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Home My WebLink AboutWPO201600075 Plan - VSMP 2017-12-06c vi a, a 0 Q C 0 S I G a, U U U -0 U L 0 T I E Y 0 0 _Q v 0 f_ Z o n > o _1 U J 3 Q U J ° i �o U z > a, QQ � 0 % o Q � s 6 Q a Q (00 U 0 I� O Oo i o > v I � U U U U Q N �o �o O o .U_, N U O U N i L � a� E Q c > m o � Z w - w c- = o V) U) a� ° LJ O ro O e, O a O I m Q (J N � Q 0 J U 73 � a � O �Q ;n U U L U U � U A� N n Y U N o� n U D U U� o� 4*601 111 EXISTING Sheet Number PROPOSED _ _.____ WATER W W j� SANITARY SEWER Ss CE -101 STORM SEWER CE -102 PHASE 11 E&SC PLAN GAS GAS CS -101 SANITARY MANHOLE • ®a STORM MANHOLE G CG -100 CURB DROP INLET o —� MASTER DRAINAGE AREA MAP YARD DROP INLET DRAINAGE AREA MAP -------- __w ._ ..__-a VALVE W --0 4 W STORM SEWER PROFILES FIRE HYDRANT ASSEMBLY W CU -101 CLEAN OUT • -- SS UTILITY PROFILES WATER METER W W LP x SINGLE LAMP STREETLIGHT o-❑> EASEMENT PLAN DOUBLE LAMP STREETLIGHT PLANTING PLAN — — — RIGHT OF WAY — — -- - _ PROPERTY LINE — — ___,. DITCH /SWALE --�— —�-- �--•— TREELINE RIP RAP CURB CURB AND GUTTER EDGE OF PAVEMENT EASEMENT CONTOUR LINE FENCE—WIRE FENCE—WOODEN/VINYL UTILITY UNKNOWN COMMUNICATIONS ELECTRIC VEGETATION DRIP LINE EDGE OF LANDSCAPE ,*ROJECT CONTACT LIS -- APPLICANT/DEVELOPER LTD HOSPITALITY GROUP 1564 CROSSWAYS BOULEVARD CHESAPEAKE, VA 23320 TEL: (757) 420-0900 CONTACT: NEIL DESAI EMAIL: NDESAI@LTDHOSPITALI TY. COM OWNER LTD HOLLYMEAD LLC 1564 CROSSWAYS BOULEVARD CHESAPEAKE, VA 23320 CIVIL ENGINEER Kimicy//Horn KIMLEY—HORN AND ASSOCIATES, INC. 1700 WILLOW LAWN DRIVE, SUITE 200 RICHMOND, VA 23230 TEL: (804) 672-4709 CONTACT: BRIAN BREWER, P.E. EMAIL: BRIAN.BREWER@KIMLEY—HORN.COM FWATI-11023twi NBJ ARCHITECTURE 11537 NUCKOLS ROAD, SUITE B GLEN ALLEN, VA 23059 TEL: (804) 273-9811 FAX: (804) 273-9843 CONTACT: NEIL BHATT EMAIL: NBHATTQNBJARCH.COM COM — -----UGE — PLANNING COMMUNITY DEVELOPMENT 401 MCINTIRE ROAD NORTH WING CHARLOTTESVILLE, VA 22902 TEL: (434) 296-5832 WATER/SEWER ALBEMARLE COUNTY SERVICE AUTHORITY 168 SPOTNAP ROAD CHARLOTTESVILLE, VA 22911 TEL: (434) 977-4511 NATURAL GAS CITY OF CHARLOTTESVILLE 305 4TH STREET NW CHARLOTTESVILLE, VA 22903 TEL: (434) 970-3815 ELECTRIC DOMINION VIRGINIA POWER 701 E. CARY STREET RICHMOND, VA 23219 TEL: (804) 771-3655 TELEPHONE CENTURY LINK 1240 SEMINOLE TRAIL CHARLOTTESVILLE, VA 22901 TEL: (434) 974-6928 A VSMP GENERAL CONSTRUCTION PERMIT IS REQUIRED FROM ALBEMARLE COUNTY FOR THIS SITE. ALBEMARLE COUNTY WILL RECEIVE THE REGISTRATION STATEMENT AND FEES AS WELL AS PERFORM COMPLIANCE INSPECTIONS. ONLY THE COMPLETE AND APPROVED PAPER COPY OF THE PLAN SET INCLUDING ALL SUBSEQUENT REVISIONS WILL SERVE AS THE OFFICIAL CONSTRUCTION PLANS. 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. MISS UTILITY OF VIRGINIA CALL BEFORE YOU DIG 811 (1-800-552-7001) iTAY RIDG SUIT S LJ1 j�� \✓� C� �i I r,l G I gs U U E S TIMBERWOOD BOULEVARD ALBEMARLE COUNTY, VA 22911 PARCEL ID: 03200-00-00-041QO WPO • VICINITY MAP APPROX. SCALE: 1" = 500' MAP PROVIDED BY ALBEMARLE COUNTY GIS PROJECT DATA Site Statistics Project: Staybridge Suites DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING AND ZONING ENGINEERING INSPECTIONS ARB DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT ORIGINAL SITE PLAN #: SDP 2016-00047 Site Area: 2.02 acres GP I N : 499831935512 Parcel ID: 03200-00-00-041QO Street Address: N/A Location of property: Timberwood Blvd. and Laurel Park Lane Comprehensive Plan: Block VIII of Hollymead Town Center, Area C Applicable Proffers: ZMA200100020 Zoning: Planned Development- Mixed Commercial (PD -MC) Corridor/Overlay: Entrance Corridor, Steep Slopes (Managed), Airport Impact Area Magisterial District: Rio Municipality: Albemarle County Building: 74,744Sq. Ft. (19,744Sq. Ft. Footprint) Building Coverage: 22% Build -to line: 0'-10' from edge of sidewalk Maximum Square Footage: 76,000 Sq. Ft. (Non -Residential) Total Site Impervious Area: 68,259 Sq. Ft. (1.57Ac.; 75%) Open Space: 22,521 Sq. Ft. (0.48 Ac.; 25°l) Building Height: 46' Floodplain: Flood zone 'X' as shown on community parcel number 51003CO140D dated 02/04/2005. Parking Required: 103 Spaces (1 space per room) Parking Provided: 103 Spaces Interior Trees Required: 10 (1 tree per 10 parking spaces) Interior Trees Provided: 11 This site does not lie within a water supply watershed. TRIP GENERATION SHEET INDEX DATE Sheet List Table Sheet Number Sheet Tale CA -001 COVER SHEET CA -002 GENERAL NOTES CV -100 EXISTING CONDITIONS CE -101 DEMOLITION AND PHASE I E&SC PLAN CE -102 PHASE 11 E&SC PLAN CE -501 EROSION & SEDIMENT CONTROL DETAILS CS -101 SITE PLAN CS -501 SITE DETAILS CS -502 SIGHT DISTANCE PROFILES CG -100 GRADING PLAN CG_ 101 MASTER DRAINAGE AREA MAP CG -101 DRAINAGE AREA MAP CG -102 STORMWATER MANAGEMENT PLAN CG -501 STORM SEWER PROFILES CG -502 DRAINAGE DETAILS CU -101 UTILITY PLAN CU -201 UTILITY PROFILES CU -501 UTILITY DETAILS CU -502 UTILITY DETAILS CT -101 EASEMENT PLAN CP -101 PLANTING PLAN CP -102 LANDSCAPE NOTES AND DETAILS CL -101 LIGHTING PLAN *SHtt 15 INULUULU WI I H CURRENT VSMP SUBMITTAL. Internal Avg Z N AM AM PM PM ITE Capture Independent No. of Rate Daily AM PM Daily AM PM Trips Trips Trips Trips Code Land Use Land Use Description Variable Units or Eq Rate Rate Rate Trips Trips Trips In Out In Out 311 Retail All Suites Hotel Room(s) 103 Avg 4.90 0.38 0.40 506 39 41 21 18 18 23 APPROVED by the Albermarle County Community Development Depart,-�,,nf Date File-- Lvlb.zol,� z w 0 0 z 0 U 0 Li (n V) w o' 0 0 Q V) Z 0 w 1— 1 1 1 1 Iz1 BRIAN J. BREW Lic. No. 039045 1112.1/2or7 --r-, O Z N o_ :�E m m C) r 0 U< _ •3:, C7 w O U) � z 0 � (-Dm U= N OC) D O . U Q �\ QO r� m OO1O .< Z N � S y Q I I LU :.- -�7 z�= o w co_J 0(/) 3 = W Y I� � wo0� _J Z • {n Q 0 J N o f"IN O J 0 BRIAN J. BREW Lic. No. 039045 1112.1/2or7 --r-, Z o- :2 o_ :�E m m C) r 0 (n co C7 w O U) � (-Dm Q i . m Q �\ o m � w _n = r CO J 0 v v w � z • {n 0 0 U LLJ i . LU 0 Lills t • �i s • LLJ LLI M DEMOLITION / LAND DISTURBANCE NOTES DRAINAGE / STORMWATER NOTES 1. PRIOR TO STARTING ANY DEMOLITION CONTRACTOR IS RESPONSIBLE FOR/TO: 1. ALL STORM SEWER PIPES, MANHOLES, AND CURB INLETS SHALL BE ALBEMARLE COUNTY GENERAL NOTES KIMLEY-HORN AND ASSOCIATES, INC. STD. NOTES CLEANED OF DEBRIS AND ERODED MATERIALS AT THE LAST STAGES OF LJ A. ENSURING THAT COPIES OF ALL APPLICABLE PERMITS AND APPROVALS ARE MAINTAINED < < CONSTRUCTION STANDARDS ON SITE AND AVAILABLE FOR REVIEW. CONSTRUCTION. General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a 2. STORM DRAIN PIPE AND FLARED END SECTIONS ARE TO BE FURNISHED 1. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM WITH THESE DRAWINGS, B. INSTALLING THE REQUIRED SOIL EROSION AND SEDIMENT CONTROL AND/OR TREE AND INSTALLED IN ACCORDANCE WITH SECTION 302 OF VDOT ROAD AND permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not PROJECT SPECIFICATIONS, WITH ALL CURRENT APPLICABLE CODES, AND, UNLESS OTHERWISE PROTECTION MEASURES PRIOR TO SITE DISTURBANCE. BRIDGE SPECIFICATIONS AND SHALL CONFORM TO THE REQUIREMENTS OF accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit T_ SPECIFIED, WITH THE LATEST REVISIONS OF THE FOLLOWING REFERENCE DOCUMENTS:shall govern. U� ASTM DESIGNATION C-76 FOR REINFORCED CONCRETE CULVERT AND C. LOCATING (VERTICALLY AND HORIZONTALLY) ALL UTILITIES AND SERVICES, INCLUDING, BUT STORM DRAIN PIPE. ALL PIPE FOR STORM DRAINS SHALL BE 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless A. ALBEMARLE COUNTY DESIGN STANDARDS MANUAL (DSM) NOT LIMITED TO GAS, WATER, ELECTRIC, SANITARY AND STORM SEWER, TELEPHONE, CABLE, REINFORCED CONCRETE CLASS III UNLESS INDICATED OTHERWISE ON THELL1 otherwise noted. B. VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) ROAD & BRIDGE SPECIFICATIONS FIBER OPTIC CABLE, ETC. WITHIN THE LIMITS OF DISTURBANCE. THE CONTRACTOR SHALL USE PLANS. THE CONTRACTOR SHALL USE A PREFORMED FLEXIBLE PLASTIC 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and 0 C. VDOT ROAD AND BRIDGE STANDARDS AND COMPLY WITH THE REQUIREMENTS OF THE APPLICABLE UTILITY NOTIFICATION SYSTEM TO SEALING COMPOUND OF BUTYL MASTIC ROPE SEALER - 1" SIZE, "EZ U shall be installed prior to any clearing, grading or other construction. D. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) LOCATE ALL THE UNDERGROUND UTILITIES. STICK" AS MANUFACTURED BY CONCRETE PRODUCTS SUPPLY OR AN >_ Z 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. E. VIRGINIA WORK AREA PROTECTION MANUAL APPROVED EQUAL FOR SEALING WATER -TIGHT JOINTS. VERTICAL Z 0 F. VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) E. FAMILIARIZING THEMSELVES WITH THE APPLICABLE UTILITY SERVICE PROVIDER AND IS CLEARANCE OF 12" BETWEEN STORM AND OTHER UTILITIES IS REQUIRED 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or D 0 TH (VDH) SPECIFICATIONS RESPONSIBLE FOR ALL COORDINATION REGARDING UTILITY DEMOLITION REQUIRED FOR THE G. VIRGINIA DEPARTMENT OF HEAL UNLESS OTHERWISE NOTED. better are to be achieved. PROJECT. THE CONTRACTOR SHALL PROVIDE THE OWNER WRITTEN NOTIFICATION THAT THE EXISTING UTILITIES AND SERVICES HAVE BEEN TERMINATED AND ABANDONED IN ACCORDANCE 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or CONSTRUCTION NOTES WITH JURISDICTION AND UTILITY COMPANY REQUIREMENTS. 3. ALL EXISTING STORM SEWER PIPES, DROP INLETS, AND CURB INLETS designee, it is deemed necessary in order to stabilize a drainage channel. Cn BEING UTILIZED BY A PART OF THE DRAINAGE SYSTEM SHALL BE V) Ld 1. ALL CONSTRUCTION SHALL CONFORM WITH APPLICABLE STATE (INCLUDING VDOT) AND LOCAL CLEANED OF ERODED MATERIAL AT ALL STAGES OF CONSTRUCTION, AS 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. ft� F. COORDINATION WITH UTILITY COMPANIES & ADJACENT LANDOWNERS/BUSINESSES REGARDING C� CONSTRUCTION STANDARDS AS IDENTIFIED IN THESE PLANS. THE CONTRACTOR 'SHALL OBTAINDIRECTED BY THE ENGINEER. THE COST INCIDENTAL TO THIS IS TO BE 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class 111. C) ALL APPLICABLE PERMITS AND LICENSES AND MAINTAIN COPIES OF THEM ON-SITE AT ALL WORKING "OFF-PEAK" HOURS OR ON WEEKENDS AS MAY BE REOUIRED TO MINIMIZE THE INCLUDED IN THE CONTRACT PRICE FOR THE OTHER DRAINAGE ITEMS. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry < TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL MAINTAIN A SET OF CONSTRUCTION IMPACT ON THE AFFECTED PARTIES. DOCUMENTS, SPECIFICATIONS, AND A STORMWATER POLLUTION PREVENTION PLAN (SWPPP) 4. STORM SEWER PIPES AS SHOWN ON THE PLANS ARE MEASURED FROM (29 CFR Part 1926). 1 1 1 1 1 1 1 ON-SITE AT ALL TIMES DURING CONSTRUCTION. 2. NEITHER KIMLEY-HORN & ASSOCIATES, INC. NOR THE OWNER IS RESPONSIBLE FOR JOB SITE THE CENTERLINE OF EACH STRUCTURE AND INVERT ELEVATIONS ARE 0 < SAFETY OR SUPERVISION. CONTRACTOR IS TO PROCEED WITH THE DEMOLITION IN A SYSTEMATIC ESTABLISHED BASED ON THIS CENTER LINE DISTANCE. LENGTH CALL General Construction Notes for Streets AND SAFE MANNER, FOLLLOWING ALL OSHA REQUIREMENTS, TO ENSURE PUBLIC AND 10. Construction inspection of all proposed roads within the development will be made by the County. The contractor SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR TO THE INITIATION OF THE JOINT. CONTRACTOR SHALL LOCATE ALL END SECTIONS TO MATCH 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND CONTRACTOR SAFETY. OUTS FOR PIPES WITH FLARED END SECTIONS WILL BE MEASURED TO must notify the Department of Community Development (296- 5832) 48 hours in advance of the start of c CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE THE BANK SLOPE AND THE PIPE SLOPE SHALL BE ADJUSTED AS construction. R'n N 3. THE CONTRACTOR SHALL PROVIDE ALL THE "MEANS AND METHODS" NECESSARY TO PREVENT NECESSARY. TO THE SPECIFICATIONS OR THE RELATIVE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY 11. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall have CBR tests MOVEMENT, SETTLEMENT, OR COLLAPSE OF EXISTING STRUCTURES, AND ANY OTHER TO NOTIFY THE PROJECT ENGINEER OF RECORD IN WRITING PRIOR TO THE START OF 6 < IMPROVEMENTS THAT ARE REMAINING ON OR OFF SITE. THE DEMOLITION CONTRACTOR IS 5. ALL DROP INLETS AND CURB INLETS SHALL HAVE VDOT STD. IS -1 performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a subgrade CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL pavement design shall be made by engineer and pthe design eng soil CBR of 10 or greater is not obtainable a revised RESPONSIBLE FOR ALL REPAIRS OF DAMAGE TO ALL ITEMS THAT ARE TO REMAIN AS A RESULT SHAPING AND ST -1 STEPS, WHERE APPLICABLE. 9 CONSTITUTE ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THEvso OF HIS ACTIVITIES. submitted with the test results for approval. LJ Z SCOPE OF WORK AS DEFINED BY THE DRAWINGS AND IN FULL COMPLIANCE WITH LOCAL i- 0 REGULATIONS AND CODES. 6. BOOT CONNECTIONS SHALL BE PROVIDED FOR ALL PLASTIC PIPES THAT 12. Surface drainage and pipe discharge must be retained within the public right-of-way or within easements prior to 0 v -; ", , C-7 4. IN THE ABSENCE OF SPECIFICATIONS, THE CONTRACTOR SHALL PERFORM EARTH MOVEMENT TIE INTO A CONCRETE STRUCTURE. acceptance by the County. All drainage outfall casements are to be extended to a boundary line or a natural 0 U CO 0 .Ia CO U ACTIVITIES, DEMOLITION AND REMOVAL OF ALL FOUNDATION WALLS, FOOTINGS, AND OTHER watercourse. U) 3. ALL DIMENSIONS ARE TO FACE OF CURB UNLESS OTHERWISE NOTED. < MATERIALS WITHIN THE LIMITS OF DISTURBANCE WITH DIRECTION BY OWNER'S STRUCTURAL OR 7. GENERAL CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES HAVINGGEOTECHNICAL ENGINEER. UNDERGROUND UTILITIES ON SITE OR IN RIGHT-OF-WAY PRIOR TO 0 ro C�� 13. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field verified at QO r- 0 D 4. ALL PAINT STRIPING, PAVEMENT MARKINGS, AND SIGNAGE SHALL CONFORM TO THE "MANUAL EXCAVATION. CONTRACTOR SHALL CONTACT UTILITY LOCATING COMPANY the time of construction. Additional guardrail may be required at locations not shown when, in the opinion of the < bi ON UNIFORM TRAFFIC CONTROL DEVICES," MOST CURRENT REVISION OR AS OTHERWISE 5. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND GENERALLY ACCEPTED SAFE PRACTICES IN AND LOCATE ALL UTILITIES PRIOR TO GRADING START. SEE EXISTING County Engineer, or designee, it is deemed necessary. When guardrail is required, it shall be installed four (4) feet Z CD SPECIFIED. ALL REFERENCED SIGN STANDARDS ARE TAKEN FROM THE "MANUAL ON UNIFORM 0 Cn CO - CONDITIONS from the ed pavement to the face of guardrail, and roadway shoulder widths shall be increased to W -V CONFORMANCE WITH: THE "MANUAL ON UNIFORM TRAFFIC CONTROL," AS WELL AS FEDERAL, CONDITIONS SHEET FOR UTILITY CONTACT INFORMATION. _J_ TRAFFIC CONTROL DEVICES". ALL NEW SIGNS SHALL BE MOUNTED ON GALVANIZED POSTS AND STATE, AND LOCAL REGULATIONS WHEN DEMOLITION RELATED ACTIVITIES IMPACT ROADWAYS OR 14. seven (7) feet. IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. >_ C) 0 Z § LLJ ROADWAY RIGHTS - OF - WAY. 8. SITE GRADING SHALL NOT PROCEED UNTIL EROSION CONTROL MEASURES 15. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG -9(A, B or __JZ = HAVE BEEN INSTALLED AND APPROVED BY APPLICABLE AUTHORITY. > 3: a- 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND PROTECTING ALL UTILITIES C). 6. CONDUCT DEMOLITION ACTIVITIES IN SUCH A MANNER TO ENSURE MINIMUM INTERFERENCE WITH < ROADS, STREETS, SIDEWALKS, WALKWAYS, AND OTHER ADJACENT FACILITIES. STREET CLOSURE 9. ALL ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK, AND THIS WHETHER OR NOT SHOWN ON THE PLAN, AND SHALL REPAIR AT HIS OWN EXPENSE ALL 16. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE -1. UTILITIES DAMAGED BY CONSTRUCTION. FOLLOW MISS UTILITIES OF VIRGINIA POLICIES PRIOR TO 60 PERMITS MUST BE RECEIVED FROM THE APPROPRIATE GOVERNMENTAL AUTHORITY. MUST BE VERIFIED AND LOCATED BY THE GENERAL CONTRACTOR PRIOR 17. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical DIGGING. TO GROUND BREAKING. pavement section detail, shall be strictly adhered to. @ 7. USE DUST CONTROL MEASURES TO LIMIT AIRBORNE DUST AND DIRT RISING AND SCATTERING IN 6. ANY DAMAGE OCCURRING TO THE EXISTING SITE INFRASTRUCTURE ON THIS OR THE ADJACENT 18. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for this 0 THE AIR IN ACCORDANCE WITH FEDERAL, STATE, AND/OR LOCAL STANDARDS. AFTER THE 10. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE SO THAT RUNOFF WILL 0 project expire prior to signing and recordation, then approval of these plans shall be null and void. SITE DURING THE CONSTRUCTION OPERATIONS AND/OR MOBILIZATION, SHALL BE THE DEMOLITION IS COMPLETE, ADJACENT STRUCTURES AND IMPROVEMENTS SHALL BE CLEANED OF DRAIN BY GRAVITY FLOW ACROSS NEW PAVEMENT AREAS TO NEW OR < RESPONSIBILITY OF THE CONTRACTOR. ALL EXISTING DAMAGED ITEMS INCLUDING CONCRETE 19. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control Devices ALL DUST AND DEBRIS CAUSED BY THE DEMOLITION OPERATIONS, THE CONTRACTOR IS EXISTING DRAINAGE INLETS OR SHEET FLOW OVERLAND, AND/OR PAVEMENT SECTIONS SHALL BE RESTORED TO THEIR ORIGINAL CONDITIONS PRIOR TO RESPONSIBLE FOR RETURNING ALL ADJACENT AREAS TO THEIR "PRE- DEMOLITION" CONDITION. and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. PROJECT COMPLETION AT THE EXPENSE OF THE CONTRACTOR. 11. THE CONTRACTOR SHALL ADHERE TO ALL TERMS & CONDITIONS AS 20. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the 8. CONTRACTOR IS RESPONSIBLE TO SAFEGUARD SITE AS NECESSARY TO PERFORM THE DEMOLITION OUTLINED IN THE GENERAL V.S.M.P. PERMIT FOR STORMWATER County Engineer, or designee, they are deemed necessary in order to provide safe and convenient access.ALTH 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING WITH MATCHING MATERIALS ANY IN SUCH A MANNER AS TO PREVENT THE ENTRY OF UNAUTHORIZED PERSONS AT ANY TIME. DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. PAVEMENT, DRIVEWAYS, WALKS, CURBS, ETC. THAT MUST BE CUT OR THAT ARE DAMAGED 21. The speed limits to be posted on speed limit signs are 5 mph below the design speed, or as determined by VDOT for < DURING CONSTRUCTION INSIDE AND OUTSIDE OF THE LIMITS OF CONSTRUCTION. 12. ALL DRAINAGE STRUCTURES AND STORM SEWER PIPES SHALL MEET public roads. 9. THIS DEMOLITION PLAN IS INTENDED TO IDENTIFY THOSE EXISTING ITEMS/CONDITIONS WHICH ARE HEAVY DUTY TRAFFIC H2O(LOADING AND BE INSTALLED ACCORDINGLY. 22. VDOT standard CD- I or CD -2 cross -drains under to be installed under the subbase material at all cut and fill BRIAN J. BRIE R `4 TO BE REMOVED. IT IS NOT INTENDED TO PROVIDE DIRECTION OTHER THAN THAT ALL METHODS OP. q) 8. ANY AND ALL UTILITIES AND/OR OBSTRUCTIONS (POWER POLES, TELEPHONE PEDESTALS, GUYLic. No. 039045 CD AND MEANS ARE TO BE IN ACCORDANCE WITH STATE, FEDERAL, LOCAL, AND JURISDICTIONAL transitions and grade sag points as shown on the road profiles. rd, WIRES, WATER METERS, ETC.) THAT ARE REQUIRED TO BE RELOCATED OR ADJUSTED DUE TO REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL OSHA AND OTHER SAFETY 13. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING IA 1112 I/W17 23. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT or 0 CONSTRUCTION SHALL BE DONE SO AT THE OWNERS DEVELOPERS EXPENSE. PRECAUTIONS NECESSARY TO PROVIDE A SAFE WORK SITE. CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO County inspections. The video inspection shall be conducted in accordance with VDOT's video camera inspection REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO procedure and with a VDOT or County inspector present. 9. SLOPES WITHIN THE LIMITS OF THE HANDICAPPED PARKING AREAS SHALL NOT EXCEED 1.5% IN 10, DEBRIS SHALL NOT BE BURIED ON THE SUBJECT SITE. ALL DEMOLITION WASTES AND DEBRIS RETURN IT TO EXISTING CONDITIONS OR BETTER. NAL ANY DIRECTION. CROSSWALKS AND SIDEWALKS SHALL HAVE A MAXIMUM CROSS SLOPE OF (SOLID WASTE) SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL LOCAL, STATE, AND FEDERAL 14. AFTER PLACEMENT OF SUBGRADE AND PRIOR TO PLACEMENT OF General construction notes for Erosion and Sediment Control plans Z a_ a_ M_ 1.5% AND A MAXIMUM LONGITUDINAL SLOPE OF 5% IN DIRECTION OF TRAVEL. SLOPES IN LAWS AND APPLICABLE CODES. HANDICAP RAMPS SHALL BE BUILT IN CONFORMANCE WITH THE LATEST ADA CRITERIA AND PAVEMENT, CONTRACTOR SHALL TEST AND OBSERVE PAVEMENT AREAS 0 � M 0 Cicn LOCAL DESIGN STANDARDS. FOR EVIDENCE OF PONDING. ALL AREAS SHALL ADEQUATELY DRAIN 24. The plan approving authority must be notified one week prior to the pre -construction conference, one week prior to D 0 TOWARDS THE INTENDED STRUCTURE TO CONVEY STORM RUNOFF. 0 74- LIJ the commencement of land disturbing activity, and one week prior to the final inspection. cn 9 L� C-0 10, THE CONTRACTOR IS RESPONSIBLE TO REMOVE ALL THE REMOVED/DEMOLISHED MATERIAL UTILITY NOTES CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER AND ENGINEER IF ANY CL < < M (A 25. All erosion and sediment control measures will be constructed and maintained according to minimum standards and 0 FROM THE PROJECT SITE AND DISPOSE OF SAME IN A LEGAL MANNER. DISCREPANCIES ARE DISCOVERED. 11_� LJ Ld D < 1. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF TRAFFIC CONTROL NOTES specifications of the Virginia Erosion and Sediment Control Handbook and Virginia Regulations VR 625-02-00Y_ :E: (-D CD R�� u EXISTING UTILITIES OR UTILITIES BY OTHERS AS SHOWN ON THESE PLANS IS BASED ON Erosion and Sediment Control Regulations. 0 < U-) < L'i 11. TYING TO EXISTING PAVEMENT: EXISTING PAVEMENT SHALL BE NEATLY SAW CUT TOA U Li 0�� I- -0 V)o >_ - RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN 1 WHENEVER CONSTRUCTION OPERATIONS ENCROACH ON THE RIGHT -OF 26. All erosion and sediment control measures are to be placed prior to or as the first step in clearing. STRAIGHT LINE AND ALL PAVING ON THE NEW PAVEMENT SIDE OF THE CUT SHALL BE 0 THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE COMPLETELY REMOVED AND REPLACED WITH SPECIFIED MATERIALS. THE CUT LINE SHALL BE WAY OF ADJACENT ROADWAYS, TRAFFIC CONTROL SHALL BE PROVIDED 27. A copy of the approved erosion and sediment control plan shall be maintained on the site at all times. CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE FULL -DEPTH AND COATED WITH A TACK COAT TO FURNISH A BOND BETWEEN THE EXISTING IN ACCORDANCE WITH LOCAL AND STATE STANDARDS. SURFACE COURSE AND THE NEW SURFACE COURSE. ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE 28. Prior to commencing land disturbing activities in areas other than indicated on these plans (including, but not RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH (CONFLICT 2. NO MATERIALS OR EQUIPMENT SHALL BE STORED OR STOCKPILED limited to, off-site borrow or waste areas), the contractor shall submit a supplementary erosion control plan to the t (-, WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. -, 12. TYING TO EXISTING CURB/GUTTER: THE EXISTING PAVEMENT SHALL BE NEATLY SAW CUT AND WITHIN THE RIGHT-OF-WAY OF ADJACENT ROADWAYS. owner for review and approval by the plan approving authority. 0 REMOVED FOR A DISTANCE OF 2'0" FROM FACE OF THE CURB AND 2'0" FROM THE EDGE OF 29. The contractor is responsible for installation of any additional erosion control measures 2. THE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH THE APPLICABLE UTILITY SERVICE 3. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR COMPLETING AND CURB AND GUTTER AND THE SUBGRADE, BASE COURSE, AND PAVING REPLACED WITH NEW 30. necessary to prevent erosion and sedimentation as determined by the plan approving authority. PRODUCTS. PROVIDER REQUIREMENTS AND IS RESPONSIBLE FOR ALL COORDINATION REGARDING UTILITY IMPLEMENTING TRAFFIC CONTROL PLAN. DEMOLITION AS IDENTIFIED OR REQUIRED FOR PROJECT. THE CONTRACTOR SHALL PROVIDE THE REQUIRED SHOP DRAWING SUBMITTALS: 31. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities 13. THESE PLANS ARE BASED ON INFORMATION PROVIDED TO KIMLEY-HORN & ASSOCIATES, INC. OWNER WRITTEN NOTIFICATION THAT THE EXISTING UTILITIES AND SERVICES HAVE BEEN and during site development until final stabilization is achieved. TERMINATED AND ABANDONED IN ACCORDANCE WITH JURISDICTION AND UTILITY COMPANY 1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER THE FOLLOWING 32. During dewatering operations, water will be pumped into an approved filtering device. AT THE TIME OF PLAN PREPARATION. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS REQUIREMENTS. SHOP DRAWINGS: RETAINING WALLS 33. The contractor shall inspect all erosion control measures periodically and after each runoff- producing rainfall event. PRIOR TO CONSTRUCTION AND NOTIFY KIMLEY-HORN & ASSOCIATES, INC. IF ACTUAL SITE C, CONDITIONS DIFFER FROM THOSE SHOWN ON THE PLAN, OR IF THE PROPOSED WORK WOULD ry UJ 3. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF SITE PLAN DOCUMENTS AND 2. CONTRACTOR TO SUBMIT TO THE COUNTY ALL SHOP DRAWINGS Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made LIJ BE INHIBITED BY ANY OTHER SITE FEATURES. ARCHITECTURAL DESIGN FOR EXACT BUILDING UTILITY CONNECTION LOCATIONS, DOOR ACCESS, REQUIRED BY THE COUNTY FOR THEIR REVIEW AND APPROVAL PRIOR immediately. 0 1 14. ANY DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION AND EXTERIOR GRADING. THE UTILITY SERVICE SIZES ARE TO BE DETERMINED BY THE TO CONSTRUCTION. 34. All fill material to be taken from an approved, designated borrow area. Z 0 0 cli OF THE ARCHITECT AND ENGINEER BEFORE COMMENCING WORK. NO FIELD CHANGES OR ARCHITECT. THE CONTRACTOR SHALL COORDINATE INSTALLATION OF UTILITIES/SERVICES WITH ACSA WATER & SEWER GENERAL CONDITIONS 35. All waste materials shall be taken to an approved waste area. Earth fill shall be inert materials only, free of roots, UJ Z DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE OWNER AND THE INDIVIDUAL COMPANIES, TO AVOID CONFLICTS AND ENSURE PROPER DEPTHS ARE ACHIEVED. stumps, wood, rubbish, and other debris. NOTIFICATION TO THE ENGINEER. NO CONSIDERATION WILL BE GIVEN TO CHANCE ORDERS FOR THE JURISDICTION UTILITY REQUIREMENTS SHALL ALSO BE MET, AS WELL AS COORDINATING THE 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE 0 36. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Ordinance section 5.1.28. WHICH THE OWNER AND ENGINEER WERE NOT CONTACTED PRIOR TO CONSTRUCTION OF THE UTILITY TIE-INS/CONNECTIONS PRIOR TO CONNECTING TO THE EXISTING UTILITY SERVICE. WHERE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE CONFLICTS EXIST WITH THESE SITE PLANS, ENGINEER IS TO BE NOTIFIED PRIOR TO 37. All inert materials shall be transported in compliance with section 13-301 of the Code of Albemarle. AFFECTED ITEM. CONSTRUCTION TO RESOLVE. FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 38. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to the hours of 7:00am to 15. ALL DIMENSIONS SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR 9:00pm, 4. THE CONTRACTOR SHALL PERFORM WHATEVER TEST EXCAVATION OR OTHER INVESTIGATION IS 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER AND OWNER IN WRITING IF 39� Borrow, fill or waste activity shall be conducted in a safe manner than maintains lateral support, or order to NECESSARY TO VERIFY TIE-IN INVERTS, LOCATIONS AND CLEARANCES, AND SHALL. REPORT WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA COMPENSATION SHALL BE PAID TO THE CONTRACTOR FOR WORK HAVING TO BE REDONE DUE IMMEDIATELY ANY DISCREPANCIES TO KIMLEY- HORN AND ASSOCIATES, INC. AT (804) ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN minimize any hazard to persons, physical damage to adjacent land and improvements, and damage to any public TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION 673-3882. INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS street because o slides, sinking, or collapse. HAS NOT BEEN GIVEN. NECESSARY. 40. The developer shall reserve the right to install, maintain, remove or convert to permanent stormwater management 5. THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL UTILITIES TO REMAIN IN PLACE. facilities where applicable all erosion control measures required by this plan regardless of the sale of any lot, unit, < 0 16. CONTRACTOR SHALL REFER TO THE ARCHITECTURAL/BUILDING PLANS FOR EXACT LOCATIONS 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT building or other portion of the property. V -z AND DIMENSIONS OF ENTRY EXIT POINTS, ELEVATIONS, PRECISE BUILDING DIMENSIONS, EXACT 6. MAINTAIN A MINIMUM OF 18" OF VERTICAL CLEARANCE BETWEEN STORM, SANITARY, AND ALL CD EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, 41. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 < UJ LE BUILDING UTILITY LOCATIONS. UTILITIES (UNLESS OTHERWISE NOTED). AS ADOPTED BY THE ACSA. 42. lbs/acre, and in the months of September to February to consist a 50150 mix of Annual Ryegrass and Cereal Winter 17. IF THE CONTRACTOR DEVIATES FROM THE PLANS AND SPECIFICATIONS, INCLUDING THE NOTES 7. CROSS CONNECTION CONTROL AND BACK FLOW PREVENTION SHALL BE IN ACCORDANCE WITH Rye, or in March and April to consist of Annual Rye, or May through August to consist of German Millet. Straw CONTAINED THEREON, WITHOUT FIRST OBTAINING WRITTEN AUTHORIZATION FOR SUCH THE UNIFORM STATEWIDE BUILDING CODE. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. mulch is to be applied at 801bs/ I 00sf. Alternatives are subject to approved by the County erosion control inspector. oDEVIATIONS FROM THE OWNER AND ENGINEER, IT SHALL BE RESPONSIBLE FOR THE PAYMENT 43. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. ll OF ALL COSTS TO CORRECT ANY WORK DONE, ALL FINES OR PENALTIES ASSESSED WITH 8. CONTRACTOR SHALL COORDINATE WITH THE FIRE MARSHAL BEFORE INSTALLING FIRE LANE SIGNS 44, Agricultural grade limestone shall be applied at 90lbs/1000sf, incorporated into the top 4-6 inches of soil. Fertilizer < 5� THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY RESPECT THERETO AND ALL COMPENSATORY OR PUNITIVE DAMAGES RESULTING THEREFROM. AND MARKINGS.IY (1-800-552-7001). shall be applied at 10001bs/acre and consist of a 10-20-10 nutrient mix. Permanent seeding shall be applied at 0 THE CONTRACTOR SHALL INDEMNIFY AND HOLD THE OWNER AND ENGINEER HARMLESS FROM 180lbs/acre and consist of 95% Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kentucky Bluegrass. UL ALL SUCH COSTS TO CORRECT ANY SUCH WORK AND FROM ALL SUCH FINES AND PENALTIES, 9. ALL CLEANOUTS WITHIN VEHICULAR AREAS SHALL BE TRAFFIC BEARING. W COMPENSATION AND PUNITIVE DAMAGES AND COSTS OF ANY NATURE RESULTING THEREFROM. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the County erosion control 0 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A 1 0- 10. CONTRACTOR SHALL SAW CUT, REMOVE, AND REPLACE ASPHALT PAVEMENT AS NECESSARY TO inspector. HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE 18. BRACING OF UTILITY POLES MAY BE REQUIRED BY UTILITY COMPANIES WHEN TRENCHING OR INSTALL UNDERGROUND ELECTRIC, TELEPHONE, SANITARY SEWER, WATER, AND COMMUNICATION Maintenance: 45. MaintAll measures are to be inspected weekly and after each rainfall. Any damage or clogging to structural < CO EXCAVATION IS IN CLOSE PROXIMITY TO THE POLES. THE COST OF BRACING POLES WILL BE CONDUITS. CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE 0 LATERALS AND WATER LINES, ETC. measures is to be repair immediately. Silt traps are to be cleaned when 50% of the wet storage volume is filled with 0- LLJ 0 Q) BORNE BY THE CONTRACTOR. THERE IS NO SEPARATE PAY ITEM FOR THIS WORK. THE ry sediment. All seeded areas are to be reseeded when necessary to achieve a good stand of grass. Silt fence and 11. UNDERGROUND UTILITIES INSTALLED ON PRIVATE PROPERTY OR IN PRIVATE UTILITY EASEMENTS COST IS INCIDENTAL TO THE VARIOUS PAY ITEMS FOR INSTALLATION OF PIPE. CL (i) diversion dykes which are collecting sediment to half their height must be cleaned and repaired immediately. AND BUILDING RELATED STORM DRAINS SHALL BE DESIGNED AND INSTALLED PER THE CURRENT 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF 46, All temporary erosion and sediment control measures are to be removed within 30 days of final site stabilization, MLI 19, ALL EXISTING TRAFFIC AND STREET SIGNS DISTURBED SHALL BE REINSTALLED WHERE EDITION OF THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE. ROADSIDE DITCHES. when measures are no longer needed, subject to approval by the County erosion control inspector. >= APPLICABLE BY THE CONTRACTOR. >- 12. PROPOSED CROSSINGS WITH EXISTING UNDERGROUND UTILITIES SHALL BE FIELD VERIFIED BY wGen(eral construction notes for Stormwater Management plans _J 20. UNLESS THE PLANS SPECIFICALLY DICTATE TO THE CONTRARY, ON-SITE AND OTHER TEST PIT PRIOR TO COMMENCEMENT OF CONSTRUCTION. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE CL, DIRECTIONAL SIGNS SHALL BE LOCATED OUT OF THE PEDESTRIAN AND AUTOMOBILE ROUTES RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 47. All dams and constructed fill to be within 95% of maximum dry density and 2% of optimum < < AND SHALL BE LOCATED BETWEEN THREE TO FIVE FEET BEHIND THE NEAREST BACK OF 13, THE RIM ELEVATIONS OF EXISTING MANHOLES, INLET STRUCTURES, AND SANITARY CLEANOUT 48. moisture content. All fill material to be approved by a geotechnical engineer. A geotechnical engineer is to be CURB. SIGN HEIGHT, LOCATION, AND STRUCTURE SHALL BE SUCH THAT THE SIGNS POSE NO TOPS SHALL BE ADJUSTED, IF REQUIRED, TO MATCH PROPOSED GRADES IN ACCORDANCE WITH present during construction of dams. M VJ THREAT TO PUBLIC SAFETY. ALL APPLICABLE STANDARDS. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 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; U SHEET NUMBER 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD conversion is not to take place until the site is stabilized, and permission has been obtained from the County erosion nREGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 - control inspector. CA002 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). Az LINE TABLE CURVE TABLE BEARING CURVE RADIUS LENGTH CHORD BEARING CHORD Cl 555.64' 12.26' S77'55'1 7"E 12.26' C2 563.64' 55.91' S74*26'31 "E 55.88' C3 104.50' 186.03' S20'36'07"E 162.42' C4 960.50' 27.74' S31'11 3'27"W 27.74' C5 969.50' 167.77' S37'00'33"W 167.57' C6 300.00' 137.46' S60*53'34"E 136.26' C\j N51'09'35"W 77 Az INV.=59&76 INV.=597.50 15 NCS BENCHMARK FL=602.61 COR. INLET GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) I inch = 20 ft. 770POCRAPH-1C SURVEY OF 2.020 ACRES OF L,41VD LYIMC 01V THE 1VORTHEAST CORIVER OF TIMI BERX00D BOULEVARD 24,IVD ffEETIMC STREET RIVANNA DISTRICT * ALBEMARLE COUNTY, VIRGINIA DATE: AUGUST 22, 2016 SCALE: I" — 20' ENNING J.N. 15-589 STEPHENSONP.C. 10160 STAPLES MILL ROAD SUITE 103 LAND SURVEYORS GLEN ALLEN, VA 23060 W -j E PHONE — 804-545-6235 PLANNERS FAX — 804-545-6259 ------- ------- INO h:TH 20' WATER EASEMENT D.B. 3265 PG. 68 I 'V2,7 Z_0 t Z k7#'I I II 128.0 00 oVIR ��) -'O�QP WI7X265 pc. �1w)V44�0 z 68 0 INV.=578.12(IN) INV.=578.02(OUT) POST OFFICE LAND TRUST D.B. 1661 PG. 116 D.B. 3515 PG, 549 (PLAT) PARCEL ID: 03200-00-00-041P0 30' ACCESS EASEMENT D.B. 3265 PG. 68 20' SANITARY SEWER EASEMENT D.B. 3265 PG. 68 LINE TABLE LINE BEARING DISTANCE Ll Sl 3'07'22"W 8.00' L2 N18`23'57"E 10.00' L3 N71 -36'03"W 4.00' r—L4 N57 -56'55"W 9.00' INV.=59&76 INV.=597.50 15 NCS BENCHMARK FL=602.61 COR. INLET GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) I inch = 20 ft. 770POCRAPH-1C SURVEY OF 2.020 ACRES OF L,41VD LYIMC 01V THE 1VORTHEAST CORIVER OF TIMI BERX00D BOULEVARD 24,IVD ffEETIMC STREET RIVANNA DISTRICT * ALBEMARLE COUNTY, VIRGINIA DATE: AUGUST 22, 2016 SCALE: I" — 20' ENNING J.N. 15-589 STEPHENSONP.C. 10160 STAPLES MILL ROAD SUITE 103 LAND SURVEYORS GLEN ALLEN, VA 23060 W -j E PHONE — 804-545-6235 PLANNERS FAX — 804-545-6259 ------- ------- INO h:TH 20' WATER EASEMENT D.B. 3265 PG. 68 I 'V2,7 Z_0 t Z k7#'I I II 128.0 00 oVIR ��) -'O�QP WI7X265 pc. �1w)V44�0 z 68 0 INV.=578.12(IN) INV.=578.02(OUT) POST OFFICE LAND TRUST D.B. 1661 PG. 116 D.B. 3515 PG, 549 (PLAT) PARCEL ID: 03200-00-00-041P0 30' ACCESS EASEMENT D.B. 3265 PG. 68 20' SANITARY SEWER EASEMENT D.B. 3265 PG. 68 U) Li Li C\j < 0 U) Li 0 Cn z z 0 D Fn 0 > u Lii m Q Li Cn Cf) LLJ I _I I I I I IZO I 0 EXISTING 8" DIP walam WATER MAIN 6 I < ffim 2: > TOP=592.76 U�E F/L=580.76 LLJ Z 0 ou 00 00 0 Cn E 20' WATER U) u < EASEMENT 0 C/) 0 D.B. 3265 PG. 68 z (D < LIJ -z 0 Lij INVI=578.16 cr_l 5 00 __j Aoftf" 0 U) 4,07-11 7' z LLJ 03: = C-) 1006'0�922' 3: a- < _j INV.=577.64(IN __ mm - N INV.=577.39( T) 00 116- N _j 0 0 14 e / e / , z - I TAH 30' ACCESS 20' PRIVATE EASEMENT DRAINAGE EASEMENT D.B. 3515 PG. 556 BRIAN J. BRE R D.B. 3..ryf5 PG. 556 D.B. 3516 PG. 504 LIC. No. 039045 D.,Er 3516 PG. 494 AL 0- m 00 — 0 u� Cn m 0 L-Lj 0 lz�_ (a,cn C0 < EL < m CD 0 o Li POST OFFICE LAND TRUST Li z - __j D.B. 1661 PG. 116 y = 0Q0 < F0 < w C) o oD.B. 3515 PG. 549 (PLAT) PARCEL ID: 03200-00-00-041RO / � �-- J I �% I i l 1/ r r% Z 41' ACCESS V..J U EASEMENT z 0 2: D.B. 3265 PG. 68 oo/ U) 7 x z RIP -RAP J TO?=578.23 w 0 INV.=573.5 VERTICAL DATUM: NAVD 88 0 20' PRIVATE J / J J J 1�/ �J / / /` )RAINAGE EASEMENT D.B. 3515 PG. 556 D.B. 351�PG. 494 OLLY Q/ AREA C N EXISTING 8" PVC WNE�` A, �O(�44_10N, N� GRAVITY SANITARY " z SEWER MAIN 1 PIG� *94 < !SLA z E�. 3 5�PG.,-68 I U) "7�2-' -60 41i'O 0 00 CD 18" CON INV.=564.95 c. INV.=565.11 \\INV.=564.77 0 0� W LL (0 r) f c) %NOW ry w 12 0 C) 0 IL W0 ry INV.='/569.61 EX. 8" DIP WATER MAIN uj 0 Z� u LLJ ;5; < Qcr� . 11< UI � m vi c) < 0 z SHEET NUMBER CV -1 00 j 19 n , --, - ... , \. , ----'Z_---., , / j"I/ - / \_ ; i * - / � �� _ 11 � �5 _ � D� �� D � yv �� CA » ~' � �� - � u/ u - . » �� - ;�, ;:u Q) � m�� '2 ') j ---I j I , I \ 11 I I -In / / / It- � � _- _ '11 � - � tzJ .. � 11, _E^."."`" ."EE" TO BE "E.°",E" ---_� � .� ��.^_ __ = � _- -_ � � � -o �{ -1:1 � �- � "- � � / �11, � r� / � �' m oo ~- - .- - _ _ f " I - - x \ � . ^ � |/ || u� _ � J - , I _ - __/_ I \ I 1i i I � |�� ||-� � _ B0STNG TREE -/' = '/c] ^ zc � �� " -" �� m = / | `~� �� /� o� � � '��- LIMITS � � w � /| �� ° !| w= ~ I � b � � __Q ^ � � ~ |{ o |1 �� _ � � /i 12' RIPRAP OUTFALL cl '' }/ ~^ � � -o m C/ � �� -o »/ � '' `� K - ° B0��NG TRE[ TU BE RBWOYED �� ` m �� m �� / ` cz ` � - ' ( / �� |»' � �_� _I �� K �m Ll E c» �� /~ ~~0 ------~~` o � m / __�__ _` � � � ��. , V U` "-,`) I ___ / I / � s �? `r �~~ �u`` � ` , � ^~ ` `\ ' �S --- `` � � / �u` ~. ` ` =��= -~��I _7 __ // / � \\ -* ' '~ ` --�� ` ` / - | / o � \\ s� , - �v� ` -r--� °/ D / / �U � � ` �� \ K \- -' ~ � �� \ . ` ` ^ --� -- �[� .t .1� ��, -�� _ �� ' _----`~_k SSF Lj 11 1- ^- � , ,ftftft �� Q �` `` _ �� -EXISTING TREE TO BE RELOCATED / � \\ �u� / ��] '~`~~ 4� � \ \ -^ `~ " � ' / O�O. -- � / � / `-. c | , - -- ~�=--- -~- / � `- � ^�l` `~ �� --- - -- ~ -`*� ----- `^�� -_-_- � �a � �~��' ,�--c'- ~ � � -_--- /' � �� -~~ � -/� /' _�� / . / � �~` n o \\ --_- �� " - ---- _-_�r- / ��/� / � ``~~� f 11, � Q, I I � , I - , � 1, ------- __ ___ ,- _�� :��, - -___,__1_ I \ I ( -�/ _C: ,- - -, "I, ( ) ? , � I - - - �,-t l, " - -, - � _� � 3 0 I __ - � — . —,-,-. , _1-1 . I GRAPHIC SCALE IN FEET VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL STD. & SPEC. E " CALLOUT ' | | ' \ ! 3.02 ------- / / IS � ` | \ \ ! | \ � � \ SI `^``_ `-`~ � � & \ ' \ � /��` \ � \ ! / } ` � ` (u�/ 1.60 -/ / / / � � 0 ' � / ^ `-- 8 , ' ______ � ~ � \ \ \ | \ ` � ` u \ ' � `� �� 5,789 ' -~_ v` ' /~, -` � � �� 4,549 \ ` . EXISTING �PRAP TO BE REMOVED ! �� ` � / // ~` � �� _ 11 � �5 _ � D� �� D � yv �� CA » ~' � �� - � u/ u - . » �� - ;�, ;:u Q) � m�� '2 ') j ---I j I , I \ 11 I I -In / / / It- � � _- _ '11 � - � tzJ .. � 11, _E^."."`" ."EE" TO BE "E.°",E" ---_� � .� ��.^_ __ = � _- -_ � � � -o �{ -1:1 � �- � "- � � / �11, � r� / � �' m oo ~- - .- - _ _ f " I - - x \ � . ^ � |/ || u� _ � J - , I _ - __/_ I \ I 1i i I � |�� ||-� � _ B0STNG TREE -/' = '/c] ^ zc � �� " -" �� m = / | `~� �� /� o� � � '��- LIMITS � � w � /| �� ° !| w= ~ I � b � � __Q ^ � � ~ |{ o |1 �� _ � � /i 12' RIPRAP OUTFALL cl '' }/ ~^ � � -o m C/ � �� -o »/ � '' `� K - ° B0��NG TRE[ TU BE RBWOYED �� ` m �� m �� / ` cz ` � - ' ( / �� |»' � �_� _I �� K �m Ll E c» �� /~ ~~0 ------~~` o � m / __�__ _` � � � ��. , V U` "-,`) I ___ / I / � s �? `r �~~ �u`` � ` , � ^~ ` `\ ' �S --- `` � � / �u` ~. ` ` =��= -~��I _7 __ // / � \\ -* ' '~ ` --�� ` ` / - | / o � \\ s� , - �v� ` -r--� °/ D / / �U � � ` �� \ K \- -' ~ � �� \ . ` ` ^ --� -- �[� .t .1� ��, -�� _ �� ' _----`~_k SSF Lj 11 1- ^- � , ,ftftft �� Q �` `` _ �� -EXISTING TREE TO BE RELOCATED / � \\ �u� / ��] '~`~~ 4� � \ \ -^ `~ " � ' / O�O. -- � / � / `-. c | , - -- ~�=--- -~- / � `- � ^�l` `~ �� --- - -- ~ -`*� ----- `^�� -_-_- � �a � �~��' ,�--c'- ~ � � -_--- /' � �� -~~ � -/� /' _�� / . / � �~` n o \\ --_- �� " - ---- _-_�r- / ��/� / � ``~~� f 11, � Q, I I � , I - , � 1, ------- __ ___ ,- _�� :��, - -___,__1_ I \ I ( -�/ _C: ,- - -, "I, ( ) ? , � I - - - �,-t l, " - -, - � _� � 3 0 I __ - � — . —,-,-. , _1-1 . I GRAPHIC SCALE IN FEET VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL STD. & SPEC. WEASURE CALLOUT SYMBOL QUANTITY 3.02 ------- CONSTRUCTION ENTRANCE IS � , . - - =E A. -0-ar, I ),IQ _\ '0'�'�Vlc,' pl�,Cm,,,,_a4 " ? [: i] � SILT FENCE SI - X — X — X — X - 685 LF Top ofWet Storage S81.50 ft & 1 _1 1.60 INLET PROTECTION S G 6 EA. 0 Wet/Dry Storage Required 8 '14 '14 581.00 TEMPORARY RIGHT-OF-WAY DIVERSION 60 �A �A d [ =LF �q �q 5,789 DIVERSION (9 'A 4 - [ LF '1411 '14 4,549 SEDIMENT TRAP 6 _!I_ 1 EA. 3.38 TREE PROTECTION a TP — TP 1 EA. SOILS LEGEND ELIOAK CLAY LOAM, 7 TO 15 PACOLET SANDY LOAM, 2 TO 7 PACOLET SANDY LOAM, 7 TO 15 LIMITS OF DISTURBANCE 11111111111111111111111111111 | IIIIIIIIIIIIII0IIIIIIIIIU DRAINAGE AREAS EXISTING TREE/SHRUB TO (�� PAVEk�ENT/�URB 8c BE REk4OVEO/ [�UTTER/ SIDEWALK T(} �E D�k�OL|SHED �� SOIL TYPE \�� SOIL BOUNDARY PHASE I SEQUENCE OF CONSTRUCTION 1. NOTIFY ALBBNARLE COUNTY EROSION AND SEDIMENT CONTROL INSPECTOR PRIOR TO BEGINNING ANY LAND DISTURBANCE TO SCHEDULE A PRE -CONSTRUCTION MEETING. IF THE PROJECT DOES NOT COMMENCE FOR 180 DAYS AFTER THE PRE- CONSTRUCTION MEETING OR LIES DORMANT FOR MORE THAN 180 DAYS DURING CONSTRUCTION, A NEW PRE -CONSTRUCTION MEETING MUST BE �CHEDULED BEFORE CONSTRUCTION CAN BEGIN AGAIN. 2. INSTALL CONSTRUCTION ENTRANCE AS SHOWN ON THESE PLANS. CONTRACTOR TO KEEP EXISTING ROADS FREE OF DEBRIS AND SEDIMENT BUILD-UP AT ALL TIMES. 3. INSTALL PERIMETER SILT FENCE AND INLET PROTECTION AS SHOWN ON THIS PLAN. 4. INSTALL SEDIMENT TRAPS AND ASSOCIATED DIVERSION DIKES AS SHOWN ON THIS PLAN. MAINTAIN POSITIVE DRAINAGE TO THE TRAP. 5. CLEAR AND GRUB AREAS WITHIN LIMITS OF DISTURBANCE AS SHOWN ON THIS PLAN. 0. LAND DISTURBANCE SHALL NOT OCCUR UNTIL THE INSTALLATION OF THESE INITIAL EROSION AND SEDIMENT CONTROL MEASURES IS APPROVED BY ALBEK4ARLE COUNTY EROSION AND SEDIMENT CONTROL INSPECTOR. 7. ONCE DEMOLITION IS COMPLETE AND ALL EROSION CONTROL MEASURES ARE IN PLACE AND APPROVED, CONTRACTOR MAY BEGIN NEXT PHASE OF CONSTRUCTION. /REFER TO PHASE || SEQUENCE OF CONSTRUCTION SHOWN ON SHEET CE -102.\ 1. THIS DENNOL|llON PLAN IS INTENDED TO AID THE CONTRACTOR DURING THE BIDDING AND CONSTRUCTION PROCESS AND IS NOT INTENDED TO DEPICT EACH AND EVERY ELEMENT OF DEMOLITION. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING THE DETAILED SCOPE OF DEMOLITION AND FOR THE DEW{)UT|ON, REMOVAL' OR RELOCATION OF ITEMS IN CONFLICT WITH THE PROPOSED CONSTRUCTION. SEDIMENT TRAP DESIGN Sediment Trap Deggn u Stage Area Storage 580.00 ft 0cuft U cu yd 5edimen1Cleanout Level Storage (cu yd) 485 cu ft 18ouyd Top ofWet Storage S81.50 ft 3,243cuft CmntribuhnXDrainage Area 1.60 acres 580.00 1796 0 Wet/Dry Storage Required 134.0 cuyd/ac 581.00 2,267 2,031 Wet/Dry Storage Required 5,789 cu ft 582.00 2,769 4,549 < Li | U) 583.00 3,304 7'586 � �� = . . - | u� m y 584.00 3,871 11'174 Ecquationfor Estimated Storage S=A*Ez+B*E+C S�� < - 1p � A= 259.379 � � �� 8= -299,12685 o F_ _ [= 86,238,505 m u Storage Volume Storage Volume DmttomofTrap 580.00 ft 0cuft U cu yd 5edimen1Cleanout Level 580.25 ft 485 cu ft 18ouyd Top ofWet Storage S81.50 ft 3,243cuft 120cuyd Top ofDry Storage 583.00 ft 7,623 cu ft 282 cu yd TmpofEmbankment 584.00 ft 11'192 cu ft 415 cu yd Fireeboard Provided 12 inches � <'|z uro ch� m u �--- m m .�� I- o� ��| Z> LLJ 50 C] y �� kwo o Z z �D o r- o� o] <:2� m D- N + LLJ m3� �� o � <'|z uro ch� � M 0or-o �� ZN�= :5 < Li | U) ��+ Z- o Li a-, =) co _j ,__ �� | Dm :5 � �� = . . - | u� m y � �� o� u �� |o|Lu|uc|=� .~.^~.^~.`~, S�� < - 1p � � � �� w � � �� 0 �MN�=11" o F_ _ SHEET NUMBER CE -101 U) � �__ z z 0 FO u > U Lu � Q LLJ M U) LIJ 0:� Q C)| | | | | | | 1 < 8--� | | | | | |o� I ! / i | | | | �� ] M BRIAN ].BREWER Uc.No. 039U45 u �--- m m .�� o� ��| Z> LLJ 50 C] y �� kwo o Z �D o r- o� o] <:2� m D- N + 4;,�� m3� �� o � <'|z uro ch� � M 0or-o �� ZN�= �-� < Li | U) ��+ Z- o Li a-, =) co _j ,__ �� | Dm :5 � �� = . . - | u� m y � �� o� u �� |o|Lu|uc|=� .~.^~.^~.`~, S�� < - 1p � � � �� w � � �� 0 �MN�=11" o F_ _ M BRIAN ].BREWER Uc.No. 039U45 Vj I- U �- O — 0 m m M LLJ 50 C] y �� = m o r- o� o] �� ^� m � ~ + � O < �� _ � � M m N-) < z� ^\ mJo C) � �Li � U) ,__ �� | 10 | < :, - �- &-%^ LLJ C-) . / = =) 0 |o|Lu|uc|=� .~.^~.^~.`~, �_ LLJ Vj (D LU a- C) � 0� < U) I 0�1 0-0 w [)� Z: :, - �- &-%^ LLJ 0- 0 = =) 0 >_ �_ LLJ < _j -j 0�� :2 SHEET NUMBER CE -101 U C a) 0 U 0 rn G) Q 0 F 0 I T 0-1E Y 0 >, 0 .3 a) L) U C_ In IIIU O In 0 0, C 3 0 -U _L U) J C) Q E LL] Y 0 >, 0 0 L-6 Z 0 C 0 O 0 Z -0 _,J C � ° _il o ) O III :;� . 0 Z 0 n 0 0 C: n o -,I 1-1 ro - � N Q) L C0 o -0 D_ ,ul / -C 0 Q C D a) N U 0 J Tu �� Q) Q) D_ D o a Q) .L I - E , -0 ° U O AQ) n FD o 0 0 Q 0 C, ,-� Q i 0 > 3: J -I I J -L i _2 Y o E.Q) C C) U I .. C In 0 0 �, 0_ U CV _C_ N E O N > A 0 Z 0 N -I 7 Q � '-J li n J 0 N Z n V J O Z T :-, E u) U) U Z n 0 Y) z I oQ) I C) I to U r C: D (n O O >- U) U 'rn __j 'a C) -O C i ;_' _- Q) Q Y) a) U - O N U O S-_ Ill wn _C: 0 0 n _C � 0) O Y Q C) L Ill T E n U UO Q) _0 N n O_ c L Ia:Zii115[QibI:101al2M[s7► THIS PROJECT CONSISTS OF IMPROVEMENTS ASSOCIATED WITH A NEW STAYBRIDGE SUITES HOTEL TO BE LOCATED IN ALBEMARLE COUNTY, VIRGINIA, AT THE INTERSECTION OF TIMBERWOOD BOULEVARD AND LAUREL PARK LANE. THE SUBJECT SITE IS CURRENTLY A GRADED PAD SITE LOCATED ON BLOCK 8 OF THE HOLLYMEAD TOWNCENTER MASTER DEVELOPMENT PLAN. PROPOSED IMPROVEMENTS INCLUDE A NEW 75,599± SQUARE -FOOT BUILDING, DRiVE AISLES, PARKING AREAS, CURBING, WATER AND SEWER CONNECTIONS, AND A STORM DRAINAGE NETWORK. SITE WORK INCLUDES MINOR CLEARING, GRADING, RETAINING WALL, UTILITY INSTALLATIONS, PAVING, AND LANDSCAPING. THE PROPOSED SITE WILL BE APPROXIMATELY 72% IMPERVIOUS. THE PROPOSED LAND DISTURBANCE ENCOMPASSES 2.08± ACRES. ACCESS TO THE SITE WILL BE PROVIDED BY TWO PROPOSED ACCESS DRIVES ON THE EASTERN SIDE OF THE PROPOSED SITE. THESE ACCESS DRIVES PROVIDE CONNECTIONS TO LAUREL PARK LANE. PROJECT BIDDING, GENERAL CONTRACTOR SELECTION, AND CONSTRUCTION OPERATIONS ARE EXPECTED TO BEGIN ONCE THE PERMITTING PROCESS IS COMPLETE. W01;111110 rr: WKf] fI9"[tP.R CURRENTLY, THE SUBJECT SITE IS A GRADED PAD SITE LOCATED ON BLOCK 8 OF THE HOLLYMEAD TOWNCENTER MASTER DEVELOPMENT PLAN. ELEVATIONS RANGE FROM APPROXIMATELY 572 FEET TO 604 FEET WITH RELATIVELY STEEP SLOPES WITHIN THE SITE LIMITS. ADJACENT AREAS THE SUBJECT SITE IS BORDERED BY TIMBERWOOD BOULEVARD TO THE SOUTH, LAUREL PARK LANE TO THE EAST AND NORTH, MEETING STREET TO THE WEST AND AN OPEN SPACE PARK TO THE EAST. APPROPRIATE PERIMETER CONTROLS AS SHOWN ON THE EROSION CONTROL PLAN SHEET(S) OF THE SITE PLAN WILL PiROVIDE 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. CONCRETE SIDEWALK IS PROPOSED ALONG MEETING STREET AND TIMBERWOOD BOULEVARD. THE EXISTING SIDEWALK AT THE INTERSECTION OF TIMBERWOOD BOULEVARD AND MEETING STREET WILL BE REPLACED. SOME MILL AND REPLACE WILL BE REQUIRED AT THE SOUTH END OF LAUREL PARK LANE TO INSTALL AN ADDITIONAL FIRE HYDRANT ASSEMBLY. NO OTHER OFF-SITE LAND DISTURBANCE IS NECESSARY OR PROPOSED WITH THIS PROJECT. SOILS A GEOTECHNICAL REPORT IS NOT AVAILABLE AT THIS TIME. SOIL DATA WAS OBTAINED FROM USDA WEBS OIL SURVEY. MAP UNIT: 28C3--ELIOAK CLAY LOAM, 7 TO 15 PERCENT SLOPES, SEVERELY ERODED COMPONENT: ELIOAK (80%) THE ELIOAK COMPONENT MAKES UP 80 PERCENT OFHE P T MA 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. 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 4E. THIS SOIL DOES NOT MEET HYDRIC CRITERIA. MAP UNIT: 65B--PACOLET SANDY LOAM, 2 TO 7 PERCENT SLOPES COMPONENT: PACOLET (807.) THE PACELOT COMPONENT MAKES UP 80 PERCENT OF THE MAP UNIT. SLOPES ARE 2 TO 7 PERCENT. THIS COMPONENT IS ON INTERFLUVES, UPLANDS. THE PARENT MATERIAL CONSISTS OF RESIDUUM WEATHERED FROM GRANITE AND GNEISS. DEPTH TO A ROOT RESTRICTIVE LAYERIS GREATER THAN 60 INCHES. THE NATURAL AL DRAINAGE CLASS IS WELL DRAINED. WATER MOVEMENT IN THE MOST RESTRIC11VE 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 1 PERCENT. NONIRRIGATED LAND CAPABILITY CLASSIFICATION IS 2E. THIS SOIL DOES NOT MEET HYDRIC CRITERIA. MAP UNIT: 65C-PACELOT SANDY LOAM, 7 TO 15 PERCENT SLOPES COMPONENT: PACELOT (80%) THE PACOLET COMPONENT MAKES UP 80 PERCENT OF THE MAP UNIT. SLOPES ARE 7 TO 15 PERCENT. 'THIS COMPONENT IS ON INTERFLUVES, UPLANDS. THE PARENT MATERIAL CONSISTS OF RESIDUUM WEATHERED FROM GRANITE AND GNEISS. DEPTH TO A ROOT RESTRICTIVE LAYER IS GREATER THAN 60 INCHES. THE NATURAL DRAINAGE CLASS IS WELL DRAINED. WATER MOVEMENT IN THE MOST RESTRICTIVE LATER 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 1 PERCENT. NONIRRIGATED LAND CAPABILITY CLASSIFICATION IS 4E. 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 RUN NORTH TO SOUTH THROUGH THE PARKING LOT AND ISLANDS IN THE CENTER OF THE SITE. AS A RESULT, THE PROPOSAL IS TO BUILD SEVERAL NEW RETAINING WALLS THAT FIT 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 OVERFLOW RUNOFF - WATER WITH SEDIMENT DROP INLET WITH GATE ; SEDIMENT . SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. • GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. SOURCE: VA. DSWC 1992 BLOCK & GRAVEL CURB INLET SEDIMENT .FIL TER CURB INLET -- -rte 0 --- WIRE SCREEN CONCRETE DLDCK T T_Tr�.VEL - FILTER WATER WRI evERFLO� FILTERED WATER I DIMEM ,'If! . I - SEDIMENT II WIRE SCREEN 2" X 4- WOOD STUD e ... CURB INLET SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. - GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE PLATE. 3.07-3 SOURCE: VA, DSWC ------------------- STONE CONS'TRUCT'ION ENTRANCE 1--11 - -.1 -------- 1-1 "i, r /k°'nJ SIDE ELEVATION T I oL .Ik I t--, ar r" +\.,�, ra,„ EoaE� PLAN VIEW - „Lir= «,t a_, SECTION A;A w- .I a1111171e' SECTION ¢-¢ ----_____ _..__-_- 3.02 Senna: Adapted from 18, Mnrvisnd St) &M., fur sell Plate 3.02-1 e „ai„n and Seri! Cnmrnl, and va. Dswe ID -9 PLATE 3.07-18 SILT FENCE DROP INLET PROTECTION 2 X 4" WOon FRAME DROP INLET T. `- 3' MIN. -I------ V V -I- PERSPECTIVE VIEWS STAKE FABRIC qwl�% �'-i; IIIII I. MIN. , ELEVATION OF STAKE AND U FABRIC ORIENTATION DETAIL A SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 6%) 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. SOURCE: N.C. 1988 PLATE 3,07-1 k STOCKPILING - TOPSOIL SHALL BE STOCKPILED IN SUCH A MANNER THAT NATURAL DRAINAGE IS NOT OBSTRUCTED AND NO OFF-SITE IMINIMUM STANDARDS (4VAC50-30-40) N FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. THE USE OF SEDIMENT DAMAGE SHALL RESULT. STABILIZE OR PROTECT STOCKPILES IN ACCORDANCE WITH MINIMUM STANDARD #2. THE SiDE SLOPES OF IN SOM 0 <f Z> WATER TRUCKS TO REMOVE MATERIALS DROPPED, WASHED, OR TRACKED ONTO ROADWAYS WILL NOT BE THE STOCKPILE SHALL NOT EXCEED 2H:1V. PERIMETER CONTROLS MUST BE PLACED AROUND THE STOCKPILE IMMEDIATELY; SEEDING OF AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH o PERMITTED UNDER ANY CIRCUMSTANCES. STOCKPILES SHALL BE COMPLETED WITHIN 7 DAYS OF THE FORMATION OF THE STOCKPILE, IN ACCORDANCE WITH STD. AND SPEC. 3.31 THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: � - O (TEMPORARY SEEDING). IF IT IS TO REMAIN DORMANT FOR LONGER THAN 30 DAYS (REFER TO MINIMUM STANDARD #1 AND #2). 1. PERMANENT OF TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS V)E DO 0 3.05 SILT FENCE - A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED FORCES OF EROSION DURING STORM EVENTS. ALL SOIL STABILIZATION BLANKETS AND MATTING SHOULD BE • THE CAUSE OF THE DISCHARGE; INSPECTED PERIODICALLY FOLLOWING INSTALLATION, PARTICULARLY AFTER RAINSTORMS TO CHECK FOR EROSION *,THE DATE ON WHICH THE DISCHARGE OCCURRED; A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE <6 1 Z 0 ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED WILL BE PROVIDED AROUND MUCH OF THE PERMANENT STABILIZATION - PERMANENT STABILIZATION WILL BE ACHIEVED WITH SEEDING AS SHOWN ON THE LANDSCAPING AND PHASE 11 APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT Qw I I SiTE PERIMETER AND PARALLEL TO SLOPED AREAS. THE PURPOSE OF THIS PRACTICE 1S TO INTERCEPT AND EROSION CONTROL PLAN SHEETS OF THE SITE PLAN FOR ALL VEGETATED AREAS. CONCRETE, PAVEMENT, AND OTHER IMPERVIOUS SURFACES FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT r: DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION OPERATIONS IN ORDER WiLL STABILIZE THE REMAINDER OF THE SITE. DORMANT FOR MORE THAN ONE YEAR. SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. CONTINUE rl THE VOLUME OF THE DISCHARGE; THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL TO PREVENT SEDIMENT FROM LEAVING THE SITE. SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH STORMWATER MANAGEMENT 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR (' <'' RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE a -.-I PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION Q IMMEDIATELY. CLOSE ATTENTION SHALL BE PAID TO THE REPAIR OF DAMAGED SILT FENCE RESULTING FROM REFER TO SHEETS CG -102 AND CG -502 FOR STORMWATER MANAGEMENT SUMMARY AND DETAILS. AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL � END RUNS AND UNDERCUTTING. SHOULD THE FABRIC ON A SILT FENCE DECOMPOSE OR BECOME INEFFECTIVE •, IF THE DISCHARGE IS CONTINUING, HOW LONG IT IS EXPECTED TO CONTINUE; B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: ANNUAL INSPECTION SHOULD BE ADEQUATE. INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. Z PRIOR TO THE END OF THE EXPECTED USABLE LiFE AND THE BARRIER STILL BE NECESSARY, THE FABRIC 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY Iii SHALL BE REPLACED PROMPTLY. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY INSPECTIONS AND MAINTENANCE STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED :2 MUST BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. ANY THE PURPOSE OF SITE INSPECTIONS IS TO ASSESS PERFORMANCE OF POLLUTANT CONTROLS. THE INSPECTIONS SHALL BE CONDUCTED BY THAT, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 0 SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS NO LONGER REQUIRED SHALL BE DRESSED THE OPERATOR'S DESIGNATED E&S INSPECTOR. IF DEFICIENCIES IN THE EROSION AND SEDIMENT CONTROL MEASURES ARE DETERMINED THEY 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP 0 TO CONFORM WITH THE EXISTING GRADE, PREPARED AND SEEDED. SHALL BE RECORDED ON THE INSPECTION FORM BY THE OPERATOR AND CORRECTIVE ACTION SHALL BE INITIATED BY THE OPERATOR WITHIN SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE >_ THE TIME FRAME SPECIFIED BELOW. FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 1- 3.07 STORM DRAIN INLET PROTECTION - A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSION Z 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 BETWEEN THE TIME THE SWPPP IS IMPLEMENTED AND FINAL SITE STABILIZATION IS ACHIEVED, ALL DISTURBED AREAS AND POLLUTANT IMMEDIATELY AFTER INSTALLATION. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL O SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. THE STRUCTURE SHALL BE CONTROLS MUST BE INSPECTED AT THE FREQUENCY BELOW: DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. 0 INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. SEDIMENT SHALL BE REMOVED AND THE TRAP A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF w U) ( RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN AT LEAST ONCE EVERY FIVE BUSINESS DAYS AND NO LATER THAN 48 HOURS FOLLOWING A MEASURABLE STORM EVENT. IN THE EVENT THAT DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. (n DEPTH OF THE TRAP. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER A MEASURABLE STORM EVENT OCCURS WHEN THERE ARE MORE THAN 48 HOURS BETWEEN BUSINESS DAYS, THE INSPECTION SHALL BE B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER w THAT iT WILL NOT ERODE. STRUCTURES SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE REMAINING CONDUCTED ON THE NEXT BUSINESS DAY. THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE m 0 DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. BASED ON THESE INSPECTIONS, THE OPERATOR SHALL DECIDE WHETHER IT IS NECESSARY TO MODIFY THIS SWPPP, ADD OR RELOCATE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE 0 Q SEDIMENT BARRIERS, OR INSTITUTE OTHER ACTIONS REQUIRED IN ORDER TO PREVENT POLLUTANTS FROM LEAVING THE SITE VIA STORM WATER OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 3.09 DIVERSION DIKE - A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A RUNOFF. THE OPERATOR HAS THE DUTY TO REPAIR, MODIFY, MAINTAIN, OR SUPPLEMENT POLLUTANT CONTROL MEASURES AND TAKE OTHER TWENTY-FIVE YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SLOPING DISTURBING AREA. THE PURPOSE OF THIS PRACTICE IS TO DIVERT STORM RUNOFF FROM UPSLOPE ACTIONS NECESSARY TO ACHIEVE EFFECTIVE POLLUTANT CONTROL SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS AND SLOPES TO A STABILIZED SLOPE AND TO DIVERT SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT -TRAPPING FACILITY SUCH ASA THE OPERATOR MAY INSTALL A RAIN GAUGE AT THE SITE TO DETERMINE SITE SPECIFIC RAINFALL CONDITIONS OR MUST PROVIDE ESTIMATES SEDIMENT BASIN IS UTILIZED. SEDIMENT TRAP OR SEDIMENT BASIN. THE MEASURE SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS OF RAINFALL AT THE PROJECT SITE AND PROVIDE INFORMATION AS TO HOW THE ESTIMATES WERE GENERATED. FOR PURPOSES OF PERMIT COMPLIANCE, IT IS STRONGLY RECOMMENDED THAT THE OPERATOR INSTALL A RAIN GAUGE AT THE PROJECT SITE. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. MADE TO THE DIKE, FLOW CHANNEL, OUTLET OR SEDIMENT TRAPPING FACILITY, AS NECESSARY. ONCE EVERY SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND EXAMPLES OF PARTICULAR ITEMS TO BE EVALUATED DURING SITE INSPECTIONS ARE LISTED BELOW. THiS LIST IS NOT INTENDED TO BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. REPAIRS MADE IF NEEDED. DAMAGES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY MUST BE COMPREHENSIVE. DURING EACH INSPECTION, THE OPERATOR'S INSPECTORS MUST EVALUATE OVERALL POLLUTANT CONTROL SYSTEM 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE REPAIRED BEFORE THE END OF EACH WORKING DAY. PERFORMANCE, AS WELL AS THE EFFECTIVENESS OF SYSTEM COMPONENTS. ADDITIONAL FACTORS SHOULD BE CONSIDERED AS APPROPRIATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 3.11 TEMPORARY RIGHT-OF-WAY DIVERSION - A RIDGE OF COMPACTED SOIL OR LOOSE ROCK OR GRAVEL TO THE CIRCUMSTANCES. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE CONSTRUCTED ACROSS DISTURBED RIGHTS-OF-WAY AND SIMILAR SLOPING AREAS. THE PURPOSE OF THIS A. PROVIDED. PRACTICE IS TO SHORTEN THE FLOW LENGTH WITHIN A SLOPING RIGHT-OF-WAY, THEREBY REDUCING THE LOCATIONS WHERE VEHICLES ENTER AND EXIT THE SITE MUST BE INSPECTED FOR EVIDENCE OF OFF-SITE SEDIMENT TRACKING. A i0. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT EROSION POTENTIAL BY DIVERTING STORM RUNOFF TO A STABILIZED OUTLET. THE PRACTICE SHALL BE STABILIZED CONSTRUCTION ENTRANCE WILL BE CONSTRUCTED WHERE VEHICLES ENTER AND EXIT. THIS ENTRANCE WILL BE MAINTAINED OR SUPPLEMENTED S E VA N CESSARY TO PRE ENT SEDIMENT FROM LEAVING THE SITE ON VEHICLES. SEDIMENT TRACKED ONTO PUBLIC SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE INSPECTED AFTER EVERY RAINFALL AND REPAIRS MADE IF NECESSARY. AT LEAST ONCE EVERY TWO WEEKS, ROADWAYS MUST BE SHOVELED OR SWEPT FROM THE ROADWAY AND RE -DEPOSITED ON SITE IN A MANNER THAT MINIMIZES ITSOFFSITETREATED TO REMOVE SEDIMENT. WHETHER A STORM HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND REPAIRS MADE IF RELEASE POTENTIAL. 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, NEEDED. RIGHT-OF-WAY DIVERSIONS, WHICH ARE SUBJECT TO DAMAGE BY VEHICULAR TRAFFIC, SHOULD BE ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE RESHAPED AT THE END OF EACH WORKING DAY. B, SEDIMENT BARRIERS MUST BE INSPECTED AND, IF NECESSARY, THEY MUST BE ENLARGED OR CLEANED IN ORDER TO PROVIDE ADDITIONAL INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. CAPACITY. ALL MATERIAL EXCAVATED FROM BEHIND SEDIMENT BARRIERS SHALL BE STOCKPILED ON THE UP SLOPE SIDE OF THE BARRIER. 12. WHEN WORK IN A LIVE WATERCOURSE iS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE 3.12 DIVERSION - A CHANNEL CONSTRUCTED ACROSS A SLOPE WITH A SUPPORTING EARTHEN RIDGE ON THE ADDITIONAL SEDIMENT BARRIERS MUST BE CONSTRUCTED AS NEEDED. SEDIMENT MUST BE REMOVED FROM SEDIMENT TRAPS AND ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT LOWER SIDE. THE PURPOSE OF THIS PRACTICE iS TO REDUCE SLOPE LENGTH AND TO INTERCEPT AND DIVERT SEDIMENT BASINS WHEN THE DESIGN CAPACITY HAS BEEN REDUCED BY 507. POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS STORMWATER RUNOFF TO STABILIZED OUTLETS AT NON-EROSIVE VELOCITIES. BEFORE FINAL STABILIZATION, THE C. INSPECTIONS WILL EVALUATE DISTURBED AREAS AND AREAS USED FOR STORING MATERIALS THAT ARE EXPOSED TO RAINFALL FOR AND COFFERDAMS. EARTHEN FILL MAY BE SUED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER DIVERSION SHOULD BE INSPECTED AFTER EVERY RAINFALL AND AT LEAST ONCE EVERY TWO WEEKS. SEDIMENT EVIDENCE OF, OR THE POTENTIAL FOR, POLLUTANTS ENTERING THE DRAINAGE SYSTEM. IF NECESSARY, THE MATERIALS MUST BE COVERED MATERIALS. SHALL BE REMOVED FROM THE CHANNEL AND REPAIRS MADE AS NECESSARY. SEEDED AREAS WHICH FAIL TO OR ORIGINAL COVERS MUST BE REPAIRED OR SUPPLEMENTED. ALSO, PROTECTIVE BERMS MUST BE CONSTRUCTED, IF NEEDED, IN ORDER 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY ESTABLISH A VEGETATIVE COVER SHALL BE RESEEDED AS NECESSARY. TO CONTAIN RUNOFF FROM MATERIAL STORAGE AREAS. SIX-MONTH PERIOD A TEMPORARY VEHICULAR AR ST EAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. 3.13 TEMPORARY SEDIMENT TRAP - A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN GRASSED AREAS WILL BE INSPECTED TO CONFIRM THAT A HEALTHY STAND OF GRASS IS MAINTAINED. THE SITE HAS ACHIEVED FiNAL STABILIZATION WHEN TURF GRASS COVER PROVIDES PERMANENT STABILIZATION OF THE SOIL SURFACE EXCLUSIVE OF AREAS THAT HAVE 14. ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS PERTAINING TO WORK IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. EMBANKMENT WITH A STONE OUTLET. THE PURPOSE OF THIS PRACTICE TO DETAIN SEDIMENT LADEN RUNOFFBEEN PAVED OR COVERED BY BUILDING(S). PERMANENT STABILIZATION IS NOT CONSIDERED ESTABLISHED UNTIL A GROUND COVER !S 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE FROM SMALL DISTURBED AREAS LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. WATERCOURSE IS COMPLETED. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE. SEDIMENT REMOVAL FROM THE D•' ALL DISCHARGE POINTS MUST BE INSPECTED TO DETERMINE WHETHER EROSION CONTROL MEASURES ARE EFFECTIVE IN PREVENTING 6 D 1 , UN ERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN BASIN SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT WILL NOT ERODE AND CAUSE IMPACTS TO RECEIVING WATERS. ADDITION TO OTHER APPLICABLE CRITERIA: SEDIMENTATION PROBLEMS. FILTER STONE SHALL BE REGULARLY CHECKED TO ENSURE THAT FILTRATION BASED ON INSPEC11ON RESULTS, ANY MODIFICATION NECESSARY TO INCREASE EFFECTIVENESS OF THIS SWPPP TO AN ACCEPTABLE LEVEL A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. PERFORMANCE IS MAINTAINED. STONE CHOKED WITH SEDIMENT SHALL BE REMOVED AND CLEANED OR SHALL BE MADE BY THE OPERATOR WITHIN SEVEN CALENDAR DAYS OF THE INSPECTION ALL MODIFICATIONS TO THE SWPPP DOCUMENT AND B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. REPLACED. THE STRUCTURE SHOULD L BE CHECKED REGULARLY TO ENSURE THAT IT STRUCTURALLY SOUND APPROVED PLAN WILL BE NOTED ON THE CONSTRUCTION PLANS THE INSPECTION REPORTS MUST BE COMPLETED ENTIRELY AND ADDITIONAL C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE HEIGHT OF THE STONE OUTLET REMARKS SHALL BE INCLUDED IF NEEDED TO FULLY DESCRIBE A SITUATION. AN IMPORTANT ASPECT OF THE INSPECTION REPORT IS THE SEDIMENT TRAPPING DEVICE, OR BOTH AND DISCHARGED IN A MANNER N THAT DOES NOT ADVERSELY AFFECT SHOULD BE CHECKED TO ENSURE THAT ITS CENTER IS AT LEAST 1 FOOT BELOW THE TOP OF THE DESCRIPTION OF ADDITIONAL MEASURES THAT NEED TO BE TAKEN TO ENHANCE PLAN EFFECTIVENESS. THE INSPECTION REPORT MUST FLOWING STREAMS OR OFF-SITE PROPERTY. EMBANKMENT. IDENTIFY WHETHER THE SITE WAS IN COMPLIANCE WITH THE SWPPP AT THE TIME OF INSPECTION AND SPECIFICALLY IDENTIFY ALL INCIDENTS D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE OF NON-COMPLIANCE. EROSION AND PROMOTE STABILIZATION. 3.33 SODDING - STABILIZING FINE -GRADED DISTURBED AREAS BY ESTABLISHING PERMANENT GRASS STANDS INSPECTION REPORTS WILL BE KEPT ON FILE BY THE OPERATOR AS AN INTEGRAL PART OF THIS SWPPP FOR AT LEAST THIRTY SIX MONTHS E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. WITH SOD. THE PURPOSES OF THIS PRACTICE ARE TO ESTABLISH PERMANENT TURF IMMEDIATELY, TO PREVENT FOLLOWING THE MONTH THE NOTICE OF TERMINATION iS FILED WITH ALBEMARLE COUNTY. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. EROSION AND DAMAGE FROM SEDIMENT AND RUNOFF BY STABILIZING THE SOIL SURFACE, TO REDUCE THE PRODUCTION OF DUST AND MUD ASSOCIATED WITH BARE SOIL SURFACES, TO STABILIZED DRAINAGEWAYS ITT IS THE RESPONSIBILITY OF THE OPERATOR TO ENSURE THE ADEQUACY OF SITE STORM WATER POLLUTANT DISCHARGE CONTROLS 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS PROVISIONS SHALL BE WHERE CONCENTRATED OVERLAND FLOW WILL OCCUR, AND FOR USE AS A FILTERING DEVICE FOR SEDIMENTS IN PHYSICAL SITE CONDITIONS WEATHER CONDITIONS OR OPERATOR PRACTICES MAY MAKE IT NECESSARY TO INSTALL MORE STRUCTURAL MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE AREAS PRIOR TO ACHIEVING PERMANENT STABILIZATION. DURING THE 2 TO 3 WEEK ESTABLISHMENT RANGE, CONTROLS THAN ARE SHOWN ON THE PLANS (FOR EXAMPLE LOCALIZED CONCENTRATIONS OF RUNOFF COULD MAKE IT NECESSARY TO SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE THE ROAD SURFACE SHALL BE CLEANED SOD SHALL BE WATERED AS NECESSARY TO MAINTAIN ADEQUATE MOISTURE IN THE ROOT ZONE AND PREVENT INSTALL ADDITIONAL SEDIMENT BARRIERSj ASSESSING THE NEED FOR ADDITIONAL CONTROLS AND IMPLEMENTING THEM OR ADJUSTING THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR a DORMANCY OF SOD. NO MORE THAN ONE THIRD OF THE SHOOT (GRASS LEAF) SHOULD BE REMOVED IN ANY EXISTING CONTROLS ARE KEY ASPECTS OF THE EFFECTIVENESS OF THIS SWPPP UN 11L THE SITE ACHIEVES FINAL STABILIZATION. SHOULD A SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY t MOWING. GRASS HEIGHT SHOULD BE MAINTAINED BETWEEN 2 AND 3 INCHES UNLESS OTHERWISE SPECIFIED. CONTROL FAIL, BE BYPASSED OR OTHERWISE BE INEFFECTIVE IN MAINTAINING SEDIMENTS ONSITE AND RELEASING SEDIMENT OFFSITE THE AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS ; AFTER THE FIRST GROWING SEASON, ESTABLISHED SOD WILL REQUIRE FERTILIZATION AND MAY REQUIRE LIME. OPERATOR WILL PROVIDE NOTIFICATION TO ALBEMARLE COUNTY IN ACCORDANCE WITH PART III, G. OF THE VPDES STORM WATER GENERAL WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. FOLLOW SOIL TEST RECOMMENDATIONS WHEN POSSIBLE, OR APPLY MAINTENANCE LEVELS AS OUTLINED IN PERMIT, AS NECESSARY. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL TABLE 3.33-B. IF IT IS DETERMINED BY THE OPERATOR'S INSPECTOR THAT THERE HAS BEEN AN UPSET OR BYPASS OF THE CONTROL MEASURES RESULTING SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED IN A RELEASE OF SEDIMENT TO STATE WATERS, THE OPERATOR'S INSPECTOR SHALL REPORT THE BYPASS OR UPSET TO ALBEMARLE COUNTY BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE 3.36 - SOIL STABILIZATION BLANKETS & MATTING - THE INSTALLATION OF A PROTECTIVE COVERING WITHIN 24 HOURS OF DISCOVERY OF THE UNANTICIPATED BYPASS OR UPSET. DISPOSITION OF TEMPORARY MEASURE SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND BLANKET OR A SOIL STABILIZATION MAT 0 A PREPARED PLANTING AREA OF S NEL 0 (BLANKET) N E L A TEED SLOPE, CHANNEL R SEDIMENTATION. SHORELINE. THE PURPOSE OF THIS PRACTICE IS TO AID IN CONTROLLING EROSION ON CRITICAL AREAS BY WITHIN FIVE DAYS OF MAKING THE VERBAL REPORT TO ALBEMARLE COUNTY A WRITTEN REPORT SHALL BE SUBMITTED BY THE OPERATOR 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION EROSION A k 0 SPECIES N Sept. 1 - Feb. 15 P n IN SOM 0 <f Z> I__ I-_ f`Ui a ,OLJZ o (n 0 , XC:al,ry-.. � - O N 00 -M-"'- V)E DO 0 General Slope (3:1 or less) FORCES OF EROSION DURING STORM EVENTS. ALL SOIL STABILIZATION BLANKETS AND MATTING SHOULD BE • THE CAUSE OF THE DISCHARGE; INSPECTED PERIODICALLY FOLLOWING INSTALLATION, PARTICULARLY AFTER RAINSTORMS TO CHECK FOR EROSION *,THE DATE ON WHICH THE DISCHARGE OCCURRED; A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO ., �. , <6 1 Z 0 ,.. ,,, 'jo � � 0 I� O Z N cc = r - � Qw I I %yll .,..,.., ;M1:T � � >- Z 0 w 0-_5 CO J 2 ii"Aw_ - z . 1 ;I ' SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. CONTINUE rl THE VOLUME OF THE DISCHARGE; THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL w S 0 - (' <'' S2Q a -.-I J � Q 00 N_! '„9 WMA - U J O� 5, ." .a� Y •, IF THE DISCHARGE IS CONTINUING, HOW LONG IT IS EXPECTED TO CONTINUE; B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: ANNUAL INSPECTION SHOULD BE ADEQUATE. 0 � o BRIAN J. BREW Lic. No. 039045 jj,/�0%j7 1,04 Z O > W m PROVIDING A MICROCLIMATE WHICH PROTECTS YOUNG VEGETATION AND PROMOTES ITS ESTABLISHMENT. IN CONTAINING: ND 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 APPLICATION DATES SPECIES z Sept. 1 - Feb. 15 P n m ADDITION, SOME TYPES OF SOIL STABILIZATION MATS ARE ALSO USED TO RAISE THE MAXIMUM PERMISSIBLE • A DESCRIPTION OF THE NATURE AND LOCATION OF THE DISCHARGE; STANDARDS AND CRITERIA: I__ I-_ O (n (n m VELOCITY OF TURF GRASS STANDS 1N CHANNELIZED AREAS BY "REINFORCING THE TURF" TO RESIST THE O w O = Tall Fescue' 128 lbs. General Slope (3:1 or less) FORCES OF EROSION DURING STORM EVENTS. ALL SOIL STABILIZATION BLANKETS AND MATTING SHOULD BE • THE CAUSE OF THE DISCHARGE; INSPECTED PERIODICALLY FOLLOWING INSTALLATION, PARTICULARLY AFTER RAINSTORMS TO CHECK FOR EROSION *,THE DATE ON WHICH THE DISCHARGE OCCURRED; A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO --DO O d (N W cn TOTAL: 150 Ibs. AND UNDERMINING. ANY DISLOCATION OR FAILURE SHOULD BE REPAIRED IMMEDIATELY. IF WASHOUTS OR ,nTHE LENGTH OF TIME THAT THE DISCHARGE CONTINUED; AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE 108 Ibs. Law -Maintenance Slope Q 21bs. 20 tbs. {Sleeper than 3:1) SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. CONTINUE rl THE VOLUME OF THE DISCHARGE; THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL D O r? 0 - 0 w m 0 TO MONITOR THESE AREAS UNTIL WHICH TIME THEY BECOME PERMANENTLY STABILIZED; AT THE TIME AN BE PERFORMED. Q a February 15"i -April ........ ............._........ Annual Rye May 1'' - August 15i" ... I . ...... ...... Rusted Millet August 10 -October ..... Annual Rye Y •, IF THE DISCHARGE IS CONTINUING, HOW LONG IT IS EXPECTED TO CONTINUE; B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: ANNUAL INSPECTION SHOULD BE ADEQUATE. = r � w _J v •IIF THE DISCHARGE IS CONTINUING, WHAT THE EXPECTED TOTAL VOLUME OF THE DISCHARGE WILL BE; AND 1. THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF y O < U) < _ *,ANY STEPS PLANNED OR TAKEN TO REDUC ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING � s Ul 0 0 0 3.38 TREE PRESERVATION & PROTECTION - PROTECTION OF DESIRABLE TREES FROM MECHANICAL AND OTHER E, ELIMINATE AND PREVENT A RECURRENCE OF THE PRESENT DISCHARGE OR ANY FUTURE DRAINAGE AREA OF THE PROJECT IN QUESTIONS; INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. THE PURPOSE OF THIS PRACTICE IS TO DISCHARGES NOT AUTHORIZED BY THIS GENERAL PERMIT. 2. OR ENSURE THE SURVIVAL OF DESIRABLE TREES WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT • NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO-YEAR STORM TO VERIFY CONTROL, WATERSHED PROTECTION, LANDSCAPE BEAUTIFICATION, DUST AND POLLUTION CONTROL, NOISE THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS OR CAUSE EROSION OF CHANNEL BED REDUCTION, SHADE AND OTHER ENVIRONMENTAL BENEFITS WHILE THE LAND IS BEING CONVERTED FROM FOREST TEMPORARY SEEDING REQUIREMENTS PERMANENT SEEDING REQUIREMENTS OR BANKS; AND TO URBAN -TYPE USES. 0ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A TEN-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS B GRAVEL CURB INLET SEDLVENT FILTER - q _, SIG GRAVEL FILTER 12° : / RUNOFF WATER - WIRE MESH RED WATER ^� .0 .. a_ h. - - I v4. J SEDIMENT �I �. II _ .. CONCRETE GUTTER 12" CURE INLET SPECIFIC APPLICATION THIS METHOD OF LNLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING INFRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. - GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE 3.07-6 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' X. ��_ ;_ - , ,_ _ /� -G f __ J I1 / %` -� i Ila �-� _ -�.. FLOW II 4' 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. IT INTO THE TRENCH. i 1. /_,,,/ I (III a.{} � 1111 �--// / _ / L tiv _ ,-- / I - FLOW III _ UI SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) FLON V A O A \\ / .11 - \ / 111 POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) OUNCE: Adapted from InstaUaCton of Straw and Fabric filter Harriers for Sediment Control.VA DOC PIA9'E. 3.05-2 -, nu. LRTAL FENCE POSTS CHAIN LINK FENCE ATTR ONE GRAIN LINE FENCE U,rn. OF -Is. FABRIC ATTACHED TO TT _ FILTER FABRIC- / _ 1-- I Be 10" MAO. -1 Iffirm � Iaz C -11E 3_ __-1_ FL'-w%.UND I u11 SMILED FILTER ` FABRIC 3" I GRUtiND INTO UROLRJB -�'� � T� ELEVATION VIEW '° LAY FILTEH FAnRTG - IN BOTTOM OF 3" wmE TxENCB CsSF x-x-x--x-x SECTION -VIEW_ SUPER SILT FENCE SO SCALE FENCING Chain link lance shall be 39' above grade with 3 e bedded for a Lobel fabrno width of 42". The post shall be 42' above reds with 30" laced below rade without concrete b P S I- a total length of 72". NOTES 1. Chain HOk fence shall be fastened se ural 0 fence osis with 11 a U,e 2. Filter f0I,I, hall be taetenad ocurcly to cha!n Itnk fencr With ties spaced horizontally 24" st the top and mldsecti.on, 3. Physicsl p pe flee of the filter fabric hull form to the latest edition of THE VIRGINIA EROSION & SEDIMEN'r CONTROL HANDBOOK. 4 B(hev Lwo e tions of filter Fabric adjoin each other, they shall be ---upped by 9 . 5 Mnivtenancc h.0 be acY�esr `�0? of the he glvtde[ therfalp ralilt fonee.oved when sediment build u v s Ref. Sec. 11-0110.3, u-D„o.31 SUPER SILT FENCE PLATE No. STD. No. No SCALE 7-11 Rev. I -0O3 c.T Resin VI C( TEMPORARY RIGHT-OF-WAY DIVERSIONS ff TYPICAL GRAVEL STRUCTURE TYPICAL EARTHEN STRUCTURE Ve. SWCC Plate 3.11-1 SEED APPLICATION DATES SPECIES APPLICATION RATES Sept. 1 - Feb. 15 P 50/50 Mix of Annual Ryegrass lolium multi - (lorum) &Cereal (Winter) Rye (Secale cereale) - 50 100 lbs/ cre a 1 ) Feb. 16 - Apr. 30 Annual Ryegrass (lolium multi-florum) 60 - 100 (Ibs/acre) May 1 -Aug. 31 German Millet 50 (Osfacre) FERTILIZER d LIME • Apply 10-10-10 fertilizer ata rate of 450 Ibe. /acre (or 10 Ibs. 11,000 sq. ft.) Q Apply Pulverized Agricultural Limestone at a rate of 2 tons acre (or 90 tbs, / 1,000 sq. ft.) NOTE: 1 - A soil test is necessary to determine the actual amount of lime inquired to adjust the soil pH of site. 2 - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. 3 - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin #4- . 2003 Nutrient,' lanagement for Develo7>�nt Sites at http://www.dcr.state.vams/sw(e&s.htm#pubs Pft,lIlORARI DI. F , �d 5I0[b DIIi"G' "I"'C eted soil - ' mfl 011 IIF III IItI I, 11111 T� hili Il" 11- '1 4 II lif -- 1,5'11-1, J I I 1 S-ce: ve DSWC 1992 SEED' LAND USE SPECIES APPLICATION PER ACRE Tall Fescue' 95-1001/e Minimum Care Lawn Perennial Ryegrass 0-5% (Commercial or Residential) Kentucky Bluegrass' 0-5% 'TOTAL: 175-200 lbs. Hich-Maintenance Lawn Tall Fescue' a s TOTAL: - . OT. L. 200 250 bs • Tall Fescue' 128 lbs. General Slope (3:1 or less) Red Top Grass or Creeping Red Fescue Seasonal Nurse Crop2 21bs. 20 Ibs. a TOTAL: 150 Ibs. Tall Fescue' 108 Ibs. Law -Maintenance Slope Red Top Grass or Creeping Red Fescue Seasonal Nurse Crop' 21bs. 20 tbs. {Sleeper than 3:1) GrawrVOtCh3 201bs. s TOTAL: 150 Ibs. 1 - When selecting varieties of turfgrass, use the Virginia Crop Improvement Association (VCIA) recommended turfgrass variety list. Quality seed will bear a label indicating that they are approved by VCIA. A current turfgrass variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at http:Nsuda n. cs es.vt. edulhtmllTurf/turflDu blicatie ns/o a bl Ica rions2. html 2 - Use seasonal nurse cropin accordance t rdance with seeding dates as stated below: 9 February 15"i -April ........ ............._........ Annual Rye May 1'' - August 15i" ... I . ...... ...... Rusted Millet August 10 -October ..... Annual Rye - 4\Intel' Rye November February 15' . n' 1 3 - Substitute Serice I a es edeza for Crownvetch east of Farmville VA (May through P , Se tembar use hulled seed ( J 9 P all other periods, ods use unhulled Sericea . if Flat e u- increase a Is used, nc ease rate to 30 Ihs.Jacre. If Weeping Love a s is F ) P rs P 9 9 used include in an slope Or IOW maintenance mlXfUre during Walmer' seeding n periods, increase to 30 -4 Y9 U 9F ANKS AND BY THE USE OF A TWO-YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND • PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A TEN-YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR 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; S' GE 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 LOPMENT PEAK RUNOFF RATE FROM A TEN-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN-MADE CHANNEL; OR 4. PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE PLAN -APPROVING AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT OF THE SUBJECT PROJECT. F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION HE SHALL OBTAIN APPROVAL FROM THE LOCALITY OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH R THE MAINTENANCE REQUIREMENTS 0 F THE FACILITY AND THE PERSON RSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM F A DETENTION FACILITY DISCHARGED SHALL BE DISH AGED TO A RECEIVING CHANNEL AND ENERGY , DISSIPATERS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. ALL ON-SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. 1. 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 -_-__- i _ ___ -_ ___ _ _ DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. Plnte 3.09-1 albcalNTlc County Dc.s, .D st.!lta,ITaS a-fallnal eD'U*1NCCl ills .- K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH 3.13 - - � MINIMIZES IMPACTS ON THE PHYSICAL. CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS. STREAMS AND ^-TEMPORARY SEDIAJEN7' TRAP �`� G_, ,- VPAIALLE - 81a Na sr :o, m./acne a> cu ro/Alll (Ef.CA .C) 1' '' . p ! FILTER C." E-1 •.EE PLAT- ] 1 :-1 - COPHi1 AGGFEGArc 1I 1 111 - CROSS SECTION OF OUTLET SA IN ��..,, AA55 I RIP - "a -"e! V dEl Gt �J.GcEEAUF �`�(a , �� j ° ,a, u , -, 1 d - r� - _ S / �,-�� COA.R'aE AGGRErFTE �j / / '- B/ARE e , ._. ! FILT£R CLO)TU �-- - --- I / ..COARSE AGGREGAIE SHALL EE VCCI $3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) Source: Va. DSWC Plate 3.13-2 992 2 DCVI RSI0N,i 1 I f � ,H � 1''' Ilj - - rf M1021- __ IfE,I,}I p'I`� I€�1I'I SPNPITIS TF(fit R. 1. 7l -IIS 1 1 TYPICAL PAP, \T30LIC DIVERSiON I I I i - r - _ I Ill_'I-I L �Ir=ill- i L I •ITT I I is Tt VII 111 T -111 �IIIII,I TYPICAL IR<\I'ezou)AL DtvlIxtfo r I n'.. -r Il ll �u. I[ 1 - =11 Il, ILI'IT. :''111,_,1 +TL TC`'� L m I'- I_III�I -L. _T_ TYPICAL VZ SI APED DiVIE ,-'ION -._ J Source: Vs. DSWC' Plate 3.12-1 E -�� ,( r n> „.,I I, - \ I I \ T r : ..r -.n- f( ,.. 11 _ ., I ....�_ PROFILE - r ,i,, p J "1 r 4-. I f 1 5 S -. '..t;.+ - 1 - - ____ 1 I' „ LX :l _ L I..I. 6 .-Irl _ ct I .d, r.......�. I„ I, Jr, F.R .o. PLAN i SECTION A -A ff drw nVr tp't l-d,n rb rtll 1)rrh m n B1 ndrl 11-k !1t Ut tc pthu', .hl ,ill 3d'i bo f1. inh f)-letate < 1 tli._me ll ..I,cl,In.IL 1 iTI, ti -w Ila ,r-) I' 'u total>clllhl r,vh� zD t ,,I'u - It - ,1c uuil Atl "aduuwt:ha.l nI��kat c'.LLinu ellte,ing.n""I I'mo... JI!Cl- U, 1,',tt1CO,U'.,' � PAVED WASH RACK c sc='_E OTHER WATERS OF THirlo E STATE. FFENCING AND ARMORING /� �, / j�i�yn, �'f° , �.f' /� (, , ��, \ 1 .- � , ;r X91 ; +•f `� I.,e. _i..1" 1, 11 �L-, l`� {= L.,1 (L,J~ 1° .N I. ( I ttl-!I�I'III311II� III:, In/i'!i "nal I,:jII a' jlilJ"4 �li 'dH!Viin� 1 )I, `�) �V :r .�. � .oxo r t i $ I 3�:�r 1 s-' n�. I CORRECT METHODS OF TREE �FENCING I Ai �. 1 4 , �,l \✓ III%I I �,��Z�7.tt _' r;r (I �-W [Iltt- e r 1 - �I(� _f r """.�', CORRECT TRUNK ARMORING TRIANGULAR BOARD OARD FENCE Source: Va. DSWC Plate 3.38 2 HI.401 W . s • 01, -.111111 • a • l j a l j M • 0 s �. a � s O co O E 0 U) 6 c U 0 U) 0 0 0 6 a 0 -0 0 7) c N �E 7 c ;� Q) -j E -j- 0 -0 V) < T 'D E c C) ct� cn 0 0 C) 0 �D 0 > E -E 0 -u -D 0 0 .(0 E > 0 -Z < -i EL 0 Z 0 c� < 0 o @ L 6 a) 0 Cf) Q) 0 u E M -0 L GRADING LEGEND it 3,7 603.45 TC: TOP OF CURB ELEVATION BC: BOTTOM OF CURB ELEVATION 603.43 TS 602.98 603.36 TW: TOP OF WALL ELEVATION TS ME TS ME BW- BOTTOM OF WALL ELEVATION 603.54 FS: FINISHED SURFACE ELEVATION FFE: FINISHED FLOOR ELEVATION CONTRACTOR TO MATCH EX. TS ME P: PAVEMENT :603.5 �,"TS(ME) TS ME TS (ME): MATCH EXISTING 329.. 02.01 6� - ll�-'�rlvvl GRADES FOR PROPOSED�TS ME 547, REPLACEMENT SIDEWALK J.v 40 Z.- 04 (D '2 0 602.26 65 '0 STRUCTURE LABEL 68 (j) AREA OF MANAGED SLOPES 604.43 TW 602 600.07 00.46 599.70 BW TS ME CONCRETE RETAINING WALL TS ME 09 A� 603 TW' (SEE SHEET CS -501 FOR DETAILS) V NOTES 599.60 604.54 ......TS BRIM- y RIM x A A 604.68 �9* 5 0 599.50 TS 1 . ADA ACCESSIBLE SPACES SHALL HAVE A MAXIMUM 1.5% SLOPE IN ALL FS 604.90 DIRECTIONS. FS 599.48 y 3 TS ME 1/ 2. ALL PROPOSED SIDEWALKS AROUND THE BUILDING AND ALONG THE PROPERTY A [3� 599.50 _9 RQQ !in\ -)qQ 50 1 L I _5 9.50 604.79 A 11 599.43 599.43 FFE FFE FFE FFE 604.54 TW TS ME FRONTAGES SHALL HAVE A MAXIMUM 1.5% CROSS SLOPE AND 4.5% FS LONGITUDINAL SLOPE. T'S 599.50 '\�599.50 599.50 BW 604.74 TW TS 50 ME 599. ( FFE 604.54 TW Zs�(- 600.58 BW 3. MAXIMUM HEIGHT OF RETAINING WALL SHALL BE 6 FEET. SAFETY RAILS WILL BE 597.43 FFE -;9 9 599.50 BW FFE REQUIRED. 599.43 08 596.95 /1 1 -1 TS 604.64 TS ME PROPOSED STAYBRIDGE SUITES 599.50 4. VDOT STANDARD ST -1 STEPS ARE REQUIRED ON ALL STRUCTURES WITH HEIGHT 599.43 --i 4 GREATER THAN 4 FEET. TS 4 FLOORS - 103 ROOMS FFE 74,744 Sq. Ft. 599.43 604.58 5. VDOT STANDARD IS -1 INLET SHAPING IS REQUIRED IN ANY STRUCTURE WITH CLEANOUT TS -TS ME GREATER THAN 4 FOOT DROP. 599.50 FFE: 599.50' INV. OUT: 596.00' TS C� 604.27 Co TS GRASS CHANNEL 0 0.50% 6. PIPE LENGTHS ARE MEASURED FROM CENTER OF CHAMBER TO CENTER OF . ...... SITE AREA: 2.02± AC 44 LF OF 8" 5 co CHAMBER. PARKING REQUIRED: 103 SPACES PVC ® 2.83% 599.36 i 603.80/ TS 594.29 PARKING PROVIDED: 103 SPACES 7. NYLOPLAST INLINE DRAINS SHALL BE EQUIPPED WITH H-20 STANDARD GRATES. 599.50 599.43 599.50 GRASS CHANNEL 0 0.50% 662.56 FFE TS 599.50 TW BA 599.50 599.50 599.43 \�]V-/ 598.83 599.50 FS 07 9 9 9 9 9 9 9 A: 593.89 TS FS .80 FS TS 599.50- - 598.85-7 -1 600 TS M FS F FS S 593.28 0 599.10 598.32 599.89 600. 76 s 601. TS�-,, r TS 1601.66 TS M 598.82., TS 598.72'598. 7\*2 -599.86 '57�, A TS 598.72. TS TC BC TS' BC TS A - 601.75 598.74� .. I .77 TS TC TS A 01, 60 598.79- A C U f� �S is .601.54. i 2.5 TS 598.72,. FLUSH� �B ";:::�DRY 6U�B & < GUTTER I P-.) TS TC ME 3:1 '0 FLUSH CURB TC BC T < - " ! 1 5 601.04 IV. � Tc BC T < , A: i 1, 7 -,661.66 r. III -598.78i\ TC < o TS I % f Tc /Ts i'TC TS A", U c) '1 601.74 j5'1 -1--L-1 v., .: TS TC 9 -�i I 598 45 54 88 22 0' 598.69 P fa 7., � P P / I... '� Lo P co TC AA' 6\o 598.37 7 600.11A f 598.45 T S' TC 11 LF OF 8" 2-1 j CLEANOUT C P PVC 0 2.83% (v/ oc) 599.50 599.50 FS 598.65 IN -V.: 594. FS CONNECT TO RCP 598.61 /* TC j •599.11 7 -W/ RUBBER BOOT CONNECTOR 598.73it 9 13 TC TC < 598.33 N 599.29"599.05,! 9.29"599.05! 98.56 TC -.,TC ME X5 PROPOSED CONNECTION INTO TC EXISTING DRAINAGE SYSTEM 598 '0 599.33 TC, )9-19� U*) .......... -597 05> 58 .5 0 C;) 0) If -V TW BW TC ul A< LO CLEANOUT< ro", INV.: 595.50' 2:1 598.6g� < -5 9- DRY CU & RB 4�- .6 599.50 599.50 TS 596.83 GUTTER TYP.) TC, 585 I FFE FFE 598.32 - TC 599. ... ..... T 1 596� 88 1 Q i TC 1 J �6 t 599.42- 8.4 TC TC < TS. TS 597.43 :;a� 8 4 594.46 596.75-,-. H tiP TC "iD TC,7 598.11, TC v V 01 TC 596.70 -A -596.69\<--�� TC 591.43� �co' TIN B �9 LO DRY CURB & 411\ 47 - 96,90, IN TC col TC 2 5 59648 588.07 0 TS r /596.48 TW83 GUTTER (TYP.) /--TC;b- 594.01 BW-- I lire 596.22 \o -J TC 58,2.09 57 - TC 695.94 J TC LO is :j CO Tc \ N04. cV'595. _59�676 \ : 1 5 3.91, 01 TC 596.45 ITC CD c TC" T 04 '�K c� co 595.39 Go 0 L0 595.33- -777tL- 40..05 TW Tc 6 595 !4 L) 3..31 BW - 593.68 N 593 - a.T TC 00' -----7 7 - 1�0 Lo -595 2'--- / *. I 59 . SEE INSET A FOR 1592, 1188 TW 97 LF OF 8"' /,-586.49 BW SEE GRADING PVC @ 6.33% 59043 TC -A 594.35 TC 594 594 - DRY GURB & 5 1 TC JC 594.02 593.99 i i 584.51 TW a, V, T GUTTEIR (TYP.) - 594. 20 578.51 BW Tc 00 TC -594.05 589.92 90.54 TW TCI TC(ME) io fw "\ 586.70 8 1 592.71 TW 578.50 Bvv 587.21 BW 576.72 590.7 593.29 - '1593 TS ME 584• .72 BW -593.74 -TC 593.07 U'l TC '589.72 TC, 0) TC 03 576.89 592.53 0) - "r, lb TC J 4 4f) 40 576.90 589.56 590. 585.23 TW TS ME oj 582.44 TW-- 579.23 BW TW W 576.44 BW 06 A 590.38, • 6 67 TW 590.29 -51vu s Of '580 67 BW 02 dJ5 58`TC Y4 TC 59dJ5 TC X3 RET ESI -7 RETAINING WALL (DESIGNED- W BW rr% � v;/ � -;, . ,. BY OTHERS, S SHEETS RW5 1- 6.5) 5- A� 583.92 PROPOSED CONNECTION-" < 585 INTO EXISTING DRAINAGE SYSTEM p rl �84' 01 '-s83 `PRIVATE DRAINAGE EASEMENT c 3ONG. p X 2 T A" cp % x i rl J�' STRUCTURE TABLE STRUCTURE NAME DESCRIPTION RIM HEIGHT STR. 01 VDOT STD. MH -1, D=48" 580.16 3.76 STR. 02 VDOT STD. DI -3C, L=10' 589.75 7.75 STR. 03 VDOT STD. MH -1, D=48" 590.78 5.37 STIR. 04 VDOT STD. DI -3C, L=6' 592.96 4.47 STR. 05 VDOT STD. DI -3B, L=6' 597.91 7.33 STR. 06 VDOT STD. DI -2B, L=6' 592.57 3.32 STIR. 07 NYLOPLAST 15" INLINE DRAIN 599.29 5.45 STIR. 08 NYLOPLAST 15" INLINE DRAIN 599.03 3.53 STR. 09 NYLOPLAST 15" INLINE DRAIN 599.40 3.69 STR. 10 NYLOPLAST 15" INLINE DRAIN 599.38 5.10 STR. 11 NYLOPLAST 15" INLINE DRAIN 599.34 5.93 STR. 12 NYLOPLAST 48" MANHOLE 599.55 6.98 STR. 13 NYLOPLAST 48" MANHOLE 590.65 6.33 STORM PIPES PIPE SEGMENT LENGTH DESCRIPTION SLOPE INV. (IN) INV. (OUT) STR. 01 TO STR. X3 62 LF 15 IN 15- RCP 4.447. 576.40 573.63 STIR. 02 TO STR. 01 74 LF 15 IN 15" RCP 7.44% 582.00 576.50 STR. 03 TO STIR. 02 28 LF 15 IN 15" RCP 4.29% 585.41 584.21 STR. 04 TO STR. 03 52 LF 15 IN 15" RCP 5.76% 588.50 585.51 STR. 05 TO STR. 04 73 LF 15 IN 15" RCP 2.73% 590.58 588.60 STIR. 06 TO STR. 03 111 LF 15 IN 15" RCP 3.377. 589.26 585.51 STIR. 07 TO STR. 05 93 LF 8 IN 8" PVC 3.417. 593.85 590.68 STIR. 08 TO STR. 07 46 LF 8 IN 8" PVC 3.417. 595.50 593.95 STR. 09 TO STR. 10 66 LF 8 IN 8" PVC 2.00% 595.71 594.38 STR. 10 TO STR. 11 39 LF 8 IN 8" PVC 2.00% 594.28 593.51 STR. 11 TO STR. 12 45 LF 8 IN 8" PVC 1.63% 593.41 592,67 STR. 12 TO STR. 13 122 LF 8 IN 8" PVC 6717. 592.57 584.42 STR. 13 TO STR. X5 1 20 LF 8 IN 8" PVC 6.65% 584.32 582.98 INSET A SCALE: 1" = 10' GRAPHIC SCALE IN FEET 0 10 20 40 BRIAN Llic, No, 039045 0 lllll� f c"I , ff) C) 0 0 UQ M > Li -i S 0 Vi6 wZ = V) 0 vi 0= 0 -:4- C14 u� < 00000 cf) 00 0 < cn .Al < z M 0 0 Q0 Ld -1 Lij lalftb. -74- t 0 Li -ai. Lr- :D 00 --J < co- < 0 Li u Ld imam S2 < c --j AVINE @ '26 0 0 V) SHEET NUMBER CG -1 00 0 U 0 0 > U Li � o V) cf) Li BRIAN Llic, No, 039045 0 lllll� f c"I , ff) C) 0 0 UQ M > Li -i S 0 Vi6 wZ = V) 0 vi 0= 0 -:4- C14 u� < 00000 cf) 00 0 < cn .Al < z M 0 0 Q0 Ld -1 Lij lalftb. -74- t 0 Li -ai. Lr- :D 00 --J < co- < 0 Li u Ld imam S2 < c --j AVINE @ '26 0 0 BRIAN Llic, No, 039045 U) D- M M C) 0 0 M M 5; Li -i S 0 0 = V) vi 0 -:4- < u� < 0 I M 0 < o- n 0 Ld M 0 Q0 Ld -1 z 0 Z 3- >- 0 < co- < u Ld < c --j U) 5; vi LIJ 0 I M ! d n Cc/) a. LLJ � 0 7- >- n 0 0 >M u Ld < --j vi Lij M SHEET NUMBER CG -1 00 t _4 ""t, OVERALL MASTER STORMWATER ASSUMPTIONS /NOTES: (D I'k �,Z I J DRAINAGE AREAS DEPICTED ON THIS SHEET ARE BASED ON THE SWM BMP PLAN FOR HOLLYMEAD TOWN CENTER REGIONAL SERVICE AREA C BY A,� i - it j A AT ii, �, - " _ _ , -11 -_ � - L �N, i -f - RIVANNA ENGINEERING & SURVEYING, PLC, DATED DECEMBER 16, 2004. A c_ i t ACCORDING TO OVERALL DEVELOPMENT STORMWATER MANAGEMENT/BMP PLANS, A TOTAL OF 28 ACRES CONTRIBUTE TO THE STORMWATER IMI -2 T, -s MANAGEMENT POND IN BLOCK I OF THE HOLLYMEAD TOWNCENTER "0i DEVELOPMENT. HYDROLOGIC/HYDRAULIC CALCULATIONS FOR HOLLYMEAD _q, TOWNCENTER SWM -1 BY RIVANNA ENGINEERING SURVEYING, PLC, "il.-.1- Kl�, ------ It nz DEPICT THIS AREA AS DRAINAGE AREA Z. DRAINAGE AREA Z DRAINAGE A— �Z < AREA A + B + C 28.0 ACRES. DRAINAGE AREA Z WAS DESIGNED WITH -141 CUT l . ......... . ------ T, AN OVERALL C—VALUE OF 0.85. 7! c q REFER TO DRAINAGE AREA MAP ON SHEET CG -103 FOR CALCULATIONS 7 \A WITHIN THE PROJECT LIMITS OF ANALYSIS. F V, J_:_ E —104 FOR STORMWATER QUALITY CALCULATIONS. REFER SHEET CG _7 jJ0 ------- "Ye I J I -I Z, -1 Aut"It", z I ler # I!_ --L _j -;45 "k J U 6 1, It 1" T itJ, L LLJ try .N < < -Z < Or) < fC Uri gi C) DA 1.4 AC IMPERVIOUS DA 1.0 AC < luil tL j, 11!-: i cl� f t ci (D DA—A DA 25.3 AC 0 0 IMPERVIOUS DA 21.5 AC z AWF CD k7 4 Ti j;li u f CE u A V , 1Z, C) x E L -rc----------- ----------- m CN 0 r v ��lj n 0 0 how \N\\\ r e T __j mm E son 0 co iz ...... a- Tr Lj z< Z Wva C) t16 LLJ 9 0 c: u ..... . ...... , in T, - ----- — ----- MAW ----------------- ----- -- is 0 AS c c') 0 ,j) u� GRAPHIC SCALE IN FEET 0 0 30 60 120 ID 6mommol 0 -1- m Lu 0 cf) 0 D 0 (n > C) Llj 0 LLJ U) LLJ 0 t') < > Ld 1-0 < C) ou 00 0 (f) E 00 u ) n < N c) C) F, 0 < LJ 0 Ld a� D 00 _j U 0 Cr) 0 ct� LLi c) 0 LLJ = 0, _j a- < 00 jam m N _j �M! 01M M @ _j 0,00 mat 0 JJT ELTL BRIAN 1. BRE R -4 b5 - Lit No. 039045 AL 0 z 0 CL u� EL V) m m Ld 0 -d- n- (_0 0 LLJ N [__ co m CL 0 < < 0 N < 0 w M Lli 0 Ld < z Z < y Li C) V) Lli 0 cl� C) = C) w z ry W LJJ ry U) vi uiE):� — 0 > >_ _j cj� 0 LIJ LL (D Lij (y_ C) C/) 0 w EE 0- ::D 0 u L -j Li m Vj SHEET NUMBER CG -101 aS PRE -DEVELOPMENT s DRAINAGE AREA LABEL r, 0 f^ TOTAL AREA (AC.) IMPERVIOUS AREA (AC.) PERVIOUS AREA (AC.) OTHER AREA (AC.) C CN TIME OF CONC. Tc (min) PRE -DEVELOPMENT SIZE c c Q/ Qf VELOCITY FLOW TIME inlet accum upper end DA X1 X1 0.215 0.125 0.091 0.000 0.65 82 W DA X2 X2 �t 0.106 SI 0,000 0.61 80 5.0 DA X3 X3 1.815 0.000 1.815 0.000 0.30 61 5.0 DA X4 X4 0.100 0.057 0.043 0.000 0.64 82 5.0 / ,a4 X5 0.232 0.188 0.044 0.000 0.79 91 5.0 TOTAL: 18 2.567 tJ 2.091 0.000 fe! lr 68 5.0 DA ROOF 05 0.266 0.266 0.000 0.000 0.90 � 4:l 5.0 DA ROOF 06 CCJ j 0.000 0.000 0.90 98 5.0 DA 4 04 0.306 0.241 0.065 0.000 0.77 90 5.0 tz 05 0.191 0.159 0.032 0.000 coo 92 5.0 DA 6 06 0.147 0.136 0.012 0.000 J C� 95 5.0 DA 2 02 0.318 0.260 P 0.000 0.79 91 5.0 DA 7 07 �j } 0.022 O 0.000 0.59 79 5.0 DA 8 08 0.023 } 3) 0.011 0.000 0.61 80 5.0 DA 9 09 L 0.038 0.035 0,000 0.61 80 5.0 DA 10 10 0.044 ,r 77 0.000 0.76 X6 5.0 DA 11 w 0.028 0.017 0.011 } s} 0.66 83 5.0 DAX1 X1 0.384 0.125 <LL 0.000 0.50 73 5.0 DA X2 Lr 0.112 0.099 0.013 } 0.83 94 5.0 DA X3 X3 [.SAV X4 0.011 0.138 0.000 0.34 0.09;x5 ACI 5.0 DA X4 ` 0.157 ==0.64 Q 0.000 0.61 80 4 DA X5 X5 0.292 0.191 0.101 0.000 0.69 85 5.0 TOTAL: 1 (N/A) 1 2,730 II 0.841 I. 0.72 87 5.0 62 4.40% 15 O 56% 11.07 0.09 6.54 X3 o 0.15 0.34 0.051 1.272 5.00 6.17 7.90 573.53 569.61 94 4.20% 18 21.51 f (D 0.14 6.63 X4 X7 0.16 0.61 0.096 1.367 5.00 r 8.45 567.44 565.97 51 2,90% 18 1 17.79 47°% 10.15 0.09 6.77 c 10 X7 0.61 0.045 0.045 5.00 6.67 0.30 595.71 594.38 66 2.00% 8 1.71 18% 4.91 0.30 5.00 10 v 0.04 li 0.033 0.078 5.00 6.57 0.S2 594.28 593.51 39 2.00% 8 1.70 31% 4.91 0.15 5.30 11 12 0.03 rn q) 0.097 5.00 6.52 0.63 593.41 tj 45 1.60% 8 1.54 41% 4.39 0.18 5.45 12 13 (N/A) (N/A) 0.000 0.097 0.00 6.46 0.63 592.57 590.98 121 1.30% 8 1.39 45°% 3.96 0.52 5.63 13 X5 0 (N/A) �k 0.097 0.00 6.30 � 583.30 4t 21 15.80°% 8 V 13% 13.80 0.04 O X5 X6 0.29 0.69 `D 0.298 5.00 6.29 1.89 579.88 578.12 48 3.70% 18 20.23 10 ,2 11.46 0.11 � b} YES > a (N/A) 0.000 0.298 0.00 Vr 1.88 578.02 566.04 ' r J 30.02 6% 17.07 0.26 6.30 5.50 U DRAINAGE AREA SUMMARY s DRAINAGE AREA LABEL J TOTAL AREA (AC.) IMPERVIOUS AREA (AC.) PERVIOUS AREA (AC.) OTHER AREA (AC.) C CN TIME OF CONC. Tc (min) PRE -DEVELOPMENT SIZE PIPE CAPACITY Q/ Qf VELOCITY FLOW TIME inlet accum upper end DA X1 X1 0.215 0.125 0.091 0.000 0.65 82 5.0 DA X2 X2 0.205 0.106 0.100 0,000 0.61 80 5.0 DA X3 X3 1.815 0.000 1.815 0.000 0.30 61 5.0 DA X4 X4 0.100 0.057 0.043 0.000 0.64 82 5.0 DA X5 X5 0.232 0.188 0.044 0.000 0.79 91 5.0 TOTAL: 18 2.567 0.476 2.091 0.000 0.41 68 5.0 DA ROOF 05 0.266 0.266 0.000 0.000 0.90 98 5.0 DA ROOF 06 0.196 0.196 0.000 0.000 0.90 98 5.0 DA 4 04 0.306 0.241 0.065 0.000 0.77 90 5.0 DA 5 05 0.191 0.159 0.032 0.000 0.80 92 5.0 DA 6 06 0.147 0.136 0.012 0.000 0.85 95 5.0 DA 2 02 0.318 0.260 0.058 0.000 0.79 91 5.0 DA 7 07 0.045 0.022 0.023 0.000 0.59 79 5.0 DA 8 08 0.023 0.012 0.011 0.000 0.61 80 5.0 DA 9 09 0.073 0.038 0.035 0,000 0.61 80 5.0 DA 10 10 0.044 0.034 0.010 0.000 0.76 89 5.0 DA 11 11 0.028 0.017 0.011 0.000 0.66 83 5.0 DAX1 X1 0.384 0.125 0.259 0.000 0.50 73 5.0 DA X2 X2 0.112 0.099 0.013 0.000 0.83 94 5.0 DA X3 X3 0.149 0.011 0.138 0.000 0.34 64 5.0 DA X4 X4 0.157 0.082 0.075 0.000 0.61 80 5.0 DA X5 X5 0.292 0.191 0.101 0.000 0.69 85 5.0 TOTAL: 1 (N/A) 1 2,730 1.889 0.841 0.000 0.72 87 5.0 WM 0 DRAINAGE LEGEND IMPERVIOUS AREA GRAPHIC SCALE IN FEET 20 40 80 STORM DIRAIN DESIGN CALCULATIONS POST -DEVELOPMENT r.� DA 7 0.0445 ACRES C=0.59 -0ACRES .83 -- ' GRAPHIC SCALE IN FEET 20 40 80 FROM POINT TO POINT DRAINAGE AREA RUNOFF COEFFICIENT CA INLET TIME RAINFALL RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE PIPE CAPACITY Q/ Qf VELOCITY FLOW TIME inlet accum upper end lower end incr I accum acres C min in/hr cfs ft ft ft % in cfs % fps min X2 X1 0.11 0.83 0.093 0.093 5.00 6.67 0.62 572.44 565.81 170 3.90% 18 20.77 3% 11.77 0.54 5.00 X1 X11 0.38 0.50 0.192 0.285 5.00 6.49 1.86 565.11 564.95 49 0.30% 18 6.00 31% 3.26 0.27 5.54 X11 X8 (N/A) (N/A) 0.000 0.330 0.00 6.41 2.13 564.77 558.43 147 4.30% 18 21.82 10% 12.36 0.31 5.81 6 3 0.34 0.79 0.271 0.301 5.00 6.67 2.02 589.26 585.51 108 3.50% 15 12.06 17% 9.87 0.25 5.00 8 7 0.02 0.61 0.014 0.014 5.00 6.67 0.10 596.51 596.28 46 0.50°% 8 0.86 12% 2.45 0.47 5.00 7 5 0.05 0.59 0.027 0.041 5.00 6.51 0.27 596.18 593.85 133 1,80% 8 1.60 17% 4.66 0.65 5.47 5 4 0.46 0.90 0.411 0.433 5.00 6.31 2.75 592.01 588.10 98 4.00% 15 12.89 21% 10.56 0.20 6.12 4 3 0.31 0.77 0.236 0.668 5.00 6.26 4.21 588.00 585.51 54 4.70% 15 13.94 30% 11.44 0.09 6.32 3 2 (N/A) (N/A) 0.000 0.970 0.00 6.23 6.09 585.41 584.21 29 4.20% 15 13.27 46% 10.82 0.05 6.41 2 1 0.32 0.79 0.251 1.221 5.00 6.22 7.65 582.00 576.50 74 7.40% 15 17.61 43% 14.36 0.09 6.45 1 X3 (N/A) (N/A) 0.000 1.221 0.00 6.19 7.62 576.40 573.63 62 4.40% 15 13.61 56% 11.07 0.09 6.54 X3 X4 0.15 0.34 0.051 1.272 5.00 6.17 7.90 573.53 569.61 94 4.20% 18 21.51 37% 12.21 0.14 6.63 X4 X7 0.16 0.61 0.096 1.367 5.00 6.13 8.45 567.44 565.97 51 2,90% 18 1 17.79 47°% 10.15 0.09 6.77 9 10 0.07 0.61 0.045 0.045 5.00 6.67 0.30 595.71 594.38 66 2.00% 8 1.71 18% 4.91 0.30 5.00 10 11 0.04 0.76 0.033 0.078 5.00 6.57 0.S2 594.28 593.51 39 2.00% 8 1.70 31% 4.91 0.15 5.30 11 12 0.03 0.66 0.018 0.097 5.00 6.52 0.63 593.41 592.67 45 1.60% 8 1.54 41% 4.39 0.18 5.45 12 13 (N/A) (N/A) 0.000 0.097 0.00 6.46 0.63 592.57 590.98 121 1.30% 8 1.39 45°% 3.96 0.52 5.63 13 X5 (N/A) (N/A) 0.000 0.097 0.00 6.30 0.61 583.30 579.98 21 15.80°% 8 4.81 13% 13.80 0.04 6.15 X5 X6 0.29 0.69 0.201 0.298 5.00 6.29 1.89 579.88 578.12 48 3.70% 18 20.23 9% 11.46 0.11 6.19 YES X7 (N/A) (N/A) 0.000 0.298 0.00 6.26 1.88 578.02 566.04 147 8.20% 18 30.02 6% 17.07 0.26 6.30 5.50 X8 (N/A) (N/A) 0.000 1.665 0.00 6.11 10.25 565.97 557.83 215 3.80% 18 20.43 50% 11.62 0.31 6.86 EX7 X9 (N/A) (N/A) 0.000 1.995 0.00 6.02 12.11 553.67 547.74 143 4.20% 18 21.42 57% 12.21 0.19 7.17 13 X10 (N/A) (N/A) 0.000 1.995 0.00 5.97 12.01 539.72 536.23 98 3.60% 24 42.70 28% 13.70 0.14 7.36 NO 01 (N/A) (N/A) 0.000 1.995 0.00 5.94 11.94 536.21 535.94 41 0.70% 24 18.28 65% 6.04 0.11 7.50 ►l � .A STA OUTFALL TO SWM -1 HYDRAULIC GRADE LINE CALCULATIONS GRAPHIC SCALE IN FEET 0 30 60 120 INLET 0.81)+ INV (OUT) ACTUAL OUTLET WSE DESIGN OUTLET WSE Do Qo Lo Sfo Hf z> JUNCTION LOSS FINAL INLET H WSE F/L ELEV Vo Ho Q. V. Q.V. t.� H; Angle Ha Ht Surface Runoff Factor? 1.3 Ht IS -17 0.5 Ht (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) 2g" (13) (14) (15) (16) (17) (18) (19) (20) 1 (21) X10 537.54 537.54 537.54 24 11.94 41 0.0028 0.12 5.34 0.11 12.01 4.24 50.92 0.28 0.10 70 0.17 0.38 NO 0.38 NO 0.38 0.49 538.03 544.74 X9 537.83 538,03 538.03 24 12.01 98 0.0028 0.28 5.84 0.13 12.11 6.85 82.95 0.73 0.26 20 0.18 0.57 NO 0.57 NO 0.57 0.85 538.88 553.26 X8 548.94 538.88 548.94 18 12.11 143 0.0133 1.89 7.36 0.21 10.25 5.80 59.45 0.52 0.18 15 0.10 0.49 NO 0.49 NO 0.49 2.39 551.33 565.03 X7 559.03 551.33 559.03 18 10.25 215 0.0095 2.05 16.60 0.17 8.45 4.78 40,39 0.35 0.12 80 0.23 0.53 NO 0.53 NO 0.53 2.58 561.61 574.33 X4 567.17 561.61 567.17 18 8.45 51 0.0065 0.33 5.94 0.14 7.90 4.47 35.31 0.31 0.11 25 0.09 0.34 NO 0.34 NO 0.34 0.67 567.84 574.96 X3 570.81 567.84 570.81 18 7.90 94 0.0057 0.53 5.75 0.13 7.62 6.21 47.32 0.60 0.21 0 0.00 0.34 NO 0.34 NO 0.34 0.87 571.68 577.73 1 574.63 571.68 574.63 15 7,62 62 0.0139 0.87 (6.68 0.17 7.65 6.24 47.74 0.60 0.21 25 0.18 0.57 NO 0.57 NO 0.57 1.43 576.06 579.66 2 577.50 576.06 577.50 15 7.65 74 0.0140 1.04 (6.70 0.17 6.09 4.96 30.21 0.38 0.13 90 0.27 0.58 YES 0.75 NO 0.75 1.79 579.29 589.75 3 585.21 579.29 537.54 15 6.09 29 0.0089 0.25 5.80 0.13 4.21 3.53 14.86 0.19 0.07 30 0.07 0.27 NO 0.27 NO 0.27 0.52 538.06 590.22 4 586.51 538.06 586.51 15 4.21 54 0.0042 0.23 4.86 0.09 2.75 2.67 7.34 0.11 0.04 60 0.06 0.19 YES 0.25 NO 0.25 0.48 586.99 592.46 5 589.10 586.99 589.10 15 2.75 98 0.0018 0.18 4.14 0.07 0.27 0.76 0.21 0.01 0.00 90 0.01 0.08 YES 0.10 NO 0.10 0.28 589.38 597.47 7 594.38 589.38 594.38 8 0.27 133 0.0005 0.07 2.37 0.02 0.10 1.19 0.12 0.02 0.01 40 0.01 0.04 YES 0.05 NO 0.05 0.12 594.50 599.29 8 596.81 594.50 596.81 8 0.10 46 0.0001 0.00 :1.62 0.01 0.00 0.00 0.00 0.00 0.00 0 0.00 0.01 YES 0.01 NO 0.01 0.02 596.83 599.03 6 586.51 538.06 586.51 15 2.02 108 0.0010 0.11 3.74 0.05 0.00 0.00 0.00 0.00 0.00 0 0.00 0.05 YES 0.07 NO 0.07 0.18 586.69 592.57 X6 567.24 561.61 567.24 18 1.88 147 0.0003 0.05 3.49 0.05 1.89 2.91 5.50 0.13 0.05 80 0.09 0.18 NO 0.18 NO 0.18 0.23 567.47 582.02 X5 579.32 567.47 579.32 18 1.89 48 0.0003 0.02 3.49 0.05 0.61 2.03 1.24 0.06 0.02 30 0.02 0.09 YES 0.12 N0 0.12 0.14 579.46 586.96 13 580.51 579.46 580.51 8 0.61 21 0.0025 0.05 3.10 0.04 0.63 1.80 1.13 0.05 0.02 40 0.02 0.08 NO 0.08 NO 0.08 0.13 580.64 590.65 12 591,51 580.64 591.51 8 0.63 121 0.0027 0.33 3.13 0.04 0.63 2.69 1.69 0.11 0.04 80 0.07 0.15 NO 0.15 NO 0.15 0.48 591.99 599.55 11 593.20 591.99 59120 8 0.63 45 0.0027 0.12 3.14 0.04 0.52 2.58 1.34 0.10 0.04 0 0.00 0.07 YES 0.10 NO 0.10 0.22 593.42 599.34 10 594.04 593.42 594.04 8 0.52 39 0.0019 0.07 2.92 0.03 0.30 1.90 0.57 0.06 0.02 0 0.00 0.05 YES 0.07 NO 0.07 0.14 594.18 599.38 9 594.91 594.18 594.91 8 0.30 66 0.0006 0.04 2.46 0.02 0.00 0.00 0.00 0.00 0.00 0 0.00 0.02 YES 0.03 NO 0.03 0.07 594.98 599.40 X11 559.63 551.33 559.63 18 2.13 147 0.0004 0.06 3.62 0.05 1.86 3.13 5.82 0.15 0.05 50 0.08 0.18 NO 0.18 NO 0.18 0.24 559.87 570.80 X1 1 566.15 1 559.87 566.15 18 1.86 49 0.0003 0.02 3.00 0.03 0.62 3.78 2.34 0.22 0.08 90 0.16 0.27 YES 0.35 NO 0.35 0.36 566.51 571.56 U) 0 z N 0- e � 0 z> Cn m LLJO U�C c= CD z 0 -t U=N S OU 00 0 M.. - V� 00 U > w <0 r7 ch < O0 0 m Z C-0 Z Q I Ld _ _ LjN � cl�Dow 0 C0 w z w T . I 0 U cn w O � o Q O O ro U) 0 z N 0- e � 0 z> Cn m LLJO U�C c= � Z z 0 -t U=N S OU 00 0 M.. - V� 00 U > w <0 r7 ch < O0 0 m Z C-0 Z Q I Ld _ _ � cl�Dow 0 C0 w z w T . I 0 U cn w O � o 00 O O ro U LLJ CG-1 02 U) � z z o D 0 U ,w CK, O w V) w 0 Q I -I 1 1 1 1 1 IzI iI j2-IIWI7 A I f YNAL P:i 0 z N 0- e � 0 z> Cn m LLJO U�C c= � Z 0 -t U=N S OU 00 0 M.. - V� 00 U > O< Q <0 r7 ch < O0 0 m Z C-0 Z Q I Ld _ _ � cl�Dow 0 C0 w z w T . I 0 U cn w O � o 00 O ro iI j2-IIWI7 A I f YNAL P:i z w 0- e O 0 (� Cn m LLJO wo c= 0 -t t- \ vi m > O< Q o� < a m m o _ _ � < t w U LU . I 0 U cn w O � o S U vi W i LLCL r) < t LU . I 0 LLJ CG-1 02 M li� OU2/00 0 LLJ -1/14/2007 10 07, FAX < D-velopment IT, E _U IN10V 14 2007 172 South Pantops Driv, Charlottesville, VA 22911 L -,'o LECLAIR_�YAN L 434,S79.B121 (p, "4 co DDRVA.corr) V T 7, November 12, 2007 j V_/, Nj R Li November 13,2)07 f VIA Ii and U S. MAIL 7_7 TuckeT Hurt 0 Y C.W. Hurt Cont,acLors '7 "26,5 /W) Roger D, Williams, Esq. 68 P0 Box 8147 > Charlottesville, i`A 22906 M Callum & Kudravetz, P,C. c 0 250 Fast High Street R �,'ollyiiiead'Fo%vnceriter,SWMFLcititytI ::D U5 Charlottesville, VA 22902 > /* DearTuQket, 0 U Li 4 Rie: Trustees oftlig Post Offle Land usjLPQL _)Th, �Dant grrLup 4- The purpose off Ins letter is to certify that the 9 ti wyler system conveying the drainage flom Block 8 Hollvirtend Townecrior Block CS Y 7— oll Hollyrrica I Towncltator to stornawater management facility il In s been designed to accorrarriodate LLJ y-, All Q flie full developi.ient conditions for that ii-rca. Dear Roger: -7 "Aj Sincerely, I have icccivcd front you various closing documents in preparation for clusing, on Hollyinead f A 4w Cl%>) TowncQrver Block C Lot 8. Howcvei� thl are numerous operational issues to be resolved and 4 tatation outstanding, The list beluw is sirrilar to the checklist I sent this j A plans and other docume rnoruing but does not include documents received as to which %vc have no questicIns or rcvisions. 7, Awl < 7� r�z- - iI -W Tim Miller, PE, Ls "it( Lawrence, the planner it) charge of guiding both the minor site d 1�,77, As I mentioned last week, I Z f 4 C6, -v �y o' TIM THY Rj,Y 1,111 LER plan arnenchrI and the revised subdivision plat through the County review process toward k f Ipp d and 1p 'Z roval, said that tliQse two documents certainly would net be reviewc proved in time j- 41, 1 s',� fact, based oil information from hint and 0 t for Our scheduled closing on November 15, 2007, It U� --n planner David Pennock, approval tiny time before November 26"' appears very unlikely. A f f . ..... "iAY U� Z 7' perhaps g) -cater concern as to these two filed documents is that the changes requested by our client ill a letter clated October 19, 2007 from Be Rodenbough to Ed Lowry are not feflected in "A f I`- J - j e ' /-' " 'i" ' "' " " f"', i ' _ _- J. j 4� -j . the submitted documents currently being reviewed by the County, 0 to To summarize, d CN 7-', -j j- -x, PVl if I— f j y Stomi, Water Manageme It N ie necessary documentation and requested assurances ire as fiellows: P r U < Z> Certification that the receiving rl cam stonit system from Block CS to Water F r 9 Mariagement Facility ill is designed and installed to handle adequtely all post - development Turfolifficiril C8. LJ 10 P- 4 < IF F A( Ui L) L P r A 0( 00 < 00 M East Street, Eighth Floor 0 Dhrecl Pholie: 434.245.3446 Virginia 22902 V) 0 j Difoo Fax: 414.296.0905 Pholia: 434.245�3444 Fax: 431.296.0905 0 AT LAVI 0 Z Lj C) 0 r 0 Ld CO _j 7 7 < 7, 'ogea D. Williams, Esq. Roger D, Williams, Esq, Li 0 '07 November 12, 2007 _j -Z November 12, 20 Page 3 Page 2 < < __j Please let me kno ifyou have. any questions about these requests. b. When Block CS is developed, the storm water line will need to tic in the inlet shown in IL 7L, the pocket part, We need drawing from POLT showing the ppropriate Storill Water 0 0 n Very truly yours, C4 __j nc/Private Ac 2. Laurel Park L cess Road I0 -k Lane be with C ban the 6 ,and 2 Lori H. 0 a. Tucker Hurt agreed to Wimi Bishop's request that Laurel Pr 6 inches of stone, 4 inches of binder, and 2 inchc� of topping rri t j t section shovo) on the pfovious Park Lane road Tim road plan needs to f Bi) Rodenboll?h, Esq. U) qngo ill construction plans. be revised to show such ch, Ld Lowry, Esq. Steve W, Blaine, Esq. 00 -Z b. The Minor Site Plan Amendment also needs to be revised f show the� 6/4/2 section. C. We need CVidCfll OfCOUnty approvl ofthe revised Laurel Park Lane- road plans. f TH Sewer a_ 0 f Ia. sanitary sewer casement should extend froni the sanitary sewer rnaiihole C-5 along cr) Boulevard to the edge of our property line. < AN J. BRE R nhwater line to block C8 at b. Please provide that there is a stub out of the 8 BRIAN J. BRE = -4 f f Station 5 100 from Laurel Park Lail Lic. No. 039045 Ic. Please provide verification as to an 8 -inch Y connection to Block C8 f�olll file 8-inell sanitary sewer system located at fit, niargin of Laurol Park Lane (approxiniativ 180' X 5 north of utaoliclIQ C-5). 00 Dedication oflMeetnirz Street and Timberwood Boulevard V) F_ 0 AL Please provide evidence that the ded jQatien of these X6 or way lia.s been cccpted by 7, -Ic COMIty Board of'Spervisors. (lie Allicunai 5. Utilj eff ic Conduit — 0 P U Y'r Li 0 < �r P ease provide of I ty design Cn LLJ 0 > U -he conduit Plan We M b. Wu have stitt no: received a complete conuit plant as requested. I 7 -drawn cooduit that suits before reching C8. C) < C-� < 1 licei ved shows a, hand 0 0 Z < j 0 0 0 lU� 0 C� U LLJ ch� f C: > cl� STORMWATER MANAGEMENT SUMMARY: fij� f 4 777 �77 7 THE SITE IS CONSIDERED A NEW DEVELOPMENT IN A MASTER PLAN AND FOLLOWS TECHNICAL CRITERIA PART 11—B AND THE HOLLYMEAD TOWNCENTER AREA C MASTER STORMWATER PLAN. THE LIMITS OF DISTURBANCE (±2.08 ACRES) SERVE AS THE LIMITS OF ANALYSIS FOR BOTH STORMWATER QUANTITY AND QUALITY CALCULATIONS. co F THE ENTIRE PROJECT SITE ULTIMATELY DRAINS TO HOLLYMEAD MASTER SWM -1 STORMWATER MANAGEMENT BASIN. STORMWATER QUANTITY CONTROL: f �4 0 M THERE ARE TWO POINTS OF OUTFALL FOR THE SITE AS NOTED BELOW: c-,] r THE MAJORITY OF THE SITE CONNECTS TO THE EXISTING DRAINAGE NETWORK VIA A 15" RCP AT STRUCTURE X3. UJ THE REMAINDER OF THE SITE CONNECTS 'TO THE EXISTING DRAINAGE NETWORK VIA A 8" PVC PIPE AT STRUCTURE X5. il ULTIMATELY, STORMWATER QUANTITY COMPLIAN(CE FOR BLOCK Vill IS ACCOUNTED FOR IN THE APPROVED OVERALL DEVELOPMENT STORMWATER MANAGEMENT/BMP > PLANS BY RIVANNA ENGINEERING & SURVEYING; PLC FOR HOLLYMEAD TOWNCENTER AREA C. BLOCK Vill DRAINAGE AREAS WERE DESIGNED WITH AN ASSUMED OVERALL f —VALUE OF 0.85, AND WITH THE PROPOSED STAYBRIDGE SUITES DEVELOPMENT, BLOCK Vill DRAINAGE AREAS HAVE AN OVERALL C—VALUE OF 0.72. SINCE LESS C 'All IMPERVIOUS AREA IS PROPOSED THAN WAS ACCOUNTED FOR IN THE OVERALL STORMWATER PLAN, THE SITE IS FULLY COVERED BY THE OVERALL STORMWATER PLAN. < 7177/ FOR MORE INFORMATION, SEE "HOLLYMEAD TOWN CENTER REGIONAL SERVICE AREA C", WP0200302301, AND "HYDRYOLOGIC/HYDRAULIC CALCULATIONS FOR HOLLYMEAD TOWNCENTER SWII ZMA200700020, BY RIVANNA ENGINEERING & SURVEYING PLC. 03, oil I THE EXISTING DRAINAGE SYSTEM IS ADEQUATEL-Y SIZED TO CARRY RUNOFF FROM THE PROPOSED DEVELOPMENT. PIPE ADEQUACY CALCULATIONS ARE SHOWN ON SHEET CG -101 FROM STRUCTURE X3 TO X7 AND FROM STRUCTURE X5 TO X7. THE CUMULATIVE CA VALUE WAS EVALUATED FOR EXISTING STRUCTURES X1 AND X2. —DEVELOPMENT FLOW TO STRUCTURES X1 AND X2 IS 0.37. THE POST— DEVELOPM ENT CA VALUE IS LOWER THAN THE < THE CUMULATIVE CA VALUE FOR POST ' IV —DEVELOPMENT CUMULATIVE CA VALUE OF 0.38. PRE < X 4 V STORMWATER QUALITY < Uj W > la� > THE DEVELOPMENT OF BLOCK Vill RESULTS IN A TOTAL OF 1.53 ACRES OF IMPERVIOUS AREA WHICH GENERATES A REMOVAL REQUIREMENT OF 2.71 LBS PER YEAR OF PHOSPHORUS. PER THE HOLLYMEAD TOWN CEN -TER REGIONAL SERVICE AREA C PLANS, THE DEVELOPER OF BLOCK Vill IS RESPONSIBLE FOR 1 ACRE OF IMPERVIOUS BY A BIOFILTER, AND THE REMAINING STORMWATER TREATMENT WILL BE TREATED BY SWM -1. ONE ACRE OF IMPERVIOUS AREA GENERATES A 0 REMOVAL REQUIREMENT OF 1.76 LBS PER YEAR OF PHOSPHORUS. DUE TO THE SITE CONSTRAINTS, THE DEVELOPER INTENDS TO PURCHASE EQUIVALENT PHOSPHOROUS X7 X3 CREDITS FROM AN APPROVED NUTRIENT CREDIT' BANK IN LIEU OF CONSTRUCTING A BIOFILTER. THE FINAL PURCHASE AGREEMENT WILL BE PROVIDED PRIOR TO LAND DISTURBANCE. THE REMAINDER OF THE REMOVAL REQUIREMENT IS ACCOUNTED FOR UNDER THE OVERALL MASTER DEVELOPMENT PLANS. SEE DRAINAGE REPORT FOR C) < MORE DETAILS. Uj LL J DRAINAGE LEGEND Lu In X2 ry U) < MANAGED PEN DRAINAGE TOTAL IMPERVIOUIS TURF SPACE -, 11 _ AREA C CN IMPERVIOUS AREA Z AREA (AC-) AREA (AC.)� AREA AREA (AC.) LABEL n 0.20 61,0 LLJ 0 Pre A 1.000 �6 U Pre total 1.000 0 0 0.20 61.0, 1.000 'Of"'(7, 0 0.95 98.0 , rL, Post Total A 1.000 1.000 Q,000 0.000 0,95 9&o < < X1 >_ LLJ M GRAPHIC SCALE IN FEET < 0 40 U SHEET NUMBER 0 C) CG -1 03 STORM SEWER PROFILE FROM STR. 08 TO STR. X3 .i: 604 I .1i 596 592 4.114 584 :ol 576 572 570 570 q+gin 1 n+nn 11 +nn 12+n0 13+00 14+00 1,9+ nn 1 .,:)-a-�� STORM SEWER PROFILE FROM STR. 06 TO STR. 03 600 z w 600 m co II �' o O cn m /y•w o Ln co �1' Li Z Z O V1I1 Q 596 0 CD m "' Z o-- - o c 596 cfl < [If I � m EXISTING GRADE O Z Qco Q Lo z o z - " PROPOSED GRADE 00 Elf o O w (Y d o o ly- 592 0 v / 592 588 W Lo O Z LnO� _ . Rip _ Q " 6- ®3 3j9• 604 1 " _ . J � . `-: a� 0) 584 Z o0 Q 584 z `� �EXfSTING GRADE 604 z 580 GRADE `n L.0`nZ +(3�°�I `o Q, D 578 ®+ :� —coO 578 9+50 10+00 11+00 11+50 ic7 u�j� a)Lo azo o .. D . �� 0 F rn6� - ,. o >»>_>» �zzz O .-._ _ — �zz o w- +rn'ni-1= o z O O �zz 600 o `�' zo () O cz 600 „. O O > .., 0 600, 'r' O �; z z (Y�_ -.` PROPOSED \ .�t " `<: o `n 00 00 O , GRADE z o z� + Lr) 00 596 II —' o Ln II00 co co ooc) p� 00 ,ri co O _ Q) z o [ Q 596 PROPOSED GRADE M I " + N 00 `— rn Lf) I-- I + O 00 00 tom Ln Ln I—" 596 '� 4;_ .. �z0 = z zo`� e " o �ZZ O - _ 8.. 66 LF OF PVC 6" WATERLINE ELEV: 596.33 CROSSING zo o > `' it z z p , • .. J Z Z Z _ _ o '4 Lo N Cco 46 __ ASC -a- — - v n I ` Ln + m UO . . coo - - 592 8., PVA ©2.00q ®Ofi 3.41 9- 3 Ofi 00 cfl 0) (N 592 .. z O 1.63q 592 6" SANITARY SEWER_ CROSSING pVC cn 3, N O > > F z Z oc)^ ELEV:594.22 4jq„ ° 73 CF ` OF 588 Ile 588 ' I 588 584 584 r5.; s2 i! {i 1 584 8' j A20 OF O 000 6 'ss9 _ 580 O O o 580 578 - - � (Dz (.c) 578 9+75 10+00 11+00 O Z 13+nn 134-85 r <-CO� + O r tC) " 584.E - ao'� �s" 28 Gfi RCp OF _ _ z g _ 00 Ln Z p �f w V) 6" SANITARY 4, 2g + Oro SEWER CROSSING ° O z z ".n ELEV: 585.79 j u7 z 580 ' ', F r �- . �> Fy — RR3-Y- 576 576 _ 1s" 62 tF RQp pF _ • , ©4 449 i 9 572 .i: 604 I .1i 596 592 4.114 584 :ol 576 572 570 570 q+gin 1 n+nn 11 +nn 12+n0 13+00 14+00 1,9+ nn 1 .,:)-a-�� STORM SEWER PROFILE FROM STR. 06 TO STR. 03 600 z w 600 m co II �' o O cn m /y•w o Ln co �1' Li o -J- Ln /W� yco V1I1 Q 596 0 CD m "' Z o-- - o c 596 cfl » I Lo + 6 000 000) ()-) m 608 O Z Qco Q Lo z o z - " PROPOSED GRADE < > > > Elf o - (Y d o z 27 ly- 592 0 v / 592 588 r r r �fi OF S., r w 588 _ - Rip _ Q " 6- ®3 3j9• J 0Ln `- EXISTING z z 584 Z • ¢uon `Y' Q 584 z `� �EXfSTING GRADE 604 z 580 GRADE `r'cl) 580 578 ®+ a� �, 578 9+50 10+00 11+00 11+50 STORM SEWER PROFILE FROM STR. 09 TO STR. X5 612 612 GRAPHIC SCALE IN FEET 0 20 40 80 HORIZONTAL 2 z w a_ m — 00 o cn cn m D 0 0 w o Li o -J- VJ Q 608 ¢ `� ¢ o\ V 00 m 608 — Z Qco Q z in z zO " O 01) Elf o - (Y d J ly- zi 0 v / Q W m J w Q _ O w co " N Q " 6- n o J 0Ln `- EXISTING z z • 00�`t r? Z • ¢uon `Y' Q Ln Co "' z `� 604 z + °i GRADE `r'cl) z ff '0 ®+ a� �, 604 �.. azo , a)Lo azo .. D . �� 0 F - ,. o >»>_>» �zzz O .-._ _ — �zz r- w- z O O 600 () 600 > .., 0 - N PROPOSED \ .�t " `<: o `n 00 GRADE + Lr) 00 596 _ Q) z o 596 �ZZ O - _ 8.. 66 LF OF PVC 02.0 pq LF OF 592 8., PVA ©2.00q 45 'LF OF 8„ Pvc _ t 00 cfl 0) (N 592 1.63q +(600 oc)^ 588 Ile 588 ' I 584 584 i! {i 1 584 8' j A20 OF 6 'ss9 _ 580 580 578 578 9+75 10+00 11+00 12+nn 13+nn 134-85 GRAPHIC SCALE IN FEET 0 20 40 80 HORIZONTAL 2 V) z W 0 v z 0 0 0 w cn Li m 0 Q z 0 cn w 0 r7 N '1 N �Q - z] u� �z ou00o U) 00 n U ¢o C:) o 1- o b z N c9 = Q i Fw-0>- z — o w 03� o v = � Li w w 0 a - 's Q oo o 0 IT 11 BRIAN 1'BREW Lic. No. 039045 _ II/�I/2D17 �f !'NAL T': z w a_ m — 00 o cn cn m D 0 0 w o Li o -J- VJ Q 0 ¢ `� ¢ o\ V o m o `- — 0 Q z in V) z W 0 v z 0 0 0 w cn Li m 0 Q z 0 cn w 0 r7 N '1 N �Q - z] u� �z ou00o U) 00 n U ¢o C:) o 1- o b z N c9 = Q i Fw-0>- z — o w 03� o v = � Li w w 0 a - 's Q oo o 0 IT 11 BRIAN 1'BREW Lic. No. 039045 _ II/�I/2D17 �f !'NAL T': vi z w a_ m — 00 o cn cn m D 0 0 w o o -J- VJ Q 0 ¢ `� ¢ o\ V o m o `- — 0 Q z in z < w 0 0 u cn w o Elf o _ v vi z_ w VJ Q W O LL Lu �. V Q U) W 0 LLJWM 0 0 >m u W J v / W m J Q SHEET NUMBER CG -501 U c n 0 0 0 0 E U S I T E 0 0 0 U vi 0 0 U 0 U) Q -0 0 O T I T 0 E Y 0 0 0 0 c 0 0 0 c CT 3 U7 j� 0 Q L W 0 L Q z U Q _0 0 D i N O c Ln 0 I ti 0 U U C � e? O � � a un ° c D � CL '- / 0 O < 6 % o cl) 0 0 U 0 co O o +� N � 0 UJ a N Q a � r Ci O o O C0 = O � U > 0 U o U � D / 0- a D_ E Q a� O n o N "- C6T O o O = N a, O 1 N - N U E N N n > - O 0 z (n N J E 4 F ) W c 0 c W 0 Q o z Q ._ 0 L D 0 N o O 0 Ln I = 0 O 0 CJ � 0 0 a J N O � Y 0 O Q (n iJ 0 O o 0 U N V) >_ N 0 sy In 5 y 0 C) 1 5, F Zl P 7E) 0 }' G7 0 t Z � DI -2A, 2B, 2C EXISTING OR PROPOSED SIDEWALK. SEE NOTE 15 GALV. L21%z"'X2'/2"X'/q'° �E EXPANSION JOINT BACK OF SIDEWALK EXPANSION JOINT 3'-6" 8'-8" LONG 8" 2"-2" 8" GALV. MC6X12 3'-2 I �r A BARS A-1ffi C BARS A-1 S.. C -C ffi io" C -C D_ D 00 BARS B WELDED T` M a 10" C -C JOINTS � V M cV TYPICAL BARFACE OF CURB 8S C C o9 z" > 12" a 9 z' cv N FL OW ,_7t, BARS I CRACK CONTROL JOINT ffi14" C -C ��•►E 3'-0" 2'-0" 8" 2'-2" 8'1 - G COLLAR SECTION B -B L160 IN. 3'-6" 6'MIN.2,_7„ ' MAX. I PLAN VIEW 10' MAX. T-4" " 2'-0" La. -A BARS A-1 L 2V2"X2V2"XI%4" N L -VARIABLE -MAX. 20' I GALV. SLOPE OF �- 2'-0" 8" 2'-2" „ 8" 3'-0" APPROACH BARS F v eo SURFACE GALV. MC6X12 3'-2" Lu GALVANIZED MC 6 X 12 I -- f w o d .d BARS E WARPED SECTION D -D L- --- "-- 1 a 6" C -C WELD p -- BEFORE GALV. 3" DIAMETER B B Q 6S B_ 1 GALV. WEEP HOLE I BARS E 8" 8" MC6X12 WELD ALL SEE NOTE 8 _ /z" X ,}°, STUD SHEAR SECTION C -C CONNECTOR .ODEGREASE TO 1" TO COLLAR. FRONT ELEVATION WHEN INLET IS USED SECTION E -E WITH MEDIANS. DI -2A DI -28 T-4" WARPED GUTTER I. „I L BARS A_i APPROACH GUTTER ffi 7" - 1" io i rn 11/4" I I FLOW `v WEEPHOLE 5" X 1/L 2112"X21[ 'X1/4" •--- + c� o BARS A_1 I- SEE NOTE 8 BENT IkATES ' SLOPEGAL OFANIZ �5 _I a w rn I BARS A - F _ _I uj z sn BARS - - 8 10" C -C 0 SURFACER FOR USE ON GRADES O_ w BSS ®& N n w 10'1 C -C I I% 'X4" STUD _ "BARS C a %4 SMEAR CONN. L z . 8" C -C o WELDED TO ANGL DI -2C BARS F I IRON 0 2' C -C I WARPED TYPE A SURFACE TYPE B 'STE Flow " -FLOW SEEPNOTE 5 NOSE DETAILS 8" 2'-3" TYPE A NOSE DETAIL SHALL BE USED WITH CG -7 STANDARD. _ _ TYPE B NOSE DETAIL SHALL BE USED WITH CG -6 STANDARD. OF VANIZED 68* 30° AND AISEFOR TYPE A TO BE TO BE ANCHORED WITH Y-, ON AN STUD FOR USE IN SAGS SECTION A -A SHEAR CONNECTORS WELDED TO BENT PLAN AT 2' C -C. BOTH SIDES TO BE SYMMETRICAL FOR STEP DETAILS SEE STD. ST -1. 1vDOT STANDARD CURB DROP INLET SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 2 REVISION DATE 1211 24„ PIPE: MAXIMUM DEPTH (H) - 9' 233 104.03 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 GENERAL TOP OF FILL PB1 1. METHOD "A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE - APPLICABLE HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC -1 TABLES UNLESS _ _ OTHERWISE NOTED ON THE PLANS. I 2. H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRADE. SUBBASE 3. b - EXCAVATION DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL. - GROUND LINE T CIRCULAR PIPE HARDWARE 1. D - OUTSIDE DIAMETER OF PIPE. BARS F 2. d - INSIDE DIAMETER OF PIPE. CLOTH 3. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. I; III- rrrr 'rrrr I I III - N l rr,- = ROCK OR X - 12 I " WHERE d S LESS THAN 36". WEEP HOLE. X 18" WHERE d S 36" AND GREATER. + rrr rr I a I. 4. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR SEE NOTE 8 NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS. MATERIGA Li 5. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR MIN. I-1 I1 -i i_I I I_I ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND MIM. 1/10 D X D X BEDDING LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS. MIN. 1/10 D 6. BEDDING MATERIAL AND CLASS 1 BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER �' MATERIAL SLOT INLET (DI -13) OUTLET PIPES INSTALLATIONS. 10 ELLIPTICAL PIPE _ 1. Sl - OUTSIDE SPAN DIMENSION OF PIPE. MIN. g", MAX. 24" 2• S2 - INSIDE SPAN DIMENSION OF PIPE. NORMAL EARTH FOUNDATION 3. R - OUTSIDE RISE DIMENSION OF PIPE. OTHERWISE UNSUITABLE MATERIAL 4. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. MIN. 1.5 x D MIN. 1.5 x D X = 12 WHERE S2 IS LESS THAN 36". _ MIN. L(j x D MIN. 1.5 x D X - 18" WHERE S2 IS 36" AND GREATER 0.970 5. WHERE DIRECTED BY THE ENGINEER, BEDDING MATERIAL MAY BE ELIMINATED FOR ��wrwr�wir•�ilw •�i•w•�irwwwwwrw�w•�ircum 0��i�� m NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR 0.970 LESS AND HEIGHT OF COVER 15' OR LESS. w 6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ��f�`�sa�• ALL FOUNDATION 'TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND 16 HEIGHT OF COVER 15' Oft LESS. 0.970 PIPE ARCH 17 1. S - SPAN DIMENSION OF PIPE. 1.173 2. R = RISE DIMENSION OF PIPE. INCREMENT 3. B - SEE PC -1 TABLE FOR APPLICABLE PIPE MATERIAL - 4. x - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. x- 12 WHERE S2 IS LESS THAN 36". yy� x y 18" WHERE S2 IS 36" AND GREATER = 5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR = rrrrr rrrrr� ::•:� ::: - N = :: rrrr rrrr :�:�:�:: _ - :rrr rr, ::: }:: ; - • • r d rr :: + __ ;GROUND NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S2 IS 35" OR = - :-GROUND LESS AND HEIGHT OF COVER 15' OR LESS. LINE 6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR LINE ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35" OR LESS AND HEIGHT OF COVER 15' OR LESS. I I 1= 11=111=III-1111' N d EARTH i SPECIFICATION INSTALLATION OF PIPE CULVERTS & STORM SEWERS ZVDOT II MIN. 1/10 D X D X BEDDING MATERIAL _ t /2" PER SOIL X D X FROAD AND BRIDGE STANDARDS OF H GENERAL NOTES MIN.B BEDDING 302 REVISION DATE SHEET 1 OFF 303 VIRGINIA DEPARTMENT OF TRANSPORTATION OTHERWISE UNSUITABLE MATERIAL 107.ao (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O,D, I� MINIMUM PIPE BURIAL DEPTH PER PIPE INVERT ACCORDING TO MANUFACTURER PLANSITAKE OFF RECOMMENDATION NYLOPLAST 15" INLINE DRAIN: 2715AG X THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I: CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 1 - GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, THIS PF WITH THE EXCEPTION OF THE BRONZE GRATE. LOPI 2 - FRAMES SHALL BE DUCTILE IRON PER ASTIU A536 GRADE 70-50-05. NYNY P0: 3 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO TRANSI ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), TECHNI N-12 HP, & PVC SEWER. REPRO] 4 - DIMENSIONS ARE FOR REFERENCE ONLY. ACTUAL DIMENSIONS MAY VARY. 5 - DIMENSIONS ARE IN INCHES CONTAI CONTAI 6 - SEE DRAWING NO. 7001-110-275 FOR ADS N-12 & HANCOR DUAL WALL BELL ARTICL IS FORE INFORMATION & DRAWING NO. 7001-110-364 FOR N-12 HP BELL INFORMATION. pERMIS a a a 18" MIN WIDTH GUIDELINE 8"' MIN THICKNESS GUIDELINE DI -3A, 36, 3C FOR DETAILS OF INLET EXPANSION KEYED EXPANSION JOINT 3'-10" FRAME & COVER - JOINT CONST. BARS D APPROACH JIOINT f GUTTER BAR G 2 WARPED TOP OF FILL TOP OF FILL TOP OF FILL - 12.75 _ _ BAR' C-2„ I GROUND LINE _ SUBBASE GROUND LINE _ - GROUND LINE T - - HARDWARE 7001-110-209 BARS F =1-I I_I rrrrrr rrrrr III -I I 1=1 I CLOTH + I; III- rrrr 'rrrr I I III - N l rr,- = ROCK OR -' 11=III rrrr f% r I I I' I' .- -- rrr r'� �p�-EARTH 'I WEEP HOLE. o + rrr rr I a I. SEE NOTE 8 BEDDIN- -. MATERIGA Li 60 MIN. I-1 I1 -i i_I I I_I 1.2 MIM. 1/10 D X D X BEDDING 1/10 D �_ X D X BEDDING MIN. 1/10 D STEPS.'SE �' MATERIAL X D X 10 NOTE 5 _ 3.009 MIN. g", MAX. 24" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION SECTION A -A OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x DMIN. 1.5 x D _ MIN. L(j x D MIN. 1.5 x D - 0.970 w TOP OF FILL ��wrwr�wir•�ilw •�i•w•�irwwwwwrw�w•�ircum 0��i�� m 2.8 0.970 TOP OF FILL w 3.1 ��f�`�sa�• ■■■u��lri•��nr��1��mm w� lYill��■■��r��im��rMOn! _ �r�� 16 ww 0.970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 - 0.582 - :• rrrrrrr rrr, rrrr .• - yy� __ � rrrrrrrrrrrrrr r; �rrrrrrrrrrrrr = .: r J rrrr rrrrrrr, :�:�:::: ;::' ' _ - rrr rrrr :::::::•:: - : % �rrr - rr, •:•; :•}:.; •:. i ;: :• rrr rr ::: :: + rr GROUND :•;a d /'••� ::"::� = rrrrr rrrrr� ::•:� ::: - N = :: rrrr rrrr :�:�:�:: _ - :rrr rr, ::: }:: ; - • • r d rr :: + __ ;GROUND - �rrrrr,�r,�rrrrr r rrrr, rrrrrrrr - _ - rrrrrrr,rrrr� rr rr, �r,�rrrr N rrrr rr, rr rrrrrrrrrr + - rrrrrrrrrr v rrrrrrrrrr = - :-GROUND :LINE LINE j LINE III=_I - I 1= 11=111=III-1111' N d EARTH - - ROCK OR MIN. 1/10 D - - UNYIELDING =III -III=I I1_ III i. ' � j/i / �� /� / II l lI - - iTi-iTi-i MIN. 1/10 D �-BEDDING MIN. 1/10 D X D X BEDDING MATERIAL _ t /2" PER SOIL X D X OF H BAR G 2 WARPED TOP OF FILL TOP OF FILL TOP OF FILL - 12.75 _ _ BAR' C-2„ I GROUND LINE _ SUBBASE GROUND LINE _ - GROUND LINE T - - HARDWARE 7001-110-209 BARS F =1-I I_I rrrrrr rrrrr III -I I 1=1 I CLOTH + I; III- rrrr 'rrrr I I III - N l rr,- = ROCK OR -' 11=III rrrr f% r I I I' I' .- -- rrr r'� �p�-EARTH 'I WEEP HOLE. o + rrr rr I a I. SEE NOTE 8 BEDDIN- -. MATERIGA Li 60 MIN. I-1 I1 -i i_I I I_I 1.2 MIM. 1/10 D X D X BEDDING 1/10 D �_ X D X BEDDING MIN. 1/10 D STEPS.'SE �' MATERIAL X D X 10 NOTE 5 _ 3.009 MIN. g", MAX. 24" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION SECTION A -A OTHERWISE UNSUITABLE MATERIAL KEYED CONST. JOINT L -VARIABLE MAX. 20' `-0" 8" 2'-6" 8" 2' 70'2 2 " WARPED / " I I _ 3,_O„ d 2„ GUTTER z / BARS A APPROACH GUTTER i- - - -- - - - - - - ` - - - - - - - - --- f- -- - I - 0a e -BARS F t ARS E %, B ' �3" DIAMETER BARS E G co WEEP HOLE FRONT ELEVATION BARS F BARS B - - - -(GUTTER REMOVED) 11/4„ 3'-O" 5X'4" T TE = SECTION B -B g„ � A 8„ /BENPLA� 1/4 "R TYPE A NOSE DETAIL SHALL BE USED WITH CG -3 & CG -7 STANDARDS - L2%2"X2%2"X'/4" TYPE B NOSE DETAIL SHALL BE USED WITH CG -2 & CG -6 STANDARDS.GALVANIZED TYPE A TYPE B /2" X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68°30' TO ANGLE IRON AT 2'C -C. CONNECTORS AND IS TO BE ANCHORED WITH 1112" X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C C. 2„ APPR.PAVEMENI DI -3A _L DI -3B L DI -3C L WARPED PAVEMENT = I = f FLOW FLOW ( FLOW 1 1 DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER /� BOTH SIDES TO BE SYMMETRICAL XV DSPECIFICATION OT STANDARD C tJ R B D R lJ P INLET E T ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE. MAXIMUM DEPTH (H) B' 233 104.09 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 PB_l NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FILL TOP OF FILL TOP OF FILL - 12.75 _ _ 1225 - - GROUND LINE _ 12" GROUND LINE _ - GROUND LINE T - - _ -- 7001-110-209 _i-__ I -I r, rrrr rrrr 1 I I 1 I ! =1-I I_I rrrrrr rrrrr III -I I 1=1 I l III -_I rrrrr r ! ;' Jr -'r III III I- rrrr -'rrr 11--I I i N-= rrr rr -I I`� EARTH I; III- rrrr 'rrrr I I III - N l rr,- = ROCK OR -' 11=III rrrr f% r I I I' I' .- -- rrr r'� �p�-EARTH 'I rr d rrr- o Na rrr d UNYIELDING SOIL + rrr rr I a I. o BEDDIN- -. MATERIGA Li 2.223 MIN. I-1 I1 -i i_I I I_I 1.2 MIM. 1/10 D X D X BEDDING 1/10 D �_ X D X BEDDING MIN. 1/10 D MATERIAL �' MATERIAL X D X 10 /2" PER 1' OF H _ 3.009 MIN. g", MAX. 24" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x DMIN. 1.5 x D _ MIN. L(j x D MIN. 1.5 x D - 0.970 w TOP OF FILL 14 2.8 0.970 TOP OF FILL F" TOP OF FILL 3.1 ! ♦ • . ! 4.903 16 3.4 0.970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 - 0.582 - :• rrrrrrr rrr, rrrr .• - - rrrrrrr ;rrrrrrr, •:::::::: _ __ � rrrrrrrrrrrrrr r; �rrrrrrrrrrrrr = .: r J rrrr rrrrrrr, :�:�:::: ;::' ' _ - rrr rrrr :::::::•:: - : % �rrr - rr, •:•; :•}:.; •:. i ;: :• rrr rr ::: :: + rr GROUND :•;a d /'••� ::"::� = rrrrr rrrrr� ::•:� ::: - N = :: rrrr rrrr :�:�:�:: _ - :rrr rr, ::: }:: ; - • • r d rr :: + __ ;GROUND - �rrrrr,�r,�rrrrr r rrrr, rrrrrrrr - _ - rrrrrrr,rrrr� rr rr, �r,�rrrr N rrrr rr, rr rrrrrrrrrr + - rrrrrrrrrr v rrrrrrrrrr = - :-GROUND :LINE LINE j LINE III=_I - I 1= 11=111=III-1111' N d EARTH - - ROCK OR MIN. 1/10 D - - UNYIELDING =III -III=I I1_ III i. ' � j/i / �� /� / II l lI - - iTi-iTi-i MIN. 1/10 D �-BEDDING MIN. 1/10 D X D X BEDDING MATERIAL _ t /2" PER SOIL X D X OF H EARTH MIN.B BEDDING MATERIAL MAX, 24" MATERIAL FOUNDATIION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL BEDDING MATERIAL IN ACCORDANCE WITH EMBANKMENT SECTION 302 OF THE ROAD AND BRIDGE � NOTES: SPECIFICATIONS. FOR GENERAL NOTES ON PIPE BEDDING, CLASS I BACKFILL MATERIAL IN ACCORDANCE SEE INSTALLATION OF PIPE CULVERTS WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES SPECIFICATIONS. ON SHEET 107.00. (� REGULAR BACKFILL MATERIAL IN ACCORDANCE L- BRIDGE rrrr, FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL WITH SECTION 302 OF THE ROAD AND CRUSHED GLASS CONFORMING TO THE SPECIFICATIONS. " IN ACCORDANCE WITH SECTION 302 OF THE ROAD SIZE REQUIREMENTS FOR CRUSHER RUN AND BRIDGE SPECIFICATIONS, AGGREGATE SIZE 25 AND 26 MAY BE USED IN PLACE OF CLASS I BACKFILL. rrr„ FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL IN ACCORDANCE WITH SECTION 302 OF' THE ROAD AND BRIDGE SPECIFICATIONS. luno r INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS CIRC. PIPE BEDDING AND BACKFILL - METHOD ''A'' 302 SHEET 1 OF 4 REVISION DATE 07/12 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 107.01 ADAPTER SIZE B 4" 13.25 6" - 12.75 8" 1225 10" 13.50 12" 12.75 15" 7.00 TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY, ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO COWSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. (3) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4`- 15" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, \� ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC (CORRUGATED HDPE SHOWN) 3 GRATEOPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 1599CGP 7001-110-207 STANDARD MEETS H-20 1599CGS 7001-110-208 SOLID COVER MEETS H-20 1599CGC 7001-110-209 PEDESTRIAN BRONZE N/A 1599CGPB 7001-110-210 DOME NIA 1599CGO 7001-110-211 DROP IN GRATE LIGHT DUTY 1501DI 7001-110-073 41 bifid. TO TOP OF PIPE LID & FRAM E CIESk_3N =D BY ENGINEER �n i OHAIV ANTIC „i �-.D LOADS, �FRAME.TU\ BE SUPPORTIE'D BY CON CRE T' COLLAR ASPfiAL T OR TUI'„ - MIN. AS SPECIFIED BY OTHERS, BU T NO I L ESS 1 r1AN HP PIE;,IUP -SPECIFY DiAi, ETER L OCA- IOiN COIIi,iEC ION rib° ADS TRI' LE !t'IAL L -- POLYPROPYI.i°_NE RISEF, SiFOUING"THICKNE,' S MUST BE SlPEC!FIED B -- DE SIGN EN 31NIEERTO BE;1 - UAFI SIJPPOI.T FOR LOADING AND SOIL CONDITIONS, BUT rlDF I.E,33 T RAIN a' (151 MINI) NOTES: 1. FOR BURIAL DEPTHS GREATER THAN 10', OR WHERE GROUNDWATER WILL BE ENCOUNTERED, CONTACT ADS APPLICATIONS ENGINEERING 2. AVOID CONSTRUCTION LOADING ON DOME AND STRUCTURE PRIOR TO CONCRETE COLLAR INSTALLATION. 'CONTACT SALES REPRESE:ATATIVE FOR DETAILED PRODUCT SUBUTTAL NAWINGS & PRODUCT L\FCRNATION. !• •! •- • TABLE OF QUANTITIES N DEPTH BRICK MANHOLE CONCRETE MANHOLE LJ BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.0 0.785 2.223 8 1.2 0.785 2.485 9 1.4 0.785 2.747 10 1.6 0.785 3.009 11 1.9 0.970 i//lwww� 12 2.2 r • ► ! 1 3.817 13 2.5 0.970 4.179 14 2.8 0.970 ////.www! 15 3.1 ! ♦ • . ! 4.903 16 3.4 0.970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 - 0.582 60 O %NJ//Iwwwwm j U �a•n■wwlnl-J �wwww� ■wwwwl LLJ � wwww■ -lrs-i--�wwww 0 • wwww� LJ Iwwwwi • --- HALF PLAN VIEW I HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE NOTES: 1. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MUST BE DEDUCTED TO MANHOLE FOR 12" - 48" PIPE CULVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION MH -1 V -9Y4" DIA. THE LETTERS V.D.Q.T. ARE OPTIONAL IF USED THE LETTERS ARE TO BE CAST IN THE DEPRESSION IN TOP OF 1112" 1%z" COVER 1" WIDE RAISED % HIGH AS S/ yy 4SHOWN. „ n 1 t4' FINISHED lq SECTION A -A A LETTERING OPTIONAL APPROXIMATE WEIGHT CAST IRON FRAME 239 12 LBS. COVER 137 ± 7 LBS. OBTAIN TRUE QUANTITIES. 2. A BASE THICKNESS OF 9" WAS USED IN COMPUTING CONCRETE QUANTITIES. 3. INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ARE USED THE MINIMUM THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE CLASS Al 7. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS -1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. A r' S" i- 2'-0" DIA "i 5° •I L 1'-93/4" DIA. 'l SECTION B -B BOTTOM \VD0 I SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS STANDARD MANHOLE FRAME AND COVER SHEET 2 OF 5 REVISION DATE 224 VIRGINIA DEPARTMENT OF TRANSPORTATION 106.02 302 FRAME AND GRr'1TE (BY OTHERS). RISER OD - (2) CONCRETE COLLAR (BY OTHER=.) SI TALL BL 32.0" ( l3tnn?) i2,u=1Flm,FCING AS SP.ECIFF:D BY i DESIGN ENGII JEER ,J2016ADS,'iJC. YllDIH OF BACKF MIN. AS SPECIFIED BY OTHERS, BU I NOT LESS i HAN 8' (200inm) 1 CLASS I SACKFIL L i( BEDDING, PER ASTM 02321, MATE SH:1LL. BE WELL PLACED UNIFORMLY AROUND STRUCTURE AND iNLF i COI` NECTIONS ANO COMPACTED IN o' MAY LIFTS VARIES, �- 6" (150tMM) INJI NIM IUM TABLE OF QUANTITIES N DEPTH BRICK MANHOLE CONCRETE MANHOLE LJ BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.0 0.785 2.223 8 1.2 0.785 2.485 9 1.4 0.785 2.747 10 1.6 0.785 3.009 11 1.9 0.970 3.455 12 2.2 0.970 1 3.817 13 2.5 0.970 4.179 14 2.8 0.970 4.541 15 3.1 0.970 4.903 16 3.4 0.970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 - 0.582 MANHOLE FOR 12" - 48" PIPE CULVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION MH -1 V -9Y4" DIA. THE LETTERS V.D.Q.T. ARE OPTIONAL IF USED THE LETTERS ARE TO BE CAST IN THE DEPRESSION IN TOP OF 1112" 1%z" COVER 1" WIDE RAISED % HIGH AS S/ yy 4SHOWN. „ n 1 t4' FINISHED lq SECTION A -A A LETTERING OPTIONAL APPROXIMATE WEIGHT CAST IRON FRAME 239 12 LBS. COVER 137 ± 7 LBS. OBTAIN TRUE QUANTITIES. 2. A BASE THICKNESS OF 9" WAS USED IN COMPUTING CONCRETE QUANTITIES. 3. INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ARE USED THE MINIMUM THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE CLASS Al 7. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS -1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. A r' S" i- 2'-0" DIA "i 5° •I L 1'-93/4" DIA. 'l SECTION B -B BOTTOM \VD0 I SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS STANDARD MANHOLE FRAME AND COVER SHEET 2 OF 5 REVISION DATE 224 VIRGINIA DEPARTMENT OF TRANSPORTATION 106.02 302 FRAME AND GRr'1TE (BY OTHERS). RISER OD - (2) CONCRETE COLLAR (BY OTHER=.) SI TALL BL 32.0" ( l3tnn?) i2,u=1Flm,FCING AS SP.ECIFF:D BY i DESIGN ENGII JEER ,J2016ADS,'iJC. YllDIH OF BACKF MIN. AS SPECIFIED BY OTHERS, BU I NOT LESS i HAN 8' (200inm) 1 CLASS I SACKFIL L i( BEDDING, PER ASTM 02321, MATE SH:1LL. BE WELL PLACED UNIFORMLY AROUND STRUCTURE AND iNLF i COI` NECTIONS ANO COMPACTED IN o' MAY LIFTS VARIES, �- 6" (150tMM) INJI NIM IUM U) H -- z O z N a- m � N LJ Q (J5 z > X10 (o 6 LJz m Q Od OU_ 00 O (o �00 � U Q � � ¢On LY s'g a N O z Q O z ILi - 0 W m W = r-- Ld �; Ld 0 � t-� O_ Q Q ( v) Q Ed -IN4b CD o v O U) H -- z O z N a- m � N LJ Q (J5 z > X10 (o 6 LJz O Q Od OU_ 00 O (o �00 � U Q � � ¢On LY s'g a N O z Q O z ILi - 0 W m W = r-- Ld �; Ld 0 � t-� O_ Q Q ( v) Q Ed -IN4b CD o v O W z z O 60 O j U LLJ 0 LJ io cn W D 0 Q z O z N a- m � N LamO Q (J5 z > X10 (o 6 LJz O Q Od OU_ 00 O (o �00 � U Q � � ¢On LY s'g a N O z Q . z ILi - 0 W m W = r-- Ld �; Ld 0 � O_ Q Q ( v) Q Ed -IN4b CD o v O z a_ a- m - O Co (J5 m LLJ0 Od LLjO F>- (o ry Q � � << Q m m Q ® Ld m W = r-- (-DJ U U 0 Q ( v) Q Ed (n CD o v z_ W � v ) ry Q OLij ® Q u) LIJLLJ0 U LLJJ W Q SHEET NUMBER