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HomeMy WebLinkAboutWPO201900021 Other 2019-06-21 (2)UVA RESEARCH PARK LOOP ROAD SITE DATA: TAX MAP PARCEL: 03200-00-00-006RO SITE ADDRESS: 4211 LEWIS AND CLARK DRIVE CHARLOTTESVILLE, VA 22911 OWNER: UNIVERSITY OF VIRGINIA FOUNDATION P.O. BOX 400218 CHARLOTTESVILLE, VA 22904 ENGINEER: TIMMONS GROUP 608 PRESTON AVENUE, SUITE 200 CHARLOTTESVILLE, VA 22903 TELEPHONE: 434-327-1688 CONTACT: CRAIG KOTARSKI, P.E. CRAIG.KOTARSKI@TlMMONS.COM SITE AREA: 455.85 ACRES LIMITS OF DISTURBANCE: 4.66 ACRES VSMP PLAN WPO 201900021 SUB201900049, UVA RESEARCH PARK LOOP ROAD (ROAD PLAN) ZONING: PLANNED DEVELOPMENT INDUSTRIAL PARK MAGISTERIAL DISTRICT: RIO SOURCE OF BOUNDARY AND TOPOGRAPHY: KIRK HUGHES & ASSOCIATES LAND SURVEYORS & PLANNERS 220 EAST HIGH STREET CHARLOTTESVILLE, VA 22902 (434)296-6942 DATE OF SURVEY: OCTOBER 30, 2017 DATUM: HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE VERTICAL: NAVD88 ESTABLISHED THROUGH LEICA SMARTNET PROPOSED USES: PRIVATE ROAD WETLAND IMPACTS: AS SHOWN WATER SUPPLY: ACSA SANITARY SEWER: ACSA DRAINAGE DISTRICT: NORTH FORK RIVANNA RIVER NO STEEP SLOPES ARE AFFECTED BY THIS PROJECT THERE ARE NO CONSTRUCTION ACTIVITIES PROPOSED WITHIN THE 100-YR FLOODPLAIN. THE SITE IS NOT LOCATED IN A WATER SUPPLY PROTECTION DISTRICT. COUNTY OF ALBEMARLE, VIRGINIA 6/11/2019 LAKE ACRES sso MCMURDO FOXTROT ONE HANGARS CONDOS Charlottesville Albemarle Airport 0 0 D E E R W 0 0 D CAMELOT 1515 L.J �o �F N 0 R T H S I D E INDUSTRIAL PARK AIRPORT ACRE, Target Q PINERIDGE SITE LOCATION t505 Aqa LJ 785 TERRYBRO1 FOREST RIDGE JEFFERSON VICINITY MAP 1"= 2000' DEVELOPER: UNIVERSITY OF VIRGINIA FOUNDATION P.O. BOX 400218 CHARLOTTESVILLE, VA 22904 CONTACT: TODD MARSHALL TELEPHONE: (434) 924-2569 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 Sheet List Table Sheet Number Sheet Title C0.0 COVER C0.1 OVERALL PLAN C1.0 NOTES AND DETAILS C1.2 NOTES AND DETAILS C1.3 NOTES AND DETAILS C2.0 EXISTING CONDITIONS AND DEMOLITION PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL PHASE 1 C3.3 EROSION & SEDIMENT CONTROL PHASE 2 C4.0 LAYOUT PLAN C4.1 LAYOUT PLAN G4.2 UTILITY PROFILES C 4.3 UTILITY PRO FILES C5.0 GRADING AND DRAINAGE PLAN C5.1 GRADING SPOT SHOTS PLAN C5.2 GRADING SPOT SHOTS PLAN C6.0 STORMWATER SUMMARY PLAN C6.1 STORMWATER MANAGEMENT PLAN C6.2 STORMWATER MANAGEMENT DETAILS C6.3 STORMWATER MANAGEMENT DETAILS C7.0 STORMWATER PROFILES L 1. 0 L. A. N I D G. A. P E F? L. A I -2 _N # OF SHEETS =26 20 Q CRATG V' J. KOTARSKI Lie. 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DROP INLET & STRUCTURE NO. CURB CURB & GUTTER CENTERLINE OF DITCH VDOT STANDARD STOP SIGN EXISTING CONTOUR PROPOSED CONTOUR PROPOSED SPOT ELEVATION SEWER S EXISTING SANITARY SEWER WATER EXISTING WATER LINE 6" yy PROPOSED WATER LINE e 6" yy PROPOSED VALVE - !T! 6" yy PROPOSED TAPPING SLEEVE PROPOSED FIRE HYDRANT (COMPLETE) �DAnrnlr_ TC = TOP OF CURB PARKING COUNT BC = BACK OF CURB EP = EDGE OF PAVEMENT TW = TOP OF WALL BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT TBC = TOP BACK OF CURB TBW = TOP BACK OF WALL oF ArB� COUNTY OF ALBEMARLE 8 ® Department of Community Development `IRGtN1P Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrams. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. SEDIMENT CONTROL 1. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE 2. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING SEDIMENT CONTROL REGULATIONS. CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION FIRST STEP IN CLEARING. PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN THE SITE AT ALL TIMES. ACCORDANCE WITH SPECIFICATIONS. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. STANDARDS AND SPECIFICATIONS. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. PLAN APPROVING AUTHORITY. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE STABILIZATION IS ACHIEVED. RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE DEVICE. ENGINEER. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN IMMEDIATELY. ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. TRUNK LINES. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE ZONING ORDINANCE SECTION 5.1.28. COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE CODE OF ALBEMARLE. ADDITIONAL FACILITIES AS DEEMED NECESSARY. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED LIMITED TO THE HOURS OF T00AM TO 9:00PM. FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO SURFACE COURSE(S). ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 BECAUSE OF SLIDES, SINKING, OR COLLAPSE. GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND BUILDING OR OTHER PORTION OF THE PROPERTY. PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF SURFACE COURSE(S). ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO EROSION CONTROL INSPECTOR. CONDITIONING OF THE SUBGRADE. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% MAINTAINED RIGHT OF WAY. (N/A) PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL OF ROAD. INSPECTOR. 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL SLOPE OF 0.004 ft./ft. EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 STATE ROADS. DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI All 17.1-03. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6A STONE WEDGE MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION PLACED AT THE END OF THE DAY ORDINANCE SECTION 17-207B) ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING Albemarle County ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN Public Road Acceptance Procedure MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. The processing and inspection of public roads is administered by VDOT. The County is not involved in 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. this process until the road is ready for acceptance. When the road is ready for acceptance, provide the 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION following items to the County. CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 1. Inspection Request and fee 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 A form and fee are required for each project as indicated on plans or bonds, or as requested for board resolution if OR BETTER ARE TO BE ACHIEVED. smaller phases or individual roads are recommended for acceptance. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, 2. As -built plan approved by VDOT, and copies of all recorded drainage easements, sight easements, and OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. right-of-way plats. Plats should be copies of the actual recorded documents from the Clerk's office. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. VDOT does not 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. always follow this paperwork or policy, but for bond releases, especially where VDOT has not yet accepted the road, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of-way and 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION easements. INDUSTRY (29 CFR PART 1926). 3. Written documentation of acceptance from VDOT for the entire roadway or for completed items. Formally, this is sent directly to the county on an AM-4.3 from VDOT, when VDOT requests that the Board of BLASTING NOTES Supervisors pass a resolution of acceptance. After the resolution of acceptance is sent to VDOT, it is usually about six weeks before actual acceptance takes place, and VDOT issues a formal memo to the county with the road additions and new route numbers. This final notification is needed for bond release. For partial bond releases prior to this, some 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. correspondence from VDOT for items inspected and approved is necessary. This is usually in the form of letters approving compaction reports, CBR's, pavement cores, pipe video, or other items where partial release is sought. A final punchlist inspection report from VDOT can be used for a partial bond release, but only if outstanding items are not ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES too broad. If the punehlist is not official, and only a courtesy review, it carries much less weight. In any ease, if there are problems meeting the eligibility or occupancy minimums, and it is not known how long improvements may sit, or 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. need replacement, partial releases may not be possible. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT Even if a bond release is not requested, an inspection from the County is required for any County items, DURING CONSTRUCTION OF DAMS. such as the street name signs, and any sidewalks or amenities that the County required but VDOT will not 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. maintain. This final inspection by the County must be performed before the road can be recommended to 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT the Board of Supervisors for a resolution of public acceptance. County bond releases (or partial releases) FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM will be considered on public roads for all portions approved by VDOT. In addition to 1-3 above, the THE COUNTY EROSION CONTROL INSPECTOR. following items are required to be submitted for bond releases to be considered: 4. Signed and sealed letter from a professional engineer listing and certifying that completed improvements are built according to plan. Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord". Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and other field verifications should be cited and included. Tolerances should be noted. The items not built according to plan must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the letter. If there are outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more than a statement of opinion or assurance. Please demonstrate that the improvements and construction have been inspected, investigated and documented, and are certified in detail, and county staff will not be in the position of discovering discrepancies and deficiencies in the field. 5. Certificate of Completion This form must be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been approved by the County. This means the as - built plans have been approved by VDOT, and they have agreed to any discrepancies, which should be documented in acceptance correspondence or punchlists. Revised 7/26/2012 QC XXGV,T J.l I'ARslei Lie. No. 0402048507 6;0D G/ 1 1/19 ' _A M E 0 0 M U N to N C Q o > E E UJ Q U. o w O o a _J U 00 a > o M O x of� LL 0 a 0 U-) _ N = U > � Q C Lr) o °' � N a i M d � CO J o w �.D l___ to 0 (D 0 ry 0 w > W_ U Q z 0 0 CL O 0 (A Z 0 �i n z 2: O Z a O iY U w � O z U O w V) a > 0 w w cl� U-) > w rn w 0 N Q � 0 � 0 DATE 03125119 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE N.A. 0 O CL O O Uo J a }LU C) O r) wz T J Q i � ^ Q U l m Uw Q O Q z LU V LU JOB NO. 42572 SHEET NO. C1.0 L GR-2, 2A X 27%4" MIN - 28%4" MAX RAIL HEIGHT 6'-3" 6'-3" 3'-1�/z" 3'-1�/z"1 3'-11/1" 3'-1�/z.. X X II II II III III III III II I1 I� I-1 GR-2 GR-2A (6'-3" POST SPACING) (3'-1'/2" POST SPACING) MAX DYNAMIC DEFLECTION 3' MAX DYNAMIC DEFLECTION = 2' NOTES: GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION IF AND AS DIRECTED BY THE ENGINEER. FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET NO.501.05. OPTIONAL GR-2A METHOD OPTIONAL GR-2A METHOD USING NESTED RAIL USING ADDITIONAL FOR DETAILS OF RAIL ELEMENT, RAIL SPLICE JOINT, AND RAIL ON BACK OF POST ASSOCIATED HARDWARE SEE SHEET NOS. 501.01 AND 501.02. x WHEN NESTED RAIL OR ADDITIONAL RAIL IS PLACED ON BACK OF POST RAIL ELEMENTS ARE FURNISHED SHOP CURVED FOR RADII FOR GR-2A THE POST SPACING WILL BE 6'-3". BETWEEN 5 FEET AND 150 FEET. ALL GUARDRAIL POSTS SHALL BE SET PLUMB. POST SHALL NOT BE SET WITH A VARIATION OF MORE THAN �/8" PER FOOT FROM VERTICAL. W-BEAM, BLOCKOUTS, AND POSTS SHALL BE SET AND ALIGNED WITHOUT ALTERATION OR FORCE, AS PER SECTION 505 OF THE SPECIFICATIONS. ALL GR-2 AND GR-2A RAIL SHALL BE MAINTAINED AT A HEIGHT OF 27Y4" MIN - 28Y4" MAX AS MEASURED PER STANDARD GR-INS. ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF VEHICULAR TRAVEL FOR THE FINISHED ROADWAY. THE OPTIONAL GR-2A METHODS OF NESTING THE RAIL OR USE OF AN ADDITIONAL RAIL ON THE BACK OF THE POST FOR STANDARD GR-2A SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. FLARE RATES DESIGN SPEED INSIDE SHY LINE BEYOND SHY LINE MPH SHY LINE LS FLARE RATE FLARE RATE 70 9' 30:1 15:1 * 60 8' 26:1 14:1 * 50 6.5' 21:1 11:1 P40 5' 16:1 81 30 4' 13:1 7:1 SUGGESTED MAXIMUM FLARE RATE FOR SEMI -RIGID BARRIER SYSTEMS. XVDDT A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION STANDARD BLOCKED -OUT W-BEAM GUARDRAIL REFERENCE ROAD AND BRIDGE STANDARDS SHEET 1 OF 2 REVISION DATE (STRONG POST SYSTEM) 221 501.04 08/14 VIRGINIA DEPARTMENT OF TRANSPORTATION 505 ST-1 #4, GRADE 60, REINFORCING ROD ENCASED IN A RUBBER OR • NO. 6 GALVANIZED STEEL STEP MATERIALSION APPROVED BYT THE ENGINEER. OTHER (DIMENSION MAY VARY WITH MANUFACTURER'S DESIGN) h`Iti CORROSION RESISTANT MATERIAL ���• CVO `�LFP 7#4 REINFORCING ROD TYPICAL SECTION ti sy„ o�E'.gp /o•• � � Miy STFp7N N �/NTH I \ 4u R TYPICAL SECTION (DIMENSIONS MAY VARY WITH MANUFACTURER'S DESIGN) 0• ) NOTES: STEPS WILL BE REQUIRED IN ALL STRUCTURES WITH A DEPTH OF 4'-0" OR GREATER UNLESS OTHERWISE NOTED ON THE PLANS. A' A• 4/2 - (0 ALL STEPS SHALL PROTRUDE 41/p" FROM INSIDE FACE OF STRUCTURE WALL. MAXIMUM STEP SPACING TO BE 16" C-C. STEPS SHAL~_ WITHSTAND A MINIMUM FORCE OF 300 POUNDS WHEN EXTENDED 4/2'FROM THE FACE OF THE SUPPORT. STEPS ARE TO BE VERTICALLY ALIGNED AND UNIFORMALY SPACED FOR THE ENTIRE DEPTH OF ANY STRUCTURE. IN PRECAST UNITS STEPS MAY BE CAST IN PLACE, MORTARED INTO HOLES PROVIDED BY THE FABRICATOR, OR DRIVEN. • MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THEY MEET THE MINIMUM REQUIREMENTS SHOWN HEREON AND THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS AND CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLIP -RESISTANT j SURFACES SUCH AS BUT NOT LIMITED TO, CORRUGATED KNURLED, OR DIMPLED SURFACES. ALUMINUM STEPS SHALL BE FABRICATED IN ACCORDANCE WITH ASTM B221, ALLOY 6005-T5. THAT PORTION OF THE STEP ENCASED IN MASONRY SHALL BE UNIFORMLY COATED WITH A BITUMIMOUS, SOLVENT TYPE, ASBESTOS FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL SPECIFICATION TC-C-00498A. ALUMINUM STEP SPECIFICATION 1V00T REFERENCE STANDARD STEP ROAD AND BRIDGE STANDARDS VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET 1 OF 1 106.09 SWM DR B MAX. _ %11 DIA. X 6" LG. - \ ADHESIVE BOLTS W/FLAT WASHERS AND \ LOCKABLE ACCESS SELF LOCKING NUTS W/HINGE, DOORMIN. / TYPIC AL 8 ES -EQUALLY/ 2. � \ FN SPACED ONPANC'E" DIA. B.C. CLEAR OPENING / \ SEE NOTE 1 / IN \ LOCKABLE ACCESS I DOOR W/HINGE, _ MIN. 2' x 2' CLEAR OPENING - SEE NOTE 1 I 2" WIDE X 1/4, THICK STEEL y / / RING BOLTED p'` ZZ / TO RISER \ / STEELA. BAR - �. �{ 3/1" DIA.X 6" LG. /TEELIPLATE ZHESIVE CK A MAX. -I I BOLTS W/FLAT WASHERS AND SELF LOCKING NUTS. B TYPICAL 8 PLACES -EQUALLY SPACED ON AN "E" DIA. B.C. TYP. I z c z I/4 TYP. � U CIRCULAR �STORMWATER U I 6" SO. MAX. I F CIRCULAR � � MANAGEMENT STORMWATER RISER I.D. DRAINAGE RISER I.D. MANAGEMENT rE - STRUCTURE E _ I DRAINAGE RISER O.D. RISER O.D. STRUCTURE RISER DIMENSION APPROX. I.D. O.D. A B C D E WT. (LBS.) 24 30 31 28% 7 11 27 24 36 44 45 41 2 13 19 40 58 48 58 59 __577 13 21 53 86 60 72 73 67 2 17 28 66 135 72 B6 87 80 23 35 79 204 84 100 101 931/� 25 39 1 92 266 96 114 115 1061/� 22 1 38 105 305 RISER DIMENSION APPROX. I.D. O.D. A B C D E SEGMENT WT. (LBS.) 24 30 30 6 7 10 27 15 46 36 44 42 6 13 18 40 22 82 48 58 55 9 13 20 53 29 120 60 72 68 9 17 26 66 36 169 72 86 81 9 23 34 79 42 227 84 100 94 12 1 25 1 37 1 92 49 290 96 114 107 12 22 36 105 56 341 HIGH DENSITY POLYETHYLENE METAL NOTES: 1. A HINGED, LOCKABLE ACCESS DOOR SHALL BE PROVIDED ON ALL TRASH RACKS 2. ANTI -VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. IF THE TOTAL WEIGHT OF THE TRASH RACK IS GREATER THAN 75 LBS OR COST OF FURNISHING AND PLACING THE ANTI -VORTEX PLATE IS TO IF THE TRASH RACK IS TO BE PLACED ON A SWM-1 WITH AN "H" DIMENSION BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. GREATER THAN 7'-2". SPECIFICATION STORMWATER MANAGEMENT DETAILS TRASH RACK �VD� REFERENCE FOR SWM DRAINAGE STRUCTURES ROAD AND BRIDGE STANDARDS 302 REVISION DATE SHEET 4 OF 5 VIRGINIA DEPARTMENT OF TRANSPORTATION 114.07 2016 ROAD & BRIDGE STANDARDS CD-1 1 EW-12 TOP OF CUT pAY LIMITS FOR (TYPICAL) CUT OUTLET PIPE TO GRADE PAVEMENT BEGIN WITH 45° SUBBASE DITCH LINE ELBOW / FILL SUBGRADE SHOULDER LINE / CROSSDRAIN CD-1 AT LOWER END OF CUTS EDGE OF PAVEMENT CENTER LINE SECTION TRAVEL LANES/ 45e (WITH TYPE 1SELECT MATERIAL)--rL---- -r-- ��-/---CE-- �'\' 45° TRENCH PLACEMENT EDGE OF PAVEMENT PAY LIMITS FOR OUTLET PIPE TO SHOULDER LINE BEGIN WITH 45° PAVEMENT SURFACE & BASE DITCH LINE 0 0 0 0 0 0 0 0 0 o TOP OF C TO OF FILL 00.0000000000000000 00 SUBBASE oJQ- EW-12 o• o• o• o• o• o• 0• 0 o• o. o o '� (TYPICAL) .0• 0. 0 • 0 • 0. 0 . 0. 0 . 0 • 0 0 • 0 • � SELECT MATERIAL TYPE I OR H[ �' �, o•o•o•0.0 o•o o o o o o GO,7 o °^^ #57 AGGRE ATE, #8 AGGREGATE OR CRUSHED GLASS MEETING #8 GRADATION REQUIREMENTS. PLAN VIEW GEOTEXTILE DRAINAGE FABRIC (PLACEMENT OF CD-1 CROSSDRAIN) OR PAVEMENT SURFACE & BASE 0 0 0 0 0 0 0 0 o o e SUBBASE OR CEMENT STABILIZED SUBBASE 00000000000000000 00 0•0 •o • o o • o . o o e SELECT MATERIAL TYPE II OR SUBGRADE O •0•6• O ° O O O O O 0.0•0 . 0 ° ° ° . 0-0 • o . o o (CEMENT OR LIME STABILIZED) 457 AGGREGATE, #8 AGGREGATE OR CRUSHED DRAINAGETE ILE GLASS MEETING #8 GRADATION REQUIREMENTS. GENERAL NOTES FABRIC 1-0" 1. UNLESS SPECIFICALLY INDICATED, CROSSDRAIN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ARE STABILIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 % MIN. (3 % DESIRABLE) GRADE. TYPE OF PIPE CRUSHING STRENGTH XW.T. 4" NOM. DIAMETER )<W.T. 6" NOM. DIAMETER SMOOTH WALL PVC .103 0.153 SMOOTH WALL PE 70 PSI X( X( X( 70 PSI X( X( XE 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR CROSSDRAINS,THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. 6. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. X WALL THICKNESS (MIN) -INCHES 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. X(X(X(TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION. 8. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE. XV DOT STANDARD C R O S S D R AI N SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS SHEET 1 OF 1 REVISION DATE (AT LOWER END OF CUTS) 232 501 108.04 07/16 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 N OTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES } 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 2016 ROAD & BRIDGE STANDARDS FRAME & COVER (SEE FIG. S-I-D,E) STREET SURFACE OR NON -PAVED AREA SLOPED AREA V-0" MAX 2'-011 27 1/2" DIA [699mm] 26 1/4" DIA [667mm] 24" DIA [606mm] 28 7/16" DIA [722mm] 36" DIA [914mm] TD-25 FRAME SECTION MANHOLE FRAME AND COVER (TYP) No Scale Lu RUBBER COATED STEEL MINoPRECAST STEPS CAST IN PLACE3'-0" REINFORCEDCONCRETE SECTIONS 12""MIN0" RING SEALS 16" MAXMINIMUM ELEVATION 12"DIFFERENCE ACROSS M.H. 5" 4'-0 5 FROM INLET TO OUTLET fSHALL BE 0.20 FET VARIES o-'HANNEL DEPTH OF FLOWC TO BE FI Q I �.I• 3/4 DIAMETER OFIE ; CONTRIBUTING=a -- 3EWER. 12" FILLETEDINVERT FOR .TRANSITION OF FLOW BFLEXIBLE CONNECTION NLET &OUTLET PIPE S'ROVIDEDMIN 6" BEDDINGWITH STAINLESS STEEL (4) 1" [25mm] DIA HOLES ON 32 3/4" [834mm] DIA BOLT C - - - 1 1/2" [38mm] ETTERS FLUSH) CLOSED :KHOLES 1 1/2" F_ [38mm] (2) CORED PICKBARS )IA BOSS 7" [178mm] 26" DIA 1 1/2" [660mm] [38mm] 1/4" [6mm] DIA 3 1/8" NEOPRENE GASKET [79mm] [16mm] 23" DIA [584mm] 25" DIA [635mm] O.D. OF GASKET GROOVE SECTION 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" : 1' MIN BRANCH 2" NOTE: ALL CONNECTIONS TO BAND I EXISTING MANHOLES SHALL NOTE W/ N0. 68 STONE I- BE CORED AND A FLEXIBLE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE _j CONNECTION BOOT " SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS INSTALLED O if 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE PLAN TYPICAL- MANHOLE SECTION SHOWING BRANCH TIE - IN SHOWING BRANCH TIE-IN N.T.S FIG. S-I-A FOR ALL BENDS 7 WIDEN p ACCOI r� ANCHI REQUI BEDDING AS REQUIRED aX 1 NGS SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND L H T L H I T 90 2.50 2.50 3.01 0.24 4" & 6" 45 2.00 2.25 2.60 0.15 2.00 2.25 2.50 0.15 22 1/2 1.50 2.00 2.52 0.10 11 1/4 1.50 2.00 2.50 1 0.10 90 3.66 3.16 3.21 0.48 8„ 45 22 1/2 2.66 1.66 2.66 2.16 2.77 2.69 0.26 0.13 3.16 2.91 2.66 0.32 11 1/4 1 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1 /2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE, 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 8"MIN EMBEDMENT SPRING LINE OF PIPE - NO. 68 STONE - FIG. S-I-D REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24"MI INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER HAUNCHING BEDDING 6" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ALL PIPE) Q CRAIGW J. KOi.ARSKI. I.,ic. No. 0402048507 r6/ I I / 19 5 101AI ,sw M E O Mr1j O N 1n C > E E w ~ U v Q L! tO 3: L) Luo �� z U Q J 00 Z� wN-Ln O 2: a O N d 0 ('D III 41 a) v r < U _j < �u w � O oQ U Cn= v(N Z O � =U' n Ln � d 41 N N LLJ LLj (j) M CO J10 Lu > W Ln O C7 O H C1 � W W ,H O Lu a = U 0 a o DATE (' n > 03125119 O DRAWN BY A. MABEE } • DESIGNED BY • 1. SHOWALTER • CHECKED BY • C. KOTARSKI • • SCALE N.A. • NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDEDCL 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" Q BEDDING OF NO. 68 STONE NTS FIG. S-I-B GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFILL BEDDING 3 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4'IMI INITIAL BACKFILL 4JMI UNSTABLE all B" 13" all SOIL\ MIN. MIN.--� MIN MIN. #68 STONE ~ =RANULAR FILL AS O•F;, -APPROVED BY ACSA "`"%."' "' :, �: ; ::: ;TA I^ ��CK� STABLE SOIL OR ROC NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 0 TYPICAL SEWER PIPE INSTALLATION IN TRENCH a NTS O FIG. S-3 O cn J PLACE 5' GALVANIZED WITNESS POST WITH Q CAPPED ENDS PAINTED BLUE IN REMOTE AREAS > b AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. LLJ z Q FINISHED GRADE < O Q awz V J Q III = (� O as �1'I,�rii G V / ADJUSTABLE TRAFFIC RATED W II VALVE BOX W/ LID U m Lu II u 0 Q O Q z Z N 04 u damj M.J. GATE VALVE WATER LINE d 47 2500 P. S.I. CONCRETE b' a 2'x 2' BEARING AREA. THRUST BLOCK q a G NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. JOB NO. 42572 TYPICAL GATE VALVE SHEET NO. NS FIG. TW- 5 Cl . 2 0 ,_ N U c N 0 3 N 0 ICU n T 1= 6 N ICU c C Q c 0 N 0 c L- Virginia Department of Transportation - Pavement Design Guide © 1996 (rev2000) Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use and submission in coniunction with VDOT's Subdivision Street Requirements County !. EM A L Date: (p l Z I Subdivision U\/A ?_1ESEA¢ca AQ 1C L o v P Q o A Street Name LOoe Ro A Developer a Qe on+aTy N S ewa`�¢ Phone: yact_7z-+ I&S 1 ADT Projected traffic for the street segment considered, as defined in the Subdivision Street Requirements. CBRD Design CBR = Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of the subgrade sample, taken and tested as specified in the Pavement Design Guide DIME VDOT District Materials Engineer EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor = Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade (SSV = CBRD x RF) D, Thickness index of proposed pavement design computed by the Conventional Pavement Design Method DR Thickness index required, based on Design ADT and SSV, determined by ADDcndix II. Step 1: Determine Design ADT Step 2: Determine Design Values CBR, RF and SSV ADT Sample DBRT Resiliency Factor RF # 1 Source Value %HCV = 100 x HCV x ADT) # 2 Table 1 or 20 x HCV Note: For # 3 Appendix I # Cap-, - O DIME approved RF ° o Note: For /oHCV <_ 5 /o, use ADT %HCV>5%, EPT>ADT # C 5 0 K t 3 For preliminary designs, use the lowest 1)C 3 1 RF value in the equation Design ADT Use greater of ADT or EPT CBRT, x RF = SSV (3.3T.) x ( \ ) = 3,33 Step 3: Pavement Design (Check appropriate box and show proposed pavement design below.) 0 (A) Limited to Design ADT < 400 - Show pavement material notations and thickness from Appendix IV Tables A and B. - ------ --- - ------------------------------------------------------------- O (B) Show pavement section as developed in the Pavement Design Guide. --- ------------- DR = 7.' 11 (See Appendix Ili for material notations and thickness equivalency values (a)). from Appendix II Description of Proposed Pavement Section Material Notation Thickness, h a (a x h) Surface ..s" SM - 9. S-A + 1N-r4t m .,1F 2"ZM-9A Y S " 2. 8 Base y" ASPNAUT- C--+ lXt-rQ RM -2S.oA y za-r $.6 Subbase AT6 ASS M-4' 8 �� o' b y 8 DP must equal or exceed the value of DR. Dip = E(a x h) = 2 1 . Z,8 Virginia Department of Transportation - Pavement Design Guide © 1996 (rev2000) 25.0 24.0 30,000 23.0 20,000 20.0 by c 'Zo- 1 Example 10,000 19.0 DR = 10.7 (interpolated) 0 30 or more for design parameters ' 18.0 SSV = 11 and Design ADT = 480 4, OOA 17.0 1 1 (interpolated) 3,000 16.0 13- 12 2,000 15.0 11 19 ..- .-.... . ...................... 1,000 14.0 ....... 800 13.0 8 �� •.. ..............................600 12.0 7 �31\ A ..400 '- •.......... 11.0 6 5 300 10.0 4 3 A 200 9.0 2 1 100 8.0 SSV 50 7,0 Scale L 6.4 Minimum Design ADT 6.0 Scale D Thickness Index Please refer to Appendices II and V for the application of this diagram in the design of pavement. 4" DIAMETEI AND VALVE WATER VAPIi-C f \{r..i 11\Il11YLV VVIIY I l l i IIf.Vv ON --LINE (TYPE "B") J. PLUG VARIES THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC 0 CAP j LUBRICATE ALL THREADS THRUST BLOCK CD METER BOX (SEE FIG. W-7) VALVE OX NO. 57 STONE M.J. FITTING 2" PIPE SLOPED TO DRAIN IF - GRADE ALLOWS VARIES VARIES 2 BRASS PIPE WATER MAIN AND VALVE 2» THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W---S TD-19 2016 ROAD & BRIDGE STANDARDS UD-4 GEOTEXTILE DRAINAGE FABRIC (OVERLAP 1'-011 AT TOP) PAVED SHOULDER PAVEMENT N SU eAS - MATERIAL ° ° . PIPE OUTLET PIPE SUBGRADE SEE NOTE 1 #57 AGGREGATE, #8 2' 0" 1'-0'I AGGREGATE OR CRUSHED GLASS MEETING #8 VARIABLE GRADATION REQUIREMENT. (EDGE OF PAVED SHOULDER) PAVED SHOULDER SECTION UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER GEOTEXTILE DRANAGE FABRIC 0" (OVERLAP 1'-011 AT TOP) PAVEMENT UNSTABILIZED . e SUBBASE MAT RIAL •. SUBGRADE . \ . OUTLET PIPE SEE NOTE 1 #57 AGGREGATE, #8 -0„ 4" PIPE AGGREGATE OR CRUSHED GLASS MEETING #8 GRADATION REQUIREMENT. CURB AND GUTTER SECTION uu -4 UP TO ELBOW, UP TO ELBOW, PIPE IS PERFORATED 45° ELBOW PIPE IS PERFORATED CONNECTION PIPE -LESS AGGREGATE PRIMARY DIRECTION TRENCH WITH OF WATER FLOW DRAINAGE FABRIC NON PERFORATED OUTLET PIPE (TYPICAL) 45- ELBOW CONNECTION 45" WYE CONNECTION PAY LIMITS FOR OUTLET -0. MAX. PIPE TO 1' BEGIN WITH 45° ELBOW EW-12 (TYPICAL) OUTLET PIPE NO SCALE ��/plp 1 SPECIFICATION REFERENCE STANDARD PAVEMENT EDGEDRAIN ROAD AND BRIDGE STANDARDS 240 SHEET 1 OF 2 REVISION DATE 258 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 108.06 701 4" MIN. 2" R 511 3" 4" 211 11" 7111 R �j -6"- 6" COMPACTED SUBGRADE D CONIC CURB AND GUTTER CLASS 3A, (fc=3,000 PSI) CONCRETE 1":1' - 2'-0" - CONTINUE 21 B STONE BASE FROM ADJACENT PAVEMENT SECTION UNDER CURB VDOT STANDARD CG-6 CURB & GUTTER No Scale 2016 ROAD & BRIDGE STANDARDS EW-12 r." 'A" BEVEL SLOT DETAIL (PERMITTED FOR EASY FORM REMOVAL) NOT TO CALE L tI 1'-O" 2'-0" Z 1" 6" L PLAN A PIPE COUPLER TO BE CAST INTO ENDWALL. COUPLER MUST BE FLUSH WITH OUTER SURFACE OF EW-12 AND PROVIDE A POSITIVE CONNECTION FOR -� THE OUTLET PIPE (4" OR 6"). H EXPANDED STEEL MESH (FLATTENED) 4" X 8" X I/32" MIN. STEEL OR 08 INCH MIN. ALUMINUM PLATE U-TYPE ROLLED RAIL STEEL POST AT 1.33 LBS./FT.OR ALUMINUM ALLOY 6063-T6 @ .78 LBS./FT. ISOMETRIC ALUMUNUM OR STEEL RIVIETS OR BOLTS COMPATIBLE WITH POST MATERIAL 1'-0" UNDERDRAIN OUTLET t MARKER DETAIL SECTION A -A NOTES: 1. TYPICAL ENDWALL TO BE PLACED AT THE ENDS OF ALL UNDERDRAIN OUTLETS, BARRING LOCATIONS WHERE UNDERDRAIN IS TIED INTO OTHER DRAINAGE STRUCTURES. ENDWALL TO BE INSTALLED PERPENDICULAR TO ROADWAY AND FLUSH WITH THE SLOPE. PIPE I.D. SLOPE DIMENSIONS CLASS A3 CONCRETE CUBIC YARDS L H 4" 2:1 2'-51/2" 1'-2yI" 0.19 4" 3:1 3'-51/4" 1'-1 4" 0.25 4" 4:1 4'-5" 1'4/4" 0.30 6" 2:1 2'-101/2" 1'-51/4" 0.20 g 3:1 4' 3/a" 41/4" 0.30 6" 4:1 5'-3" 1'-3/y" 0.38 2. OUTLET PIPES SHALL BE RIGID NONPERFORATED, SMOOTH -BORE PIPE, MEETING THE REQUIREMENTS OF 70 PSI TESTED ACCORDING TO ASTM 2412. 3. EXPANDED STEEL MESH (FLATTENED) SHALL HAVE OPENINGS OF APPROX. 1/2" X 1" AND WEIGH APPROX. 0.82 LBS. PER SQ. FT. MESH SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A-123. THE MESH SHALL EXTEND A MINIMUM OF V. ABOVE THE O.D. OF THE PIPE, AND IS A BARRIER FOR RODENTS, ETC. THE SLOT FOR THE STEEL MESH IS TO BE CONSTRUCTED SO THAT THE MESH CAN BE REMOVED FOR CLEANOUT PURPOSES. 4. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 5. STEEL POSTS AND PLATES TO BE PAINTED OR GALVANIZED IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS. IF PAINTED THE FINAL COAT SHALL BE NO.13 ALUMINUM PAINT OR NO. 11 WHITE PAINT. 6. MARKER TO BE PLACED AT ALL EW-12 UNDERDRAIN INSTALLATIONS. 7. MARKER WILL BE PAID FOR IN ACCORDANCE WITH SECTION 501 OF THE ROAD AND BRIDGE SPECIFICATIONS. XVDOT A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION STANDARD ENDWALL FOR PIPE UNDERDRAIN REFERENCE ROAD AND BRIDGE STANDARDS 105 SHEET 1 OF 1 REVISION DATE 233 101.32 01/15 VIRGINIA DEPARTMENT OF TRANSPORTATION 30 5011 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS CROSSDRAIN CD-2 ON FILLS CENTER LINE SECTION (WITH TYPE 1 SELECT MATERIAL) TRENCH PLACEMENT --PAVEMENT SURFACE & BASE oo 00000 o 0000 0000 0 o SUBBASE o o• o• o• o• o• o• o• o• o. o• o• o o •o•o•o.o.o•o•o•o•o o•o•o• -SELECT MATERIAL TYPEIORX o• o• o• o•.• o• o •. • o o• o• o 0 #57 AGGREGATE, #8 AGGREGATE OR CRUSHED GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS. DRAINAGE 1 0 FABRIC OR s- PAVEMENT SURFACE & BASE O o 00o 0 0 0000 000 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE • • o • o • o • o o�_SELECT MATERIAL TYPE H OR SUBGRADE oo. o00o000o00 (CEMENT OR LIME STABILIZED) #57 AGGREGATE• #8 AGGREGATE OR CRUSHED E GLASS MEETING #8 GRADATION REQUIREMENTS. OUTETPIPETOP OF CUTTOE OF FILL EW-12 DITCH (TYPICAL)" TI- SHOULDER LINE LINE I11EDGE OF PAVEMENT I I`y'90° TRAVEL LANES .Ij,:. EDGE OF PAVEMENT Tr SHOULDER LINE LIMITS OF PAY FOR OUTLET PIPE PLAN VIEW SHOWING PLACEMENT OF CD-2 CROSSDRAIN NON -PERFORATED OUTLET PIPE TYPE OF PIPECRUSHING STRENGTH W.T. 4" NOM. DIAMETER X W.T. 6" NOM. DIAMETER SMOOTH WALL PVC .103 0.153 SMOOTH WALL PE 70 PSI )E)E < 70 PSI XXX WALL THICKNESS (MIN) - INCHES )E)E)(TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION. 1'-0" GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 % MIN.(31 DESIRABLE) GRADE. BRIDGE SUBBASE 3. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE CD 2 OUTLETS FOR CROSSDRAINS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP CD-2 5'-0" INLETS OR MANHOLES. 5-0 AGGREGATE BASE MATERIAL TYPE 2 4. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA SIZE N0. 216 (6" MIN. DEPTH) WITH OUTLET PIPE ON LOW SIDE ONLY. 5. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 CROSSDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PIPE TO BE SECURELY CONNECTED TO EW 120R OTHER DRAINAGE STRUCTURE. SPECIFICATION XVDDT REFERENCE STANDARD CROSSDRAIN ROAD AND BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 of 1 501 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/16 108.05 Q CRAIG W T. KOT.ARSKI Lic. No. 0402048507 r� M 0 0 N V N In > E w ai E ~ LU U v � QLL u. 0 LL o wO co rl d' L J rY1 J U 00 J - Ln Ui N a C) N N (ID Lu z� O 'X o Q : ILL U) = v N =U>o Q . c Ln rn O 41 N In .4 N M a. -,t CO J CD H 0 0 0 tY 1-- 0 w w_ U Q z 0 1--1 > 0 U) z W Z O g a 0 U w D O Z U O w v) a > o C� V) W rn W 0 N a 0 r-I C:) DATE 03125119 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE N.A. 0 O O O U) J IJ-I a LU O LL W z T J Q i � a rr^^ W V/ Umw � Q O Q z UJ U UJ JOB NO. 42572 SHEET NO. C1.3 6 c N U 0 w 0 0 a Q >. C 0 a) a 6 s co (o a c 0 0 3 L 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS \ \\ \\ \1 -- —— /' //' _ i /�/� �' y y_—' —// ---- \\\ I /'__—'--^\ \ �+� ` \\ \\ \ I l / rr� / // LEGEND: / y y v / /// / / yy \yy y/y 4(/ REMOVE TREES \ / � ---- SAWCUT -C.'f� I — / / I / .v ,v / —568- — — — — — — \ \ \ \ \ \ \ 1 ; I WWI CA -572---' 574- I I I I cn Z Cl\j/ / \ \ I I 1 I I I 1 y— l \ I 1' / I _ _ _ - - - - \ \ \ I / y - _ , b` / REMOVE VEGETATION AS _ / ff-3 � \\ \ 1\ _ _--/-------- NECESSARY (TYP.)/ / SAN T32-9 --- o o -g---Q__ ° SEWER LINE Tb BE - - - - - - _ CONSTRUCTED PER UVAt \ UN/VERSIT� IRGI FOUITI_ON_ - - - , \ - - y \ 2lq2-325 `� \ o - RESEARCH PARK SEWER / /.✓y y y yy y „�\ \ \ _ _ 3415-455 PLAT\ / �\ \ EXTENSION PRQJEC yy yy yy \ _ — 0— % — yy y yy y y v y\ \ y y yy — / \yyy yy yy / _ /40�b6 4i� / / y „ �� \ \ ��"�„ y y y \ \ \ / / // \\ I \ �` I a � _ _ � _ EXISTING SEPTIC PUMP / , 5 �� o EXISTING SEPTIC TANK y y \ y y y \ 'l 1 I / \o� EXISTING DOS I COCA N I y l I I {� /� ® MANAGED ST - _ \ I \ O EXl TING REMOVE VEGETATION AS ( y y y y vErL�nr,nsly 1 - - // \ \ _ I O `O / NECESSARY (TYP. I y y y o Li- y yr _ _ - -� / 1 I I / SLOPES (TY _ \ - I . \ _ _ _-_ _ _ - \ ` / �- ' SLOPPL If LINE ��—SA \ yy y y „y yy yy y \ 1 I m I I /� I I I / �� / y y y y y / �y yy yy y yy yy \ o \ I- I� �� � \ El y lyy „y ly wry 9`.v\yJ Iyy y„y , \ 1 I I I I / I / \\ I \I � / // \y yyy yy yy L � ( I I I /� \ 14 I \ d I i TEL GA�IrJN / I/ y y y y / / / _ _ — \ d 1 I \ I © I I I I ISTING SEPTIC y rl l \ — y y y y v y y y\ \` \\ \ 1\ j =_ I �S' I o I I 1 I \ R PLANS FROM / 1 \ \ ` y y y y y / / \ \ _/ 1 I \ I , I I 1 SEPTIC FIELD TO BE REMOVED AS COMPLETED BY / I \ \\ \ y v y \ Y MISTING \ \ / / I PARK OF UVA RESEARCH PARK 1' \ \ \ / \ I \ I I \ ENVIRO-KLEAN O \ \ vy y J 1 I WETLAND 1 \ I I I I SEWER EXTENSION PROJECT. NO JANUARY 08, 2 8 SNEAtEM T 11 I \ I I / 1 4, ® I I I DISTURBANCE OVER SEPTIC FIELD OR / \ \ \ \ \ \ \ \\ \ \\(DB3415 460 PLF�T) EXISTING SUPPLY LINE SHALL OCCUR PROPERLY, LINE Tb\ \ I / / I II FOR/ THIS PROJECT UNTIL SEPTI / ��BEVACATED / \ SYSTEM IS REMOVED I \ \ NAGED -- S OPES(TYP.)E�\\ \ _ _ TAX MAP 9320CL-O(fQl�1fD�R_(T REPLACE INLET TOP WITH \ _ _ _ �A/ES/rY`0F V7Rf�#VIA FOtJI�DAT/0�1' STD MH-1 FRAME AND - _____ COVER TOP TO MATCH - -_ -_ _ -_ _ -_ - -DB-'2712-'55°- \ PROPOSED GRADE ----_------ - - - - - - - - - - RE VE CURB -AND � � � - \ \ C6 / / _-------� ------_______ �_-_------ _ � -I �'� o ❑ \1 ., MANAGED STEEPUE \\ ----- SACURB AND GUTTER / ' / \�\ /' II W 429.96' _ — / - - = . I SLOPES (TYP.) AT NEAREST JOINT (TYP.) ERADICATE EX. DOUBLE YELLOW- ICATE EX. DOUBLE I II ' SAWCl1T STRIPING IN FRONT OF ENTRANCE LLOW STRIPING IN \\ FRONT OF ENTRANCE - \ /" CONTRACTOR TO APPLY FOR AND OBTAIN ALL NECESSARY A\ REMOVE ASPHALT FOR / PERMITS FROM VDOT BEFORE BEGINNING CONSTRUCTION IN THE RIGHT -OF WAY. CONTRACTOR TO COORDINATE MOT WITH / `` - - ' II - _ UTILITY TRENCHING / � \\ /' k 11 VDOT AND FIRE STATIW. ACCESS TO AND FROM FIRE STATION \\ II REMOVE CURB li � TO BE MAINTAINED AT ALL TIMES. / -514�\ II I 2 / .� ROAD TO BE CONSTRUCTED / SECTIO SAWCUT CURB AT AS PART OF PROJECT \ 1 \\ / / II SUB201800171 LEWIS AND NEAREST JOINT (TYP.) I \ \\ I - - - CLARK ROAD EXTENSION I _ _ .VAT RL[N EAS TENT — _ _ \ \ A Dg 3=1515-468 PLAT\ — — — — — — — \ - --------- - - - - - -- - - -\'� __ --- --- _ ___ CLOVER'S Al TAC�ES —570_ — — — — — — ca — — — — — — — — — — — — — — -— — — T Q $3 \ — ,------- -------- - - - - ------___- --__- ---- _---- __= a I\--__N _P 0 40' 80' p\\ \ 1\ \\ 1 \ \ \\ \\ \ �AXMA� 3200�-00-dt7 RO\\ \ \\\\ \\ \ \cam \S \\WS� 1 \ 1 \ \ \ !? _ \ \ \ \ \ \ 'UNIVERSITY OF b/?GlNIAsFOUNRs4TlO� s> S68 s66s6� �s 6p s' \ \ D\B 2,�2-3\2 6\�\ \\ 1 \0, — — — ----_ — — — — \ \ \\ \ \ s os�o DB 2 1 �9-222 243 & 244 PLA T ------ - - - - -- — - -- TUD \ \ \ \ — \ — — — — — — — — — — — — — — — — — _./ Q CRAJGW I. KOT.ARSKI Lisa No. 0402048507 '541 OM >_ N O N � > E Lua� E Lu U v Q �! �}., LL LL o LuO ra_4 cy-,11J =M Q J U 00 aJ —Lri Lu N d ON N Lu z� m O 'x o Q � w c � =vo> Q . c Lr) 4rn N M CO J Lu ko H z w rn w O N tD 0 DATE 03125119 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=40' 0 z O DC z O O J O O J a Lu > 0 0 Q O a w (n J =�z w O Um� J z Lu O (1) U Lu 1_4 > x < U) JOB NO. 42572 SHEET NO. C2.0 0 c M U c 0 O w 3 m 0 O fl. O_ T 0 a) co co a 0 U) cu 0 Q 0 0 3 c N 1L 50 -0 O z �0 �2 0 c E O � N d O D � 3 ZN 0 2 Q g x w� O 0 o .3 a c Y �N X O O U �N (6 0 o �o E U N -O.S m 0 �U O C N u O O U � L �N U) N O O_25 U 0_ o vo, _0 t H E L- EROSION AND SEDIMENT CONTROL NARRATIVE: GENERAL EROSION AND SEDIMENT CONTROL NOTES: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A NEW ROAD AND ASSOCIATED UTILITIES AND SITE WORK. LIMITS OF DISTURBANCE IS 4.66 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY INNOVATION DRIVE AND HOLLYMEAD FIRE RESCUE STATION TO THE EAST, AND SOME INDUSTRIAL MOSTLY VANCANT WOODED PARCELS TO THE NORTH, WEST AND SOUTH, EXISTING SITE CONDITIONS THE SITE IS CURRENTLY MOSTLY WOODED WITH SLOPED TERRAIN AND STREAMS THAT FEED INTO A STREAM AND WETLANDS. PERMITTING THE OWNER SHALL OBTAIN ALL REQUIRED STATE AND FEDERAL PERMITS INCLUDING VDEQ INDIVIDUAL PERMIT, VRMC GENERAL PERMIT, OR US ACE NATIONWIDE PERMIT (WETLAND IMPACTS) ETC. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED AS PART OF CONSTRUCTION. CRITICAL EROSION AREAS EXTRA ATTENTION AND SPECIAL CARE SHALL BE GIVEN TO EROSION CONTROL MEASURES UPSTREAM OF WETLAND AREAS TO MAKE SURE THEY ARE IMPLEMENTED AND MAINTAINED CORRECTLY TO PROTECT WETLANDS. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS A PORTION OF THE DISTURBED AREA, ON THE EASTERN SIDE OF THE PROJECT, DRAINS TO A LARGE WETPOND THAT WAS DESIGNED TO HANDLE STORMWATER QUANTITY FOR THE FULL BUILD OUT OF THE RESEARCH PARK. THE WESTERN PORTION OF THE PROJECT DRAINS TO A DRY DETENTION POND DESIGNED TO HANDLE THIS AREA OF DISTURBANCE. STRUCTURAL PRACTICES: 2 3 fd TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES SHALL BE PLACED AT ALL OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. 7. ROCK CHECK DAM - 3.20 SMALL TEMPORARY STONE DAMS SHALL BE CONSTRUCTED ACROSS ALL SWALES OR DRAINAGE DITCHES. 8. TREE PROTECTION FENCE - 3.38 PROTECTION OF DESIRABLE TREES FROM MECHANICAL AND OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. 9. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 2 3 0 TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1, PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I 1, A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL AT THE COMMUNITY DEVELOPMENT OFFICE. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE, INLET PROTECTION, INLET PROTECTION AND OTHER PERIMETER MEASURES 3, INSTALL CLEAN WATER DIVERSION AND ASSOCIATED TEMPORARY 15" HDPE PIPE AND END SECTION TO DIVERT OFFSITE DRAINAGE AREA AWAY FROM PROJECT AREA. 4. CLEAR AND GRADE SEDIMENT TRAPS #1 AND #2 5. INSTALL DIVERSION DIKE AND ENSURE POSITIVE DRAINAGE TOWARDS SEDIMENT TRAPS. 5.1. CONTRACTOR SHALL ADJUST ALL DIVERSION DIKES AS REQUIRED TO MAINTAIN POSITIVE DRAINAGE TOWARDS SEDIMENT TRAPS AS CONSTRUCTION PROGRESSES. 6. AFTER ALL PHASE 1 EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 7. CLEAR AND GRUB LIMITS OF DISTURBANCE. 8. ROUGH GRADE PROJECT AREA. 9, SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II 1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 2.1. ONCE THE CONTRIBUTING DRAINAGE AREA TO SEDIMENT TRAP #1 HAS BEEN PERMANENTLY STABILIZED AND APPROVED BY THE ESC INSPECTOR, REMOVE SEDIMENT TRAP #1. CONTRACTOR TO ENSURE SILT FENCE ALONG THE TOE OF SLOPE IS INSTALLED AND IN GOOD CONDITION AT ALL TIMES TO ENSURE EXISTING WETLANDS ARE PROTECTED. ONCE THE 100-SERIES AND 300- SERIES STORM PIPES AND STRUCTURES SYSTEM ASSOCIATED WITH DRY DETENTION BASIN ARE OPERATIONAL, REMOVE THE TEMPORARY 15" HDPE PIPE, AND CLEAN WATER DIVERSION TO END SECTION. INSTALL STRUCTURE 402 AND PIPE 401 ACCORDINGLY. 3. ONCE THE CONTRIBUTING DRAINAGE AREA TO SEDIMENT TRAP #2 HAS BEEN PERMANENTLY STABILIZED AND APPROVED BY THE ESC INSPECTOR, REMOVE SEDIMENT TRAP #2. CONTRACTOR SHALL INSTALL SILT FENCE ALONG THE TOE OF ALL DISTURBED SLOPES PRIOR TO THE REMOVAL OF SEDIMENT TRAP #2 AND ENSURE IT IS IN GOOD CONDITION AT ALL TIMES. 4. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 5. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 6. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8, CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED, MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19.PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION: 47C - LOUISBURG SANDY LOAM, 7 TO 15 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 94B - WEDOWEE SANDY LOAM, 2 TO 7 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 94C - WEDOWEE SANDY LOAM, 7 TO 15 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B QC XXGV,T J._TO A RSICI Lie. No. 0402048507 'h G/ I I / 1 9 M E 0 0 M U N ui N C > E w Q E 0 w O r6 d' Lu L M Q< _j U 00 W = - Lf) a > o r, C7 W N 0 O x of 0 LL 0 a 0 _ CV = U > Ln Q . c Lr) rn O N a i M d � CO J O w V) 0 0 0 w w U Q z 0 0 CL O z 0 ►7 �i n z �;- 0 Z a 0 U w � O z U O w V) a > w w cl� ur) w rn w 0 N Q � 0 0 DATE 03125119 DRAWN BY A. MABEE DESIGNED BY J. SHOWALTER CHECKED BY C. KOTARSKI SCALE 0 J a a 0 w r 06 0 w 0 F-- 0 J z Q J '0 z � aoz 0. Lu0 T J U Uwz J w Q a 0 (LU Lf) LuV ) Lu 06 p� z 0 aL1,74) > 0 w JOB NO. 42572 SHEET NO C3.0 L_ n 0 O JLO N LO N A 0 m STONE 70' MIN. CONSTRUCTION ACCESS 3" SM-2A ASPHALT TOP ❑❑E]■■■■■ ® [111 Q91 � o ❑❑❑■■WO■ COMPACTED SOIL CWD TO HAVE STANDARD EC-22 MATTING ON UPHILL 18" MIN. SIDE TYPICAL VESCH TREATMENT-2 SOIL STABILIZATION MATTING INSTALLATION �� • - ' eouRSE EXISTING �7 2% 2% PAVEMENT ❑❑❑■■■■■ ❑0�■ ■ FLOW III+ IIII IIII IIIIffiu SOIL STABILIZATION MATTING SHALL BE USED IN CONJUNCTION WITH 7 ( ' J LL II��� RIPRAP AT OUTLET END OF PIPE C.7iIaT I. �rrrt�,Iz fi" MIN, 21A AGGREGATE BASE I.,ica No. 04tJ2�3 Ii3��J7 PROFILE 4.5' MIN. Q STONE - 70' MN.t�T. CONSTRUCTION ASPHALT PAVED r � ACCESS r'O WASHRACK TEMPORARY DIVERSION DIKE -� ' Y EXISTING PERSPECTIVE VIEW No Scale ?� 2% 12' MIN.* 2% PAVEMENT � rn E _ 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. - �\� __ ENTRENCH M oU *MUST EXTEND FULL WIDTH Le POSITIVE DRAINAGE TO SEDIMENT o �� 6' \ - \\ EDGES OF / N vi > OF INGRESS AND EGRESS TRAPPING DEVICE OPERATIONS -I_ MATERIAL 6" -I I E w aj, LLB FABRIC(ATTACH TO POSTS WITH METAL TIE _ _ _ -III % - / l / i t -i_ CHECK SLOTS TO BE -�-, �- I , I I 5 F- Lu QQ LL O^ V) III= = CONSTRUCTED AS PER 12' MIN. POSITIVE DRAINAGE 2� TTo RAPPING ;� - WIRE"'� FLOW - _' II.�� pug. 4" MANFACTURERS 1'-2' w LL Q _j U 00 z w -- - FABRIC RECOMMENDATIONS. I,�, J - l O LINE POST ',; 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE o o, a o N a O FILTER CLOTH CONVENTIONAL 10 GROUND LINE 6' METAL (T) OR MAX. MAX. EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. TRANSVERSE CLOSED rIj U' Lu H SECTION A -A A mniuuum water tap of 1 nLch Hoist be ncstalled with a nmmmun 1 inch ballcocl. shutoff valve supph`iu, a wash hose F; rith a diameter of 1.inches for adequate (U) POSTS BRACING 5' MIN. CONCRETE FOOTING PERSPECTIVE VIEW PERSPECTIVE VIEW SAF 3.10 PLASTIC FENCE METAL FENCE j j _ J - - Jill_ V v Jill CHECK SLOT FLOW p cn x � � Q LL � Q :3 : N y un Lu z z 0 O U SAFETY FENCE coustaut pressure. `'' 1sh water must be carried away from the enhance to an j l= Flow �� j l= �� 6' -8 UPSTREAM AND 11--2 DOWNSTREAM V co F_ a O a approved .ettlnn$ area to removesediment. All sedvuennt shall be prevented from enteiui., stonn cUanns, ditches or watercourses. r - Jill> LOW I TERMINAL Ln 0 °N 41 No Scale SHEET FLOW INSTALLATION \ U) a)(�jl ILLI PAVED WASH RACK i 6��_8�� �/ NC :;c�-_L _ GRAVEL CURB INLET SEDIMENT FILTER (PERSPECTIVE VIEW) 3' 1 co � uj - ' FLOW MAX. A E B A �\ 00 _j U-) TRANSVERSE o ��II� OPEN CHECKXL S cD \ POINTS A SHOULD BE HIGHER THAN POINT B. SLOT o SF DRAINAGEWAY INSTALLATION ELEVATION) 3.05-2 BM 3.36-4 O O 0 (FRONT GRAVEL FILTER 12" = u Q o o SILT FENCE (W/O WIRE SUPPORT) SOIL STABILIZATION BLANKET TREATMENT-2 RUNOFF WATER WIRE MESH Q z ,� No Scale No Scale FILTERED WATER o 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO DATE TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. POSTS. TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET) > - -� III 6' _� MAX - INSTALLATION CRITERIA NOTES o 03125119 DRAWN BY I o E _ �� nT III �`+� j ti _- _ -I -� j APPROXIMATELY 200 } o , II J I l!I 11 STAPLES REQUIRED PER A. MABEE SEDIMENT a CONCRETE - � h �� _ J I -III -III / J- / � I=III- =IIII-I ANCHOR 100 SQ. YDS. OF MATERIAL GUTTER CURB INLET - I I- SLOT ROLL. ANCHOR SLOTS, DESIGNED BY 12" FLOW =--1I III_III JUNCTION SLOTS & • * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. -=„I I1-111= -11-lllllllillll. 4" CHECK SLOTS TO BE • J. SHOWALTER SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE BURIED 6" TO 12". • CHECKED BY CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO IP CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND 3.07- 6 THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH. JUNCTION 12" MAX. 4:1 OR FLATTER SLOT 6" MAX. STEEPER THAN 4:1_ I C. KOTARSKI UNPROTECTED AREAS. EDGE AND END JOINTS • • CHECK SLOT TO BE SNUGLY ABUTTED I I I I I I I I I I SCALE STORMWATER INLET PROTECTION � � =� j� TERMINAL FOLD I (JUTE MESH WILL HAVE I I I • No Scale _ III _ /� � STAPLED LAP JOINT IN I LAP JOINT 2" MIN. (JUTE LIEU OF EDGE JOINT ) 2 X 4" WOOD SILT FENCE DROP INLET DROP INLET WITH FRAME GRATE IIIIIII FLOW IIIIIT / � � III-1I I- ��-III-I I1=1' III-III='IIIIIL- MESH ONLY) TAMP FIRMLY I I I ANC T I I MAX. 4:1 OR FLATTER • PROTECTION _I 5' 3' MAX. STEEPER THAN 4:1 I I • FRAME EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. I MAX. -1.5'_--1 ) c FILTER FABRIC I I I I I I I CL 3' --Ti 1- -1 E I I -III WIRE- CHECK SLOT I I I I I I I I I (n MIN. GATHER EXCESS AT O -III I-111= - _ _ SSF =� � =III- 3.05-1 TAMP 1 TO 2" I �I I� FIRMLY CHI T Z I I I I I I I I I I _ g r�VAR.yt�VAR.y1 � J H Q SILT FENCE (WITH WIRE SUPPORT) CORNERS 2" r 0 PERSPECTIVE VIEWS STAKE-,,,= O = Lu Q No Scale FABRIC III TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION SHALLOW BLANKET) (° STAPLE FORMED FROM NO.11 STEEL WIRE. CHECK SLOTS AT MIN. 50' C-C 8' STAPLE MIN. LENGTH FOR SANDY SOIL. INTERVALS; NOT REQ.'D WITH ALL COMBINATION BLANKETS 6" STAPLE MIN. LENGTH FOR OTHER SOIL.0. M WSJ -IIII IIIII MIN. ly D SLOPE - - ON SHALLOW SLOPES, STRIPS NETTING r=1= JUNCTION SLOT TAMP FIRMLY TENFOLD v, Lu - PROTECTIVE COVERINGS MAY BE APPLIED ACROSS THE SLOPE. n12"� [TAMP FIRMLY 4" O _ cal 0 DETAIL A WHERE THERE IS A BERM AT THE _. BERM = 1'=11- 11 2 0 2" � � J z ELEVATION OF STAKE AND FABRIC ORIENTATION - -- TOP OF THE SLOPE, BRING THE 1'lr' ��=,�1=11- �W=L1- ','1�111 - Q J SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET MATERIAL OVER THE BERM AND -_-=1 1. 1- STEEP =-ale'-'-°_1-1 ANCHOR IT BEHIND THE BERM. Ali„ SLOPE BM > 0 DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE ON STEEP SLOPES, APPLY PROTECTIVE 3.36-2 O z THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING IP 3.07-1 '_'_=-= COVERING PARALLEL TO THE DIRECTION -___ OF FLOW AND ANCHOR SECURELY. Z) l< OU z CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. - - SOIL STABILIZATION BLANKET TREAT MENT-1 L.L 0 =--"-"--'-"- BRING MATERIAL DOWN TO LL _j U STORM DRAIN INLET PROTECTION No Scale A LEVEL AREA BEFORE TERMINATING THE 4 Q 2 No Scale 70' MIN. 5:1 EXISTING INSTALLATION. TURN THE 12 ( , m z A 3' PAVEMENT DITCH FLOW END UNDER 4" AND STAPLE A Q Lu - - - - - FILTER 6 Mm. A m MOUNTABLE BERM CLOTH (OPTIONAL) AT 12" INTERVALS. - IN DITCHES, APPLY PROTECTIVE COVERING ' 11 3do (MIN.) 1..1� I- 4 Q EXISTING GROUND SIDE ELEVATION ��� _ _ - -I PARALLEL T THE DIRECTION F FL W. OO O ;1=- =11-11-1LU A Lu 70' MIN. - _ - � _ - _ � _ - � USE CHECK SLOTS AS REQUIRED. AVOID _-_-_ _-_-_-_'_-- JOINING MATERIAL IN THE CENTER OF THE do wASHRACK 110.MIN. OPTIONAL ;',_ � >iu BM DITCH IF AT ALL POSSIBLE. _ 3.36 1 O O PIPE OUTLET TO WELL �++ ' I ' 06 10 ➢Q EXISTING 12'MIN. MIN. DEFINED CHANNEL z ➢Q PAVEMENT - SOIL STABILIZATION BLANKET (TREATMENT-1) PLAN VIEW p _¶1 VDOT #1 COARSE AGGREGATE B POSITIVE ` F-10 MIN. EXTEND FULL WIDTH OF DRAINAGE TO SEDIMENT La /r \` > IIMUST U) 0 No Scale INGRESS AND EGRESS OPERATION TRAPPING DEVICE PLAN VIEW 0 ova y 111111 = Lu 12' MIN . IL- 1L LI LI LI 3" MIN. 3" MIN. 1:1 El �I �I �I �I SECTION A -A FTER ILKEY IN 6"-9` RECOMMENDED FOR CLOTH ENTIRE PERIMETER FILTER CLOTH SECTION A -A STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR 6'-7" FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, CONCRETE. GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO 3.18-3 AND 3.18-4. GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. - CE REINFORCED CONCRETE O DRAIN SPACE 3 02 SECTION B-B O CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. TP CHD O OP 3.18 O O JOB NO. 42572 ONE CONSTRUCTION ENTRANCE n TREE PROTECTION OUTLET PROTECTION SHEET NO. C3' 1 I cale No Scale No Scale 0 c ai U C 0 O w 3 0 0 0. Q T C (6 0 D 7 41 4 0 1 Cu Q 0 0 as U � �0 o- 00 U) �0 0 c E o a) � N 0- o c Z N 0 g x � o w o O 0 m 0 o .3 a ID � Y N � � N X C O O O U w 2 N u, (6 C N O 0 E� m_ U N �� L� U N C 0s. CoU -0 2 C M En N O C U C 0 Q� vo _0 - . L CL O 0 LO N LO N v A 0 EROSION CONTROL LEGEND - - - - LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE CE CONSTRUCTION ENTRANCE 3.02 SF SILT FENCE 3.05 SFXX SUPER SILT FENCE 3.05 IP ® INLET PROTECTION 3.07 CIP ® CULVERT INLET PROTECTION 3.08 D D DIVERSION DIKE 3.09 DD CLEAN WATER DIVERSION 3.12 SOT SEDIMENT TRAP 3.13 , ----__ r _ \ \ Cn Q CRAIGW I. KOTARSKI \ \ \ft z Lip<Mao Cs02�318507 in DID DIVAIL W/ \ M \ / _ E _ O p N / / 7\ � E / E -584 --- _ F-W DC TS �u v � Q� \ / LL <JU00 \ \ z / l-586-_w.5 -568-------�\ \\ \ J ��� ��/a>21. MIN / rj OP OUTLET PROTECTION 3.18 - \ \ \ \ / / / I / < LL < _ ST CE) ST CE) \ CD CHECK DAM 3,20 _570- ` / I / = v Q Ln TS TEMPORARY SEEDING 3.31 SEDIMENT TRAP #1 SEDIMENT TRAP #2 _ _ _ _ , - - - \ \\ ;' ,' /' �♦ M O No Scale \ \ \\ �J / / I 00 J in ko PS PERMANENT SEEDING 3.32 I I ' I I \ J ' / / / /' / ' - - i ' - / / / l ' \ \ \ _ _ \ / l ~ 574- MU MULCHING 3.35 I I \ \ \ / �' r I I I I' / , - - ' \ \ \ \ \ u '576-- ------ DRAINAGE, h 0 \ \ ` \ SEPTIC DIVIDE 1 0 FALL 0� �I TP TP TREE PRESERVATION FENCE 3.38 I \ \ \ ` ' I I I \ \ \ _ _ - - - _ _ / �' C- ` \ I3 FROM"TED BY I DC DUST CONTROL 3.39 / / I - _ _ _ _ _ - \ \ \ \ \ - - , _ _ _ - - ' - _ \ I I I 38,2 8Lu /' w NOTES: � � \ �\ i/ � `�I // \ // / // 1. CONTRACTOR SHALL ADJUST ALL DIVERSION DIKES AS ` �, \ \ _ \ I _ / _ I \ I, - ' \ / I I I I I I / / U REQUIRED TO MAINTAIN POSITIVE DRAINAGE TOWARD _ - - - T \ - \ \ I I I ' ' / / z SEDIMENT TRAPS AS CONSTRUCTION PROGRESSES. \ \ \ \ \ I 1 I II \ /' / / ' 2. SILT FENCE SHALL BE INSTALLED AT THE TOE OF THE SLOPE \ ` (58� `� I I I 1 I\ \ / / / / / / /' BEFORE ANY SITE GRADING ACTIVITIES AND WHEN POSITIVE_s 6 \ \ \ \ II DRAINAGE TOWARDS A SEDIMENT TRAP CANNOT BE \����^l - - - - '' \� ACHIEVED. ` / / \ C c�t� ����\ `� \ / / \ / � \ ,.� � � ` - - _ \ SEDIMENT TRAP #2 (SEE DETAIL) 3. SEDIMENT TRAPS #1 AND #2 SHALL BE MAINTAINED UNTIL ,, / / / r \ \ \ ' \ DRAINAGE AREA = 2.81 AC r y STONE WEIR, ALL UPSTREAM DRAINAGE AREAS HAVE BEEN STABILIZED \ 1 - / ` ` \ \ TOP OF DAM = 565.00 OR CONSTRUCTION NECESSITATES REMOVAL. Sbi� TYPE: �J_ �� \ / / �'` \ t = y 16.9 x 18 _ `� BOTTOM OF TRAP - 558.00 y 4. CONTRACTOR SHALL CLOSELY MONITOR AND MAINTAIN - - - _ i �' / \ \ \ I I ,%� E&SC MEASURES UPHILL OF WETLANDS TO PROVIDE ` /i / ' ,' - ` - - - - - `7 '� �- �� \ I SSF • PROTECTION ACCORDINGLY. - - � - \ - � � � � , , �, \ \ \ ► � � I I i I , SSF LIMITS OF r I I I I - • DISTURBANCE 4.66 AC 1 \ \ \ \ , T -� - 7- ST#2 • �•�-%r---�-__-- 7 - - - - - - �}--- �� -- _ _---1------I-� � - r.� I \ / DRAINAGE 15 wow ww ''� _-- \ \ n� � C / b\ _ / / DIVIDE 56 III /� • 55 in 40 IS C TS R (BB 34I5-460 PLAN DID E)s I__ - - - - -- --- - E)s ' - \ \ \ _ _ \ - / / / STONE WEIR, - i I , /CWD , / / DD \ I CLEAN WATER W / O DIVERSION DITCH ' // / / / / / ' - \\ \ 1 0 0 - -_ - ,/ \\ ,' / I W TO DIVERT OFFSITE , / / / / // �2_ - SSF \ \ _ \ - - 11 1 , , - _ �' _ _ `� ° - _ _ _ DID \ \ \ `\ _ _ _ _ / IJ 1 J `� l / I W � ST#1 0/ - - - - _ _ / DRAINAGE ' EDIMENf TRAP/ 1( E,DETA�L 65 $� - �� 1 P� �` j - ' - - - - ` ` �►► / r / S # -.,DRAINAGE AREA = 2.31 AC / / : /� i �v y y y° \ \ 3DD SF , ' ♦ ♦ SSF ° �. ILul a in a - _ _ , / W ' TOP O DAM = 573.00 / / / /4'y y y y y \ _ ♦ SSF ��' ♦ ^ _ _ /o - z 1am $4 TOM/��`P=�567.00 / 51 y y y �\ / \ I _ - / /' vy vy y y yy\ \ / \ \ �I . II \_ _ _ z I I 4Nama a a vy y y y j \ \ \ I _ EXISTING SEPTIC PUMPS SEPTIC FIELD TO ' , y y ' \ I ° ° - - - EXISTING SEPTIC TANK �`r I `L / / / ` y \ �1 I , \ I C �'�'/F - REMOVED AND FILLED/ Iy I ' q EXISTING DOS I I C� "F� y WETLANB\Iv y \ j Do MANAGED I /� ® MANAGED ST - _ \ I \ O l TIA76 2 AS PART OF 00, / ' / / / / h '�� b �� 'T y,� #�♦ / �' ` SLOPES TY 1 ` _ _ ---_ _ _ i $ ` SANITARY SEWER y \ I / - ,� - \ - I " S PLLINE ` ` (PROVIDED UNDER -- / y y y . ��� � _ � \ 1 I �'� I I / � _ _ � � � -- SA \ a IDEA ♦ ! / y ♦ ► / I SEPARATE COVER / y y y v y y 1 I m I I /� IIII E� A TYPE: ♦ / y y v y v y y y y y y \ \ -0 \ I I- I I ° i / ❑ \ \ OF SO y yt y .v- � y- ,v I y y y I I I / \ / y y y y\y y y y y y y t v„ v y\ I I / � I I19ALL�ATIO N y y y y y / L �� v / I I // V I I \ I rr (PkVID D UNDER TEL GATIbN y� y y y y y y�y y ' _ - - -�� - - \ I /I // \ ` � h ° S P E CLOVER SSF J y v y\ / / ___-_\ \ 1 / I q / \ \ O y y y y y y „ \ l , \ \ 1 II ) I ISTI/afG SEPTIC y �' .v .v �' � \ ` \ \ \ _ �_ _� I o I R PLI ANS FROM I 1 A COMPLETED BY / y I V I \ \ ` \ / \ I \ k/ I I I \� L EN�1/t�0,14L�AdL- I \ , `\ \ \ \\ �, \\ \ / y y � \ � \\ SWM/BMP-EA�`EM T III \ I � I JANUARY08, 2 8 // SSF (DB 3415 460 PL T) / I ADJUST EXIST. GRADE \ \ � I �\ \ � � \ TO ACCOMMODATE \ Ek Mpg 3415 46 END SECTION CWD CONST. ENTRANCE 50 \ 1 I \ TP "\ INV. 483.00 \ \ \ OFFSITE DRAINAGE _ _ NAGED STEEP \ AREA = 2.15 AC ` ' ` � - - _ � � _ _ � \ ,70 _ \ \ \ 1 •� I I S OPES (TYP.) \ TEMPORAR 15" HDPE / I -58 \ ` CWD \ - --- - LIC \CE uc VE / A II / LIC WASHOUT�- / / N HDPE I / CONNECT 15" HDPE, i Q _ / \/\\\ , , / II _ _ SCALE V-40' TO EXIST. DI-3B / / _ _ - �\ / II , - \- ' II /' INV. 481.80 /' / ,' / vv jj �' _ _ / 40' - 80' / y14<CD z w Z O g a OU u w � O Z U O a 1-4 LULLj Lu rn w 0 N 0 � 0 DATE 03125119 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=40' 0 O w O O O J a >z O z u 0 awz J W � H Umo Q W W � � z O W 11-4 V) 1..1. O DC Q W D JOB NO. 42572 SHEET NO. C3.2 0 c U 0 0 0 0 2- Q T c m 0 D a 0 co U) Cu Cu 0- 0 0 3 as �0 o� Z �0 0 c � O a) � N d 0 D �3 ZN 0 g x 0 0 o .3 a >� Y �N X C: O O O U w2 N u, `m 0 0 0 E� U N L) U 0 � u.o Co U - L CN M N O � U CL o vo, -0 -E L_ m 0 cu m c 0 Q CL M 0 N c 0 w a CL 3 EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE- CE CONSTRUCTION ENTRANCE 3.02 sift SF SILT FENCE 3.05 / \ \ / ' ' ' , / / ' / / / ' / ' / / �(� — — — \ / �-w - - - - - - - - - SFXX SUPER SILT FENCE 3.05 �4 y _ _ � \ - _ � \ \SF 0- — IP INLET PROTECTION 3.07 "\ - - - - - - - - - - O ®CIP CULVERT INLET PROTECTION 3.08 \ -----' \- /\\\ \ II �\\ \ I IU) _ II S 1-582 = /� DD DIVERSION DIKE 3.09-------- /" / / / / / / / \ - �\ _-584---- Ps DD CLEAN WATER DIVERSION 3.12 / / — _ / / ' , / / �� ' — _ — _ I \ - - 6 \ \ t�- U) C-2 - - \ I \ \ \ \ �w0 578 -586- ST SEDIMENT TRAP 3.13 11 I � -\ /// / y y yy � -_ -- _-- =` \�`/ `\ \\ � \ /-568- MR OP OUTLET PROTECTION 3.18 588 O CHECK DAM 3.20 \ 1 / _ - _ -_ _ _ - _ - " \ TS TEMPORARY SEEDING 3.31 I I I I I C� _ _ — _ _ ; , , __ _ 1 I I \ \ _ , , - \ 4��► l , / — - _ / / / l / 1 / I \ 1 \ q�L / / 1 / TAX MAP 03200-00-00-0C PS O PERMANENT SEEDING 3.32 I I I 1 I //, ' / / / - - i / / /l 1\ \ \ \ / / � l / / / I OFVIRGIN// 57¢-___— ��\// /� it MU MULCHING 3.35 1 \ ' / r I I I / — ' — \ �b FOBU2 12 32� \ / � I / / / / I \ � \ \ E L GA�l6N / I c5 CC>� \\ \\ ` '576,, __--------- \ \ PV(f SEPTIC 1 / �? DB2179-22'" \ - _ _ \ \ I 243 & 244 TP TP TREE PRESERVATION FENCE 3.38 / \ \ _ _ _ _ _ _ - = - , , \ _ \ 1PLETED BY PLAT \ / I I I \ � _ _ � � \ � LANS FROM / I I O-KLEAN O l \ DC DUST CONTROL 3.39 � \ \ � / / 1 \ \ om _-- \ I I RY08,2 8 AREAS STEEPER THAN 3:1 TO BE STABILIZED WITH STABILIZATION BLANKET i.-V)V y— \ 1 \ \ \ \ \ / /// \ \ \ ?\ I I I ► I �SS / LIMITS OF \ \ / I I I I I 1 I� / /■ / / / / \ \ (\ DISTURBANCE - \ \ ` \ \ /' 1 I I II / / // ■ / / / / 4.66 AC OP -Nmm*xn mmmma ISNED I ■ ■ I♦ %�Wit - --- - - - -- — 584 an PS _ PS _--- � • \/ / ♦ / / ' / 582 / / ' ' ♦ / / I ■ ■ ♦ � _ - - - - � � �� � \ - � - - � _ 580 _ _ � r _ / �' 1/ / � 566- / SF I �♦ _ o // --_- �\ 578_-_ _\• 568 — �S I PS ``� \ \ _ _576 - \ -� M I, PS 570�� 1 _ — --- — — — — I P \\ AN---- _�-- —\-- - 0'N SAN - `n�rn 000SA SAN- ��--�— ; • / w2 ---- - _ —1 — `� / ' / W \ _ W DC IP SAN i T — — — (n / Ln DC IP - — _ `� IP _ — — — — / I //CWD � / // / � - � • •�•• \ . — � — — — II IP - - - - � IN DC �� � N DC IP AN f \ S� / U) CLEAN WATER / / ,� ' -- - _ — _ _ _ _ W\ DIVERSION DITCH - _ _�/ / TO DIVERT OFFSITE / •� PS ''''�`:� 574 576 578 / - - - - - - _ _ - \ _ _ _ G - \ ° • I W DRAINAGE PS / / �� / P� \ 568 570 572 SF • -� - - - - - _ _ _ SF m mm m m m� m / �� - (j TP OP SSF �������� �� 74 ���. W IP �� / / /yyyy y yyyy \ .� ` -- SSF malm PS _ /�o / /T1IA / / ��`� �/--_ / �y�'y �'y �' y'vy� �► � II IP �---- - I I I I 1 ' — / / •I IP ��y vy vyyyy yy y\ ' i—\ • \ / I l \ ' /l EXISTING SEPTIC PUMP 1 / ^ J ° - TING SEPTI EXISC TANK 1 % Ca ' / / / • Q)l' i y �,y y .� y 'v �/ . /� 1 � 1 \ a- o-zs• o — — — \ I 1 9 y EXISTING DOS CA y �/ I n ® MANAGED ST TP y,� y�� / / I I �� \ SLOPES TY - - \ _------ = - - --- - I \/ D EXl$TING ( - I ` / SL�PL LINE m �; y y \may y y x `n cb� 4,v y yy , - - - �. Op \ I I I I /�' _ - - — SA / I I yy y y /S yy y y y vy `,� v v v yy y y y c\lPS �y yy yy yy y y y yy yy \\ o \1 11 I i I Q 1 \ ' ❑ \ \ / .vly v y yly m ar y y-y y I y y y y y \ / I I I , 1 \ I [ j� / eo y y y y y\y y y •v y y y \ y y y y / L ��� I I I / \ I� I \ I d` I I TE L GA�l6N / IP 1 y v\.v y y y y y y �y y y /' '___ —�� - \\ d 1 I I ,/ I h © I I I I I O. 'IS SEPTIC I SSF y y y y\ / — — — — —— 1 \ �t' I I r _v y y v y v y \ / , \ \ \ 1 \ �= —I I �s I o I LD R PLANS FROM / / / ■ \ \ y yy v y y 1i / `\ \ `� _ /,,; �„a,� 1 I 1 I I 1 VDfI COMPLETED BY \ \ CIP I I ENVIRO-KLEAN O 1 y y I I \ JANUARY O8, 2 8 DC I � SSF yy 1 \ � \ SWM/BMP_EA�EM T I I \ I I / � � I S ` / (DB 3415 460 PL v'-\ \ � / \\ \ � cN - `0 \ I 1 ER CD' ' d• 1 " CWD \ END SECTION \ C ,r- --TP INV. 483.00 00 I / I OFFSITE DRAINAGE t -co � PS - - - - - \ \ \ ` - _ ` _ = _ / % / o s _ \ \ _ \ I I / I NAGED STEEP \ AREA = 2.15 AC L ' r' - /_� —_ � � � � � , -_- - - - _ � \ \ � 1 ••� °s �, I I S OPES(TYP.) Cf \\ �cTEMPORARY 15" HDPE - - - - - -� \ / _ _\= \ \ \ " • / �4 ° _ o I I \ ♦ - - -_ - -- ---_ - '--- ��_ _ - _ —580-1 \ \ CWD IP STRUCTURE 402 / I Ira BE TEMP. HDPE 1 II \ 1, STRUCTURE 4011 1 0 / o i ♦ 1i�1. 46. ter: ��11111�1111111111/ 111111111111111111 ��1 J will- 1 1���..�_1 '''�,. 11•►�1111�IIIi 111111W-AW, 1111111 •�i�111r1� ,�, '',. GI�1�11 �Ij�►I�I11,IXI �•_ 705 �•.'/•.ems..-:-':-�; I► ` �,, Mill 111�111FW 0-4111111111111�11�11�1111�11i1t�11���_►��� • - �-��r_I_���1�1_I�11�111111111111111111111111�11-•��1-1 �� -� ' �•-� _. -�- �i11�11._I��II�1_I�11�11�111111111111•1� • _ _ _ - -- -_ __ 1111•I�j.1-•_� _---_=-------- - �i�1_1.111v11��11�j -- - - � - �111111111111111111111.11�11-���1.•v -. � �- - - •�_a��_1�_1��1.11�11�1111111�11111�11�11�11111������1�� 1►1111111�1��11�11�11111111NOR .1`1�11�11`•1; / I N= - 0\ 4LE 1 "=40' 40' 80' - - / i C �II �) 7, I � Q CRAIGW J. KO"?"ARSKI h Lie. No. 0402048507 FA b9 M E O N 0 N N c > E w E ~ uj Q F! U. �wO 0CLu LM J U 00 J — vj uj N Q��U` W p a, O �x c U j F_ Q - c Lr) rn 4 N � M CL 00 J � F_ Z w Z 2: O 2: I__ O u (n Z 0 O Z U O a II LIJ 0 w rn w � N 0 DATE 03125119 DRAWN BY A. MABEE DESIGNED BY J. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=40' JOB NO. 42572 SHEET NO. C3.3 L z > VDOT STANDARD , CG-6 WITH / / w CG-12 (TYP) GR-2 GUARD RAIL / - - UD 4� - LOOP ROAD WATERLINE _ - - - - - - - - - - - Q - I PEDESTRIAN CROSSINGT STD. IN _ _ _ _ _ _ _ _ _ _ _ F C11" AND MUTCD TYPE 3 _ - - -J� - BARRICADE 5'X40' - - - / - - - _ _ - 100 FEET SIGN ( ) O VDOT STD. R7-1 N0 ch - r r� WITH R11-2 SIGN - - - VDOT STD. R1-1 STOP SIGN _j L6 ' - _ _ PARKING SIGN �O �' I - C C�T� �; a�O"� �a42 t�I R50 TYPE B, CLASS 1 WHITE PAVEMENT , o ti - - - - o + C VDOT STD. R7-1 NO 5' - � - - � lzcm No. (1�p2p48507 _ LINE MARKING, 24" WIDTH B PARKING SIGN CONCRETE _ 6/ I 1 / 1 9 1 VDOT STD. R7-1 NO _ - ' ? PARKING SIGN FHA SIDEWALK b� I 1°�AL I LOOP ROAD (PRIVATE ROAD) SAN s SAN R2145.5' R25' 6' Y I / A o 24' SA SAN SAN s / c`' SAN --- -- - — - - —- ----- ----------I----------_ SAN STUBBED OUT AND I I M SAN N2+00 W W 13+ W _� CG-12 TYP ----- SAN o E SAN R2145.5' SAN "' E PLUGGED FOR I N 11+00 W W ( ) 14+00--I---___—__ SA rn U FUTURE W CG-6 WITH UD-4 W CROSSWALK (TYP)--_�_—_-----_ N N CONNECTION +00 W W -- 6' �' \ \ \ \ \ -�� W W 15+00-----I-- a o VDOT STD. R7- W > E 1 10 W 12' / a a SIGN W W w °' E VA n \ a e _ 2 > I 8"x8" TEE AND (3) / \ A ° d a ~ te a BLOW OFF I 8" GATE VALVES / F CONCRETE SIDEWALK \ \ \ ` ` - - - - - - - o U. Ln ASSEMBLY (TYP.) a / , VDOT STD. R2-1 15 MPH \ Lu O n w SPEED LIMIT SIGN _ - - - - - - —�.._ _ _ _ d "' _ - - - - EXTENTS OF 20' WIDE CG-7 a a °- � ,� p � VDOT STD. W16-2R \ - - _ _ - - w - �� - / MOUNTABLE CURB VDOT STD. R7-1 NO o N O I o — \ \ ` PEDESTRIAN - - - _ a cn r� a I / �`- - - PARKING SIGN U + VDOT STD. R7-1 NO i � \ � - c� w co R50' � CROSSING IN 100 \ / /� � - - � _ _ _ z rr °' "' � / PARKING SIGN \ FEET SIGN \ _ �j _ _ - - - - - - O U, X uLf) z VDOT STD. R1-1 STOP SIGN \ \ - - - - - - - - - Q J < w � R50' / / \ \ \ / % / / TMP 32-18B o a o O UIVIVE YOF GINIA FOUNDATION _ _ c_n x � rrj z / - FUTURE PRIVATE R/W > O / e / / D 12-325 _ Q u1 w / TYPE B, CLASS 1 WHITE PAVEMENT /y y �� \ \ / / Ln J/ J/\�\ \ \ \ \ / , , / 10' WIDE GRAB 3415-455 PLAT I (TYP) J \ o N ; Q LINE MARKING, 24 WIDTH / �''V y -V -V y y y\� \ ` \ - _ - ' ACCESS ROAD \ \ �-Ir■ _ _ ' \ \ "' � V) Lu / VCL -V DRY POND _ 2 _ 0 � y y y y \\ \ \ x I / II ow VDOT STD. R2-1 J/ y y y y y y y \\ \ \ I on I I I I \ � 15 MPH SPEED 14 / I / � /y \� y y y y y \\\ 1 \ / \ _ � I I � vi LIMIT SIG r / 14' I VDOT STD. R7-1 N 'Vy \�y y y y -V y -V y y \\\ \ \' I / \ / I �i� � PARKING SIGN / x y y y y y y \ I I =o y y y -V, VDOT STD. R7-1 NO �' _ _ ' ' ,/ \ \ J/ -V y II \ \ / // // \\ \ I \\ O PARKING SIGN i / 1 / -V \ \ �� y -V -V J/ I TYPE B, CLASS 1 , I / y y DOUBLE YELLOW / / y y \ \ �3/-- y _ yam'/' \ 11 / 1 I - // I/ ° L o PAVEMENT LINE I _ / y \ /%r I I o w N CG 6 WITH /J/ /y/ y - \ I I I ii MARKING, 4" WIDE I I UD-4 ' r y y/ �V y \ ;-�,! I 17i' v p y y -V y y WETLANDS -V y / / I I � „\ O a � I I y y y y / I �''/ \\ O y -V _/ -- -- _ / \ / // I I j \ �\ DATE r' / Cy y y y, � J/ J/�� y ,,��'� I I I I I DRAINA/i' r � � 03/25/19 6, F CONCRETE SIDEWALK y y GE y J% \uy ,�,� - - - - \ - \�/ \ \ EASEMENT I I II I ��� O \V \y -V y y y y / — — _ — _ I I I I r j/ DRAWN BY I N \y y yl , -V J/ J/ -V -V A. MABEE y y y y yam' I T rE B, CLASS 1 WHITE II ` y\\y y y �y y y y y y y y y y \ 1 I I I I/jj' /' DESIGNED BY PAVEMENT LINE MARKING, 4" I y y J/ I� y y y y y -V \ \ I I I I V I \ • WIDZ (2' DASHED, 4' SPACING) I / y y y y J/ y y y \ % I I I I ► , 'I \ ,' ❑ • 1. SHOWALTER yl y y y y/ Wy\ y- -V / I y y y y \ FUTURE PRIVATE R/W I ly y \y y y\ y y y y y J I I /i' 1 • CHECKED BY TYP. I y y y y �/ y y (TYP.) // I y y \y y y y y J/ y %� / _/ I j I /i'/ I I C. KOTARSKI �i\IV y y y y y IV y y / // __--- ---- \ I I 262' I ` I •• SCALE LOOP ROAD I \\ -V y y y y y -V� // —1"=20' �----------_ \ \ `� \ 11 i I i/' \\ I ENTRANCE WATERLINE I \ ` y -V -V -V J/ \ / ' `� `\ ` \ \ __�____ I I y y y -VI'vx Ir / \ \ \ \ • / I \may / 1 \ \I \ 105' LANE I �' \ -V� / \\ I TRANSITION I \ -V y -V � I 1 I \ I I \ I I TYPE B, CLASS 1 / / \ \ y \ I YELLOW GORE / \Y CG-6 WITH \\ MARKING, 24" WIDTH -Vy/ 1 \ 1 \ I I ♦ I I I UD-4 \ WITH TYPE B, CLASS 1 DOUBLE 4" YELLOW I Q TYPE B, CLASS 1 I \ LATE PAVEMENT LINE f WHITE PAVEMENT LINE MARKING, 4" WIDTH - PROPOSED 15 \ I MARKING ON EACH SIDE. \ I IVDOT STD. R7-1 NO TREELINE \ I PARKING SIGN (TYP.) \ o I VDOT STD.R2-115MPH --_____ -__ - -- + I SPEED LIMIT SIGN - - - - _ _ _ _ _ - _ _ _ \ \� \ \ � TYPE B, CLASS 1 _ _ — p�PTI� — — \\ I \ \ \ r _ ---------- E_ -I\ \ \ r � 1 \ \ 1 O I WHITE PAVEMENT LIN-Z�p�0�00{J��------__\ \ \, ----- - --- ----` 1\ \\ ' MARKING, 4 WIDTH- 43 f`Ip - ' / / — — — — - - - 6'WIDE 16' MPS v�� 2-5--��T------_I _ _ --- _ — I � PAVEMENT MARKING ARROW MEDIAN I - _ _ _ _ _ _ _ (_AXs �� GLF �1.2_3 44 P - - - - - _ _ _ , \ , , , _ _ \ \ - _ _ _ \ 12' 12' ` ---___ U \fER_--�2�2?�3---------__ - \\\�----=/,,,----_ — -J— TYPE B, CLASS 1 WHITE PAVEMENT d — —580 z LINE MARKING, 24" WIDTH / I — _---�- ----------- -----_--_\� -- I_j-----___ \ \ VDOT STD. R1-1 I TIE TO EX. SIDEWALK (TYP.) ; \ \Q _ p \ ` \ _ / - — UE ` \\ \ _ / r i i �- , B 3415- ♦ - _ ^ U STOP SIGN- - - - r — UE UC — \ UE UE — — — �_ _ 1..� Lu uj a II S EE -, / R50' I G / - \ \ \ I \ ♦ UC - 7�� Q 11 SIGN I — — / \\ i/ \ G , - UE _ - 2: ) / --------------- \---- / ---- I IE TO EX. CURB (TYP.) LEWIS AND CLARK DRIVE R50' T/ r / \\\ \ , E) (CURRENTLY INNOVATION DRIVE) / I I — w I I r U) --------------- w -\ Oo TRENCH AND INSTALL WATERMAN REPLACE 63- AND AND REPAIR PAVEMENT PER / 'A'`\ I I > _ — — TIE TO EXISTING UTILITY TRENCHING PAVEMENT CURB REPAIR DETAIL CONTRACTOR TO APPLY FOR AND OBTAIN ALL NECESSARY PERMITS FROM VDOT BEFORE BEGINNING CONSTRUCTION IN THE RIGHT-OF-WAY. CONTRACTOR TO COORDINATE MOT WITH VDgT AND \/' I I R/W �24' TRAVEL LANE R/W FIRE STATION. ACCESS TO AND FROM FIRE STATION TO BE MAINTAINED AT ALL TIMES. i ' \ \ I I N _ , / 10' WIDE 10' WIDE / 5 SCA E 1"=20' UTILITY CORRIDOR UTILITY CORRIDOR - .y8$ _ - _ - // I I 12"x8" TAPPING I \\ \\ / ' I INOR 5' CONCRETE 5' CONCRETE SLEEVE AND 8 I \ \ I I 0 20' 40' SIDEWALK SIDEWALK JOB No. \\ \\ _ 6' BUFFER STRIP 6' BUFFER STRIP 42572 VALVE ---___ \ — _I� _ _ _ - - - - - - - - - \� - - - - - - _ _ _ FOR STREET TREES LOOP ROAD SECTION w--------L --- \ - FOR STREET TREES wl \ I-w----�\� ------ _ (NOT TO SCALE) SHEET NO. C4.0 a tn 2 U C N a w co a o_ C o_ T a a cu tn co C a `o a 3 L 0 m co ns c a a T CL 0 V O N c 0 2 O d \ \ 1 \ 1 \ \ y R/W 24' TRAVEL LANE R/W ` \ I I I / z Q CRAI�aW J. 3�0"?'ARSKI \\ I I I I 1 1 I I // 574 1;zea 1. (140204507 10' WIDE 10' WIDE UTILITY CORRIDOR UTILITY CORRIDOR 5' CONCRETE S CONCRETE \ 1 1 I I SIDEWALK SIDEWALK 6' BUFFER STRIP / / 1 I I I I / / / / \ 6 BUFFER STRIP FOR STREET TREES LOOP ROAD SECTION \\ \ \ \ / / ` / / / I I I 11 I I ' / \ _ o E FOR STREET TREES / / / I / / / / rn o (NOT TO SCALE) \ \ \ \ / PROPERTY LINE TO BE VACATED I I 1 � / 1 / / / � _ _ , N Q o \ I > Lu a �'' 4 LL o PROPOSED / 1 / Lu U I 1 ' / / / / ,' / Lu W n w _ --- --- Q '----------- - TREELINE /' I \ \ > z I /' / / / QJUco z � LL (TYP.) /' I ~ O 1 I �' / / / / // /' �' o rn z / / a�rj O U / (DW `�� U \ / LL / / / / �i_578_ z rr 2 578 N i — l ' O v D =V QLn w / / F_ � 20 BUFFER GB 3415-460 PLATS � �O ti ' °- � � / / / CL 10' WIDE / CG-6 WITH / ' '� / _ _ - - 00 _j > - - _ / _ �,/ / / - - UTILITY CORRIDOR 1 1 - UD-4 - - - - - - —� R25' VDOT STD. R7-1 NO - - - —�— - = T- _ _ - - - !- - - - / 5' CONCRETE 51DEWALK 4 1 FHA EX PARKING SIGN I \ \ / - - - _ yVDOT STD. R7-1 O -4 4 1 ,° \\ \ _ - - - PARKING -SIG a / ° ', Q / ° 4 e # < a i I CG-12 (TYP) M 4/ 4N a _ _ SAN SAN \ \ , / 6 / \c O ---_--I------_—_-- SAN � R25' ® � SAN-�-- --- J � - - ~ W 16+00 —I ----- ---- 24' SAN / SAN N; -------- o rn w ----+-----_—_— 12' ` S / LOOP ROAD (PRIVATE ROAD) -----I --------- 21+38.45 w 0 W W 17+pp-----I— --- _\ \ R1154.5' / I I ____ _------------+--------- 21+00 > w o _ W W 18+00 ----- --------- g+00 f— —+- W 20+00 W W W- W Lu U o\ W W W W W _ Q 8" GATE VALVE p o / DATE ° 4 a ° a R1154.5' _— _a ° =°d a 03125119 - - - - - _ _ _ _ _ _ _ VDOT STD. R7-1 ° CROSSWALK (TYP) VDOT STD. F�1 NO / ' o - - - - NO PARKING SIGN \ ° ° ° - STD. W16-2P CG-6 WITH 1 DRAWN BY - - - 5 CONCRETE SDIEWALK / 1 CG-12 TYP PARKING SIGN 1 - � - -- - - - - - - _ \ \ VDOT STD. R7-1 NO PEDESTRIAN CROSSING IN UD-4 ' _ (TYP) - - 10' WIDE UTILITY CORRIDOR # - �D - - _ _ - - - �_- \ \ \ \ _ PARKING SIGN - - 100 FEET SIGN- - - - / - —� - - BLOW OFF / / A. MABEE WIDE ROAD WITH / / ' // / ASSEMBLY (TYP.) / DESIGNED BY NO ON -STREET � / I / • \ // ` ♦ _ _ - - _ _ PARKING FUTURE PRIVATE R/W r / • J. SHOWALTER (TYP.) I ' • CHECKED BY FUTURE PRIVATE R/W`' - _ _ - _ - _ / ' / / 1 (TYP.) I - - - , \ ` // / I I ' I • C. KOTARSKI — _ I / f _ ` l l 1/ • SCALE 1 "=20' z \ / / 1 � \ EXISTING SEPTIC PUMP � I I I CIF E l P IN - - _ ' \ \ EXISTING SEPTIC TANK / 1 1 ___________ \ EXISTING DOSE TA ��ss, r / / `1J LJ \ El APPROXIMATE LOCATION O OF E/XI S FINS SEPTIC \ I p I I I I I ♦ \ FIELD PER PLANS FROM 1 I O \ I I I I \ YDH COMPLETED BY 1 / • �s I I I I 1 I \ I / ENVIRO-KLEAN ON I l \ I 1 I I I I \ I JANUARY 08, 2008 U I I fl I I 1 I J I>00 z Q 1 \ 1 fl EXISTING \ I I \ � z J w FIRE STATION \ / / / a I I \ ♦ ' / Q w I I 1 ♦ �u� \II ♦ / / \ Lu C^ O \ I — ( ) W Q W /// I ♦, �/ Q J ��w^^ V) w / I I 1► \ w N W / o� o I I I I \\\ an EXISTING PROPERTY \ \ _ _ - _ - - ,� - I �s ♦ LINE TO BE VACATED / ♦ 1 \ � � � SCALE 1 "=20' — uc o _ _ 0 20' 40' \ JOB NO. uc — — — � x\ — _ \ 42572 ---- // / go_ SHEET NO. — \ / — C4.1 0 tn U C N O tn co (o 3 m 0 a a T C O a 0 m tn co V_ cu a a 3 c L yy yy 15` I /y 666, I — - - \ \ \ \ \ 1 y y / / // y / 57Q- `576\—_ CCU > (96 \ _ \ \\ \ \\ \ \ \L \ v VDOT STD CLASS rT ' ) \\ \ \ \ / / / I I I 11 I Al RIPRAP' / ,/ \ _ / 1 W I DT.H �I = 4.5' S D. 1 E�� / � _ � b\ � VDOT ST CY , / VDOT S7 D. /I I \ / ' \ CD-2 r�' 1 y ____------ / - _ I I _ WIDTH 2=13.5' \ �E _ _ _ / 1 CD-1 WLITH / / I I LENGTH = 9' / INTO INLETS ��\ \ \ - -_ _ _ _ _ - - _ o _ _ - _ - , _ / II EW-12 FOR3:1 / 4NT0IN/LETCD-1 Td IS' / VD-1 WITH / / = cn D-1 TO Tt€ UD TO NEAREST 588� _ _ _ SLOPE / CD-1 WITH INTOII'QL - / 200 I DEPTH = 18" - SNLET._(TYP.) 586 - - - / / TIE LID TO NEAREST ' / �� z / 584._---- ---- / —/ / EW-12 / _.578 UD-4(TYP.) ------ 582 - \ \ /' / / / 01 // INtET.( / /� -_ 580- 121 122 - _ - - - - \ \ \ � J � _ — _ - � _ _ _ 578- � - - � - _ _ _ - / - ' U D � �TYP.) T— / / 56/ / 56�—� \ - '-- �- � - - 576 � �\ � / � 570 205 — / 204- -C� "' I M / / / SAN _ _ \ AN _ — — — _ _ _ . , - \ _ i 02 0-)0 + / / ��_ -rF -�-- �<-----F-- SAN . �• Ln /Ln ,n���- - --+- _ SAN S + + - 5E _ _ _ W 16+00� - _ - _�—_ - _ + SS N 19+00 Sq 1 _ r - - / / I / / / i / / ' / ' / '• 576 \.104 103\ _ - - — _ — W - _ \ W-f' - -I--\ \ / w — / T � 572 —� //-- + // /, • / / \ 578 - 206 ° \ - .• / \ ./• / 2 574 \576 - -- ' T _32-1$B--- - - - - - - - - - ------ 570 572 S/T� IRGINIA FOUNDATION - _ _ \ \ 212 < ` _ `� - - -I-- 109 / / // BAYSAV y A 568 \ 22-325 78 HYDR DE,a/I„\ _ , \ 0 1 \ 574_ - - -fir- /a / 5� 580 / f • v v 1 0 BOTTOM \ 568 \ B 3415-455 PLAT' \ 576 / ' / / '�� I 5$2 �b� T a AREST) / / / 108 / / y yVID Dv y y \ \ \ ( \ _ - II _ _ _ - - I' I � y` / ET,.(TYP.) , / „ „� \�/ 302 I \ _ - _ _ - _ Z VDOT 'D D. �� y DTM-4 v~ 5 ag / 11 CD-2' I IE _ — ——I�-�,Jv2 „�'1„ y y5 p.0 ///IINTOINL - �,, La��3 i Isls y y y/ i' \ \ / /' I \ \ I / ' EXISTING SEPTIC PUMP I I -°S 1JEP ���i�' ` \ J �';1 �� \ISTbR ECH IS TO ° \ - - - - \ EXISTING SEPTIC TANKrl /U'D-4 (T/121.) / / / y y y y % VETiar+nslvy„ \ / 7 ROW TERIN DAVICE �/� ® "'� MANAGED ST - e. EXISTING DOS I I \ qCA y y R y l I J\ I / y I - \ - _ _-_ _ _ - - - - - - \ O�EX14TING / I y „ "� / J / \ SLOPES (TY _ I \ / �c / \S PL LINE y y� � � y y y y y -�• y - - \ 301 TOP OF DA m I I /�/ _ - ( — SA I I ap // I Ln >a vco / / I ao /I / '/ �_,vl v v ,yy y��yyyy Iyyyy yyy572.25I I i In 11 / / I \ n I I I / \ ❑ \ \ I / / I / I y y y \" y y\ �y yy yy// I \ I VD T STD CLASS �r I " y „ y vy v y y / �� \� / I I / / \ I \ r\ / o^o / I 1 I I ` y yy y y y �� y / -- \ I I // I \ ct o I I I I TEL GA�I N / I In \v y y y` y / P _ - \ \ I y I I ISTI/afG SEPTIC 1 / \ I I \ y v ,v IV \ / / \ I V OT ST' y y y ° y ° yTH 1 = 6' - - \ \ \\ \ \\ _% CD�1 WITH \ y y y y / IDTH - \ \ \\-/�j I \ II I I I \ A COMPLETED BY / / I E•1l`,/--12 FOR 3:4 y y y Y I IENGT 9 \ \ \ / \ I \ k/ I I I \� L 5.2 ENVIRO-KLEAN O l y I I I\ DEPTH - 18" I I \\ I I I I \ JANUARY 08, 2 8 l _0_ - " y y \ \\ \ SWM/BMP_EAEM T VDOT ST'D. \ SBSt I , I I o ma`s'\ \ / \\(DB 415 460 PL�T) CD-1 WITH I \ \ 'US ' I ` NI� / I \ V I \ EW-12 FOR 3:1 I m s� 2100 \.< CO U) - - - _ _ - \ \ \ \ \ \ \ \ I I / ° I I 1 - NAGED STEEP ` \ \ \ \ I — - o \ \- /' _------ \ \ \ \ n I I S OPES(TYP.) \ \ \ \ \ �`.\ :• _ ,� B32DQQQ-0>��O�IT_ - _ �j \ / � — __ ` �\ � \ / � � °� F VIR_GIIVIA _FOUNDA4TIO FUTURE PRIVATE _ _ _ - - - Br-ZMVE4FW�1244 T— \ R/W (TYP),UE ' — — — — — — — _ . I uc A_ \ A— .VAT RLIP AS MENi s _ _ _ — — — — — — _ 46b PLAT\ \ S> \�3�ts-� —� ------ ---------- -\,�_ — _-------- CLOVER'S Al TAC-RES- ------ I \ \ ------ - - - - -- \ / `___SCALES„=40, \ \ 11 \ \ \ \ \ \ \ \I 7AX MA�\03200�Op-00-d'O RO \ \ \ \ \ \ \ ` \ \�• \ S ` \ `�'.s� \l' \ \ \ \ \ \ VNIVER�ITYOF �/ 4GlNlAsFO N�4TlOcs> `5, `s�� s6's/ cgs 6o S' \ \ \ \ \ _ _ , — • \ \ 0 40 \ \ DB 2&2-32 6'- 1 �� Q s� �� sc90 d8 sCQ0 U-) \DB21�9-222,249&244RLAT \ \ \ \ \ \ \ \ \ \ \------------------ \-_-\ r',----_ - - - - -- T8°na7`���•� I � El t C \ \ \ l \ \ \ \ \ \ — — — — — — — — _ \ \ \ \ \ \ `. �L,. Q CRAIG W I. KOT.ARSKI Lic. No. 0402048507 O 6/ I I / 19 ��• r� M E O 0 M U N 1n N c: > E w °' E uj 0 L W O 10 r1 aJ U0M0 J — Lj Lu N W p N �X LL 0 Q : _ N =U > LLn F_ C Ln rn 4 N � M d � GO J Lu kD H z 2: O Z a O U w � O z v O a wLU cl� (n w Q� w 0 N 0 0 DATE 03125119 DRAWN BY A. MABEE DESIGNED BY J. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=40' JOB NO. 42572 SHEET NO. C5.0 C O a2 O L C -Do- a) �0 o� ll Z a0 o 2 C O O -O C C N (6 N d U C Z N 0 2 a g x m pa) O w V__ O CD d w O '§ a (DC En w� U N C (D O m v, co �N U c o E� C U f6 o� �U O C m ,o U 2 cc C N U) C rn O C 0 (0 a o w N L � E L_ \ \ \ ----� 1 Lic. 0402i3 48507 / --------—— — — — — —— 588 All, I I 1 \ 586 0 0 0 rn ui __--- - - - - -- N o / /'----- - - - - - - - - - - - - - - > E I / LOOP ROAD WATERLINE \ \ 582 Lu I=—W >� I — — — — — ` \o TC \ / - 580 Q � � � LO _ _ _ 578.56' TC � , TC - - - - - - - - - - 578 - � � c`a ,^-r—i Z / - _ 578.85' — TC O / /' TC 578.98' ---------------- - - - - Q JUG Z g -� - - TC CO / ' 575.96' TC TC a- ,Ji - ui O � - 580.21' / TC 576.02' 578.00' \ a > O N O / 576.04' -O- O W N 4 a U / / c �° Z H Qj M EP 581.84' - \ \ \ ` /-' d 1 �ONX Ln Z \ - 1 a� a w � 583.72' o ; / / s� S�6' -SAN h \ SARI, - 'l`6- SAN _ TC �' I o a " o O ce)rn N I M ' S/AN-►w / SAN-►—'f2+00 �- - --- --- - - ----- --- -2) _ _ `� \ SAKI-� _ _ 5_ s _ — — — — _ _ x N z ago co 583.72' 11+00 . - - -I �- TC \ �� —_—+_ - ----- 14+00 S�8 SAN = v Q' w Ln oo a�\i� W W W TC --_ i SAl\1= Ln rn `c' /I 10+00 _---f-_�F--_-/ , TC / W , W _ ` — \ 73' W -I --- - _,_- 0 - W � I / W P1.07' W W _ - - W / TC , \ 575.99' \ -� \ - --+-- �/ 576.05' / d \ - W W o w � e a ° ° — ' d c° ° \ \ e ° d a a \ \ \ ° ° ° c \d\e 4r e000 / TC / j / a / \ \ o a Q d — _ — — — — — — / 582.33' s o / e / 576 \ TC - a _ ° e � _ 578.91' / _ — ° e ° p ° e V ° e V ° O _ _ I o - �/--�-- -- 572 \ �--� \ _ o '/// ,'' \ \--\�576 578 �__=�- 0 574 572' TMP 32-18B o 0 � \ \ \ \ 568 570 \ \ / / / , �/l�%IVEf Y DB 2/NIA 325FOUNDATION _ _ - - - - \ = Q IV �/�\ \ \ ` ` / / DB 34 95-455 PLAT Q 'I \ z o 581.17 / / / / y y IV y y y �/ �\ \ \ \ \ \ / / I _ _ j \ `I ri0P=572.8' ' \ \ O DATE TC IV IV 581.1T / y y J/ y y y y y \� \ \ \ /� \ \\ -II / I \ 03125119 y y y \\/ y \ \ \ / \ \ I cn I I DRAWN BY IV IV TC y y \ \ y y y -V y y IV y\� �-' J \ I / - o - / I I ♦ ► A. MABEE 481.15' / TCTC / _ - - - - - - - 1� \ \\\ y y y y y y y y y \I �� \ \ \ / /' \� I \\ ♦ DESIGNED BY I I 581.18' / _ - ' '/ y \ \ \�\�/\ y y y y y y I I O \ / / t \ \ I \ I ► ' I y y y y/ \ \ \ ' / \ I \ �' I • 1. SHOWALTER IV IV 7 y / / \ \ �/ y y /,�I / l # • CHECKED BY -14 / y \ - y _ \ / I / DI-3A L=2.5' O �y y l�"l \ y - - ' \ _ �1 I I // TOP=573.3' • C. KOTARSKI / TC / / , y y IV / \ I J/ y 581.30' I �� / y y y Y -V WETLANDS v/ y \ / o / I //\ • y y °O SCALE y /v I l / ► I / / \ • 1 "=20' / IIV s I / y IV IV I-r y IV �v \y y y y �/ °° �y y y y ylTC y 582.36' I f y\ IV y y y y y y y y IV J/ y \/ y y y y y IV y y y y y I^v I/ yy y I I I I \ � I , �, y y y y y y y y y y y y y \ � / / I LO I y l y y/ may\ y- y / I y IV y J/ ICo I / I ly y y y \y y y\ y �, y y y J \ _/ �, I I I ii' I ►/ ' I I V IV .V y � y IV y� � y y / I / I \y \y y y yy yy\ J/ J/ _ � I I 1 \ y y y y y y �y��' y / ,' ,_---- — —— IV IV IV IV N y y y y y y IV IV IV IV y IV y \ \ l / \ \ \ I I \\ ��----�-- I Ln D1-3C L=6/ \ \ \ I , \ \ \ J/ IV y y y y —� 1 1 / / /' \ \ \ \ \ \\ - -'' (FILLED WITH WATER) 1 \\ I TC I \ y y y ` I 11 I \ I ► \\ / I I u 0 Q \ \ \ 583.67' I I 1 \ \Y y i 1 \� \ \ \ I II \ / I W O ai �/ \ \ I I I v ui w z \ \ \ o `s' \ \ / \ / / / Lu t— — — — — — — — — — — — _ _ \ \ O Ojp\c�j.� 1 \ // \ I Z Q u) 11 'r \ (.31 TC Lu TC �Z 585.29' - — 6�- Opd _ _ _ - - - - - - _ 585.83' -°%' .00,00' WD --— __ ` \ \ N - — — — —— --- M/At C�►'� 5--� T-----___ - - T�SI-fyOF�12.3��P--- - - - Q \ \ TC �� I — — 1 — — \-\--- ,-- _ I I e -�I V/ V \ \ 2,72 585.56' — � , � — TC - -�6� -580 — — � - � - _ - _ \ \ _ _ � - - - I -I-I - - �� / 585.72'-- - - - - -- Lu \ % ---- — --— --- --- \ — u= �/ _�, uE\\ uE1_ I I Ic D —� B 3415- _�♦ — — — — �- ---------- --- --- I a° ' UCH / �� I I I i - , �►' —� Q 40* _ e / L ---------------- y \ 15' RCP�`- ' G �i \ _ ' - ,' FRCP - /____- ------ 30' RCP - - O __ _ ��I G I !---------_ �--- - ---- / DI-3BL=4' TC , TOP=579.� \\ \\ ,' TOP=575.70' TC / / 583.90' / 30" RCP , / I I TOP=573.74- �� 590.95' I I D1-3B L 6' / _ I I / = 3.8 N / 98"RCP / TOP-58 .77, 15" R&P \ \ I " I I� \ - \ \ 95 RCP=564.6' 1 r 5"RCP OUT=574.4' \\ \\ II 1N=570.7' (S) I 1 1-0 24' RC — 1I q5" RCP I / I � \ 30 RCP 1 � � 1N=564.4' I , n / IIOUT=58o917� i—----��-------�-- \\ — \\\\— %j---- _-----� II _ �' T r rr_ 0 30BNo. DI-3BL=1 ' — — —, �A 42572 0 TOP=573. 6' SHEET NO. Err HDPE _ \ \ 111 DI-3B/L=8'� /' /' / - '' \\ \\ ,' / / / I I 1N=568.7' E) - C5.1 0 0 U C m 0 0 0 O fl. a T C 0 D 7 () 2 0 c cu 0 0- 0 -Da a) �O O O z a' O 02i C � E O c o � N d O D (D 3 zN O � a g x H o w � O 0 0 o .3 a ID Y N co 7 N X C a) O a) U 2 N N (6 0 O 0 E� U N as �U O N O (A O U - i cN M N o O U a o vo -0 a E L- Q 0 O LO N LO N v A 0 y \ \ \ \ \ \ ► I I I I I 1 I 1 ► / \ / / , D \ \ I I I I I I 1 1 / / / z — — — _ — _ c 5 \ ` \ \ \ \ ► I I I I I 1 I I / / / / � Q C�.�°a�T I. ��O'T.�,ItSt�% \ \, \ I I I 1 ► I / / / / , , 574 — L,ic< No. 0402048507 ►\ �I I / // ��— > E LU LU u Q � o 3: U) ly- W LLLJ ' / / / 1 / / w N LrI O W QNjM d N 18" E 55. 8' I \ — —� — —578- — - o x u N Q�Q w � I /, _/ /, O — ----- /' / / / / ON z v BUFFER (BB 54t5-#tIJ Pt:AT-)566 / O � d / /' °' w o • 576 J / \ \ _ _ �— •• 570 �_ '1'I� I a� _ / S _ J w • co Ln / a ° a °41 < < a \° .[ _ \ ` \ — — I • a a ° TC TC cl-, ° 1 / \ — / a / ° ° / / / a a 1 ° 574.73' 574.97' O / �— ' ° ° ♦° \ a/ d\ a a J ° ° _—tom— TC --- TC SAN S)6 SAN / \ \ \ \ // �♦ �572.04' \` 572.43' • I TC TC p - —F— - — - _ SAN _ _ _ _ •• TC AN I D� ` g7A3i�Z� 575.05' 2 SAN ,SAN TC / —♦ — ; AN 573.86' /I �� �.1+00 _ 21+38.45 W W — — — ' -- — — — — — --- __ _ _ - - 573.11' \ SAf� / �2 ♦♦ SAN / �N 5�2 \ ; - --- 20� 00 ----- --- -I - - r - - r w w o — — — — — — Vb W il�- - - _ �- 18+U0 TC —F - _ _i _ ► _ / �— I _ _ _ — — \ �N W 575.05' 2 Q — W z 573.11' \ \ \ / I W9 nn / \ \ Q kD VV\/ 0 0 mod_ _—— — — —_ d \ (n DATE d ° °e ° °° a ° TC \ \� _ — — — _ TC /� / 57,Z21' \\ \ \ ' e ° ° ° > ° d e e ° e 572.57' ` \ ` \ — \ — _ _ — —a — / , ° \ e 03125119 a ° \ a \d e d ° _ ° d \ L ° dd } DRAWN BY — — — — — — — — — — — — — �� — — \ \ \ \ \ 1 / — A. MABEE f3 Z \ _ _ _ 576 578 DESIGNED BY 574 __ — — / // I 580 • 1. SHOWALTER 576 — _ — _ _ _ _ — — / / / I • CHECKED BY 578 ,oc,\°1 I I / • C. KOTARSKI / • SCALE I 1 =20 Z / , ' I • o \ EXISTING SEPTIC PUMP N \ EXISTING SEPTIC TANK EXISTING DOSE TA I� I ' \ I `ter ids, \z co kr) \ \ \ ► / �� / � AN — — SAN-omb- ® I / / I a APPROXIMATEL0CA�ON � � � I � I 1 ` � • ' \ OF EXIST-fNG SEPTIC ' I \\ I p I I I I I ♦ \ FIELD PER PLANS FROM r \ I I I I \ YDH COMPLETED BYLO UD 1 / ENVIRO-KLEAN ON \ I I I I I I \ \ I JANUARY 08, 2008 U I I Q I I 1 I> O \\ o I I I I I I \\ ' \ ♦ / up) ui W / a O -17 100 \ w ' \ W II W I I I \\ I , \\ � Q \ Z / / I c� I \ / I � I , / \ H� / I I I \ , \1 / W LU Q z (� r�n / I I \ \ w V/ V LU / o I I cri tic rn UE „ our=5ss.9' — uc 4 9 UE W 429.96' — _ — --c- ----- R / / pw_ \ SCALE 1 "=20' \ ` I \ 0 20' 40'` ` \ JOB NO. \ 42572 \ SHEET NO. 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BOOK): DISTURBED AREA (SOUTHERN PORTION OF PROJECT AREA): 2.10 ACRES REQUIRED REMOVAL: 1.29 LBS/YR POST -DEVELOPMENT LAND COVER: 1.29 LBS/YR TO BE TREATED VIA MANUFACTURED TREATMENT DEVICE. TREATMENT WILL RUN IN B SOILS: LINEAR SERIES THROUGH BARRACUDA TO SC-740 STORMTECH CHAMBER WITH ISOLATOR ROW. 1.40 AC TURF 0.70 AC IMPERVIOUS Q CRAJG W I. KOTARSKT Lic. No. 0402048507 r� M E O O M U N ui N O Q O E W U � � Q U. 6 u, QJ UoMo N W O N 3 �X R 0 Q W � UC j Ln H Q C Ln 4Om N � M a � 00 J Lu � H z � O � a O CII� u w � O z u O a W C) CII (n Lu CII Q� w 0 N 0 DATE 03125119 DRAWN BY A. MABEE DESIGNED BY J. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=60' 0 O � z O O z J w w rr V Z Q Qoz J g Uw Jw m oCaa Lu V O Lu JOB NO. 42572 SHEET NO. C6.1 C 0 N 0 L C N d 70 o 0. C� z •' 0 0 C' o -o C o co rn d U 0 w (7 3 Z rn 0 2 a g x I- al N o w V_ 0 0 CID o w a� aD m U Y Vl (p 7 N U C N .0 O U 2 �N c_ 0 U) O E� 7 ca 0 .0 -0 0 C w o m U C U)f0 C C O C O ca o_ o al v N N t E PROJECT INFORMATION ENGINEERED JIM CLARK PRODUCT 240463-0124 MANAGER: JAMES.CLARK@ADS-PIPE.COM MIKE GREEN ADS SALES REP: 304-240-0082 MI KE.GREEN@ADS-PI PE.COM PROJECT NO: IS134136 L!LLLLmLFAFm�l ADVANCED DRAINAGE SYSTEMS, INC. UVA RESEARCH LOOP ROAD CHARLOTTESVILLE, VA SC-740 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH SC-740. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a "STANDARD SPECIFICATION FOR POLYPROPYLENE PP CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. ©2013 ADS, INC. PROPOSEDLAYOUT 12 STORMTECH SC-740 CHAMBERS 2 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 15 STONE BELOW (in) 40 % STONE VOID 1185 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) ABOVE ELEVATION 569.06 1.8 WQ TREATMENT FLOW PROVIDED (CFS) 610 SYSTEM AREA (W) 192 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 580.06 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 574.06 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 573.56 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 573.56 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 573.56 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 572.56 TOP OF STONE 572.06 TOP OF SC-740 CHAMBER 569.57 24" ISOLATOR ROW CONNECTION INVERT 569.56 BOTTOM OF SC-740 CHAMBER 569.06 UNDERDRAIN INVERT 568.31 BOTTOM OF STONE 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS PROPOSED 30" NYLOPLAST (24" SUMP MIN)(DESIGN BY ENGINEER) PROPOSED BARRACUDA S6 SEA 0 0 J QI N L0 Lr) N v A 0 {}0 PROJECT INFORMATION ZMASS/ST. a Q ENGINEERED JIM CLARK �� `� by S%t0rMTeal PRODUCT 240-463-0124 FOR STORMTECH MANAGER: JAMES.CLARK@ADS-PIPE.COM INSTRUCTIONS, ■ MIKE GREEN � �y���T J. ������� � DOWNLOAD THE ADS SALES REP: 304-240-0082 LPL" l�ta. C31�i048S�J7 INSTALLATION APP ■ MIKE.GREEN@ADS-PIPE.COM LLLLLLP� (R) PROJECT NO: IS134136 r ADVANCED DRAINAGE SYSTEMS, INC.�01VA, IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-740 SYSTEM 1. STORMTECH SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-740 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. NOTES • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THIS CHAMBER SYSTEM WAS DESIGNED BASED ON A MINIMUM BEARING CAPACITY OF 2.5 KSF UNDER SYSTEM. CONTRACTOR AND GEOTECHNICAL INSPECTOR SHALL CONFIRM BEARING CAPACITY OF SUBGRADE SOILS BELOW SYSTEM BEFORE BEGINNING CONSTRUCTION AND PROVIDE INFORMATION TO ENGINEER. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THE BEARING CAPACITY INFORMATION IS PROVIDED. 89.01' 87.01' �In N co v � V V V PROPOSED FLOW SPUTTER STRUCTURE 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN CLEANOUT (TBD BY ENGINEER / TYP 4 PLACES) (DESIGN BY ENGINEER / PROVIDED BY OTHERS) (SIZE TBD BY ENGINEER) (SOLID OUTSIDE BED LIMITS) Q O _ a p i 0 w o J ?� W 2 W 0 U o olf Q ~O 0, � o LjjJ 0 0� w Q u' li ULu it o U y w w IL > Oy O a J O N m (h O < w o 0 �o z < z F < o O o � J < v= m o w a a _ w a z w o a < � o z � u < o O o J a 3 SHEET 7 OF UVA RESEARCH LOOP ROAD CHARLOTTESVILLE, VA BAYSAVER BARRACUDA SPECIFICATIONS MATERIALS AND DESIGN CONCRETE STRUCTURES: DESIGNED FOR H-20 TRAFFIC LOADING AND APPLICABLE SOIL LOADS OR AS OTHERWISE DETERMINED BY A LICENSED PROFESSIONAL ENGINEER. THE MATERIALS AND STRUCTURAL DESIGN OF THE DEVICES SHALL BE PER ASTM C857 AND ASTM C858. 48" HP MANHOLE STRUCTURES: MADE FROM AN IMPACT MODIFIED COPOLYMER POLYPROPYLENE MEETING THE MATERIAL REQUIREMENTS OF ASTM F2764. THE ECCENTRIC CONE REDUCER SHALL BE MANUFACTURED FROM POLYETHYLENE MATERIAL MEETING ASTM D3350 CELL CLASS 213320C. GASKETS SHALL BE MADE OF MATERIAL MEETING THE REQUIREMENTS OF ASTM F477. SEPARATOR INTERNALS SHALL BE SUBSTANTIALLY CONSTRUCTED OF STAINLESS STEEL, POLYETHYLENE, OR OTHER THERMOPLASTIC MATERIAL APPROVED BY THE MANUFACTURER. PERFORMANCE THE STORMWATER TREATMENT UNIT SHALL BE AN INLINE UNIT CAPABLE OF CONVEYING 100% OF THE DESIGN PEAK FLOW. IF PEAK FLOW RATES EXCEED MAXIMUM HYDRAULIC RATE, THE UNIT SHALL BE INSTALLED OFFLINE. THE STORMWATER TREATMENT UNIT INTERNALS SHALL CONSIST OF(1)SEPARATOR CONE ASSEMBLY, AND (1)SUMP ASSEMBLY WHICH INCLUDES(4) LEGS WITH "TEETH". THE BARRACUDA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 80% OF THE SUSPENDED SOLIDS ON AN ANNUAL AGGREGATE REMOVAL BASIS. SAID REMOVAL SHALL BE BASED ON FULL-SCALE THIRD PARTY TESTING USING OK-110 MEDIA GRADATION OR EQUIVALENT AND 300 mg/L INFLUENT CONCENTRATION. SAID FULL SCALE TESTING SHALL HAVE INCLUDED SEDIMENT CAPTURE BASED ON ACTUAL TOTAL MASS COLLECTED BY THE STORMWATER TREATMENT UNIT. -OR - THE BARRACUDA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 50% OF TSS USING A MEDIA MIX WITH d50=75 MICRON AND 200 MG/LINFLUENT CONCENTRATION. -OR - THE BARRACUDA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 50% OF TSS PER CURRENT NJDEP/NJCAT HDS PROTOCOL . MANUFACTURER EACH STORMWATER TREATMENT SYSTEM SHALL BE A BARRACUDA SYSTEM AS MANUFACTURED BY BAYSAVER, LLC, 1030 DEER HOLLOW DR., MOUNT AIRY, MD 21771, PHONE (301) 829-6470, FAX (301) 829-3747, TOLL FREE 1-800-229-7283 (1-800-BAYSAVER), EMAIL INFO@BAYSAVER.COM ©2013 ADS, INC. BARRACUDA MAINTENANCE BARRACUDA SYSTEMS MUST BE INSPECTED AND MAINTAINED PERIODICALLY. INSPECTION IS MADE BY CHECKING THE DEPTH OF SEDIMENT IN EACH MANHOLE WITH A GRADE STICK OR SIMILAR DEVICE. MAINTENANCE IS REQUIRED WHEN THE SEDIMENT DEPTH IN EXCEEDS 20 INCHES. MINIMUM INSPECTION IS RECOMMENDED TWICE A YEAR TO MAINTAIN OPERATION AND FUNCTION OF THE UNIT. MAINTENANCE INSTRUCTIONS 1. REMOVE THE MANHOLE COVER TO PROVIDE ACCESS TO THE POLLUTANT STORAGE. POLLUTANTS ARE STORED IN THE SUMP BELOW THE BOWL ASSEMBLY VISIBLE FROM THE SURFACE. YOU'LL ACCESS THIS AREA THROUGH THE 10" DIAMETER ACCESS CYLINDER. 2. USE A VACUUM TRUCK OR OTHER SIMILAR EQUIPMENT TO REMOVE ALL WATER, DEBRIS, OILS AND SEDIMENT. 3. USE A HIGH PRESSURE HOSE TO CLEAN THE MANHOLE OF ALL THE REMAINING SEDIMENT AND DEBRIS. THEN, USE THE VACUUM TRUCK TO REMOVE THE WATER. 4. FILL THE CLEANED MANHOLE WITH WATER UNTIL THE LEVEL REACHES THE INVERT OF THE OUTLET PIPE. 5. REPLACE THE MANHOLE COVER. 6. DISPOSE OF THE POLLUTED WATER, OILS, SEDIMENT AND TRASH AT AN APPROVED FACILITY. • LOCAL REGULATIONS PROHIBIT THE DISCHARGE OF SOLID MATERIAL INTO THE SANITARY SYSTEM. CHECK WITH THE LOCAL SEWER AUTHORITY FOR AUTHORITY TO DISCHARGE THE LIQUID. • SOME LOCALITIES TREAT THE POLLUTANTS AS LEACHATE. CHECK WITH LOCAL REGULATORS ABOUT DISPOSAL REQUIREMENTS. • ADDITIONAL LOCAL REGULATIONS MAY APPLY TO THE MAINTENANCE PROCEDURE. BARRACUDA INSTALLATION NOTES INSTALLATION OF THE STORMWATER TREATMENT UNIT(S) SHALL BE PERFORMED PER MANUFACTURER'S INSTALLATION INSTRUCTIONS. SUCH INSTRUCTIONS CAN BE OBTAINED BY CALLING ADVANCED DRAINAGE SYSTEMS AT (800) 821-6710 OR BY LOGGING ON TO WWW.ADS-PIPE.COM OR WWW.BAYSAVER.COM. o VARIABLE INLET Q 18" OUTLET PIPE U w LOCATIONS ry11 0 a Y t 72" MANHOLE WQU p z BARRACUDA S6 UNIT O J Z w o Y � \ (72" MANHOLE PROVIDED W ga x N BY BAYSAVER) _ 0 U o 30" FRAME & COVER U IllU 18" OUTLET PIPE H m ° _ rc 30" FRAME & COVER / i Q 0 °' M W `D o / 60° W Q in to 3 2 O w w a a 18" INLET PIPE Q � w o a VARIABLE OUTLE 18" INLET PIPE w / z ri LOCATIONS uz FIN ARRAY wz / (TYP 4 PLACES) zo 9 s / a ow rc INTEGRATED a N� INTERNAL WEIR 30° 90° . 0 / w a M rz l 1 ■ Z F < w awz A N w ° w� a a� TYPICAL PLAN VIEW SITE SPECIFIC PLAN VIEW 1 s NTS NTS o z BARRACUDA S6 c rc, UNIT ID WQU W �� PEAK FLOW RATE (CFS) a 0 a 30" FRAME & COVER o Oa TREATMENT FLOW RATE (CFS) 2.8W TREATMENT FLOW RATE PER NJDEP W < ASPHALT INSTALLATION TURF INSTALLATION z F o`er w� N 577.06 RIM = > N o w 12" (MIN) a m N w o INTEGRATED INTEGRATED o y m o INTERNAL WEIR INTERNAL WEIR o 89.3' Z. 18" INLET PIPE - (39" MIN) u a wO rcz W a a (18" OUTLET PIPE NOT I F w 0 SHOWN FOR CLARITY) I w w 569.62 OUTLET F I 569.62 INLET zN a. oo oa 14.52' o w BOWL 13.36'± BOWL [174.3"] J No o? m (h 0. z <_ �z w O °o 85" z w F < °w O J o z V J <w FIN ARRAY FIN ARRAY = o (TYP 4 PLACES) (TYP 4 PLACES) aw w� aN z } m� r0 a K z J o Ua SECTION VIEW A -A SECTION VIEW B-B SHEET NTS NTS 4 OF 7 m E O 0 M U N VI N O Q O > E W g E ~ Lu Q U. o LL w C W L M J U o0 U, .5 - Lrj N d >p N N W OX U) fY 4j LL = c N =v>o Ln F_ Q c Sri O rn41 r" U m CO J Lu kD H Lo z w Z O g a O U u U W =) O Z U O w Lf) a > o � (n > W W 0 N a 0 � 0 DATE 03125119 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=60' 0 O L.L J ^ 1- 4 1..� O W O � J z Q W W zz) <(D O Q �wz T J Q G U co oc Q W I- Lu u w O I- V / D JOB NO. 42572 SHEET NO. C6.2 U) L a ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS o > Y AASHTO MATERIAL _ MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT 0 CLASSIFICATIONS JLu FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED J > = y D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND _ U) W o U o U PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. U 0 PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. Q 0 rn w o AASHTO M145' BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER LLI chi a o INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR A-1, A-2-4, A-3 THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN U) Q LU In in Z TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) PROCESSED AGGREGATE. 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR U o C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR Q F- U y x SUBBASE MAY BE A PART OF THE'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS PROCESSED AGGREGATE MATERIALS. ROLLER GROSS > w LAYER. AASHTO M43 VEHICLE WEIGHT NOT TO EXCEED 12,000 Ibs (53 kN). DYNAMIC F 0 w 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 FORCE NOT TO EXCEED 20,000 Ibs (89 kN). o a w EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' = B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER CLEAN, CRUSHED, ANGULAR STONE 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. w ABOVE. N 0i wW A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE 2.3 Z a rc SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3, 357, 4, 467, 5, 56, 57 0 W oSO PLEASE NOTE: rcw. H S 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN CRUSHED ANGULAR. FOR EXAMPLE A SPECIFICATION FOR #4 STONE WOULD STATE: CLEAN CRUSHED ANGULAR NO.4 AASHTO M43 STONE". to W C W xw 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. x w a 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR z a COMPACTION REQUIREMENTS. w 4. ONCE LAYER'C' IS PLACED, ANY SOIUMATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. o w� a w� Y �w ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL ° AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS n a 5 PAVEMENT LAYER (DESIGNED rc U W BY SITE DESIGN ENGINEER) PERIMETER STONE D 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED $' w < Z INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, 18" (SEE NOTE 4) ;, wcREASECOVER roza^Isoomml. (450mm) MIN* (MAX) r 0 o wI 6" (150 mm) MIN ® $ y a EXCAVATION WALL * (CAN BE SLOPED OR VERTICAL) © v 30"� F w 3 o w e n ww w w a a (762 mm) U o a A L N � wo oa o a m ww xr DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN SC-740 END CAP 6" y o 8 m w. 2 12" (300 mm) MIN 51" (1295 mm) 12" (300 mm) MINno SUBGRADE SOILS (150 mm) MIN V, m o 0 o (SEE NOTE 3) as pw o coco >� &a Ow z aw O 2. °o NOTES: LU _w 0 W F- ¢ O w ❑z 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". co m w 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". = w Z wo 3. THIS CHAMBER SYSTEM WAS DEIGNED BASED ON A MINIMUM BEARING CAPACITY OF 2.5 KSF UNDER SYSTEM. CONTRACTOR AND GEOTECHNICAL INSPECTOR SHALL CONFIRM BEARING CAPACITY OF w o SUBGRADE SOILS BELOW SYSTEM BEFORE BEGINNING CONSTRUCTION AND PROVIDE INFORMATION TO ENGINEER. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THE BEARING CAPACITY INFORMATION IS PROVIDED m 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. _ 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: m • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. 00 00 • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2". J'o F • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F / 23" C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW SHEET 7 COLORS. OF SC-740 TECHNICAL SPECIFICATION NTS 90.7" (2304 mm) ACTUAL LENGTH NAM o � o 1 (310mm) 85.4" (2169 mm) INSTALLED LENGTH <BUILD ROW IN THIS DIRECTION (OVER SMALL CORRUGATION) 30.0" (762 mm) 51.0" (1295 mm) START END NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m3) MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 m3) WEIGHT 75.0 Ibs. (33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS - A A �{ B PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" C PRE -CORED END CAPS END WITH "PC" PART # STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm) 10.9" (277 mm) 18.5" (470 mm) --- SC740EPE06B / SC740EPE06BPC --- 0.5" (13 mm) SC740EPE08T /SC740EPE08TPC g" (200 mm) 12.2" (310 mm) 16.5" (419 mm) --- SC740EPE08B / SC740EPE08BPC --- 0.6" (15 mm) SC740EPEIOT / SC740EPE10TPC 10" (250 mm) 13.4" (340 mm) 14.5" (368 mm) SC740EPE10B / SC740EPE10BPC --- 0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm) 14.7" (373 mm) 12.5" (318 mm) --- SC740EPE12B / SC740EPE12BPC --- 1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm) 18.4" (467 mm) 9.0" (229 mm) --- SC740EPE15B / SC740EPE156PC --- 1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm) 19.7" (500 mm) 5.0" (127 mm) --- SC740EPE18B / SC740EPE18BPC --- 1.6" (41 mm) SC740EPE24B* 24" (600 mm) 18.5" (470 mm) 0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL ORMTECH Q4S91:7_11`104r_1I1 NTS STORD CHA UTLET MANIFOLD FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601 NON -WOVEN GEOTEXTIL STORMTECH END CAP FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETIC 6S 01T NON -WOVEN GEOTEXTILE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS o� 1 c,,L WALL M FORATED Q E 2 O ERDRAIN u O J vm w �o SHEET 7 of 7 COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE 8' (2.4 m) MIN WIDE STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SUMP DEPTH TBD BY CATCH BASIN SITE DESIGN ENGINEERj � OR MANHOLE 24" 600 mm MIN RECOMMENDED INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT SC-740 CHAMBE 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE -FABRICATED END CAP PART #:SC740EPE246 SC-740 ISOLATOR ROW DETAIL A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. hl/'1TCC 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. NTS CONCRETEC PAVEM CONCRETE SLAB 6" (150 mm) MIN THICKNE STORMTECH CHAMBER V I IVN YVKI SC-740 END CAP _, .. _.. __JSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 12" (300 mm) MIN WIDTH CONCRETE COLLAR NOT REQUIRED )R UNPAVED APPLICATIONS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG41PKIT) OR TRAFFIC RATED BOX W/SOLID NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT PROVIDED BY ADS). LOCKING COVER 4" (100 mm) SCHED 40 PVC 4" (100 mm) 4" (100 mm) SCHED 40 PVC SCHED 40 PVC COUPLING 1 4" (100 mm) 8„ SCHED 40 PVC (200 mm) CORE 4.5" (114 mm) 0 HOLE IN CHAMBER (4.5" HOLE SAW REQ'D) ANY VALLEY LOCATION CONNECTION DETAIL NTS 4" PVC INSPECTION PORT DETAIL NTS 0 Q Y D- > o O w O J w > 1::W I] U U H < 0 m Q �' J 0 < CD U-1 Q In (0 U 4F U w H 0 o a O(o J C, m M Z'I �O w - W¢ O J a m �o SHEET 6 of 7 Rf � I 1 �A, .90 Q CRAJGW I. KOTARSKT Lisa No. 0402048507 1/19 , ,J� r, 01VAL M E O p U N N � > E W E W U w LL L w 0 Io rl aJ U0M0 W J 1"d a >p N N C7 W Z 4 �X ��LL Q : U j F_Q Ln C Ln 41 IN M 00 J C) Lu H CL 0 1il a n DATE 03125119 DRAWN BY A. MABEE DESIGNED BY J. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=60' 0 0 L.L J HI p w OIn J Qz W W O Q �wz J Q �c G m U� Q W a uj V W � O VJ JOB NO. 42572 SHEET NO C6.3 c O 0 = c -o a , Z) �O o� CO Z mO 0 C O O -o c o co In a- U C Z In 5 a �x F- a) o o w 0 0 aw o •§ a0) >c - Y N (p 7 N U C N O a)U :5 2 2'J5 f6 C O V) U N C O E U 7 C U f6 N f6 � O C In o U) U E C N f6 C rn O C O � O a.. Iu -o N N CID E L 575 570 100 YR WSE = 571.25 I 10YRWSE =570.60 565 1 YR WSE = 569.11 9+50 EXISTING GRADE 301 51.96'-g{ 24" RCP @ 0.95% d U O Nt N O L r o Co LO o o F`(.0U) ��� w r L) Z o Qa> co o U) z 10+00 11+00 STR 302 - STR 300 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 212: DI-2C 18 ft Throat STA 10+00.00 TOP 572.08 INV OUT 566.78 (211) 58(1 PROPOSED GRADE 575 570 11+50 76 .. O H �o M r0Lq lO M0 � o co CO LO + M L (10 N oO� ILoz z p N�f_Z Z Z SAn 575 575 PROPOSED GRADE EXISTING GRADE 570 570 565 565 211�O�E6 24.33' OF WATERLINE 15" RCP @ 1.15% PROPOSED SANITARY 560 SEWER 560 9+50 10+00 11+00 STR 212 - STR 202 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 585 I U C`') r 0 O - o D Lf) co r r` O O I` 0 OOLn r 0 0 CM Nr� r 0 Lo w 00 H N+ ��� F� r~ Lo °z O O F-0> O�0>> U)P U)PZ Z O C) o O CD ~ CCC) ~ v 000 C) 104: DI-2C 8 ft Throat ��MaOo oo�04 � �� N N STA13+56.51 Qp ClJ Cn No+00`n m � r � `n � LO N � TOP 575.96 N+00 Z) pr`OZ 0 z C N+ INV IN570.61 (105) o O Qa_ �U�z z �Qa_- pr`c'z O INV IN 570.39 (121) z CD �v~i�? z INV OUT 570.29 (103) O M o ao N 00 r` N � m L) ' CO + cy) rl- LO CnZ O Q d - ��PZ Z 100: ES-1 for 18 inch Pipe STA 14+24.18 TOP 571.27 INV IN 569.56 (101) 585 PROPOSED GRADE EXISTING 580 GRADE 580 13, PROPOS ED 575 2 •15, OF- 1' RCP 9S 1 103, WATERL NE � 575 1.37% 15" OF f?cp 10 @ 3 9 00% 27.86' OF 107 - 18" RCP 84.59' F O 570 @ 1.75o 18" R 105 570 18" R Li PF 103 @ 1.00°14 @ 1.25 51.10, OF 101 ° 18" RCP @ 1.00% 16.58' OF 18' RCP 565 @ 4.35% 565 9+50 10+00 11+00 12+00 13+00 STR 114 - STR 100 Cu 0 0 H N _ O (0 U-) 000 m 00 O Lo th+M?O �r`)0 a> �C 0z 5GFi Lo r ^LO x r x w W O r• O o 00 M"tr r LO = + Lo Lo ��LOZ Z 0 4 U) z z ..5q.5 PROPOSED GRADE EXISTING GRADE 590 TN 590 585 585 7`539) 07 �'c ss 580 580 575 575 9+50 10+00 11+00 11+50 STR 402 - STR 400 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 Cu Cn O O 0 N I- o Oo o op 0 tiLo LO N O+ r u') 0 d> c04 U) z 585 204: DI-213 6 ft Throat STA 10+23.42 TOP 575.77 INV IN 569.52 (205) INV OUT 569.42 (203) - r- 104: DI-2C 8 ft Throat r o0 0o STA 10+24.34 oo M Lo TOP 575.96 11 + LO INV IN 570.61 (105) -Lo0 INV IN 570.39 (121) 0 > � �d INV OUT 570.29 (103) PROPOSED GRADE EXISTING � I GRADE TDAQU DAt'V RECTANGUL/ NOTCH WITH ORIFI( TRASH RAC DI-1 TOP ELEV. 570.55 ELEV. 569.30 ELEV. 568.00 DRY POND DI-1 RISER STRUCTURE 302 DETAIL NO SCALE 31 0 100 Y_R _WSE 0 _ 10 YR WSE 571.25 570.60 0 1 YR WSE 569.11 HICK DI-1 WALL BEYOND, TYP. 570 vj 570 NOTE: PROPOSED 1. CONTRACTOR SHALL PLACE FILL UNDER INLET(S) AT 95% 121 WATERLINE COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST 24.34' OF PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE 15" RCP UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE @ 1.15% PROPOSED COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE 565 565 SANITARY SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, SEWER CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THE INLET(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8' O.C. 21A STONE BASE IN INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED 560 5601 INLET(S) BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE VDOT WITH COMPACTION RESULTS PRIOR TO ROAD ACCEPTANCE. 14+00 15+00 9+50 10+00 10+50 STR 122 - STR 102 202: DI-2C 12 ft Throat STA 13+15.84 TOP 572.08 INV IN 566.50 (211) INV IN 566.50 (203) INV OUT 566.40 (201) HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 m 2_ d U _^ D o co N r i L o O ro r �~(6 + ti LO Lu�LOZ o Qa> C,4 U) P ..5iAFi 580 580 / \ EXISTING GRADE 1 PROPOSED 575 GRADE 575 570 1 570 1 205 23.42' OF 203 O 15" RCP PROPOSED 292.45' OF 565@ 1.20% WATERLINE 15" RCP _ 201 565 1.68' OF @1-00% �- PROPOSED 18" RCP SANITARY @ 0.96% SEWER 560 560 555 555 9+50 10+00 11+00 12+00 STR 206 - STR 200 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 13+00 14+00 CRAIGW J. KOTARSKz L.,ic< No. 0402048507 O 5 � , �NlAl, M E O N U Nui 0 > E Lu°' E Z ~ Lu U v � Q U. o w O CL Lu M J U co w J - ui N pN N I. U' W z�- °)� O 'x o Q � LL = u Q) v N = F_ Ln a rn 4 N M 00 J 0 0 0 0 w > w_ U Q z 0 0 LO z w Z O g a_ 0 u LO z O Z U O w Lf) a w LU > w DATE 03125119 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=50' 0 Q 0 0 un O w J a LL >>0 Q O a u W w J Q a Uw m� J Q Q 0 uj cn Lu 1..1� JOB NO. 42572 SHEET NO. C7.0 U) L