED BY THE ARCHITECT. THE CONTRACTOR SHALL COORDINATE INSTALLATION OF UTILITIES /SERVICES WITH THE INDIVIDUAL COMPANIES, TO AVOID CONFLICTS AND ENSURE PROPER DEPTHS ARE ACHIEVED. THE JURISDICTION UTILITY REQUIREMENTS SHALL ALSO BE MET, AS WELL AS COORDINATING THE UTILITY TIE- INS /CONNECTIONS PRIOR TO CONNECTING TO THE EXISTING UTILITY /SERVICE. WHERE CONFLICTS EXIST WITH THESE SITE PLANS, ENGINEER IS TO BE NOTIFIED PRIOR TO CONSTRUCTION TO RESOLVE. 4. THE CONTRACTOR SHALL PERFORM WHATEVER TEST EXCAVATION OR OTHER INVESTIGATION IS NECESSARY TO VERIFY TIE -IN INVERTS, LOCATIONS AND CLEARANCES, AND SHALL REPORT IMMEDIATELY ANY DISCREPANCIES TO KIMLEY- HORN AND ASSOCIATES, INC. AT (804) 673 -3882. 5. THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL UTILITIES TO REMAIN IN PLACE. 6. MAINTAIN A MINIMUM OF 18" OF VERTICAL CLEARANCE BETWEEN STORM, SANITARY, AND ALL UTILITIES (UNLESS OTHERWISE NOTED). 7. CROSS CONNECTION CONTROL AND BACK FLOW PREVENTION SHALL BE IN ACCORDANCE WITH THE UNIFORM STATEWIDE BUILDING CODE. 8. CONTRACTOR SHALL COORDINATE WITH THE FIRE MARSHAL BEFORE INSTALLING FIRE LANE SIGNS AND MARKINGS. 9. ALL CLEANOUTS WITHIN VEHICULAR AREAS SHALL BE TRAFFIC BEARING. 10. CONTRACTOR SHALL SAW CUT, REMOVE, AND REPLACE ASPHALT PAVEMENT AS NECESSARY TO INSTALL UNDERGROUND ELECTRIC, TELEPHONE, SANITARY SEWER, WATER, AND COMMUNICATION CONDUITS. 11. UNDERGROUND UTILITIES INSTALLED ON PRIVATE PROPERTY OR IN PRIVATE UTILITY EASEMENTS AND BUILDING RELATED STORM DRAINS SHALL BE DESIGNED AND INSTALLED PER THE CURRENT EDITION OF THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE. 12. PROPOSED CROSSINGS WITH EXISTING UNDERGROUND UTILITIES SHALL BE FIELD VERIFIED BY TEST PIT PRIOR TO COMMENCEMENT OF CONSTRUCTION. 13. THE RIM ELEVATIONS OF EXISTING MANHOLES, INLET STRUCTURES, AND SANITARY CLEANOUT TOPS SHALL BE ADJUSTED, IF REQUIRED, TO MATCH PROPOSED GRADES IN ACCORDANCE WITH ALL APPLICABLE STANDARDS. TRAFFIC CONTROL NOTES 1. WHENEVER CONSTRUCTION OPERATIONS ENCROACH ON THE RIGHT -OF WAY OF ADJACENT ROADWAYS, TRAFFIC CONTROL SHALL BE PROVIDED IN ACCORDANCE WITH LOCAL AND STATE STANDARDS. 2. NO MATERIALS OR EQUIPMENT SHALL BE STORED OR STOCKPILED WITHIN THE RIGHT -OF -WAY OF ADJACENT ROADWAYS. 3, THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR COMPLETING AND IMPLEMENTING TRAFFIC CONTROL PLAN. REQUIRED SHOP DRAWING SUBMITTALS: 1. IF REQUIRED FOR THE PROJECT, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER THE FOLLOWING SHOP DRAWINGS: DETENTION SYSTEM, RETAINING WALLS, STORMWATER QUALITY DEVICES. ALBEMARLE COUNTY GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right -of -way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). General Construction Notes for Streets 10. Construction inspection of all proposed roads within the development will be made by the County. The contractor must notify the Department of Community Development (296- 5832) 48 hours in advance of the start of construction. 11. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall have CBR tests performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a subgrade soil CBR of 10 or greater is not obtainable, a revised pavement design shall be made by the design engineer and submitted with the test results for approval. 12. Surface drainage and pipe discharge must be retained within the public right -of -way or within easements prior to acceptance by the County. All drainage outfall easements are to be extended to a boundary line or a natural watercourse. 13. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field verified at the time of construction. Additional guardrail may be required at locations not shown when, in the opinion of the County Engineer, or designee, it is deemed necessary. When guardrail is required, it shall be installed four (4) feet offset from the edgeof pavement to the face of guardrail, and roadway shoulder widths shall be increased to 14. seven (7) feet. 15. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG -9(A, B or C). 16. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE -1. 17. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical pavement section detail, shall be strictly adhered to. 18. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for this project expire prior to signing and recordation, then approval of these plans shall be null and void. 19. A.11 signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. 20. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the County Engineer, or designee, they are deemed necessary in order to provide safe and convenient access. 21. The speed limits to be posted on speed limit signs are 5 mph below the design speed, or as determined by VDOT for public roads. 22. V:DOT standard CD -1 or CD -2 cross - drains under to be installed under the subbase material at all cut and fill transitions and grade sag points as shown on the road profiles. 23. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video camera inspection procedure and with a VDOT or County inspector present. General construction notes for Erosion and Sediment Control plans 24. The plan approving authority must be notified one week prior to the pre - construction conference, one week prior to the commencement of land disturbing activity, and one week prior to the final inspection. 25. All erosion and sediment control measures will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook and Virginia Regulations VR 625 -02 -00 Erosion and Sediment Control Regulations. 26. All erosion and sediment control measures are to be placed prior to or as the first step in clearing. 27. A copy of the approved erosion and sediment control plan shall be maintained on the site at all times. 28. Prior to commencing land disturbing activities in areas other than indicated on these plans (including, but not limited to, off -site borrow or waste areas), the contractor shall submit a supplementary erosion control plan to the owner for review and approval by the plan approving authority. 29. The contractor is responsible for installation of any additional erosion control measures 30. necessary to prevent erosion and sedimentation as determined by the plan approving authority. 31. AIR disturbed areas are to drain to approved sediment control measures at all times during land disturbing acttivities and during site development until final stabilization is achieved. 32. Diaring dewatering operations, water will be pumped into an approved filtering device. 33. The contractor shall inspect all erosion control measures periodically and after each runoff- producing rainfall evrent. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made immediately. 34. AM fill material to be taken from an approved, designated borrow area. 35. All waste materials shall be taken to an approved waste area. Earth fill shall be inert materials only, free of roots, stumps, wood, rubbish, and other debris. 36. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Ordinance section 5.1.28. 37. All inert materials shall be transported in compliance with section 13 -301 of the Code of Albemarle. 38. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to the hours of 7:00am to 9:00pm. 39. Borrow, fill or waste activity shall be conducted in a safe manner than maintains lateral support, or order to minimize any hazard to persons, physical damage to adjacent land and improvements, and damage to any public street because o slides, sinking, or collapse. 40. Thee developer shall reserve the right to install, maintain, remove or convert to permanent stormwater management facilities where applicable all erosion control measures required by this plan regardless of the safe of any lot, unit, building or other portion of the property. 41. Temmporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 42. lbs, /acre, and in the months of September to February to consist a 50150 mix of Annual Ryegrass and Cereal Wiinter Rye, or in March and April to consist of Annual Rye, or May through August to consist of German Mullet. Straw mulch is to be applied at 80lbs /100sf. Alternatives are subject to approved by the County erosion control inspector. 43. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. 44. Agricultural grade limestone shall be applied at 90lbs /1000sf, incorporated into the top 4 -6 inches of soil. Fertilizer shall be applied at 1000lbs /acre and consist of a 10 -20 -10 nutrient mix. Permanent seeding shall be aplplied at 1801bs /acre and consist of 95% Kentucky 31 or Tall Fescue and 0 -5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be applied at 80lbs /100sf. Alternatives are subject to approved by the County erosion control inspector. 45. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage or clogging to stnuctural measures is to be repair immediately. Silt traps are to be cleaned when 50% of the wet storage vollume is filled with sediment. All seeded areas are to be reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are collecting sediment to half their height must be cleaned and repaired immediately. 46. AIR temporary erosion and sediment control measures are to be removed within 30 days of final site stalbilization, when measures are no longer needed, subject to approval by the County erosion control inslpector. Generall construction notes for Stormwater Management plans 47. AIR dams and constructed fill to be within 95% of maximum dry density and 2% of optimum 48. moisture content. All fill material to be approved by a geotechnical engineer. A geotechnical engineer is to be ;present during construction of dams. 49. Pipe and riser joints are to be watertight within stormwater management facilities. 50. For temporary sediment traps or basins which are to be converted to permanent stormwater management facilities; conversion is not to take place until the site is stabilized, and permission has been obtained from the Couunty erosion control inspector. lci llr NORTHERN 1,945 sF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE hEW STORE DEAL TYPE FFS CS PROJECT NUMBER 86047 ENGINEER CONSULTANT KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 I RYA PERKINS LIC. No. 046565 AL REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: GENERAL NOTES SHEET NUMBER: CA -101 COMMENTS: NOTES 1. OWNERSHIP:,.• PMCEL -I- _- .,....UNLON- BANK` "AND RUST....COMPANY D.B. 3591 -PG .-107 `TAX PCL.: 06100 00 00 123FO _\)6 PARCEL 2 - 1710 SEMINOLE TRAIL, LLC D.B. 3729 PG. 738 TAX PCL.: 06100 00 00 123GO 2. THIS SURVEY WAS PREPARED WITH THE BENEFIT OF A TITLE COMMITMENT PREPARED BY CHICAGO TITLE INSURANCE COMPANY, COMMITMENT NO. 731400169 DATED 11 -3 -14 AND ADDRESSED THOSE ITEMS LISTED UNDER SCHEDULE B SECTION 2 AS FOLLOWS: 1 - NOT ADDRESSED 2 - SHOWN 3 - D.B. 211 PG. 21 - MAY PERTAIN BUT CANNOT PLOT 4 - D.B. 234 PG. 564 - MAY PERTAIN BUT CANNOT PLOT 5 - D.B. 630 PG. 98, D.B. 1243 PG. 248 - SHOWN 6 - D.B. 630 PG. 98 - SHOWN 7 - D.B. 637 PG. 121 - SHOWN 8 - D.B. 643 PG. 78 - SHOWN 9 - D.B. 643 PG. 78 - SHOWN 10 - D.B. 720 PG. 721 - SHOWN 11 - D.B. 782 PG. 345, D.B. 1546 PG. 404 PERTAINS BUT CANNOT PLOT 12 - D.B. 785 PG. 680, D.B. 804 PG. 483 SHOWN BUT OWNERSHIP AT TIME OF DEDICATION IS IN QUESTION. 13 - D.B. 1555 PG. 558 - SHOWN 14 - D.B. 1819 PG. 279 - SHOWN 15 - NOT ADDRESSED 3. THIS PROPERTY IS IN ZONE 'X' OF THE FEMA DEFINED FLOOD HAZARD AREA AS SHOWN FLOOD INSURANCE RATE MAP NUMBER 51003CO278D DATED 2 -4 -2005. 4. DURING THE PROCESS OF OUR PHYSICAL IMPROVEMENT SURVEY NO INDICATIONS OF A CEMETERY WERE FOUND. NO FURTHER INSPECTION OF THE PROPERTY HAS BEEN MADE FOR POSSIBLE CEMETERIES. 5. PER THE COUNTY OF ALBEMARLE THIS PROPERTY IS ZONED HIGHWAY COMMERCIAL 6. DATUM: HORIZONTAL - NAD 83 VERTICAL - NAD 88 7. POWER SHRUB DOMINION VIRGINIA POWER TREE 701 E. CARY ST SIGN RICHMOND, VA © 804 - 771 -3655 (3 ) TELECOMM wv VERIZON BUSINESS 2400 N. GLENVILLE DR. t RICHARDSON, TX 75082 ❑ 800 - 624 -9675 0 LUMOS NETWORK © 524 W. BROAD ST. WAYNESBORO, VA 22980 540 - 946 -3129 b FIBERLIGHT, LLC 1p Q 3655 BROOKSIDE PARKWAY O SUITE 550 ALPHARATTA, GA 3022 240 - 994 -0305 QWEST GOVERNMENT SERVICES, INC. 2950 TOWERVIEW ROAD SUITE 150 HERNDON, VA 20171 703 - 464 -7529 COMCAST 324 WEST MAIN ST. CHARLOTTESVILLE, VA 22903 434 - 951 -3761 CENTURY LINK, INC. 127 E. CHURCH ST. MARTINSVILLE, VA 24112 276 - 666 -4247 GAS CITY OF CHARLOTTESVILLE 305 4TH STREET NW CHARLOTTESVILLE, VA 22903 434 - 970 -3815 S� \ WATER /SEWER CITY OF CHARLOTTESVILLE 305 4TH STREET NW CHARLOTTESVILLE, VA 22903 434 - 970 -3185 3Ha C- ALBEMARLE COUNTY SERVICE S08\ AUTHORITY ` 168 SPOTSNAP ROAD CHARLOTTESVILLE, VA 22911 434 - 977 -4511 RIVANA WATER AND SEWER AUTHORITY --% INV.= 511.78 BALMUN, LLC F /L= 486.23 D.B. 2223 PG. 458 TAX PCL.: 06100 00 00 123D0 BALMUN, LLC D.B. 2223 PG. 458 BSI /N ,/ TAX PCL.: 04500 00 00 105AO AIL /F 1 ` r / ` 494-40 \ -- / C/L /5 !ACCESS & UTILITY � h \\ / / ,/ / VA. P WER , EASEMENT / / r / INV. =A9 .3 s F/ = 1492.0 I 'T` D.B. 43 PG. /78 / \ 1 I 6 I / �OOJ \ \ / / // / / / / D.B. 7120 T// o/ IN24'41'02 "E / \ 1 1 NAIL / /F / Q FAG. 721 149.85 _ O= 4,1 r/ / , - 1 r � m m \ =II I j - / vQ� - - -- U)iV)i / III rn 14.6 I' 10.06 / m ue I / d INV.= 487.58 46.2' -zi ��'� Q� / l .461_. - 0 C6 , O I ---c I / r ► i I / / / 15" CONC. P BUILD 643 G LINE 1 PARCEL 1 �� I III , / ` / / -H w / I r 1 UTILITY 0.79 > ACR 4' l III ,/ F.F.= 499.34 I V ,° / / I D.B/ 637 PG. 121 X II VICINITY MAP - NOT TO SCALE -- - - UGE - - - - - UGT - - - - W FO U TL - - - OHE LEGEND G SHRUB UNDERGROUND TREE UNDERGROUND SIGN --� © DRAINAGE MANHOLE (3 ) SANITARY SEWER wv OVERHEAD POWER WATER VALVE t LIGHT POLE ❑ TRAFFIC BOX 0 WATER METER © WATER BOX FIRE HYDRANT POWER POLE b GUY WIRE 1p Q TELEPHONE PEDESTAL O TELEPHONE MANHOLE UNDERGROUND ELECTRIC UNDERGROUND TELEPHONE UNDERGROUND WATER UNDERGROUND FIBER OPTIC UNDERGROUND TRAFFIC UNKNOWN UNDERGROUND OVERHEAD POWER \ / / 5.4' / / I ► / , LEGAL DESCRIPTIONS °� z o I / / / I I i , / 15 / I THE LUCK GROUP, LLC PARCEL 1 X o 5.4' I / ' / I 1 D.B. 4345 PG. 207 /J , BEGINNING AT A POINT, MARKED P.O.B., SAID POINT BEING THE INTERSECTION OF THE // / F.F.= 510.67 00' rn p° F.F.= 501.63X > ,/I w D°��/ �� / / TAX PCL.: 04500 00 00106A0 NORTH LINE OF RIO ROAD AND THE EAST LINE OF U.S. ROUTE 29;THENCE ALONG THE 0 01 acs 0 a 1 i r , SAID NORTH LINE OF RIO ROAD THE FOLLOWING FOUR COURSES: ALONG A CURVE TO T TWO STORY 5. \ BRICK N o Q z ' i 1 I THE RIGHT HAVING A RADIUS OF 51.62', A LENGTH OF 38.66', A CHORD BEARING OF ` / / / N 85'46'40" W AND A CHORD OF 37.77' TO A POINT; THENCE N 44'34'57" W 41.48' r OLD o ONE STORY z L rn TO A POINT; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 999.43', A ( STED BRICK 5.4 \ / , o w W o / cn / 1 ' o I r w / // / / Q� cco 11) / r ,,'' ry (OLD) OI / Ilo� w w n- 0- ' 1 ► I LENGTH OF 146.51', A CHORD BEARING OF N 35'29'31" W AND A CHORD OF 146.38' // ov � d` / 1 �, NO # POSTED �d / N o o ,�� / 1 I N I r TO A POINT; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 647.09', A ° c� `',� Q o' ih' PARCEL` -H w 5.4 , I o z � N 1 m , I LENGTH OF 49.64', A CHORD BEARING OF N 41'56'37" W AND A CHORD OF 49.64' TO I I I �� / 1 , I A POINT; THENCE LEAVING THE SAID NORTH LINE OF RIO ROAD \ ' \`� Q o wh �� �`' 0.84 9 AC E �'� co � � m IV „ / ^ �JI �► w ¢ m / w / ► N 44'52 17 E, 97.60 TO A POINT; THENCE S 65'12 20 E, 223.47 TO A POINT ON ry APPROX. LOCATION / a o l o �� Qj J � 5.4 / o I / I THE WEST LINE OF U.S. ROUTE 29• THENCE ALONG THE SAID WEST LINE OF U.S. �r 1 �N ¢>'� J `� 30 BUILDING LINE / // I// oz� ' ' I �, / ► ROUTE 29 THE FOLLOWING TWO COURSES; S 31'49'48" W, 26.87' TO A POINT; THENCE 61.6' D.B. 643 PG. 78 / / z 6� / I // // S 27'14'13" W, 158.64' TO THE POINT AND PLACE OF BEGINNING CONTAINING 0.841 a - - / ��°� / ► , / ACRE. � 77.90 / I I 1 / 1 cb� 1 ��� / \ \\ CONC. I l PARCEL 2 I 0 co I 1 F/L 4 3. 11 ' VA. POW cn ► / I BEGINNING AT A POINT, MARKED P.O.B., SAID POINT BEING THE INTERSECTION OF THE "I ` ®► 1 �S- r/ r / E S�vIEN /r I 1 NORTH LINE OF RIO ROAD AND THE EAST LINE OF U.S. ROUTE 29; THENCE ALONG ROD /F BENT �� I ► 1 1 v _ d r �g 720 / r / 1 THE SAID WEST LINE OF U.S. ROUTE 29 N 19'10'28" E, 185.70' TO THE TRUE POINT PG. 721 F /L= 489.37 / AND PLACE OF BEGINNING; THENCE LEAVING THE SAID WEST LINE OF U.S. ROUTE 29 hp1� SIGN / _ i1 N 65'12'20" W, 227.59' TO A POINT; THENCE N 24'41'02" E, 149.85' TO A POINT; / 30 h / / / \ r / ) - APPROXIMATE BU1LD N h° O "� / An / I , "I \ THENCE S 65'00'52" E, 230.64' TO A POINT ON THE WEST LINE OF U.S. ROUTE 29; -MD:B. 643 ,�C1NE `'� �o ho .-II �`- / 1 - LOCATION THENCE ALONG THE SAID WEST LINE OF U.S. ROUTE 29 THE FOLLOWING THREE -� G. 7 / ` / r `'� / 12 STORM SEWER 8 ' / N / O , , / °� COURSES: S 24'09'31" W, 85.58' TO A POINT; THENCE S 25'07'15" W, 16.20' TO A 3H0 �� ��c�_ / / �o II �c�0 ��o� \ / / / / \� / EASEMENT POINT; THENCE S 29101 / W, 47.44 TO THE TRUE POINT AND PLACE OF BEGINNING 695 MOORES CREEK LANE 501 �O/ `� G�V P R '� "I �- M ,-� / , Oro , D.B. 630 PG. 98 CHARLOTTESVILLE, VA 22902 n - - ' - H g �6 E_ 4 - '3 �� / `'/ ' ;`p /�` /ACCESS &,UTILITY / . CONTAINING 0.791 ACRE, 434 - 977 -2970 l / D. 359 PG. 1 17 ' ' / -` / F /L =4$�4f \ EASEMENT _ /I _ 1 Uxi ITY i C 'PLAN `b 1 � / _ , ) O / / / D.B. 643 PG. 78 / \ SS -y ' - / 0 -$- ' _ _ - A'SEM NT . 3 0 /= LA ) ' TOP =4 5.2t d! 50' ACCE % - NA/ L �� - _ _ _ _ _ - D. .637 G.'1 1 F L : .5f / D / F/ -489 7 , 15 ONC. F /L =4 V. / �°j / / I I / EASEMENTT s - - - P / L P R � PERK LAN) , N D.B. 630,PG. 98\ \\ / / PGNEL S - SS _ _ - / AN D \ .4-t' G. 44 NVr= 90.6 MAILVOX �p� N / D.B. 1 �,4� PG. 248 o -- - �� \� = c /FFIC i - - -- - -- - SS_ i 15" �CONC. _�_ \ w �// / APPRQ�C. LOCATION 4.93.92 f CAM L4 -0 _-T ' �- -- S _ 15 CONC. RESERVED 1 P /L.OER Q L1 RIGHTOF -WA �, - _ _ _ 9.8.'643 PG. 80 - " - --� ' P� / _ -I- D.B. 64 \G. 8 I - . _ ROD L3 \ '- ,� 0 -�1 - s F/L =496 / S24'09V 31 W _ �� / - o -488.5 ., -- -_�_ SS _ \ _ - , - ROD/ F L2 / 5C' CO 85.58' I 2'X3' BOX \ `SSA\ �s zF/L=.497.55 - CONC - - - - - - - - _ / CULVERT _ ' ITOP= 491.4\ ROD /F lu '-1 �� �\'c5o \(RE<R PAN) 7�9� iz� P/L ��R PUNCH F/L= 487.4�I = -�_ (PER PLA DISTANCE - -' - - -� - - - - - �� p B. 1643 PQ. 80OLE /F 1 1 \\ \ \� \ 18" CONC. - - _ y_ 819 PG`279 1 (PER PLAN) F /L= 478.67 63.99 �1- - _i_ --,.- 16.20' ` - -- -\ - BENCHMARK 47.44' // EL= 488.94 185.70' CURVE TABLE U. ►S• ROUTE 29► MAG NAIL 26.87' CURVE RADIUS LENGTH CHORD BEARIING CHORD VARIABLE WIDTH R/W 158.64' Cl 51.62 38.66 N85'46'40 "VN 37.77 D.B. 1317 PG. 75 4.12' C2 999.43 146.51 N35'29'31 "VV 146.38 D.B. 435 PG. 171 41.48' C3 647.09 49.64 N41'56'37 "V'V 49.64 ALTA/ACSM LAND TITLE SURVEY ON TWO PARCELS OF LAND LYING ON THE NORTHWEST CORNER OF RIO ROAD AND U. S. ROUTE 29 RIO DISTRICT ALBEMARLE COUNTY, VIRGINIA DATE. DECEMBER 3, 2094 SCALE. 9" = 20' EXISTING CONDITIONS CV -101 i �i /j �3 ti -8 e . ,' bb b bo 'mob BE • e SIGN I/ NAIL /F INV.= 511.78 e \���`� BALMUN, LLC 2 D.B. 2223 PG. 458 TAX PCL.• 06100 00 00 123DO ZONE: HIGHWAY COMMERCIAL (HC) re 7"f C F/L= 496.7± w a- ❑ El 46.2' • 6.2' .- F.F.= 499.34 X X F,F.= 510.67 TWO STORY BRICK (OLD) NO # POSTED PARCEL 1 0.841 ACRE F '1111 o.06' BALMUN, LLC D.B. 2223 PG. 458 TAX PCL.: 04500 00 00 105AO G N ZONE: HIGHWAY COMMERCIAL (HC) 15" CONC. -- -&V. =4q4 40 J _I - _a24 149.85' tN M _ I j L F/L= 489.4± (PER PLAN) I- SIGN 0 U) U) U) a v I. /L= 489.37 � 3 D 0 E 75 CONC. F/L= 489.3± TOP = 495.21 " (PER PLAN) (PER PLAN) I `� 15" ONC. F/L= 489.7± -�_ I \ PER PLAN) SS J - -- - - - - - (PER PLAN) HE INV.= 490.64 7^- MAILBOX - V mis; 15 CONC. 15" CONC. -v — - RrOD/F �' O' _ _ S24'09'31 W NCHMARK \` I IT, g e — U ROD F L2 cp 85.58'— �9D /F— EL-488.94 M A — — PUNCH /5" 18" CONC, F/L= 478.67 -HQl — (PER PLAN) — — — - -- ROUTE 29 - -- - -- VARIABLE - .WIDTH R/W - - -- - - - - - - - - - -- - - - - - - - - - - - - 0 .............. - -- -- -- -- - - - -. -- -- _ ,B,- _1317 -PG 75 -: — -- -- ._:. -- D.B. 435 PG. 171 --- - - - -- - - -- - - - - -- I, - F/L= 486.23 n INV.= 487.58 CONC. THE LUCK GROUP, LLC D.B. 4345 PG. 207 TAX PCL.: 04500 00 00106AO ZONE: HIGHWAY COMMERCIAL (HC) EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029- 002 -901) AS CONSTRUCTION WILL TAKE PLACE PRIOR TO THE COMMENCEMENT OF CVS CONSTRUCTION GRAPHIC SCALE IN FEET 0 15 30 60 STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE FFS CS PROJECT NUMBER: 86047 FE ti CONSULTANT KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: 61.4' w NII DRIVE, SUITE 300 m ul MIDLOTHIAN, VA 4 TEL: (804) 419 -0740 PARCEL 1 N 0.791 ACRE 5.4 ITrn p 5.4' z °❑ � 5.4' Z 0 Go F.F.= 501.63 X cn -tl N 5. o ❑ ^' ONE STORY t6 BRICK 5 -}' (OLD) ° ^' N NO # POSTED o v o cc N 5.4' �N tN M _ I j L F/L= 489.4± (PER PLAN) I- SIGN 0 U) U) U) a v I. /L= 489.37 � 3 D 0 E 75 CONC. F/L= 489.3± TOP = 495.21 " (PER PLAN) (PER PLAN) I `� 15" ONC. F/L= 489.7± -�_ I \ PER PLAN) SS J - -- - - - - - (PER PLAN) HE INV.= 490.64 7^- MAILBOX - V mis; 15 CONC. 15" CONC. -v — - RrOD/F �' O' _ _ S24'09'31 W NCHMARK \` I IT, g e — U ROD F L2 cp 85.58'— �9D /F— EL-488.94 M A — — PUNCH /5" 18" CONC, F/L= 478.67 -HQl — (PER PLAN) — — — - -- ROUTE 29 - -- - -- VARIABLE - .WIDTH R/W - - -- - - - - - - - - - -- - - - - - - - - - - - - 0 .............. - -- -- -- -- - - - -. -- -- _ ,B,- _1317 -PG 75 -: — -- -- ._:. -- D.B. 435 PG. 171 --- - - - -- - - -- - - - - -- I, - F/L= 486.23 n INV.= 487.58 CONC. THE LUCK GROUP, LLC D.B. 4345 PG. 207 TAX PCL.: 04500 00 00106AO ZONE: HIGHWAY COMMERCIAL (HC) EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029- 002 -901) AS CONSTRUCTION WILL TAKE PLACE PRIOR TO THE COMMENCEMENT OF CVS CONSTRUCTION GRAPHIC SCALE IN FEET 0 15 30 60 STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE FFS CS PROJECT NUMBER: 86047 FE ti CONSULTANT KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL: REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: INTERIM EXISTING CONDITIONS SHEET NUMBER: CV -10 2 COMMENTS: VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL STD. & SPEC. MEASURE CALLOUT SYMBOL QUANTITY 3.02 CONSTRUCTION ENTRANCE CE 1 a 3.05 SILT FENCE SF X X X X 435 LF. 3.07 INLET PROTECTION IP 1 3.31 TEMPORARY SEEDING N /A. 3.01 SAFETY FENCE SAF 195 r.rr r+.,rrr I'.r CAS rlln r%rTA 11 Cl PHASE I CONSTRUCTION SEQUENCE 1. SCHEDULE AN ON —SITE PRECONSTRUCTION MEETING. THE OWNER MUST GIVE THE COUNTY INSPECTOR AT LEAST 48 HOURS NOTIFICATION TO SCHEDULE AN ON —SITE PRE — CONSTRUCTION MEETING FOR THE ISSUANCE OF A LAND DISTURBANCE PERMIT. THE CERTIFIED REGISTERED LAND DISTURBER (CRLD) MUST ATTEND THE MEETING. 2. THE VSMP CONSTRUCTION ACTIVITY OPERATOR AND THE COUNTY ENVIRONMENTAL INSPECTOR MUST ATTEND THE PRE — CONSTRUCTION MEETING. 3. INSTALL CONSTRUCTION ENTRANCE, SILT FENCE, AND INLET PROTECTION. 4. DISCONNECT UTILITIES AND DEMOLISH BUILDING, UTILITIES, CURB, CONCRETE, ASPHALT, TREES, AND SHRUBS WITHIN LIMITS OF DISTURBANCE. MAINTAIN POSITIVE DRAINAGE TO EROSION CONTROL MEASURES AT ALL TIMES. 5. ONCE ALL DEMOLITION IS COMPLETE, CONTRACTOR MAY BEGIN PHASE II CONSTRUCTION ACTIVITIES. REFER TO SHEET CG -101 FOR PHASE II SEQUENCE OF CONSTRUCTION. �o �JQ�4 DEMOLITION NOTES 1. THIS DEMOLITION /EROSION CONTROL PLAN IS INTENDED TO AID THE CONTRACTOR DURING THE BIDDING AND CONSTRUCTION PROCESS AND IS NOT INTENDED TO DEPICT EACH AND EVERY ELEMENT OF DEMOLITION. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING THE DETAILED SCOPE OF DEMOLITION AND FOR THE DEMOLITION, REMOVAL, OR RELOCATION OF ITEMS IN CONFLICT WITH THE PROPOSED CONSTRUCTION. 2. CONTRACTOR TO COORDINATE ENTRANCE CLOSURES WITH ADJACENT PROPERTIES TWO WEEKS IN ADVANCE OF WORK. 3. CONTRACTOR SHALL KEEP ALL ADJACENT ENTRANCES AND PARKING AREAS FREE FROM DIRT, DUST, AND AGGREGATE CAUSED BY VEHICLE TRACKING. THESE AREAS SHALL BE SWEPT AS OFTEN AS NECESSARY TO KEEP AREAS CLEAN, AT A MINIMUM ONCE PER DAY. 4. CONTRACTOR TO COORDINATE WITH UTILITY COMPANIES REGARDING REMOVAL /DISCONNECTION OF UTILITY LINES TO ENSURE SERVICES TO OTHER PROPERTIES ARE NOT INTERRUPTED. LEGEND: LIMITS OF DISTURBANCE ® E REMOVE UTILITY LINES DEMOLISH PAVEMENT SAWCUT LINE -- -- EXISTING UNDERGROUND ELECTRICAL LINE TO BE REMOVED REMOVE CURB & GUTTER AND SIDEWALK ALONG e RIO ROAD %Q 1 EXISTING WATER LINE f t TO BE RELOCATED y e REFER TO CU -101 f ,d 0 EXISTING CURB PA`s MUM LLC AND GUTTER TO REMAIN D•8. 2223 PC' 458 TAX PCL.: 061 - C u I 0 i 23D0 ZONE: HIGNWAY CO�vl%4EPCIA'L (HC) EXISTING DRIVE AISLE /CURB —1 YWVW Vµ ✓ TO REMAIN INTACT DURING r PHASE I CONSTRUCTION r /" 1 �t , J i w, Z n F e' 6. 2,> F, ALMUN, LLi: D.U. 2223 PC. 438 , TAX PCL.; 045100 00 CO r, 0 tM . ZONE: IdI�;�I��,'AY u;�MMEI CI I_ {NC; i � f I p { 1 c�; I P i. REMOVE ASPHALT, CONCRETE, AND CURB AND GUTTER WITHIN LIMITS OF DISTURBANCE INV.=4 87. S 15" C\ ?NcC TAE !.UCK C�RCIJI, LC a f D.D, 4345 PO. 207 a f TAX PCL,: 04500 00 ool C'6AC C;C,�a MEI?CIAl— (HC) t t � 1 f LIMITS OF i DISTURBANCE: 1.59 ACRES I D I ? f a I a � EXISTING SANITARY SEWER LINE TO REMAIN t 1 a a a f I EXISTING ST} UCTURE TO BE DEM6US*D /REPLA --L —REFER —TO G =1.D1 _/L=489.37 �f d ` w EL =488.94 CONTRACTOR TO PROTECT IFIRE � AL, .....,HYDRANT DURING CONSTRUiCTION... WATER METERS TO EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029- 002 -901) AS CONSTRUCTION WILL TAKE PLACE PRIOR TO THE COMMENCEMENT OF CVS CONSTRUCTION 20� .s GRAPHIC SCALE IN FEET 0 10 20 40 �) 1 e e NORTHERN 11,945 SF RIGHT CHAMFER DRIVE—THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE FFS I cs ACT NUMBER: 860471 ENGINEER CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SAL: RYA PERKINS LIC. No. 046565 x}.3.15 'AL REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: PHASE I E &S CONTROL AND DEMO PLAN SHEET NUMBER: CE -101 COMMENTS: PROJECT DESCRIPTION THIS PROJECT CONSISTS OF IMPROVEMENTS ASSOCIATED WITH A NEW CVS /PHARMACY TO BE LOCATED IN ALBEMARLE COUNTY, VIRGINIA AT THE INTERSECTION OF SEMINOLE TRAIL (ROUTE 29) AND RIO ROAD. THE SUBJECT SITE IS CURRENTLY A VACANT BANK AND SHOPPING PLAZA WHICH WILL BE DEMOLISHED AS PART OF THIS DEVELOPMENT. PROPOSED IMPROVEMENTS INCLUDE A NEW 11,945± SQUARE -FOOT BUILDING, DRIVE AISLES, PARKING AREAS, AND SEWER CONNECTIONS, AND A STORM DRAINAGE NETWORK. SITE WORK INCLUDES CURBING WATER A , CLEARING AND GRADING ER SITES FEATURES MINOR C , BUILDING PARKING, AND 0TH , DEMOLITION OF THE EXISTING , UTILITY INSTALLATIONS, PAVING, AND LANDSCAPING. THE PROPOSED SITE WILL BE APPROXIMATELY 70% IMPERVIOUS. THE PROPOSED LAND DISTURBANCE ENCOMPASSES 1.54± ACRES. ACCESS TO THE SITE WILL BE PROVIDED BY TWO EXISTING PRIVATE SHARED ACCESS DRIVES NORTH AND WEST OF THE PROPOSED SITE. THESE ACCESS DRIVES PROVIDE CONNECTIONS TO SEMINOLE TRAIL (ROUTE 29) AND RIO ROAD, RESPECTIVELY. A ±100 FOOT RIGHT TURN LANE TAPER WITHIN THE RIGHT -OF -WAY OF RIO ROAD IS PROPOSED WITH THE DEVELOPMENT OF THE CVS. PROJECT BIDDING, GENERAL CONTRACTOR SELECTION, AND CONSTRUCTION OPERATIONS ARE EXPECTED TO BEGIN ONCE THE PERMITTING PROCESS IS COMPLETE. CONSTRUCTION IS EXPECTED TO BE COMPLETE WITHIN SEVEN MONTHS OF THE COMMENCEMENT OF LAND - DISTURBING ACTIVITY. EXISTING SITE CONDITIONS CURRENTLY, THE SUBJECT SITE IS A VACANT BANK AND SHOPPING PLAZA WHICH WILL BE DEMOLISHED AS PART OF THIS DEVELOPMENT. ELEVATIONS RANGE FROM APPROXIMATELY 491 FEET TO 518 FEET WITH RELATIVELY STEEP SLOPES WITHIN THE SITE LIMITS. THE BANK AND SHOPPING PLAZA CONSISTS OF TWO BUILDINGS WITH A DRIVE -THRU, ASPHALT PARKING AND DRIVE AISLES, AND OTHER ASSOCIATED UTILITIES. THE EXISTING SITE IS APPROXIMATELY 80% IMPERVIOUS. ADJACENT AREAS THE SUBJECT SITE IS BORDERED BY SHARED DRIVE AISLES TO THE WEST AND NORTH, RIO ROAD TO THE EAST, AND SEMINOLE TRAIL (ROUTE 29) TO THE SOUTH. APPROPRIATE PERIMETER CONTROLS AS SHOWN ON THE EROSION CONTROL PLAN SHEET(S) OF THE SITE PLAN WILL PROVIDE PROTECTION FROM THESE ADJACENT AREAS. OFF -SITE AREAS MINIMAL OFF -SITE LAND DISTURBANCE WILL BE REQUIRED FOR TYING IN GRADES AND CONNECTING TO THE PRIVATE WATER, SEWER, AND STORM SYSTEMS. A ±100 FOOT RIGHT TURN LANE TAPER IS PROPOSED WITHIN THE RIGHT OF WAY. NO OTHER OFF -SITE LAND DISTURBANCE IS NECESSARY OR PROPOSED WITH THIS PROJECT. SOILS GEOTECHNICAL REPORT NOT AVAILABLE AT THIS TIME, SOILS DATA OBTAINED FROM WEBSOIL SURVEY. MAP UNIT: 278 -EUOAK LOAM, 2 TO 7 PERCENT SLOPES COMPONENT: ELIOAK (80 7.) THE ELIOAK COMPONENT MAKES UP 80 PERCENT OF THE MAP UNIT. SLOPES ARE 2 TO 7 PERCENT. THIS COMPONENT IS ON HILLSLOPES, PIEDMONTS. THE PARENT MATERIAL CONSISTS OF RESIDUUM WEATHERED FROM MICA SCHIST. DEPTH TO A ROOT RESTRICTIVE LAYER IS GREATER THAN 60 INCHES. THE NATURAL DRAINAGE CLASS IS WELL DRAINED. WATER MOVEMENT IN THE MOST RESTRICTIVE LAYER IS MODERATELY HIGH. AVAILABLE WATER TO A DEPTH OF 60 INCHES IS MODERATE. SHRINK -SWELL POTENTIAL IS LOW. THIS SOIL IS NOT FLOODED. IT 15 NOT PONDED. THERE IS NO ZONE OF WATER SATURATION WITHIN A DEPTH OF 72 INCHES. ORGANIC MATTER CONTENT IN THE SURFACE HORIZON IS ABOUT 2 PERCENT. NONIRRIGATED LAND CAPABILITY CLASSIFICATION IS 2E. THIS SOIL DOES NOT MEET HYDRIC CRITERIA. MAP UNIT: 34C-- GLENELG LOAM, 7 TO 15 PERCENT SLOPES COMPONENT: GLENELG (85 7.) THE GLENELG COMPONENT MAKES UP 85 PERCENT OF THE MAP UNIT. SLOPES ARE 7 TO 15 PERCENT. THIS COMPONENT IS ON HILLSLOPES, PIEDMONTS. THE PARENT MATERIAL CONSISTS OF RESIDUUM WEATHERED FROM MICA SCHIST. DEPTH TO A ROOT RESTRICTIVE LAYER IS GREATER THAN 60 INCHES. THE NATURAL DRAINAGE CLASS IS WELL DRAINED. WATER MOVEMENT IN THE MOST RESTRICTIVE LAYER IS MODERATELY HIGH. AVAILABLE WATER TO A DEPTH OF 60 INCHES IS HIGH. SHRINK -SWELL POTENTIAL IS LOW. THIS SOIL IS NOT FLOODED. IT IS NOT PONDED. THERE IS NO ZONE OF WATER SATURATION WITHIN A DEPTH OF 72 INCHES. ORGANIC MATTER CONTENT IN THE SURFACE HORIZON IS ABOUT 2 PERCENT. NONIRRIGATED LAND CAPABILITY CLASSIFICATION IS 3E. THIS SOIL DOES NOT MEET HYDRIC CRITERIA i CRITICAL AREAS TYPICALLY INCLUDE AREAS OF STEEP SLOPES, AREAS ADJACENT TO WETLANDS, AND OTHER AREAS WITH SERIOUS EROSION POTENTIAL NO WETLAND AREAS WERE IDENTIFIED ON THE SUBJECT SITE, HOWEVER ALBEMARLE COUNTY HAS IDENTIFIED AREAS OF STEEP SLOPE ON -SITE. PER THE COUNTY'S GIS DATA THESE AREAS ARE ON THE CORNER PARCEL (1700 SEMINOLE TRAIL) TO THE WEST OF THE BUILDING. THE AREA LISTED AS HAVING A CRITICAL SLOPE ALREADY HAS A RETAINING WALL AND UPON REVIEW OF THE SURVEY NO STEEP SLOPES WERE FOUND (SEE INSET TO RIGHT). AS A RESULT THE PROPOSAL IS TO REMOVE THE EXISTING RETAINING WALL, BUILD A NEW ONE THAT FITS WITH THE DEVELOPMENT, AND CONSTRUCT SLOPES THAT ARE 3:1 OR FLATTER THROUGHOUT THE SITE. GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. GRAVEL (12 "MIN. DEPTH) RUNOFF WATER WITH SEDIMENT �. WIRE MESH 5EDIMENT FILTERED WATER SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. SOURCE: VA. DSWC x;rmssra��:. '�'I�, ~ii •r111'[e,��l�Y• qrw� ��rw•l• RUNOFF - WATER WITH SEDIMENT I `DROP INe SmIMEN SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERZE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDINM AROUND THE STRUCTURE. • GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. PLATE. 3.07 -2 SOURCE: VA. DSWC EROSION CONTROL MEASURES THE FOLLOWING EROSION CONTROL MEASURES AS SHOWN ON THE EROSION CONTROL PLAN SHEET(S) OF THE SITE PLAN WILL BE USED FOR THIS PROJECT: 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE - A STABILIZED STONE PAD WITH A FILTER FABRIC UNDERLINER WILL BE PROVIDED AT THE PRIMARY CONSTRUCTION ACCESS POINT. THE PURPOSE OF THIS PRACTICE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL CONDITIONS DEMAND AND REPAIR AND/OR STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS / CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. THE USE OF WATER TRUCKS TO REMOVE MATERIALS DROPPED, WASHED, OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES. 3.05 SILT FENCE - A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED WILL BE PROVIDED AROUND MUCH OF THE SITE PERIMETER AND PARALLEL TO SLOPED AREAS. THE PURPOSE OF THIS PRACTICE IS TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION OPERATIONS IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE. SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. CLOSE ATTENTION SHALL BE PAID TO THE REPAIR OF DAMAGED SILT FENCE RESULTING FROM END RUNS AND UNDERCUTTING. SHOULD THE FABRIC ON A SILT FENCE DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL BE NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE -HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE, PREPARED AND SEEDED. 3.07 STORM DRAIN INLET PROTECTION - A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET WILL BE PROVIDED AT ALL INLET LOCATIONS WITHIN THE LIMITS OF DISTURBANCE. THE PURPOSE OF THIS PRACTICE IS TO PREVENT SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. THE STRUCTURE SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN DEPTH OF THE TRAP. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE. STRUCTURES SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE REMAINING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. 3.01 SAFETY FENCE - SAFETY FENCE WILL BE INSTALLED AROUND THE PERIMETER OF THE SITE. THE PURPOSE OF THIS PRACTICE IS TO PREVENT UNDESIRABLE ACCESS AND USE OF AN EROSION CONTROL DEVICE BY THE PUBLIC. 3.31 TEMPORARY SEEDING - THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS WILL BE PROVIDED ON ALL DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE WITHIN 30 DAYS. TEMPORARY SEEDING SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN LONGER THAN 30 DAYS AS PER MS -1. THE PURPOSE OF THIS PRACTICE IS TO PROVIDE PROTECTION TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE ESTABLISHED. 3.32 PERMANENT SEEDING - THE ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED WILL BE PROVIDED AS SHOWN ON THE LANDSCAPING PLAN. PERMANENT SEEDING SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED AS PER MS -1. THE PURPOSE OF THIS PRACTICE IS TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS AND TO PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. IV44 9j60•� I) °f oI Kam, f j _ I / .:_N2 I {€ r 8:1 SLOPES e t f 1 // a,�s f�✓ �; I a...h...•..•• 4 ' ( j I EX. RETAINING WALL r; 1� k APPROX. AREA CONTAINING CRITICAL SLOPE PER COUNTY GIS 7 ` CRITICAL SLOPES SCALE : 1"=30' BLOCK do GRAVEL CURB INLET SEDIMENT FILTER CURB INLET WIRE SCREEN OONCRLTE BLOCK 'y` ORAVEL FILTER -� �l1NOFF MERFLOW AIEN WITH FILTERED WATER SEDI� - SEDIMENT II.• II WIRE SCREEN 2' X 4' WOOD SIIA �• CURB INLET SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. • GRAVEL SHALL BE VDOT #3, #357 OR 15 COARSE AGGREGATE PLATE. 3.07 -3 SOURCE: VA. DSWC SILT FENCE DROP INLIET PROTECTION 2 X 4' WOOD RMME prop• NLET VT WITH GRATE I� � RMNE 3' MN. � �•y wTHFR `�� EI CESS AT CORNERS PERSPECTIVE VIEWTS STAKE FABiIC - I �I / Ili; VIII- 9: ELEVATION OF STAKE AND U FABRIC ORIENTATION DETAIL A SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GRIEATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLAWS, SUJCH AS IN STREET OR ]HIGHWAY MEDIANS. SOURCE R.0 III end &d-t C,,trd Plmnine end Ike Rend 191311 pA RCEL r 0. 7.91 ACR�' r Z (. i tom,. i Jf, ' yt t - •'••. ♦lei -1 - I _IIII��IIIIII �IIIIII 1 1 ul 'IA 1 1 K PLATE 9.07 -8 SOURCE: VA. DbITU CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1, SET THE STAKES. 2. EXCAVATE A 4"X 4' TRENCH UPSLOPE ALONG THE LINE OF STAKES. WMAX. �- I,II FLAW 4' 3. STAPLE (FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOU.. IT INTO THE TRENCH. - FLOW -III - IU SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) raoW \ \\\ A A A' POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) PLATE 3.07 -1 SOURCE: Mk*d ft= bzUllafim of SLray ud Fabric FRe w,en (p •NRm.Nt C4etmIYL DSI(C PIATd 9.15 -E 56eI♦ood e¢d TTant PLATE 3.09 MIA Wi wlwF g. L. A� I•F �I N1111-0 3011 l COMM !IAWICS RATL aI -• turn ROAD MD wlDac XTAROARRR VA. RSWG STOCKPILING - TOPSOIL SHALL BE STOCKPILED IN SUCH A MANNER THAT NATURAL DRAINAGE IS NOT OBSTRUCTED AND NO OFF -SITE SEDIMENT DAMAGE SHALL RESULT. STABILIZE OR PROTECT STOCKPILES IN ACCORDANCE WITH MINIMUM STANDARD #2. THE SIDE SLOPES OF THE STOCKPILE SHALL NOT EXCEED 2H:1 V. PERIMETER CONTROLS MUST BE PLACED AROUND THE STOCKPILE IMMEDIATELY, SEEDING OF STOCKPILES SHALL BE COMPLETED WITHIN 7 DAYS OF THE FORMATION OF THE STOCKPILE, IN ACCORDANCE WITH STD. AND SPEC. 3.31 (TEMPORARY SEEDING). IF IT IS TO REMAIN DORMANT FOR LONGER THAN 30 DAYS (REFER TO MINIMUM STANDARD #1 AND #2). PERMANENT STABILIZATION PERMANENT STABILIZATION WILL BE ACHIEVED WITH SEEDING AS SHOWN ON THE LANDSCAPING AND PHASE II EROSION CONTROL PLAN SHEETS OF THE SITE PLAN FOR ALL VEGETATED AREAS. CONCRETE, PAVEMENT, AND OTHER IMPERVIOUS SURFACES WILL STABILIZE THE REMAINDER OF THE SITE. STORMWATER MANAGEMENT REFER TO SHEET CG -301 FOR STORMWATER MANAGEMENT SUMMARY AND DETAILS MAINTENANCE BETWEEN THE TIME THE EROSION CONTROL PLAN IS IMPLEMENTED AND FINAL SITE STABILIZATION IS ACHIEVED, ALL DISTURBED AREAS AND EROSION CONTROLS MUST BE INSPECTED NOT LESS THAN ONCE EVERY SEVEN (7) CALENDAR DAYS AND WITHIN FORTY -EIGHT (48) HOURS FOLLOWING A RUNOFF PRODUCING RAINFALL EVENT. EXAMPLES OF PARTICULAR ITEMS TO BE EVALUATED DURING SITE INSPECTIONS ARE LISTED BELOW. THIS LIST IS NOT INTENDED TO BE COMPREHENSIVE. DURING EACH INSPECTION, EACH INSPECTOR MUST EVALUATE OVERALL EROSION CONTROL SYSTEM PERFORMANCE, AS WELL AS THE EFFECTIVENESS OF SYSTEM COMPONENTS. ADDITIONAL FACTORS SHOULD BE CONSIDERED AS APPROPRIATE TO THE CIRCUMSTANCES. • LOCATIONS WHERE VEHICLES ENTER AND EXIT THE SITE MUST BE INSPECTED FOR EVIDENCE OF OFF -SITE SEDIMENT TRACKING. A STABILIZED CONSTRUCTION ENTRANCE WILL BE CONSTRUCTED WHERE VEHICLES ENTER AND EXIT. THIS ENTRANCE WILL BE MAINTAINED OR SUPPLEMENTED AS NECESSARY TO PREVENT SEDIMENT FROM LEAVING THE SITE ON VEHICLES. SEDIMENT TRACKED ONTO PUBLIC ROADWAYS MUST BE SHOVELED OR SWEPT FROM THE ROADWAY AND RE- DEPOSITED ON SITE IN A MANNER THAT MINIMIZES ITS OFFSITE RELEASE POTENTIAL. • SEDIMENT BARRIERS MUST BE INSPECTED AND, IF NECESSARY, THEY MUST BE ENLARGED OR CLEANED IN ORDER TO PROVIDE ADDITIONAL CAPACITY. ALL MATERIAL EXCAVATED FROM BEHIND SEDIMENT BARRIERS SHALL BE STOCKPILED ON THE UP SLOPE SIDE OF THE BARRIER. ADDITIONAL SEDIMENT BARRIERS MUST BE CONSTRUCTED AS NEEDED. • INSPECTIONS WILL EVALUATE DISTURBED AREAS AND AREAS USED FOR STORING MATERIALS THAT ARE EXPOSED TO RAINFALL FOR EVIDENCE OF, OR THE POTENTIAL FOR, POLLUTANTS ENTERING THE DRAINAGE SYSTEM. IF NECESSARY, THE MATERIALS MUST BE COVERED OR ORIGINAL COVERS MUST BE REPAIRED OR SUPPLEMENTED. ALSO, PROTECTIVE BERMS MUST BE CONSTRUCTED, IF NEEDED, IN ORDER TO CONTAIN RUNOFF FROM MATERIAL STORAGE AREAS. • GRASSED AREAS WILL BE INSPECTED TO CONFIRM THAT A HEALTHY STAND OF GRASS IS MAINTAINED. THE SITE HAS ACHIEVED FINAL STABILIZATION WHEN TURF GRASS COVER PROVIDES PERMANENT STABILIZATION OF THE SOIL SURFACE EXCLUSIVE OF AREAS THAT HAVE BEEN PAVED OR COVERED BY BUILDING(S). PERMANENT STABILZATION IS NOT CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. • ALL DISCHARGE POINTS MUST BE INSPECTED TO DETERMINE WHETHER EROSION CONTROL MEASURES ARE EFFECTIVE IN PREVENTING IMPACTS TO RECEIVING WATERS. BASED UPON THE RESULTS OF THE INSPECTIONS, EACH EROSION AND SEDIMENT CONTROL MEASURE SHALL BE REPAIRED AND /OR MAINTAINED IN ACCORDANCE WITH THE MAINTENANCE REQUIREMENTS SPECIFIED IN THE CORRESPONDING SECTION OF THE VIRGINIA-EROSION AND SEDIMENT CONTROL HANDBOOK. THE CONTRACTOR SHALL MAINTAIN A COPY OF THIS HANDBOOK ON SITE AT ALL TIMES DURING CONSTRUCTION. TEMPORARY SEEDING REQUIREMENTS TABLE 3.31 -111 ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" Rate Planting Date, Species absjacre) Sept. 1- Feb. 15 50/50 Mix of 1 • "lium multi -flo 1m) & 50-100 Cereal (Winter) Rye (Secale cereale) OIL" Annual Ryegrass 60-100 (I -olium multi- florum� ::�•; German Millet 50 HILL((( ... f•- f f l- b i f ¢• f f f- f f C f 11 -u- .4 • �t•�r�r %�r�f 7 r�r�c�r _ f�f•�r:• �r���r�( \g \f �f • j�l•�f �l �r.�r• / EROSION CONTROL MEASURES THE FOLLOWING EROSION CONTROL MEASURES AS SHOWN ON THE EROSION CONTROL PLAN SHEET(S) OF THE SITE PLAN WILL BE USED FOR THIS PROJECT: 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE - A STABILIZED STONE PAD WITH A FILTER FABRIC UNDERLINER WILL BE PROVIDED AT THE PRIMARY CONSTRUCTION ACCESS POINT. THE PURPOSE OF THIS PRACTICE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL CONDITIONS DEMAND AND REPAIR AND/OR STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS / CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. THE USE OF WATER TRUCKS TO REMOVE MATERIALS DROPPED, WASHED, OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES. 3.05 SILT FENCE - A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED WILL BE PROVIDED AROUND MUCH OF THE SITE PERIMETER AND PARALLEL TO SLOPED AREAS. THE PURPOSE OF THIS PRACTICE IS TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION OPERATIONS IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE. SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. CLOSE ATTENTION SHALL BE PAID TO THE REPAIR OF DAMAGED SILT FENCE RESULTING FROM END RUNS AND UNDERCUTTING. SHOULD THE FABRIC ON A SILT FENCE DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL BE NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE -HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE, PREPARED AND SEEDED. 3.07 STORM DRAIN INLET PROTECTION - A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET WILL BE PROVIDED AT ALL INLET LOCATIONS WITHIN THE LIMITS OF DISTURBANCE. THE PURPOSE OF THIS PRACTICE IS TO PREVENT SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. THE STRUCTURE SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN DEPTH OF THE TRAP. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE. STRUCTURES SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE REMAINING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. 3.01 SAFETY FENCE - SAFETY FENCE WILL BE INSTALLED AROUND THE PERIMETER OF THE SITE. THE PURPOSE OF THIS PRACTICE IS TO PREVENT UNDESIRABLE ACCESS AND USE OF AN EROSION CONTROL DEVICE BY THE PUBLIC. 3.31 TEMPORARY SEEDING - THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS WILL BE PROVIDED ON ALL DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE WITHIN 30 DAYS. TEMPORARY SEEDING SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN LONGER THAN 30 DAYS AS PER MS -1. THE PURPOSE OF THIS PRACTICE IS TO PROVIDE PROTECTION TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE ESTABLISHED. 3.32 PERMANENT SEEDING - THE ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED WILL BE PROVIDED AS SHOWN ON THE LANDSCAPING PLAN. PERMANENT SEEDING SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED AS PER MS -1. THE PURPOSE OF THIS PRACTICE IS TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS AND TO PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. IV44 9j60•� I) °f oI Kam, f j _ I / .:_N2 I {€ r 8:1 SLOPES e t f 1 // a,�s f�✓ �; I a...h...•..•• 4 ' ( j I EX. RETAINING WALL r; 1� k APPROX. AREA CONTAINING CRITICAL SLOPE PER COUNTY GIS 7 ` CRITICAL SLOPES SCALE : 1"=30' BLOCK do GRAVEL CURB INLET SEDIMENT FILTER CURB INLET WIRE SCREEN OONCRLTE BLOCK 'y` ORAVEL FILTER -� �l1NOFF MERFLOW AIEN WITH FILTERED WATER SEDI� - SEDIMENT II.• II WIRE SCREEN 2' X 4' WOOD SIIA �• CURB INLET SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. • GRAVEL SHALL BE VDOT #3, #357 OR 15 COARSE AGGREGATE PLATE. 3.07 -3 SOURCE: VA. DSWC SILT FENCE DROP INLIET PROTECTION 2 X 4' WOOD RMME prop• NLET VT WITH GRATE I� � RMNE 3' MN. � �•y wTHFR `�� EI CESS AT CORNERS PERSPECTIVE VIEWTS STAKE FABiIC - I �I / Ili; VIII- 9: ELEVATION OF STAKE AND U FABRIC ORIENTATION DETAIL A SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GRIEATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLAWS, SUJCH AS IN STREET OR ]HIGHWAY MEDIANS. SOURCE R.0 III end &d-t C,,trd Plmnine end Ike Rend 191311 pA RCEL r 0. 7.91 ACR�' r Z (. i tom,. i Jf, ' yt t - •'••. ♦lei -1 - I _IIII��IIIIII �IIIIII 1 1 ul 'IA 1 1 K PLATE 9.07 -8 SOURCE: VA. DbITU CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1, SET THE STAKES. 2. EXCAVATE A 4"X 4' TRENCH UPSLOPE ALONG THE LINE OF STAKES. WMAX. �- I,II FLAW 4' 3. STAPLE (FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOU.. IT INTO THE TRENCH. - FLOW -III - IU SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) raoW \ \\\ A A A' POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) PLATE 3.07 -1 SOURCE: Mk*d ft= bzUllafim of SLray ud Fabric FRe w,en (p •NRm.Nt C4etmIYL DSI(C PIATd 9.15 -E 56eI♦ood e¢d TTant PLATE 3.09 MIA Wi wlwF g. L. A� I•F �I N1111-0 3011 l COMM !IAWICS RATL aI -• turn ROAD MD wlDac XTAROARRR VA. RSWG STOCKPILING - TOPSOIL SHALL BE STOCKPILED IN SUCH A MANNER THAT NATURAL DRAINAGE IS NOT OBSTRUCTED AND NO OFF -SITE SEDIMENT DAMAGE SHALL RESULT. STABILIZE OR PROTECT STOCKPILES IN ACCORDANCE WITH MINIMUM STANDARD #2. THE SIDE SLOPES OF THE STOCKPILE SHALL NOT EXCEED 2H:1 V. PERIMETER CONTROLS MUST BE PLACED AROUND THE STOCKPILE IMMEDIATELY, SEEDING OF STOCKPILES SHALL BE COMPLETED WITHIN 7 DAYS OF THE FORMATION OF THE STOCKPILE, IN ACCORDANCE WITH STD. AND SPEC. 3.31 (TEMPORARY SEEDING). IF IT IS TO REMAIN DORMANT FOR LONGER THAN 30 DAYS (REFER TO MINIMUM STANDARD #1 AND #2). PERMANENT STABILIZATION PERMANENT STABILIZATION WILL BE ACHIEVED WITH SEEDING AS SHOWN ON THE LANDSCAPING AND PHASE II EROSION CONTROL PLAN SHEETS OF THE SITE PLAN FOR ALL VEGETATED AREAS. CONCRETE, PAVEMENT, AND OTHER IMPERVIOUS SURFACES WILL STABILIZE THE REMAINDER OF THE SITE. STORMWATER MANAGEMENT REFER TO SHEET CG -301 FOR STORMWATER MANAGEMENT SUMMARY AND DETAILS MAINTENANCE BETWEEN THE TIME THE EROSION CONTROL PLAN IS IMPLEMENTED AND FINAL SITE STABILIZATION IS ACHIEVED, ALL DISTURBED AREAS AND EROSION CONTROLS MUST BE INSPECTED NOT LESS THAN ONCE EVERY SEVEN (7) CALENDAR DAYS AND WITHIN FORTY -EIGHT (48) HOURS FOLLOWING A RUNOFF PRODUCING RAINFALL EVENT. EXAMPLES OF PARTICULAR ITEMS TO BE EVALUATED DURING SITE INSPECTIONS ARE LISTED BELOW. THIS LIST IS NOT INTENDED TO BE COMPREHENSIVE. DURING EACH INSPECTION, EACH INSPECTOR MUST EVALUATE OVERALL EROSION CONTROL SYSTEM PERFORMANCE, AS WELL AS THE EFFECTIVENESS OF SYSTEM COMPONENTS. ADDITIONAL FACTORS SHOULD BE CONSIDERED AS APPROPRIATE TO THE CIRCUMSTANCES. • LOCATIONS WHERE VEHICLES ENTER AND EXIT THE SITE MUST BE INSPECTED FOR EVIDENCE OF OFF -SITE SEDIMENT TRACKING. A STABILIZED CONSTRUCTION ENTRANCE WILL BE CONSTRUCTED WHERE VEHICLES ENTER AND EXIT. THIS ENTRANCE WILL BE MAINTAINED OR SUPPLEMENTED AS NECESSARY TO PREVENT SEDIMENT FROM LEAVING THE SITE ON VEHICLES. SEDIMENT TRACKED ONTO PUBLIC ROADWAYS MUST BE SHOVELED OR SWEPT FROM THE ROADWAY AND RE- DEPOSITED ON SITE IN A MANNER THAT MINIMIZES ITS OFFSITE RELEASE POTENTIAL. • SEDIMENT BARRIERS MUST BE INSPECTED AND, IF NECESSARY, THEY MUST BE ENLARGED OR CLEANED IN ORDER TO PROVIDE ADDITIONAL CAPACITY. ALL MATERIAL EXCAVATED FROM BEHIND SEDIMENT BARRIERS SHALL BE STOCKPILED ON THE UP SLOPE SIDE OF THE BARRIER. ADDITIONAL SEDIMENT BARRIERS MUST BE CONSTRUCTED AS NEEDED. • INSPECTIONS WILL EVALUATE DISTURBED AREAS AND AREAS USED FOR STORING MATERIALS THAT ARE EXPOSED TO RAINFALL FOR EVIDENCE OF, OR THE POTENTIAL FOR, POLLUTANTS ENTERING THE DRAINAGE SYSTEM. IF NECESSARY, THE MATERIALS MUST BE COVERED OR ORIGINAL COVERS MUST BE REPAIRED OR SUPPLEMENTED. ALSO, PROTECTIVE BERMS MUST BE CONSTRUCTED, IF NEEDED, IN ORDER TO CONTAIN RUNOFF FROM MATERIAL STORAGE AREAS. • GRASSED AREAS WILL BE INSPECTED TO CONFIRM THAT A HEALTHY STAND OF GRASS IS MAINTAINED. THE SITE HAS ACHIEVED FINAL STABILIZATION WHEN TURF GRASS COVER PROVIDES PERMANENT STABILIZATION OF THE SOIL SURFACE EXCLUSIVE OF AREAS THAT HAVE BEEN PAVED OR COVERED BY BUILDING(S). PERMANENT STABILZATION IS NOT CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. • ALL DISCHARGE POINTS MUST BE INSPECTED TO DETERMINE WHETHER EROSION CONTROL MEASURES ARE EFFECTIVE IN PREVENTING IMPACTS TO RECEIVING WATERS. BASED UPON THE RESULTS OF THE INSPECTIONS, EACH EROSION AND SEDIMENT CONTROL MEASURE SHALL BE REPAIRED AND /OR MAINTAINED IN ACCORDANCE WITH THE MAINTENANCE REQUIREMENTS SPECIFIED IN THE CORRESPONDING SECTION OF THE VIRGINIA-EROSION AND SEDIMENT CONTROL HANDBOOK. THE CONTRACTOR SHALL MAINTAIN A COPY OF THIS HANDBOOK ON SITE AT ALL TIMES DURING CONSTRUCTION. TEMPORARY SEEDING REQUIREMENTS TABLE 3.31 -111 ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" r PERMANENT SEEDING REQUIREMENTS TABLE 3.32 -D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA Total ibs. Per Acre Minimum Care Lawn - Commercial or Residential 175 -200 lbs. - Kentucky 31 or Turf -Type Tall Fescue 95 -100% - Improved Perennial Ryegrass 0-5% - Kentucky Bluegrass 0 -5% intenance Lawn 200 -250 lbs. Kentucky 31 or Turf -Type Tall Fescue 100% General Slope (3:1 or less) - Kentucky 31 Fescue 128 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop * 20 lbs. 150 lbs. L ow -Maintenance S14P -e (Steeper than 311 Kentucky 31 Fescue 108 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop * 20 lbs. _ Crownvetch lbs, 150 lbs. * Use seasonal nurse crop in accordance with seeding dates as stated below: February 16th through April ...................... Annual Rye May 1st through August 15th ..................... Foxtail Millet August 16th through October ...................... Annual Rye November through February 15th ................... Winter Rye * * Substitute Sericea lespedeza for Crownvetch east of Farmville, Va. (May through September use hulled Sericea, all other periods, use unhulled Sericea). If Flatpea is used in lieu of Crownvetch, increase rate to 30 lbs. /acre. All legume seed must be properly inoculated. Weeping Lovegrass may be added to any slope or low - maintenance mix during warmer seeding periods; add 10 -20 lbs./acre in mixes. MINIMUM STANDARDS (4VAC50- 30 -40) AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: 1. PERMANENT OF TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 2 DURING CONSTRUCTION OF THE PROJECT SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND - DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSION IMMEDIATELY AFTER INSTALLATION. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A TWENTY -FIVE YEAR STORM OF 24 -HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE SUED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX -MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. 14. ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS PERTAINING TO WORK IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE 70 MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND - DISTURBING ACTIVITIES. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURE SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT (DEPOSITION, EROSION AND DAMAGE DUE TO INCREASE IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24 -HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INITO AN ADEQUATE NATURAL OR MAN -MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: 1. THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTIONS; 2. OR • NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO -YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS OR CAUSE EROSION OF CHANNEL BED OR BANKS; AND • ALL PREVIOUSLY CONSTRUCTED MAN -MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A TEN -YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO -YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND • PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A TEN -YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF' EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN -MADE CHANNELS OR PIIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: 1. IMPROVE THE CHANNEL TO A CONDITION WHERE A TEN -YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO -YEAR STORM WILL NOT CAUSE EROSION TO THE CHANNEL BED OR BANKS; OR 2. IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE TEN -YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; OR 3. DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE - DEVELOPMENT PEAK RUNOFF RATE FROM A TWO -YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE - DEVELOPMENT PEAK RUNOFF RATE FROM A TEN -YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN -MADE CHANNEL; OR 4. PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE PLAN - APPROVING AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. AILL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT OF THE SUBJECT PROJECT. F. IF' THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION HE SHALL OBTAIN APPROVAL FROM THE LOCALITY OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATERS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. AILL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. J. IN APPLYING THESE STORMWATER RUNOFF CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A, SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. i STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE IOW STORE DEAL TYPE FFS CS PROJECT NUMBER: 86047 ENGINEER CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL d RYA . PERKINS C. No. 046565 REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: ROSION AND SEDIMENT CONTROL DETAILS SHEET NUMBER: CE-501 COMMENTS: Rate Planting Date, Species absjacre) Sept. 1- Feb. 15 50/50 Mix of Annual Ryegrass "lium multi -flo 1m) & 50-100 Cereal (Winter) Rye (Secale cereale) Feb. 16 - Apr. 30 Annual Ryegrass 60-100 (I -olium multi- florum� May 1- Aug 31 German Millet 50 r PERMANENT SEEDING REQUIREMENTS TABLE 3.32 -D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA Total ibs. Per Acre Minimum Care Lawn - Commercial or Residential 175 -200 lbs. - Kentucky 31 or Turf -Type Tall Fescue 95 -100% - Improved Perennial Ryegrass 0-5% - Kentucky Bluegrass 0 -5% intenance Lawn 200 -250 lbs. Kentucky 31 or Turf -Type Tall Fescue 100% General Slope (3:1 or less) - Kentucky 31 Fescue 128 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop * 20 lbs. 150 lbs. L ow -Maintenance S14P -e (Steeper than 311 Kentucky 31 Fescue 108 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop * 20 lbs. _ Crownvetch lbs, 150 lbs. * Use seasonal nurse crop in accordance with seeding dates as stated below: February 16th through April ...................... Annual Rye May 1st through August 15th ..................... Foxtail Millet August 16th through October ...................... Annual Rye November through February 15th ................... Winter Rye * * Substitute Sericea lespedeza for Crownvetch east of Farmville, Va. (May through September use hulled Sericea, all other periods, use unhulled Sericea). If Flatpea is used in lieu of Crownvetch, increase rate to 30 lbs. /acre. All legume seed must be properly inoculated. Weeping Lovegrass may be added to any slope or low - maintenance mix during warmer seeding periods; add 10 -20 lbs./acre in mixes. MINIMUM STANDARDS (4VAC50- 30 -40) AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: 1. PERMANENT OF TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 2 DURING CONSTRUCTION OF THE PROJECT SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND - DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSION IMMEDIATELY AFTER INSTALLATION. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A TWENTY -FIVE YEAR STORM OF 24 -HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE SUED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX -MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. 14. ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS PERTAINING TO WORK IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE 70 MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND - DISTURBING ACTIVITIES. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURE SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT (DEPOSITION, EROSION AND DAMAGE DUE TO INCREASE IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24 -HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INITO AN ADEQUATE NATURAL OR MAN -MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: 1. THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTIONS; 2. OR • NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO -YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS OR CAUSE EROSION OF CHANNEL BED OR BANKS; AND • ALL PREVIOUSLY CONSTRUCTED MAN -MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A TEN -YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO -YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND • PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A TEN -YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF' EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN -MADE CHANNELS OR PIIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: 1. IMPROVE THE CHANNEL TO A CONDITION WHERE A TEN -YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO -YEAR STORM WILL NOT CAUSE EROSION TO THE CHANNEL BED OR BANKS; OR 2. IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE TEN -YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; OR 3. DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE - DEVELOPMENT PEAK RUNOFF RATE FROM A TWO -YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE - DEVELOPMENT PEAK RUNOFF RATE FROM A TEN -YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN -MADE CHANNEL; OR 4. PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE PLAN - APPROVING AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. AILL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT OF THE SUBJECT PROJECT. F. IF' THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION HE SHALL OBTAIN APPROVAL FROM THE LOCALITY OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATERS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. AILL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. J. IN APPLYING THESE STORMWATER RUNOFF CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A, SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. i STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE IOW STORE DEAL TYPE FFS CS PROJECT NUMBER: 86047 ENGINEER CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL d RYA . PERKINS C. No. 046565 REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: ROSION AND SEDIMENT CONTROL DETAILS SHEET NUMBER: CE-501 COMMENTS: CURVE TABLE CURVE RADIUS LENGTH CHORD BEARING CHORD DELTA TANGENT Cl 52.05' 40.98' N65'43'55 "E 39.93' 45'06'25" 21.62' C2 999.43' 65.64' S33'1 0'27"E 65.63' 3'45'47" 32.83' C3 19.46' 12.17' S13- 12 -14 "E 11.98' 1 35'50'29" 6.29' VDOT STD CG -12A WITH TRUNCATED DOMES 5' CONC. SIDEWALK EXISTING RIGHT —OF —WAY LINE. PROPOSED RIGHT —OF —WAY LINE 6" BEHIND PROPOSED SIDEWALK 4" WHITE DASHED THERMOPLASTIC LANE LINE, TYPE B, CLASS 1 VDOT STD. CG -6 WHITE THERMOPLASTIC TURN ARROW, TYPE B, CLASS 1 1.5" SM -9.5A L8" VDOT TYPE I. 21A DENSE GRADED AGGREGATE BASE SUBGRADE — STABLE AND COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE SOIL'S STANDARD PROCTOR MAX. DRY DENSITY (ASTM D -698) TO A DEPTH 8" BELOW SUBGRADE ELEVATION. LIGHT DUTY PAVEMENT SECTION PARKING SPACES 1.5" SM -9.5A BITUMINOUS TACK COAT 2.5" BM 25.0 `-8" VDOT TYPE I, 21A DENSE GRADED AGGREGATE BASE /DRY BGRADE — STABLE AND COMPACTED TO A DENSITY OF AT LEAST 959. OF THE SOIL'S STANDARD PROCTOR MAX. DRY DENSITY (ASTM D -698) TO A DEPTH 8" BELOW SUBGRADE ELEVATION. HEAVY DUTY PAVEMENT SECTION MAIN DRIVE AISLES PAVEMENT HATCH LEGEND 5" AIR ENTRAINED PORTLAND CEMENT CONCRETE W/ A MIN. FLEXURAL STRENGTH OF 650 PSI AND MIN. 28 DAY COMPRESSIVE STRENGTH OF 4,000 PSI LIGHT DUTY ASPHALT BA MUN LLC (PARKING SPACES) %.B. 2223 PG, 453 TAX PCL.: 0,q 500 CMG CO i 05AO ° 70� HiC =A�, -'I,�, ERCIAL (HC� HEAVY DUTY ASPHALT DUMPSTER ENCLOSURE _ MATERIALS TO MATCH CONCRETE PAVEMENT BUILDING ° ' a 7DENSITY VDOT TYPE I, 21A DENSE DED AGGREGATE BASE ABLE AND COMPACTED TO A AT LEAST 95% OF THE SO IL'S RIO ROAD TURN LANE PAVEMENT t ( STANDARD PROCTOR MAX. DRY DENSITY (ASTM (PAVEMENT SECTION TBD) D -698) TO A DEPTH 8" BELOW SUBGRADE ELEVATION. R1 -1 STOP SIGN W/ STRIPING TIE INTO EA CS -501 EXITING CURB CONCRETE PAVEMENT SECTION ��46'03 E 150.00' - -" ( " "- - DRIVE THRU AND ACCESSIBLE PARKING NOTE: CONTROL JOINT SPACING TO BE NO GREATER THAN 10 FT 2 DO NOT ENTER SIGN 2' WHITE STRIPE o GUARDRAIL cs TIMBER TERRACED RETAINING WALLS W/ SAFETY RAILS. MAXIMUM HEIGHT OF EACH = 6 FT. (DESIGN BY OTHERS, REQUIRES BUILDING PERMIT) TIE INTO EXISTING CURB AND GUTTER /SIDEWALK O 49 JP�<Z� . LINE OF SIGHT 0 35 MPH = 415 FT (CROSSES INTERSECTION AT 310 FT) u ° ~ s= . . ... .... . . ......... . . . . ....... ...... .. . .. (TO TIE TO PROPOSED -TIONAL ARRROW (TYP.) SHEET CS -501 FOR DETAIL T; iE LUCK GROUP, L!._C D.C. 4-5 Pl-. 207 TAX PCL.: 04500 OU 001015A0 ZONE: HIGHWAY COMI',i;: RCIP— 0 --) SCREEN WALL TO MATCH BUILDING TIE INTO EXISTING CURB ._..: . ............... ... .......:. .. _.- _.4 , -.n- �'!•� ._.... .......... . . . ........ .. .. ....................... ..... EL= 488.94 NAiL- VDOT SIDEWALK) 45 MPH = 565 0 FT VARIABLE WIDTH R/W .._ �.... __ ..............._. —..... D:B: T3r7 — PPG. = s. D.B. 435 PG. 171 4. ......._.... ___ __ . _ PROJECT: CVS /PHARMACY STORE #10746 ADDRESS: 1700 & 1710 SEMINOLE TRAIL MUNICIPALITY: ALBEMARLE COUNTY MAGISTERIAL DISTRICT: RIO PARCEL(S): 06100 00 00 123FO, 06100 00 00 123GO EXISTING USE: COMMERCIAL PROPOSED USE: CVS /PHARMACY WITH SINGLE DRIVE THRU (RETAIL) EXISTING/ PROPOSED ZONING: HC - HIGHWAY COMMERCIAL SPECIAL USE PERMIT REQ'D: DRIVE THRU OVERLAY DISTRICT(S): ENTRANCE CORRIDOR OVERLAY SITE AREA: 1.632 ACRES PRIOR TO R/W DEDICATION 1.535 ACRES AFTER R/W DEDICATION BUILDING AREA: 11,945 SF OPEN SPACE CALCULATION: 0.421 ACRES, 27.4% OF SITE IMPERVIOUS AREA: 1.115 ACRES, 72.6% OF SITE PARKING REQUIRED: 67 SPACES (1 SPACE PER 100 SF RETAIL UP TO 5000 SF, 1 PER 200 SF BEYOND 5000 SF) PARKING PROVIDED: 57 SPACES (EXCEPTION REQUIRED) LOADING ZONE: 1 SPACE REQUIRED/ PROVIDED HEIGHT LIMIT: 45 FEET BUILDING HEIGHT: 30 FEET FLOODPLAIN: ZONE X(AREA OUTSIDE 500 YEAR FLOOD LEVEL) PER FEMA FIRM NUMBER 51003CO278 D, EFFECTIVE FEBRUARY 4, 2005 TOPOGRAPHY SOURCE: ALTA SURVEY PROVIDED BY JENNING STEPHENSON, P.C. DATED DEC. 3, 2014 DATUM: I HORIZONTAL - NAD 83, VERTICAL - NAVD 88 NUItS: 1. CONTRACTOR TO COORDINATE ENTRANCE CLOSURES WITH ADJACENT PROPERTIES TWO WEEKS IN ADVANCE OF WORK. 2. ALL CURB RADII 5' UNLESS NOTED OTHERWISE. 3. TWO COATS WHITE TRAFFIC PAINT (4" MIN. WIDTH) REQUIRED FOR PAVEMENT STRIPING EXCEPT TWO COATS BLUE TRAFFIC PAINT SHALL BE USED FOR HANDICAP PARKING AREA AND TWO COATS YELLOW TRAFFIC PAINT FOR FIRE LANE MARKINGS (18" LETTERS, 2" PAINT STROKE). 4. LOADING ZONE STRIPING SHALL BE PAINTED 4" SINGLE YELLOW SOLID LINE AT 2' -0" O.C. 45' TO THE DRIVE AISLE. 5. FIRE LANES MAY BE REQUIRED BEFORE FINAL CERTIFICATE OF OCCUPANCY IS APPROVED BY THE FIRE MARSHAL IF TRAFFIC OR PARKING CONDITIONS DEVELOP THAT WILL NOT ALLOW ADEQUATE MOVEMENT OF FIRE APPARATUS AROUND A BUILDING OR COMPLEX. 6. PHOTOMETRIC PLAN NOT AVAILABLE AT THIS TIME, LOCATION OF SITE LIGHTING HAS BEEN APPROXIMATED. 7. PROPOSED CONCRETE PADS TO HAVE 1 FT X 1 FT CHAMFERED CORNERS. EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029- 002 -901) AS CONSTRUCTION WILL TAKE PLACE PRIOR TO THE COMMENCEMENT OF CVS CONSTRUCTION �5 .s GRAPHIC SCALE IN FEET 0 10 20 40 1 STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE- NEW STORE DEAL TYPB FE'S CS PROJECT NUMBER: 86047 ENS Kimley)))Horn CONSULTANT: KIMLEY —HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL �e��LTH RYA PERKINS LIC. No. 046565 fi % 0-MAL REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: SITE PLAN SHEET NUMBER: cs-1 0 1 COMMENTS: GENERAL NOTES A. Design data provided in electronic format is for information purposes only and should be used at your own risk, and is provided without representations and warranties. Any conflict between the information reflected on the latest revision of the sealed plan sheets and that provided via electronic format shall be resolved in favor of the sealed plan sheets. B. Utilities: There may be additional existing utilities not shown on these plans. Existing utilities are shown in an approximate manner only and the Engineer assumes no responsibility for locations shown. Field verify the location of all existing utilities within the limits of construction. Notify the Owner and Engineer if discrepancies are found that will affect the construction project. Protect all existing utilities. C. Temporary Provisions: Sequence the work and provide temporary measures as needed to maintain access to the site through all entrances at all times during construction. Temporary provisions may include, but are not limited to: barricades, flashing lights, flagman, temporary pavement, and directional signage. D. Equipment Storage: Do not park equipment or store materials in state, county or city right -of -way. E. Notify the Engineer in writing of any discrepancies between the existing conditions in the field and the survey shown on the plans before proceeding with any new construction. F. Obtain all required construction related permits, including demolition permit, before starting work. Retain copies of all permits at the project site at all times. G. Approval of these plans does not constitute approval of any land disturbing activities within wetland areas. Contact the appropriate regulatory agency for approval of any wetland area disturbance. H. Signs (location, number, and size) are not approved under the general development permit. A separate permit is required for onsite signage. I. No certificate of occupancy will be issued until all site improvements have been completed on the site. J. Comply with all applicable state, federal, and local building and utility installation codes. All materials and construction methods shall be in accordance with these plans and specifications unless Department of Transportation Standards or local municipal standards are more stringent. K. Do not deviate from these plans and specifications without prior written approval from the Engineer of record. L. Work with D.O.T right -of -way: 1. All pavement markings within D.O.T. right -of -way shall be thermoplastic and in accordance with D.O.T. specifications. 2. Re- establish all right -of -way area, which is damaged or disturbed, to original condition or better. 3. All work in D.O.T. right -of -way shall comply with D.O.T. specifications. M. Arrange high intensity lighting to conceal the source of light from public view and prevent interference with traffic. N. Ensure correct horizontal and vertical alignment of all ties between proposed and existing pavements, curb and gutter, sidewalks, walls and utilities before beginning work. Notify Engineer if discrepancies exist. TRAFFIC CONTROL A. If Drawings do not indicate site specific traffic control measures, Contractor shall be responsible for providing a temporary traffic control plan in accordance with the Manual on Uniform Traffic Control Devices (MUTCD), latest edition. B. All temporary traffic control signage and markings shall be installed prior to construction and maintained during construction in accordance with the MUTCD, latest edition. C. Contact property owners to be affected by construction and coordinate temporary driveway closures and sequencing. Maintain access for all property owners during construction. D. Control dust as necessary to prevent interference with traffic. E. Inspect traffic control devices on a daily basis to ensure placement of barricades and function of lights is maintained throughout construction. F. Coordinate all lane closures with the local jurisdiction having authority. STRUCTURE & SITE DEMOLITION A. Verify that utilities have been disconnected and capped before starting demolition operations. B. Verify that hazardous materials have been remediated before proceeding with building demolition operations. C. Environmental & Geotechnical: Review all project environmental and geotechnical reports and become familiar with all issues before demolition. D. Existing Utilities: Locate, identify, disconnect, and seal or cap off indicated utilities serving buildings and structures to be demolished. 1. Arrange to shut off indicated utilities with utility companies. 2. If removal, relocation, or abandonment of utility services will affect adjacent occupied buildings, then provide temporary utilities that bypass buildings and structures to be demolished and that maintain continuity of service to other buildings and structures. E. Do not commence demolition operations until temporary erosion and sediment control and plant - protection measures are in place. F. Obtain the Demolition Permit from the local authority prior to starting demolition activities. G. Existing Facilities: Protect adjacent walkways, loading docks, building entries, and other building facilities during demolition operations. Maintain exits from existing buildings. Promptly repair any facilities damaged by construction operations to owner's satisfaction at no additional cost to the owner. H. Existing Utilities: Maintain utility services to remain and protect from damage during demolition operations. I. Temporary Protection: Erect temporary protection, such as walks, fences, railings, canopies, and covered passageways, where required by authorities having jurisdiction and as indicated. J. Remove temporary barriers and protections where hazards no longer exist. Where open excavations or other hazardous conditions remain, leave temporary barriers and protections in place. K. Remove demolition waste materials from Project site and legally dispose of them in an EPA - approved landfill acceptable to authorities having jurisdiction. L. Do not burn demolished materials unless special written permission is obtained from Owner and Engineer. M. Clean adjacent structures and improvements of dust, dirt, and debris caused by building demolition operations. Return adjacent areas to condition existing before building demolition operations began. SITE CLEARING 1.1 PROJECT CONDITIONS A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site - clearing operations. B. Environmental & Geotechnical: Review all project environmental and geotechnical reports and become familiar with all issues before site clearing. C. Utility Locator Service: Notify utility locator service for area where Protect is located before site clearing. D. Do not connmence site clearing operations until temporary erosion - and sedimentation - control and plant - protection measures pare in place. 1.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL A. Provide temporary erosion- and sedimentation - control measures -to prevent soil erosion and discharge of soil - bearing water runoff or airborne dust to adjacent properties and walkways, according to erosion- and sedimentation - control Drawings and requirements of authorities having jurisdiction. B. Verify that flows of water redirected from construction areas or generated by construction activity do not enter or cross protection zones. C. Inspect, maintain, and repair erosion- and sedimentation - control measures during construction until permanent vegetation has been established. D. Remove erosion and sedimentation controls when site is stabilized sand restore and stabilize areas disturbed during removal. 1.3 TREE AND PLANT PROTECTION Repair or replace trees, shrubs, and other vegetation indicated to remain or be relocated that are damaged by construction operations, in a manner approved by Engineer. 1.4 EXISTING UTILITIES A. Locate, identify, disconnect, and seal or cap utilities indicated to be remioved or abandoned in place. Arrange with utility companies to shut off indicated utilities. B. Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated: 1. Notify utility owner not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without utility owner's written permission. C. Pothole existing water lines, underground electrical lines, gas lines, underground telephone lines, fiber optic, and any other existing utility lines within the project limits during site clearing and demolition activities. Survey the existing utility elevations and provide the surveyed field locations and depths to the Engineer for review. These existing utilities may require relocation. 1.5 CLEARING AND GRUBBING Remove obstructions, concrete, asphalt, trees, shrubs, and other vegetation indicated to permit installation of new construction. 1. Do not remove trees, shrubs, and other vegetation indicated to remain or to be relocated. 2. Grind down stumps and remove roots, obstructions, and debris to a depth of 12 inches below exposed subgrade. 3. Use only hand methods for grubbing within protection zones. 4. The subigrade to remain shall be compacted to 95% Standard Proctor maximum dry density following clearing and grubbing activities. 1.6 TOPSOIL STRIPPING A. Remove sod and grass before stripping topsoil. B. Strip tops(oil in o manner to prevent intermingling with underlying subsoil or other waste materials. C. Stockpile topsoil away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust and erosion by water. D. Dispose of surplus topsoil. Surplus topsoil is that which exceeds givantity indicated to be stockpiled or reused. SITE WATER DISTRIBUTION 1.1 GENERAL A. Regulatory Requirements: 1. Comply with requirements of utility company supplying water. Include tapping of water mains and backflow preventilon. 2. Comply with standards of authorities having jurisdiction for potable- water - service piping, including materials, installation, testing, and disinfection. B. Piping materials shall bear label, stamp, or other markings of specified nesting agency. C. Interruption of Existing Water- Distribution Service: Notify Owner at least 2 days prior to interruption of existing water services. D. Coordinate with utility company for required inspections and for connection of water main and services before starting construction. 1.2 COPPER TUBE AND FITTINGS A. Soft Copper Tube: ASTM B 88, Type K, water tube, annealed temper. Copper, Prressure -Seal Fittings: 1. NPS 2 and Smaller: Wrought- copper fitting with EPDM 0 -ring seal in each end. 2. NPS 2-1/2 to NPS 4: Bronze fitting with stainless -steel grip -ring and EPDM 0 -ring seal in each end. B. Bronze Flanges: ASME 816.24, Class 150, with solder-joint end. Furn[sh Class 300 flanges if required to match piping. C. Copper Unions: MSS SP -123, cast - copper- alloy, hexagonal -stock body with ball- and - socket, metal -to -metal seating surfaces, and solder -joint or threaded ends. 1.3 DUCTILE -IROIN PIPE AND FITTINGS A. Mechanicall- Joint, Ductile -Iron Pipe: AWWA C151, with mechanical -joint bell and plain spigot end unless grooved or flanged ends are indicated. 1. Mechanical- Joint, Ductile -Iron Fittings: AWWA C110, ductile- or gray -iron standard pattern or AWWA C153, ductile -iron compact pattern. 2. Glands, Gaskets, and Bolts: AWWA C111, ductile- or gray -iron glands, rubber gaskets, and steel bolts. B. Push -on- Joint, Ductile -Iron Pipe: AWWA C151, with push-on-joint bell and plain spigot end unless grooved or flanged ends are indicated. C. Flanges: ASME 16.1, Class 125, cast iron. 1.4 PVC PIPE AND FITTINGS A. PVC, Schedule 40 Pipe: ASTM D 1785. PVC, Schedule 40 Socket Fittings: ASTM D 2466. B. PVC, AWWA Pipe: AWWA C900, Class 200, with bell end gasket, and with spigot end. C. Mechanicall- Joint, Ductile -Iron Fittings: AWWA C110, ductile - or gray -iron standard pattern or AWWA C153, ductile -iron compact pattern. 1.5 GATE VALVES AWWA, Cast -Iron Gate Valves: Nonrising -Stem, Resilient- Seated Gate Valves: Gray- or ductile -iron body and bonnet; with bronze or gray- or ductile -iron gate, resilient seats, bronze stem, and stem nut. 1) Standard: AWWA C509. 2) Minimum Pressure Rating: 200 psig. 3) End Connections: Mechanical joint. 4) Interior Coating: Complying with AWWA C550. 1.6 GATE VALVE ACCESSORIES AND SPECIALTIES A. Tapping - Sleeve Assemblies: Sleeve and valve compatible with drilling machine. 1) Standard: MSS SP -60. 2) Tapping Sleeve: Cast- or ductile -iron or stainless - steel, two -piece bolted sleeve with flanged outlet for new branch connection. Include sleeve matching size and type of pipe material being tapped and with recessed flange for branch valve. 3) Valve: AWWA, cast iron, nonrising - ,stem, resilient- seated gate valve with one raised face flange mating tapping - sleeve flange. B. Valve Boxes: Comply with AWWA M44 for cast -iron valve boxes. Include top section, adjustable extension of length required for depth of burial of valve, pluig with lettering "WATER," and bottom section with base that fits over valve and with a barrel approximately 5 inches in diameter. 1.7 BACKFLOW PREVENTERS Double- Check, Detector - Assembly Backflow Preventers: 1. Standards: ASSE 1048 and UL listed or FMG approved. 2. Operation: Continuous - pressure applicatiions. 3. Pressure Loss: 5 psig maximum, through middle 1/3 of flow range. 4. Body. Cast iron with interior lining complying with AWWA C550 or that is FDA approved. 5. End Connections: Flanged. 6. Configuration: Designed for horizontal, straight through flow. 1.8 WATER METER BOXES Description: Cast -iron body and cover for disc -type water meter, with lettering "WATER METER" in cover; and with slotted, open- bottom base section of length to fit: over service piping. 1.9 CONCRETE VAULTS Description: precast, reinforced - concrete vault, designed for A -16 load designation according to ASTM C 857 and made according to ASTM C 858. 1. Ladder: ASTM A 36/A 36M, steel or pollyethylene- encased steel steps. 2. Manhole: ASTM A 48/A 48M Class No. 35A minimum tensile strength, gray -iron traffic frame and cower. a. Dimension: 24 -inch minimum diameter, unless otherwise indicated. 3. Drain: ASME A112.6.3, cast -iron floor drain with outlet of size indicated. Include body anchor flange, light -duty cast -iron grate, bottom outlet, and integral or field - installed bronze ball or clapper -type backwater valve. 1.10 FIRE HYDRANTS Dry - Barrel Fire Hydrants: Freestanding, with one NPS 4 -1/2 and two NPS 2 -1/2 outlets, 5 -1/4 -inch imain valve, drain valve, and NPS 6 mechanical-joint inlet. Include interior coating according to AWWA C550. Hydrant shall have cast -iron body, compression -type valve opening against pressure and closing with pressure. 1. Standard: AWWA C502. 2. Pressure Rating: 250 psig. 1.11 FIRE DEPARTMENT CONNECTIONS Fire Department Connections: Freestanding, with cast - bronze body, thread inlets according to NFPA 1963 and matching local fire department hose threads, and threaded bottom outlet. Include lugged caps, gaskets, and chains: lugged swivel connection and drop clapper for each hose - connection inlet; 18- inch -high brass sleeve; round escutcheon plate. 1.12 VALVE APPLICATIONS Drawings indicate valve types to be used. Where specific valve types are not indicated, the following requiirements apply. 1. Underground Valves, NPS 3 and Larger: AWWA, cast -iron, nonrising -stem, resilient- seated gate valves with valve box. 2. Use the following for valves in vaults and aboveground: a. Gate Valves, NPS 2 and Smaller: Bronze, nonrising stem. b. Gate Valves, NPS 3 and Larger: AWWA, cast iron, OS &Y rising stem, resilient seated. c. Check Valves: AWWA C508, swing type. 1.13 FIELD QUALITY CONTROL A. Piping Tests: Conduct piping tests before joints are covered and after concrete thrust blocks have hardened sufficiently. Fill pipeline 24 hours before testing and apply test pressure to stabilize system. Use only potable water. B. Hydrostatic Tests: Test at not less than one - and - one -half times working pressure for two hours. Increase pressure in 50 -psig increments and inspect each joint between increments. Hold at test pressure for 1 hour; decrease to 0 psig. Slowly increase again to test pressure and hold for 1 more hour. Maximum allowable leakage is 2 quarts per hour per 100 joints. Remake leaking joints with new materials and repeat test until leakage is within allowed limits. C. Disinfection: Clean and disinfect potable water mains as directed by the local authority, or, if method is not prescribed by the local authority, use procedure described in AWWA C651. D. Prepare reports of testing activities and submit to the Engineer for approval. 1.14 IDENTIFICATION Install continuous underground detectable warning tape during backfilling of trench for underground water - distribution piping. Locate below finished grade, directly over piping. SITE SANITARY SEWERS 1.1 PROJECT CONDITIONS A. Interruption of Existing Sanitary Sewerage Service: Coordinate as required with the local sanitary sewer authority before starting construction. B. Utility Locator Service: Notify utility locator service for area where Project is located before beginning sanitary sewer installation operations. Field verify all existing utilities shown on the Drawings by pot - holing the lines. Survey existing utilities and provide horizontal and vertical location information to the Engineer to determine if any utilities will conflict with the proposed design. 1.2 DUCTILE -IRON, GRAVITY SEWER PIPE AND FITTINGS A. Pipe: ASTM A 746, for push -on joints. B. Compact Fittings: AWWA C153, ductile iron, for push -on joints. C. Gaskets: AWWA C111, rubber. 1.3 PVC PIPE AND FITTINGS PVC Gravity Sewer Piping: ASTM F 679, T -1 wall thickness, PVC gravity sewer pipe with bell- and - spigot ends and with integral ASTM F 477, elastomeric seals for gasketed joints. 1.4 CLEANOUTS A. Cast -Iron Cleanouts 1. Description: ASME A112.36.2M, round, gray -iron housing with clamping device and round, secured, scoriated, gray -iron cover. Include gray -iron ferrule with inside calk or spigot connection and countersunk, tapered- thread, brass closure plug. 2. Top- Loading Classification: Traffic rated, Heavy Duty, in all paved areas and areas subject to vehicular traffic. 3. Sewer Pipe Fitting and Riser to Cleanout: ASTM A 74, Service class, cast -iron soil pipe and fittings. B. PVC Cleanouts: PVC body with PVC threaded plug. Include PVC sewer pipe fitting and riser to cleanout of same material as sewer piping. Use in Light Duty applications where there is pedestrian traffic only or in landscaped areas. 1.5 MANHOLES A. Standard Precast Concrete Manholes: 1. Description: ASTM C 478, precast, reinforced concrete, of depth indicated, with provision for sealant joints. 2. Diameter: 48 inches minimum unless otherwise indicated. 3. Ballast: Increase thickness of precast concrete sections or add concrete to base section, as required to prevent flotation. 4. Base Section: 6 -inch minimum thickness for floor slab and 4 -inch minimum thickness for walls and base riser section: with separate base slab or base section with integral floor. 5. Riser Sections: 4 -inch minimum thickness, of length to provide depth indicated. 6. Top Section: Eccentric -cone type unless concentric -cone or flat - slab -top type is indicated; with top of cone of size that matches grade rings. 7. Joint Sealant: ASTM C 990, bitumen or butyl rubber. 8. Resilient Pipe Connectors: ASTM C 923, cast or fitted onto manhole walls, for each pipe connection. 9. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to place both feet on one step and designed to prevent lateral slippage off step. Cast or anchor steps into sidewalls at 12- to 16 inch intervals. Omit steps if total depth from floor of manhole to finished grade is less than 48 inches. 10. Adjusting Rings: Interlocking HDPE rings, with level or sloped edge in thickness and diameter matching manhole frame and cover, and with height as required to adjust manhole frame and cover to indicated elevation and slope. Include sealant recommended by ring manufacturer. 11. Grade Rings: Reinforced - concrete rings, 6- to 9 -inch total thickness, with diameter matching manhole frame and cover, and with height as required to adjust manhole frame and cover to indicated elevation and slope. B. Manhole Frames and Covers: 1. Description: Ferrous; 24 -inch ID by 7- to 9 -inch riser, with 4- inch - minimum -width flange and 26- inch - diameter cover. Include indented top design with lettering cast into cover, using wording equivalent to "SANITARY SEWER." 2. Material: ASTM A 536, Grade 60 -40 -18 ductile iron unless otherwise indicated. 1.6 IDENTIFICATION Arrange for installation of green warning tapes directly over piping and at outside edges of underground manholes. 1. Use warning tape or detectable warning tape over ferrous piping. 2. Use detectable warning tape over nonferrous piping and over edges of underground manholes. 1.7 FIELD QUALITY CONTROL A. Inspect interior of piping to determine whether line displacement or other damage has occurred. Inspect after approximately 24 inches of backfill is in place, and again at completion of Project. 1. Defects requiring correction include the following: a. Alignment: Less than full diameter of inside of pipe is visible between structures. b. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder of size not less than 92.5 percent of piping diameter. c. Damage: Crushed, broken, cracked, or otherwise damaged piping. d. Infiltration: Water leakage into piping. e. Exfiltration: Water leakage from or around piping. 2. Replace defective piping using new materials, and repeat inspections until defects are within allowances specified. 3. Reinspect and repeat procedure until results are satisfactory. B. Test new piping systems, and parts of existing systems that have been altered, extended, or repaired, for leaks and defects. 1. Do not enclose, cover, or put into service before inspection and approval. 2. Test completed piping systems according to requirements of authorities having jurisdiction. 3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours advance notice. 4. Submit a separate report for each test to the Engineer for approval. 5. Air Tests: Test sanitary sewerage according to requirements of authorities having jurisdiction, UNI -B -6, and the following: a. Test plastic gravity sewer piping according to ASTM F 1417. 6. Manholes: Perform hydraulic test according to ASTM C 969. C. Leaks and loss in test pressure constitute defects that must be repaired. D. Replace leaking piping using new materials, and repeat testing until leakage is within allowances specified. SITE STORM UTILITY DRAINAGE PIPING i6iir•; 11 ;ICI_\�1�7�i1>il1i+L��e3�il?iiGl 1. All stormwater pipe, inlets, headwalls, and related appurtenances shall meet local D.O.T. standards. 2. All stormwater pipe shall be installed in accordance with pipe manufacturers' instructions. 1.2 STEEL PIPE AND FITTINGS Corrugated -Steel Pipe and Fittings: ASTM A 760/A 760M, Type I with fittings of similar form and construction as pipe. 1. Standard -Joint Bands: Corrugated steel. 2. Coating: Aluminum or Bituminous 1.3 PE PIPE AND FITTINGS 1. Corrugated PE Drainage Pipe and Fittings NPS 3 to NPS 10: AASHTO M 252M; NPS 12 to NPS 48: AASHTO M 294M Type S, with smooth waterway for coupling joints. 2. Silttight Couplings: PE Sleeve with ASTM D 1056, Type 2, Class A, Grade 2 gasket material that mates with tube and fittings. 1.4 PVC CORRUGATED PIPE AND FITTINGS Corrugated PVC Drainage Pipe and Fittings NPS 4 to NPS 36: Smooth interior, ASTM F949, 46 PSI stiffness when tested in accordance with ASTM D2412. PVC compound having a minimum cell classification of 12454 as defined in ASTM D1784. Fittings: Smooth interior, ASTM F949, Section 5.2.3 or F794, Section 7.2.4. Joints shall be made with integrally- formed bell and spigot gasketed connections. Manufacturer shall provide documentation showing no leakage when gasketed pipe joints are tested in accordance with ASTM D3212. Elastomeric seals (gaskets) shall meet ASTM F477. 1.5 CONCRETE PIPE AND FITTINGS 1. Reinforced - Concrete Sewer Pipe and Fittings: ASTM C76 Bell- and - spigot or tongue- and - groove ends and gasketed joints with ASTM C 443, rubber gaskets or sealant joints with ASTM C 990, bitumen or butyl- rubber sealant. Class III, Wall B. 2. Cast -Iron Area Drains: ASME A 112.6.3 gray -iron round body with anchor flange and round grate. Include bottom outlet with inside calk or spigot connection, of sizes indicated. 1.6 MANHOLES A. Standard Precast Concrete Manholes: 1. Description: ASTM C 478, precast, reinforced concrete, of depth indicated, with provision for sealant joints. 2. Diameter: 48 inches minimum unless otherwise indicated. 3. Ballast: increase thickness of precast concrete sections or add concrete to base section as required to prevent flotation. 4. Base Section: 6 -inch minimum thickness for floor slab and 4 -inch minimum thickness for walls and base riser section, and separate base slab or base section with integral floor. 5. Riser Sections: 4 -inch minimum thickness, and lengths to provide depth indicated. 6. Top Section: Eccentric -cone type unless concentric -cone or flat - slab -top type is indicated, and top of cone of size that matches grade rings. 7. Joint Sealant: ASTM C 990, bitumen or butyl rubber. 8. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to place both feet on one step and designed to prevent lateral slippage off step. Cast or anchor steps into sidewalls at 12- to 16 -inch intervals. Omit steps if total depth from floor of manhole to finished grade is less than 48 inches. B. Manhole Frames and Covers: 1. Description: Ferrous; 24 -inch ID by 7- to 9 -inch riser with 4- inch - minimum width flange and 26- inch - diameter cover. Include indented top design with lettering cast into cover, using wording equivalent to "STORM SEWER." 2. Material: ASTM A 536, Grade 60 -40 -18 ductile iron unless otherwise indicated. 1.7 INLET & JUNCTION BOXES Standard Precast Concrete: 1. Description: ASTM C 478, precast, reinforced concrete, of depth indicated, with provision for sealant joints. 2. Base Section: 6 -inch minimum thickness for floor slab and 4 -inch minimum thickness for walls and base riser section, and separate base slab or base section with integral floor. 3. Riser Sections: 4- inch - minimum thickness, 48-inch diameter, and lengths to provide depth indicated. 4. Top Section: Eccentric -cone type unless concentric -cone or flat - slab -top type is indicated, and top of cone of size that matches grade rings. 5. Joint Sealant: ASTM C 990, bitumen or butyl rubber. 6. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to place both feet on one step and designed to prevent lateral slippage off step. Cast or anchor steps into sidewalls at 12- to 16 -inch intervals. Omit steps if total depth from floor of manhole to finished grade is less than 48 inches. 7. Pipe Connectors: ASTM C 923, resilient, of size required, for each pipe connecting to base section. 1.8 STORMWATER DETENTION STRUCTURES A. Cast -in -Place Concrete, Stormwater Detention Structures: Constructed of reinforced - concrete bottom, walls, and top; designed according to ASTM C 890 for A -16 ( AASHTO HS20 -44), heavy- traffic, structural loading; of depth, shape, dimensions, and appurtenances indicated. 1. Ballast: Increase thickness of concrete as required to prevent flotation. 2. Grade Rings: Include two or three reinforced - concrete rings, of 6- to 9 -inch total thickness, that match 24- inch - diameter frame and cover. 3. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to place both feet on one step and designed to prevent lateral slippage off step. Cast or anchor steps into sidewalls at 12 -to 16 -inch intervals. Omit steps if total depth from floor of structure to finished grade is less than 48 inches. 4. Form and cast wires and pipe openings as indicated on Drawings. B. Manhole Frames and Covers: ASTM A 536, Grade 60- 40 -18, ductile -iron castings designed for heavy -duty service. 1.9 PIPE OUTLETS A. Pre -Cast Head Walls: Pre -Cast reinforced concrete, with apron and tapered sides. B. Slope Paved Head Walls: Cast -in -place reinforced concrete as shown on Drawings. C. Riprap Basins: Broken, irregularly sized and shaped, graded stone according to NSSGA's "Quarried Stone for Erosion and Sediment Control." Minimum stone size and dimensions as shown on Drawings. 1.10 PIPING INSTALLATION A. Install locator wire or tape 6 inches above all non - metallic piping. B. Install bedding and backfill in accordance with pipe manufacturers' instructions. C. Begin installation at downstream piping connection to outfall point. D. Construct all headwalls flush with existing proposed embankment slopes. 1.11 CLEANING A. Clean interior of piping of dirt and superfluous materials. Flush with potable water. B. Clean accumulated sediment from stormwater pipes, conveyance channels, and pond once site is stabilized with vegetation. EARTH MOVING 1.1 PROJECT CONDITIONS A. Utility Locator Service: Notify utility locator service for area where Project is located before beginning earth moving operations. B. Do not commence earth moving operations until temporary erosion - and sedimentation - control measures are in place. C. Do not commence earth moving operations until plant - protection measures are in place. D. Do not commence earth moving operations without reviewing and making provisions for all Geotechnical recommendations made in the project Geotechnical Report. Comply with recommendations in the geotechnical report regarding general site preparation, building pad preparation, pavement sections, fill, and excavation. E. Retain a copy of the project Geotechnical Report at the work site at all times. Any discrepancies between these specifications and the project Geotechnical Report shall be resolved in favor of the project Geotechnical Report. F. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout and other hazards created by earth moving operations. G. Protect and maintain erosion and sedimentation controls during earth moving operations. 1.2 DEWATERING A. Prevent surface water and ground water from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area. B. Protect subgrades from softening, undermining, washout and damage by rain or water accumulation. C. Design and provide dewatering system using accepted and professional methods consistent with current industry practice. Provide dewatering system of sufficient size and capacity to control groundwater in a manner that preserves strength of foundation soils, does not cause instability or raveling of excavation slopes, and does not result in damage to existing structures. Lower water level in advance of excavation by utilizing wells, wellpoints, or similar positive control methods. Maintain the groundwater level to a minimum of two (2) feet below excavations. Provide piezometers as directed by the engineer to document that the groundwater level is being maintained. D. By acceptable means, contractor shall control all water regardless of source and is responsible for proper disposal of the water. No additional payment will be made for any supplemental measures to control seepage, groundwater, or artesian head. STORE NUMBER: 107461 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE FFS CS PROJECT NUMBER 860471 ENGINEER: Ki a o r n CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419-0759 SEAL: RYA . PERKINS LIC. No. 046565 4.3.N5 'AID REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: CVS SPECS SHEET NUMBER: COMMENTS: CS -301 1.3 1.4 1.5 1.6 1.7 E. Open pumping with sumps and ditches shall be allowed, provided it does not result in boils, loss of fines, softening of the ground, or instability of slopes. Sumps shall be located outside of load bearing areas so the bearing surfaces will not be disturbed. Water containing silt in suspension shall not be pumped into sewer lines or adjacent water bodies. During normal pumping and upon development of well(s), levels of fine sand or silt in the discharge of water shall not exceed five (5) ppm. F. Continuously maintain excavations in a dry condition with positive dewatering methods during preparation of subgrade, installation of pipe, and construction of structures until the critical period of construction and /or backfill is completed to prevent damage of subgrade support, piping, structure, side slopes, or adjacent facilities for flotation or other hydrostatic pressure imbalance. G. When construction is complete, properly remove all dewatering equipment from the site, including wells and related temporary electrical service. SUBGRADE A. Notify Project Geotechnical Engineer when excavations have reached required subgrade. B. If Project Geotechnical Engineer determines that unsatisfactory soil is present, continue excavation and replace with compacted backfill or fill material as directed. C. Proof -roll subgrade below the building slabs and pavements with a pneumatic -tired and loaded 10- wheel, tandem -axle dump truck weighing not less than 15 tons to identify soft pockets and areas of excess yielding. Do not proof -roll wet or saturated subgrades. Excavate soft spots, unsatisfactory soils, and areas of excessive pumping or rutting, as determined by Project Geotechnical Engineer, and replace with compacted backfill or fill as directed. D. In heavy duty pavement areas, the gravel aggregate base shall be extended under the curb and gutter section to provide additional stability for truck travel. UTILITY TRENCH BEDDING AND BACKFILL A. Place and compact bedding course on trench bottoms and where indicated. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. B. Use Class B bedding under all PVC piping. C. Carefully compact initial backfill under pipe haunches and compact evenly up on both sides and along the full length of piping or conduit to avoid damage or displacement of piping or conduit. D. Backfill all utilities under roadways and traffic areas with crushed stone. COMPACTION OF SOIL BACKFILLS AND FILLS A. Place backfill and fill soil materials in layers not more than & inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand - operated tampers. B. Place backfill and fill soil materials evenly on all sides of structures to required elevations, and uniformly along the full length of each structure. Compact soil materials as indicated on drawings or as indicated in the Project Geotechnical Report. C. Provide construction phase monitoring and testing as recommended in the project Geotechnical Report. Provide test reports to the Engineer for review and approval. GRADING A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated. 1. Provide a smooth transition between adjacent existing gradles and new grades. 2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface tolerances. B. Landscape Islands: Fill all curbed islands to top of curb with topsoil and apply seed and mulch unless drawings indicate otherwise. C. Slopes: Do not create cut or fill slopes steeper than 2h:1v without obtaining special written permission from the Engineer of Record and project Geotechnical Engineer. PROTECTION Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris. See erosioln and sediment control plan and notes for further information. ASPHALT PAVING 1.1 FIELD CONDITIONS Environmental Limitations: Do not apply asphalt materials if sub4grade is wet or excessively damp, if rain is imminent or expected before! time required for adequate cure, or if the following conditions are not met: 1. Prime Coat: Minimum surface temperature of 60 deg F. 2. Tack Coat: Minimum surface temperature of 60 deg F. 3. Slurry Coat: Comply with weather limitations in ASTM D 39,10. 4. Asphalt Base Course: Minimum surface temperature of 40 deg F and rising at time of placement. 5. Asphalt Surface Course: Minimum surface temperature of 60 deg F and rising at time of placement. 1.2 ASPHALT MATERIALS A. Refer to Project Geotechnical Report and project drawings forr required asphalt material design. B. Aggregates shall meet the requirements of the local Department of Transportation. C. Reclaimed Asphalt Pavement (RAP) shall not be used in the mix design. 1.3 PATCHING A. Asphalt Pavement: Saw cut perimeter of patch and excavate existing pavement section to sound base. Excavate rectangular or trapezoidal patches, extending 12 inches into perimeter of adjacent sound pavement, unless otherwise indicated. Cut excavation faces vertically. Remove excavated material. Recompact existing unbound - aggregate base course to form new subgrade. B. Tack Coat: Before placing patch material, apply tack coat uniformly to vertical asphalt surfaces abutting the patch. Apply at a rate of 0.05 to 0.15 gal. /sq. yd. 1. Allow tack coat to cure undisturbed before applying hot -mix asphalt paving. 2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings. Remove spillages and clean affected surfaces. C. Placing Patch Material: Fill excavated pavement areas with hat -mix asphalt base mix for full thickness of patch and, while still hiot, compact flush with adjacent surface. 1.4 SURFACE PREPARATION A. General: Immediately before placing asphalt materials, remove loose and deleterious material from substrate surfaces. Ensure than prepared subgrade is ready to receive paving. Sawcut existing) pavement to the joined to provide vertical faces between new and existing surfaces. B. Emulsified Asphalt Prime Coat: Apply uniformly over surface (of compacted unbound - aggregate base course at a rate of 0.10 to 0.30 gal. /sq. yd. per inch depth. Apply enough material to penetrate and seal, but not flood, surface. Allow prime coat to cure. 1. If prime coat is not entirely absorbed within 24 hours after application, spread sand over surface to blot excess asphalt. Use enough sand to prevent pickup under traffic. Remove loose sand by sweeping before pavement is placed and after volatiles have evaporated. 2. Protect primed substrate from damage until ready to receive paving. C. Tack Coat: Apply uniformly to surfaces of existing pavement at a rate of 0.02 to 0.08 gal. /sq. yd. 1. Allow tack coat to cure undisturbed before applying hot -mix asphalt paving. 2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings. Remove spillages and clean affected surfaces. 1.5 PLACING HOT -MIX ASPHALT B. Machine place hot -mix asphalt on prepared surface, spread uniformly, and strike off. Place asphalt mix by hand in areas inaccessible to equipment in a manner that prevents segregation of mix. Place each course to required grade, cross section, and thickness when compacted. 1. Place hot -mix asphalt base course in number of lifts and thicknesses indicated. 2. Place hot -mix asphalt surface course in single lift. 3. Spread mix at a minimum temperature of 250 deg F. 4. Begin applying mix along centerline of crown for crowned sections and on high side of one -way slopes unless otherwise indicated. 5. Regulate paver machine speed to obtain smooth, continuous surface free of pulls and tears in asphalt - paving mat. B. Place paving in consecutive strips not less than 10 feet wide unless infill edge strips of a lesser width are required. 1.6 JOINTS A. Construct joints to ensure a continuous bond between adjoining paving sections. Construct joints free of depressions, with some texture and smoothness as other sections of hot -mix asphalt course. B. Construct smooth transitions between new and existing paving sections. 1.7 COMPACTION A. General: Begin compaction as soon as placed hot -mix paving will bear roller weight without excessive displacement. Compact hot -mix paving with hot, hand tampers or with vibratory -plate compactors in areas inaccessible to rollers. Complete compaction before mix temperature cools to 185 deg F. 1. Initial Lift: Average of 92% of maximum theoretical density. 2. Top Surface Lift: Average of 93% of maximum theoretical density. 3. Tolerance: +2.0 %, -1.0% of any individual test. B. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot -mix asphalt is still warm. C. Erect barricades to protect paving from traffic for at least 24 hours after placement for the binder course, and at least 72 hours after placement for the final wearing surface. D. If the ambient air temperature is in excess of 90 degrees Farenheit during the 72 hour protection period, the pavement surface shall be flooded with water to rapidly cool the pavement at least once per day. 1.8 FIELD QUALITY CONTROL A. Testing Agency. Engage a qualified testing agency to perform tests and inspections. B. Conduct tests and reports specified in the project geotechnical report. C. Testing agency must inspect and approve the subgrade, each fill layer, and the subbase and base course. D. Promptly send test reports to the Engineer for review and approval. E. Remove and replace or install additional hot -mix asphalt where test results or measurements indicate that it does not comply with specified requirements. CONCRETE PAVING 1.1 PROJECT CONDITIONS Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities. 1.2 STEEL REINFORCEMENT A. Plain -Steel Welded Wire Reinforcement: ASTM A 185/A 185 M, fabricated from as -drawn steel wire into flat sheets. B. Reinforcing Bars: ASTM A 615/A 615M, Grade 60; deformed. C. Joint Dowel Bars: ASTM A 615/A 615 M, Grade 60 plain -steel bars. Cut bars true to length with ends square and free of burrs. D. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars, welded wire reinforcement, and dowels in place. Manufacture bar supports according to CRSI's 'Manual of Standard Practice" from steel wire, plastic, or precast concrete of greater compressive strength than concrete specified, and as follows: 1.3 CONCRETE MATERIALS A. Cementitious Material: Use cementitious materials, of same type, brand, and source throughout Project. B. Normal- Weight Aggregates: ASTM C33, uniformly graded. Provide aggregates from a single source. 1. Maximum Course - Aggregate Size: 1 inch nominal. 2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement. 1.4 RELATED MATERIALS Joint Fillers: ASTM D 1751, asphalt- saturated cellulosic fiber in preformed strips. 1.5 WHEEL STOPS Wheel Stops: Precast, air - entrained concrete, 2500 -psi minimum compressive strength. Provide chamfered corners and drainage slots on underside and holes for anchoring to substrate. 1.6 SIDEWALKS Sidewalks: Slope sidewalks away from building with a 2% cross -slope unless Drawings indicate otherwise. 1.7 PREPARATION Remove loose material from compacted subbase surface immediately before placing concrete. 1.8 STEEL REINFORCEMENT A. General: Comply with CSRI's 'Manual of Standard Practice" for fabricating, placing, and supporting reinforcement. B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond - reducing materials. C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement. Maintain minimum cover to reinforcement. D. Install welded wire reinforcement in lengths as long as practicable. Lap adjoining pieces at least one full mesh, and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction. E. Zinc - Coated Reinforcement: Use galvanized -steel wire ties to fasten zinc - coated reinforcement. Repair cut and damaged zinc coatings with zinc repair material. 1.9 JOINTS A. General: Form construction, isolation, and contraction joints and tool edges true to line, with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerl;ne unless otherwise indicated. 1. When joining existing paving, place transverse joints to align with previously placed joints unless otherwise indicated. 2. Ensure forms provide correct horizontal and vertical alignment between new and existing pavements, sidewalks, curb and gutter, etc. B. Construction Joints: Set construction joints at side and end terminations of paving and at locations where paving operations are stopped for more than one -half hour unless paving terminates at isolation joints. 1. Continue steel reinforcement across construction joints unless otherwise indicated. Do not continue reinforcement through sides of paving strips unless otherwise indicated. 2. Provide tie bars at sides of paving strips where indicated. 3. Keyed Joints: Provide preformed keyway- section forms or bulkhead forms with keys unless otherwise indicated. Embed keys at least 1-1/2 inches into concrete. 4. Doweled Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or coat with asphalt one -half of dowel length to prevent concrete bonding to one side of joint. C. Isolation Joints: Form isolation joints of preformed joint - filler strips abutting concrete curbs, catch basins, manholes, inlets, structures, other fixed objects, and where indicated. 1. Locate expansion joints at intervals of 30 feet unless otherwise indicated. 2. Extend joint fillers full width and depth of joint. 3. Terminate joint filler not less than 1h inch or more than 1 inch below finished surface if joint sealant is indicated. 4. Place top of joint filler flush with finished concrete surface if joint sealant is not indicated. 5. Furnish joint fillers in one -piece lengths. Where more than one length is required, lace or clip joint - filler sections together. 6. During concrete placement, protect top edge of joint filler with metal, plastic, or other temporary preformed cap. Remove protective cap after concrete has been placed on both sides of joint. D. Contraction Joints: Form weakened -plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one - fourth of the concrete thickness, as follows: 1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint with grooving tool to a %-inch radius. Repeat grooving of contraction joints after applying surface finishes. Eliminate grooving -tool marks on concrete surfaces. 2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond - rimmed blades. Cut 1/8- inch -wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before developing random contraction cracks. 3. Doweled Contraction Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or coat with asphalt one -half of dowel length to prevent concrete bonding to one side of joint. E. Edging: After initial floating, tool edges of paving, gutters, curbs, and joints in concrete with an edging tool to a Y/ -inch radius. Relpeat tooling of edges after applying surface finishes. Eliminate edging -tool marks on concrete surfaces. 1.10 FIELD, QUALITY CONTROL A. Testing Agency. Engage a qualified testing agency to preform tests and inspections. B. Promptly send test reports to the Engineer for review and approval. C. Testing Services: Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed by the General Contractor's testing agency according to the following requirements: 1. Testing Frequency. Obtain at least one composite sample for each 100 cu, yd. or fraction thereof of each concrete mixture placed each day. When frequency of testing will provide fewer than five compressive- strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used. 2. Slump: ASTM C 143/C 143 M, one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture. Perform additional tests when concrete consistency appears to change. 3. Air Content: ASTM C 231, pressure method; one test for each composite sample, but not less than one test for each day's pour of each concrete mixture. 4. Concrete Temperature: ASTM C 1064/C 1064 M; one test hourly when air temperature is 40 deg F and below and when it is 80 deg F and above, and one test for each composite sample. 5. Compression Test Specimens: ASTM C 31/C 31 M; cast and laboratory cure one set of three standard cylinder specimens for each composite sample. 6. Compressive- Strength Tests: ASTM C 39/C 39 M; test one specimen at seven days and two specimens at 28 days. A compressive- strength test shall be the average compressive strength from two specimens obtained from same composite sample and tested at 28 days. D. Strength of each concrete mixture will be satisfactory if average of any three consecutive compressive- strength tests equals or exceeds specified compressive strength and no compressive- strength test value falls below specified compressive strength by more than 500 psi. E. Test results shall be reported in writing to Engineer, concrete manufacturer, and Contractor within 48 hours of testing. Reports of compressive- strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mixture proportions and materials, compressive breaking strength and type of break for both 7- and 28 -day tests. F. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Engineer. G. Concrete paving will be considered defective if it does not pass tests and inspections. H. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements. I. Prepare test and inspection reports. 1.11 REPAIRS AND PROTECTION A. Remove and replace concrete paving that is broken, damaged, or defective or that does not comply with requirements in this Section. Remove work in complete sections from joint to joint unless otherwise approved by Engineer. B. Drill test cores, where directed by Engineer, when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory paving areas with portland cement concrete bonded to paving with epoxy adhesive. C. Protect concrete paving from damage. Exclude traffic from paving for at least 14 days after placement. When construction traffic is permitted, maintain paving as clean as possible by removing surface stains and spillage of materials as they occur. D. Maintain concrete paving free of stains, discoloration, dirt, and other foreign material. Sweep paving not more than two days before date scheduled for Substantial Completion inspections. PAVEMENT MARKINGS 1.1 QUALITY ASSURANCE Regulatory Requirements: Comply with materials, workmanship, and other applicable requirements of state DOT or local municipality for pavement- marking work. 1.2 FIELD CONDITIONS Environmental Limitations: Proceed with pavement marking only on clean, dry surfaces and at a minimum ambient or surface temperature of 40 deg F for alkyd materials, 55 deg F for water -based materials, and not exceeding 95 deg F. 1.3 PAVEMENT MARKING PAINT A. Pavement - Marking Paint: Alkyd -resin type, lead and chromate free, ready mixed, complying with AASHTO M 248; colors complying with FS TT -P -1952. Color: As indicated. B. All pavement marking within D.O.T. right -of -way shall be thermoplastic and in accordance with D.O.T. specifications. 1.4 PAVEMENT MARKING Apply temporary pavement marking before traffic is allowed on any newly paved area or as site conditions dictate. Allow final wearing surface to age for a minimum of 30 days before applying final permanent pavement marking. 1.5 PROTECTING AND CLEANING A. Protect pavement markings from damage and wear during remainder of construction period. B. Clean spillage and soiling from adjacent construction using cleaning agents and procedures recommended by manufacturer of affected construction. CHAIN LINK FENCES AND GATES 1.1 PROJECT CONDITIONS Field Measurements: Verify layout information for chain -link fences and gates shown on Drawings in relation to property survey and existing structures. Verify dimensions by field measurements. 1.2 WARRANTY Special Warranty. Manufacturer's standard form in which Installer agrees to repair or replace components of chain -link fences and gates that fail in materials or workmanship within specified warranty period. 1.3 CHAIN -LINK FENCE FABRIC General: Provide fabric in one -piece heights measured between top and bottom of outer edge of selvage knuckle or twist. Comply with CLFMI Product Manual and with requirements indicated below: 1. Fabric Height: As indicated on Drawings. 2. Steel Wire Fabric: Wire with a diameter of 0.148 inch. a. Mesh Size: 2 inches. b. Polymer- Coated Fabric: ASTM F 668, over zinc - coated steel wire. Color: Black, complying with ASTM F 934. 3. Selvage: Twisted top and knuckled bottom. 1.4 FENCE FRAMING Posts and Rails: Comply with ASTM F 1043 for framing, including rails, braces, and line; terminal; and corner posts. Provide members with minimum dimensions and wall thickness according to ASTM F 1043 based on the following: 1. Fence Height: As indicated) on Drawings. 2. Material a. Line Post: 1.9 inches in diameter. b. End, Corner and Pull Post: 2.375 inches. 3. Horizontal Framework Members: top rails complying with ASTM F 1043. Top Rail: 1.66 inches in diameter. 4. Brace Rails: Comply with ASTM F 1043. 5. Metallic Coating for Steel Framing: Type A, consisting of not less than minimum 2.0- oz. /sq. ft. average zinc coating per ASTM A 123/A 123M or 4.0- oz. /sq. ft. zinc coating per ASTM A 653/A 653 M. 1.5 TENSION WIRE Metallic- Coated Steel Wire: 0.177- inch - dimater, marcelled tension wire complying with ASTM A 817 and ASTM A 824, with the following metallic coating: Type II, zinc coated (galvanized) by hot -dip process, with the following minimum coating weight: Matching chain -link fabric coating weight.. 1.6 SWING GATES A. General: Comply with ASTM F 900 for gate posts and single or double swing gate types. 1. Gate Leaf Width: As indicated. 2. Gate Fabric Height: As indicated. B. Pipe and Tubing: 1. Zinc - Coated Steel: Comply with ASTM F 1043 and ASTM F 1083; protective coating and finish to match fence framing. 2. Gate Posts: Round tubular steel. 3. Gate Frames and Bracing: Round tubular steel. C. Frame Corner Construction: assembled with corner fittings. D. Hardware: 1. Hinges: 360- degree inward and outward swing. 2. Latches permitting operation from both sides of gate with provision for padlocking accessible from both sides of gate. 1.7 FITTINGS A. General: Comply with ASTM F 626. B. Post Caps: Provide for each post. Provide line post caps with loop to receive tension wire or top rail. C. Rail and Brace Ends: For each gate, corner, pull, and end post. D. Rail Fittings: Provide the Following: 1. Top Rail Sleeves: Pressed -steel or round -steel tubing not less than 6 inches long. 2. Rail Clamps: Line and corner boulevard clamps for connecting rails in the fence line -to -line posts. E. Tension and Brace Bands: Pressed steel. F. Tension Bars: Stee., length not less than 2 inches shorter than full height of chain -link fabric. Provide one bar for each gate and end post, and two for each corner and pull post, unless fabric is integrally woven into post. G. Truss Rod Assemblies: Steel, hot -top galvanized after threading rod and turnbuckle or other means of adjustment. H. Tie Wires, Clips, and Fasteners: According to ASTM F 626. Standard Round Wire Ties: For attaching chain -link fabric to posts, rails, and framers, complying with the following: Hot -Dip Galvanized Steel: 0.148- inch - diameter wire; galvanized coating thickness matching coating tlhickness of chain -link fence fabric. 1.8 GROUT AND ANCHORING CEMENT A. Nonshrink, Nonmetallic Grout: Premixed, factory - packaged, nonstaining, noncorrosive, nongaseous grout complying with ASTM C 1107. Provide grout, recommended in writing by manufacturer, for exterior applications. B. Erosion - Resistant Anchoring ,Cement: Factory - packaged, nonshrink, nonstaining, hydraulic- controlled expansion cement formulation for mixing with potable water at Project site to create pourable anchoring, patching, and grouting compound. Provide formulation that is resistant to erosion from water exposure without needing protection by a sealer or waterproof coating and that is recommended in writing by manufacturer, for exterior applications. 1.9 ADJUSTING Gates: Adjust gates to operate smoothly, easily, and quietly, free of binding, warp, excessive deflection, distortion, nonalignment, misplacement, disruption, or malfunction, throughout entire operational range. Confirm that latches and locks engage accurately and securely without forcing or binding. �) l l rd 41000--, NORTHERN 11,945 SF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE- NEW STORE DEAL TYPE FFS CS PROJECT NUMBER: 86047 ENGINEER: t 4 * I t f 1 CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL: �4�ALT$ RYA PERKINS LIC. No. 0446565 4.15.15 'A REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: CVS SPECS SHEET NUMBER: CS -302 COMMENTS: 2 COATS OF TRAFFIC PAINT 4" WIDE BLUE PAINTED LINES HANDICAP SYMBOL NOT TO SCALE 5' RESERVED R7 -8 HANDICAP PARKING PARKING SIGN 1' -411 (12"x18 ") R7 -8A SIGN AS NEEDED \ VAN ACCESSIBLE 1011 PENALTY $100$500 TOW AWAYZONE -7 6 "' BOLLARD WITH � BLUE BOLLARD \ 11-1 off COVER 4' MIN. GROUND SURFACE N* 1.5' (2'@ ENTRANCES) T MAX. 5' -0" NOTE: SIGNS MAY BE PLACED ON ONE BLANK, ADJUSTING THE REQUIRED HEIGHT TO ACCOMMODATE THE ADDITIONAL LINES TYPICAL HANDICAP PARKING SIGN NOT TO SCALE V -6" 2' TYPICAL CROSSWALK DETAIL NOT TO SCALE WHITE TRAFFIC PAINT 2 COATS TWO COATS WHITE REFLECTIVE TRAFFIC PAINT -- 4' -0" TYP. STOP BAR DETAIL NOT TO SCALE K OF CURB INN0PLAST' V- CENTERLINE OF DRIVEWAY 5' ---I 5' I TWO COATS WHITE REFLEC TRAFFIC PAINT T4' 6' TIVE � 4 TEMPLATE AVAILABLE FROM MALTISE SIGNS. CONTACT THE CVS CONSTRUCTION PROJECT MANAGER FOR MORE INFORMATION. DIRECTIONAL ARROW DETAIL NOT TO SCALE Plastic Parking Blocks tm Model No.. PBDC Size: 6- 0,,,,x4 -1 /2 "x7" Material: Solid plastic. Color: Yellow. j - "`_ -` ~ --_ _...__.__ 96° _ B Features: `,,-- • LDPE -100% recycled plastic 48" -- • 5 Year warranty against manufacture defects • Made in U.S.A. Standard Colors: • Black, blue, gray, white, yellow Accessories • Lag bolts (concrete application) or spikes (asphalt application) are included 7. 4.50' 7 LL61 1 r -1 a° PBS4 PBD4 10• PBS6 PBD6 TBD8 10120 Gottschalk Parkway • Chagrin Falls, OH 44023 •800- 516 -9287 • www.innoplast.com CENTERLINE OF RIGHT I TRAFFIC LANE I DRIVE THRU TEMPLATE AVAILABLE FROM MALTISE SIGNS. CONTACT THE CVS CONSTRUCTION PROJECT MANAGER FOR MORE INFORMATION. DRIVE THRU ARROW DETAIL NOT TO SCALE NORTHERN 11,945 SF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE FFS CS PROJECT NUMBER: 860471 ENGINEER fit am a I CONSULTANT KIMLEY —HORN AND ASSOCIATES, INC. 1700 WILLOW 'LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL r .SAL t l 0^ RYAI t PERKINS LIC. No. 046565 n REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: CONSTRUCTION DETAILS SHEET NUMBER: CS -501 COMMENTS: VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL STD. & SPEC. MEASURE CALLOUT SYMBOL QUANTITY 3.02 CONSTRUCTION ENTRANCE CE v 1 3.05 SILT FENCE SF X X -X X 160 LF. 3.07 INLET PROTECTION IP ® 5 EEI SODDING S-�- N /A. SEE SHEET CE -501 FOR DETAILS. GRADING LEGEND PROPOSED CONTOUR SPILLING CURB DRAINAGE STRUCTURE CALLOUT TOP OF CURB ELEVATION BOTTOM OF WALL TOP OF WALL FLOWLINE ELEVATION FINISHED SURFACE ELEVATION HIGH POINT ELEVATION GROUND ELEVATION FINISHED FLOOR ELEVATION MATCH EXISTING ELEVATION a EXTEND TO GRADE PLUG inn TC 1000 BW 1000", Tw 10 FL 1000".-, FS 1000", HP 1 o00 -, GRADING NOTES 1. ADA ACCESSIBLE SPACES SHALL HAVE A MAXIMUM 1.5% SLOPE IN ALL DIRECTIONS. 2. ALL PROPOSED SIDEWALKS AROUND THE BUILDING AND ALONG THE PROPERTY FRINTAGES SHALL HAVE A MAXIMUM 1.5% CROSS SLOPE AND 4.5% LONG. SLOPE. 3. STORM DRAINAGE CLEANOUTS SHALL BE TRAFFIC BEARING AND PROTECTED BY CONCRETE COLLAR (SEE DETAIL THIS SHEET). 511.7 8 4. REFER TO SHEET CG -302 FOR STORM SEWER PIPE AND STRUCTURE TABLES. 5. ALL STORM STRUCTURES TO RECEIVE INLET PROTECTION. 6. MAXIMUM HEIGHT OF RETAINING WALL SHALL BE 6 FEET. SAFETY RAILS WILL BE REQUIRED. ( - `'` .• t B.' P.;f I , LL 7. GRADES ALONG RIGHT -OF -WAY HAVE BEEN APPROXIMATED BASED ON VDOT PLANS. {V ` " , D,B. 2223 I -G. 458 /AA�yyL.: C76 I IUClIv GG CC GG ; 23D0 BAL, Ll_C TAX 3 ` °4• -= NM ZONE- HIGH ", °="'A'f CC�>� ERCIAI (H -) D.B. 2223 PG. 4 S � STORM STRUCTURES TAX PCL.: C}4 C ?i1 00 GCS i 73 C) A VDOTSTD DI -2 B; L =6 FT - , ZGI` °!E: HIGHWAY C�3t� MERCIAL (VIC; ) �;� TOP - 494.35; I NV - 489.37; H - 4.98' Lo, - - - VDOT DI 36• L=6 FT ® -1 CG�DC tO �� TOP =49674 INV =49184 H =490 �- 515.50' ~ �,/ - Q 515.60 TC FL TC FL 514.10 517.06 / TC h. C VDOT STD DI -2 C; L =6 FT -T, TOP = 496.47; I NV = 492.71; H = 3.76' TC DUMPSTER PAD TO BE D VDOT STD DI-213l L =8 FT 0 of 516.23 FS - TW ' FS' /507.00 517.16 _ 506.00 BW FS TW/ 506.00 D5.00 CONSTUCTED 6" ABOVE Lp TOP = 495.66;1 NV = 489.78; H = 5.88' TW CONCRETE APRON 11 99 .00 503.84 501.37 , 498.20 � 497.01 E VDOT STD MH, D =48" 499.50' BW TC TW TC TC CE I TC TOP = 496.42;1 NV = 490.60; H = 5.82' o O 499.81_._. ,. "" " "° F VDOT STD DI -2C; L =6 FT TOP = 496.75; I NV = 492.85; H = 3.90 1 �t1► - ffi:a, X2 G �j+' 507.00 1 _. - 499.00.. _ OP = 4955..6ERNVM489.70; H = 5.46 X98 loon\ _ 4 515.33 BN! ° 98.66 , s '° 498.86 �: BW 496.70 I TC I" SF FF TC %" .: 513.00 , , 499.00 ; - 10� /TW " 500.00 497.07 TW < 496.21 I STORM PIPES ,�' TC 499.63 497.79 /497-55 0) I I ME'`• TC - -- BW - - --- _..::TC TC N ., -_ - F - - P @ 9% .29 TC ®; ;:, a E � BW- �- TC I I T 151 LF 15 i n CLASS I I I RC 1 4 1000 J ., v a ,`4^ ) _ , _ ;:: 500.00 - 1 ^ I � ° 492 8 N U 490 60 , " IN ®:. ,Y- BW a TC6.88 I' I 496.47 ( ( ) • 507.00 .. _ 514.32 , :� '.,, .499.15 __. L�._.J 1 496.82 I ��._._____._.._ -.,. 499.38 :::..::.:..:.:' „ ,. 497.25 497.00 E - D 56 LF -15 in CLASS I I I RCP @ 1.46% TC ;499.20:4 ..._... _... ' TC „': TC SO TC ...: :.y. 497.28 TIE INTO EXISTING CURB AND GUTTER ` ® 513.00 O ` TC ,: ;:.� ' " 496.60 I P TC I NV (I N) = 490.60; I NV (OUT) = 489.78 FS 1. 2 T • 499.3 _. *,.4..ta,4 C _� TW 497.25';'` TW _ ...:,::..:. 499.29 -492 8 INV 0 ;# ;. _ s LD 499.24 TC,.° w ± 496.78 D X2 5 LF - 15 in CLASS I I I RCP @ 1.60% :. o 499.20 497.25 a° ' 498.90 " TC a 496.55: INV (I N) - 489.78; I NV (OUT) 489.70 R SHALL PLACE O �° 513.30 = CONTRACTOR O A 18 "x18 "x3" CONCRETE PAD TC TW.. : 497.25°;. '� 498.81 i •.. J TC.......` o AROUND CLEANOUT AT FINISHED 505.36 „ ,,,, „ , , ...;" ''' C - B 31 LF - 15 i n CLASS I I I RCP @ 2.81 /0 GRADE IN ALL PAVED LOCATIONS �� O TC „ ' " -_ e Q 513.40 d ° 498.81.:.. _ 'I LUCK G _ _ TC d ^. INV I N - 492.71 INV OUT - 491.84 ry IP IQ a ( ) (OUT) r TC D.B. 4 FC v 498 = 49 v. a +> INV 493.31 6 X F CL.: 04500 498.36 �. TAY, �'� -: ♦ %I • ,' CO B - A 88 LF - 15 i n CLASS I I I RCP 2.81 0 �- 7C,. CLEANOUT ADAPTER J O 498.00 4 ..:. I NV I N = 491.84 • I NV OUT = 489.37 4981 SF > 0 LONG TURN TEE WYE SERVICE PIPE AS r SPECIFIED MIN. GRADIENT 1/8" PER FT. TYPICAL CLEANOUT DETAIL NOT TO SCALE No i ', f � TC TC _ 36 LF OF : EXISTING SIDEWALK 11 LF OF 6 PVC .: 8" PVC ® 496.15 - --- - - 512 00 f 499.35' e __ ®29� MIN (TYP) 2� MIN TC TW ..;�, f 497.19 I I; / z BW 496.93 r.' -� SO .. ' 5 0 / FS S INV= 494.03 x 495.40 6.00 TC 499.00 B W INV = 4BW 497 94 25 TYP. I j 497.25 I r 505.00 d a ♦ /� .. _ ....... _... 497.25: TC TW a FS,' . / : 497.12 9 :35 %e d , 504.50 497.13. TC 495.78 TW d a i ... ,,' 505.00 � ,.- �. FS,..:.. ,... 497.25- ": C , e 13 -497. ,. 498.48 496.85T B W TW 497.25= „ 497.25 FS _ O/,w,.., / FS;... FS BW TW I 498.50 d a a LD 496. x a , 93 -- FS a a a 498.00' 496.57 a TC a - BW e04 496.75 a �, 49 � BW 4 96. 4 8 a' TC � �? 4 �9 � 496.50 TC _4` - ._ 30 d 0 497.18 BW 4 . I/L= Tc o o TC TC o co 496.43 496.60 - ` / � TC /P 6.52 496. 42 49 ADA ROUTE TO TC /49 4.5 0 496. FS 497.00 PUBLIC SIDEWALK �T C � FS 495.79 496.88 495.73 TC 497.32 , � , TC . FS - " `g6 TC TC 494.09 493.17 497.52 ►�;% 496.00 TC IV TC ME 11 d SO X496.09 FS _. S 495.3 p - . 497.85 / ' / / f . TC d ; o0or TC SO `.v d i i , % �d x ' 496.06 I - � TW � f D , 497 8 499 � ' SO 4g r � '495.08 , , 2 P , PHASE II PROBABLE CONSTRUCTION SEQUENCE G a ��- V d....r^'"M v -•-- ..„..• a a o d a -d 0 PLD a 771-7, Lh a a ......� .........a...._. _ ...... . TW ® ® - 495.94 ® ® 496.19 I rlt,lP V4 FS L K 1. ONCE PHASE I MEASURES ARE IN PLACE AND FUNCTIONING PROPERLY, FS 494.97 ELF 8.94 \ CLEARING WITHIN THE LIMITS OF DISTURBANCE SHOWN IN PHASE II CAN , EXISTING SIDEWALK 1jC I�.. V3, - _ COMMENCE. -"_ •_ ---- TC ME. .�.. 18" CCU C. 2. DEMOLISH BUILDINGS, ASPHALT, CONCRETE AND CURB AND GUTTER ., L -i8.67 TIE INTO EXISTING CURB AND GUTTER,_ ``�..`"�'�;', (PI *P ��,��1� � _ � 3. BEGIN EARTHWORK OPERATIONS AND ROUGH GRADING. MODIFY SILT FENCE 0 SEMINOLE TRAIL ROUTE 29 ) AS NECESSARY TO PROVIDE ADEQUATE PERIMETER PROTECTION. ` , VARIABLE WIDTH R/W ,. 4. INSTALL STORM SEWER AND INLET PROTECTION. D.B. 1317 PG. 75 - l� D.B. 435 PG. 171 5. BEGIN INSTALLATION OF UTILITIES. -_ SIDEWALKS. 4. POUR CONCRETE INCLUDING CURBING, PADS, AN D FINE GRADING AND PLACE BASE STONE. 5. PAVE ALL ROADS AND PARKING AREAS. COMPLETE PAVEMENT MARKINGS AND STRIPING. CONFIRM ALL ACCESSIBLE ROUTES AND PARKING AREAS CONFORM TO ADA STANDARDS. SIDEWALK CROSS SLOPES SHALL NOT 2 EXCEED ONE AND A HALF PERCENT AND LONGITUDINAL SLOPES SHALL NOT -I EXCEED FOUR AND A HALF PERCENT. ACCESSIBLE PARKING AREAS SHALL NOT EXCEED ONE AND A HALF PERCENT SLOPE IN ANY DIRECTION. 6. STABILIZE ALL REMAINING NON -PAVED AREAS WITH PERMANENT SEEDING (REFER TO LANDSCAPE PLAN) UPON COMPLETION OF FINE GRADING. INSTALL SITE LANDSCAPING. NO EROSION CONTROL MEASURES ARE TO BE REMOVED UNTIL APPROVED BY ALBEMARLE COUNTY ENVIRONMENTAL DEPARTMENT. 7. NO EROSION CONTROL MEASURES MAY BE REMOVED WITHOUT APPROVAL OF THE ENVIRONMENTAL INSPECTOR FOR THE SITE. EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029- 002 -901) AS CONSTRUCTION WILL TAKE PLACE PRIOR TO THE COMMENCEMENT OF CVS CONSTRUCTION GRAPHIC SCALE IN FEET 0 10 20 40 ENGINEER l r !t CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: ) THE REBKEE COMPANY 15871 CITY VIEW C VDOT STD DI -2 C; L =6 FT -T, TOP = 496.47; I NV = 492.71; H = 3.76' TC DUMPSTER PAD TO BE D VDOT STD DI-213l L =8 FT 0 of 516.23 FS - TW ' FS' /507.00 517.16 _ 506.00 BW FS TW/ 506.00 D5.00 CONSTUCTED 6" ABOVE Lp TOP = 495.66;1 NV = 489.78; H = 5.88' TW CONCRETE APRON 11 99 .00 503.84 501.37 , 498.20 � 497.01 E VDOT STD MH, D =48" 499.50' BW TC TW TC TC CE I TC TOP = 496.42;1 NV = 490.60; H = 5.82' o O 499.81_._. ,. "" " "° F VDOT STD DI -2C; L =6 FT TOP = 496.75; I NV = 492.85; H = 3.90 1 �t1► - ffi:a, X2 G �j+' 507.00 1 _. - 499.00.. _ OP = 4955..6ERNVM489.70; H = 5.46 X98 loon\ _ 4 515.33 BN! ° 98.66 , s '° 498.86 �: BW 496.70 I TC I" SF FF TC %" .: 513.00 , , 499.00 ; - 10� /TW " 500.00 497.07 TW < 496.21 I STORM PIPES ,�' TC 499.63 497.79 /497-55 0) I I ME'`• TC - -- BW - - --- _..::TC TC N ., -_ - F - - P @ 9% .29 TC ®; ;:, a E � BW- �- TC I I T 151 LF 15 i n CLASS I I I RC 1 4 1000 J ., v a ,`4^ ) _ , _ ;:: 500.00 - 1 ^ I � ° 492 8 N U 490 60 , " IN ®:. ,Y- BW a TC6.88 I' I 496.47 ( ( ) • 507.00 .. _ 514.32 , :� '.,, .499.15 __. L�._.J 1 496.82 I ��._._____._.._ -.,. 499.38 :::..::.:..:.:' „ ,. 497.25 497.00 E - D 56 LF -15 in CLASS I I I RCP @ 1.46% TC ;499.20:4 ..._... _... ' TC „': TC SO TC ...: :.y. 497.28 TIE INTO EXISTING CURB AND GUTTER ` ® 513.00 O ` TC ,: ;:.� ' " 496.60 I P TC I NV (I N) = 490.60; I NV (OUT) = 489.78 FS 1. 2 T • 499.3 _. *,.4..ta,4 C _� TW 497.25';'` TW _ ...:,::..:. 499.29 -492 8 INV 0 ;# ;. _ s LD 499.24 TC,.° w ± 496.78 D X2 5 LF - 15 in CLASS I I I RCP @ 1.60% :. o 499.20 497.25 a° ' 498.90 " TC a 496.55: INV (I N) - 489.78; I NV (OUT) 489.70 R SHALL PLACE O �° 513.30 = CONTRACTOR O A 18 "x18 "x3" CONCRETE PAD TC TW.. : 497.25°;. '� 498.81 i •.. J TC.......` o AROUND CLEANOUT AT FINISHED 505.36 „ ,,,, „ , , ...;" ''' C - B 31 LF - 15 i n CLASS I I I RCP @ 2.81 /0 GRADE IN ALL PAVED LOCATIONS �� O TC „ ' " -_ e Q 513.40 d ° 498.81.:.. _ 'I LUCK G _ _ TC d ^. INV I N - 492.71 INV OUT - 491.84 ry IP IQ a ( ) (OUT) r TC D.B. 4 FC v 498 = 49 v. a +> INV 493.31 6 X F CL.: 04500 498.36 �. TAY, �'� -: ♦ %I • ,' CO B - A 88 LF - 15 i n CLASS I I I RCP 2.81 0 �- 7C,. CLEANOUT ADAPTER J O 498.00 4 ..:. I NV I N = 491.84 • I NV OUT = 489.37 4981 SF > 0 LONG TURN TEE WYE SERVICE PIPE AS r SPECIFIED MIN. GRADIENT 1/8" PER FT. TYPICAL CLEANOUT DETAIL NOT TO SCALE No i ', f � TC TC _ 36 LF OF : EXISTING SIDEWALK 11 LF OF 6 PVC .: 8" PVC ® 496.15 - --- - - 512 00 f 499.35' e __ ®29� MIN (TYP) 2� MIN TC TW ..;�, f 497.19 I I; / z BW 496.93 r.' -� SO .. ' 5 0 / FS S INV= 494.03 x 495.40 6.00 TC 499.00 B W INV = 4BW 497 94 25 TYP. I j 497.25 I r 505.00 d a ♦ /� .. _ ....... _... 497.25: TC TW a FS,' . / : 497.12 9 :35 %e d , 504.50 497.13. TC 495.78 TW d a i ... ,,' 505.00 � ,.- �. FS,..:.. ,... 497.25- ": C , e 13 -497. ,. 498.48 496.85T B W TW 497.25= „ 497.25 FS _ O/,w,.., / FS;... FS BW TW I 498.50 d a a LD 496. x a , 93 -- FS a a a 498.00' 496.57 a TC a - BW e04 496.75 a �, 49 � BW 4 96. 4 8 a' TC � �? 4 �9 � 496.50 TC _4` - ._ 30 d 0 497.18 BW 4 . I/L= Tc o o TC TC o co 496.43 496.60 - ` / � TC /P 6.52 496. 42 49 ADA ROUTE TO TC /49 4.5 0 496. FS 497.00 PUBLIC SIDEWALK �T C � FS 495.79 496.88 495.73 TC 497.32 , � , TC . FS - " `g6 TC TC 494.09 493.17 497.52 ►�;% 496.00 TC IV TC ME 11 d SO X496.09 FS _. S 495.3 p - . 497.85 / ' / / f . TC d ; o0or TC SO `.v d i i , % �d x ' 496.06 I - � TW � f D , 497 8 499 � ' SO 4g r � '495.08 , , 2 P , PHASE II PROBABLE CONSTRUCTION SEQUENCE G a ��- V d....r^'"M v -•-- ..„..• a a o d a -d 0 PLD a 771-7, Lh a a ......� .........a...._. _ ...... . TW ® ® - 495.94 ® ® 496.19 I rlt,lP V4 FS L K 1. ONCE PHASE I MEASURES ARE IN PLACE AND FUNCTIONING PROPERLY, FS 494.97 ELF 8.94 \ CLEARING WITHIN THE LIMITS OF DISTURBANCE SHOWN IN PHASE II CAN , EXISTING SIDEWALK 1jC I�.. V3, - _ COMMENCE. -"_ •_ ---- TC ME. .�.. 18" CCU C. 2. DEMOLISH BUILDINGS, ASPHALT, CONCRETE AND CURB AND GUTTER ., L -i8.67 TIE INTO EXISTING CURB AND GUTTER,_ ``�..`"�'�;', (PI *P ��,��1� � _ � 3. BEGIN EARTHWORK OPERATIONS AND ROUGH GRADING. MODIFY SILT FENCE 0 SEMINOLE TRAIL ROUTE 29 ) AS NECESSARY TO PROVIDE ADEQUATE PERIMETER PROTECTION. ` , VARIABLE WIDTH R/W ,. 4. INSTALL STORM SEWER AND INLET PROTECTION. D.B. 1317 PG. 75 - l� D.B. 435 PG. 171 5. BEGIN INSTALLATION OF UTILITIES. -_ SIDEWALKS. 4. POUR CONCRETE INCLUDING CURBING, PADS, AN D FINE GRADING AND PLACE BASE STONE. 5. PAVE ALL ROADS AND PARKING AREAS. COMPLETE PAVEMENT MARKINGS AND STRIPING. CONFIRM ALL ACCESSIBLE ROUTES AND PARKING AREAS CONFORM TO ADA STANDARDS. SIDEWALK CROSS SLOPES SHALL NOT 2 EXCEED ONE AND A HALF PERCENT AND LONGITUDINAL SLOPES SHALL NOT -I EXCEED FOUR AND A HALF PERCENT. ACCESSIBLE PARKING AREAS SHALL NOT EXCEED ONE AND A HALF PERCENT SLOPE IN ANY DIRECTION. 6. STABILIZE ALL REMAINING NON -PAVED AREAS WITH PERMANENT SEEDING (REFER TO LANDSCAPE PLAN) UPON COMPLETION OF FINE GRADING. INSTALL SITE LANDSCAPING. NO EROSION CONTROL MEASURES ARE TO BE REMOVED UNTIL APPROVED BY ALBEMARLE COUNTY ENVIRONMENTAL DEPARTMENT. 7. NO EROSION CONTROL MEASURES MAY BE REMOVED WITHOUT APPROVAL OF THE ENVIRONMENTAL INSPECTOR FOR THE SITE. EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029- 002 -901) AS CONSTRUCTION WILL TAKE PLACE PRIOR TO THE COMMENCEMENT OF CVS CONSTRUCTION GRAPHIC SCALE IN FEET 0 10 20 40 ENGINEER l r !t CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 [-SEAL.- RYA PERKINS LIC. No. 046565 q•.3.15 a REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: GRADING AND PHASE II E &S PLAN SHEET NUMBER: CG -101 COMMENTS: ' ' T"" 12 +00 STORMWATER PROFILE STIR. F TO STR. X2 1 urvv 11+00 STORMWATER PROFILE STIR. C TO STIR. A GRAPHIC SCALE IN FEET 0 10 20 40 HORIZONTAL 0 2.5 5 10 VERTICAL NORTHERN 11,945 SF RIGHT CHAMFER DRIVE -THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE FFS CS PROJECT NUMBER: 86047 ENGINEER: m stel H o r n CONSULTANT: KIMLEY -HORN AND ASSOCIATE'S, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL: ALTH Off, y ° �v� V RYA . PERKINS LIC. No. 046565 b NAL REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 fl TLE: STORMWATER PROFILES SHEET NUMBER: CG-201 '.OMMENTS: I ' 1 ® J 3 OMAN. Uf� rn.x r.a.: esfrc no "-� ya:s z;� '�' N {,r CC*`dY�'.;Yd^A:, CS ?AY Pr.% -: Qk:✓,%.: rsi 4a 7tt`.:nfl ,£VS�PROPERTY LIME 7;:Mr.• "A,( r �• ; `'•1 i / �,; J 1 2 r. z.. alp A 4c� / � � � � � `�. _ zc;¢:�; a,u�rvfa,. ;+c -,• a:. Cafc7 R/W LINE' 4, 1 C I LEGEND ® ® ® ® DRAINAGE BOUNDARIES �B DRAINAGE AREA LABEL DRAINAGE STRUCTURE LABEL PERVIOUS AREA ON -SITE PRE & POST - DEVELOPMENT DRAINAGE SUMMARY -, h ,�...._ i @1B 3 p I .., .. �::., li:' ', '�.''-'�. :.- :. ;.'• .., m iii' 5; - �'` /ia -yam ,ya a �. ,✓u„ i s , , R/Ilk 77 J Alum W LINE LINE �- _ _��_ �:. , 1s.. _..fir'- 000 000 r6: -- t S SEMIN01E TRAIL (ROUT"gy- �® ♦ �' ' 0!pl 10 ENT ASSUMPTIONS / NOTES: STO STORMWATER MANAGEMENT 1. THE SITE IS CONSIDERED A RE- DEVELOPMENT SITE UNDER TH E CURRENT STORMWATER REGULATIONS. 2. GENERAL DRAINAGE PATTERN: THE SITE CURRENTLY SHEETFLOWS FROM WEST TO EAST TOWARDS 2 INLETS LOCATED ALONG THE ROUTE 29 FRONTAGE. THE STORMWATER IS THEN CONVEYED TO THE EXISTING ROUTE 29 STORM PIPE NETWORK WHICH FLOWS NORTH. 3. DESIGN PLANS FOR VDOT'S GRADE SEPARATED INTERCHANGE ARE UNDERWAY AND THE PROPOSED IMPROVEMENTS ARE SLATED FOR CONSTRUCTION PRIOR TO COMMENCING PART OF ING CVS CONSTRUCTION. AS PA VDOT'S WORK THEY WILL BE RESPONSIBLE FOR MODIFYING THE STORM NETWORK IN ROUTE 29 TO HANDLE THE RAODWAY IMPROVEMENTS AS WELL AS CONVEY DRAINAGE FROM THE ADJACENT PARCELS. AS A RESULT, VDOT WILL HAVE PROVIDED AN ADEQUATE OUTFALL TO THE SUBJECT SITE CAPABLE OF SATISFYING THE STATE'S CHANNEL AND FLOOD PROTECTION CRITERIA. IT SHOULD ALSO BE NOTED THAT THE CVS SITE IS DECREASING IMPERVIOUSNESS ON -SITE THEREFORE VDOT'S C VALUE FOR THE SITE WILL BE SLIGHTLY OVERESTIMATED, THUS MORE CONSERVATIVE. 4. THE STORM DRAIN NETWORK ON -SITE WAS ANALYZED UNDER POST- DEVELOPMENT CONDITIONS TO ENSURE ADEQUACY OF THE PROPOSED NETWORK DURING A 10 -YEAR STORM EVENT. REFER TO SHEET XXX FOR STORM DRAIN DESIGN CALCULATIONS. STORMWATER MANAGEMENT NARRATIVE STORMWATER QUANTITY • THE SITE DRAINS TO A MANMADE STORMWATER CONVEYANCE SYSTEM • CHANNEL PROTECTION AND FLOOD PROTECTION CRITERIA ARE MET AS VDOT HAS ACCOUNTED FOR THE SITES IMPERVIOUSNESS AS PART OF THEIR DESIGN OF THE ROUTE 29/RIO ROAD GRADE SEPARATED INTERCHANGE. • LIMITS OF ANALYSIS: NO OFF -SITE ANALYSIS WAS PERFORMED MEETING THE 1% RULE AS VDOT HAS ANALYZED THE STORM NETWORK IN ROUTE 29 AND VERIFIED CAPACITY UP TO THE SUBJECT SITE. STORMWATER QUALITY PER RE- DEVELOPMENT REQUIREMENTS ON DISTURBED AREAS GREATER THAN AN ACRE THE PROPOSED SITE REQUIRES A LOAD REDUCTION OF 20% WHICH EQUATES TO 0.41 LBS /YR FOR THE SUBJECT SITE. DUE TO THE LACK OF GREENSPACE IN FLAT AREAS OR FREE FROM EASEMENTS BIORETEN11ON OR OTHER LOW IMPACT DEVELOPMENT PRACTICES ARE NOT FEASIBLE. AS A RESULT, THE DEVELOPER PROPOSES TO PURCHASE 0.41 POUNDS OF NONPOINT PHOSPHOROUS CREDITS FROM CHESAPEAKE BAY NUTRIENT LAND TRUST, LLC - WILDWOOD FACILITY, REFER TO THE AVAILABILITY LETTER ON THIS SHEET. 4 H co O 0- DRAINAGE AREA SUMMARY DRAINAGE AREA LABEL TOTAL AREA (AC.) IMPERVIOUS AREA (AC.) MANAGED FOREST / OF TIME C. T min T, , (min) 1A TIME OF TREATMENT DRAINAGE AREA TOTAL IMPERVIOUS TURF OPEN SPACE C CN CONC. VOLUME 1C AREA (AC) AREA (AC.) AREA (AC,) AREA (AC.) 5.0 TO ROUTE 29 TOTAL Tc (min) Tv (cu ft) PRE 1 1.535 1.210 0.325 0.000 0.79 90 5.0 1 4 409 POST 1 1,535 1 1.115 1 0.421 11 0,000 1 0.74 1 88 1 5.0 1 4.250 -, h ,�...._ i @1B 3 p I .., .. �::., li:' ', '�.''-'�. :.- :. ;.'• .., m iii' 5; - �'` /ia -yam ,ya a �. ,✓u„ i s , , R/Ilk 77 J Alum W LINE LINE �- _ _��_ �:. , 1s.. _..fir'- 000 000 r6: -- t S SEMIN01E TRAIL (ROUT"gy- �® ♦ �' ' 0!pl 10 ENT ASSUMPTIONS / NOTES: STO STORMWATER MANAGEMENT 1. THE SITE IS CONSIDERED A RE- DEVELOPMENT SITE UNDER TH E CURRENT STORMWATER REGULATIONS. 2. GENERAL DRAINAGE PATTERN: THE SITE CURRENTLY SHEETFLOWS FROM WEST TO EAST TOWARDS 2 INLETS LOCATED ALONG THE ROUTE 29 FRONTAGE. THE STORMWATER IS THEN CONVEYED TO THE EXISTING ROUTE 29 STORM PIPE NETWORK WHICH FLOWS NORTH. 3. DESIGN PLANS FOR VDOT'S GRADE SEPARATED INTERCHANGE ARE UNDERWAY AND THE PROPOSED IMPROVEMENTS ARE SLATED FOR CONSTRUCTION PRIOR TO COMMENCING PART OF ING CVS CONSTRUCTION. AS PA VDOT'S WORK THEY WILL BE RESPONSIBLE FOR MODIFYING THE STORM NETWORK IN ROUTE 29 TO HANDLE THE RAODWAY IMPROVEMENTS AS WELL AS CONVEY DRAINAGE FROM THE ADJACENT PARCELS. AS A RESULT, VDOT WILL HAVE PROVIDED AN ADEQUATE OUTFALL TO THE SUBJECT SITE CAPABLE OF SATISFYING THE STATE'S CHANNEL AND FLOOD PROTECTION CRITERIA. IT SHOULD ALSO BE NOTED THAT THE CVS SITE IS DECREASING IMPERVIOUSNESS ON -SITE THEREFORE VDOT'S C VALUE FOR THE SITE WILL BE SLIGHTLY OVERESTIMATED, THUS MORE CONSERVATIVE. 4. THE STORM DRAIN NETWORK ON -SITE WAS ANALYZED UNDER POST- DEVELOPMENT CONDITIONS TO ENSURE ADEQUACY OF THE PROPOSED NETWORK DURING A 10 -YEAR STORM EVENT. REFER TO SHEET XXX FOR STORM DRAIN DESIGN CALCULATIONS. STORMWATER MANAGEMENT NARRATIVE STORMWATER QUANTITY • THE SITE DRAINS TO A MANMADE STORMWATER CONVEYANCE SYSTEM • CHANNEL PROTECTION AND FLOOD PROTECTION CRITERIA ARE MET AS VDOT HAS ACCOUNTED FOR THE SITES IMPERVIOUSNESS AS PART OF THEIR DESIGN OF THE ROUTE 29/RIO ROAD GRADE SEPARATED INTERCHANGE. • LIMITS OF ANALYSIS: NO OFF -SITE ANALYSIS WAS PERFORMED MEETING THE 1% RULE AS VDOT HAS ANALYZED THE STORM NETWORK IN ROUTE 29 AND VERIFIED CAPACITY UP TO THE SUBJECT SITE. STORMWATER QUALITY PER RE- DEVELOPMENT REQUIREMENTS ON DISTURBED AREAS GREATER THAN AN ACRE THE PROPOSED SITE REQUIRES A LOAD REDUCTION OF 20% WHICH EQUATES TO 0.41 LBS /YR FOR THE SUBJECT SITE. DUE TO THE LACK OF GREENSPACE IN FLAT AREAS OR FREE FROM EASEMENTS BIORETEN11ON OR OTHER LOW IMPACT DEVELOPMENT PRACTICES ARE NOT FEASIBLE. AS A RESULT, THE DEVELOPER PROPOSES TO PURCHASE 0.41 POUNDS OF NONPOINT PHOSPHOROUS CREDITS FROM CHESAPEAKE BAY NUTRIENT LAND TRUST, LLC - WILDWOOD FACILITY, REFER TO THE AVAILABILITY LETTER ON THIS SHEET. 4 H co O 0- DRAINAGE AREA SUMMARY DRAINAGE AREA LABEL TOTAL AREA (AC.) IMPERVIOUS AREA (AC.) PERVIOUS AREA (AC.) C OF TIME C. T min T, , (min) 1A 0.78 0.73 0.06 0.86 5.0 16 0.54 0.49 0.06 0.84 5.0 1C 0.94 0.78 0.16 0.80 5.0 TO ROUTE 29 TOTAL 2.26 1.99 0.27 0.83 5.0 1A 0.33 0.29 0.03 0.84 5.0 1B 0.12 0.11 0.01 0.84 5.0 1C 0.10 0.10 0.00 0.88 5.0 1D 0.25 0.11 0.14 0.56 5.0 1E (BLDG) 0.28 0.28 0.00 0.90 5 .0 1F 0.49 0.42 0.08 0.81 5.0 1G 0.29 0.24 0.04 0.81 5.0 1H 0.38 0.18 0.20 0.58 5.0 TO ROUTE 29 TOTAL 2.24 1.73 0.51 0.76 5.0 PRE 2 (TO RIO) 0.23 0.23 0.00 0.90 5.0 POST 2 TO RIO 0.25 0.25 1 0.00 1 0.90 5.0 0281141.4"I"s Chesapeake Day Nutrient LandTrust, LLC, April 1, 2015 "Tom©rrow'f Natural Resources TeeLiy" Ryan Perkins Kimley Horn 1700 Willow Lawn Drive, Suite 200 Richmond, VA 23230 RE: CBNLT/Wildwood Farm - Nutrient Credit Availability Chesapeake Bay Nutrient Land Trust, LLC Project Reference: CVS Store # 10746 Attention: Mr. Perkins: This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your project requirements at our Wildwood Farm facility, which is registered with the Virginia Department of Environmental Quality (DEQ). These Nutrient Credits are generated and managed tinder the terms of the Wildwood Farm Nutrient Reduction Implementation Plan dated May 16, 2008 which was authorized by the Virginia Department of Environmental Quality (DEQ) and the Virginia Department of Conservation and Recreation (DCR) on August 25, 2008. The Wildwood Farm project has been authorized to provide Nutrient Credits for use in the James River watershed These Credits are transferable to those entities regulated under DEQ's Storrawater Management Program in accordance with VA Code § 62.1 - 44.15:35. Currently our Wildwood Farm facility has 56_75 pounds of Phosphorus Credits available. If we can provide further assistance please feel free to contact our office. Sincerely, Chesapeake Say Nutrient Land Trust, LLC By Its Manager EarthSource Solutions, Inc. SCOttA. Reed Scott A. Reed Vice President Chesapeake Say Nutrient LandTrust, LLC. - 6735 S. Laburnum Avenue a Richrnond, VA 23231 a P; 804.222.5114 a www,cbnn.com A I 1 I r POST - DEVELOPMENT GRAPHIC SCALE IN FEET 0 25 50 100 O o.s, z,Fs pia. i rnx.: ;xf x : taac ea.uvr, uc /' �:.-�, ZrYsr: ts3;'>6s7eAY C4irK •n::�4- :,,LI ; _CVS-.1 OPERTY LINE � ar�.w' a ?':'�ro+a:• GYan+4.fttzAl tls.;) Ln 1 }� - J /r df t' O 4A 1D ic ti K r:: 498' C�! VPAS rinnacy ,T> # R/W TYPE B 57 ROVIDED 16 �/ 497 F.F.E. 497.25 £ f 1H STORMWATER QUALITY REQUIREMENT: ,,_,, ,,, ,,,,,,,,,_,_.___,._-_„ -,._„_,,,._,_,_,., .w,.,.,.,.,.,._,_,.,,..,,.._ „_„ , ,,, .., ..._,. - 'Pre- ReDevelopment Land Cover (acres) r tt tytybee i[' P -arest %0 en ac e ac res undisturbed, xe :ti^ i ?FC.: •.,,,n,;,f,,: �''� " -- ,�i'2�� "_ ,tt i+: r£rfft protected lbrestl ens ace or reforested land rt irNpp� p, e . Marra ed Turf acres disturbed railed far " ,.....t,..[.;:..,a., aa,. ":., u +„f,..,E -;' 1. ..r. .t. ( .t L� t' ''� ..T: ...;::.tf "i. Y arils or other turf t0 be mowed /mane ed ��p O�-/ F, pp yards Al '::a<`:' ':,[Ji'.,a2.�t'�Yt: ,ij::: <i3f:. :ip:[ �'� :;t,H :. V'f ,. iir'.'�'t.. r,. ,:hr ,:.,; ,rt - ttuaaaat = =u Gci: au:= �u.t -l'° rriii;:,E=E't 'ux''i':sYrtt "_..__ Impervious Cover acres ',utt. ... «.. .a , "a.,. - t;.,:f i� �, -___ ..,_._,..,_., ._ ., .._ ....- ...,.,_ . .. .............- ..,.,..,..,,..,_. __.. _.,_.,,._„- _,_,.,. ,.,.,.. .7 ,•fin.., ..r,t,, ».. ,. ,,o,..[x. ,.x.. n Total Maximum % Reduction Required Below 0 Pre Redevelopment Load TP Load Reduction a ui R q red far �. Redeveloped Area (lblyr) Total Load Reduction Required Storm Drain Design Calculations VDOT LD -229 iff r' rr.. r r FROM POINT ! A soils iB Soils CA !C Soils D Soils Totals .... - Forest /0 en S ace acres undisturbed protected for es 10 en s space or r eib s e d land disturbed, graded Mena ed Turf acres lsturbe ded far 3 J � ands r other u to be awed /mane ed a r t rf m Y 9 :a I {� aert +E., ,YL'", . tx[': ,. #. � _-�» :,:t'frttaft ua- x+:tta)qxux a ),[: xa x -„ . ': :; ,:, ,, » t•rtf ',tr,.. )rct3x tt-tifn tt 3[t.' - :its: t: }:3 ". 'n`>t4 :tx+i: 4 ,: .e)e„ ':s�44 ,'� =',,. tt i 't<,„„{{a,,s .: _,. t . m '". . u t i.:. R,:t :iY3i :,:.RU ' nt �3ti: :tx „ x. F'.:`3.': r�. 4,E,::; .ttE ..E ;:,tErtn,rn xi,'si£ ", uq ... 7 ` .f .. »..a.. #Pt: 3'. :Yh', att ., x :::. ..- t „tea t� f..: t� . "...,,,. aa, O r r. .w. , aSs,. an, ,.rte, 3. Y�': ...� :tea::'. :.[�. ,.. .:.........: .., :'xss.a,:u .,u.. - ,, � tit ". j[" '� =':: att :t,tt 'rcTi't;[i.�: :tii�. :�.., .,. - .[...uan-:art.: a,tuuu 3 a.uu ;ts =: .'a- aR , a3:r ��}'Si.. ti's !{�'ty[ �t �� '.3 '',d 'F:t'' .E ., :;f; , G �{�. 'tltt�i t :T tt , -•a,fi .at .1811' :f4tiaf ; a� ,�'r 3. fin, ,t:, :,'., :'. t ,':.:.: tt � ` ::...;. __�,. _ .... _ ,,. ," „��. ..:2 incr Y � n a Impervious Cover a r in /hr cfs ft ft ft T of al in , I % ......................... ............................... ;Post -Re Development Land Cover (acres) I (16) F E 0.38 0.58 ITotals 0.220 A soils B Sells 'C Soils D Soils r tt tytybee i[' P -arest %0 en ac e ac res undisturbed, xe :ti^ i ?FC.: •.,,,n,;,f,,: �''� " -- ,�i'2�� "_ ,tt i+: r£rfft protected lbrestl ens ace or reforested land rt irNpp� p, e . Marra ed Turf acres disturbed railed far " ,.....t,..[.;:..,a., aa,. ":., u +„f,..,E -;' 1. ..r. .t. ( .t L� t' ''� ..T: ...;::.tf "i. Y arils or other turf t0 be mowed /mane ed ��p O�-/ F, pp yards Al '::a<`:' ':,[Ji'.,a2.�t'�Yt: ,ij::: <i3f:. :ip:[ �'� :;t,H :. V'f ,. iir'.'�'t.. r,. ,:hr ,:.,; ,rt - ttuaaaat = =u Gci: au:= �u.t -l'° rriii;:,E=E't 'ux''i':sYrtt "_..__ Impervious Cover acres ',utt. ... «.. .a , "a.,. - t;.,:f i� �, -___ ..,_._,..,_., ._ ., .._ ....- ...,.,_ . .. .............- ..,.,..,..,,..,_. __.. _.,_.,,._„- _,_,.,. ,.,.,.. .7 ,•fin.., ..r,t,, ».. ,. ,,o,..[x. ,.x.. n Total Maximum % Reduction Required Below 0 Pre Redevelopment Load TP Load Reduction a ui R q red far �. Redeveloped Area (lblyr) Total Load Reduction Required Storm Drain Design Calculations VDOT LD -229 iff r' rr.. r r FROM POINT TO POINT DRAINAGE AREA RUNOFF COEFFICIENT CA INLET TIME RAINFALL RUNOFF INVERT ELEVATIONS JUNCTION LOSS LENGTH SLOPE SIZE PIPE CAPACITY Q/ Qr VELOCITY 10 -YR FLOW TIME inlet accum upper end lower end incr I accum acres C min in /hr cfs ft ft ft % in cfs % fps min (16) F E 0.38 0.58 0.220 0.220 5.00 6.67 1.48 492.85 490.60 151 1.50% 15 7.88 19% 6.46 0.51 5.00 E D 0.00 0.00 0.000 0.220 0.00 6.50 1.44 490.60 489.78 56 1.50% 15 7.88 18% 6.46 0.19 5.51 D X2 0.29 0.81 0.235 0.455 5.00 6.44 2.96 489.78 489.70 5 1.50% 15 7.88 38% 6.46 0.01 5.70 X2 V4 0.00 0.00 0.000 0.455 0.00 6.44 2.95 489.70 488.57 19 6.00% 15 15.88 19% 12.93 0.03 5.71 Xi V2 0.33 0.84 0.277 0.277 5.00 6.67 1.86 483.35 482.96 19 2.00% 12 5.07 37% 6.43 0.05 5.00 C B 0.53 0.74 0.392 0.392 5.00 6.67 2.63 492.71 491.84 31 2.80% 15 10.83 24% 8.83 0.07 5.00 B A 0.10 0.88 0.088 0.480 5.00 6.64 3.21 491.84 489.37 88 2.80% 15 10.83 30% 8.83 0.19 5.07 A V1 0.12 0.84 0.101 0.581 5.00 6.58 3.85 489.37 483.30 69 8.80% 15 19.16 20% 15.66 0.09 5.26 V1 V2 0.00 0.00 0.000 0.581 0.00 6.55 3.83 483.30 482.96 37 0.90% 15 6.16 62% 5.01 0.12 5.36 V2 V3 0.00 0.00 1 0.000 0.858 0.00 6.51 5.63 1 482.96 478.67 23 1 18.70% 1 15 27.93 1 20% 22.82 0.02 5.47 Hydraulic Grade Line Calculations VDOT LD-347 INLET 0.8D+ INV (OUT) ACTUAL OUTLET WSE DESIGN OUTLET WSE Da Clo Lo Sro Hr JUNCTION LOSS FINAL H INLET WSE FL ELEV Vo (8) Ho (9) Q. (10) V; (11) Q;V; (12) 2 i ; Zg H; Angle Ha Ht Surface Runoff Factor? 1.3 Ht IS -1? 0.5 Ht (1) (2) (3) (4) (5) (6) (7) (13) (14) (15) (16) (17) (18) (19) (20) (21) V2 479.67 479.87 479.87 15 5.63 23 0.0076 0.17 22.82 2.02 3.83 5.01 19.18 0.39 0.14 40 0.17 2.33 NO 2.33 NO 2.33 2.50 482.37 484.59 X1 483.76 482.37 483.76 12 1.86 19 0.0027 0.05 6.43 0.16 0.00 0.00 0.00 0.00 0.00 0 0.00 0.16 YES 0.21 YES 0.10 0.16 483.92 486.50 V1 483.96 482.37 483.96 15 3.83 37 0.0035 0.13 5.01 0.10 3.85 15.66 60.28 3.81 1.33 0 0.00 1.43 NO 1.43 YES 0.71 0.85 484,81 489.08 A 484.30 484.81 484.81 15 3.85 69 0.0036 0.25 15.66 0.95 3.21 8.83 28.35 1.21 0.42 60 0.68 2.05 YES 2.67 YES 1.34 1.58 486.39 493.85 B 490.37 486.39 490.37 15 3.21 88 0.0025 0.22 8.83 0.30 2.63 8.83 23.23 1.21 0.42 70 0.74 1.47 YES 1.91 YES 0.95 1.17 491.54 496.24 C 492.84 491.54 492.84 15 2.63 31 0.0017 0.05 8.83 0.30 0.00 0.00 0.00 0.00 0.00 0 0.00 0.30 YES 0.39 YES 0.20 0.25 493.09 495.97 X2 489.57 489.77 489.77 15 2.95 19 0.0021 j 0.04 12.93 0.65 2.96 6.46 19.13 0.65 0.23 30 0.23 1.10 NO 1.10 NO 1.10 1.14 490.91 494.66 D 490.70 490.91 490.91 15 2.96 5 0.0021 0.01 6.46 0.16 1.44 6.46 9.31 0.65 0.23 40 0.28 0.67 YES 0.87 YES 0.43 0.45 491.36 495.66 E 490.78 491.36 491.36 15 1.44 56 0.0005 0.03 6.46 0.16 1.48 6.46 9.57 0.65 0.23 25 0.19 0.58 NO 0.58 YES 0.29 0.32 491.68 496.42 F 491.60 491.68 491.68 15 1.48 151 0.0005 0.08 6.46 0.16 0.00 0.00 0.00 0.00 1 0.00 0 0.00 0.16 YES 1 0.21 YES 0.11 0.18 491.86 496.75 E; STORE NUMBER 0 1 746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE FFS CS PROJECT NUMBER: 86047 ENGINEER l CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: ER a THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: 804 419 -0740 FAX: 804 419-0759 Fs-EA-L-. RYA PERKINS LIC. No. 046565 4.3.15 REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: STORMWATER MANAGEMENT SHEET NUMBER: CG -301 COMMENTS: CURVE TABLE CURVE RADIUS LENGTH CHORD BEARING CHORD DELTA TANGENT C3 19.46 1 -rl 2.17' 1 Sl 3-12"1 4-E 11.98' 35'50'29" 6.29' 8~ FIRE HYDRANT ASSEMBLY Sm DUCTILE IRON WATER LINE CONNECT TO EX. 8~ V0ATERUNE-~, 8"X6" TEE 1 6~ GATE VALVE (1) B~ GATEVALVE --- Q° 45' BEND TI[ INTO EXISTING WATER LINE S" DUCTILE |RON WATER LINE ^ ' ra PROPOSED PUBLIC --..,,UTILITY EASEMENT EASEMENT 643 PG 78 UTILITY NOTES 1' REFER TO SHEET CU-201 FOR UTILITY PROFILES. 2' GROSS CONNECTION CONTROL AND BACKFlOVVPREVENTION SHALL BE INTERNAL TO THE BUILDING AND IN ACCORDANCE VMTH THE UNIFORM STATEWIDE BUILDING CODE (REFER TO ARCH|TECTURALPLANS). 3. AN APPROVED KEYBOX SHALL BE PROVIDED IN ACCORDANCE WITH THE INTERNATIONAL FIRE CODE, SECTION 508'1. 4, CONTRACTOR SHALL FIELD VERIFY DEPTH OF EXISTING UTILITIES AT START OF CON3TRUC11DN AND N011FYK|ML[Y-HORN IN ORDER TO VERIFY ADEQUATE SEPARATION BETWEEN UTIU11EQ CAN BE ACHIEVED. 5. COVER REQUIRED FOR DOMESTIC WATER LINE SHALL BE JD^ MINIMUM. U BALWUN. LLC D.B. 72225 P(3. 458 TAX pCL.: 04500 00 OO 105/\O 7ONE H\GHYYAY COMMERCIAL (FIC) FTI EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029-002-901) AS CONSTRUCTION WILL TAKE PLACE PRIOR TO THE � GRAPHIC SCALE IN FEET STORE NUMBER: 10746 ALBEMARLE COUNTY, VA. PROJECT TYPE- NEW STORE CS PROJECT NUMBER: 86047.j I ENGINEER: AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673-3882 FAX (804) 673-3980 THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 I SEAL: RYA PERKINS LiC. No. 046565 4:3.1,5 Al�d ��V1�|/l��, ''-''_-'-` DRAWING BY: RRP DATE: APRIL J, 2015 JOB NUMBER: 113001348 TITLE UTILITY UTY PU AN SHEET NUMBER: c u- 10 1 SANITARY PROFILE (EXISTING) -0 +50 0 +00 1 +00 2 +00 3 +00 WATERLINE PROFILE 1+00 2 +00 3 +00 .1• of o o• SANITARY PROFILE — BUILDING TO SS CONECTION 1 o THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 504 .. t .. .. ...... ..... ..................... o _.._.._....._._ ......... _........ 3 . ................... .... 504 ................... FAX: (804) 419 -0759 tn Ln ' • E • (o • /y\ 3 YVJ t «� r ' N 00 rn . ........:....................D . . EXISTING GRA 500 il.. ..... ... ...........,... „Zb cm�� 00 -z •• ; _p i i �- •� I 00 •• M>> Z_Z i M o ca co co ,� f 496 \ I � • • J • 48 G —_ o .. ................. ........ . _� . _ __ _ c o M > >> z z z 6" PVC; ® 5. � .............._.._ 4%; ...... _..._.._.._.........,... .._.... ...... ...... ...... ..._.. ........................... 492 a ..... ..........._i ..... ..... ............- ... ._...._.. PROPOSED GRADE ...... .......... .... ......... ... ._.._;..... f ! i 1 492 .. _........ I I 488...... i ........ ........... _.................................. I ._.........,............._...__ .. ...... 488........ 35 LF OF 6" PVC ® 5.84% i 484 1 f I 484 482 482 N 4 CD 0. OX tr 11+00 PROFILE ALIGNMENT'S 1 1 1 I I f ly 3 ta. GRAPHIC SCALE IN FEET 0 20 40 80 HORIZONTAL L C _ GRAPHIC SCALE IN FEET I 0 15 30 60 0 /pharmacyo Q 0' o ` o o 11 + IN e P I j i f , 2Y`0 I! I 11+00 m -- ,� xoa o { N f v -- — a VARIABLE WIDTH R/W —U. . - D.B. 435 PG. 171 I: HIS 9-1,1141m I STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE Ff. S CS PROJECT NUMBER: 86047 CONSULTANT: KIMLEY —HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 410 -0740 FAX: (804) 419 -0759 SEAL: RYAI; PERKINS LIC. No. 046565 bONAL.� REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: UTILITY PROFILES SHEET NUMBER: cu -201 COMMENTS: FIRE FLOIY ESTIMATE FORM 45` lax L ISO (Insinnee Service Of5ce) Method ofCaicuktaigNeeded Fire Flow NFF (Needed Fire Flow) B I:L•tGLVEEx Ryan Perkins P.E. DATE: 412!2015 PROJECT NAME: C VS -Rouse 29 and Rio Road CALC. 13Y: RRP TYPE OF CONSTRLTCTION: NONCOMBUSTIBLE C-3 F Class ofConstnxtion Coefficient = I? 0.8 GR©LTNDFLOORAREA: 11,945 34 OF STORIES 1 ° P 45 TotalFloorArea =A; (efIec&e area) 11945 FIRE AREA CONSIDERED . PLU6 J Construction Factor Cf =18 (F) (A,)O-5 C; : 1,750 (ROT,N- DEDTO7�,7EAREST 250 GP?4'i) 3' -0 TYPE OF OCCLTPANC"Y: COMBUSTI13LEC -3 2 i (Worst Case) Occupancy Factor = Oi : 1 EXPOSURE (,X) AND CONMIt N11CATION (P): \FITTINGS Xt PT = 0.00 X4 +P4 = S -9 X2 +P2 = Xs ! P5 = FOR TEE OR WYE X3 +P3 = Xa +1`6 cR ACCOMMODATE. - __.,_____.`,'• ` (X+P� = 1.0 + E04-P) _ ANCHOR IF REQUIRED. 1?via X +PN =1.75) 1.00 (n = h'1M1BER OF SEDIESOF SUBJECT BL'ILDDiG) S -6' NEEDED FIRE FLONV 18" NFF = (Ci) (0) (X +Ph NFF = 1,750 Atiomatic Sprinklers: NO RedTrtion Factor. 0°o %X NFF = - 0 TOTAL: 1,750 Required Fire Flow - Rounded: 1,750 gpm Fire Hydrants Requmred *: 2 I CERTIFY THAT THE ABOVE INFORMATION IS TRUE AND CORRECT V -6' SIGNATURE: P.E. 1 1/4- � 8" C 0MIMERCIAL AREA. RFQIIIRES 350 FT.141AXI7 42 HOSE LAY 4' -3' References: NFF caicuktion procedure described in A.W.NXTA. M 31, I.&O!s 1980 Corimrreial Fire Rating 2' -6" Schedule and LSO's 1980 Fire Suppression Rating Schedule. T .4'94 Form F-9 TD-3 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECl'ION SHALL BE 2% �Q (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER 2' MIN OF 4 ". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. S A I._T TREATED FINISHED GROUND 2 x 4 MARKER , -- -------- - - - -- ---------- - - -- -- ------ ------ PLUG END OF MAIN LINE SERVICE LATERAL SECTION 45'0'0" c _ �- IN LINE WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S - 2 TD -27 - REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL fr 36-mirl LARGER THAN 5" IN ANY 1 DIMENSION 1 24 "MI 1 INTIAL BACKFILL' 8 "Ar,IN (6" LIFTS) EM B EDMEN I THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED OF PIPE -- - -- j OF TAMPER J)) HAUNCHING NO. 68 STONE }- BEDDING 6" max - - -- - - - -- 4" min j FOUNDATION (SHALL BE I REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE (ALL PIPE) NOTE 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT -OF -WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE, 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALT. BE SCRAPED AND COMPACTED, AND ALL STONES RENIOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3.WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S - 3 TD -28 E/4 6FND iIF REQUIRE - FOR BENDS 8" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. USE BRACING STRAPS - FOR BENDS 10" THROUGH 12" ON ALL PIPE SIZES USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS ` AS SHOWN. ®R\4 D I s,. 4 BARS 12" ON CENTF12" BENDS & LARGE I' B - f� CONCRETE CLASS B ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND 45` lax L A B C D E F / 6" 4� 4m5 ° P 45 u : ax r . PLU6 J 1 NOMINAL INSIDE e" 2' -3 3' -0 2' -6" 2 i 2' -6' 1 1/4- 11 1/4' \FITTINGS 2' -9 S -9 FOR ALL BENDS FOR TEE OR WYE WIDEN TRENCH TO cR ACCOMMODATE. - __.,_____.`,'• ` 12' ANCHOR IF REQUIRED. 45 ` /� a ruin M BEDDING AS (1 ` REQUIRED S -6' 2" 18" S -6" 5' -6' 3' -3" .A 4' -5" .1 45' 4 MIN GRADE ALLOWS T 2' -6" SECTION 1 - 1 SECTION 2 - 2 V -6' PIPE I DEGREE BEND DIMENSIONS 1 1/4- VOL. I TEE AND PLUGS VOL. 8" SIZE !OF (FEET) 4' -3' CU.YD., (FEET) CU.YD 2' -6" !BEND 3 H T I L. H T -- - ------ -.1 3' -3" - --1 - 1 90 ; 2.50 - - - -- 2.50 ; 3.07 0.24 -- __ -_ -._ 2" __ a 12" a" & 6 "; 45 I 2.00 2.25 1 2.60 O.Is 2.00 2.25 f 2.50 I 0.15 1 15" 1 22 1/2 1 1.50 2.00 2.52 0.10 5' -8" ; 1 11 1/4 1 1.50 2.00 2.50 0.10 3' -3 3' -3" 2 1/4" I 90 3.66 3.16 3.21 0.48 3' -0" 3' -8" S -9" 8„ 1 45 2.66 2.66 2.77 I 0.26 7' -8 I 4' -3" I 22 1/2 1.66 2.36 2.69 0.13 3.16 2.97 2.66 I 0.32 3' -3" 1 11 114 1.66 2.16 2.67 0.13 11' -0 V -9' W -0 7' -3" 2 1/2" 90 4.83 3.83 I 3.42 0.83 I 1 1 1 10" & 121 45 1 3.33 1 22 1/2 1 2.33 3.58 2.58 I 2.95 2.86 0.43 i 3.83 0.24 I 4.00 2.83 1 0.52 I I 11 1/4 1 1.83 2.33 1 2 84 0.18 I I 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE CHANGES DIRECTION, CHAN SIZE, DEAD ENDS AND AT VALVES, 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART Or THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 TD-3 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECl'ION SHALL BE 2% �Q (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER 2' MIN OF 4 ". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. S A I._T TREATED FINISHED GROUND 2 x 4 MARKER , -- -------- - - - -- ---------- - - -- -- ------ ------ PLUG END OF MAIN LINE SERVICE LATERAL SECTION 45'0'0" c _ �- IN LINE WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S - 2 TD -27 - REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL fr 36-mirl LARGER THAN 5" IN ANY 1 DIMENSION 1 24 "MI 1 INTIAL BACKFILL' 8 "Ar,IN (6" LIFTS) EM B EDMEN I THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED OF PIPE -- - -- j OF TAMPER J)) HAUNCHING NO. 68 STONE }- BEDDING 6" max - - -- - - - -- 4" min j FOUNDATION (SHALL BE I REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE (ALL PIPE) NOTE 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT -OF -WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE, 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALT. BE SCRAPED AND COMPACTED, AND ALL STONES RENIOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3.WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S - 3 TD -28 E/4 6FND iIF REQUIRE - FOR BENDS 8" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. USE BRACING STRAPS - FOR BENDS 10" THROUGH 12" ON ALL PIPE SIZES USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS ` AS SHOWN. ®R\4 D I s,. 4 BARS 12" ON CENTF12" BENDS & LARGE I' B - f� CONCRETE CLASS B ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIPE SIZE A B C D E F 1 112, 6" 1' -9" 2' -Y 2' -6" V -2 Y -0" 1 1/4" 1 NOMINAL INSIDE e" 2' -3 3' -0 2' -6" V -6 2' -6' 1 1/4- 11 1/4' 10' 2' -9 S -9 2' -6' 2' -0 3' -0° 2" 12' Y -0' 4' -3" S -0' 2' -3" S -6' 2" 18" S -6" 5' -6' 3' -3" S -0" 4' -5" 2 1/2" GRADE ALLOWS 4' - 6° 2' -6" V -0' 2' -6' V -6' 2' -8' 1 1/4- 22 1/2' 8" S -0 4' -3' 2' -6" 2' -6" 3' -3" 2' 10" 3' -3" V -0 V -0 2' -9' 3' -9" 2" 12" 3' -9" 6' -3 3'-0- 3--s- 4' -3" r 15" 57-707-6" ' - 3' -3" 4' -0 5' -8" 2 1/2" 4 - 6' 3' -o" r'-0'3'-O ' 3' -3 3' -3" 2 1/4" 6' V -6" 6' -6 3' -0" 3' -8" S -9" 2 1/4" 45' 10" W -6" 7' -8 S -0" 4' -3" V -0' 2 1/4". 12" 5' -3' 9' -0' 3' -3" 5' -0' 5-9" Z 1/2" 11' -0 V -9' W -0 7' -3" 2 1/2" NOI Nc LARGER C =� CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90' HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W -3A TD -4 ' "tNPRESSlON " 3/4' HiA..E PIVL COi;N LIN:, v PPC'J =.D F(iilAL FOR USE ON ATTACFIEE: SINGLE FAMILY PFiRDIr NTIAI SERVICE` OR Dl; f,t RE: SIDF.`1TIA:. AND RRIGATION SERVICES. V LOWIRESS'.QN x 3/4' MALE PIPE COUPIING OR APPROVED F�:LAL TYPE 'K" SOFT CO PER ❑ (g FOR ON DE: "AC:!ID SINCAE FA..LY h S,DENTIA? SERVICE lYHf.PE AN IRR4 APION ME:TFR IS NOT PPOV;D =D. SINGLE SERVICE NOTE ') SADDLtS SHALL 6t JSLD ON PVC PIPc. CRAO! AETF.P Sox COPPE'>5,:1 "i'E:R AETEF _N A5 ESSARY TYPICAL SERVICE LATERAL INSTALLATION NTS FIG. W -6 SIZE BRANCh VALVE THE WATER MAIN WATER TD -9 RIi. 7f�C+7 J. PLUG , WIDTH = DIM. "F" DIMENSION THICKNESS OF FILLET WELD STRAP = 1/4" (TYPE "B") STANDARD JHEX NUT 1 112, t/4" THICK THREADED COUPLING PP LATE WASHER 3" THREAD PVC NIPPLE AND CAP PVC SLEEVE iv 1 NOMINAL INSIDE S' MIN. o 3/4- ANCHOR DIAMETER EXTRA BOLTS STRONG STEEL PIPE THRUST BLOCK GREATER PROPOSALS WILL BE SUBMITTED. #4 BARS 0 12" PIPE BELL VALVE ON CENTER FO 12" BENDS & CONCRETE CLASS "B" LARGER C =� CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90' HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W -3A TD -4 ' "tNPRESSlON " 3/4' HiA..E PIVL COi;N LIN:, v PPC'J =.D F(iilAL FOR USE ON ATTACFIEE: SINGLE FAMILY PFiRDIr NTIAI SERVICE` OR Dl; f,t RE: SIDF.`1TIA:. AND RRIGATION SERVICES. V LOWIRESS'.QN x 3/4' MALE PIPE COUPIING OR APPROVED F�:LAL TYPE 'K" SOFT CO PER ❑ (g FOR ON DE: "AC:!ID SINCAE FA..LY h S,DENTIA? SERVICE lYHf.PE AN IRR4 APION ME:TFR IS NOT PPOV;D =D. SINGLE SERVICE NOTE ') SADDLtS SHALL 6t JSLD ON PVC PIPc. CRAO! AETF.P Sox COPPE'>5,:1 "i'E:R AETEF _N A5 ESSARY TYPICAL SERVICE LATERAL INSTALLATION NTS FIG. W -6 SIZE BRANCh VALVE THE WATER MAIN WATER TD -9 RIi. 7f�C+7 J. PLUG , 1 \VV Vf1LYL TO TEE (COAT RODS WITH BITUMINOUS PAINT) DIMENSION C)N -LINE METER SIZE A (TYPE "B") C 1 112, VARIES THREADED COUPLING 3'B" 2. PVC NIPPLE AND CAP PVC SLEEVE 3 R" or S' MIN. o BRASS NIPPLE AND CAP I LUBRICATE ALL THREADS THRUST BLOCK GREATER PROPOSALS WILL BE SUBMITTED. THAN 4° METER BOX (SEE FIG. W -7) VALVE -- -- -NO. 57 STONE M.J. FITTING -2" PIPE SLOPED TO DRAIN IF = GRADE ALLOWS '. VARIES VARIES 2" GALV. OR BRASS PIPE 2" THREADED TAP PLUG DEAD END (TYPE "A „) TYPICAL BLOW -OFF ASSEMBLY I NTS FIG. W -8 TD -16 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- - VILLE THREADS WHICH IS QTHE LOCAL_ STANDARD. LEN GT -1 OF BRANCH VARIES 6' MIN 2' TO 10' ;;;.. (270 °) w VALVE 807 (.U. FT. 18" #68 STON - -- - I L�,7� ` I f wwo I Q tiI 6" GATE j 36 "PhIN `: r "� VALVE B" X 6" TEE 2500 P.S.I. CONCRET- BASE AND THRUST s 1 `} n', • 'i• �° =,ti� BLOCK AGAINST UNDISTURBED STABLE `• '`�,`��� "« =:•��� , SOIL. STEEL PILE WHEN THE SOIL IS DISTURBED OR WHF 3/4" THREADED RODS TO c MAIN IN ALL INSTALLATION. A HYDRANT IS LOCATED IN A FILL, ANCHOR RODS SHA'-L BE GALVANIZED THE VALVE TO THE HYDRANT WITH 2 -3/4' OR ASPHALT COATED THREADED RODS IN ADDITION TO POURING CONCRETE IF NECESSARY, A STEEL RILE SHALL BE USED A.5 ADDITIONAL_ SUPPORT NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRACE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. S. FIRE HYDRANTS SHALL BE IN5TAILED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REOIJIRED TO RE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. NG. W' -4 TD -7 ------- - - - - -- - A I E f C SIDE VIEW .75" DIAMETER DRILLED ':OLE FOR TOUCH READ ]NITS. TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' x 36' ALUMINUM ACCFSS HATCH TYPICAL METER VAULT AIR RELEASE VALVE BRASS OR BRONZE PIPE - DRAIN TO GRADE BRICK SUPPORTS OR SOLID CEMENT BLOCKS N.T,S. FIG, W - 7A TD -11 TYPE "K" SOFT COPPER RPORATION STOP (SHED GRADE I BRONZE GATE VALVE Illy "�..11 -rTl 11. ED STONE NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS FIG. W -9 TD -17 I PLACE 5' GALVANIZED " WITNESS POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJEC TO HIGHWAY DEPARTMENT APPROVAL. I I FINISHED GRADE -� ADJUSTABLE VALVE BOX W1 LID Z N m f ( _ M.J. GATE VALVE i WATER { FI LI LINE { I I 11 fr i , 2500 P.S.I. CONCRETE J/ 2'x 2' BEARINGAREA. THRUST BLOC 1 /Illaaa V a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRAI TYPICAL GATE VALVE NTS FIG. W -5 TD 8 PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE WITH PART V. SECTION G OF THESE SPECIFICATIONS. " •a -0 ` EXISTING SANITARY SET DOGHOUSE BASE ON CONCRETE BLOCKS SEWER PIPE DOGHOUSE OPENING SHALL •'a i.• MIN. 12" CLEARANCE BE PREFORMED BY "• • BETWEEN EXISTING PIPE MANUFACTURER OR '''" AND STONE BEDDING SAW CUT TO FIT PIPE OUTSIDE DIAMATER e'.. PLUS 6 ", 12" THICK VDOT No. 68 STONE BEDDING 8 "x8 "06" AND 4 "x8 %16" SOLID CONCRETE BLOCKS CENTER W /RISER DOGHOUSE MANHOLE BASE WALL (4 EACH) �I i I1111I,1,,,iI,IIl1II I1111I11.flil.I,IIIII.IIIIfl.l llllf.li.II11II III. 1111Iil.I.I.I 1111111 I1.I X111 t1lI.I 1111 ,, 11.i MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING AROUND EXISTING PIPE BE CONSTRUCTED AS SHOWN ON FIGURE S -1 -A WITH 3,000 PSI CONCRETE OR NON- SHRINKING GROUT ALLOW CONCRETE WRAP EXISTING PIPE WITH TO FLOW A MIN. NEOPRENE GASKET MATERIAL V -0" BEYOND BASE OF STRUCTURE BEFORE FILLING THE OPENING NEOPRENE SECURED BY 2 NON- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 12" MIN. CAST -IN PLACE 3,000 PSI CONCRETE BASE FOUNDATION SECTION VIEW „ . .............. ......... „ ,,,,,. 1.., ............ .......... ......... ,,,,,, „ ...1.......... , NOTES: 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW FLOW TO THE EXISTING PIPE. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE BASE SHOWING "DOGHOUSE" INSTALLATION N.T.S FIG. S -1 -A1 TD -22 fn tn fn 0 = 04 E W � M WwJ Co o� o Jti J0 •-�, USC _ EEC U? `�° E E (n r Etn �a v ...w ao to E 01 M u iv E E L� 0 0 10 tn Q N E W D Q t W tL CO) O 0 a o E 14-0 0 z to _- _E E J)�J • u n W N __IP N M j E zO - E r •Om �n O 0 a a a p E57 \E \E o f _°N a E W O> cp 8 \ N CA d' N0 n�� noJ W N N C14 N ml. O O TYPICAL MANHOLE FRAME & COVER N.T.S FIG S-I-D TD -25 Ir B • ■ ■ I STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) PRPROJECT M& VA. RONt G�VyI�1,1 f G• �If1G L/ & 1 1 f - ffs CS PROJECT NUMBER: 86047 CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL RYAN PERKINS LTC. No. 046565 4 5 a CS~ %60AVA16 REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: UTILITY DETAILS SHEET NUMBER: CU -501 COMMENTS: DIMENSION DIMENSION DIMENSION METER SIZE A B C 1 112, 3.1" 5'0" 3'B" 2. �,1. 5:0" 3 R" 3' S' MIN. 10' MIN. ' M IN 5' MIN;. 12' MIN. 61 WN GREATER PROPOSALS WILL BE SUBMITTED. THAN 4° ------- - - - - -- - A I E f C SIDE VIEW .75" DIAMETER DRILLED ':OLE FOR TOUCH READ ]NITS. TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' x 36' ALUMINUM ACCFSS HATCH TYPICAL METER VAULT AIR RELEASE VALVE BRASS OR BRONZE PIPE - DRAIN TO GRADE BRICK SUPPORTS OR SOLID CEMENT BLOCKS N.T,S. FIG, W - 7A TD -11 TYPE "K" SOFT COPPER RPORATION STOP (SHED GRADE I BRONZE GATE VALVE Illy "�..11 -rTl 11. ED STONE NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS FIG. W -9 TD -17 I PLACE 5' GALVANIZED " WITNESS POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJEC TO HIGHWAY DEPARTMENT APPROVAL. I I FINISHED GRADE -� ADJUSTABLE VALVE BOX W1 LID Z N m f ( _ M.J. GATE VALVE i WATER { FI LI LINE { I I 11 fr i , 2500 P.S.I. CONCRETE J/ 2'x 2' BEARINGAREA. THRUST BLOC 1 /Illaaa V a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRAI TYPICAL GATE VALVE NTS FIG. W -5 TD 8 PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE WITH PART V. SECTION G OF THESE SPECIFICATIONS. " •a -0 ` EXISTING SANITARY SET DOGHOUSE BASE ON CONCRETE BLOCKS SEWER PIPE DOGHOUSE OPENING SHALL •'a i.• MIN. 12" CLEARANCE BE PREFORMED BY "• • BETWEEN EXISTING PIPE MANUFACTURER OR '''" AND STONE BEDDING SAW CUT TO FIT PIPE OUTSIDE DIAMATER e'.. PLUS 6 ", 12" THICK VDOT No. 68 STONE BEDDING 8 "x8 "06" AND 4 "x8 %16" SOLID CONCRETE BLOCKS CENTER W /RISER DOGHOUSE MANHOLE BASE WALL (4 EACH) �I i I1111I,1,,,iI,IIl1II I1111I11.flil.I,IIIII.IIIIfl.l llllf.li.II11II III. 1111Iil.I.I.I 1111111 I1.I X111 t1lI.I 1111 ,, 11.i MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING AROUND EXISTING PIPE BE CONSTRUCTED AS SHOWN ON FIGURE S -1 -A WITH 3,000 PSI CONCRETE OR NON- SHRINKING GROUT ALLOW CONCRETE WRAP EXISTING PIPE WITH TO FLOW A MIN. NEOPRENE GASKET MATERIAL V -0" BEYOND BASE OF STRUCTURE BEFORE FILLING THE OPENING NEOPRENE SECURED BY 2 NON- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 12" MIN. CAST -IN PLACE 3,000 PSI CONCRETE BASE FOUNDATION SECTION VIEW „ . .............. ......... „ ,,,,,. 1.., ............ .......... ......... ,,,,,, „ ...1.......... , NOTES: 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW FLOW TO THE EXISTING PIPE. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE BASE SHOWING "DOGHOUSE" INSTALLATION N.T.S FIG. S -1 -A1 TD -22 fn tn fn 0 = 04 E W � M WwJ Co o� o Jti J0 •-�, USC _ EEC U? `�° E E (n r Etn �a v ...w ao to E 01 M u iv E E L� 0 0 10 tn Q N E W D Q t W tL CO) O 0 a o E 14-0 0 z to _- _E E J)�J • u n W N __IP N M j E zO - E r •Om �n O 0 a a a p E57 \E \E o f _°N a E W O> cp 8 \ N CA d' N0 n�� noJ W N N C14 N ml. O O TYPICAL MANHOLE FRAME & COVER N.T.S FIG S-I-D TD -25 Ir B • ■ ■ I STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) PRPROJECT M& VA. RONt G�VyI�1,1 f G• �If1G L/ & 1 1 f - ffs CS PROJECT NUMBER: 86047 CONSULTANT: KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 SEAL RYAN PERKINS LTC. No. 046565 4 5 a CS~ %60AVA16 REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: UTILITY DETAILS SHEET NUMBER: CU -501 COMMENTS: LANDSCAPE CALCULATIONS SITE TREE CANOPY CALCULATIONS: SITE AREA: REQUIRED TREE CANOPY =10 PERCENT OF SITE AREA: TREE CANOPY PROVIDED: QUANTITY BOTANICALNAME 5 CERCIS CANADENSI S 'FOREST PANSY' TM 4 CRATAEGUS VIRIDIS'WINTER KING' 18 I LEX X 'OAK LEAF' 5 NYSSA SYLVATICA 'GREEN GABLE' TM 9 ULMUS PARVIFOLIA `BOSQUE' 5 ZELKOVA SERRATA 'GREEN VASE' PARKING AREA CALCULATIONS: PARKING AREA: REQUIRED GREEN AREA= 5 PERCENTOF PARKING AREA: PARKING SPACES PROVIDED: PARKING LOTTREES REQUIRED @ 1 PER 10 SPACES: PARKING LOT TREES PROVIDED: ENTRANCE CORRIDOR RIO ROAD FRONTAGE LARGE TREES REQUIRED AT 35' ON CENTER: LARGE TREES PROVIDED FLOWERING - ORNAMENTALTREES INTERSPERSED AMONG LARGE TREES: FLOWERING - ORNAMENTALTREES PROVIDED: SHRUBS PROVIDED AT PARKING LOT PERIMETER Rt. 29 ROAD FRONTAGE LARGE TREES REQUIRED AT VON CENTER: LARGE TREES PROVIDED FLOWERING ORNAMENTAL TREES INTERSPERSED AMONG LARGE TREES: FLOWERING TREES PROVIDED: SHRUBS PROVIDED AT PARKING LOT PERIMETER INTERIOR ROAD FRONTAGE LARGE TREES REQUIRED AT 40' ON CENTER: LARGE TREES PROVIDED ORNAMENTAL TREES PROVIDED: PERIMETER PARKING STRIP AT REAR OF STORE FOR 5 SPACES LARGE TREES REQUIRED AT 40' ON CENTER: TREES PROVIDED SHRUBS PROVIDED AT PARKING LOT PERIMETER LANDSCAPING OF BUILDINGS AND OTHER STRUCTURES BUILDING FRONTAGE DUETO SITE CONDITIONS BUILDING FRONTAGE LANDSCAPE IS INCORPORATED WITH THE REQUIREMENTTO USE LANDSCAPING TO INTEGRATE THE SITE, BUILDINGS, DUMPSTERS, DRIVE THROUGH WINDOWS, SERVICE AREAS, AND SIGNS TREES PROVIDED: SHRUBS PROVIDED: PLANT SCHEDULE 12.00 PERCENT PROVIDED 29,257.98 S.F. 1,462.90 S.F. 1,888.00 S.F. 6.45 PERCENTPROVIDED 57 6 6 232 L. F. 210 L.F. 6 �I 11 45 322 L. F. p ' 1 a t 2 REMAININGT REES CANNOT BE PROVIDED DUETO OVERHEAD POWER LINES AN D VDOT EASEMENT. 2 REMAINING TREES CANNOT BE PROVIDED DUETO OVERHEAD POWER LINES AND VDOT EASEMENT. 81 207 L. F. 5 5 4 45 L. F. 2 2 SMALLTREES PROVI DED DUE TO OVERHEAD POWER LINES 6 8 EVERGREEN TREES 152 SHRUBS PROVIDED '"' }� fii � Pr \ C " 3 •s 2 BALMUN LI_� '� 1 D.B. 222: PG• 458 / CI_', 051GG 0() C0 1231DO 6;� _I�i'J;., ' �r TAX P ZONE- HIGH WA'( CCfOME CIA,L (HC) D,B, 2223 PG, 458 r TAX PCL.: r) :.00 (10 00 105A O (_:.l�3V�: I`�(i \Ir "tV?F°<'i 6.'1.JiY¢aY: [;.Rv[T'.I._ (HC) c ,....•t,�..,:,,.«�� a._ » . C° r c, W, T� ACCESS � U11Lii`( { i t 1 1 s� / EsA _t EPA 1 ! �.. s* J L U.B. 643 PC.17c3 , " ` $" / rN24'41 02 E 149.85' ✓ ENTIRELY MULCH ALL PLANT BEDS �TYP).° ALL IRRIGA11ON SLEEVES SHALL BE 2 7 �� Cc ✓ G SCHEDULE 40 PVC CONDUITS (TYP) ) . 1 / f r . !r2 I( � � : a d^ , f _ ry --.. - ...>� ,.,,, -_ °. �...__ ._,. ._... ..,. ,,,..,. ,.,. �• , � . r� � -' iJ, n 9 8 at ; �I /• `:I'P � I'''i �.— �'r � f - J�7 3 UB; t� fit" ___ .I r I / t i 15" CONIC - I I I I • , . „(.' ii � ....:.:;_' 10 IN2 i:' e [ f r UTILITY f - , ............... AKMENT : a r ": f' . 1 I G. { 0 „',,,, ALL IRRIGATI � _ ':- '--; ,f '`� • �"""""""�" QQ' _ ^`' d r—I t r SLEEVES SHALL fl �e�. ., tG::.. , A.." .., ,_',:;:'.:;'::.:.,.,,:.:,,. I 4 I. i�A�' ,AS /ALL SHALL E; 2) _ \ t ,. LiiC,�. 1 —T- — —�- — \ SCHEDULE 40 PVCCECOtJDUITS (TYP P .JF } SEW,—' ttr ri. �w t W w z" / !_ -- tat �; ✓ �� �� \ 1 � 4 -�^.,, < -, I -- ..;,- --' ,-- EASEMENT _, ... W .! W / tf TREE ULCH RING (TYP)1' , # I e SOL�(TYP)f 636 ii y 4� 1 w �' 6 AS. r - r,cC SS 67LI Ao / [ / / 0' ACCE; O EASEMENT , \ . ': y - -ate / I ,,..wf`"-• (.. E?. 630 �.a. 93 `'�•', r \ t i J t73 , ► p : n x .. t r 7 i_-. itid%+v.. fir• .. _ .. .' W.s � _ . 1 w • f ... i ...,...... _._ ..,. ..__..„_ „M_ — .� ' - z � _ _`"'” "'T_' •- — _ _ ........... : +ti : AppPDX _ _ ....... � _ EJRELY HAP NT BEDS a-31:­ M3 FC. S,'-i 2`2' L10 "K A 3 , v �„ S24'09 31 L3 .B. 6.43 PG 78 -- = - ..._. L2 ULV � » �A. F?F-r�2 A P � _ tY-'LR PLAN) ['/L=47 &67 ! . EVINGU - TRAIL -(R-0 -- A ._ VARIABLE WIDTH R/W r TREES 66,879.59 S.F. BOTANICAL NAME 6,687.96 S.F. CONT 8,023.00 S.F. CANOPYAREA CF 124 620.00 S.F. 184 736.00 S.F. 56 1,008.00 S.F. 123 615.00 S.F. 366 3,294.00 S.F. 350 1.750.00 S. F. 8' -10' HT. 8,023.00 S.F. 12.00 PERCENT PROVIDED 29,257.98 S.F. 1,462.90 S.F. 1,888.00 S.F. 6.45 PERCENTPROVIDED 57 6 6 232 L. F. 210 L.F. 6 �I 11 45 322 L. F. p ' 1 a t 2 REMAININGT REES CANNOT BE PROVIDED DUETO OVERHEAD POWER LINES AN D VDOT EASEMENT. 2 REMAINING TREES CANNOT BE PROVIDED DUETO OVERHEAD POWER LINES AND VDOT EASEMENT. 81 207 L. F. 5 5 4 45 L. F. 2 2 SMALLTREES PROVI DED DUE TO OVERHEAD POWER LINES 6 8 EVERGREEN TREES 152 SHRUBS PROVIDED '"' }� fii � Pr \ C " 3 •s 2 BALMUN LI_� '� 1 D.B. 222: PG• 458 / CI_', 051GG 0() C0 1231DO 6;� _I�i'J;., ' �r TAX P ZONE- HIGH WA'( CCfOME CIA,L (HC) D,B, 2223 PG, 458 r TAX PCL.: r) :.00 (10 00 105A O (_:.l�3V�: I`�(i \Ir "tV?F°<'i 6.'1.JiY¢aY: [;.Rv[T'.I._ (HC) c ,....•t,�..,:,,.«�� a._ » . C° r c, W, T� ACCESS � U11Lii`( { i t 1 1 s� / EsA _t EPA 1 ! �.. s* J L U.B. 643 PC.17c3 , " ` $" / rN24'41 02 E 149.85' ✓ ENTIRELY MULCH ALL PLANT BEDS �TYP).° ALL IRRIGA11ON SLEEVES SHALL BE 2 7 �� Cc ✓ G SCHEDULE 40 PVC CONDUITS (TYP) ) . 1 / f r . !r2 I( � � : a d^ , f _ ry --.. - ...>� ,.,,, -_ °. �...__ ._,. ._... ..,. ,,,..,. ,.,. �• , � . r� � -' iJ, n 9 8 at ; �I /• `:I'P � I'''i �.— �'r � f - J�7 3 UB; t� fit" ___ .I r I / t i 15" CONIC - I I I I • , . „(.' ii � ....:.:;_' 10 IN2 i:' e [ f r UTILITY f - , ............... AKMENT : a r ": f' . 1 I G. { 0 „',,,, ALL IRRIGATI � _ ':- '--; ,f '`� • �"""""""�" QQ' _ ^`' d r—I t r SLEEVES SHALL fl �e�. ., tG::.. , A.." .., ,_',:;:'.:;'::.:.,.,,:.:,,. I 4 I. i�A�' ,AS /ALL SHALL E; 2) _ \ t ,. LiiC,�. 1 —T- — —�- — \ SCHEDULE 40 PVCCECOtJDUITS (TYP P .JF } SEW,—' ttr ri. �w t W w z" / !_ -- tat �; ✓ �� �� \ 1 � 4 -�^.,, < -, I -- ..;,- --' ,-- EASEMENT _, ... W .! W / tf TREE ULCH RING (TYP)1' , # I e SOL�(TYP)f 636 ii y 4� 1 w �' 6 AS. r - r,cC SS 67LI Ao / [ / / 0' ACCE; O EASEMENT , \ . ': y - -ate / I ,,..wf`"-• (.. E?. 630 �.a. 93 `'�•', r \ t i J t73 , ► p : n x .. t r 7 i_-. itid%+v.. fir• .. _ .. .' W.s � _ . 1 w • f ... i ...,...... _._ ..,. ..__..„_ „M_ — .� ' - z � _ _`"'” "'T_' •- — _ _ ........... : +ti : AppPDX _ _ ....... � _ EJRELY HAP NT BEDS a-31:­ M3 FC. S,'-i 2`2' L10 "K A 3 , v �„ S24'09 31 L3 .B. 6.43 PG 78 -- = - ..._. L2 ULV � » �A. F?F-r�2 A P � _ tY-'LR PLAN) ['/L=47 &67 ! . EVINGU - TRAIL -(R-0 -- A ._ VARIABLE WIDTH R/W r TREES QTY BOTANICAL NAME COMNAON NAME CONT CAL SIZE CF 5 CERCIS CANADENSIS 'FOREST PANSY TM FOREST PANSY REDBUD B&B 1.5 "CAL 117 CV 4 CRATAEGUS VIRIDIS'WINTER KING' 'WINT'ER KING' HAWTHORN B&B 2.5 "CAL 8' -10' HT. 10 18 ILEX X 'OAK LEAF' OAK LEAF HOLLY B&B 6' -8' HT. MIN. NG 5 NYSSA SYLVATICA'GREEN GABLE' TM BLACK GUM B &B OR CONT. 1.5 "CAL CONT. UB 9 ULMUS PARVIFOLIA'BOSQUE' BOSQIUE ELM B&B 3.5 "CAL 8' -9'H X 3'-4'W ZG 5 ZELKOVA SERRATA 'GREEN VASE' SAWLIEAF ZELKOVA B&B 2.5 "CAL SHRUBS QTY BOTANICAL NAME COMNAON NAME SIZE FIELD2 FIELD3 AS 117 ABELIA X GRANDIFLORA'SHERWOODII' DWARF ABELIA CONT. 15 " -18" HT. MIN IN2 19 ILEX CORNUTA'NEEDLEPOINT' NEDDILEPOINT HOLLY CONT. 18 " -24" HT. MIN. IG 49 ILEX CRENATA'GREEN LUSTRE' GREEIN LUSTER JAPANESE HOLLY B&B 18 " -24" HT. MIN. IS3 8 ILEX CRENATA'SKY PENCIL' SKY PENCIL JAPANESE HOLLY CONT. 36" HT. MIN. IS7 62 ILEX CRENATA'SOFT TOUCH' SOFT'TOUCH JAPANESE HOLLY CONT. 15 "-18" SP. J132 42 JUNIPERUS CONFERTA'BLUE PACIFIC' BLUE (PACIFIC JUNIPER CONT. 15"-18" SP. JB 22 JUNIPERUS HORIZONTALIS 'BAR HARBOR' BAR HAARBOR CREEPING JUNIPER CONT. JA 4 JUNIPERUS X PFITZERIANA'AUREA IMPROVED' GOLD COAST JUNIPER CONT. 18 " -24" SP. MIN. NP 32 NANDINA DOMESTICA'FIRE POWER' FIREPIOWER NANDINA CONT. 10 " -12" SP. GROUND COVER QTY BOTANICAL NAME COMMON NAME SIZE FIELD2 FIELD3 LB2 111 LIRIOPE MUSCARI 'BIG BLUE' BIG BLUE LILYTURF 1 GAL GROUND COVERS BOTANICAL NAME COMMON NAME REMARKS HS HARDWOOD MULCH SHREDDED HARDWOOD MULCH SOD /SEED BOTANICAL NAME COMMON NAME REMARKS SEE SHEET CP -501 FOR TYPE OF SOD OR SEED TO BE USED. CB PERMANENT LAWN SOD SEE SHEET CP -501 FOR TYPE OF SOD OR SEED TO BE USED. REMARKS REMARKS REMARKS NOTE: 1. FESCUE SOD SHALL NOT BE INSTALLED WHENEVER THE GROUND IS FROZEN. 2. ALL AREAS DISTURBED BY CONSTRUCTION THAT ARE NOT OTHERWISE COVERED BY BUILDING, PAVING, PLANT BEDS, MULCH RINGS OR OTHERWISE PERMANENTLY STABILIZED WITH LAWN SHALL BE PERMANENTLY SEEDED ACCORDING TO THE SEEDING NOTES ON SHEET CP -501 3. TO PREVENT SLIPPAGE SOD ON SLOPES 3:1 OR GREATER SHALL BE STAKED WITH BIO- DEGRADABLE STAKES AS MANUFACTURED BY GREENSTAKE, INC. CURVE TABLE CURVE I RADIUS I LENGTH I CHORD BEARING CHORD I DELTA I TANGENT GRAPHIC SCALE IN FEET t 0 12.5 25 50 • hi m i Key, STORE NUUBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STOKE DEAL TYPE FPS CS PROJECT NUMBER: 86047 ENGINEER: F y i V fi i CONSULTANT: KIMLEY —HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: 804 419-0740 FAX: (804) 4119 -0759 REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: CONCEPT LANDSCAPE PLAN SHEET NUMBER: cp-1 01 COMMENTS: GENERAL PLANTING NOTES: THE CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS, ETC. NECESSARY TO COMPLETE ALL PLANTING AS SHOWN ON THE PLANTING PLANS, AS SPECIFIED HEREIN OR IN SUPPLEMENTAL SPECIFICATIONS, AND /OR AS REQUIRED BY JOB CONDITIONS. THE WORK IN GENERAL INCLUDES, BUT IS NOT LIMITED TO THE FOLLOWING: (1) SOIL PREPARATION; (2) PROVIDING TOPSOIL AND ALL SOIL AMENDMENTS; (3) EXCAVATION OF PLANT PITS; (4) PROVIDING ALL PLANT MATERIAL AND MULCH AS INDICATED ON PLANS; (5) FERTILIZING; (6 )STAKING; 7 CHEMICAL APPLICATION; (8) MAINTENANCE AND GUARANTEE; (9) ALL OTHER ITEMS NECESSARY TO MAKE WORK COMPLETE. THE PLANTING CONTRACTOR IS RESPONSIBLE FOR COORDINATING WORK WITH THE OTHER CONTRACTORS. THIS PLAN DOES NOT GUARANTEE THE EXISTENCE OR NON - EXISTENCE OF ANY UTILITIES. PRIOR TO ANY CONSTRUCTION, EXCAVATION, OR ROTO- TILLING THE CONTRACTOR SHALL ASSUME THE RESPONSIBILITY OF VERIFYING THE LOCATIONS OF ALL UTILITIES, ABOVE AND /OR BELOW GROUND, PUBLIC AND /OR PRIVATE THAT MAY EXIST AND CROSS THROUGH THE AREAS OF CONSTRUCTION. (1) SOIL PREPARATION (1.1) BECAUSE OF SOIL COMPACTION DURING CONSTRUCTION, ALL PLANTING AREAS SHALL BE ROTOTILLED TO A DEPTH AS SHOWN IN DETAILS OR AS SPECIFIED IN WRITTEN SPECIFICATIONS. A PLANTING AREA IS ANY AREA IN WHICH NEW PLANTING OCCURS. EXCAVATE THE ENTIRE AREA BOUNDED BY WALKS, WALLS, FENCES, ETC. REMOVE SPOIL MATERIAL AS DIRECTED BY OWNER OR THE OWNER'S REPRESENTATIVE. (1.2) EXCAVATED SOIL SHOULD BE USED AS BACKFILL MATERIAL IN ORDER TO ELIMINATE OR MINIMIZE THE OCCURRENCE OF HYDROLOGIC DISCONTINUITIES, AND /OR SOIL INTERFACE PROBLEMS COMMON TO PLANTING BEDS CONTAINING SOILS OF DIFFERENT TEXTURE. WHERE THE TEXTURE OF THE EXISTING SOIL IS UNDESIRABLE FOR THE PLANT SPECIES BEING PLANTED (Le. HEAVY CLAY, PURE SAND) AND WHERE THE PH OF THE EXISTING SOIL IS SUITABLE FOR THE SPECIES BEING PLANTED, THE SOIL SHALL BE BLENDED 66% EXISTING SOIL WITH 33% AMENDED SOIL. (1.3) WHERE IT IS DETERMINED THAT THE EXISTING SOIL EXCAVATED IS TOTALLY UNSUITABLE FOR USE AS BACKFILL MATERIAL BECAUSE OF IMPROPER PH OR THE PRESENCE OF DEBRIS OR OTHER DELETERIOUS MATTER. T DESCRIBED BELOW WITH THE E HE BACKFILL MATERIAL SHALL BE 100 /o AMENDED SOIL MIXTURE AS DESC B ADDITION OF 112 PART SAND. AMENDED SOIL: PLANTING SOIL FOR AMENDING BACKFILL SHALL BE 100 % TOPSOIL WITH AMENDMENTS ADDED ACCORDING TO THE RECOMMENDATIONS OF THE SOILS TEST REPORT TO BRING THE pH VALUE OF THE PLANTING BACKFILL MIXTURE WITHIN THE RANGES DESCRIBED BELOW. THE TOPSOIL AND AMENDMENTS SHALL BE MIXED AT AN ON -SITE LOCATION. PLANTING SOIL SHALL NOT BE MIXED AT INDIVIDUAL PLANT LOCATIONS. (2) TOPSOIL AND ALL SOIL AMENDMENTS (2.1) NECESSARY QUANTITIES OF TOPSOIL SHALL BE SUPPLIED BY THE CONTRACTOR AND APPROVED BY THE OWNER OR HIS REPRESENTATIVE. THE CONTRACTOR SHALL APPLY TOPSOIL ONLY AFTER SECURING SOIL TEST (V.P.L), APPLYING RECOMMENDED TREATMENT THEREOF, AND SUBMITTING FOR APPROVAL. (2.2) ON SITE TOPSOIL MEETING THE CONDITIONS FOR THESE NOTES MAY BE USED, OR IF INSUFFICIENT QUANTITIES ARE AVAILABLE, OUTSIDE TOPSOIL MEETING THE FOLLOWING CRITERIA SHALL BE PROVIDED. (2.3) ON -SITE TOPSOIL SHALL BE STOCKPILED TOPSOIL THAT HAS BEEN SALVAGED IN ACCORDANCE WITH SECTION 303.04(A) OF THE V.D.O.T. SPECIFICATIONS. IT SHALL BE FREE FROM REFUSE, OR ANY MATERIAL TOXIC TO PLANT GROWTH, AND REASONABLY FREE FROM SUBSOIL, STUMPS, ROOTS, BRUSH, STONES, CLAY, LUMPS, OR SIMILAR OBJECTS LARGER THAN 3" IN THEIR GREATEST DIMENSION. (2.4) OFF -SITE TOPSOIL, IF NEEDED, SHALL BE TOPSOIL FURNISHED FROM SOURCES OUTSIDE THE PROJECT LIMITS AND SHALL BE THE ORIGINAL TOP LAYER OF A SOIL PROFILE FORMED UNDER NATURAL CONDITIONS, TECHNICALLY DEFINED AS THE "A" HORIZON BY THE SOIL SOCIETY OF AMERICA. IT SHALL CONSIST OF NATURAL, FRIABLE, LOAMY SOIL WITHOUT ADMIXTURES OF SUBSOIL. OR OTHER FOREIGN MATERIALS, AND SHALL BE REASONABLY FREE FROM STUMPS, ROOTS, HARD LUMPS, STIFF CLAY, STONE, NOXIOUS WEEDS, BRUSH, OR OTHER LITTER. IT SHALL HAVE DEMONSTRATED BY EVIDENCE OF HEALTHY VEGETATION GROWING, OR HAVING GROWN ON IT PRIOR TO STRIPPING, THAT IT IS REASONABLY WELL DRAINED AND DOES NOT CONTAIN SUBSTANCES TOXIC TO PLANTS. (2.4.1) "A" HORIZON: "A" HORIZONS SHALL BE MINERAL HORIZONS CONSISTING OF (1) HORIZONS OR ORGANIC MATTER ACCUMULATION FORMED OR FORMING AT OR ADJACENT TO THE SURFACE; (2) HORIZONS THAT HAVE LOST CLAY, IRON, OR ALUMINUM, WITH RESULTANT CONCENTRATIONS OF QUARTZ OR OTHER RESISTANT MINERALS OF SAND OR SILT SIZE; OR (3) HORIZONS DOMINATED BY 1 OR 2 ABOVE BUT TRANSITIONAL TO AN UNDERLYING B OR C. (2.4.2) "A" HORIZON SUBDIVISIONS: Al HORIZONS SHALL BE MINERAL HORIZONS FORMED OR FORMING AT OR ADJACENT TO THE SURFACE, IN WHICH THE FEATURE EMPHASIZED IS AN ACCUMULATION OF HUMIDIFIED ORGANIC MATTER INTIMATELY ASSOCIATED WITH THE MINERAL FRACTION. THE SOIL IS A DARK OR DARKER THAN UNDERLYING HORIZONS BECAUSE OF THE PRESENCE OF ORGANIC MATTER. THE ORGANIC MATERIAL IS ASSUMED TO BE DERIVED FROM PLANT AND ANIMAL REMAINS DEPOSITED ON THE SURFACE OF THE SOIL OR DEPOSITED WITHIN THE HORIZON WITHOUT APPRECIABLE TRANSLOCATION. A2 HORIZONS SHALL BE MINERAL HORIZONS IN WHICH THE FEATURE EMPHASIZED IS LOSS OF CLAY, IRON OR ALUMINUM, WITH RESULTANT CONCENTRATION OF QUARTZ OR OTHER RESISTANT MINERALS IN SAND AND SILT SIZES. (2.4.3) 'A' HORIZON TOPSOIL CONTENT: "A" HORIZON TOPSOIL SHALL BE IN ACCORDANCE WITH THE FOLLOWING MATERIALS BY PERCENTAGE OF VOLUME: SILT 42 -58% SAND 15 -20% CLAY 15 -20% ORGANIC MATERIAL 12 -18% (2.5) TOPSOIL SHALL HAVE A PH IN THE RANGE OF 6.0 TO 7.0 PRIOR TO MIXING WITH AMENDMENTS. IF THE PH IS NOT WITHIN THIS RANGE, THE pH SHALL BE CORRECTED AT THE CONTRACTOR'S EXPENSE OR A DIFFERENT SOURCE OF SUPPLY SHALL BE SELECTED. TOPSOIL SHALL BE SUBJECT TO INSPECTION BY THE OWNER OR THE OWNER'S REPPESENTATIVE AT THE SOURCE OF SUPPLY AND IMMEDIATELY PRIOR TO USE IN THE PLANTING OPERATIONS. (2.6) PLANTING SOIL AFTER AMENDING FOR DECIDUOUS PLANTS SHALL HAVE A pH VALUE BETWEEN 6.0 AND 7.0, AND FOR EVERGREEN OR SEMI - EVERGREEN PLANTS SHALL HAVE A PH VALUE BETWEEN 5.0 AND 6.0. A REPRESENTATIVE SAMPLE FROM THE EXCAVATED SOIL SHALL BE FIELD TESTED FOR pH UTILIZING A RELIABLE SOIL PH METER OR SOIL pH TEST KIT. THE PH VALUE OF THE NATURAL SOIL BACKFILL MIXTURE MAY BE AMENDED BY ADDING LIMESTONE OR ALUMINUM SULFATE AS NEEDED. (3) EXCAVATION OF PLANT PITS (3.1) PRIOR TO EXCAVATION OF TREE PITS, AN AREA EQUAL TO TWO TIMES THE DIAMETER OF THE ROOT BALL SHALL BE ROTO- TILLED TO A DEPTH EQUAL TO THE DEPTH OF THE ROOT BALL. (3.2) IN CONTINUOUS SHRUB AND GROUND COVER BEDS, THE ROTO- TILLED PERIMETER SHOULD EXTEND TO A DISTANCE OF ONE FOOT BEYOND THE DIAMETER OF A SINGLE ROOTBALL. THE BED SHALL BE TILLED TO A DEPTH EQUAL TO THE ROOT BALL DEPTH PLUS 6 ". (3.3) TREE PITS FOR WELL DRAINED SOILS SHALL BE DUG SO THAT THE BOTTOM OF THE ROOT BALL WILL REST ON UNDISTURBED SOIL AND THE TOP OF THE ROOT BALL WILL BE FLUSH WITH FINISH GRADE. IN POORLY DRAINED SOILS THE TREE PIT SHALL BE DUG SO THAT THE ROOT BALL RESTS ON UNDISTURBED SOIL AND THE TOP OF THE ROOT BALL IS 1" ABOVE FINISH GRADE. PLANT PIT WALLS SHALL BE SCARIFIED PRIOR TO PLANT INSTALLATION. (3.4)SHRUB BEDS SHALL BE EXCAVATED TO 6" BELOW THE ROOT BALL OF THE SHRUB. (3.5) ALL AIR POCKETS SHALL BE REMOVED FROM PLANT PIT UPON BACK FILLING WITH PLANTING SOIL BY FILLING APPROXIMATELY 1/2 TO 213 OF THE PIT WITH PLANTING BACKFILL MATERIAL, TAMPING BACKFILL MATERIAL AND THEN WATERING TO ENSURE SETTLEMENT OF THE MATERIAL. BACKFILL MATERIAL SHALL THEN BE PLACED WITHIN THE REMAINING CAVITIES OF THE PLANT PIT, TAMPING AND WATERED AGAIN TO ENSURE SETTLEMENT OF THE BACKFILL MATERIAL. UNDER NO CIRCUMSTANCES SHALL ANY SOIL OR BACKFILL MATERIAL BE APPLIED ABOVE THE ROOT BALL OF THE PLANTS. (3.6) GROUND COVERS SHALL BE PLANTED IN BEDS HAVING A MINIMUM DEPTH OF 4" BELOW THE PROPOSED ROOT DEPTH. PLANTS SHALL BE EVENLY SPACED AND SET TO MAINTAIN THE ORIGINAL GROWING DEPTH WHILE ALLOWING FOR A 2" TOP DRESSING OF MULCH. (4) PLANT MATERIAL AND MULCH (4.1) THE NAMES OF PLANTS REQUIRED UNDER THIS CONTRACT CONFORM TO THOSE GIVEN IN L.H. BAILEY'S HORTUS THIRD, 1976 EDITION. NAMES OF VARIETIES NOT INCLUDED THEREIN CONFORM GENERALLY WITH NAMES ACCEPTED IN THE NURSERY TRADE. ALL PLANTS SHALL HAVE A HABIT OF GROWTH THAT IS NORMAL FOR THEIR SPECIES AND THEY SHALL BE SOUND, HEALTHY AND VIGOROUS, WITH WELL DEVELOPED ROOT SYSTEMS. ALL PLANT MATERIAL SHALL BE FREE FROM INSECT PESTS, PLANT DISEASES, AND INJURIES. ALL PLANTS SHALL EQUAL OR EXCEED THE MEASUREMENTS SPECIFIED IN THE PLANT LIST, WHICH ARE MINIMUM ACCEPTABLE SIZES. TREES SHALL HAVE SINGLE TRUNKS EXCEPT AS NOTED. ALL SHRUBS SHALL BE HEALTHY, VIGOROUS, AND OF GOOD COLOR. ONLY DAMAGED OR BROKEN BRANCHES OF PLANT MATERIAL MAY BE PRUNED AND ANY NECESSARY PRUNING SHALL BE DONE AT THE TIME OF PLANTING. HOWEVER, UNDER NO CIRCUMSTANCES SHALL THE CENTRAL LEADER OF A PLANT BE PRUNED. (4.2) ALL TAGS, STRINGS OR ANY OTHER MATERIAL ATTACHED TO THE PLANTS SHALL BE REMOVED AT THE TIME OF THE PLANTING. BALLING AND BURLAPPING OF PLANTS SHALL FOLLOW THE CODE OF STANDARDS CURRENTLY RECOMMENDED BY THE AMERICAN STANDARD FOR NURSERY STOCK. (4.3) SUBSTITUTIONS WILL BE PERMITTED ONLY UPON SUBMISSION OF PROOF THATANY PLANT IS NOT OBTAINABLE, ALL SUBSTITUTIONS MUST BE AUTHORIZED BY THE OWNER OR THE OWNER'S REPRESENTATIVE IN WRITING PROVIDING FOR USE OF THE NEAREST EQUIVALENT OBTAINABLE SIZE OR VARIETY OF PLANT HAVING THE SAME ESSENTIAL CHARACTERISTICS AS THE ORIGINAL VARIETY WITH AN EQUITABLE ADJUSTMENT OF CONTRACT PRICE. (4.4) BALLED AND BURLAPPED PLANTS (B &B) SHALL BE DUG WITH FIRM, NATURAL BALLS OF EARTH OF SUFFICIENT DIAMETER AND DEPTH TO ENCOMPASS THE FIBROUS AND FEEDING ROOT SYSTEM NECESSARY FOR FULL RECOVERY OF THE PLANT. BALLS SHALL BE FIRMLY WRAPPED WITH BURLAP OR SIMILAR MATERIAL AND BOUND WITH TWINE OR CORD. BURLAP SHALL NOT BE PULLED OUT FROM UNDER BALLS DURING PLANTING OPERATIONS. B &B PLANTS WHICH CANNOT BE PLANTED IMMEDIATELY ON DELIVERY SHALL BE COVERED WITH MOIST SOIL, MULCH, OR OTHER MATERIAL TO PROVIDE PROTECTION FROM DRYING WINDS AND SUN. (4.5) PLANTS NOTED "CONTAINER" ON THE PLANT LIST MUST BE CONTAINER GROWN WITH WELL ESTABLISHED ROOT SYSTEMS. LOOSE CONTAINERIZED PLANT MATERIAL WILL NOT BE ACCEPTED. ALL PLANTS INJURED AND PLANTS WITH ROOT BALLS BROKEN DURING TRANSPORT OR PLANTING OPERATIONS WILL BE REJECTED. BARE - ROOTED PLANTS (BR) SHALL BE PLANTED OR HEELED -IN IMMEDIATELY UPON DELIVERY. ALL PLANTS SHALL BE WATERED AS NECESSARY UNTIL PLANTED. (4.6) NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON THE PLAN EXCEPT WHERE OBSTRUCTIONS BELOW GROUND ARE ENCOUNTERED OR WHERE CHANGES HAVE BEEN MADE IN THE PROPOSED CONSTRUCTION. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE. REASONABLE CARE SHALL BE EXERCISED TO HAVE PLANTING PITS DUG AND SOIL PREPARED PRIOR TO MOVING PLANTS TO THEIR RESPECTIVE LOCATIONS TO ENSURE THAT THEY WILL NOT BE UNNECESSARILY EXPOSED TO DRYING OR PHYSICAL DAMAGE. (4.7) A LIST OF PLANTS, INCLUDING SIZES, QUANTITIES AND OTHER REQUIREMENTS, IS SHOWN ON THE DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE QUANTITIES AS SHOWN ON THE DRAWINGS. IF DISCREPANCIES OCCUR IN THE QUANTITIES SHOWN, THE PLANTING PLANS SHALL GOVERN. (4.8) THE PLANTING CONTRACTOR WILL BE NOTIFIED BY THE GENERAL CONTRACTOR WHEN OTHER DIVISIONS OF THE WORK HAVE PROGRESSED SUFFICIENTLY TO COMMENCE WORK ON THE PLANTING OPERATION. THEREAFTER, PLANTING OPERATIONS SHALL BE CONDUCTED UNDER FAVORABLE WEATHER CONDITIONS DURING THE NEXT SEASON OR SEASONS WHICH ARE NORMAL FOR SUCH WORK. REMOVAL OF ROCK OR OTHER UNDERGROUND OBSTRUCTIONS, RELOCATIONS TO AVOID OBSTRUCTIONS, AND PROVISION OF DRAINAGE FOR PLANTING AREAS SHALL BE DONE ONLY AS APPROVED BY THE OWNER OR THE OWNER'S REPRESENTATIVE. (4.9) ALL PLANTS SHALL BE PLANTED UPRIGHT AND FACED TO GIVE THE BEST APPEARANCE OR RELATIONSHIP TO ADJACENT STRUCTURES. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS SHALL BE CUTOFF CLEANLY. PLANTS WITH CIRCLING ROOTS SHALL NOT BE ACCEPTED. BURLAP TWINE AND OTHER FASTENING MATERIAL SHALL BE CUT AND PUSHED TO THE BOTTOM OF THE PLANT PIT PRIOR TO BACKFILL MATERIAL BEING PLACED. THE PLANT SHALL NOT BE ROCKED BACK AND FOURTH TO ENTIRELY REMOVE THE WRAPPING MATERIAL NOR SHALL ANY OTHER PRACTICE BE PERFORMED WHICH COULD CAUSE THE ROOT BALL TO BREAK APART. WHEN WIRE BASKETS ARE USED ON THE ROOT BALL OF PLANTS THE WIRE SHALL BE REMOVED TO AT LEAST 12" BELOW THE TOP OF THE ROOT BALL. (4.10) AT THE TIME OF PLANTING, AND AS MANY TIMES LATER AS SEASONAL CONDITIONS REQUIRE, EACH PLANT AND THE SODDI SOIL AROUND IT SHALL BE THOROUGHLY WATERED. CARE SHOULD BE EXERCISED WHEN WATERING TO AVOID FLOODING OF PLANTS AND BEDS, DISPLACEMENT OF MULCH MATERIAL AND EROSION OF SOIL. AVOID USE OF HIGH PRESSURE HOSES. THE CONTRACTOR SHALL MAKE, AT HIS EXPENSE, WHATEVER ARRANGEMENTS MAY BE NECESSARY TO ENSURE (1) AN ADEQUATE SUPPLY OF WATER TO MEET THE NEEDS OF THIS CONTRACT DURING INSTALLATION. THE CONTRACTOR SHALL ALSO FURNISH ALL NECESSARY HOSE, EQUIPMENT ATTACHMENTS AND ACCESSORIES FOR THE ADEQUATE THAT WATERING OF PLANTED AREAS AS MAY! BE REQUIRED UNTIL ACCEPTANCE BY THE OWNER OR THE OWNER'S FOLLO REPRESENTATIVE. RECD (4.11) MULCH SHALL BE CLEAN, GROUND OR SHREDDED BARK OR HARDWOOD MULCH. IN PLANTING AREAS WHERE SLOPES STATE EXCEED 3:1 AND AT DRAINAGE DISPERSION POINTS OR ALONG NATURAL WATER WAYS WHERE CONCENTRATIONS OF CONDI SURFACE WATER EMPTY FROM CULVERTS OR PAVED DITCHES HEAVY JUTE MESH SHALL BE INSTALLED. SHREDDED HARDWOOD OR BARK MULCH SHALL HAVE BEEN COMPOSTED FOR AT LEAST TWO MONTHS PRIOR TO APPLICATION. 2ND MI FRESHLY GROUND MULCH WILL NOT BE ACCEPTED. FINELY GROUND MULCH WHICH INHIBITS DRAINAGE, ENCOURAGES CONS WEED GROWTH OR BECOMES WATERLOGGED WILL NOT BE ACCEPTED. MULCH SHALL BE COMPOSED OF SIMILAR SIZED GOOD FRAGMENTS AND SHALL NOT CONTAIN STICKS, CONES, LEAVES, UNSHREDDED PIECES, OR OTHER DELETERIOUS MATTER. ALL AZALEA AND CAMELLIA PLANTING [BEDS SHALL HAVE 1" OF PINE STRAW MULCH UNDER 3" OF SHREDDED HARDWOOD JUST( MULCH. RAPTO (4.12) ALL PLANTS SHALL BE MULCHED IMMEDIATELY AFTER PLANTING. GROUND COVERS SHALL BE MULCHED WITH A 3" TARH LAYER OF DOUBLE SHREDDED HARDWOOD MULCH. ALL OTHER PLANTING BEDS, SHRUBS AND TREE PLANTINGS SHALL BE MULCHED WITH A 4" MINIMUM LAYER OF MULCH. THIS MULCH SHALL ENTIRELY COVER THE AREA OF THE PLANTING PIT, BED, OR EARTH BERM AROUND EACH PLANT WITH THE EXCEPTION OF THE AREA IMMEDIATELY ADJACENT TO THE PLANT (2) TRUNK OR TRUNKS. THE AREA IMMEDIATELY ADJACENT TO THE PLANT TRUNK OR TRUNKS SHALL BE LEFT FREE OF ANY THE D MULCH. (5) FERTILIZING (3) ABSO (5.1) THE FERTILIZER SHOULD BE A DRY SLOW RELEASE FORM OF FERTILIZER. IT SHOULD CONTAIN AT LEAST 25 -50% ANY KI WATER INSOLUBLE NITROGEN. THE FERTILIZER SELECTED SHOULD ALSO HAVE A LOW ADJUSTED SALT INDEX TO PREVENT BURNING. THE N -P -K RATIO SHOULD NOT EXCEED 3 -1 -2 UNLESS THE SOIL TEST REVEALS THAT ADDITIONAL LEVELS OF P AND K ARE NECESSARY. (4) (5.2) FOR DECIDUOUS TREES, USE OSMMOCOTE (18 -6 -12) AT THE RATE EQUIVALENT TO 4 LBS ACTUAL N /1000 SQ FT OF ROOT SOD S ZONE AREANEAR. FOR EVERGREEN TREES USE 2 LBS ACTUAL N 11000 SQ FT OF ROOT ZONE ARE.ANEAR. ELEME (5.3) MIX THE FERTILIZER INTO THE BACKFILL SOIL OF THE TREE PITS. FOR SHRUB BEDS, MIX THE FERTILIZER INTO THE SHALL AREA THAT HAS BEEN ROTO- TILLED FOR THE PLANTS. THOR (5.4) THE FERTILIZER RATE FOR CONTINUOUS GROUND COVER AND SHRUB BEDS SHOULD BE DERIVED BY CALCULATING ROLL( THE ENTIRE ROOT ZONE AREA. THE ROOT ZONE AREA IS FOUND BY MEASURING THE AREA CONTAINING THE MULTIPLE SOD, C PLANT ROOTS. USE OSMOCOTE (18 -6 -12) AT A RATE EQUIVALENT TO 2 LBS OF N /1000 SQ FT OF ROOT ZONE AREA. THE OVER FERTILIZER SHOULD BE EVENLY DISTRIBUTED WITHIN THE SHRUB BED SOIL. AS AL (5.5) ALWAYS BE SURE THAT ADEQUATE MOISTURE IS AVAILABLE WHEN FERTILIZING SO THAT THE FERTILIZER WILL BE DISSOLVED INTO THE SOIL SOLUTION FOR ROOT UPTAKE AND TO AVOID BURNING THE ROOTS. (5) (6) STAKING SHALL ROOT (6.1) ALL TREES SHALL BE STAKED ACCORDING TO THE TYPICAL DETAILS PROVIDED. EXCES (6.2) THREE STAKES SHALL BE REQUIRED PER LARGE AND MEDIUM TREES. SMALL DECIDUOUS TREES LARGER THAN 1" CALIPER AND EVERGREEN TREES ;SHALL ONLY BE REQUIRED TO BE STAKED WITH 2 STAKES. TREES 1" CALIPER AND (6) L SMALLER SHALL ONLY BE REQUIRED TO BE STAKED WITH ONE STAKE. THE STAKES SHALL BE DRIVEN IN A RADIAL PATTERN FOR LARGE, MEDIUM AND, SMALL DECIDUOUS TREES. STAKES FOR EVERGREEN TREES SHALL BE PROVIDED ON EACH SIDE OF THE TREE 180 DEGREES APART. STAKES SHALL BE DRIVEN VERTICALLY INTO THE GROUND OUTSIDE THE (7) EDGE OF THE ROOTBALL TO A DEPTH OF 2 1 /2' TO 3' ON OPPOSITE SIDES OF THE TREE IN SUCH A MANNER AS NOT TO LAWN INJURE THE ROOT BALL OR ROOTS.. STAKES FOR SUPPORTING TREES SHALL BE 1.5"X 1.5" SQUARE OR ROUND, BY 8'. THE STAKES SHALL BE SOUND WOOD TREATED WITH A SUITABLE WOOD PRESERVATIVE. SUNK TIES SHALL BE ARBORTIE (OR EQUAL) SIZED APPROPRIATELY PER MANUFACTURES RECOMMENDATIONS FOR THE SIZE OWNE OF TREE SPECIFIED. ORIGIN ARBORTIE (OR EQUAL) SHALL BE NAILED TO WOODEN STAKES, OR TIED AROUND A'T' STAKE WITH A ROLLING HITCH. (8) NO ANCHORS OR NAILS SHALL BE UISED ON THE TREE ITSELF. OF TW USE ARBORKNOT DETAILS TO SECURE ARBORTIE (OR EQUAL) AROUND NEWLY PLANTED TREE. IF APPROPRIATELY TIED, ARBORTIE SHALL PROVIDE A SECURE, GIRDLE FREE ATTACHMENT TO THE TREE, WHICH WILL EXPAND AS THE TREE GROWS. NO ANCHORS OR NAILS SHALL BE USED ON THE TREE ITSELF. SECURE LONG END OF ARBORTIE 9(OS EQUAL) TO THE EYE OF THE STAKE OR ANCHOR. ADD TENSION TO THE ARBORTIE (OR EQUAL) BY DRIVING THE STAKE OR ANCHOR INTO THE GROUND OUTSIDE OF THE PLANTING HOLE AT A 45 DEGREE ANGLE TO THE TREE TRUNK. WHEN DRIVING THE STAKE OR ANCHOR INTO THE GROUND, ENSURE EYE OPENING IS NOT BURIED. FINAL STAKE PLACEMENT SHALL ENSURE EYE OPENING IS EVEN TO SOIL LEVEL. STAKES OR ANCHORS SHALL BE EVENLY SPACED AROUND THE TREE. r. (6.3) WOODEN STAKES AND WIRE TIES SHALL BE REMOVED AFTER ONE YEAR. (7) CHEMICAL APPLICATION _____ (7.1) ALL PESTICIDES SHALL BE PRODUCTS OF RECOGNIZED COMMERCIAL MANUFACTURERS, AND SHALL CONFORM TO ALL APPLICABLE FEDERAL, STATE, AND LOCAL PESTICIDE LAWS. PESTICIDES SHALL BE APPLIED WITH CALIBRATED EQUIPMENT ACCORDING TO EPA LABEL RESTRICTIONS AND REGULATIONS BY A CERTIFIED APPLICATOR. ANY DAMAGE INCURRED TO THE SITE, ADJACENT PROPERTIES, OR APPLICATOR DURING PESTICIDE APPLICATIONS WILL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. (7.2) PESTICIDES SHOULD BE USED ONLY WHEN NECESSARY TO TREAT AN OUTBREAK OF A HARMFUL PEST OR DISEASE PROBLEM. THE OWNER OR THE OWNER'S REPRESENTATIVE SHALL BE NOTIFIED 24 HOURS PRIOR TO THE APPLICATION OF ANY PESTICIDE. (8) MAINTENANCE AND GUARANTEE (8.1) THE LANDSCAPE CONTRACTOR SIHALL BE RESPONSIBLE FOR MAINTAINING HIS WORK FOR THE PERIOD OF TWO YEAR AFTER SUBSTANTIAL COMPLETION AND ACCEPTANCE BY THE OWNER OR THE OWNER'S REPRESENTATIVE. MAINTENANCE SHALL INCLUDE WATERING, WEEDING, CULTIVATING, MULCHING, REMOVAL OF DEAD MATERIALS, RESETTING OF PLANTS TO PROPER GRADES OR UPRIGHT POSITIONS, RESTORATION OF EARTH BERMS, AND OTHER NECESSARY OPERATIONS. ADEQUATE PROTECTION FOR LAWN AREAS AGAINST TRESPASSING DURING PLANTING OPERATIONS AND AGAINST DAMAGE OF ANY KIND SHALL BE PROVIDED. NOTHING IN THESE NOTES IS INTENDED TO RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO REPAIR EXISTING LAWN AREAS DAMAGED BY WORKMEN ENGAGED IN THE COMPLETION OF THIS PROJECT. (8.2) INSPECTION OF THE WORK TO DETERMINE COMPLETION OF THE CONTRACT EXCLUSIVE OF THE POSSIBLE REPLACEMENT OF PLANTINGS, WILL BE MADE BY THE OWNER OR THE OWNER'S REPRESENTATIVE AT THE CONCLUSION OF THE INSTALLATION PERIOD UPON WRI -TTEN NOTICE REQUESTING SUCH INSPECTION. REQUEST SHALL BE SUBMITTED BY TRACTOR AT LEAST THIRTY DAYS (PRIOR TO THE ANTICIPATED DATE FOR INSPECTION AFTER INSPEC NG NOTES VEGETATIVELY PROPAGATED FESCUE SOD IS THE PREFERRED LAWN GRASS. ONLY VARIETIES HAVE PROVEN SUCCESSFUL IN THE PROJECT VICINITY SHALL BE SELECTED FROM THE WING OR FROM VARIETIES AS RECOMMENDED IN THE 2014 -2015 VIRGINIA TURFGRASS VARIETY MMENDATIONS AVAILABLE FROM VIRGINIA COOPERATIVE EXTENSION, VIRGINIA TECH, VIRGINIA UNIVERSITY AND SHALL BE A BLEND OF SEED THAT WILL BE TOLERANT OF SHADE TO FULL SUN TIONS, LLENNIUM AVENGER BILTMORE BINGO BLACKWATCH BRAVO COCHISE II COCHISE III TITUTION COYOTE II CROSSFIRE II DAVINCI DAYTONA ENDEAVOR FALCON IV FIDELITY FORTE EN, GRANDE, GRANDE II, GREENKEEPER WAF, GUARDIAN 21, HOUNDOG 5, HUNTER, INFERNO, CE, MAGELLAN, MASTERPIECE, MATADOR, MATADOR GT, ONYX, PADRE, PICASSO, PENN 1901, R, REBEL EXEDA, REGIMENT II, REMBRANDT, SOUTHERN CHOICE II, SR 8250, TAOS, TARHEEL, EEL II, TEMPEST, TITANIUM, TOMBSTONE, TURBO, ULTIMATE, WATCHDOG, AND WOLFPACK. THE CONTRACTOR SHALL SOD ALL AREAS THAT ARE NOT PAVED OR PLANTED AS DESIGNATED ON RAWINGS WITHIN THE CONTRACT LIMITS, UNLESS SPECIFICALLY NOTED OTHERWISE. THE SOD SHALL BE CERTIFIED TO MEET LOCAL STATE PLANT BOARD SPECIFICATIONS, CUTELY TRUE TO VARIETAL TYPE, AND FREE FROM WEEDS, FUNGUS, INSECTS AND DISEASE OF ND. SOD PANELS SHALL BE LAID TIGHTLY TOGETHER SO AS TO MAKE A SOLID SODDED LAWN AREA. HALL BE LAID UNIFORMLY AGAINST THE EDGES OF ALL CURBS AND OTHER HARDSCAPE NTS, PAVED AND PLANTED AREAS. IMMEDIATELY FOLLOWING SOD LAYING, THE LAWN AREAS BE ROLLED WITH A LAWN ROLLER CUSTOMARILY USED FOR SUCH PURPOSES, AND THEN OUGHLY IRRIGATED. IF, IN THE OPINION OF THE OWNER, TOP - DRESSING IS NECESSARY AFTER NG TO FILL THE VOIDS BETWEEN THE SOD PANELS AND TO EVEN OUT INCONSISTENCIES IN THE LEAN SAND, AS APPROVED BY THE OWNER'S REPRESENTATIVE, SHALL BE UNIFORMLY SPREAD THE ENTIRE SURFACE OF THE SOD AND THOROUGHLY WATERED IN. FERTILIZE INSTALLED SOD ALL BY PROPERTY'S JURISDICTIONAL AUTHORITY. DURING DELIVERY, PRIOR TO, AND DURING THE PLANTING OF THE LAWN AREAS, 'THE SOD PANELS AT ALL TIMES BE PROTECTED FROM EXCESSIVE DRYING AND UNNECESSARY EXPOSURE OF THE S TO THE SUN. ALL SOD SHALL BE STACKED SO AS NOT TO BE DAMAGED BY SWEATING OR SIVE HEAT AND MOISTURE. TAR k"RIA _11kq It01-LnL0h WITHIN THE CONTRACT LIMITS, THE CONTRACTOR SHALL PRODUCE A DENSE, WELL ESTABLISHED THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR AND RE- SODDING OF ALL ERODED, EN OR BARE SPOTS (LARGER THAN 12 "X12 ") UNTIL CERTIFICATION OF ACCEPTABILITY BY THE R OR OWNER'S REPRESENTATIVE. REPAIRED SODDING SHALL BE ACCOMPLISHED AS IN THE AL WORK (INCLUDING REGRADING IF NECESSARY). CONTRACTOR IS RESPONSIBLE FOR ESTABLISHING AND MAINTAINING SOD /LAWNI FOR A PERIOD 0 YEARS UNTIL ACCEPTANCE BY THE OWNER OR OWNER'S REPRESENTATIVE. /1 // CAR DOOR :--\- r f3' -0„ i r4AREST CENTER OF SHRUB _ 2' -p„ MIN. CLEAR PARKING ISLAND, SIDE DETAIL \ � . \ .. ,, r CON TT N, THE CONTRACTOR WILL BE NOTIFIED IN WRITING BY THE OWNER OR THE OWNER'S REPRESENTATIVE OF ACCEPTANCE OF THE PARKING ISLAND" NOSE -IN DETAIL ----r � 2) 1 WORK, EXCLUSIVE OF THE POSSIBLE REPLACEMENT OF PLANTS SUBJECT TO GUARANTEE; OR, IF THERE ARE ANY �- DEFICIENCIES, THE CONTRACTOR WILL BE NOTIFIED OF THE REQUIREMENTS NECESSARY FOR COMPLETION OF THE WORK. PLANTINGS SHALL NOT BE CONSIDERED ACCEPTED UNTIL ALL DEFICIENCIES HAVE BEEN CORRECTED AND APPROVED IN 1. INSTALL CONTINUOUS MULCH BED ADJACENT TO PARKING SPACES AS SHOWN. WRITING. MULCH SHALL BE MIN. 3" DEEP. (8.3) NURSERY STOCK SHALL BE FULLY' GUARANTEED FOR TWO FULL YEARS. ALL PLANTS THAT FAIL TO MAKE NEW NO POP -UP IRRIGATION HEADS SHALL BE LOCATED WITHIN 24" OF A PARKING GROWTH FROM A DORMANT CONDITION OR THAT DIE DURING THE FIRST YEAR AFTER PLANTING SHALL BE REPLACED. ALL SPACE ON ANY SIDE REPLACEMENTS SHALL CONFORM WITH THE ORIGINAL SPECIFICATIONS AS TO SIZE AND TYPE. ALL COSTS OF 2. CURB OR PARKING LOT EDGE REPLACEMENTS SHALL BE BORNE BY THE CONTRACTOR. (9) ALL OTHER ITEMS NECESSARY TO MAKE WORK COMPLETE (9.1) ANY PLANT MATERIAL NOT PLANTED SHALL BE REMOVED FROM THE SITE. THE CONTRACTOR SHALL BE RESPONSIBLE Parking S a c e / Curb Plant p FOR THE REMOVAL OF ALL UNUSED RUJBBISH AND DEBRIS FROM THE SITE UPON COMPLETION OF HIS WORK. " SECTION NTS (10) PERMANENT SEEDING (SHALL ONLY APPLY TO DISTURBED AREAS NOT INDICATED TO RECEIVE SOD. (10.1) TOPSOILING: WHERE TOPSOIL IS REQUIRED ON ADVERSE SOIL CONDITIONS, A MINIMUM OF FOUR INCHES OF TOPSOIL DIFFERENT PLANTING TREATMENTS SHOULD BE USED. THE TOPSOIL SHOUILD CONTAIN A MINIMUM OF 35% FINE GRAINED MATERIAL (SILT AND CLAY AND 1.5% + ORGANIC MATTER). (10.2) LIME AND FERTILIZER: A. LIME -APPLY GROUND LIMESTONE OR B. LIME -APPLY PULVERIZED AGRICULTURAL LIMESTONE OR EQUIVALENT AT THE RATE OF 2 TONS PRE ACRE. C. FERTILIZER - 500 POUNDS PER ACCRE OF 10 -20 -10 FERTILIZER OR EQUIVALENT. IF SOILS ARE UNIFORM, IT IS DESIRABLLE TO HAVE LIME AND FERTILIZER RECOMMENDATIONS BASED ON SOIL TESTS. THE LIME AND FERTILIZER SHOULD BE DISKED OR WORKED INTO A GOOD SEEDBED TO A DEPTH OF THREE TO FOUR INCHES. (10.3) SPRING AND FALL SEEDING: SEED ONE OF THE FOLLOWING VARIETIES AT THE SPECIFIED RATES PER ACRE FOR TURF AREAS SEEDED IN THE SPRING OR FALL (SEE SPECIFIED SEEDING DATES BELOW): TYPE OF GRASS SEEDING RATE: SEEDING DATE TALL FESCUE (1) 5 - 7 LBS. /1000 ,'SQ. FT. SPRING SEEDING: MARCH, TO EARLY APRIL. FALL SEEDING: AUGUST 1 TO NOVEMBER 1 NOTE: PREFERRED FESCUE SEEDING DATES ARE FROM AUGUST 1 TO NOVEMBER 1. SPRING SEEDING DA -,TES WOULD BE FROM FEBRUARY 28, TO MAY 15. (2) ONLY FESCUE SEED THAT HAS PROVEN SUCCESSFUL IN THE PROJECT VICINITY SHALL BE SELECTED FROM THE FOLLOWING VARIETIES OR FROIM VARIETIES AS RECOMMENDED IN THE 2014 -2015 VIRGINIA TURFGRASS VARIETY RECOMMENDATIONS AVAILABLE: FROM VIRGINIA COOPERATIVE EXTENSION, VIRGINIA TECH, VIRGINIA STATE UNIVERSITY : SHOVEL GENERAL NOTES A. PROVIDE SMOOTH CONTINUOUS EDGE AS SHOWN. DIG EDGE WITH COMMON SPADE OR STRAIGHT BLADE SHOVEL. 5' IMIN. 2ND MILLENNIUM, AVENGER, BILTMOREE, BINGO, BLACKWATCH, BRAVO, COCHISE II(3), COCHISE III, CONSTITUTION, COYOTE Shovel Edge Detail II, CROSSFIRE II(3,4), DAVINCI(3), DAYTCONA(3), ENDEAVOR(3), FALCON IV, FIDELITY, FORTE, GOOD- EN(3,4), GRANDE(4), GRANDE II, GREENKEEPER WAF, GUARLDIAN 21, HOUNDOG 5, HUNTER, INFERNO, JUSTICE, MAGELLAN, MASTERPIECE, MATADOR(3), MATADOR GT(3), ONYX(3;,4), PADRE, PICASSO(3), PENN 1901, RAPTOR, REBEL EXEDA, REGIMENT II, SECTION NTS REMBRANDT(3), SOUTHERN CHOICE II(33), SR 8250(3), TAOS, TARHEEL, TARHEEL II, TEMPEST, TITANIUM, TOMBSTONE, TURBO, ULTIMATE(3), WATCHDOG, AND WOLFP /ACK. (10.4) MULCH A. MULCH WITH ANY OF THE MATERIALS LISTED BELOW AND AT THE RATE INDICATED. SPREADING SHOULD BE UNIFORM EXISTING GRAD AND AT A RATE THAT PERMITS N40 MORE THAN 25 -50% OF THE GROUND SHOWING THROUGH THE MULCH. (DASHEI B. MULCHING IS SPECIFICALLY REQUIRED ON ALL SOILS EXCEEDING 25% SLOPE. 1. STRAW - 1 TO 2 TONS /ACRE: DEPENDING ON SEASON AND METHOD OF APPLICATION. 2. WOOD FIBER MATERIALS - 11,000 LBS. PER ACRE. (10.5) MAINTENANCE _� A. IRRIGATION - IF SOIL MOISTURE IIS DEFICIENT, SUPPLY NEW SEEDINGS AND PLANTINGS WITH ADEQUATE WATER FOR PLANT GROWTH UNTIL THEY AREE FIRMLY ESTABLISHED. B. REPAIR - INSPECT ALL AREAS FO)R PLANTING FAILURES AND MAKE NECESSARY REPAIRS, REPLACEMENTS, AND RESEEDING WITH THE PLANTING; SEASON IF POSSIBLE. C. LIME AND FERTILIZER - SHALL BE APPLIED UNDER A REGULAR PROGRAM THAT IS BASED ON SOIL FERTILITY TESTS AND ON THE USE AND GENERAL, APPEARANCE OF THE VEGETATIVE COVER DURING SUBSEQUENT GROWING SEASONS. SEEDING NOTES: ALLAREAS WITHIN THE LIMITS OF CONSTRUCTION THAT ARE NOT OTHERWISE COVERED BY BUILDINGS, PAVEMENT, SIDEWALKS, WOODED AREAS AND PLAPNTING /MULCHED BEDS OR OTHERWISE CALLED OUT ASS OD LAWN AREAS SHALL BE SEEDED PER THE PERMANENT SEEDIN(G SPECIFICATIONS IN THE PRECEDING PARAGRAPH. SEEDED AREAS WILL ONLY BE ACCEPTIED AFTER DISTURBED AREAS ARE COMPLETELY COVERED IN A DENSE LAWN CONSISTING OF THE SPECIFIED PERMANENT GRASS. • ALL SHRUBS AND GROUNDCOVERS SHALL BE PLUMB VERTICALLY, UNLESS OTHERWISE DIRECTED BY OWNER'S REPRESENTATIVE. Shrub /Groundcover Planting on a Slope SECTION ARBORTIE (OR EQUAL) NAILED TO STAKE 1. ARBORTIE OR EQUAL SEE TIE DETAIL THIS --- - -- " -- =QUAL) SHEET (NOTE FOR MULTI -TRUNK TREES, USE 120' SEPARATE GUYS TO STRONGEST TRUNKS AT FOLD ENDS ARBORTIE ® 120' CENTER OF EACH). (OR EQUAL) BACK. PLAN 2• 3 1.5" X 8' MIN. SQUARE OR ROUND SECURE TO STAKE WITH STAKES SPACED EVENLY IN A RADIAL 1" GALVANIZED ROOFING PATTERN AROUND TREE. NAIL OR USA A KNOT. 9 3. 3" MINIMUM OF MULCH AS SPECIFIED. Tree Tie Detail SECTION (TREES UNDER 3.5" CAL. OR 14' IN HEIGHT) NTS GENERAL LANDSCAPE NOTES: A. CONTRACTOR SHALL REVIEW ALL DRAWINGS, SPECIFICATIONS, PERMITS, AND REGULATORY REQUIREMENTS PRIOR TO COMMENCEMENT OF WORK. B. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED LANDSCAPING AND IRRIGATION PERMITS. C. CONTRACTOR SHALL VERIFY ALL EXISTING AND PROPOSED SITE ELEMENTS AND NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. SURVEY DATA OF EXISTING CONDITIONS WAS PROVIDED BY OTHERS. D. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES DURING CONSTRUCTION. AT LEAST 48 HOURS PRIOR TO ANY DEMOLITION, GRADING, OR CONSTRUCTION ACTIVITY THE CONTRACTOR SHALL NOTIFY "MISS UTILITY" OF VIRGINIA FOR PROPER IDENTIFICATION OF EXISTING UTILITIES WITHIN THE PROJECT SITE. THE CONTRACTOR IS RESPONSIBLE FOR FOR REPAIRING ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, C. WHICH OCCUR AS A RESULT OF THE LANDSCAPE CONSTRUCTION. E. FINAL LOCATION OF ALL PLANTINGS SHALL BE DETERMINED IN THE FIELD BY THE OWNER'S CHOSEN REPRESENTATIVE. F. SUBSTITUTIONS AND /OR MODIFICATIONS TO PLANTING LAYOUT, PLANT MATERIALS, ETC. SHALL NOT BE MADE WITHOUT THE WRITTEN CONSENT OF THE OWNERS REPRESENTATIVE. AND APPROVAL BY ALBERMARLE COUNTY. G. CONTRACTOR SHALL INSTALL ALL PLANT MATERIALS AS SHOWN IN THE DETAILS, AND AS INDICATED IN THE LANDSCAPE SPECIFICATIONS. H. THE PLANTING OF TREES SHALL BE DONE IN ACCORDANCE WITH THE STANDARDIZED LANDSCAPE SPECIFICATIONS JOINTLY ADOPTED BY THE VIRGINIA NURSERYMEN'S ASSOCIATION, THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS AND THE VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS. I. SIZE AND GRADING STANDARDS OF PLANT MATERIALS SHALL CONFORM TO THE LATEST ADDITION OF ANSI Z60.1, AMERICAN STANDARD FOR NURSERY STOCK, BY THE AMERICAN NURSERY AND LANDSCAPE ASSOCIATION. J. ALL PLANT MATERIALS SHALL BE NURSERY GROWN STOCK AND SHALL BE FREE OF ANY DEFORMITIES, DISEASES, OR INSECT DAMAGE. ANY MATERIALS WITH DAMAGED OR DISFIGURED/ CROOKED LEADERS, BARK ABRASIONS, SUNSCALD, INSECT DAMAGE, ETC., ARE NOT ACCEPTABLE AND WILL BE REJECTED. K. TREES NOT EXHIBITING A CENTRAL LEADER WILL BE REJECTED UNLESS CALLED OUT IN THE PLANT LIST AS MULTI -STEM. L. ALL AREAS ON PLANS NOT INDICATED TO RECEIVE SOD PLANTING, PAVEMENT, OR HARDSCAPE WHICH ARE DISTURBED BY CONSTRUCTION ACTIVITIES SHALL BE SEEDED PER THE PLANTING NOTES, UNLESS OTHERWISE DIRECTED BY THE LANDSCAPE ARCHITECT. SEE PLANTING NOTES THIS SHEET. M. PLANT MATERIALS SHOWN ON PLANS ARE A GRAPHIC REPRESENTATION ONLY. CONTRACTOR SHALL PERFORM ALL LANDSCAPE INSTALLATION ON THE SUBJECT PROPERTY, AND NOT ON ADJACENT PROPERTIES, UNLESS OTHERWISE DIRECTED BY THE OWNER OR THE OWNER'S REPRESENTATIVE. ROOTBALLS OF SHRUBS AND TREES SHALL BE PLANTED, IN THEIR ENTIRETY, WITHIN THE BOUNDARIES OF THE SUBJECT PROPERTY. N. QUANTITY TAKE -OFFS INDICATED ON THE PLANTING SCHEDULE ARE FOR CONVENIENCE ONLY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE QUANTITIES SHOWN ON THESE PLANS PRIOR TO PRICING THE WORK. IN THE EVENT OF A DISCREPANCY BETWEEN THE PLANS AND THE SCHEDULE, THE GRAPHIC REPRESENTATION IN THE PLANS SHALL DICTATE. 0. ALL LANDSCAPED AND LAWN AREAS ARE TO BE IRRIGATED. P. ALL AREAS TO BE LANDSCAPED OR COVERED WITH MULCH MUST BE TREATED WITH A PRE - EMERGENCE HERBICIDE (SURFLAN, DACTAL OR APPROVED EQUAL) IN ACCORDANCE WITH APPLICABLE FEDERAL, STATE REGULATIONS AND THE MANUFACTURER'S INSTRUCTIONS. Q. PLANTING BEHIND PERPENDICULAR PARKING IS TO BE LOCATED A MINIMUM OF 5' BEHIND THE CURB LINE. R. THE LANDSCAPE INSTALLATION CONTRACTOR THAT INSTALLS THE PROJECT PLANT MATERIAL SHALL BE RESPONSIBLE FOR ESTABLISHING AND GUARANTEEING A HEALTHY AND VIGOROUS LANDSCAPE FOR A PERIOD OF TWO (2) YEARS AFTER SUBSTANTIAL COMPLETION. S. THE OWNER RESERVES THE RIGHT TO INSPECT, AND POTENTIALLY REJECT ANY PLANTS THAT ARE INFERIOR, COMPROMISED, UNDERSIZED, DISEASED, INSTALLED INCORRECTLY OR DAMAGED. NOTES: 1. TOP OF SHRUB ROOTBALLS TO BE PLANTED 1" - 2" HIGH WITH SOIL MOUNDING UP TO THE TOP OF ROOTBALL. 2. PRUNE SHRUBS AS DIRECTED BY OWNER'S REPRESENTATIVE. 3. 3" MINIMUM OF MULCH AS SPECIFIED. WHERE SHRUBS ARE PLACED IN MASSES, MULCH SHALL BE SPREAD IN A CONTINUOUS BED, AN APPROVED WEED BARRIER FABRIC SHALL BE INSTALLED IN ALL PLANTING BEDS. 4. SOIL BERM TO HOLD WATER. TOP OF PLANTING PIT 'BERM' TO BE LEVEL ACROSS PIT. SLOPE DOWNHILL PORTION OF BERM AS REQUIRED TO MEET EXISTING GRADE. MULCH OVER EXPOSED TOPSOIL. 5. FINISHED GRADE (SEE GRADING PLAN) 6. PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES). 7. SCARIFY ROOTBALL SIDES AND BOTTOM. NOTES: A. CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION, NTS z T` WHERE TREES ARE PLACED IN SOD MULCH RING FOR TREES SHALL EXTEND APPROX. 6" 11 BEYOND EARTH SAUCER /BERM UNLESS ® 11 INDICATED OTHERWISE BY OWNERS REPRESENTATIVE. AN APPROVED WEED BARRIER FABRIC SHALL BE INSTALLED IN "'M, 2 ALL PLANTING BEDS. 4. SOIL BERM TO HOLD WATER. (NOTE 10 REQUIRED FOR TREES IN SIDEWALK TREE 3 PLANTERS). 5. FINISHED GRADE (SEE GRADING PLAN) 4 6. TOP OF ROOTBALL MIN. 1" ABOVE FINISHED GRADE 7. B & B OR CONTAINERIZED (SEE 5 SPECIFICATIONS FOR ROOT BALL REQUIREMENTS). 8. PREPARED PLANTING SOIL AS SPECIFIED. I � -: ° (SEE LANDSCAPE NOTES) '95 `, - , 9. ROOTBALLS GREATER THAN 24" DIAMETER !. I, 6 SHALL BE PLACED ON MOUND OF '` I UNDISTURBED SOIL TO PREVENT SETTLING >; ,_ -_ - ROOTBALLS SMALLER THAN 24" IN DIA. MAY 11 I � SIT ON COMPACTED EARTH. 10. APPROVED WEED BARRIER. 2 r 11. FLAG ALL TREE TIES WITH BRIGHTLY ,- 12" T $ COLORED FLAGGING. TYP. NOTES: A. CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO • ALL TREES SHALL BE PLUMB VERTICALLY WITHIN A 9 INSTALLATION. TOLERANCE OF THREE DEGREES, UNLESS OTHERWISE B. FINAL TREE STAKING DETAILS AND DIRECTED BY OWNER'S REPRESENTATIVE. PLACEMENT TO BE APPROVED BY OWNER. C. TREE SAVER ANCHORING SYSTEM MAY BE SUBSTITUTED FOR WOOD STAKING SYSTEM Small Tree Planting UPON APPROVAL BY OWNER OR OWNER'S REPRESENTATIVE AND HENRICO COUNTY . SECTION (TREES UNDER 3.5" CAL. OR 14' IN HEIGHT) NTS 120' 180' 1. ARBORTIE OR EQUAL (NOTE FOR 120, MULTI -TRUNK TREES, USE SEPARATE GUYS 120' TO STRONGEST TRUNKS AT CENTER OF EACH). 1\1, J_ MEDIUM AND LARGE TREE'S 2• 3 1.5" X 8' MIN. SQUARE OR ROUND 180' 0 1.5" CALIPER AND STAKES SPACED EVENLY IN A RADIAL PATTERN AROUND TREE. SMALL DECIDUOUS AND GREATER STAKING PLAN 3. 3" MINIMUM OF MULCH AS SPECIFIED. EVERGREEN TREE STAKING PLAN WHERE TREES ARE PLACED IN SOD, MULCH n RING FOR TREES SHALL EXTEND APPROX. 6" BEYOND EARTH SAUCER /BERM UNLESS 1 INDICATED OTHERWISE BY OWNERS 11 REPRESENTATIVE. AN APPROVED WEED 11 BARRIER FABRIC SHALL BE INSTALLED IN ® ALL PLANTING BEDS. 4. SOIL BERM TO HOLD WATER. (NOTE �1 fj � 2 REQUIRED FOR TREES IN SIDEWALK TREE PLANTERS). 5. FINISHED GRADE (SEE GRADING PLAN) 6. TOP OF ROOTBALL MIN. 1" ABOVE FINISHED EXISTING GRADE 3 GRADE (DASHED) 7. B & B OR CONTAINERIZED (SEE 4 SPECIFICATIONS FOR ROOT BALL REQUIREMENTS). 5 8. PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES) 9. ROOTBALLS GREATER THAN 24" DIAMETER ' SHALL BE PLACED ON MOUND OF ,• �?: ° .. UNDISTURBED SOIL TO PREVENT SETTLING 1. - _ = ROOTBALLS SMALLER THAN 24" IN DIA. MAY 6 10 - �° SIT ON COMPACTED EARTH. 10. APPROVED WEED BARRIER. .• ; • % 11. FLAG ALL TREE TIES WITH BRIGHTLY COLORED FLAGGING. '- `. NOTES: 12' 8 A. CONTRACTOR SHALL ASSURE PERCOLATION TYP. OF ALL PLANTING PITS PRIOR TO INSTALLATION. 9 B. FINAL TREE STAKING DETAILS AND • ALL TREES SHALL BE PLUMB VERTICALLY WITHIN A TOLERANCE OF PLACEMENT TO BE APPROVED BY OWNER. THREE DEGREES, UNLESS OTHERWISE DIRECTED BY OWNER'S C. TREE SAVER ANCHORING SYSTEM MAY BE REPRESENTATIVE. SUBSTITUTED FOR WOOD STAKING SYSTEM UPON APPROVAL BY OWNER OR OWNER'S Tree Planting O n a Slope REPRESENTATIVE AND HENRICO COUNTY. SECTION NTS BEST FACE OF SHRUB/ GROUNDCOVER TO FACE FRONT OF PLANTING BED. REFER TO PLANT SCHEDULE FOR SPACING. MAINTAIN 12" DEAD ZONE AT BED EDGE. rxr ELAN TYP. ES CTION • ALL SHRUBS AND GROUNDCOVERS SHALL BE PLUMB VERTICALLY, UNLESS OTHERWISE DIRECTED BY OWNER'S REPRESENTATIVE. Shrub /Groundcover Planting PLAN /SECTION NOTES: 1. TOP OF SHRUB ROOTBALLS TO BE PLANTED 1" - 2" HIGH WITH SOIL MOUNDING UP TO THE TOP OF ROOTBALL. 2. PRUNE ALL SHRUBS TO ACHIEVE A UNIFORM MASS /HEIGHT. 3. 3" MINIMUM MULCH AS SPECIFIED. AN APPROVED WEED BARRIER FABRIC SHALL BE INSTALLED IN ALL PLANTING BEDS. 4. EXCAVATE ENTIRE BED SPECIFIED FOR GROUNDCOVER BED. 5. FINISHED GRADE (SEE GRADING PLAN). 6. PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES) NOTE: WHEN GROUND- COVERS AND SHRUBS USED IN MASSES, ENTIRE BED TO BE AMENDED WITH PLANTING SOIL MIX AS SPECIFIED. 7. SCARIFY ROOTBALL SIDES AND BOTTOM. NTS fll e NORTHERN 11,945 SF RIGHT CHAMFER DRIVE -THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) PROJECT TYPE- C,O�U�N�TY, VA. STORE VGtF1L. 1 I f - FS CS PROJECT NUMBER: 86047 ENGINEER E t, '' A � � " , T". � 3 ; � 5 � � CONSULTANT KIMLEY -HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673 -3882 FAX (804) 673 -3980 DEVELOPER: THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419 -0740 FAX: (804) 419 -0759 REVISIONS: DRAWING BY: RRP DATE: APRIL 3, 2015 JOB NUMBER: 113001348 TITLE: LANDSCAPE NOTES AND DETAILS SHEET NUMBER: CP-501 Iit IMF IIhI2IW