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HomeMy WebLinkAboutWPO201500059 Plan - VSMP 2016-04-28PROJECT 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 GRANTED 7/15/15) MINIMUM SETBACKS: 10 FT BUILDING ALONG R/W 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 SITE DOES NOT LIE WITHIN A WATER SUPPLY WATERSHED 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 mwW FIRE LANE NO PARKING 100 TC 100.00 BC 100.00 FS 100.00 FFE 100.00 FL 100.00 a W (M—) SS O O [Fill E - T - G - CONDITIONS OF APPROVAL SP -2015-20 CVS AT RIO AND 29N 1. DEVELOPMENT AND USE SHALL BE IN GENERAL ACCORD WITH THE FOLLOWING REVISED PLANS PREPARED BY KIMLEY-HORN, SHEET CS -101 (1 OF 3 IN SPECIAL. USE PERMIT PLAN SET) DATED JUNE 17, 2015 (HEREAFTER "LAYOUT PLAN"), AS DETERMINED BY THE DIRECTOR OF PLANNING AND THE ZONING ADMINISTRATOR. TO BE IN GENERAL ACCORD WITH THE SPECIFIED PLANS, DEVELOPMENT AND USE SHALL REFLECT THE FOLLOWING MAJOR ELEMENTS AS SHOWN ON THE PLANS: A.RELATIONSHIP OF DRIVE-THROUGH LANES TO THE BUILDING AND THE PARKING LOT B. BUILDING LOCATION, ORIENTATION AND MASS C.MINOR MODIFICATIONS TO THE PLAN THAT DO NOT OTHERWISE CONFLICT WITH THE ELEMENTS LISTED ABOVE, MAY BE MADE TO ENSURE COMPLIANCE WITH THE ZONING ORDINANCE. 2. THE APPLICANT SHALL INSTALL AND MAINTAIN TRAFFIC CONTROL DEVICES INCLUDING, BUT NOT LIMITED TO, SIGNAGE AND PAVEMENT MARKINGS AT THE ENTRANCE AND EXIT POINTS OF THE DRIVE-THROUGH LANES, SUBJECT TO COUNTY ENGINEER APPROVAL TO ENSURE APPROPRIATE AND SAFE TRAVEL PATTERNS. 3. THE USE SHALL NOT COMMENCE PRIOR TO THE ISSUANCE OF A CERTIFICATE OF APPROPRIATENESS BY THE ARCHITECTURAL REVIEW BOARD. 4. THE USE SHALL COMMENCE ON OR BEFORE SEPTEMBER 9, 2018 OR THE PERMIT SHALL EXIPIRE AND BE OF NO EFFECT. 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 approximated LUC=Land Use Code ADT=Average Daily Trips Source: ITETrip Generation Manual, 9th Edition AM Peak Hour PM Peak Hour Distribution Enter Distribution Enter Entering R1/R0 Driveway on Rio Road 50% 21 50% 40 Entering Rl/RO Driveway on Seminole Trail 30% 13 30% 24 Entering via Left Turn from Rio Road 20% 8 20% 16 VSMP PLAN (WP0201500059) FOR pharmacy, STORE NUMBER: 10746 1700 AND 1710 SEMINOLE TRAIL ALBEMARLE COUNTY, VIRGINIA DATE: NOVEMBER 19 2015 VICINITY MAP APPROX. SCALE: 1" =2000' APPROVED by the fabemarle County Community Develc ent De artment Date____ `g 1 File __ PREPARED BY: >>> H (a n COPYRIGHT Q 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 ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY—HORN AND ASSOCIATES, INC. PROJECT TEAM APPLICANT/DEVELOPER THE REBKEE 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 KimleyA 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 /_1ali,9rrX•il 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 3ENNINGSTEPHENSON,P. P.C. JENNINGSTEPHENSON, P.C. 10160 STAPLES MILL ROAD, ATE 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 II — 1710 SEMINOLE TRAIL, LLC ZONING CONSULTANT WILLIAMS MULLEN 321 EAST MAIN STREET CHARLOTTESVILLE, VA 22902 TEL: 434-951-5725 CONTACT: ASHLEY DAVIES, AICP EMAIL: ADAVIES@WILLIAMSMULLEN.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 CA -201 PROPERTY EXHIBIT CV -101 EXISTING CONDITIONS CV -102 INTERIM EXISTING CONDITIONS CE -101 DEMOLITION PLAN CE -102 PHASE I E&S CONTROL PLAN CE -501 EROSION AND SEDIMENT CONTROL DETAILS CS -101 SITE PLAN CS -301 CVS SPECS CS -302 CVS SPECS CS -501 CONSTRUCTION DETAILS CS -502 RETAINING WALL DESIGN CS -503 RETAINING WALL DESIGN CG -101 GRADING PLAN CG -102 PHASE II E&S PLAN CG -201 STORMWATER PROFILES & SPREAD CALCS CG -301 STORMWATER MANAGEMENT CU -101 UTILITY PLAN CU -201 UTILITY PROFILES CU -501 UTILITY DETAILS CP -101 SITE LANDSCAPE PLAN CP -102 PLANT SCHEDULE CP -501 LANDSCAPE NOTES AND DETAILS CL -101 LIGHTING PLAN CL -102 LIGHTING CUTSHEETS CT -500 TRAFFIC MANAGEMENT PLAN CT -501 MOT PLAN CT -502 MOT DETAILS SHEETS INCLUDED IN THE 12-22-2015 SUBMITTAL TO VSMP. 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/SEWER ALBEMARLE COUNTY SERVICE AUTHORITY 168 SPOTNAP ROAD CHARLOTTESVILLE, VA 22911 TEL: 434-977-4511 MISS UTILITY OF VIRGINIA CALL BEFORE YOU DIG 811 RYA�R. PERKINS LIC. No. 046565 1 z1.24S AL SUBMIT DATE INITIALS REMARKS 04-03-2015 RRP FIRST INITIAL SITE PLAN SUBMITTAL 08-12-2015 RRP FINAL SITE PLAN SUBMITTAL -1ST SUBMITTAL 11-12-2015 RRP FINAL SITE PLAN SUBMITTAL -2ND SUBMITTAL 12-22-2015 RRP FINAL SITE PLAN SUBMITTAL—FINAL SUBMITTAL 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 SAND 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 EXIISTING 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 PEDESTALS, 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 BE 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 WITH NEW PRODUCTS. 13. THESE PLANS ARE BASED ON INFORMATION PROVIDED TO KIMLEY-HORN & ASSOCIA-TES, INC. AT THE TIME OF PLAN PREPARATION. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION AND NOTIFY KIMLEY-HORN & ASSOCIATES, INC. IF ACTUAL 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 ATTENTION 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 DIMENSIONS, 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 JURISDICTIONAL 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 SHALL 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 SEALING 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. 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. 10. 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. 11. ALL DRAINAGE STRUCTURES AND STORM SEWER PIPES SHALL MEET HEAVY DUTY TRAFFIC (H20) LOADING AND BE INSTALLED ACCORDINGLY. 12. 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. 13. 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. ACSA WATER & SEWER GENERAL CONDITIONS I. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY.' 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE (3) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTEN NCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 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. A.11 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. A.11 slopes and disturbed areas are to be fertilized, seeded and mulched. 5. Tlhe maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Pawed, 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. A.11 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. A:11 excavation for underground pipe installation must comply with OSHA Standards for the Construction Inidustry (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 Q. 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 paLvement 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. All 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 VIDOT for public roads. 22. VIDOT 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. Thie 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 lirnited 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. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site development until final stabilization is achieved. 32. During 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 event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be maide immediately. 34. AIR fill material to be taken from an approved, designated borrow area. 35. AIR 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. The 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 sale of any lot, unit, building or other portion of the property. 41. Temporary 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 50/50 mix of Annual Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May through August to consist of German Milllet. Straw mulch is to be applied at 801bs/I00sf. Alternatives are subject to approved by the County erosion control inspector. 43. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. 44. Agn-icultural grade limestone shall be applied at 941bs/1000sf, incorporated into the top 4-6 inches of soil. Ferrtilizer shall be applied at 1000lbs/acre and consist of a 10-20-10 nutrient mix. Permanent seeding shall be applied at 180lbs/acre and consist of 95% Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kemtucky Bluegrass. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the Couinty erosion control inspector. 45. Maiintenance: All measures are to be inspected weekly and after each rainfall. Any damage or clogging to struictural measures is to be repair immediately. Silt traps are to be cleaned when 50% of the wet storage voliume 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. All temporary erosion and sediment control measures are to be removed within 30 days of final site stabilization, when measures are no longer needed, subject to approval by the County erosion control inspector. General construction notes for Stormwater Management plans 47. All 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 County erosion control inspector. NORTHERN 11,945 SF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL &RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPES NEW STORE DEAL TYPE- FFS cs PROJECT NUMBER: 86047 ENGINEER t 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 'AL REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: GENERAL NOTES SHEET NUMBER: CA -101 COMMENTS: PERMANENT VDOT EASEMENT B D.D. 2223 P �G, 11,5;8 TAX PCL.: 06100 00 00 123D0 � BALMUIN, LLC �Ol°�,W: HICI,` � .Y CC�,b'"•�#ERCIA-L (HC) _ D.D, 222 PCS. •' TAX PCL.: 04500 00 00` 105A0 •'" _ E: HIGHWAY COMMERCIAL (HC) "`^may w^e+..". 4�` � ��p.✓' 3 ✓ l' ACCESS & UTILITY EASEMENT D.B. 643 PG. 78 f' EX. UTILITY EASEMENT ,ISE LUCK C ,ROUP, LLC 5 TAX Q0106A'-) 7C L: HIC1"-1`5'I,`A'Y C01M,M _r�ClAL (HC) S �--s �--- ACC -ESS & UTILITY ' EASEMENT o 4%A z or, -7Q GRAPHIC SCALE IN FEET 0 10 20 40 NORTHERN 1,945 SF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE If 8 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: t t i F 1 j f1 DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 j j/ FAX: (804) 419-0759 B D.D. 2223 P �G, 11,5;8 TAX PCL.: 06100 00 00 123D0 � BALMUIN, LLC �Ol°�,W: HICI,` � .Y CC�,b'"•�#ERCIA-L (HC) _ D.D, 222 PCS. •' TAX PCL.: 04500 00 00` 105A0 •'" _ E: HIGHWAY COMMERCIAL (HC) "`^may w^e+..". 4�` � ��p.✓' 3 ✓ l' ACCESS & UTILITY EASEMENT D.B. 643 PG. 78 f' EX. UTILITY EASEMENT ,ISE LUCK C ,ROUP, LLC 5 TAX Q0106A'-) 7C L: HIC1"-1`5'I,`A'Y C01M,M _r�ClAL (HC) S �--s �--- ACC -ESS & UTILITY ' EASEMENT o 4%A z or, -7Q GRAPHIC SCALE IN FEET 0 10 20 40 NORTHERN 1,945 SF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE If 8 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 RYA . PERKINS LIC. No. 046565 1222.5 , REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: PROPERTY EXHIBIT SHEET NUMBER: CA -201 COMMENTS: NOTES 1. OWNERSHIP: PARCEL 1 - UNION BANK AND TRUST COMPANY D.B. 3591 PG. 107 TAX PCL.: 06100 00 00 123FO 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 SI GN RICHMOND, VA Q 804-771-3655 0 TELECOMM wv VERIZON BUSINESS UNDERGROUND 2400 N. GLENVILLE DR. t RICHARDSON, TX 75082 O 800-624-9675 0 LUMOS NETWORK pw 524 W. BROAD ST. WAYNESBORO, VA 22980 540-946-3129 FIBERLIGHT, LLC TP Q 3655 BROOKSIDE PARKWAY © 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 `SO WATER/SEWER CITY OF CHARLOTTESVILLE 305 4TH STREET NW CHARLOTTESVILLE, VA 22903 434-970-3185 3HQ .� ALBEMARLE COUNTY SERVICE `5081 AUTHORITY 168 SPOTSNAP ROAD CHARLOTTESVILLE, VA 22911 434-977-4511 RIVANA WATER AND SEWER AUTHORITY -/ INV.=511.78 q�' M BALMUN, LLC F/L=486.23 D.B. 2223 PG. 458 TAX PCL.: 06100 00 00 123DO o /� ' BALMUN, LLC j / D.B. 2223 PG. 458 \S>>, NAIL /F TAX PCL.: 04500 00 00 105AO o/ / to 1 CONC zzz/ , N 4 S� �h'� ,�. / ' ► i = IN 494.4p ON 60 I / ' �,� �' ,' /'� C/L /5' //ACCESS & UT1LiTY / , / VA. P WER / EASEMENT / / I / INV.=#g •3 s F J 1 -7-`- Q MENT / D.B. 43 PG. /78 / ►*41'02"E t / 492.06 I / 24 oJ�o Q�, 8-1 SLOPES M/ D.B. 720 // / N 1491 02 E / t 1 NAIL//F d Joe , PG. 721/ / / N 85 'y ki, 0) / 9 l D r I VQ'� ^ - - -/--- / C/) O� O • / 1 - 1 EX. RETAINING WALL � m I I ��r 4.6 I ` n z c o, I ► / , INV.=487.58 �O}j 46.2' r / -ice 61.4 J � r- i 1 I / / / �, ED - / �,' Quo j \ • / 30' BUILDING LINE 01 (6 0 I I � � � I i � r � 15" CONC. \ / / / ' j • D.B. 643 PG. 78 � / 01 / / // 4 6.22 PARCEL > iii &\ / / / 0. 79 ACRE / w p°'� / I 1 ► / 1 'UTILITY \\/ Cry// ,' / OC co �' /� I I I / \ r F.F.=499.34 I a, 637 PG T X d- :I / / / / I I O.B/ 637 PG. 121 VICINITY MAP - NOT TO SCALE LEGEND G SHRUB `z.a TREE UNDERGROUND SI GN --a- Q DRAINAGE MANHOLE 0 SANITARY SEWER wv _ UTL UNDERGROUND WATER VALVE t LIGHT POLE O TRAFFIC BOX 0 WATER METER pw WATER BOX FIRE HYDRANT POWER POLE GUY WIRE TP Q TELEPHONE PEDESTAL © TELEPHONE MANHOLE - - - - - UGE UNDERGROUND ELECTRIC - - - - - UGT UNDERGROUND TELEPHONE - - - W UNDERGROUND WATER - FO UNDERGROUND FIBER OPTIC _ UTL UNDERGROUND TRAFFIC - UNKNOWN UNDERGROUND - - - - OHE OVERHEAD (POWER N APPROX. AREA > 5 4 I / / / I I / / LEGAL DESCRIPTIONS / h CONTAINING z o �O EXISTING MANAGED (6 0 i ' / 15 / I THE LUCK GROUP, LLC PARCEL 1 \ / / X STEEP SLOPES PER o 5.4' I / / I / / D.B. 4345 PG. 207 COUNTY GIS , BEGINNING AT A POINT, MARKED P.O.B., SAID POINT BEING THE INTERSECTION OF THE F.F.=510.67 o rn o F.F.=501.63 X I w ��� ^� / / TAX PCL.: 04500 00 00106AO NORTH LINE OF RIO ROAD AND THE EAST LINE OF U.S. ROUTE 29; THENCE ALONG THE \ TWO STORY 0 `�'�' g Lu it` a°' ► / / 1 SAID NORTH LINE OF RIO ROAD THE FOLLOWING FOUR COURSES: ALONG A CURVE TO BRICK N I o Qkc) ' r / r THE RIGHT HAVING A RADIUS OF 51.62', A LENGTH OF 38.66', A CHORD BEARING OF n) ❑ ` rr00 00 / r � r N 85'46'40" W AND A CHORD OF 37.77' TO A POINT; THENCE N 44'34'57" W, 41.48' (OLD) o ONE STORY ' b- .4- / vNi /� rn NO # POSTED BRICK 5.4' ,'w N / v' I r TO A POINT; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 999.43', A w ( /,' // Q (OLD) o / / ��, w a a �/ I LENGTH OF 146.51', A CHORD BEARING OF N 35'29'31" W AND A CHORD OF 146.38' zo / / / tv0 d` / t w NO #POSTED ! I / �I � c� o / I �I N I I TO A POINT; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 647.09', A PARCEL I -H �, 5.4$ �/ ? N r / I LENGTH OF 49.64 , A CHORD BEARING OF N 41'56 37 W AND A CHORD OF 49.64 TO a \ 3 0.84l ACRE o.. o 7 cd- // r / ► A POINT; THENCE LEAVING THE SAID NORTH LINE OF RIO ROAD \ I O�� Citi^� �/ rn WI `D / °� ' w / r N 44'52'17" E 97.60' TO A POINT; THENCE S 65'12'20" E 223.47' TO A POINT ON O ' J c APPROX. LOCATION w m ' 5.4' / �/ °' o ,� �i I / I THE WEST LINE OF U.S. ROUTE 29• THENCE ALONG THE SAID WEST LINE OF U.S. ��o m J 30 BUILDING LINE / / o �' r I, / I ROUTE 29 THE FOLLOWING TWO COURSES S 31'49'48" W 26 87' TOA POINT THENCE /� a �( \ D.B. 643 PG. 78 4 z / � ► / / ' / �' 1 0 61.6 0- i / / I I / S 27'14'13" W, 158.64' TO THE POINT AND PLACE OF BEGINNING CONTAINING 0.841 '15 1 i�g6 /IIf► / / ACRE. 77.90' / I I / / + / t -co` ,�p� , ` 15' CONC. / / / ► / PARCEL 2 I © F/L 4 3. , ' VA. POW cn� I / ► BEGINNING AT A POINT, MARKED P.O.B., SAID POINT BEING THE INTERSECTION OF THE I 'S / E Sm'6c_m I I NORTH LINE OF RIO ROAD AND THE EAST LINE OF U S ROUTE 29- THENCE ALONG /I. - - y ROD/F BENT 720 ' 1 / r THE SAID WEST LINE OF U.S. ROUTE 29 N 19'10'28" E, 185.70' TO THE TRUE POINT III / ,' PG. 721 F/L=489.37 / AND PLACE OF BEGINNING; THENCE LEAVING THE SAID WEST LINE OF U.S. ROUTE 29 p / /o , E , SIGN _ N 65-12'20" W, 227.59 TO A POINT; THENCE N 24'41 02 E, 149.85 TO A POINT; 3p_ BUIL o / / ! / \� �- D , I / ,� _ APPROXIMATE , 3H0 L N h �`-� i , , THENCE S 65'00 52 E, 230.64 TO A POINT ON THE WEST LINE OF U.S. ROUTE 29; 64 (INE o o I �`-- ,� r _ LOCATION THENCE ALONG THE SAID WEST LINE OF U.S. ROUTE 29 THE FOLLOWING THREE M G. 78 , `%� `/`� ry/ / �/ / , i �h , 12 STORM SEWER » , 3N - -r-- , o II p / COURSES: S 24'09 31 W, 85.58 TO A POINT; THENCE S 25'0715 W, 16.20 TO A 0 �� ��5 P \ , i i /i c \7 EASEMENT POINT; THENCE S 29'10'17" W, 47.44' TO THE TRUE POINT AND PLACE OF BEGINNING 695 MOORES CREEK LANE GN _ PER _ '� , ----�_ M /---_ / v� / i o,�O , J CHARLOTTESVILLE, VA 22902 1 _ / �/ H. B. 4 _ 17 �3 -�- / / ' �p �ACCESS &,UTILITY , �\ D.B. 630 PG. 98 CONTAINING 0.791 ACRE, 434-977-2970 O_ _ -� / -- / F/L=48�4f / EASEMENT 1 �. , \ D. .359 PG. 1 _ _ 1 USI I I T i C -PLAN) o,� \ , i / D.B. 64 PG. 78 , '� 150' ACCE SS _ y_ _' 0.� -- ` D. 637M N'1 1 3 0 /� LA p _, / TOP=4 5.2f , c NAIL s �� - - - - - - - - - .' F L �4$ / / F 489 7 , 15 - ONC. F/L=4 9.7f X05 I I i EASEMENT \° C •5t / _ � PER/ � LAN) / , � D.B. 630,P•G. 98\ \� IGN L S _ - P'R P AN D (, PL N)� L P R / / 14 cn P E - - SS -_ _ _ / �_ �` kiP. G. 44 NVQ 90 6 MAIi�OX �o D.B l?,.4'S PG. 248 15 _4;93 FFIC / - - _ _ SS_ „ / APPR6,�C LOCATION 92f CAM L4 -0 _ ' -T-'�- �-5 S� _ ` �\ 15� CONC. RESER VED / ,' - - _ _ _ L6 RIGH OF -WA - -' - P/LF�ER , , Dt - __ Li �p D.R. -643 PG. 80 _ 64 \G. 8 \ -., ' , - ' _ - ROD L3 �� 1� 7- D.B. --�0 �--r s - - FA=4 96 S24'09131 "W' _ - ROD/F L2 i , - 2'X3' BOX Co�_ _ � 5f CO 85.58- (TOP=491. ROD F CULVERT \ 15 NC. � _ I-' -_ �- _ I�8� / � (PER PLA - - - - �v• 1 �� 'cso (RSR PLAN) �i9� Qom, P/L '�R PUNCH F/L=487.4 DISTANCE - - - - - `� - _ �� D.B. 1843 P�. 80iOLE/F t t �` t\ 18" CONC. 19 P 279 t (PER PLANT 66.20 vQ-�j - �- �L-- \ 0 1 - - _� - - �) F/L=478.67 47.44' �// -� BENCHMARK U 185.70' CURVE TABLE U. S• ROUTE ,29 EL=488.94 MAG NAIL 26.87' CURVE RADIUS LENGTH CHORD BEARING CHORD VARIABLE WIDTH R/W 158.64' C1 51.62 38.66 N85'46'40"W 37.77 D.B. 1317 PG. 75 4.12' C2 999.43 146.51 N35'2931 "W 146.38 D.B. 435 PG. 171 41.48' C3 647.09 49.64 N41'56'37"W 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, 2014 SCALE. 1" = 20' EXISTING CONDITIONS CV -101 1 1 INV.=511.78 { ti �•aa�� \' a o� BALMUN, LLC F/L= 486.23 f 1 Hyl _ D.B. 2223 PG. 458 i TAX PCL.: 06100 00 00 123DO _'BALMUN, LLC NE: HIGHWAY COMMERCIAL (HC) D.B. 2223 PG. 458 f TAX PCL.: 04500 00 00 105AO NAIL/F � � � ZONE: HIGHWAY COMMERCIAL (HC) 1 �[P 9j 1 j tt J A �o 4 • ❑III I � � NAIL/FN24'41'02E 149.85' F/=496.7± TRA OR ER ❑❑ IN�V.=487'; .58 ❑ O 10.06' 46.2' 61.4' o CO NC. N d / • •� 5.4' rn 6.2' I PARCEL 1 N 0.791 ACRE 5 a' F.F.=499.34 rn 4 f % X II 5.4' ? � p > THE LUCK GROUP, LLC f f f 5 5.4 ♦-F- (n D.B. 4345 PG. 207 V o TAX PCL.: 04500 00 00106AO F.F.=510.67 a 0 o F.F.=501.63 X C3� ZONE: HIGHWAY COMMERCIAL (HC) / TWO STORY 5' P O / OLD) oi ONE STORY fO p CD Lnn / NO # POSTED BRICK 5.4' d l (OLD) 6 N NO # POSTED N PARCEL 1 0 oa' . N 0.841 ACREcy) W W O d�FO o 05 5.4' 61.6' b 77.90' 15CONC. p V) co FW 4 3. 1 =4a 9.37 X00 F''' OHE HE M FA-489.4:hFA-489.4:h\ I I SIGN M (PER PLAN) \ ' D 5±" NC. \ I\ I \ TOP=495.21RLAN =489.3± (PER PLAN) 15" ONCF/L=489.7±F/=489PER PLAN) C+O N Q 1 IL ER PLAN) 64 MAILBOX I HE -- �\ 15" CON - ... 15" CONC. f ---- ---- - - - \ V -- _ L5 _ — — 4 a d ROD/F pL3 _ S24*09 31 W NCHMARK s ®UOD F L2 85.58' EL -488.94 MAS NAIL PUNCH/5" — — — 18" CONC. - -(ER PLAN) — — F/L=478.67 — U S. ROUTE 29 — II- - _- - - _ - - — -- -__ - -- -- -- — ------ ------------ 435- ---- --- _ - - - VARIABLE WIDTH R/W --- — - - - 317 PG: -75 --- - - - D.B.-- -- —:-:_ - -- -- - -- -- - _. PG. -- - - 171 � - -- - - - --- - - - - - = - - - - - .-- - - ------ ---- -- - - - - -- -- - - - _ I 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 f1�3 lr NoRTHERu 1,945 sF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE fEW 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 REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TI TLE: INTERIM EXISTING CONDITIONS SHEET NUMBER: CV- 102 COMMENTS: f i : � r r ; � r REMOVE CURB & GUTTER AND SIDEWALK ALONG RIO ROAD ' t p EXISTING WATER LINE 1 - TO BE RELOCATED J r_ REFER TO CU -101, /EXISTING UNDERGROUND !I'j✓ ELECTRICAL LINE)' TO BE REMOVED f 1 /t `Sa`"` - ' fir/ r ON EX. CONCRETE RETAINING WALL TO BE �• REMOVED. CONTRACTOR TO COORDINATE TIMING OF REMOVAL AND SIDEWALK CLOSURE WITH VDOT AND IMPLEMENT t, APPROPRIATE M.O.T. MEASURES q f i r ff t'r !' EXISTING CURB sAt Pb 1'J ? LC AND GUTTER I F �_ �.• TO REMAIN T,A PCS.: G` ,1 jib co00 123 � A,L.P'-,;UN, L.I_C l/ .,a.N,( ......-.,. Z0 E: ~" IG ti�i' \/�. V� ,,dr�1> jY"i l.,. ,� I"i f D33 /72.1,3 i G. 45L, s .s •»... �„y � Z_ll;`v w..: r iIVVo ! NF1 C0M.tll, ,.., R `..sl i• 1 i. - EXISTING SIGNS TO © _ " `` ".- •- N BE RELOCATED ° EXISTING DRIVE AISLE/CURB l !� m - - 15 < sTO REMAIN INTACT DURING PHA �, 1-11 SE I CONSTRUCTION _ v�. - r.r PHASE PAVEMENT REMOVAL r LIMITS t 3 !1 �L 1 1l\cr; ,E s c' U 1�IDTY _»,..PHASE T t 1 ht ®,' �E C4 � E PAVEMENT REMOVAL t '� A. P .3`.=ER ` ,`, f LIMITS CNI w.. IAC, 72111 # i w V. p'A13 f Iv ...#/ IR t jjj f { t > Gl) illi V. [ t`' 114 a 4 UTILITY EM�JVE ASPHALT, 1 ON,CR�ET�' AND 0- icUR'B- ANb' GUTTER WITHIN ' - # LIMITS OF DISTURBANCE TH LUCK CRO r 1 , I �.. f r D.P- 1-345 PG. 2.07 CNE: � I # I , I I # LIMITS OF # DISTURBANCE: ##1.69 ACRES r f # � I _ &WINU SANIARY SEWER LINE TOREMAIN t ; EXISTING STRUCTURE TO BE DEMOLISHED AND REPLACED r (REFER TO CG -101 FOR DETAILS). EX. STRUCTURE TO REMAIN f --IN PLACE AS LONG AS POSSIBLE DURING CONSTRUCTION EXISTING PIPE To PFMI�.,IATLE Via`' jJ LOCATION 12' TCR l SEViER EASE IENT EXISTING SIGN ._ _ ..-_ - .... f _.: — t� # ~ i = TO BE REMOVED , EXISTING DETENTION SYSTEM TO BE -' - _ . REMOVED. SYSTEM WILL NO LONGER _ ,�. EXISTING' INLET AND PIPE TO ,' `,�' BE NECESSARY ACCORDING TO VDOT M. - - _'- �• - - - *" REMAIN IN PLACE UNTIL . EX. STORM PIPE INTERCHANGE PLANS. REFER TO PROPOSED STRUCTURES ARE TO BE REMOVED TO INLET r e - " DETAILS REGARDING VDOT DESIGN _..__.- _. __„_,_ t ___” i 'F I n _ FUNCTIONAL. CONTRACTOR TO -- — .I1, CONTRACTOR TO PROTECT FIRE 9 I ASSUMPTIONS ON SHEET CG -301.-- r �. - 9 _— ENSURE POSITIVE DRAINAGE TO M -W'_=_ -, == - ---_ __. _ _ ,----HYDRANT DURING C _- � _ _�_ YDRA CONSTRUCTION , ._._.vim .,�._.. I---- Z---, i `t--- ...v.�.;� _..._. _».... ..__L,...g �.,...m...i-, ."�.a4f...s.Y # '4 —...» 4P ___,....... }.......... ... _......_ ....,.»........, ry INLET AND ADEQUATE INLET t WATER METERS TO _ PROTECTION IS PROVIDED UPON f ' P I_ -R 'l I`aC t I' BE RE -USED `' ` .a " DEMOLITION OF PARKING AREA y r - 4- - � PSR' Y" 1� ^' F L Al �8. �6 T - ; , -.. SEE SHEET CU -101- ` I t 1 t 1 B. 18119 ' fir'! D Tr R IV� ___ .... D. Bl. 435 r ° 171 DISTURBANCE ® © © Lp 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 C�� GRAPHIC SCALE IN FEET 0 10 20 40 pharmacy NORTHERN 11,945 SF PoGfiT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEAL TYPE' If 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 r�RYA PERKINS LIC. No. 0416565 12.22.115 A �fi AL .P REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: DEMOLITION PLAN SHEET NUMBER: CE -1 01 COMMENTS: VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL STD. & SPEC. MEASURE Storage Volume 492.00 ft PAVED CONSTRUCTION _ 493.00 ft ENTRANCE 3.05 495.00 ft 2,457 cu ft 91 cu yd SILT FENCE 3.07 151 cu yd INLET PROTECTION CALLOUT PCE SF IP SYMBOL QUANTITY 1 X X X X 575 LF. LEGEND: LIMITS OF DISTURBANCE REMOVE UTILITY LINES DEMOLISH PAVEMENT SAWCUT LINE"' - 8 , 1 } 3.31 TEMPORARY SEEDING TS -� TS �` N/A ` . r / } / Aj- M3. BALM N, LLC ,- 2223 PG. 458 r , Y i . "' ^^'F ! A, 'i. °.,.,`` e„ `.• TAX r•, `"' ' r-� r i n ft QY �, ! © s i i'` X FCL.: tiJ61 00 00 00 123 O D�1_I:=i 11 3.01 SAFETY FENCE SAF 195 I ., # HIGHWAY CC.t° i IAL ( C) ; i1.� . � 22� I t'. 5iq � , °.b..,, __-„•• - - TAX P - L . , 0450", �.3 o 00 1 0 5 A i,F �4 3.11 DIVERSION DIKE RWD 197 f p i �� ' �` . = - ZONE: I I �}�4'�� `` C0��1��1.1� �I�I_ i� `) <,< /� , SEE SHEET CE -501 FOR DETAILS. EXISTING DRIVE AISLE/CURB TO REMAIN INTACT DURING rx 1 # •`•' h°` fit ' r , PHASE I CONSTRUCTION 9, r Lf # � ' ;.,;Q ! E� 1 ° � } I a ","•-.,.- „��4•,„�• 4 ,fir LIMITSPAVEMENTREMOVAL r it ! tGV/� c f -\Ls p. ; rr � ,.� �. ~�Y•,� , �,�• ` �: t I t /� \ , J ! 1�`J '©,' # � I PHASE I � t# `� i 4 j i'«tI i f p , p r © ULD PAVEMENT REMOVAL # } I ¢ PHASE I CONSTRUCTION SEQUENCE rf 1 t ,'' # f ✓ r. , f, n .. _ I I p I f -Q "�-ISR 1. SCHEDULE A PRE -CONSTRUCTION MEETING TO BE HELD AT THE ALBEMARLE 07: rN I ' ,t'# .fit w, w: `"' �,� �-', 1 `� i PROPOSED LOCATION OF RAIN GAUGE COUNTY OFFICE BUILDING. THE OWNER MUST GIVE THE COUNTY INSPECTOR AT p/' O' j;' � �? -:`} :s' /I .,-*-�,T„mm` ��', , r 'c 1.? I '(CAN BE RELOCATED BY CONTRACTOR LEAST 48 HOURS NOTIFICATION TO SCHEDULE THE PRE -CONSTRUCTION w:. + - �- ..M: ° d '�� ' „r "' --, , , I r p .. IF MODIFICATION IS NOTED ON PLANS) MEETING FOR THE ISSUANCE OF A LAND DISTURBANCE PERMIT. THE CERTIFIED {/ f © ti _ _ REGISTERED LAND DISTURBER MUST ATTEND THE MEETING. 1 t r / z imp i>" / ; © eh o ' r �• r I , I, „ ::.: , V µ`N1^ PROPOSED LOCATION OF SANITARY d� I��,_ ,� r FACILITIES meq•+. / I ^'^,,,, '°� ,•,, r!i e� ! .,,rr I P ; �,. f . 'ii,3-Y.- , ,•I 7 - 6 r 2. THE VSMP CONSTRUCTION ACTIVITY OPERATOR AND THE COUNTY ?,> _; ENVIRONMENTAL INSPECTOR MUST ATTEND THE PRE -CONSTRUCTION MEETING. fg) L pj •`"'...,,,, $ f "°" P,,,i.7 "ti,. � f ' �.""...„-,..,,,, , A. , . ,.,... •'"�•:', ,"•�,:::.::""".:=�.:s':.,._. ,.•.�'�"T._,'.` ^"_............ . -... ....„..,: ^ o "".-.,"` J 3 Q� � ,.....,...�,.,�••••, � r°' L'i "�''T t ..-�,,' ..>. ; E ' , i «a 19 ` 4`t�. = " ? �, �� 3. INSTALL CONSTRUCTION ENTRANCE SILT FENCE SAFETY FENCE AND INLET /'° / /% �/ j - ' ! 10("�} i 11 " II `i , t w.` ✓ `''-.js"a, 1. `•` Iii`€ _ ``- -!,, i v"` i ^}�-_'q "s , PROTECTION. INSPECTOR MAY MAKE ADJUSTMENTS IN THE FIELD IF DEEMED r� /' 1 r� r , / `°-,.„ �f! 1 _ I'-_.1 L._I !-t i � »�- I--• _._-.....,....E.�. _,.__�........M.._.',r" _ .. !� .O E �I n.. � E, # # ..... NECESSARY. 0- �,/ j -,. ,`r` ', r , `"a ,°, % j I I ,""':� I � � i •. �''•' � # # 1 " � O ! °u", 4. DISCONNECT UTILITIES AND DEMOLISH BUILDING, UTILITIES*, DETENTION SYSTEM, jj / r ' 4 g Y • a �, r `h. Bs i Y Jr ('3" --. CONCRETE, ASPHALT, TREES, AND SHRUBS WITHIN LIMITS OF f �$ # -� ;� -- z -� .. ------------- CURB, I # DISTURBANCE. EXISTING STORM INLET AND PIPE LEADING TO STR. X2 ALONG %! ! / 4 f /, S r.•.... t # ROUTE 29 ARE TO REMAIN DURING CONSTRUCTION TO PROVIDE AN ADEQUATE-' °° s'• • .'.. I STORMWATER OUTFALL FOR THE SITE. i LD LID 5. UPON DEMOLITION OF THE PARKING LOT AND CURB AND GUTTER, THE f if •,; f t ' "` # 791 CRE �r', SEDIMENT TRAP SHOULD BE INSTALLED AS DESIGNED. J,>' f j / �r I tl pp i f PROPOSED LOCATION OF Jk �,r �� ©� rf�, € �c I t 'j SOLID / NON HAZARDOUS ! ° 6. DIVERSION DIKES SHOULD BE INSTALLED AS DEPICTED ON THE PLANS TO / \a WASTE DUMPSTER ; - -- - - THE !'- K CROUP, ILC MAINTAIN POSITIVE DRAINAGE TO THE INLET SHOWN TO REMAIN AND THE %�, �4 / / j; t ,r ,t - IP i 1 ! 1 "� '+ �<v 1`,. 1 1 J `� � L / I! I I E l D. f a 41 - SEDIMENT TRAP. ! '�y' �P F� r +S f v` �' 1 r; [ ;tt, AX r rr� �tr �-}rp, I # i FIC Gk 9 j 3 t i.,. _... fw' `� ..a J ti 4.i v i,, ,•1 � 4J ti., tS 0 fu; rA f J iii P: ti 12 ( �NI nin r'>.iis h ) \ f s p r a 1�s:{I HIGHWAY r 3;I4i" i_ `'4} i�, 7. THE EXISTING INLETS NOTED ON THE PLANS SHOULD REMAIN IN PLACE AND t JQ ti 1 Vis, t , __, i €; BE ADEQUATELY PROTECTED UNTIL THE PROPOSED INLETS ARE INSTALLED 1 j -:W <� I i I A ADEQUATE DRAINAGE AND SEDIMENT WITH INLET PROTECTION TO ENSURE Q ,� � ,�;'�, � / ° �`�� fr ,.�"•7...1 �` f � � �;- CONTROL THROUGHOUT CONSTRUCTION. ; t; r r Is LIMITS OF t PROPOSED LOCATION FOR �%»�} - "' ~� ,I i J > E - d , fi DISTURBANCE: 1.q9 ACRES S. ONCE ALL DEMOLITION IS COMPLETE, CONTRACTOR MAY BEGIN PHASE II 'ON-SITE FUEL STORAGE;` (CONTRACTOR TO PROVIDE I CONSTRUCTION ACTIVITIES. REFER TO SHEET CG -101 FOR PHASE II SEQUENCES IMPERMEABLE BARRIER OF CONSTRUCTION. CONTAINMENT, EXTERNAL TO STORAGE),. t t t ` # c`` ✓ I> I _� �I 1' t ;, t( # " i _ f``%... J •"`..., � 'a PARCEL �r * CONTRACTOR TO COORDINATE PUBLIC WATERLINE DEMOLITION RELOCATION WITH r' \ f f'` rr r, T A .•�';,�, /`r"fs "'^- ' 1 dim• ALBEMARLE COUNTY AND ACSA TO ENSURE ACCEPTABLE SHUTDOWN AND !' /Y ::A r�ACRE REACTIVATION TIMING ..f %`$� `!',Z f'` 1 % t �', x� I r ; SF * CONTRACTOR TO COORDINATE WORK WITHIN ENTRANCE ON ROUTE 29 WITH PROPOSED LOCATION FOR SOLVENT //Y 1IJ F" PAIINT STORAGE CONTRACTOR TO �? (I ADJACENT PROPERTY OWNER. ENTRANCE WILL LIKELY NEED TO REMAIN OPEN AS ( I ! ' PROVIDE IMPERMEABLE CONTAINMENT,.,/ X\11\ MUCH AS POSSIBLE AND EFFORTS SHOULD BE TAKEN TO COMPLETE WORKEXTERNAL TO STORAGE / I EFFICIENTLY WITHIN THIS AREA. 1 \ 's. . f fi-d,: { !. tip,` •L.,',''..'ti .J""''k°• kj ` /w-.riO ' } *t ..RPROPOSED „ tl i v t t> I,`'; .,� ;' �f �• ,? i `; I k SEDIMENT TRAP , t IP ,r d r i iJ"r �1, 111 �----;'=- - f I w 7 I!i l 7 �i jf€_'"'r�.89,.��'i � I / i` I .. :'}, ' e; L"'.•.. jjj �`', t ,r�•�'' i� E3>'� PROPOSED SEDIMENT TRAP PROFILE !'� ' � , A ,.- �/r � t,,� I, � ` d �; �• E � ,,1 tL.° r �'.'k %f � .., "'` ,'�....® I i' �. } , x i E iv,'•i,. r 1 i � f. Sid ,¢` � {f^.,y.w,(�, M . ;, d ,.• t ' - ° s 1 ) u. i a E r _... :' I{ T•a f I ` I L , SECTION A -A t Z .._, AI � f � .�X � k f / TOP OF EMBANKMENT WD ELEV = 496.5 I -.---y 30.2 } �'? � J ' I f / c 1 j ti { I A /� ' ! ! C wE TOP OF DRY STORAGE STOCKPILE AREA , I p �- A ELEV = 496.0 °� , \ -.f t EXISTING INLET AND PIPE TO "�,I ? `_ r X TOP OF WET STORAGE f < ! r "SIGN J _ _ •„� _ � _ ""• j `e (IF NECESSARY) # �. r r ° MANHOLE X2 TO REMAIN IN I 61 ELEV = 495A' �d / PLACE UNTIL PROPOSED r ```/ - i g L i O. c 1 I i I y t , I f h0 ...... ..... .......__..... �,,,�..�.........._.................._._____..E................... ___.........._....._....._.......... �.. A ,�, ,�.'Ll �,� f �� " � �'��. � r �- �-_ � j p f E ; - �� STRUCTURE D IS FUNCTIONAL. ,0 f r .,,`��,a��� }r - I I P EXISTING GRADE - "� 1 CONTRACTOR TO ENSUIRE POSITIVE i �' I I ' B P _ OTTOM OF TRA � -. ( �. ELEV = 492.0 d r?. DRAINAGE TO INLET AMID _.. # _Y`'• ' _ M_. _„_ -- 4 - I # ___. - ( i '{ , r,, -•- m- XZ .� ADEQUATE IN PROTECTION IS SAFETY FENCE AROUND I P RIP RAP f r °# b ' Ik l -ENTRANCE TO BE MODIFIED -- - -_ - - i „d,, • `ti. , ., ,.�"�; �". ._ - - - ,._...° ,,..-; .- r �" �- ,-..., ,PROVIDED UPON DEMOILITION OF , j „`__`--`•'""'"" SF , _ �' ,,�„_ ,-- _.. _ ; ,% f ((`� ��� OUTLET AS SHOWN IN PHASE 2 WHEN _._.._ ' „r ,,~•,--,w.--•_., " , .,,--.......,. - -- . r ... .`` . PARKING AREA - - - _ _,. ,,..•,,.-_,,,,_ - �:. _� WD s' _ - --- :. ' IS NOT UNDER -CONSTRUCTION. �,-�sw' a '~''t ENTRANCE CONTRACTOR _ .._..__.._ __............... ....._...... ......__........ _�__.. __ . , .:STI .�:' ..1 oaf C��'';C:. 'o� s, .., is __ -:. F`=� " r d ENTRA TO PROPOSED LOCATION FOR , , 4 "-"°-'° �" w ---- COORDINATE TH ADJACENT OWNER ` 3 i «.'w .. .,. .. _ ,••,rw„4-t"T,,...-a:�-.....��L ...a-�' fA, f+; »" 8 R v' I f CONCRETE WASHOUT - ..-.._. - -. ...,_._, � ..' ,.,_: _ w. _. ... .. • � at _! ,r--� „ A __. _._... ._ .�`[� - - TOP OF EMBANKMENT _ CONTRACTOR TO D ...- .....-'___...-;» l L __: _ __ �_ _ _�� e a a , i_ _.._. __ ELEV - 496.5 `� M PROVIDE IMPERMEABLE -_ . _._ .._ ___. _ __....� ._._............. -..._ n� - EXISTING INLET AND PIPE TO ---e-- =- `--n� ! r _ # A 1 -- - ,� 1 �� `` O -O +, -D BARRIER / LINED PIT REMAIN IN PLACE UNTIL---- _ - S - - - - ` - - - - - - - - - O- - THAT PREVENTS RUNOFF - -" PROPOSED F r PROPOSED STRUCTURES ARE ,,,_ r t r - - ' ---- "--' "' -- -- -- ' F''` 0Pi7`: -- ! DIVERSION DIKE ATO BE FUNCTIONAL. CONTRACTOR TO =m " , INSTALLED AFTER ENSURE POSITIVE DRAINAGE TO TOP OF DRY STORAGE ; `ti j =�= - < - - - - t CONTRACTOR TO PROTECT FIRE }® A' e.kr`(_ __ _ __ - _ _ _ _ _ _ DEMOLITION OF EXISTING INLET AND ADEQUATE INLET ,_ _ ---- --- --� ' - HYDRANT [DURING CONSTRUCTION:._.,' - - -- -- - --CURB AND GUTTER AND - -- PROTECTION IS PROVIDED UPON .� ELEV = 496.0' j e SEDIMENT TRAP DESIGN INFORMATION " " REMOVED ONCE NEW DEMOLITION OF PARKING AREA i 47'*'' -:m INLETS ARE INSTALLED , , TOP OF WET STORAGE Sediment Tra Dp esien Area Storage Storage "' ! SE �j�� ` 1.� /� ' (� -- -_ _ - ? _ __��R 'h -f 1 � - F/-=47&67 ELEV = 495.0' i PROPOSED GRADE stage (ft) (sq ft) (cu ft) (cu yd) � k 1Vl l� lJ��� 6UTE-+ eJ� -�` 492.00 350 0 0 w ! ar VARIABLE WIDTH R/W Q Contributing Drainage Area 1.11 acres 493.00 620 485 18 Wet/Dry Storage Required 134.0 cu yd/ac 494.00 964 1,277 47 -_ D.B. 435 PG 1PG 7Y Wet/Dry Storage Required 149 cu yd 495.00 1,377 2,448 91 pry 496.00 1,849 4,061 150 - I d` 497.00 2,374 6,172 228 _7. BOTTOM OF TRAP Equationfor Estimated Storage S=A*EZ+B*E+C A= 203.866 ELEV = 492.0' I B = -200,401.92 C= 49,249,138 EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD 2 Bottom of Trap Sediment Cleanout Level Top of Wet Storage Top of Dry Storage Top of Embankment REFLECT VDOTS IGRADE 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 NORTHERN fl,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 CONSULTANT KIMLEY-HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673-3882 FAX (804) 673-3980 DEVELOPER: Storage Volume Storage Volume 492.00 ft 0 cu ft 0 cu yd 493.00 ft 421 cu ft 16 cu yd 495.00 ft 2,457 cu ft 91 cu yd 496.00 ft 4,086 cu ft 151 cu yd 496.50 ft 5,054 cu ft 187 cu yd REFLECT VDOTS IGRADE 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 NORTHERN fl,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 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 LTH 6^ RYA . PERKINS LIC. No. 046565 12.22.15 , AL REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: PHASE I E&S CONTROL PLAN SHEET NUMBER: CE -1 02 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, CURBING, WATER AND SEWER CONNECTIONS, AND A STORM DRAINAGE NETWORK. SITE WORK INCLUDES DEMOLITION OF THE EXISTING BUILDING, IPARKING, AND OTHER SITES FEATURES MINOR CLEARING AND GRADING TELY UTILITY INSTALLATIONS, PAVING, AND LANDSCAPING. THE PROPOSED SITE WILL BE APPROXIMATELY 70% IMPERVIOUS. THE PROPOSED LAND DISTURBANCE ENCOMPASSES 1.69± 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 CONNEC11ONS 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 AND ONCE VDOT COMPLETES ALL UTILITY AND ROADWAY WORK ALONG THE PROPERTIES FRONTAGE REQUIRED FOR THE GRADE SEPARATED INTERCHANGE PROJECT. 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: 27B-ELIOAK LOAM, 2 TO 7 PERCENT SLOPES COMPONENT: ELIOAK (807.) 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 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 2E. THIS SOIL DOES NOT MEET HYDRIC CRITERIA. MAP UNIT: 34C-GLENELG LOAM, 7 TO 15 PERCENT SLOPES COMPONENT. GLENELG (857.) 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 CRITICAL AREAS 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 MANAGED STEEP SLOPES 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 UNMANAGED STEEP SLOPES WERE FOUND (SEE INSET TO RIGHT). AS A RESULT THE PROPOSAL IS TO REMOVE THE EXISTING RETAINING WALL, BUILD A NEW TERRACED WALL THAT FITS WITH THE DEVELOPMENT, AND CONSTRUCT SLOPES THAT ARE 3:1 OR FLATTER THROUGHOUT THE SITE. 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 STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. GRAVEL (12 -MIN. DEPTH) RUNOFF WATER WITH SEDIMENT _ . -A - III =a - '111 IlIIII ". 4 II - WIRE MESH SEDIMENT ' 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 PLATE. 3.07-1 ,......, _.w,.,. --------- 7v V.,,,.-__ -4 1,,W� T� ;Tur .-xl of" Yt{ iw..,'.11.111L SA,T.L PROFT k• -. s1,1< A:.'� k - � A A x, ...:•.0.r: :}fyr'3 .sem I { +6X'.:;4 Eefr. Yr,t;. Al;; tt-Pz;".:wr jo,,4v,f : 0 ITO 1, :gvtll ' :IKF??:65 A4',',JS,Pj':'a TFx3.:°{v sej,u•,' i»_..___..-. ..... --- ,.___ Ij, _.--------- .___......-,Iprg.T'.E if wr,,C I7a STCEU'4: ; , __ � rr "T* C,J) SECTION A- d1. n itllurNN watw top (,f i W41t tTR1rt ire ui,t.,A#d with b Ttib inwit i btctt bdc,ut 41-v4d %*v 04,0,,ewt A W,IAhwg ugh - dinw0w of L5 6idw f" a("Iate CoRla)t IR'V: KIRV, Wo,fl Vr4iteF $I#Vt fre c 4flWI XWR ' froul flte CTbMtt to aI 4"ITT04'td E t4f ig Xeb t9 imiuYe #e&ttatt A4 eediws mI AtbR t,e 1Ne1'RDUI flow cafeliftr Omni f m., Tkicftez OI Mafercow"r: PAVED WASH RACK +E. ,CALL BLOCK/ GRAVEL D.O. INLET I SEDIMENT � WIRE SCREEN - CONCRETE BLOCK • a�r�®nom.. WIRE SCREEN RUNOFF _'�, OVERFLOW i14i : WATER WITH jj33 Zai•. WTIH DATE SPECIFIC APPLICATION � THIS nnu=mii=nnnl0� . ,OF INLET WHERE HEAVYEXPECTED I, WHERE AN OVERFLOW CAPACITY IS STRUCTURE NECESSARY To PREVENT EXCESSIVE FUNDING AROUND I - GRAVEL SHALL BE VIDOT J3, #357 OR #5 COARSE AGGREGATE ICE: VA. DSWC PLATE. 3.07 SILT FENCE DROP INLET PROTECTION 2 X 4• WOW FRAME N10 TSH t]tATE FlUL 1E .� _ - i7 ,." / -t . OA N R _�,` WCESCORS NERS '�, AT PERSP TCE LVE VIEWS STAKE FABRIC I'm�p1/1 " I• M". - V ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FIAT AREA (SLOPE NO GREATER 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 FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS, 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. L ANY REQUIRED REPAIRS SHALL BE MADE I FENCE RESULTING FROM 0 THE REPAIR OF DAMAGED SILT IMMEDIATELY. CLOSE ATTENTION SHALL BE PAID T 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. 3.11 TEMPORARY RIGHT OF WAY DIVERSION - A RIDGE OF COMPACTED SOIL OR LOOSE ROCK OR GRAVEL CONSTRUCTED ACROSS DISTURBED RIGHT OF WAY AND SIMILAR SLOPING AREAS. THE PURPOSE IS TO SHORTEN THE FLOW LENGTH WITHIN A SLOPING RIGHT OF WAY, THEREBY REDUCING THE EROSION POTENTIAL BY DIVERTING STORM RUNOFF TO A STABILIZED OUTLET. 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. +`� i f •sir \ tr C's :t1 i 31 I ( •'ate<,».,� ., ".;n,.x..:.r.�' �` -.. I ii d f % `) r I j I *� 1 _ .r I i 1 rl i ' I 1 J _ �N24'4t'02ME ,. I r' , ", .. 8:1 SLOPES t- _�_ �' �t4s.85' p qw� v' w' p 1 t d % % 1 Wl _..mow r f .._;„r � 14 � E) I ° I `•b.'°` ,t, - , . / If j�� " r / z i � ; � � I i i 1' t / n �. "�. r?,yJl +,„� t �"' n t ( r-' 3 i 3 �t j i !� 'S «� f+ r`°'r 7;'1; c, i^'� , ., '(� ',_,..._,.......�...i:..�.«...d.,.-. �r .._....... ,... '..._....o.w_____• 4 vi ~ r =-F .I _ t -,z.. i..:... r "~_ `r 4 - 1 _-: «. ,_ , `: I ..._ ._ .. _dr" ©�7 ` I., s....., ,r1x„ b�. .�........ .__._................._..._........__. ''....... .. _ _ _ _ __._.._,....._....err " ~�-_.•.. , � • jI EX. RETAINING WALL I ✓ 11 __ ; / IG�IrJ i - f APPROX. AREA PA'' If / ` CONTAINING O� 791 ACRE I_I1 `` EXISTING MANAGED �'," _-�-.. I STEEP SLOPES PER �, - ''- I COUNTY GIS 2°�� r=--3 I/ % ' i I' ti I, IRei l rt I I ,cry (_-i ' _, " ,; i � I 10 \ 1-I CRITICAL SLOPES SCALE : 1"=30' BLOCK & GRAVEL CURB INLET SEDIMENT FILTER CURB INLET - T C:) __ WIRE SCREE,CONCRETE BLOCK GRAVEL FILTER -_::�_ RUNOFF OVERFLOW WATER WITH FILTERED WATER SEDIMENT RnrIIIF_, SEDIMENT _i WIRE SCREE! 2• % 4' WOOD STUD • �• 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. R GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE SOUIRCE: VA. DSWC PLATE 3.07-B 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. 6'MA%. � � l % 1 __r _` ��/J %� / 'IPI "rD � , - � Ili og m 4 31. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. ITINTO THE TRENCH. lN - '..., �� u * (III �_� G' "�.-,: Ipl I /dill �I,o_+ . =III SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) �y A �B F A \\\ \� Ill,,, 11 I'll, 1111 �\\\� POINTS A SHOULD BE HIGHER THAN POINT B. GRAVEL CURB INLET SEDIMENT FILTER ----�_-/__ / ,/I GRAVEL FILTER' iZ-y RUNOFF WATER - IV^ WIRE MESH FILTERED WATER .. . , 11 11 11.1 - , e.. - .; i .y e_ II SEDIMENT IIIA A -' n :.461; I 11 CONCRETE GUTTER 12' ` CURB INLET SPECIFIC APPLICATION THIS METHOD OF ROM PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT d3, /307 OR 5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE 3.07-8 f / '-7- / STORMWATER MANAGEMENT MINIMUM STANDARDS (4VAC50-30-40) REFER TO SHEET CG -301 FOR STORMWATER MANAGEMENT SUMMARY AND DETAILS DRIVE, AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE MIDLOTHIAN, VA CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: INSPECTIONS AND MAINTENANCE 1. PERMANENT OF TEMPORARY SOIL STABILIZA11ON SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN THE PURPOSE OF SITE INSPECTIONS IS TO ASSESS PERFORMANCE OF POLLUTANT CONTROLS. THE INSPECTIONS SHALL BE CONDUCTED BY DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION THE OPERATOR'S DESIGNATED E&S INSPECTOR. IF DEFICIENCIES IN THE EROSION AND SEDIMENT CONTROL MEASURES ARE DETERMINED. THEY SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL SHALL BE RECORDED ON THE INSPECTION FORM BY THE OPERATOR AND CORRECTIVE ACTION SHALL BE INITIATED BY THE OPERATOR WITHIN REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THE TIME FRAME SPECIFIED BELOW. 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 BETWEEN THE TIME THE SWPPP IS IMPLEMENTED AND FINAL SITE STABILIZATION ISHIEVED C ALL DISTURBED AREAS AND POLLUTANT OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE CONTROLS MUST BE INSPECTED AT ONE OF THE TWO FREQUENCIES BELOW: TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS (OPERATOR SHALL MARK CHOSEN INSPECTION FREQUENCY) BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE AT LEAST ONCE EVERY FOUR BUSINESS DAYS OR, 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. o AT LEAST ONCE EVERY FIVE BUSINESS DAYS AND NO LATER THAN 48 HOURS FOLLOWING A MEASURABLE STORM EVENT. IN THE EVENT THAT A MEASURABLE STORM EVENT OCCURS WHEN THERE ARE MORE THAN 48 HOURS BETWEEN BUSINESS DAYS, THE INSPECTION SHALL BE 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES CONDUCTED ON THE NEXT BUSINESS DAY. 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. BASED ON THESE INSPECTIONS, THE OPERATOR SHALL DECIDE WHETHER IT IS NECESSARY TO MODIFY THIS SWPPP, ADD OR RELOCATE SEDIMENT BARRIERS, OR INSTITUTE OTHER ACTIONS REQUIRED IN ORDER TO PREVENT POLLUTANTS FROM LEAVING THE SITE VIA STORM WATER 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND RUNOFF. THE OPERATOR HAS THE DUTY TO REPAIR, MODIFY, MAINTAIN, OR SUPPLEMENT POLLUTANT CONTROL MEASURES AND TAKE OTHER DIVERSION IMMEDIATELY AFTER INSTALLATION. ACTIONS NECESSARY TO ACHIEVE EFFECTIVE POLLUTANT CONTROL THE OPERATOR MAY INSTALL A RAIN GAUGE AT THE SITE TO DETERMINE SITE SPECIFIC RAINFALL CONDITIONS OR MUST PROVIDE ESTIMATES 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE OF RAINFALL AT THE PROJECT SITE AND PROVIDE INFORMATION AS TO HOW THE ESTIMATES WERE GENERATED. FOR PURPOSES OF PERMIT TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. COMPLIANCE, IT IS STRONGLY RECOMMENDED THAT THE OPERATOR INSTALL A RAIN GAUGE AT THE PROJECT SITE. A. THE MINIMUM STORAGE CAPACITY OFA SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE EXAMPLES OF PARTICULAR ITEMS TO BE EVALUATED DURING SITE INSPECTIONS ARE LISTED BELOW. THIS LIST IS NOT INTENDED TO BE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE COMPREHENSIVE. DURING EACH INSPECTION, THE OPERATOR'S INSPECTORS MUST EVALUATE OVERALL POLLUTANT CONTROL SYSTEM ACRES. PERFORMANCE, AS WELL AS THE EFFECTIVENESS OF SYSTEM COMPONENTS. ADDITIONAL FACTORS SHOULD BE CONSIDERED AS APPROPRIATE B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS TO THE CIRCUMSTANCES. GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE A. LOCATIONS WHERE VEHICLES ENTER AND EXIT THE SITE MUST BE INSPECTED F R EVIDENCE OF OFF-SITE SEDIMENT TRACKING. A MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF STABILIZED CONSTRUCTION ENTRANCE WILL BE CONSTRUCTED WHERE VEHICLES ENTER AND EXIT. THIS ENTRANCE WILL BE MAINTAINED OR DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL SUPPLEMENTED AS NECESSARY TO PREVENT SEDIMENT FROM LEAVING THE SITE! ON VEHICLES. SEDIMENT TRACKED ONTO PUBLIC INTEGRITY OF THE BASIN DURING A TWENTY-FIVE YEAR STORM OF 24-HOUR DURATION. ROADWAYS MUST BE SHOVELED OR SWEPT FROM THE ROADWAY AND RE -DEPOSITED ON SITE IN A MANNER THAT MINIMIZES ITS OFFSITE RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH RELEASE POTENTIAL. I CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. B. SEDIMENT BARRIERS MUST BE INSPECTED AND, IF NECESSARY, THEY MUST BE ENLARGED OR CLEANED IN ORDER TO PROVIDE ADDITIONAL 7 CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE CAPACITY. ALL MATERIAL EXCAVATED FROM BEHIND SEDIMENT BARRIERS SHALL BE STOCKPILED ON THE UP SLOPE SIDE OF THE BARRIER. EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT ADDITIONAL SEDIMENT BARRIERS MUST BE CONSTRUCTED AS NEEDED SEDIMENT MUST BE REMOVED FROM SEDIMENT TRAPS AND STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS SEDIMENT BASINS WHEN THE DESIGN CAPACITY HAS BEEN REDUCED BY 50%,. CORRECTED. C. 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 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN OR ORIGINAL COVERS MUST BE REPAIRED OR SUPPLEMENTED. ALSO, PROTECTIVE BERMS MUST BE CONSTRUCTED, IF NEEDED, IN ORDER ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 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 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL STABILIZATION WHEN TURF GRASS COVER PROVIDES PERMANENT STABILIZATION IOF THE SOIL SURFACE EXCLUSIVE OF AREAS THAT HAVE BE PROVIDED. BEEN PAVED OR COVERED BY BUILDING(S). PERMANENT STABILIZATION IS NOT CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 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 D. ALL DISCHARGE POINTS MUST BE INSPECTED TO DETERMINE WHETHER EROSION 'CONTROL MEASURES ARE EFFECTIVE IN PREVENTING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. IMPACTS TO RECEIVING WATERS. 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE BASED ON INSPECTION RESULTS, ANY MODIFICATION NECESSARY TO INCREASE EFFECTIVENESS OF THIS SWPPP TO AN ACCEPTABLE LEVEL OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL ALL MODIFICATIONS TO THE SWPPP DOCUMENT AND SHALL BE MADE BY THE OPERATOR WITHIN SEVEN CALENDAR DAYS OF THE INSPECTION. APPROVED PLAN WILL BE NOTED ON THE CONSTRUCTION PLANS, THE INSPECTION REPORTS MUST BE COMPLETED ENTIRELY AND ADDITIONAL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. REMARKS SHALL BE INCLUDED IF NEEDED TO FULLY DESCRIBE A SITUATION. AN IMPORTANT ASPECT OF THE INSPECTION REPORT IS THE 12 MEN WORK IN ALIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE DESCRIPTION OF ADDITIONAL MEASURES THAT NEED TO BE TAKEN TO ENHANCE PLAN EFFECTIVENESS. THE INSPECTION REPORT MUST IDENTIFY WHETHER THE SITE WAS IN COMPLIANCE WITH THE SWPPP AT THE TIME OF INSPECTION AND SPECIFICALLY IDENTIFY ALL INCIDENTS ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST OF NON-COMPLIANCE. 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 INSPECTION REPORTS WILL BE KEPT ON FILE BY THE OPERATOR AS AN INTEGRAL PART OF THIS SWPPP FOR AT LEAST THIRTY SIX MONTHS BY NONERODIBLE COVER MATERIALS. FOLLOWING THE MONTH THE NOTICE OF TERMINATION IS FILED WITH ALBEMARLE COUNTY. IT IS THE RESPONSIBILITY OF THE OPERATOR TO ENSURE THE ADEQUACY OF SITE STORM WATER POLLUTANT DISCHARGE CONTROLS. 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN PHYSICAL SITE CONDITIONS WEATHER CONDITIONS OR OPERATOR PRACTICES MAY MAKE IT NECESSARY TO INSTALL MORE STRUCTURAL ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE t^nN�z�f S THAN ARE SHOWN ON THE PLANS (FOR EXAMPLE LOCALIZED CONCENTRATIONS OF RUNOFF COULD MAKE IT NECESSARY TO MATERIAL SHALL BE PROVIDED. INSTALL ADDITIONAL-$FDIMLNT BARRIERS.) ASSESSING THE NEED FOR ADDITIONAL CONTROLS AND IMPLEMENTING THEM OR ADJUSTING EXISTING CONTROLS ARE KEY ASPECTS OF THE EFFECTIVENESS OF THIS SWPPP UNTIL THE SITE ACHIEVES FINAL STABILIZATION. SHOULD A 14. ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS PERTAINING TO WORK IN OR CROSSING CONTROL FAIL, BE BYPASSED OR OTHERWISE BE INEFFECTIVE IN MAINTAINING SEDIMENTS ONSITE AND RELEASING SEDIMENT OFFSITE THE LIVE WATERCOURSES SHALL BE MET. OPERATOR WILL PROVIDE NOTIFICATION TO ALBEMARLE COUNTY IN ACCORDANCE WITH PART III. G. OF THE VPDES STORM WATER GENERAL PERMIT, AS NECESSARY. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. IF IT IS DETERMINED BY THE OPERATOR'S INSPECTOR THAT THERE HAS BEEN AN UPSET OR BYPASS OF THE CONTROL MEASURES RESULTING IN A RELEASE OF SEDIMENT TO STATE WATERS, THE OPERATOR'S INSPECTOR SHALL REPORT THE BYPASS OR UPSET TO ALBEMARLE COUNTY 16. (UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS WITHIN 24 HOURS OF DISCOVERY OF THE UNANTICIPATED BYPASS OR UPSET. IN ADDITION TO OTHER APPLICABLE CRITERIA: WITHIN FIVEDAYS OF MAKING THE VERBAL REPORT TO ALBEMARLE COUNTY, A WRITTEN REPORT SHALL BE SUBMITTED BY THE OPERATOR A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. CONTAINING: B• EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. • A DESCRIPTION OF THE NATURE AND LOCATION OF THE DISCHARGE; 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 • THE CAUSE OF THE DISCHARGE; NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPERTY. • THE DATE ON WHICH THE DISCHARGE OCCURRED; D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO • THE LENGTH OF TIME THAT THE DISCHARGE CONTINUED; i MINIMIZE EROSION AND PROMOTE STABILIZATION. • THE VOLUME OF THE DISCHARGE; E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. • IF THE DISCHARGE IS CONTINUING, HOW LONG IT IS EXPECTED TO CONTINUE; • IF THE DISCHARGE IS CONTINUING, WHAT THE EXPECTED TOTAL VOLUME OF THE DISCHARGE WILL BE; AND 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS • ANY STEPS PLANNED OR TAKEN TO REDUCE, ELIMINATE AND PREVENT A RECURRENCE OF THE PRESENT DISCHARGE OR ANY FUTURE SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED DISCHARGES NOT AUTHORIZED BY THIS GENERAL PERMIT. 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 TOA 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 TI AFTER FINAL SITE STABILIZAON OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED TEMPORARY SEEDING REQUIREMENTS PERMANENT SEEDING REQUIREMENTS 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 INTO AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. IB. 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. IC. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR PIPES 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. ID. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. IE. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT OF THE SUBJECT PROJECT. IF. 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. IG. 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. IH. ALL ON-SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. II. 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 PIATL &I-1 Source: Va. SWCC Plate 3.11-1 MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. 'TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS -QUICK REFEIRENCE FOR AU REGIONS' Rai Planting Dates Species t s. Sept. 1- Feb. 15 50;/50 Mix of Annual Ryegrass (1oliummulti-florum) & SO Cereal (Winter) Rye (Slecale Cereale) Feb. 16 - Apr. 30 Amnual Ryegrass 60 (L olium multi-florum) May 1- Aug 31 Gferman Millet (Sletaria italica) SOORCB: F.C. L4aion and Se -.t C.drd PI®Riw .d !laic- Y-R..L 11188 PLATE 3.07-1 3UUf= Mapted Om t ' Em MKT; ru a -. YA. D9'YC .-- -•---_­_ Sherwood ad ►,e -t i �I �� . , 0■ . 0■ ■ ,■ ■ l STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE: NEW STORE DEAL TYPE FFS CS PROJECT NUMBER 86047 ENGINEER: I i 6 .� a I t ` 1 t M) L 1 I "a 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 Fs -EA -L-. i RYA . PERKINS LIC. No. 046565 j222! .15 S Z�OXAZ ,.� REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: ROSION AND SEDIMENT CONTROL DETAILS SHEET NUMBER: CE -501 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 Project is located before site clearing. D. Do not commence site clearing operations until temporary erosion- and sedimentation -control and plant -protection measures are 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 and 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 removed 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 dlown 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 subgrade 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 topsoil in a 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 quantity 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 prevention. 2. Comply with standards of authorities having jurisdiction for potable -water -service piping, including materials, installaition, testing, and disinfection. B. Piping materials shall bear label, stamp, or other markings of specified testing 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, Pressure -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-riing and EPDM 0 -ring seal in each end. B. Bronze Fllanges: ASME B16.24, Class 150, with solder -joint end. Furnish Class 300 flanges if required to match piping. C. Copper Unions: MSS SP -123, cast -copper -alloy, hexagonoil-stockbody with ball-and-socket, metal -to -metal seating surfaces, and solder -joint or threaded ends. 1.3 DUCTILE -IRON PIPE AND FITTINGS A. Mechanic(al-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-iiron 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 ASND FITTINGS A. PVC, Schedule 40 Pipe: ASTM D 1785. PVC, Schedule 40 Socket Rittings: ASTM D 2466. B. PVC, AWWA Pipe: AWWA C900, Class 200, with bell end gasket, and with spigot end. C. Mechanicial-Joint, Ductile -Iron Fittings: AWWA C110, ductile - or gray-iiron standard pattern or AWWA C153, ductile -iron compact pattern. 1.5 GATE VALVES 1.4 CLEANOUTS 1.6 MANHOLES AWWA, Cast -Iron Gate Valves: Nonrising-Stem, Resilient -Seated A. Cast -Iron Cleanouts VA A. Standard Precast Concrete Manholes: TEL: (804) Gate Valves: Gray- or ductile -iron body and bonnet; with 1. Description: ASME A112.36.2M, round, gray -iron housing with FAX: (804) 1. Description: ASTM C 478, precast, reinforced concrete, of depth bronze or gray- or ductile -iron gate, resilient seats, bronze clamping device and round, secured, scoriated, gray -iron cover. indicated, with provision for sealant joints. stem, and stem nut. Include gray iron ferrule with inside calk or spigot connection 2. Diameter: 48 inches minimum unless otherwise indicated. 1) Standard: AWWA C509. and countersunk, tapered -thread, brass closure plug. 3. Ballast: increase thickness of precast concrete sections or add 2) Minimum Pressure Rating: 200 psig. 2. Top -Loading Classification: Traffic rated, Heavy Duty, in all paved concrete to base section as required to prevent flotation. 3) End Connections: Mechanical joint. areas and are6s subject to vehicular traffic. 4. Base Section: 6 -inch minimum thickness for floor slab and 4 -inch 4) Interior Coating: Complying with AWWA C550. 3. Sewer Pie Fitting and Riser to Cleanout: ASTM A 74 Service P t g minimum thickness for walls and base r rise section, and separate 1.6 GATE VALVE ACCESSORIES AND SPECIALTIES class, cast-iron soil pipe and fittings. base slab or base section with integral floor. A. Tapping -Sleeve Assemblies: Sleeve and valve compatible with B. PVC Cleanouts: PVC body with PVC threaded plug. Include PVC 5. Riser Sections: 4 -inch minimum thickness, and lengths to provide drilling machine. sewer pipe fitting and riser to cleanout of some material as sewer depth indicated. 1) Standard: MSS SP -60. piping. Use in Light Duty applications where there is pedestrian 6. Top Section: Eccentric -cone type unless concentric -cone or 2) Tapping Sleeve: Cast- or ductile -iron or stainless-steel, traffic only or in landscaped areas. flat -slab -top type is indicated, and top of cone of size that 1.5 MANHOLES matches grade rings. two-piece bolted sleeve with flanged outlet for new A. Standard Precast' Concrete Manholes: 7. Joint Sealant: ASTM C 990, bitumen or butyl rubber. branch connection. Include sleeve matching size and 1. Description: ASTM C 478, precast, reinforced concrete, of depth 8. Steps: Individual FRP steps or FRP ladder, wide enough to allow type of pipe material being tapped and with indicated, with' provision for sealant joints. worker to place both feet on one step and designed to prevent recessed flange for branch valve. 2. Diameter: 48 inches minimum unless otherwise indicated. lateral slippage off step. Cast or anchor steps into sidewalls at 12- 3) Valve: AWWA, cast-iron, nonrising- stem, resilient -seated 3. Ballast: Increase thickness of precast concrete sections or add to 16 -inch intervals. Omit steps if total depth from floor of gate valve with one raised face flange mating concrete to base section, as required to prevent flotation. manhole to finished grade is less than 48 inches. tapping -sleeve flange. 4. Base Section: I6 -inch minimum thickness for floor slab and B. Manhole Frames and Covers: B. Valve Boxes: Comply with AWWA M44 for cast-iron valve 4 -inch minimum thickness for walls and base riser section: with 1. Description: Ferrous; 24 -inch ID by 7- to 9 -inch riser with boxes. Include top section, adjustable extension of length separate base', slab or base section with integral floor. 4 -inch -minimum width flange and 26 -inch -diameter cover. Include required for depth of burial of valve, plug with lettering 5. Riser Sections: 4 -inch minimum thickness, of length to provide indented top design with lettering cast into cover, using wording 'WATER," and bottom section with base that fits over valve depth indicated. equivalent to "STORM SEWER." and with a barrel approximately 5 inches in diameter. 6. Top Section: Eccentric -cone type unless concentric -cone or 2. Material: ASTM A 536, Grade 60-40-18 ductile iron unless 1.7 BACKFLOW PREVENTERS flat -slab -top type is indicated; with top of cone of size that otherwise indicated. Double -Check, Detector -Assembly Backflow Preventers: matches grad rings. 1.7 INLET & JUNCTION BOXES 1. Standards: ASSE 1048 and UL listed or FMG approved. 7. Joint Sealant: ASTM C 990, bitumen or butyl rubber. Standard Precast Concrete: 2. Operation: Continuous -pressure applications. 8. Resilient Pipe Connectors: ASTM C 923, cast or fitted onto 1. Description: ASTM C 478, precast, reinforced concrete, of depth 3. Pressure Loss: 5 psig maximum, through middle 1/3 of flow manhole walls,' for each pipe connection. indicated, with provision for sealant joints. range. 9. Steps: Individual FRP steps or FRP ladder, wide enough to allow 2. Base Section: 6 -inch minimum thickness for floor slab and 4 -inch 4. Body. Cast iron with interior lining complying with AWWA worker to place both feet on one step and designed to prevent minimum thickness for walls and base riser section, and separate C550 or that is FDA approved. lateral slippage off step. Cast or anchor steps into sidewalls at base slab or base section with integral floor. 5. End Connections: Flanged. 12- to 16 -inch intervals. Omit steps if total depth from floor 3. Riser Sections: 4 -inch -minimum thickness, 48 -inch diameter, and 6. Configuration: Designed for horizontal, straight through flow. of manhole to finished grade is less than 48 inches. lengths to provide depth indicated. 1.8 WATER METER BOXES 10. Adjusting Rings: Interlocking HDPE rings, with level or sloped 4. Top Section: Eccentric -cone type unless concentric -cone or Description: Cast-iron body and cover for disc -type water edge in thickness and diameter matching manhole frame and flat -slab -top type is indicated, and top of cone of size that meter, with lettering 'WATER METER" in cover; and with slotted, cover, and with height as required to adjust manhole frame and matches grade rings. open -bottom base section of length to fit over service piping. cover to indic6ted elevation and slope. Include sealant 5. Joint Sealant: ASTM C 990, bitumen or butyl rubber. 1.9 CONCRETE VAULTS recommended !by ring manufacturer. 6. Steps: Individual FRP steps or FRP ladder, wide enough to allow Description: precast, reinforced -concrete vault, designed for 11. Grade Rings: Reinforced -concrete rings, 6- to 9 -inch total worker to place both feet on one step and designed to prevent A-16 load designation according to ASTM C 857 and made thickness, with diameter matching manhole frame and cover, lateral slippage off step. Cast or anchor steps into sidewalls at 12 - according to ASTM C 858. and with height as required to adjust manhole frame and cover to 16 -inch intervals. Omit steps if total depth from floor of 1. Ladder: ASTM A 36/A 36M, steel or polyethylene -encased to indicated elevation and slope. manhole to finished grade is less than 48 inches. steel steps. B. Manhole Frames and Covers: 7. Pipe Connectors: ASTM C 923, resilient, of size required, for each 2. Manhole: ASTM A 48/A 48M Class No. 35A minimum tensile 1. Description: Ferrous; 24 -inch ID by 7- to 9 -inch riser, with pipe connecting to base section. strength, gray -iron traffic frame and cover. 4 -inch -minimum -width flange and 26 -inch -diameter cover. 1.8 STORMWATER DETENTION STRUCTURES a. Dimension: 24 -inch minimum diameter, unless otherwise Include indented top design with lettering cast into cover, using A. Cast -in -Place Concrete, Stormwater Detention Structures: Constructed indicated. wording equivalent to "SANITARY SEWER." of reinforced -concrete bottom, walls, and top; designed according to 3. Drain: ASME A112.6.3, cast-iron floor drain with outlet of 2. Material: ASTM A 536, Grade 60-40-18 ductile iron unless ASTM C 890 for A-16 (AASHTO HS20-44), heavy -traffic, structural size indicated. Include body anchor flange, light-duty otherwise indicated. loading; of depth, shape, dimensions, and appurtenances indicated. cast-iron grate, bottom outlet, and integral or field -installed 1.6 IDENTIFICATION 1. Ballast: Increase thickness of concrete as required to prevent bronze ball or clapper -type backwater valve. Arrange for installation of green warning tapes directly over piping flotation. 1.10 FIRE HYDRANTS and at outside edges of underground manholes. 2. Grade Rings: Include two or three reinforced -concrete rings, of 6 - Dry -Barrel Fire Hydrants: Freestanding, with one NPS 4-1/2 1. Use warning tape or detectable warning tape over ferrous piping. to 9 -inch total thickness, that match 24 -inch -diameter frame and and two NPS 2-1/2 outlets, 5 -1/4 -inch main valve, drain 2. Use detectable warning tape over nonferrous piping and over cover. valve, and NPS 6 mechanical -joint inlet. Include interior coating edges of underground manholes. 3. Steps: Individual FRP steps or FRP ladder, wide enough to allow according to AWWA C550. Hydrant shall have cast-iron body, 1.7 FIELD QUALITY CONTROL worker to place both feet on one step and designed to prevent compression -type valve opening against pressure and closing A. Inspect interior of piping to determine whether line displacement or lateral slippage off step. Cast or anchor steps into sidewalls at with pressure. other damage has occurred. Inspect after approximately 24 inches 12 -to 16 -inch intervals. Omit steps if total depth from floor of 1. Standard: AWWA C502. of backfill is in place, and again at completion of Project. structure to finished grade is less than 48 inches. 2. Pressure Rating: 250 psig. 1. Defects requiring correction include the following: 4. Form and cast wires and pipe openings as indicated on Drawings. 1.11 FIRE DEPARTMENT CONNECTIONS a. Alignment: Less than full diameter of inside of pipe is visible B. Manhole Frames and Covers: ASTM A 536, Grade 60-40-18, Fire Department Connections: Freestanding, with cast -bronze between structures. ductile -iron castings designed for heavy-duty service. body, thread inlets according to NFPA 1963 and matching local b. Deflection: Flexible piping with deflection that prevents 1..9 PIPE OUTLETS fire department hose threads, and threaded bottom outlet. passage of ball or cylinder of size not less than 92.5 percent A. Pre -Cast Head Walls: Pre -Cast reinforced concrete, with apron and Include lugged caps, gaskets, and chains: lugged swivel of piping di8meter. tapered sides. connection and drop clapper for each hose -connection inlet; c. Damage: Crushed, broken, cracked, or otherwise damaged B. Slope Paved Head Walls: Cast -in-place reinforced concrete as shown 18 -inch -high brass sleeve; round escutcheon plate. piping. on Drawings. 1.12 VALVE APPLICATIONS d. Infiltration: Water leakage into piping. C. Riprop Basins: Broken, irregularly sized and shaped, graded stone Drawings indicate valve types to be used. Where specific valve e. Exfiltration: Water leakage from or around piping. according to NSSGA s Quarried Stone for Erosion and Sediment types are not indicated, the following requirements apply 2. Replace defective piping using new materials, and repeat Control." Minimum stone size and dimensions as shown on Drawings. 1. Underground Valves, NPS 3 and Larger: AWWA, cast-iron, inspections until defects are within allowances specified. 1.10 PIPING INSTALLATION nonrising-stem, resilient -seated gate valves with valve box. 3. Reinspect and repeat procedure until results are satisfactory. A. Install locator wire or tape 6 inches above all non-metallic piping. 2. Use the following for valves in vaults and aboveground: B. Test new piping systems, and parts of existing systems that have B. Install bedding and backfill in accordance with pipe manufacturers' a. Gate Valves, NPS 2 and Smaller: Bronze, nonrising stem. been altered, extended, or repaired, for leaks and defects. instructions. b. Gate Valves, NPS 3 and Larger: AWWA, cast iron, OS&Y 1. Do not enclose, cover, or put into service before inspection and C. Begin installation at downstream piping connection to outfall point. rising stem, resilient seated. approval. D. Construct all headwalls flush with existing proposed embankment c. Check Valves: AWWA C508, swing type. 2. Test completed piping systems according to requirements of slopes. 1.13 FIELD QUALITY CONTROL authorities having jurisdiction. 1.11 CLEANING A. Piping Tests: Conduct piping tests before joints are covered P g P P g 3. Schedule tests and inspections by authorities having jurisdiction A. Clean interior of piping of dirt and superfluous materials. Flush with P P g P and after concrete thrust blocks have hardened sufficiently. with at least 24 hours advance notice. potable water. Fill pipeline 24 hours before testing and apply test pressure 4. Submit a separate report for each test to the Engineer for B. Clean accumulated sediment from stormwater pipes, conveyance to stabilize system. Use only potable water. approval. channels, and pond once site is stabilized with vegetation. B. Hydrostatic Tests: Test at not less than one -and -one-half 5. Air Tests: Test sanitary sewerage according to requirements of times working pressure for two hours. (Increase pressure in authorities having jurisdiction, UNI -B-6, and the following: EARTH MOVING 50-psig increments and inspect each joint between a. Test plastic gravity sewer piping according to ASTM F 1417. 1.1 PROJECT CONDITIONS increments. Hold at test pressure for 11 hour; decrease to 0 6. Manholes: Perform hydraulic test according to ASTM C 969. A. Utility Locator Service: Notify utility locator service for area where psig. Slowly increase again to test pressure and hold for 1 P 9• Y 9 P C. Leaks and loss in test pressure constitute defects that must be Project is located before beginning earth moving operations. � g g g P more hour. Maximum allowable leakage is 2 quarts per hour repaired. P D. Replace leaking piping using new materials, and repeat testing until B. Do not commence earth moving operations until temporary erosion - per 100 joints. Remake leaking joints with new materials and and sedimentation -control measures are in place. repeat test until leakage is within allowed limits. eas leakage is within allowances specified. g P C. Do not commence earth moving operations until plant -protection C. Disinfection: Clean and disinfect potable water mains as measures are in place. directed by the local authority, or, if method is not D. Do not commence earth moving operations without reviewing and prescribed by the local authority, use procedure described in making provisions for all Geotechnical recommendations made in the AWWA C651. SITE STORM UTILITY DRAINAGE PIPING project Geotechnical Report. Comply with recommendations in the D. Prepare reports of testing activities and submit to the 1.1 PIPE AND FITTINGS -GENERAL geotechnical report regarding general site preparation, building pad Engineer for approval. 1. All pipe, inlets, headwalls, and related appurtenances preparation, pavement sections, fill, and excavation. 1.14 IDENTIFICATION l meets local shall meet local D.O.T. standards. E. Retain a copy of the project Geotechnical Report at the work site at Install continuous underground detectable warning tape during 2. All stormwater pipe shall be installed in accordance with pipe all times. Any discrepancies between these specifications and the backfillingof trench for underground water -distribution piping. g P P g manufacturers instructions. Geotechnical Report shall be resolved in favor of the project project P P J Locate below finished grade, directly over piping. 1.2 STEEL PIPE AND FITTINGS Geotechnical Report. Corrugated -Steel Pipe and Fittings: ASTM A 760/A 760M, Type I with F. Protect structures, utilities, sidewalks, pavements, and other facilities fittings of similar form and construction as pipe. from damage caused by settlement, lateral movement, undermining, 1. Standard -Joint Bands: Corrugated steel. washout and other hazards created by earth moving operations. SITE SANITARY SEWERS 2. Coating: Aluminum or Bituminous G. Protect and maintain erosion and sedimentation controls during earth 1.1 PROJECT CONDITIONS 1.3 PE PIPE AND FITTINGS moving operations. A. Interruption of Existing Sanitary Sewerage Service: Coordinate 1. Corrugated PE' Drainage Pipe and Fittings NPS 3 to NPS 10: 1.2 DEWATERING as required with the local sanitary sewer authority before AASHTO M 252M; NPS 12 to NPS 48: AASHTO M 294M Type S, A. Prevent surface water and ground water from entering excavations, starting construction. with smooth waterway for coupling joints. from ponding on prepared subgrades, and from flooding Project site B. Utility Locator Service: Notify utility locator service for area 2. Silttight Couplings: PE Sleeve with ASTM D 1056, Type 2, Class and surrounding area. where Project is located before beginniing sanitary sewer A. Grade 2 gasket material that mates with tube and fittings. B. Protect subgrades from softening, undermining, washout and damage installation operations. Field verify all existing utilities shown 1.4 PVC CORRUGATED PIPE AND FITTINGS by rain or water accumulation. on the Drawings by pot -holing the lines. Survey existing Corrugated PVC Drainage Pipe and Fittings NPS 4 to NPS 36: Smooth C. Design and provide dewatering system using accepted and professional utilities and provide horizontal and vertical location interior, ASTM F949, 46 PSI stiffness when tested in accordance with methods consistent with current industry practice. Provide dewatering information to the Engineer to determiine if any utilities will ASTM D2412. PVC compound having a minimum cell classification of system of sufficient size and capacity to control groundwater in a conflict with the proposed design. 12454 as defined in ASTM D1784. Fittings: Smooth interior, ASTM manner that preserves strength of foundation soils, does not cause 1.2 DUCTILE -IRON, GRAVITY SEWER PIPE AND FITTINGS F949, Section 5.2.3 or F794, Section 7.2.4. Joints shall be made with instability or raveling of excavation slopes, and does not result in A. Pipe: ASTM A 746, for push -on joints.. integrally -formed bell and spigot gasketed connections. Manufacturer damage to existing structures. Lower water level in advance of B. Compact Fittings: AWWA C153, ductile iron, for push -on shall provide documentation showing no leakage when gasketed pipe excavation by utilizing wells, wellpoints, or similar positive control joints. joints are tested in accordance with ASTM D3212. Elastomeric seals methods. Maintain the groundwater level to a minimum of two (2) C. Gaskets: AWWA C111, rubber. (gaskets) shall meet ASTM F477. feet below excavations. Provide piezometers as directed by the 1.3 PVC PIPE AND FITTINGS 1.5 CONCRETE PIPE AND FITTINGS engineer to document that the groundwater level is being maintained. PVC Gravity Sewer Piping: ASTM F 679, T7-1 wall thickness, PVC 1. Reinforced -Concrete Sewer Pipe and Fittings: ASTM C76 D. By acceptable means, contractor shall control all water regardless of gravity sewer pipe with bell -and -spigot ends and with integral Bell -and -spigot or tongue -and -groove ends and gasketed joints source and is responsible for proper disposal of the water. No ASTM F 477, elastomeric seals for gaskeited joints. with ASTM C 443, rubber gaskets or sealant joints with ASTM C additional payment will be made for any supplemental measures to 990, bitumen or butyl -rubber sealant. Class III, Wall B. control seepage, groundwater, or artesian head. 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. NORTHERN 11,945 SF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. CS PROJECT NUMBER: 86047 ENGINEER: t I .fir r x. 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: i RYA PERKINS Lic. No. 046565 �Z.ZZ.l5 REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TI TLE: CVS SPECS SHEET NUMBER: CS -301 COMMENTS: 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 8 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 grades 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:1 v 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 erosion and sediment control plan and notes for further information. ASPHALT PAVING 1.1 FIELD CONDITIONS Environmental Limitations: Do not apply asphalt materials if sulbgrade 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 3910. 4. Asphalt Base Course: Minimum surface temperature of 401 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 for 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 triapezoidal 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 uiniformly to vertical asphalt surfaces abutting the patch. Apply at a irate 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 hot -mix asphalt base mix for full thickness of patch and, while still hot, compact flush with adjacent surface. 1.4 SURFACE PREPARATION A. General: Immediately before placing asphalt materials, remowe loose and deleterious material from substrate surfaces. Ensure that 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 0.110 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 aft:er application, spread sand over surface to blot excess asphialt. 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 same 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 centerline 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. j 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 % 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 morel 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 X -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 '/a -inch radius. Repeat 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 bdditional 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. 51. Compression Test Specimens: ASTM C 31/C 31 M; cast and laboratory cure one set of three standard cylinder siiecimens 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. S)trength of each concrete mixture will be satisfactory if average oaf 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 oaf 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, alir 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 ulnless 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 Moles in satisfactory paving areas with portland cement concrete bonded to paving with epoxy adhesive. C. Protect concrete paving from damage. Exclude traffic from paving fior 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. Waintain 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: 0.1177-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 coirner 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: Steell, 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 thickness of chain-link fence fabric. 1.8 GROUT AND ANCHORING CEMENT A. Nonshrink, Nonmetallic Groutt: 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 thait latches and locks engage accurately and securely without forcing or binding. 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: 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 X2.22.15 REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TI TLE: CVS SPECS SHEET NUMBER: COMMENTS: CS -302 GRADING LEGEND PROPOSED CONTOUR 100 SPILLING CURB E,1777,7' DRAINAGE STRUCTURE CALLOUT SUITE 300 TOP OF CURB ELEVATION TC 10 1000 BOTTOM OF WALL Bw logo TOP OF WALL rw logo FLOWLINE ELEVATION 1000 FINISHED SURFACE ELEVATION Fs 1000 HIGH POINT ELEVATION HP 1000 GROUND ELEVATION 1000 FINISHED FLOOR ELEVATION FF 1000 MATCH EXISTING ELEVATION ME 1000 CONTRACTOR SHALL PLACE A 18"x18"x3" CONCRETE PAD /--GRADE AROUND CLEANOUT AT FINISHED iE IN ALL PAVED LOCATIONS a EXTEND T0� ADAPTER GRADE LONG TURN TEE WYE SERVICE PIPE AS SPECIFIED PLUG MIN. GRADIENT 1/8" PER FT. TYPICAL CLEANOUT DETAIL NOT TO SCALE t d d� d� f 51. ' TC 1 e 516.33 pr f T� RETAINING WALL DESIGN BY OTHERS, j MATERIAL TO MATCH CVS BUILDING t © f ! � l /TIE INTO EXISTING CURB AND GUTTER & SIDEWALK t d k/ / f l l���Jya INV.=511.78 nC'C �• BALMUN, LLC I.B. 2223 F'G. 458 TAX PCL.: 06100 00 00 123DO `-" ZONE: HIGHWAY COMMERCIAL (HC) 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 FRONTAGES 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). 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. 7. GRADES ALONG RIGHT-OF-WAY HAVE BEEN APPROXIMATED BASED ON VDOT PLANS. 8. FOUNDATION DRAINS FOR THE RETAINING WALLS SHOULD BE CONNECTED TO THE NEAREST STORM STRUCTURE WITH 6" PVC. REFER TO SHEETS CS -502 AND CS -503 FOR REFERENCE TO THE RETAINING WALL DESIGN. "`5 ., STORM STRUCTURES A VDOT STD DI -2 B; L=4 FT 1N} - 4c �" TOP = 494.35; INV = 489.37; H = 4.98' - - ----- Ly f f DUMPSTER PAD TO BE fj f L CONSTUCTED 6 ABOVE ) CONCRETE APRONcri ) t f II . , p -, r --i v f! 99.50 r 501.37 498.20 497.01 TW TC TC + i TC ff 49981 PO 0c, • :;498.66 � � f 496.21,° j f 48 o 496.47 I f f 6.82 t>s.. _ TC i2 c :497. 28 # 497.00 1 TC ,! 1C ff W INV=492.80 0000 3 497.25, TC ,y�l• r.l B �_ 496.74 ! Tc- f h 496.05 TC P ! j THE LUCK GRC 496.05 0 t D3. 4345 P /TC P t I f MOUNTABLE CURB TAX PCL • 04500 r INV�=493.21 I i I ONE: HIGHWAY CC (TRANSITION TO 6 ) CURB OVER 12 FT) 36 LF OF 8» 496.19 # PVC ® 2% TC 495.40""" °c' '1,s 4 I i) TC J f 496.61 t FS d .li 1 497.11 495.78 TC TC I ! INV=494.03 0497.11,. TC i 497.05' f t l col r TC 1 �'t ` ) tl �r� I I€, r 13 f 1 ' 496.43 %°?j r I 1 494.30 � t 494.74 f ITc TC r t s` A �f ti 494.50 TC 495.63 , a TC 494.09 I 493 39 5 TCTC ME O �` �.,, 494.80 ,� �" r��� •� 495.46 TC `a� /V1 B VDOT STD DI -2A TOP = 496.74; INV = 491.84; H = 4.90' C VDOT STD DI -2A TOP =496.47; INV = 492.71; H = 3.76' D VDOT STD DI -2A TOP = 495.40; INV = 489.78; H = 5.62' E VDOT STD DI -2C; L=4 FT TOP =496.75; INV = 492.85; H =3.90' X2 (EX.) VDOT STD DI -2C; L=4 FT TOP = 494.88; INV = 489.70; H = 5.18' STORM PIPES 1 200 LF - 15 in CLASS I II RCP @ 1.54% INV (IN) =492.85; INV (OUT) =489.78 2 5 LF - 15 in CLASS I I I RCP @ 1.60% 1 NV (I N) = 489.78; 1 NV (0 UT) = 489.70 3 31 LF- 15 in CLASS I I I RCP @ 2.81% INV (I N) = 492.71; I NV (0 UT) = 491.84 4 88 LF - 15 in CLASS III RCP @ 2.81% INV (IN) =491.84; INV (OUT) =489.37 X1 TW N " . \r+ y„ lass xF ` , 499 - _� - -- , -4 ;g , I -- 496.04 TC ,� ' ._-50 __ ` _` X - 0` `� s_t ! --' r'r TW XZ 1 , COCA C/ tkoJ`1' =' / 6 -� _ _``= ' .o`-•-.-.,. ....,-.� ..._.......p/�,.,.a_._,..- ..,..... .,.,.... - ® wawa•-- �4 .r - .. -- a _... d --- wuw 6'f 4. TC» w rd _ , C�;....._ ..._._ ............... - -� 9606- I !r - fi d V2_ FS 495.66 Oil BEI! .PA?K :' $ -.^-Ml 66.31 a_-.�� •_,'. V4 EXISTING INLET AND PIPE TO � � 0 "'" � MANHOLE X2 TO REMAIN IN � � EL=488.94 - O EXISTING SIDEWALK TC ME _ PLACE UNTIL PROPOSED ____ ___ . ID A 1 STRUCTURED IS FUNCTIONAL. y®- GA O _, ✓ , , -C "-y. CONTRACTOR TO ENSURE POSITIVE I - -- --g t DRAINAGE TO INLET AND _� 1 1 " O6NC, d ADEQUATE INLET PROTECTION IS(EER 11 i MINO�- TRA UTY PROVIDED DURING CONSTRUCTION /L= 47 x.67 -`- i VARIABLE WIDTH R/W D -F T31�. -T5 D.B. 435 PG. 171 I _..__. _. 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 NORTHERN 11,945 SF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL &RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE NEW STORE DEA. TYPE FE9 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: RYA . PERKINS L'IC. No. 046565 12.22.15 , AL REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: GRADING PLAN SHEET NUMBER: CG -101 COMMENTS: VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL d STD. & SPEC. MEASURE CALLOUT SYMBOL QUANTITY PAVED CONSTRUCTION PCE ENTRANCE 3.05 SILT FENCE SF O X X X — X 160 LF. / t 3.07 INLET PROTECTIONo IP ® 5 I t �-- 3.33 SODDING SO O N/A. I SEE SHEET CE -501 FOR DETAILS. r� f d ! I rte, J 6' �r RETAINING WALL DESIGN BY OTHERS, MATERIAL TO MATCH CVS BUILDING r' Jo, / A t 1, 511, 7 8, J d1 °JJj`y c` i BALMU'N, LLC ? C°! D.B. 222 TAS' ' .. 061 0 L �f � i ` i�0 # I3A,L°i�ial�I, L',.? �. Lo lo J i 'J HIGHWAY GC�hr y ERGIAL (HCH D.B.222w P> . 45S `- TAX PCL,: 04-500 �_1 ' C5 o ='`p } re�CIA4_ ( C)C ZONE: HIGHWAY CQm," � r `"; .- "O„„. II ` ��'�"^�`.-•..�,1l�t�rl,„,,,•�• � ,''tet -•.,-.,..,._ .._._ y ""` ._,ti,_-. ....-..a.. �,e '`°► ,� ,,,� -'' ,,.' �""' 3 1 J ' --- �� .-� �, div' ��',. %• �`,,.�^"` otz '- t •' '` °� ''ter e 1 •506 IT - 7,£. i ' /a,=-492.06 a I , SO zz yt{ t 50 50 50 SPo Leis` / , III 3SF _. .... . .4 { +"' D. it �!•;`.'; °, , i IP J I� UTILITY LD I 19 B 1 � •I i Bj 637 P -G. 121 SO ° I I t / / O s ,�h }� O _ f I I If i �C�o • j ° ,. �' ""-""T'- a E I_ I (, K V R ( ® f% j r T f .D. 4 � �5 P t' �� �� \- ^ '+., if I +' 4 A D ,�i, f r 1 I I.`, f j ft •,! r-• Q_ d .7V ° h cam r a � r ' TA, " I �aL. C 4 5 00 l / {i �°,Q�O �, r � � ` f t� �. �} I � „�� d � I ' l 3S� I `J I � III � •? � L O� . -: HIGHWAY CC SF 11,945 SF. TYPE B I , ► 6' EXISTING SIDEWALK r / .. ° ° 5 PARKS P R 0 U E ` , _ L o ,� LF.F.E. 497.25b �i 4 I A I 497 ro ° _j •r r 1 i _ 0 SAFETY FENCE AROUND ° ° _�.._. I ° r U ° ENTRANCE TO BE MODIFIED ` f:..•. i',• ° d Cie 4$ - d °' `7 O '�1 ` �" = — AS SHOWN IN PHASE 1 DURING ° ° °� 0 0 0 0 0 o r�i o r' f ✓ ' SF CONSTRUCTION OF ENTRANCE. I' CONTRACTOR TO COORDINATE a i ° ° I Dc.� WITH ADJACENT OWNER l d� /h hp hQ) O 40 Q, ` . E ~°� DRAINAGE DIVIDE / a ° , ° t 497 , ,j / \ / °� I P f ' h0 O� IO^N o r' ° v i I -1 _ ! % 0 ? / _ t. L to 7 •• _.... ' I V) up./' \' c"_ M' AI c Ln :.•:u#rpt E �,_. A `,a � ��.; f j:` r M IP =vATIO ' ...i ?v, • _ i 'I ``. ✓ (I yro {+� {„ { A �,} ,. ✓P �i ..:✓v-. `w. _ "" �. f ��% ( I CS l T.d P d' r� ''.9.,, tJ 3 , �.. O S' / s �' s I ` J 5 TILITY / �`` PHASE II PROBABLE CONSTRUCTION SEQUENCE `;�� so -- !�---�-=--1 _ _ , �/f 'N T q '� t I I / PI ^ L w�;WPA ASE%!ENT— � a I �� ~ _ j O :' k" � F '` / _ -I R . / � ? ✓ y 50 1. ONCE PHASE I MEASURES ARE IN PLACE AND FUNCTIONING PROPERLY / \ `\ V1xi CLEARING WITHIN THE LIMITS OF DISTURBANCE SHOWN IN PHASE II CAN `" -- ._ '` _ -�' " �`g6� L ' n G ��,9 COMMENCE. LD �,, �— ��. — — - _ _ . ,� —' — — — — — — — �..........'^.R_ 2 PG o-.248.— . `~fit= - �,. — — — SILT FENCE ��'• -. -- AND ROUGH GRADING. MODIFY S - 2. BEGIN EARTHWORK OPERATIONS t_ _49�_`�-_'--„,----.. _. I � '� d `� � � � ! �� `-�-,3 ` � ,r”' ti � �'` �,.,..�f .% �'_ . - .,r" `� � ~'`® •»., , AND SAFETY FENCE AS NECESSARY TO PROVIDE ADEQUATE PERIMETER r.. -- - "` _ - c• - -- -_500 - _ - J"" -`-- . --- - �', n PROTECTION. - r, -v• w _ �.. .� it \ t _.a — — _ _ --...................................... _ A _ _ TROL __----- ' - 0 f -d ENSURE SEDIMENT CON -- " -- -- \` ` . \ -' 3. INSTALL STORM SEWER AND INLET PROTECTION. 1 ......__.. _..�� � -�---- ,�, W._.. � � � t _ .... - �` - - _.: ....._. ��� s�: �- �'- : _.. _., - .... . _ .. _. _ - MEASURES ARE IN PLACE THROUGHOUT CONSTRUCTION TO PROTECT EXISTING - STORM LINES AND INLETS. 5 .3 ?C 1, �=%� I t i S _w .. a I V4 EXISTING INLET AND PIPE TO C-L—A 4 ASSOCIATED ® - ;_____ ____ __..... _ -4 w"w a EXISTING SIDEWALK _ __ i (�. , �. 4. REMOVE REMAINING EXISTING STORM SEWER, INLETS, AND AS L ,- --' — _a_ —_ MANHOLE X2 TO REMAIN IN _ }A Iii L-- - DIVERSION DIKE ONCE PROPOSED INLETS ARE FUNCTIONING AND PROTECTED `�� - - �- - -- — >- — — --- -- — - - - ---- ----- -- — -�- __ _ _. -� — -- PLACE UNTIL PROPOSED --- _ d�' }i' t wry f' STRUCTURE D IS FUNCTIONAL. t� �� VJ AS SHOWN ON THE PLAN. ! , . /I? m CONTRACTOR TO ENSURE POSITIVE -- �:, .� 1 C ��C° i \,/L_=:478,67 I 1 DRAINAGE TO INLET AND 5. BEGIN INSTALLATION OF UTILITIES. ' i� f SEMINOLE TRAIL (ROUTE 29) ADEQUATE INLET PROTECTION IS 4--- - -- - PROVIDED DURING CONSTRUCTION 4. POUR CONCRETE INCLUDING CURBING PADS, AND SIDEWALKS. PERFORM FINE ` 1 ` VARIABLE WIDTH R/W j GRADING AND PLACE BASE STONE. D.B. 1317 PG. 75 S. D.B. 435 PG. 171 5. PAVE ALL ROADS AND PARKING AREAS. COMPLETE PAVEMENT MARKINGS - --- _7 7 - ,� ._E® Y 9 i AND STRIPING. CONFIRM ALL ACCESSIBLE ROUTES AND PARKING AREAS - - __..._ _ _ . CONFORM TO ADA STANDARDS. SIDEWALK CROSS SLOPES SHALL NOT 1317: PG.:...7.5 - EXCEED ONE AND A HALF PERCENT AND LONGITUDINAL SLOPES SHALL NOT EXCEED FOUR AND A HALF PERCENT. ACCESSIBLE PARKING AREAS SHALL D.B.4�5' G. 171 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. * CONTRACTOR TO COORDINATE WORK WITHIN ENTRANCE ON ROUTE 29 WITH ADJACENT PROPERTY OWNER. ENTRANCE WILL LIKELY NEED TO REMAIN OPEN AS MUCH AS POSSIBLE AND EFFORTS SHOULD BE TAKEN TO COMPLETE WORK EFFICIENTLY WITHIN THIS AREA. 00 EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029-002-901) AS CONSTRUCTIOIN WILL TAKE PLACE PRIOR TO THE COMMENCEMENT OF CVS CONSTRUCTION s I I GRAPHIC SCALE IN FEET 0 10 20 40 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: 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 37 SUITE 300 1 •506 IT - 7,£. i ' /a,=-492.06 a I , SO zz yt{ t 50 50 50 SPo Leis` / , III 3SF _. .... . .4 { +"' D. it �!•;`.'; °, , i IP J I� UTILITY LD I 19 B 1 � •I i Bj 637 P -G. 121 SO ° I I t / / O s ,�h }� O _ f I I If i �C�o • j ° ,. �' ""-""T'- a E I_ I (, K V R ( ® f% j r T f .D. 4 � �5 P t' �� �� \- ^ '+., if I +' 4 A D ,�i, f r 1 I I.`, f j ft •,! r-• Q_ d .7V ° h cam r a � r ' TA, " I �aL. C 4 5 00 l / {i �°,Q�O �, r � � ` f t� �. �} I � „�� d � I ' l 3S� I `J I � III � •? � L O� . -: HIGHWAY CC SF 11,945 SF. TYPE B I , ► 6' EXISTING SIDEWALK r / .. ° ° 5 PARKS P R 0 U E ` , _ L o ,� LF.F.E. 497.25b �i 4 I A I 497 ro ° _j •r r 1 i _ 0 SAFETY FENCE AROUND ° ° _�.._. I ° r U ° ENTRANCE TO BE MODIFIED ` f:..•. i',• ° d Cie 4$ - d °' `7 O '�1 ` �" = — AS SHOWN IN PHASE 1 DURING ° ° °� 0 0 0 0 0 o r�i o r' f ✓ ' SF CONSTRUCTION OF ENTRANCE. I' CONTRACTOR TO COORDINATE a i ° ° I Dc.� WITH ADJACENT OWNER l d� /h hp hQ) O 40 Q, ` . E ~°� DRAINAGE DIVIDE / a ° , ° t 497 , ,j / \ / °� I P f ' h0 O� IO^N o r' ° v i I -1 _ ! % 0 ? / _ t. L to 7 •• _.... ' I V) up./' \' c"_ M' AI c Ln :.•:u#rpt E �,_. A `,a � ��.; f j:` r M IP =vATIO ' ...i ?v, • _ i 'I ``. ✓ (I yro {+� {„ { A �,} ,. ✓P �i ..:✓v-. `w. _ "" �. f ��% ( I CS l T.d P d' r� ''.9.,, tJ 3 , �.. O S' / s �' s I ` J 5 TILITY / �`` PHASE II PROBABLE CONSTRUCTION SEQUENCE `;�� so -- !�---�-=--1 _ _ , �/f 'N T q '� t I I / PI ^ L w�;WPA ASE%!ENT— � a I �� ~ _ j O :' k" � F '` / _ -I R . / � ? ✓ y 50 1. ONCE PHASE I MEASURES ARE IN PLACE AND FUNCTIONING PROPERLY / \ `\ V1xi CLEARING WITHIN THE LIMITS OF DISTURBANCE SHOWN IN PHASE II CAN `" -- ._ '` _ -�' " �`g6� L ' n G ��,9 COMMENCE. LD �,, �— ��. — — - _ _ . ,� —' — — — — — — — �..........'^.R_ 2 PG o-.248.— . `~fit= - �,. — — — SILT FENCE ��'• -. -- AND ROUGH GRADING. MODIFY S - 2. BEGIN EARTHWORK OPERATIONS t_ _49�_`�-_'--„,----.. _. I � '� d `� � � � ! �� `-�-,3 ` � ,r”' ti � �'` �,.,..�f .% �'_ . - .,r" `� � ~'`® •»., , AND SAFETY FENCE AS NECESSARY TO PROVIDE ADEQUATE PERIMETER r.. -- - "` _ - c• - -- -_500 - _ - J"" -`-- . --- - �', n PROTECTION. - r, -v• w _ �.. .� it \ t _.a — — _ _ --...................................... _ A _ _ TROL __----- ' - 0 f -d ENSURE SEDIMENT CON -- " -- -- \` ` . \ -' 3. INSTALL STORM SEWER AND INLET PROTECTION. 1 ......__.. _..�� � -�---- ,�, W._.. � � � t _ .... - �` - - _.: ....._. ��� s�: �- �'- : _.. _., - .... . _ .. _. _ - MEASURES ARE IN PLACE THROUGHOUT CONSTRUCTION TO PROTECT EXISTING - STORM LINES AND INLETS. 5 .3 ?C 1, �=%� I t i S _w .. a I V4 EXISTING INLET AND PIPE TO C-L—A 4 ASSOCIATED ® - ;_____ ____ __..... _ -4 w"w a EXISTING SIDEWALK _ __ i (�. , �. 4. REMOVE REMAINING EXISTING STORM SEWER, INLETS, AND AS L ,- --' — _a_ —_ MANHOLE X2 TO REMAIN IN _ }A Iii L-- - DIVERSION DIKE ONCE PROPOSED INLETS ARE FUNCTIONING AND PROTECTED `�� - - �- - -- — >- — — --- -- — - - - ---- ----- -- — -�- __ _ _. -� — -- PLACE UNTIL PROPOSED --- _ d�' }i' t wry f' STRUCTURE D IS FUNCTIONAL. t� �� VJ AS SHOWN ON THE PLAN. ! , . /I? m CONTRACTOR TO ENSURE POSITIVE -- �:, .� 1 C ��C° i \,/L_=:478,67 I 1 DRAINAGE TO INLET AND 5. BEGIN INSTALLATION OF UTILITIES. ' i� f SEMINOLE TRAIL (ROUTE 29) ADEQUATE INLET PROTECTION IS 4--- - -- - PROVIDED DURING CONSTRUCTION 4. POUR CONCRETE INCLUDING CURBING PADS, AND SIDEWALKS. PERFORM FINE ` 1 ` VARIABLE WIDTH R/W j GRADING AND PLACE BASE STONE. D.B. 1317 PG. 75 S. D.B. 435 PG. 171 5. PAVE ALL ROADS AND PARKING AREAS. COMPLETE PAVEMENT MARKINGS - --- _7 7 - ,� ._E® Y 9 i AND STRIPING. CONFIRM ALL ACCESSIBLE ROUTES AND PARKING AREAS - - __..._ _ _ . CONFORM TO ADA STANDARDS. SIDEWALK CROSS SLOPES SHALL NOT 1317: PG.:...7.5 - EXCEED ONE AND A HALF PERCENT AND LONGITUDINAL SLOPES SHALL NOT EXCEED FOUR AND A HALF PERCENT. ACCESSIBLE PARKING AREAS SHALL D.B.4�5' G. 171 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. * CONTRACTOR TO COORDINATE WORK WITHIN ENTRANCE ON ROUTE 29 WITH ADJACENT PROPERTY OWNER. ENTRANCE WILL LIKELY NEED TO REMAIN OPEN AS MUCH AS POSSIBLE AND EFFORTS SHOULD BE TAKEN TO COMPLETE WORK EFFICIENTLY WITHIN THIS AREA. 00 EXISTING CONDITIONS IN ROUTE 29 AND RIO ROAD REFLECT VDOTS GRADE SEPARATED INTERCHANGE IMPROVEMENTS (PROJECT # 0029-002-901) AS CONSTRUCTIOIN WILL TAKE PLACE PRIOR TO THE COMMENCEMENT OF CVS CONSTRUCTION s I I GRAPHIC SCALE IN FEET 0 10 20 40 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: 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 SEAL .AAAI,T�I 01�+ RYA . PERKINS LIC. No. 046565 12.22.15 A bOXAL Cs� REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22 2015 JOB NUMBER: 113001348 TITLE: PHASE 11 E&S PLAN SHEET NUMBER: CO""'G-1 02 COMMENTS: 10+00 11+00 11+UU STORMWATER PROFILE STIR. E TO STR. X2 INLET SPREAD CALCULATIONS llnn-r nnAnWAV enn=An AMAI VCIC QP1=0 9i2T GRAPHIC SCALE IN FEET 0 10 20 40 HORIZONTAL 0 2.5 5 10 VERTICAL 508 504 : 500 508 0 i .............................._......._._..._._...._._._.._.__....�..........._..... i •..... ............. ................ .................... ................................................ ..... ........... _._........................................................................................ 1 a ......... ..... :............ .... .... .............. ....................... .............. .... q........... _...... ............... ..........._......._............ ..._._...i i EE i ............_ .: t ........................._._.._..._._._...._...................._ ....._......... ..... .................. .............. Rainfall E i ............................... 512 ........... ..........512 _ . .... Ij`{ _ __...._.___......... .__ ...................................................... ... ....................... __ __ __ _ _ ____ _ ...... .............. i __ .._.... ....... ............................_......._....._....__.......... .......... ...____ _ __ f __ __ f Ponded : .__...... . i f I I Station Offset EXISTING SURFACE i ZOO ! Intensity Discharge ! 508 508 Slope Slope Depress. Width .,, __....._. __.................................. '.... _....._ _ .... ._... .........._...................................... ...__....---_...... i m R z z k EXISTING SURFACE ... ...._..._._._.... ........ ... .... __.............._ ..._...... .............._---__.,.........._..._._._............._..__........_........:.............._........ i to Next Inlet Structure No. _.......... f i Standard (acres) Coefficient Q � Z Z (cfs) (cfs) (ft/ft) (°/Q) (ft) (ft/ft) n (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) No. A N/A i i DI -213 0.33 0.84 6.50 1.80 0.00 1.80 0.020 0.02D0 0 00 0.0800 8.00 4.00 N/A O 504504 .........._......._................................ N/A B � N/A DI -2A ._..........._ ......................................................._......... 00i 0.40 �............__..._................_........_....._.___... ai 0.40 0.030 0.0300 1.5000 �, __ __ _ _ ........ ___ _ ._ . _ _ I �. .................. . . ` __ __ ___ __ .. - W_ �, ,- 0.00 N/A C ....... N/A �o 0.10 0.88 .`�1 0.57 6� 0.57 �Zo 0.0300 c 500 0.012 2.26 .. ,. � >. 2.161 PROPOSED SURFACE S ,, _........................._..........._..........._................__._ '`* ..._._.._.........;_............................_....................._...__..._...._........ 0) z N/A - � > > N/A 500 DI -2A ........._ ............... . .. .. .......... W 0'Z _.._.._.........._................_._. _ _._. _ . __._... , ................. _ .._........................ "`� • N X EZZ 0.012 f 8.00 2.15 N/A 0.20 0.91 0.00 i...._..... €f€ • rpy ® i /•� 1..°"gw ............._................ .........1...1 C �C_�// > > M-'._._............ ..... ......... ... ..........._._......_.......... .......__....... ........_. ........ _ 3 1 1 5.50 2.58 1 0.00 2.58 0.030 0.0300 1.5000 0.0800 0.012 6.59 8.00 4.00 N/A 496 ......_.......... .... _.... .. . N/A ._.._.... ....... 496 E i .................................._..._.__._..........._...__..._.............................._........................ ......_. ....._.._....................._.............._............................._......._._.__._...._._. ..._e-_.. ................__.........__..._._..._._............_..._...._...__._...._._............__....._.._.....__.._. _....._._....................._..._._...._._....._....................... i �^t i .. ..... ............._....._...._-___.. _........................_........ ........._....... s 3 492 i _............. ..............200 LF...OF..15"...RCP ...0...1.549 i i I _. __._......................_._......__..... ............_........... I 49 488 _............... __._ i i i �......._..._...._.__..........._._ t _..........._......_ ............__ . .............................__......._....._...................._.... _.................._._....................................._.....................-.................... ........... .._ - .._ ......_-._........ __ ....... __................._................._......._._....__ __..__........_..............................._........_._._.......................... . __._._._._...........__. ............. .__......._..._...................... .......................... - - i E .. ............_.._.. I _............... ...... ...... ..... I 488 , f 5 LF OF 15" RCP ® 1.49% 486 3 ! 486 LO O N o L LO 10+00 11+00 11+UU STORMWATER PROFILE STIR. E TO STR. X2 INLET SPREAD CALCULATIONS llnn-r nnAnWAV enn=An AMAI VCIC QP1=0 9i2T GRAPHIC SCALE IN FEET 0 10 20 40 HORIZONTAL 0 2.5 5 10 VERTICAL 508 504 : 500 508 0 i .............................._......._._..._._...._._._.._.__....�..........._..... i •..... ............. ................ .................... ................................................ ..... ........... _._........................................................................................ 1 a ......... ..... :............ .... .... .............. ....................... .............. .... q........... _...... ............... ..........._......._............ ..._._...i 7 • � I Rainfall 504 _.._.......... ..__ r- ...................................:........._...._.... �_._..............................._......................................................__. .N.�D Logitudinal Gutter/Local ...................................................... ... D LO 1 T Calculated � I E f • i i Sumped Ponded • Bypass Flow I I Station Offset _ d O Area ZOO ! Intensity Discharge , ���. �4 Discharge Slope Slope Depress. Width Slope 00 500 F_......._ ......... ..... ......... ......... ....................... :........................... n Z �• ,.. Spread i m R z z k EXISTING SURFACE Spread Depth �z� 0 to Next Inlet Structure No. Standard (acres) Coefficient Q � Z Z ; i.._._........ ..........................._.............. 476 1 474 E 476 474 0 0 0 0) It --d- 10+00 11+00 STORMWATER PROFILE STIR. C TO STIR. A _ THE REBKEE COMPANY Drainage Composite Rainfall Inlet Previous Total Cross Logitudinal Gutter/Local Gutter Calculated Allowable ComputedSlot Sumped Ponded Intercepted Bypass Flow Bypass to Structure Station Offset VDOT Area Runoff Intensity Discharge Inlet Bypass Discharge Slope Slope Depress. Width Slope Mannings „ „ Spread Spread Length (100% Eff.) Spread Depth Flow to Next Inlet Structure No. Standard (acres) Coefficient (in/hr) (cfs) (cfs) (cfs) (ft/ft) (°/Q) (ft) (ft/ft) n (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) No. A N/A N/A DI -213 0.33 0.84 6.50 1.80 0.00 1.80 0.020 0.02D0 1.5000 0.0800 0.012 5.09 8.00 4.00 N/A 0.25 1.80 0.00 N/A B N/A N/A DI -2A 0.12 0.84 4.00 0.40 0.00 0.40 0.030 0.0300 1.5000 0.0800 0.012 1.75 8.00 2.15 N/A 0.14 0.40 0.00 N/A C N/A N/A 1DI-2A 0.10 0.88 6.50 0.57 0.00 0.57 0.030 0.0300 1.5000 0.0800 0.012 2.26 8.00 2.161 N/A 0.17 0.57 0.00 N/A D N/A N/A DI -2A 0.25 0.56 6.50 0.91 1 0.00 0.91 0.030 0.0300 1.5000 0.0800 0.012 3.35 8.00 2.15 N/A 0.20 0.91 0.00 N/A E N/A I N/A DI -2C 0.49 0.81 1 5.50 2.58 1 0.00 2.58 0.030 0.0300 1.5000 0.0800 0.012 6.59 8.00 4.00 N/A 0.30 2.58 0.00 N/A Remarks: HEC -12 is used for spread and bypass computations All other computations done using Flowmaster STORE NUMBER: 10746 MINOLE TRAIL & RIO ROAD NWC SE ( ) ALBEMARLE COUNTY VA. PROJECT TYPE: NEIN STORE DEAL TYPE FFS CS PROJECT NUMBER: 86047 ENG f'. M 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) 4119-0740 FAX: (804) 419-0759 FSE-AL-- SAT), ,Tlf&vO. RYA PERKINS Lic. No. 046565 X2.22.15 , REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: STORMWATER PROFILES & SPREAD CALCS SHEET NUMBER: CG -201 COMMENTS: PRE -DEVELOPMENT Jl , r t sf; P// 11s, , c- tzs euasws, wr. �r r c; ear ::n, i wl CS 2zastAx Pm. f =CV ..PROPERTY 00 130 LINE ; w� war r � :r �x t�,> %✓ 7 71 `,. `'^. ,. •:'` .. ,/ ,�*itt,' `.q_ �.. ,nom T ' _ I `�► � / Y : ' Y + i _ rp r_` I mitt s ., i - q r �^ C 147 ,�, �� • � � / r� rrs gin.,, r,�es�„ �,,. R/W LINE' 1 r d1,: All d` f~ i 44 r ' j S O ' , �',, �.„ 4..::' .mom _ _ ..-- / a e}+`°,°,,,r„+•, "� J ,.•. „....� 1:,„t 2^t .:.:,t ;, t' ,,:.:;:atilt,., "' : - - ..l i r ; "• R/W LINE •�� x � , .I SII. 000 S SEMINOLE TRAIL (ROUTE'µ -29)- 100 \0 c } VARIA WIDTH R/" D.S. 1317 PG 75 ti + D B 435 PQ 171 ' 71 inoons: -77- VDOT GRADE SEPARATED INTERSECTION IMPROVEMENTS - DRAINAGE SUMMARY LEGEND ® II1 I© o DRAINAGE BOUNDARIES n1R DRAINAGE AREA LABEL DRAINAGE STRUCTURE LABEL PERVIOUS AREA ON-SITE PRE & POST -DEVELOPMENT NOTE: SWM CHANNEL AND FLOOD PROTECTION INFORMATION RELATING TO VDOT DESIGN FOR THE ROUTE 29 O / RIO ROAD INTERCHANGE HAS BEEN SUBMITTED TO ALBEMARLE COUNTY IN RESPONSE TO A REQUEST FOR DESIGN COMPLIANCE DATA. PIPE NO. FROM POINT DRAINAGE SUMMARY DRAIN. AREA "A" Acre (3) RUNOFF COFFF. "c" (4) MANAGED FOREST/ TOTAL DRAINAGE AREA IMPERVIOUS TURF OPEN SPACE C CN AREA (AC-) AREA (AC.) AREA (AC.) AREA (AC.) PRE 1 1.686 1 1.361 1 0.325 1 0.000 1 0.81 1 91 POST 1.686 1 1.265 1 0.421 1 0.000 1 0.76 1 89 NOTE: SWM CHANNEL AND FLOOD PROTECTION INFORMATION RELATING TO VDOT DESIGN FOR THE ROUTE 29 O / RIO ROAD INTERCHANGE HAS BEEN SUBMITTED TO ALBEMARLE COUNTY IN RESPONSE TO A REQUEST FOR DESIGN COMPLIANCE DATA. PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COFFF. "c" (4) CA TOTAL TNLET TM Minutes (7) RAIN FALL 1aft (8) RUNOFF INVERT ELEVATIONS LEN011 of Pipe Ft. lx SLOPE Ft./Ft, I3 SIZE (Di& lir Span/Pile) In• 14 SHAPE Number of Pipes Capacity CFS 15 Friction Slope Ft TL NORIk1ALFLOW FLOW TMM, sec. (1 7) RFMARI�,S INCRE« 145ENT' ( ACCUM- ULATED (6) Lateral Total Q CFS CFS (9) UPPER END (l�).._ . LOWER END 17 Depth of Flow, do Ft. Area of Flow, An SgFt Hm Ft. Vn Fusco (16) En Ft. R'EFEMC'E I STA. WZMR.ENCE (2) STA, 14283A2S4 A283C, 264+23,1 8-4 n. 265�OS.9 ' 0:113 � Ci.SS � iP.71 ' " tL7I 5:00.,;., ...&Ji7 . � O.QO . 4.7 48 9.90 ..., .; 481#_ 't0 '`' '. 4 ...0.914J6SSC} 0 ,,. S irutar Circttiaz CSrcttiar ..., ,. I 1 . 5.04 16.74 Q.tltilZCf 0.00100 .. 0,7tt tl,4K 0.29 0.73 0.35 0.22 34 ii 24 0.17 65 9.91 9.16 1.99 1.60 t 0.�8 7.48 0.18 A286A287 A289621 A286 A289 264+95.5 265+71.3 IA287 6-21 265+07.3 266+32,0 0.62 0.35 0.95 0.95 1 0.53 1 0.30 0-53 0.30 5.{IO 5.00 6.57 6.67 0,00 3.51 0,00 1,98 490.60 44030 490.10 485,70 9,70 68 S0 0.05155 O.OG71S IZ IS STORMWATER MANAGEMENT ASSUMPTIONS/NOTES: 1. THE SITE IS CONSIDERED A RE -DEVELOPMENT SITE UNDER THE 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 CVS CONSTRUCTION. AS PART OF VDOT'S WORK THEY WILL BE RESPONSIBLE FOR MODIFYING THE STORM NETWORK IN ROUTE 29 TO HANDLE THE ROADWAY IMPROVEMENTS AS WELL AS CONVEY DRAINAGE FROM THE ADJACENT PARCELS. AS A RESULT, VDOT WILL HAVE PROVIDED AN ADEQUATE OUTFALL 70 THE SUBJECT SITE CAPABLE OF SATISFYING THE STATE'S CHANNEL AND FLOOD PROTECTION CRITERIA. IT SHOULD ALSO BE NOITED 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 THIS SHEET 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. SINCE THE VDOT CALCULATIONS DO NOT ACKNOWLEDGE THE POTENTIAL QUANTITY REDUCTION MADE BY THE EXISTING DETENTION SYSTEM, THIS SYSTEM WILL BE REMOVED AS SHOWN ON SHEET CE -101. VDOT HAS DESIGNED THEIR SYSTEM TO HANDLE THE FULL QUANTITY OF FLOW FROM THE CVS SITE WITHOUT ANY ON-SITE DETENTION AS SHOWN IN THE ABOVE EXCERPT FROM THE VDOT PLANS. • LIMITS OF ANALYSIS: NO OFF-SITE ANALYSIS WAS PERFORMED MEETING THE 1% RULE AS VDO)T 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 0.48 LBS/YR FOR THE SUBJECT SITE. DUE TO THE LACK OF GREENSPACEIN FLAT AREAS OR FREE FROM EASEMENTS BIORETENTION 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. gg�W1We%� EtlR4. Rod ddmi9 �,.. .,_µ:.,.5a...,._..,,..._.._._.e>...a........._...<-x....._......._... A7 ROUT E 29 lop TO "ToozoiTour; Ntxtitral Raourres Todty" Chesapeake Bay Nutrient Land Trust, LLC. April 1, 2015 Ryan Perkins Kimley Horn 1700 Willow Lawn Drive, Suite 200 Richmond, VA 23230 RE: CBNLT/"Iiidwood Farm - Nutrient Credit Availability Chesapeake Bay Nutrient Land Trust, LLC Project Reference: CVS Store # 10746 Attention: Mr. Perkins: This letter is to confinn 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 under 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 Stormwater 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 Bay Nutrient Land Trust, LLC By Its Manager Earth5ource Solutions, Inc. ScottA. Ree& Scott A. Reed Vice President Chesapeake Say Nutrient Land Trust, LLC. * 5735 S, Laburnum Avenue * Richnlond,VA 23231 a P: 804.222-5114 * www.cbnit.com W IW 0- POST -DEVELOPMENT GRAPHIC SCALE IN FEET 0 25 50 100 a,9 'ac?3 PD s<3 "., ., `�•"�:"` Y;uFr; tawi f ccn::1i« 0^Cl D.D. s"&;:', PG. 4`9 . " k rax CVS_.PROPERTY LINE x`t,e r -"fie ( 4 �A f •� Jg /f s ' A rase'D�, a. FTAgfA- TIME OF TREATMENT R/W LINE' I 11,9 1E TYPE B j x; CONC. VOLUME /i` r ' 57 PA S PROVIDED -k I Tc(min) Tv(cuft)/'' i F.F.E. 497.25 16 5.0 4,93 0 1 / 5.0 4,668 O 1 , i 77�l „ � E� r�r f R/W LINE _ - 0000 swoo 0000 ,00 ,rte SEMINOLE TRAIL (ROUTE ^^ 00000000 f DAL ua Pc. 1771 i 000,0- "amminno sommims mon.. mi.. DRAINAGE AREA SUMMARY DRAINAGE AREA TOTAL LABEL AREA (AC.) IMPERVIOUS AREA (AC.) PERVIOUS AREA (AC.) C TIME OF CONC. T (min) ) 1A 1 0.78 0.73 0.06 0.86 1 5.0 113 0.54 0.49 0.0 6 08 4 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 16 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 1 5.0 1F 0.49.42 0 0.08 0 8 1 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 1 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 0.00 0.90 5.0 Storm Drain Design Calculations VDOT LD -229 STORMWATER QUALITY REQUIREMENT: .Pre -Re Development Land Cover (acres`) A soils B Sails C Soils D Soils ITotals i Forest/0'p en S ace i /acres ) --undisturbed w r= x »Ft>tt4_ .'„.::c. sr;.xyii: rnkt?'4 .�. - :4. :,'::. n. ' t:: protected forest/open space or reforested land '....«:: w{. "».: ; ::i- ;.4: disturbed, for .Marra ed Turf acres 4»"" .i KJrx, tt ;tttt»tt ` �=F� t iyards or other turf to be mowed/managed a, sF � - t•Fir-, Impennous Cover {acres} �:».,.....-:::0':<' ,:,:' ...i' •:�:�� ;.���. - ;;� �".. Total Past -Re Deve lopme nt Land Cover (acres) A soils B Solis C Soils D Soils -- illi i �3wtu Forest/OpenSpace acres undisturbed (: + protected forest/open space or reforested fend to ,n »1s Turf ) Managed acres -disturbed graded for 11 ', > r YY iF.! til F.s�; :J 3 X6[2'?,» ,ji3. tFtM«�rtSr�`. > C�:» '�' `r.�`:� yards or other tort to be mowed/managed�?'-4. ,:. ;�, �: �� - . � � T T ;lmperwous Cover (acres) Totals . 0.V4;,; TP Load Reduction Required for Redeveloped Area (Iblyr) f}4i3 Total Load Reduction Required (lb/yr) TP Lea e Load Reduction Required uired for New Impervious Areai Ibl r 0,00 FROM ( y) i i LABEL FROM POINT TO POINT DRAINAGE AREA acres RUNOFF COEFFICIENT Qo (4) CA INLET TIME RAINFALL RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE PIPE CAPACITY Q/ Qt VELOCITY 10 -YR FLOW TIME incr accum inlet accum upper end lower end C min in/hr cfs ft ft ft % in cfs % fps min 1 E D 0.38 0.58 0.220 0.220 5.00 6.67 1.48 492.85 489.78 200 1.50% 15 8.01 18% 6.46 0.51 5.00 5 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 0.19 5.51 6 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 0.01 5.70 2 D X2 (EX.) 0.29 0.81 0.235 0.455 5.00 6.45 2.96 489).78 489.70 5 1.50% 15 7.88 38% 6.46 0.03 5.71 3 X2 (EX.) V4 (EX.) (N/A) (N/A) 0.000 0.455 0.00 6.45 2.96 489).70 488.57 19 6.00% 15 15.88 19% 12.93 0.05 5.00 7 A V1 (EX.) 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 0,07 5.00 8 V1 (EX.) V2 (EX.) (N/A) (N/A) 0.000 0.581 0.00 6.55 3.83 4831.30 482.96 37 0.90% 15 6.16 62% 5.01 0.19 5.07 9 V2 (EX.) V3 (EX.) (N/A) (N/A) 0.000 0.858 0.00 6.51 5.63 482!.96 478.67 23 18.70% 15 27.93 20% 22,82 0.09 5.26 4 X1 (EX.) V2 (EX.) 0.33 0.84 0.277 0.277 5.00 6.67 1.86 4831.35 482.96 19 2.00% 12 5.07 37% 6.43 0.12 5.36 Hydraulic Grade Line Calculations VDOT LD -347 INLET (1) 0.8D+ INV (OUT) ACTUAL OUTLET WSE DESIGN OUTLET WSE (2) Do (3) Qo (4) Lo (5) SPo (6) Hf (7) TEL. 804 419-0740 19 0740 FAX: (804) 419-0759 JUNCTION LOSS FINAL INLET FL ELEV Vo Ho Qi Vi , QiV i �2 j ; H; Angle Ho H1 Surface Runoff Factor? 1.3 Ht IS -17 0.5 Ht 2g (13) (14) (8) (9) (10) (11) (12j) (15) (16) (17) (18) (19) (20) (21) V2 (EX.) 479.67 479.87 479.87 15 5.63 23 0.0076 0.17 22.82 2.02 3.83 5.01 19.1.8 0.39 0.14 40 0.17 2.33 NO 2.33 NO 2.33 2.50 482.37 484.59 X1 (EX.) 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 (EX.) 483.96 482.37 483.96 15 3.83 37 0.0035 0.13 5.01 0.10 3.85 1.00 3.85 0.02 0.01 0 0.00 0.10 NO 0.10 YES 0.05 0.18 484.14 488.58 A 484.30 484.14 484.30 15 3.85 69 0.0036 0.25 15.66 0.95 3.21 2.00 6.42 0.06 0.02 60 0.03 1.01 YES 1.31 YES 0.66 0.90 485.20 493.85 B 490.37 485.20 490.37 15 3.21 88 0.0025 0.22 8.83 0.30 1 2.63 3.00 7.89 0.14 1 0.05 70 0.09 0.44 YES 0.57 YES 0.28 0.50 490.87 496.24 C 492.84 490.87 492.84 15 2.63 31 0.0017 0.05 8.83 0.30 0.00 4.00 0.00 0.25 0.09 0 0.00 0.39 YES 0.51 YES 0.25 0.30 493.14 495.97 X2 (EX.) 489.57 489.77 489.77 15 2.96 19 0.0021 0.04 12.93 0.65 2.96 6.00 17.76 0.56 0.20 30 0.20 1.04 NO 1.04 YES 0.52 0.56 490.33 494.66 D 490.70 490.33 490,70 15 2.96 5 0.0021 0.01 6.46 0.16 1.48 7.00 10.36 0.76 0.27 50 0.38 0.81 YES 1.05 YES 0.53 1 0.54 491.24 495.16 E 490.78 491.24 491.24 15 1.48 200 0.0005 0.10 6.46 0.16 0.00 8.00 0.00 0.99 0.35 0 0.00 0.51 YES 0.66 YES 0.33 1 0.44 491.67 1 496.25 NORTHERN 11,945 SF RIGHT CHAMFER DRIVE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) Ary.�L�p/B�yE,�,�M..[/A='/R..L�r�E/�..��Cr�O.�U!.^�NyyT,,V.. STORE Y� ,/�r.{yA M& WE. 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: R THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN VA 23113 TEL. 804 419-0740 19 0740 FAX: (804) 419-0759 FS _EA L -a RYA . PERKINS LIC. No. 046565 12.22.15 , REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: STORMWATER MANAGEMENT SHEET NUMBER: SCG -301 11017" "T OBW 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' 35'50'29" 6.29' EXTEND TO GRADE PLUG I � � a r t APPROX. LOCATION OF EX. EXCLUSION ME/TER TO BE REMOVED 0 a J 1 ROADWAY CLEANOUT RIM ELEVATION: 495.97 APPROX. LOCATION OF EX. -SIDEWALK CLEANOUT RIM ELEVATION: 497.20 WATER METER TO BE REMOVED CONTRACTOR SHALL PLACE d/ J A 18"08"x3" CONCRETE PAD AROUND CLEANOUT AT FINISHED GRADE IN ALL PAVED LOCATIONS % - APPROXIMATE LOCATION OF EX. 8" DIP WATER MAIN i CLEANOUT ADAPTER APPROXIMATE LOCATION OF , EX. 8" DIP WATER MAIN IN f -LONG TURN TEE WYE 14" CASING j SERVICE PIPE AS SPECIFIED CONNECTION TO EX. 8" WATERLINE j 8" X 8" TEE / (1) 8" GATE VALVE t A> ! J + Pj 8" DUCTILE IRON WATER LINE • MIN. GRADIENT 1/8" PER FT. 8" 11.25' 8" 11.25' HORIZONTAL VERTICAL SANITARY SEWER CLEANOUT DETAIL �` BEND % BEND NOT TO SCALEFFF ! II NEW VARIABLE WIDTH AC;SA- WAATTERLINE EASEMENT, NEW VARIABLE WIDTH ACSA WATERLINE EASEMENT 1:3ALMUNI, LLC D.B. 2223 PG. 458 TAX PCL.: 06100 00 00 123DO 7nNIE: HIGHWAY COMMERCIAL (HC) ACCESS & UTILITY EASEMENT D.B_643 PG. 78 UTILITY NOTES: 1. REFER TO SHEET CU -201 FOR UTILITY PROFILES. 2. CROSS CONNECTION CONTROL AND BACKFLOW PREVENTION SHALL BE INTERNAL TO THE BUILDING AND IN ACCORDANCE WITH THE UNIFORM STATEWIDE BUILDING CODE (REFER TO ARCHITECTURAL PLANS). 3. AN APPROVED KEYBOX SHALL BE PROVIDED IN ACCORDANCE WITH THE INTERNATIONAL FIRE CODE, SECTION 506.1. CONTRACTOR TO CONTACT ALBEMARLE COUNTY FIRE MARSHALS OFFICE 434-296-5833 TO DETERMINE LOCATION. 4. CONTRACTOR SHALL FIELD VERIFY DEPTH OF EXISTING UTILITIES AT START OF CONSTRUCTION AND NOTIFY KIMLEY-HORN IN ORDER TO VERIFY ADEQUATE SEPARATION BETWEEN UTILITIES CAN BE ACHIEVED. 5. COVER REQUIRED FOR DOMESTIC WATER LINE SHALL BE 30" MINIMUM. BALMUN, LLC D3. 2223 PG. 458 TAX PCL.: 04500 00 00 105AO ZONE: HIGHWAY COMMERCIAL (HC) RIM=497.76' IN V=492.36' I I I w CONTRACTOR TO COORDINATE SERVICE ' CONNECTIONS WITH G,AS,. POWER AND ? ,TELEPHONE COMPANY' ZLd I uj c off) < v ULd0-c� I 4 I I xuj �T d 046 I I� I I 9 -1.5" TYPE K COPPER WATER LINE I I - APPROXIMATE LOCATION OF EX. SANITARY SEWER LATERAL TO BE ABANDONED AT THE MANHOLE 81 LF 6" SDR 35 I e PVC ® 5.84% �h S - S A,C SS & UTILITY ' EASEMENT i G. 78 ----1--- SADDLE CONNECTION INV. (EX)=486.14 L-489.37 STORM STRUCTURES A VDOT STD DI -2B; L=4 FT TOP = 494.35; INV = 489.37; H =4.98' B VDOT STD DI -2A TOP = 496.74; INV = 491.84; H =4.90' C VDOT STD DI -2A TOP = 496.47; I NV = 492.71; H = 3.76' D VDOT STD DI -2A TOP =495.40; INV = 489.78; H =5.62' E VDOT STD DI -2C; L=4 FT TOP = 496.75; I NV = 492.85; H = 3.90' X2 (EX.) VDOT STD DI -2C; L=4 FT TOP = 494.88; 1 NV = 489.70; H = 5.18' STORM PIPES 1 200 LF -15 in CLASS I I I RCP @ 1.54% INV (IN) =492.85; INV (OUT) =489.78 2 5 LF - 15 in CLASS III RCP @ 1.60% INV (IN) =489.78; INV (OUT) =489.70 3 31 LF- 15 in CLASS I I I RCP @ 2.81% INV (IN) =492.71; INV (OUT) =491.84 4 88 LF - 15 in CLASS III RCP @ 2.81% INV (IN) =491.84; INV (OUT) =489.37 PHASE 1 PERMANENT EASEMENT FOR DOMINION VA POWER �z EX. 1" METER TO BE USED FOR CVS 1 y -' DOMESTIC SERVICE wl EX. METER EX. FIRE HYDRANT TO BE USED FOR J 1 CONNECTION TO IRRIGATION = SEX. WATERLINE -. -__ .- ss ........ 0j WATER CONNECTION DETAIL h I I 5 50' ACCESS. EASEMENT .� � vi 630 PG. 98 �. :::, 243 --ISG. -24,x ._.............. ....... . REFER TO INSET FOR DETAILS (THIS SHEET) _._._.._._...___..- . 7 r Xl 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 • ir�rrt v3 ` 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: & I a t► 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: �d�Nl,T,H 6; � RYA . PERKINS y. LIC. No. 046565 . 12.22.15 �i REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TI TLE: UTILITY PLAN SHEET NUMBER: COMMENTS: CU -101 SANITARY PROFILE (EXISTING) 1500 496 ---- - --------_----__ ___-__- - ---- - ----- --- - . ... . ..... . . L PROPOSED,GRADE 492 492 ------ ----- ------ -------------- 488 484 482 ---------- ------- .. .... . ..... .. .... ..... 488 --- 00 C-4 0) -0+50 0+00 1+00 2+00 WATERLINE PROFILE SANITARY PROFILE BUILDING TO SS CONECTION 3+00 10+00 0+00 1+00 2+00 3+00 4+00 11 +00 PROFILE ALIGNMENTS (Df, pharmacy F-7-ff -------- - ---------- 0 Y-00 In 3+00 000< F- Y_ ----------- .. .. ...... .... ...... <-unm SEMIN OLE -TRATE I-RO-UTE-29)- VARIABLE WIDTH R/W Fl -*7 --U._B.-T3T7 PG7-75 D.B. 435 PG. 171 GRAPHIC SCALE IN FEET 0 20 40 80 HORIZONTAL 0 2 4 8 VERTICAL 0 101�51N GRAPHIC SCALE IN FEET 0 15 30 60 0 11+00 22- 0 0 + I as . . . . ........ A STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE: NEW STORE DE& rfPl- WS CS PROJECT NUMBER: 86047 I 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 300 504 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 504 ......... .. ....... ... ................. . ................... . . .. .. -7 A 0-11-1-1-1-1-1 N Lo ..... . .. . ............................................. ............................................. ..................... . ..... .. .. .. . .................... .. ........... ........... ............ .ACVi.d ... .. + pq ....... . .. .. .......... ........... ............... ........... . .. .. ....................... ..... . ........ ........ .... ..... . . ....... . 6. )o C" 0) t 0) 0 "t � 500 ...... ..... ..... . ................. >.-,. - - - ... ct ui o' 7�-.. .... ....... . .. .............. .. ..... ................................ ......... ......... ..................... .. .500 0 :-ZZ o . . . .. . . .. ...... . ..................... ..................... ....... L'l .... . ........... .. 00 5>> ....._._................................a......... . .. ...... ..... ... ....... ............... . ...... .. .. .. . EXISTING GRADE 496 1 ......................... 496 ........................... ................... . PROPOSED GRADE - ................ . .. . ................... . ............................... ............. .. .. . .. .. .. . ......... .. .. .. .. .. ..... ..... .... ..... . . .. ............. ......... ... .. . ... .. .. ....................... ...... .. . ... . . . .... .. ......... ......................... ........... ......................................... ......... . . . ............ . ..... . .. .. .. .. PRIVATE .................. .. . .. ............ .. .. .. .. .. .. .. .. .............. ...... ........... .... . . .. 492 .... ..... . .. . .. ................... 'U 1.5" WATER SERVICE 492 CROSSING .. ..... .... . . .............. . . ..... . . . . . ..... .... ............ ............ .. ...................... .. 6- PVC 5.84% 5 0 3 LFF . ... . ... ..... ...... .......... . .. . ......... . ................ . ........... ... ......... ........... ...... ........ ......... ........... .. . .. .. ........... 6" PVC 05.84% 488 1 J 488 ............. . .. . .. .. .. .. ......... (2) 116' 45' BENDS ... . ........ ;!SADDLE CONNECTION . . . . ........ .. ..... INV. (EX.) 486.14 1 .......484 .... ................. ............................. ..... .. ....... .. .. .. . . .. ..... . .. ........ . . .......... .................... .. ................ 484 482 482 cD 04 0 4 0) 3+00 10+00 0+00 1+00 2+00 3+00 4+00 11 +00 PROFILE ALIGNMENTS (Df, pharmacy F-7-ff -------- - ---------- 0 Y-00 In 3+00 000< F- Y_ ----------- .. .. ...... .... ...... <-unm SEMIN OLE -TRATE I-RO-UTE-29)- VARIABLE WIDTH R/W Fl -*7 --U._B.-T3T7 PG7-75 D.B. 435 PG. 171 GRAPHIC SCALE IN FEET 0 20 40 80 HORIZONTAL 0 2 4 8 VERTICAL 0 101�51N GRAPHIC SCALE IN FEET 0 15 30 60 0 11+00 22- 0 0 + I as . . . . ........ A STORE NUMBER: 10746 SEMINOLE TRAIL & RIO ROAD (NWC) ALBEMARLE COUNTY, VA. PROJECT TYPE: NEW STORE DE& rfPl- WS CS PROJECT NUMBER: 86047 I 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 [-SEA-L-. RYA PERKINS LIC. No. 046565 60XA'L REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: UTILITY PROFILES SHEET NUMBER: CU -201 COMMENTS: FIRE FLONV ESTL'1TATE FORM ISO (Insurance Service Office) Method ofCalculating Needed Fire Flow NFF (Needed Fire Flow) 15871 CITY VIEW ENGINEER Ryan Perkins P.E. DATE: 10/6/2015 PROJECT NAME: CVS -Route 29 and Rio Road CALL. BY: RRP TYPE OF CONSTRUCTION: NONCOMBUSTIBLE C-3 MIDLOTHIAN, VA Class of Construction Coefficient = F: 0.8 GROUND FLOOR AREA: 11,945 4 OF STORIES I FAX: (804) 419-0759 Total Floor Area =A4 (effective area) 11945 FIRE AREA CONSIDERED Construction Factor CI = 18 (F) (Ai) 0'5 Ci: 1,750 (ROUNDED TO NEARS Sr 250 CfFNI) TYPE OF OCCUPANCY: COMBUSTIBLE C-3 (Worst Case) Occupancy Factor = Oi : I EXPOSURE (X) AND COMMUNICATION (P): XI + PI = 0.00 X4 + P4 = X2+P2= Xs+PS= X3 +P3 = X's + P6 _ (X+P� = 1.0 + E(Xi+P;) = (NIaY. X-I-P)i =1.75) 1.00 (n=NUMBEROF SMESOF SUBJECT BUILDINC7i NEEDED DIRE FLOW NFF = (Q) (Oi) (X+P� NFF = 1,750 Automatic Sprinklers: N0 Reduction Factor: 0% % X NFF = - 0 TOTAL: 1,750 Required Fire Flow - Rounded: 1,750 gpm Fire hydrants Required: 2 I CERTIFY THAT THE ABOVE INFORMATION IS TRUE AND CORRECT PIPE SIGNATURE:P.E" * COMMERCIAL AREA REQUIRES 350 FT. MAXIMUNI HOSELAY References: NTF calculation procedure descn%ed in A.VV.W.A. M-31, I.S.C3,"s 1980 CommrcialFire Rating DEAD END Schedule and I.S-O.'s 1980 Fire Suppression Rating Schedule_ •9/94 FornIF-9 45° r7)aX max' ; ':.'S- c max PLUG W r 2.�__. t 1 v; FOR ALL BENDS FOR TEE OR WYE FITTINGS WIDEN TRENCH TO b;.. -----7V<` ,1•. ACCOMMODATE 'd ANCHOR IF ; REQUIRED. ° minxtzT Milo' BEDDING AS ((' REQUIRED P' UG •%jam j v < MI ° MIN T°. �. T a SECTION 1 - 1 SECTION 2 2 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 OF 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 PIPE DEGREE BEND DIMENSIONS VOL, ; TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD.� - (FEET) CU.YD H H 90 2.SG 2,50 3.01 0.24 I I 4' & 6" 45 2.00 2.25 2.60 0.15 I j zz 1/z l.so 2.00 2.52 0.10 I 2.00 2.25 2.50 I 0.15 11 1/4 i 1.50 2.00 I 2.50 0.10 90 ! 3 66 3.16 3.2.1 0.48 I I 45 I 2.66 2.66 2. 77 0.26 1 8' 22 112 I 1.66 2.16 2.69 0.13 j 3.16 2.91 266: 0.32 11 t/4......I. _�..'_6.6....._._2:16._......_2.:67 0,13 i I 93 4.83 3.83 3.42 0.83 10' & 12' 45 3.33 3.58 2.95 0.43 I 3.83 4.00 2.83 0.52 22 1 FD -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 LNDICATFD THF TOP (CROWN) ELEVATION OF THF 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 SEINER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION 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. SALT TREATED FINISHED GROUND 2 x 4 MARKER a PLUG END OF MAIN LINE SERVICE LATERAL SECTION 45 ° 0'0" i IN LINE WYE -TEE PLAN VARIES SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S - 2 TD -27 .. REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36' MIN ,•; • LARGER THAN S" IN ANY DIMENSION 24"MEtyl I INTIAL BACKFILL* EMBEDMENT $"MIN I (6" LIFTS) *THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED OF PIPE MECHANICAL TAMPER' I HAUNCHING NO. 68 STONE !---�`'==-•'�- ---i ---; BEDDING 6" max ------------- 4" NOTE ; i.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 THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 12" BENDS 8c CONCRETE CLASS "B" --2" PIPE SLOPED 3'-9" 6'-0 T-3" 2 1/2" TO DRAIN IF GRADE ALLOWS ' VARIES VARIES 2" GALV. OR BRASS PIPE 2" THREADED TAP PLUG DEAD END ACCESS (TYPE "A") HATCH TYPICAL BLOW -OFF ASSEMBLY � m i n I N.T.S. I FOUNDATION (SHALL BE FIG. W - 7Fl REQUIRED WHEN SOIL /,,,�e`,"r.,:§:,;:� "' •"'" ll�•-'f?; CONDITIONS ARE UNSTABLE ALL PIPE ' /2 2 33 2.58 I 2.86 0.24 11 1/4 I 1.83 2.33 2.84 0.18 j FD -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 LNDICATFD THF TOP (CROWN) ELEVATION OF THF 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 SEINER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION 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. SALT TREATED FINISHED GROUND 2 x 4 MARKER a PLUG END OF MAIN LINE SERVICE LATERAL SECTION 45 ° 0'0" i IN LINE WYE -TEE PLAN VARIES SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S - 2 TD -27 .. REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36' MIN ,•; • LARGER THAN S" IN ANY DIMENSION 24"MEtyl I INTIAL BACKFILL* EMBEDMENT $"MIN I (6" LIFTS) *THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED OF PIPE MECHANICAL TAMPER' I HAUNCHING NO. 68 STONE !---�`'==-•'�- ---i ---; BEDDING 6" max ------------- 4" NOTE ; i.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 THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 12" BENDS 8c CONCRETE CLASS "B" --2" PIPE SLOPED 3'-9" 6'-0 T-3" 2 1/2" TO DRAIN IF GRADE ALLOWS ' VARIES VARIES 2" GALV. OR BRASS PIPE 2" THREADED TAP PLUG DEAD END ACCESS (TYPE "A") HATCH TYPICAL BLOW -OFF ASSEMBLY � m i n I N.T.S. I FOUNDATION (SHALL BE FIG. W - 7Fl REQUIRED WHEN SOIL /,,,�e`,"r.,:§:,;:� "' •"'" ll�•-'f?; CONDITIONS ARE UNSTABLE ALL PIPE OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3.WHERE ROCK 15 ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. 5 - 3 TD -28 - 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 j AS SHOWN. D j 4 BARS ®12" ON CENTER F0� 12 BENDS &LARGER 1--- Reou:RE �o T'1111 'K'. -.- SOFT ::OFFER FUR USE ON ATTACHED SINGLE FA MII_Y f`:SIDEfI71AL >E R'•iICES O�+ DUAL RESIDENTIAL NP AIRRIGATION SERVICES. Lo I, NOT F. I NO 5'7fEATED GI-FiNGS DUAL SERVIICE +,+:,•RESSION x 3/4' MALE PIPE l'OU P1,iNG OR `APPROVED EOUAf. t" TYPE 'K' 5j ­T CUFPER! O13 EGR USE ON DFTACHE:: SING: -F. FAMILY i+ES!bEIJTIA:- SERV!CF WHFRF AN IR RIGATON METER IS NOT YROVIL'LD SINGI E SFRb/ICE � more: 1) SRbC1LE5 SHALL BF USED ON PVC PIPE - B � --- CONCRETE CLASS B ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIPE SZE A B C D E F 4' - 6" i'-9" 2'-3" 2'-6" 1'-2 2'-0" 1 1/4" 8" 2'-3_'3'-0"2'-6- 1'-6 2'-6" 7 1/4- 11 4"71 1/4' 10" 2'-9 3'-9 2'-6" 2'-0 3'-0' 2- 12* 3'-0'4'-3" 3'-0" 2'-3" 3'-6" 2" 18" 3'-6' S'-8" 3'-3" 3'-0" 4'-8" 2 7/2" 4" - 6" 2'-6" 3'-0' 2'-6" 03'-8" 2'-8" 1 1/4- 8' 4"8" 3'-0 4'-3" 2'-6" 3'-3" 2" 22 1/2' 10' 3'-3" 5'-0 3'-0' 3'-9" 2" 12' 3'-9" 6'-3' 3'-0" 4'-3" 2" 18" 5'- 5'-a" 21/2- 2:7'-6"3'-3* 4" - 6" 3'-0" 6'-0"3'-0' 33" 2 1/4' 8" 3'-6" 6'-6"3'-0" 3'-9' 2 7/4" 45' 10" 14'-6"17'-6 3'-0'14'-,3' 5'-0" 2 1/4' 12" 5'-3" 9'-0' 3'-3" 5'-0' 5'-9" 2 1/2" 18" 6'-6 11'-0 WIDTH = DIM. "F" I THICKNESS OF FILLET WELD STRAP = 1/4" STANDARD HEX NUTI 1/4" THICK LATE WASHER 3" THREAD' N � 1 NOMINAL INSIDE 3/4" ANCHOR DIAMETER EXTRA BOLTS STRONG STEEL PIPE /j4 BARS ®12'• PIPE BEL ON CENTER FOR THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 12" BENDS 8c CONCRETE CLASS "B" --2" PIPE SLOPED 3'-9" 6'-0 T-3" 2 1/2" LARGER �+ C...I 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 1' COMPRESSION X 3!4" n?At.1 P'Fx COL,i F`UNC+ OR APPROVED EQUAL ^•!- ,"^` _ GRnr: NETEF, 3x CGPF'[RSFTTER AETER ;KAS FS SAPY TYPICAL SERVICE LATERAL INSTALLATION NTS FIG. W-6 '. 1/a BEND ' 'IF c VALVE THE WATER MAIN WATER TD -9 SIZE BRANCI vnralP .J. PLUG 1-11 TOVTEE (COAT RODS WITH BITUMINOUS PAINT) ON-LINE (TYPE "B") VARIES THREADED COUPLING PVC NIPPLE AND CAP PVC SLEEVE _ or o BRASS NIPPLE AND CAP I LUBRICATE ALL THREADS THRUST BLOCK (o METER BOX (SEE FIG. W-7) VALVE X N0, THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 12" BENDS 8c CONCRETE CLASS "B" LARGER �+ C...I 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 1' COMPRESSION X 3!4" n?At.1 P'Fx COL,i F`UNC+ OR APPROVED EQUAL ^•!- ,"^` _ GRnr: NETEF, 3x CGPF'[RSFTTER AETER ;KAS FS SAPY TYPICAL SERVICE LATERAL INSTALLATION NTS FIG. W-6 '. 1/a BEND ' 'IF c VALVE THE WATER MAIN WATER TD -9 SIZE BRANCI vnralP .J. PLUG 1-11 TOVTEE (COAT RODS WITH BITUMINOUS PAINT) ON-LINE (TYPE "B") VARIES THREADED COUPLING PVC NIPPLE AND CAP PVC SLEEVE _ or o BRASS NIPPLE AND CAP I LUBRICATE ALL THREADS THRUST BLOCK (o METER BOX (SEE FIG. W-7) VALVE X N0, NOTE.: HYDRANT DA'JST BE i EQUIPPED WITH CHARLOTTES- VILLE HARLOTTES- MLLE THREADS WHICH IS THE LOCAL STANDARD. I "-`- LENGTH OF BRANCH VARIES S6' MIN 10' I i 7 CU. FT. ------ 18" JAI VF B �- #68 STONE 36"MIN 6" GATE ` VALVE TEE 2500 P.S.I. CONCRET °'" - •' BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE 3/4" IHREAUED RODS 10 WHEN THE SOIL IS DISTURBED OR WHE MAIN IN ALL INSTALLATIONS, A HYDRANT IS LOCATED IN A FILL, ANCHOR RODS SHALL 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 PILE SHALL BE USED AS ADDITIONAL SUPPORT NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. '. MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE scx. 4 THE GATE VALVE IS ALLOWED IN SHOULDER O R BEHIND THE DITCH, . IT IS NOT ALLOWED IN THE DITCH. S. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION, IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY, TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD -7 N. METER SIZE DIMENSION DIMENSION DIMENSION A B C 1 I/2" 3'1'' 5'0° 3'8' 2" 3'1' so° s'a° 3" 5' MIN. 10' MIN. 4" 5' MN. 12' MIN, MI GREATER THAN 4" PROPOSALS WILL BE SUBMITTED. 1,75" DIAMETER DRILLED ;HOLE FOR TOUCH READ UfJ1T5. I I I i I I I TOP VIEW C E I I f I I ' 3" DIAMETER FIAT � I BEARING SURFACE I i' UNDERNEATH LIFT HANDLE ; I i 24" X L- 36"---------'"-'-'-"•"`"""-`""` I ALUF^UNUM THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 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 ACCESS (TYPE "A") HATCH TYPICAL BLOW -OFF ASSEMBLY � NTS I N.T.S. FIG. W-8 FIG. W - 7Fl NOTE.: HYDRANT DA'JST BE i EQUIPPED WITH CHARLOTTES- VILLE HARLOTTES- MLLE THREADS WHICH IS THE LOCAL STANDARD. I "-`- LENGTH OF BRANCH VARIES S6' MIN 10' I i 7 CU. FT. ------ 18" JAI VF B �- #68 STONE 36"MIN 6" GATE ` VALVE TEE 2500 P.S.I. CONCRET °'" - •' BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE 3/4" IHREAUED RODS 10 WHEN THE SOIL IS DISTURBED OR WHE MAIN IN ALL INSTALLATIONS, A HYDRANT IS LOCATED IN A FILL, ANCHOR RODS SHALL 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 PILE SHALL BE USED AS ADDITIONAL SUPPORT NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. '. MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE scx. 4 THE GATE VALVE IS ALLOWED IN SHOULDER O R BEHIND THE DITCH, . IT IS NOT ALLOWED IN THE DITCH. S. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION, IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY, TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD -7 N. METER SIZE DIMENSION DIMENSION DIMENSION A B C 1 I/2" 3'1'' 5'0° 3'8' 2" 3'1' so° s'a° 3" 5' MIN. 10' MIN. 4" 5' MN. 12' MIN, MI GREATER THAN 4" PROPOSALS WILL BE SUBMITTED. 1,75" DIAMETER DRILLED ;HOLE FOR TOUCH READ UfJ1T5. I I I i I I I TOP VIEW C E I I f I I ' 3" DIAMETER FIAT � I BEARING SURFACE I i' UNDERNEATH LIFT HANDLE ; I i 24" X L- 36"---------'"-'-'-"•"`"""-`""` I ALUF^UNUM THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 SIDE VIEW (SHED GRADE I AIR RELEASE VALVE BRASS OR BRONZE PIPE BRONZE GATE VALVE DRAIN TO GRADE (=1i IF POSSIBLE SII, IIII��I- BRICK SUPPORTS OR SOLID CEMENT BLOCKS J � CRUSHED STONE " -TYPE "K" SOFT COPPER ORATION STOP 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 0 a o sl i, i z t.� a ry �o PLACE 5' GALVANIZED "WITNESS POST UJIThi CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJEC TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE I= �ADJUSTABLE VALVE BOX W/ LID M.J. GATE VALVE WATER I. p, LINE 2500 P.S.I. CONCRETE � 4< 2'x 2' BEARINGAREA, THRUST BLOC F n � 4 v NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRA[ TYPICAL GATE VALVE NTS FIG. w- s TD -8 CONTRACTOR SHALL PLACE A 18"x18"x3" CONCRETE PAD AROUND CLEANOUT AT FINISHED FIN. GRADE //,--GRADE IN ALL PAVED LOCATIONS EXTEND TO CLEANOUT ADAPTER GRADE LONG TURN TEE WYE SERVICE PIPE AS r SPECIFIED PLUG '� I MIN. GRADIENT 1/8" PER FT. TYPICAL CLEANOUT DETAIL NOT TO SCALELn In � E M u E E � wi rE (cn m IL-- oV) �E �< a '++J NL� �u Om O JU_ OU V E� f)Y Ld *00 - °' E EW Na vU N �! 0 0 of _ c� -� aEaY o E¢ L- Z E 0 oa _ E o rd O cL _ 00 v Ncp EU Nom, Nu< NLi 5 00 u�r o N 2rl 4.L1 o E Li- \z 0 E ` E E E i N E U n m U M L- N E`0 E z �E i �Um M O O z a a p \E�r- of °E of w rn co �p Z:�N v Cn r- ro ` C-4 ^ N N N O O TYPICAL MANHOLE FRAME & COVER N.T.S FIG S -I -D NORTHERN 1111945 SF RIGHT CHAMFER DRNE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL &RIO ROAD (NWC) pApLB�E��M�A►�R L�Ep�COUNTY, r�"/�VpA�. rIIVNG�+I TYPE: rGDEAL TYPE FFS : � STORE TD -25 CS PROJECT NUMBER 86047 MCI I )�V. 4irvi CONSULTANT KIMLEY-HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673-3882 FAX (804) 673-3980 DEVELOPER: SEAL V. If p�, � v RYA . PERKINS 9 LIC. No. 0 THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 ACCESS HATCH TYPICAL METER VAULT � I N.T.S. FIG. W - 7Fl TD - 11 (SHED GRADE I AIR RELEASE VALVE BRASS OR BRONZE PIPE BRONZE GATE VALVE DRAIN TO GRADE (=1i IF POSSIBLE SII, IIII��I- BRICK SUPPORTS OR SOLID CEMENT BLOCKS J � CRUSHED STONE " -TYPE "K" SOFT COPPER ORATION STOP 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 0 a o sl i, i z t.� a ry �o PLACE 5' GALVANIZED "WITNESS POST UJIThi CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJEC TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE I= �ADJUSTABLE VALVE BOX W/ LID M.J. GATE VALVE WATER I. p, LINE 2500 P.S.I. CONCRETE � 4< 2'x 2' BEARINGAREA, THRUST BLOC F n � 4 v NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRA[ TYPICAL GATE VALVE NTS FIG. w- s TD -8 CONTRACTOR SHALL PLACE A 18"x18"x3" CONCRETE PAD AROUND CLEANOUT AT FINISHED FIN. GRADE //,--GRADE IN ALL PAVED LOCATIONS EXTEND TO CLEANOUT ADAPTER GRADE LONG TURN TEE WYE SERVICE PIPE AS r SPECIFIED PLUG '� I MIN. GRADIENT 1/8" PER FT. TYPICAL CLEANOUT DETAIL NOT TO SCALELn In � E M u E E � wi rE (cn m IL-- oV) �E �< a '++J NL� �u Om O JU_ OU V E� f)Y Ld *00 - °' E EW Na vU N �! 0 0 of _ c� -� aEaY o E¢ L- Z E 0 oa _ E o rd O cL _ 00 v Ncp EU Nom, Nu< NLi 5 00 u�r o N 2rl 4.L1 o E Li- \z 0 E ` E E E i N E U n m U M L- N E`0 E z �E i �Um M O O z a a p \E�r- of °E of w rn co �p Z:�N v Cn r- ro ` C-4 ^ N N N O O TYPICAL MANHOLE FRAME & COVER N.T.S FIG S -I -D NORTHERN 1111945 SF RIGHT CHAMFER DRNE-THRU STORE NUMBER: 10746 SEMINOLE TRAIL &RIO ROAD (NWC) pApLB�E��M�A►�R L�Ep�COUNTY, r�"/�VpA�. rIIVNG�+I TYPE: rGDEAL TYPE FFS : � STORE TD -25 CS PROJECT NUMBER 86047 MCI I )�V. 4irvi CONSULTANT KIMLEY-HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DR, SUITE 200 RICHMOND, VA 23230 TEL (804) 673-3882 FAX (804) 673-3980 DEVELOPER: SEAL V. If p�, � v RYA . PERKINS 9 LIC. No. 0 THE REBKEE COMPANY 15871 CITY VIEW DRIVE, SUITE 300 MIDLOTHIAN, VA 23113 TEL: (804) 419-0740 FAX: (804) 419-0759 46565 b 'gyp X2.22.15 AL REVISIONS: DRAWING BY: RRP DATE: DECEMBER 22, 2015 JOB NUMBER: 113001348 TITLE: UTILITY DETAILS SHEET NUMBER: ACU -501 COMMENTS: